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HomeMy WebLinkAboutB2005-1423 - Soils0Wr)5 STORM WATER LV^COMPLLAVCE SPECIALISTS Water Quality Management Pia cP- (WQMP) For: Day Care Center, Retaining Wall and Parking Lot on Lower Campus At Hoag Memorial Hospital Presbyterian Prepared for: Hoag Memorial Hospital Presbyterian One Hoag Drive, P.Q. Box 6100 Newport Beach, CA 92658-3100 (949) 764-4578 Prepared Sy: Stormwater Compliance Specialists, Inc. 6920 Miramar Road, Suite 303 San Diego, CA 92121 (858)527-1795 L6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 mil Free (888) 794-6255 • E-mail: joe@@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com • Water Quality Management Plan (WQMP) For: Child Care Center, Retaining Wall and Parking Lot on Lower Campus At Hoag Memorial Hospital Presbyterian INSERT GRADING PERMIT NO., BUILDING PERMIT NO., TRACT NUMBER, CUP, SUP AND/OR APN (SPECIFY LOT NUMBERS IF SITE IS A PORTION OF A TRACT) - THEN TAB TO NEXT FIELD. Prepared for: Hoag Memorial Hospital Presbyterian One Hoag Drive, P.O. Box 6100 Newport Beach, CA 92658-3100 (949) 764-4578 Date July 15, 2005 Prepared By: Stormwater Compliance Specialists, Inc. 6920 Miramar Road, Suite 303 San Diego, CA 92121 (858)527-1795 •) • Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus OWNER'S CERTIFICATION WATER QUALITY MANAGEMENT PLAN FOR PERMIT/PLANNING APPLICATION NUMBER & TRACT/PARCEL MAP NUMBER This Water Quality Management Plan (WQMP) has been prepared for Hoag Memorial Hospital by Stormwater Compliance Specialists, Inc. The WQMP is intended to comply with the requirements of the County of Orange, Planning and Development Services Division (PDSD), requiring the preparation of a Water Quality Management Plan. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non -point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region Stormwater Runoff Management Program. Once the undersigned transfers its interest In the property, its successors -in -interest shall bear the aforementioned respons bility to implement and amend the WQMP. An appropriate number of approv • and • ign • . copies of this document shall be available on the subject site in • i rpe Signed: Date: t/ '/s Langston G. Trigg Jr. Vice President Facilities Design & Construction 949 764-4488 Hoag Memorial Hospital Presbyterian ii July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Contents Section I - Discretionary Permit(s) and Water Quality Conditions 4 Section II - Project Description 4 Section III - Site Description 5 Section IV - Environmentally Sensitive Areas & Total Maximum Daily Loads 6 Section V - Site Design Concepts & Selection of BMPs 7 Section VI — Additional Project Information 8 Section VII — Best Management Practices (BMPs) 9 Section VIII - Maintenance Responsibility for BMPs 12 Section IX — Inspection and Monitoring Program for BMPs 13 Exhibits Vicinity Map / Site Storm Water plans / Erosion Control plan / Landscape plan / Potential Pollutants of Concern / Routine Structural BMP Schedule / Non -Structural BMP Schedule / Sediment and Erosion Control BMPs / Non -sediment BMPs / Non -Storm Water BMPs Attachments Attachment A Educational Materials Attachment B Notice of Intent (NOI) Hoag Memorial Hospital Presbyterian Illy 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section I Discretionary Permit(s) and Water Quality Conditions Not Applicable Section II Project Description The Child Care Center, Retaining Wall and Parking Lots are to be construction on the Lower Campus, all areas are owned By Hoag Memorial Hospital Presbyterian. A new retaining wall will be installed on the Northern portion of the site adjacent to the existing condominium complex. The existing Terrace Parking Lot and L.C. West Parking Lot will be demolished and a new parking lot will be constructed. The existing Child Care Center will be demolished and new modular buildings will be installed including utilities (construction expected to begin in December 2005 and end in June 2006). The existing parking lot next to the existing Childcare Center will be demolished and a new one installed after the modular buildings are completed. At the completion of construction all exposed disturbed soil surfaces will be stabilized with a proper landscaping ground cover as soon as possible. Hoag Hospital is responsible for the maintenance of the BMP's when construction is completed with one exception, landscaping. The Landscape Architect will be responsible for stabilizing all exposed disturbed soil surfaces following grading operations, maintaining erosion control measures until vegetation is in place, complying with applicable guidelines and recommendations for the use of fertilizers and pesticides, specifying BMP Standards CA 11 and ESC 10 for material management and vegetation maintenance, and compliance with the NPDES Storm Water Program as stated in the DAMP. Hoag Memorial Hospital Presbyterian iv July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section III Site Description The HOAG HOSPITAL Child Care Center, Retaining Wall and Parking Lot on Lower Campus project is located at 1 Hoag Drive, in the City of Newport Beach, Orange County, California. The Campus is divided into an Upper and Lower Campus. The site is bounded to the west by West Hoag Road and a condominium complex, to the east by Newport Boulevard, to the north by Hospital Road, and to the south by West Coast Highway. Construction work will be taking glace on the Lower Camous ONLY at this time. The entire Campus drains into the Newport Beach municipal storm drain system and then into Newport Bay. There are three existing Lower Campus Storm Drain Systems. System One receives runoff from western portions of the upper and lower parking lots and discharges to an outfall point on West Coast Highway to the south. System Two receives runoff from the eastern portion of the lower parking lot, Hoag Drive, and areas south of the Support Services building and Support Services Parking Structure. This system discharges to an outfall point at West Coast Highway and the Newport Boulevard off -ramp and then to Newport Bay. Two subsystems (2A and 2B) receive runoff from the eastern portion of the upper and lower parking lots, landscaped areas, and Hoag Drive near the Child Care Center and also drain into System Two. System Three receives runoff from Hoag Drive and areas west of the Hoag Cancer Center and discharges to an outfall point at West Coast Highway and the Newport Boulevard off -ramp. Five subsystems (3A, 3B, 3C, 3D, 3E) receive runoff from streets, parking lots, and landscaped areas surrounding the Child Care Center and the Hoag Cancer Center and drain into System Three. Hoag Memorial Hospital Presbyterian v July 15, 2005 • • • Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section IV Environmentally Sensitive Areas (ESAs) & Total Maximum Daily Loads (TMDLs) The Regional Board initially listed Newport Bay and San Diego Creek on the Clean Water Act Section 303(d) list, as water quality limited due to pesticides, heavy metals, priority organics, and unknown toxicity. The Board identified Newport Bay watershed as a high priority for TMDL development. The goal is to help protect and restore the water quality of Newport Bay and the tributaries. TMDL sets a limit for the total loading of a particular pollutant, such that the pollutant loads from all sources will not impair the beneficial uses designated for the waterbody. Summary of Section 303(d) List for Newport Bay (RWZCB, Santa Ana Region, March 16, 1998) Water Body Causes Lower Newport Bay Metals, Pesticides, Priority Organics Upper Newport Bay Metals, Pesticides This project is located in the Newport Bay Watershed. The closest environmentally sensitive area to the project is Newport Bay which is the ultimate run off destination and is impacted and listed on the 303d list for metals and pesticides. This Project will monitor "Groundwater Dewatering Nutrients" (Selenium). All other forms of debris will be prevented from the storm water system by BMPs mentioned in this report. Hoag Memorial Hospital Presbyterian vi July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section V Site Design Concepts The existing Hospital campus topography, geographic, soil features along with Existing storm water drainage patterns provided the basis for the development of the Erosion Control Plan, Structural Source Control and Treatment Control BMPs. A combination of Best Available Technology Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT) have been incorporated into the Owner designed BMPs for this project. The amount of anticipated storm water run-on was calculated in connection with the preparation of the Hydrology Report. All calculations of storm water run-on used in designing sediment and erosion control BMPs. It should be noted that the existing storm drain system has previously been designed for the ultimate development of the entire property (Industrial use runoff coefficient). Because the proposed development is providing about the same percent of paved parking area, there is no change in the rate or volume of runoff resulting from this phase of development. As noted in the Soil Report, the overall impervious surface of the base soils throughout the lower campus along with a high water table and the existing methane gas layer, landscape filtration nor yard drains will not be incorporated into this project. The installation of three Dual -vortex hydrodynamic separators will accomplish the task of removing the majority of free phase liquid petroleum compounds, grease, floatable debris, and settle able solids from surface water. Hoag Memorial Hospital Presbyterian vii July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section VI Additional Project Information Owner — Hoag Memorial Hospital Presbyterian Property Address — One Hoag Drive, Newport Beach, California 92663 SIC Code - 8951 Skilled Nursing Care Facility / 9351 Child Day Care Zoning and Land Use - PC38 Hospital Planned Community Area — 20.4 Acres Jurisdictions Having Authority- California Regional Water Quality Control Board, County of Orange, City of Newport Beach Proximity to Newport Bay (ASBs) —'/a mile Funding Mechanism for Maintenance — Not for Profit / Self -funded Hospital Hoag Memorial Hospital Presbyterian VLLI July 15, 2005 • Water Quality Management Plan (WQMP) Day Care Center, Retaining Walt and Parking Lot on Lower Campus Section VII Best Management Practices (BMPs) Source Control BMPs The following tables show source control BMPs (routine non-structural and routine structural) included in this project and those that were not included. Routine Non -Structural BMPs Ident ifier Name O9 m R x Included Not Applicable In N/A, state reason Ni Education for Property Owners, Tenants and Occupants X N2 Activity Restrictions X N3 Common Area Landscape Management X �1 5 BMP Maintenance X Title 22 CCR Compliance (How development will comply) X No hazardous waste will be produced. N6 Local Industrial Permit Compliance X Not an industrial site. N7 Spill Contingency Plan X N8 Underground Storage Tank Compliance X No underground storage tanks onsite. N9 Hazardous Materials Disclosure Compliance X No hazardous waste will be produced. N10 Uniform Fire Code Implementation X N11 Common Area Litter Control X N12 Employee Training X N13 Housekeeping of Loading Docks X No loading docks onsite. N14 Common Area Catch Basin Inspection _ X N15 Street Sweeping Private Streets and Parking Lots X N16 Commercial Vehicle Washing X No vehicle washing on site. • Hoag Memorial Hospital Presbyterian ix July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Routine Structural BMPs Name Check One If not applicable, state reason Included Not Applicable Provide storm drain system stenciling and signage X Design and construct outdoor material storage areas to reduce pollution introduction X Design and construct trash and waste storage areas to reduce pollution introduction X Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control X Protect slopes and channels and provide energy dissipation X Incorporate requirements applicable to individual priority project categories (from SDRWQCB NPDES Permit) X a. Dock areas X Not included in site design. b. Maintenance bays X Not included in site design. c. Vehicle wash areas X Not included in site design. d. Outdoor processing areas X Not included in site design. e. Equipment wash areas X Not included in site design. f. Fueling areas X Not included in site design. g. Hillside landscaping X h. Wash water control for food preparation areas X Not included in site design. i. Community car wash racks X Hoag Memorial Hospital Presbyterian x July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus The following tables show site design and treatment control BMPs that are included in this project. A description of each BMP follows: Site Desion BMPs Yes No Brief Description of Method Minimize Impervious Area/Maximize Permeability (C-Factor Reduction) X Minimize Directly Connected Impervious Areas (DCIAs) (C- Factor Reduction) X Terrace drains Create Reduced or "Zero Discharge" Areas (Runoff Volume Reduction) X Slope Berms and Slope Down drains. Conserve Natural Areas (C-Factor Reduction) X Treatment Control BMPs Yes No Vegetated (Grass) Strips X Vegetated (Grass) Swales X Proprietary Control Measures X Dry Detention Basin X Wet Detention Basin X Constructed Wetland X Detention Basin/Sand Filter X Porous Pavement Detention X Porous Landscape Detention X Infiltration Basin X Infiltration Trench X Media Filter X Proprietary Control Measures X Hoag Memorial Hospital Presbyterian xi July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section VIII Maintenance Responsibility for BMPs According to State NPDES General Permit the SWPPP shall include BMPs to reduce pollutants in storm water discharges after all construction phases have been completed. Since Hoag Hospital is in the City of Newport Beach, it must comply with the City's post -construction requirements. The City of Newport Beach is using two sections of Orange Counts Drainage Area Management Plan (DAMP): "Management Guidelines for Use of Fertilizers and Pesticides", (Appendix F of the DAMP) and "Best Management Practices for New Development Including Non-residential Construction Projects" (Appendix G of the DAMP). Hoag Hospital is responsible for the maintenance of the BMP's when construction is completed with one exception, landscaping. The Landscape Architect will be responsible for stabilizing all exposed disturbed soil surfaces following grading operations, maintaining erosion control measures until vegetation is in place, complying with applicable guidelines and recommendations for the use of fertilizers and pesticides, specifying BMP Standards CA 11 and ESC 10 for material management and vegetation maintenance, and compliance with the NPDES Storm Water Program as stated in the DAMP. Applicable BMPs according to the ORANGE COUNTY DAMP APPENDIX G consist of Non-structural and Structural Measures. Non-structural measures consist of Education for Property Owners, Tenants, and Occupants; Activity Restrictions; Landscape Management; BMP Maintenance; Litter Control; Catch Basin Inspection; and Street Sweeping Private Streets and Parking Lots. Structural Measures consist of Filtration; Common Area Efficient Irrigation; Common Area Runoff -minimizing Landscape Design; Energy Dissipaters; Catch Basin Stenciling; and Inlet Trash Racks. Hoag Memorial Hospital Presbyterian 12 July 15, 2005 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section IX Inspection & Monitoring Program Another feature of the plan under the General Permit is the development and implementation of a monitoring program. All dischargers are required to conduct inspections of the construction site prior to anticipated storm events and after actual inspection of the construction site prior to anticipated storm events and after actual storm events. All BMPs shall be operated, monitored, and maintained for the life of the project and at a minimum, all structural BMPs shall be inspected, cleaned -out, and where necessary, repaired at the following minimum frequencies: 1) prior to October 15th each year; 2) during each month between October 15th and April 15th of each year and; 3) at least twice during the dry season. During extended storm events, inspections will be made during each 24 hour period. The goal of these inspections are 1) to identify areas contributing to a storm water discharge; 2) to evaluate whether measures to reduce pollutant loadings identified in the SWPPP are adequate and properly installed and functioning in accordance with the terms of the General Permit; and 3) whether additional control practices or corrective maintenance activities are needed. Equipment, materials, and workers must be available for rapid response to failures and emergencies. All corrective maintenance to BMPs shall be performed as soon as possible, depending upon worker safety. Each discharger shall certify annually that the construction activities are in compliance with the requirements of the General Permit. A well -developed monitoring program will provide a good method for checking the effectiveness of the SWPPP and WQMP. Hoag Memorial Hospital Presbyterian 13 July 15, 2005 • • • Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus EXHIBITS Vicinity / Location Map Site Storm Water Plans Erosion Control Plan Landscape Plan Routine Structural BMP Schedule Non -Structural BMP Schedule Potential Pollutants of Concern Sediment and Erosion Control BMPs Non -Sediment BMPs Non -Storm Water BMPs Hoag Memorial Hospital Presbyterian 14 July 15, 2005 • TOPO! map panted or 02/17/05 /rom "CSiThinatpo end "Newport BeS&tpg" 117057 000' W 117 56.000' w Y WG5B4117°55.000' f'b . 11i.. .:. \ iCOSTA NE$ et. ° ii� s { NEWPORT BEACH 117°57.000' W TN adN Ilx• 117°'6.000' W AS Pored for TOY01 elms N.tiw.lOwn• ew • Raises a.ww.topcm.) WG584117°55.000' W 33°36.000' N VICINITY MAP HOAG HOSPITAL RETAINING WALL Newport Beach, Califomia LOtYNEYASSOCIATES FIGURE 1 a e Y s V 0 • • • 1 Environmental/GeotechnicaI/Engineering Services 1651-26 HOAG MEMORIAL HOSPITAL PRESBYTERIAN CURRENT SITE MAP OF LOWER AND UPPER CAMPUS JULY 15, 2005 / y \ r C 2 / TOTAL SYSTEM OPERATING WEIGHT- 52,200 LBS Influent Water 10 f t. Holding/Settling Tank 2,500 gallons FLOW -v Process Pump & Control Panel t Maximum Process Flow: 100 gallons per minute 30 ft. Sand Alter System Bag Filter System GAC GAC Adsorber Adsorber Meter/ Totalizer &Sample Port Treated Effluent to Stromdrain STORM DRAIN TREATMENT WELL D NOT TO SCALE C 0 GRAVEL BAG (1 WIDE x 2 HIGH) BURY BAG }¢ BAG HEIGHT OR PACK TIGHTLY ON ASPHALT FLOW STAGGER BAGS GRAVEL BAGS (1 WIDE X 2 HIGH) NOT TO SCALE 2 PA_ CIF/C_C6A-ST--- -;-- -�- HIGHWAY / \ 62.5 \ ) ._.Jcc \ FLOW - — HO1 0 SET TEE SECTION IN WET CONCRETE FOOTING & TROWEL INSIDE TO DRAIN STD.EE SP ° D TYP. A A a #4 REBAR, WELDED 2" WIDE STEEL STRAP WITH 3/8" BOLT 36" DIA. CSP 1/2" DIA. HOLES, 12" O.C. AND STAGGERED 8" MIN. TO 12" MAX. lot CNI 3" GUNITE 6"x6"-W1.4/ 1.4 W.W.M. ANCHOR BLOCK MIN. 5 SACK/C.Y. CONCRETE OR METHOD APPROVED BY BUILDING OFFICIAL CSP RISER & DRAIN PIPE DETAIL B NOT TO SCALE 20 30 10..: 9.3 y / 9.5 / — \ A r/ 3 ; u. 3 ' -- i �t;r - -Err O E ., - ,},,, tz / L 37.4 53,f1° CC -ha I X. I LI Il. G.C1 - `_ X RATTLE PLATE DETAIL 1C� NOT TO SCALE >r� = X 5.5 8.5 '�- / 40.c / ONCOLOGY CENTER (EXISTING) L- I l <a I X ' mot„ • AC STORM DRAIN CONSTRUCTION NOTES CONSTRUCT FLOGUARD SIZE AND TYPE AS DETAILED ON STORM DRAIN PLAN STENCIL "NO DUMPING DRAINS TO OCEAN" ON ALL CATCH BASINS EROSION, CONTROL NOTES INSTALL SINGLE ROW - 2 BAG HIGH GRAVEL BAGS PER DETAIL A ON SHEET 20. INSTALL CSP R SER PER DETAIL B ON SHEET 20. INSTALL STEEL RATTLE PLATES (2 ROWS) PER DETAIL C ON SHEET 20. INSTALL CONCRETE WASHOUT AREA. INSTALL TRUCK WASH AREA NOTE: SAMPLING WILL BE REQUIRED PRIOR TO DISCHARGE. POST CONSTRUCTION MEASURES GROUNDWATER SAMPLING STATION CATCH BASIN FILTERS 5C GRAPHIC SCALE 0 25 50 100 ggOF ESS/h\ yZ. 4��LC R CeF,P y30 0 0 La U t - NO. 44160 EXP. 6-30-07 SrgrE ORS CIVIL \p OF CALIF 200 ( IN FEET ) 1 inch = 50 ft. Cri 144 cc CO co 0 a. o CO CO cc 0 0 cc caw Lu 0 LLJ 0 co cn En CUSTOMER -FOCUSED SOLUTIONS PREPARED BY: CO cr) tY CD LU EXPIRE DATE: 06-30-07 R.C.E. 44160 ROY L. ROBERSON CL LLI LLI CC CL CC LLI ctic CC UD CC uD CC LLI a. Lu 0 0 0 PERMIT NO. SHEET 20 OF 28 Z: \251482-01 Hoag Hospital \Cadd\HoogLC-20—EC.dwg 11/4/2005 2:52:42 PM PST I N1/4, 6E12N. .t4 a eii aJ • GI rRop092o 20 WIDE VIWpAFZk-"Soani of-I:AGA-VW ea di _ rf (.11 �wVVy x G59 TO c.1 '1 OF CEl2 To 54.8 65 FURREATMENT ` _ t w . N SG ;. _.14r uII :7144fti..„ \ C�•. �" 1 t\ x,Ill♦ `tom p. I• c. plogyl of p-Its To • -tip �--.. �HtG y zF3dguIEMEIN6 ton sum Alt Or • T 1111 CI WM 4 "I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED UNDER MY SUPERVISION" " I -10 2-2 ale JOSUPH 80 LE 1 R.C.E. 44497 DATE LIC. EXP. 3 -3t - 98 LEGEND: NODE NUMBER DRAINAGE SUBAREA ACREAGE SUBAREA RUNOFF HYDROLOGY MAP HOAG MEMORIAL HOSPITAL PRESBYTERIAN PHASE I GRADING AND PARKING LOT PLAN LOWER CAMPUS OF SHEET I SHEETS 7 - A. UPPER HILLSIDE SLOPES Includes hillside transition areas generally between the top of the new retaining wall and the existing slopes. Areas will be treated with erosion control netting and planted with drought tolerant Myoporum pacificum groundcover which matches the existing slope planting. The top backside of the retaining wall will also be continuously planted with groundcover varieties of flowering Bougainvillea with alternating color selections spilling over the edge of the wall adding additional color and interest and further softening the transition between the top of wall and existing upper slope areas. ate IANDSaAPE WORK LIMITS PACIFIC COAST HIGHWAY B. OP N PAD AREA This area between the existing Cancer Center and the entry road to the Child Care Center is an open relatively flat area that will be the site of the Hoag Hospital's new Outpatient Building and Parking Structure. This area will be hydro seeded with a balanced drought tolerant blend of decorative low water use native grasses and flowers for re -vegetation. This mix includes a fast annual grass to protect soil, and legumes to add nitrogen and organic matter to allow slower perennials to germinate and provide permanent cover. This mix does not require permanent irrigation, is decorative and is designed to be an effective erosion control cover crop. ® Rosmarinus Officianalis 'Benenden © Carissa marcrocarpa 'Tomlinson' ® Dietes vegeta O Echium fastuosum o Escallonia fradesii o Feijoa sellowiana • Hemerocallis 'Starburst' e Lantana 'Spreading Sunshine' o Bougainvillea 'Rosenka' o Raphiolepis indica 'Clara' ® Phormium tenax 'New Zealand' © Prunus caroliniana 'Manus' o Rosa x 'Seafoam' o Salvia leucantha Trachelospermum jasminoides Grevillea 'Noellii' ' Myoporum parvifolium Myoporum 'Pacificum' Benenden Blue Rosemary Natal Plum Fortnight Lily 'Pride of Madeira' — pink Escallonia Pineapple Guava Starburst Evergreen Daylil NCN Rosenka Bougainvillea Clara Indio Hawthorne New Zealand Flax Bright and Tight Carolina Seafoam Shrub Rose Mexican Bush Sage Star Jasmine NCN Groundcover myoporu m NCN n IEIGHT OF BLUFF BEYOND PROPERTY LINE C. ROADWAY/SIDEWALK EDGES Includes existing Hoag Drive edges and the extension of Hoag Drive west to the interface with the existing Co -Generation Plant at the far westerly end of the project area. Roadway edges will be planted with alternating clusters of Tipuana trees and Queen Palms. This treatment provides additional shade and roadway edge definition and unifies the existing Hoag Drive streetscape character while softening views of both the wall and foreground site areas from Pacific Coast Highway. Alternating bands of Fortnight lily, Evergreen Daylily and New Zealand Flax add detail to roadway edges and reinforce pedestrian connections and entry points. ZE SPACING Gal 24" 0.C. Gal 18" 0.C. Gal 24" 0.C. Gal 36" 0.C. Gal 30" 0.C. Gal 30" 0.C. Gal 24" O.C. Gal 36" 0.C. Gal 30" 0.C. Gal 30" 0.C. Gal 36" O.C. Gal 30" 0.C. Gal 30" 0.C. Gal 24" 0.C. Gal 18" 0.C. Gal 30" O.C. Gal 36" 0.C. Gal 36" 0.C. • aims QUANTITY 389 219 1008 88 356 106 3998 263 595 186 99 58 389 1739 493 260 LalkiejojORK Ludas D. PARKING AREA LANDSCAPING Includes parking lot islands and adjacent lower slope edges along the northwest perimeter of the site adjacent to and intersecting with the westem end of the retaining wall project work limits. South Central Coastal Valley Mix. Non —irrigated, erosion control, low fuel, decorative USDA Ecological Subsection — 261 Ba Hydroseed Mix available from Stover Seed Company, Los Angeles, CA. (213)626-9668. 1 NOTE: REPLACE ALL DAMAGED OR DESTROYED SLOPE PLANTING IN TRANSITIONAL AREAS WITH MINIMUM 5GAL. SIZE MATERIAL OF TYPE AND SPECIES EXISTING PRIOR TO CONSTRUCTION OF WALL i I i vf1 _r 1 /I / rf' i .) J / wsc I / l --3 � � / _1 1--I-I Parking lot islands will be planted with New Zealand Christmas Trees for additional shade protection and temperature modification. Adjacent slope areas will include trees in drought tolerant drifts of Pink Malaleuca, Myoporum laetum and African Sumac. Shrubs and groundcover plantings in the parking islands include a mix of Echium, Mexican Sage, Fortnight Lily and Daylily. Slope area groundcover beds include; Myoporum pacificum and Trailing purple and yellow flowering Lantana. Shrub accents include; Mexican Sage, Bougainvillea, Natal Plum, and Pineapple Guava. All slope areas will also be installed with erosion control netting for additional slope protection while planting installations are establishing. E. RETAINING WALL BASE PLANTING Planting area at the base of the new retaining wall beginning at the eastern edge of retaining wall construction and continuing west to the end of the project limits. Trees in alternating clusters of Pink Melaluca, New Zealand Christmas Tree and Myoporum laetum soften and modulate open views along the exposed face of the wall. Under story plantings are also included to provide lush foreground interest and additional softening of the wall mass especially as viewed from the Lower Campus Entry and Child Care Entry Drive and roadway edges. Representative shrub planting for these areas include; Clara India Hawthorne, Carolina Laurel Cherry, Mexican Sage, Pride of Madera, Pink Escallonia, and Pinapple Guava. Although not native species, these materials are drought tolerant selections well adapted to both this coastal region and the specific characteristics of this site location. In conjunction with preparation of the Pad Area referenced in item B above, the base of the retaining wall in this location only from the west edge of the existing Cancer Center to the Child Care Center entry drive will be planted with a continuous line of Mexican Sage shrubs. Jr iANDscE LOWER HOAG EXISTING CONFERENCE CENTER LIMITS DRIVE F. CHILD CARE CENTER ENTRY AND PARKING AREA This area includes the new entry drive and parking area/drop off zones for the new Hoag Child Care Center Project. Beginning at the new Entry Drive, roadway edges will be framed with Brisbane Box trees on the east edge and Chinese Flame trees punctuating adjacent foreground edges. In addition, evergreen New Zealand Christmas trees are clustered to offer additional shade and screening for the parking lot area. Under story drifts of Daylilies signal the entrance to the Child Care Center as viewed from the Hoag Drive entry and are framed with background layers of Escallonia, Rosemary and Shrub Roses. Grevillia and Clara India Hawthorne add flower and seasonal interest to the edges of the approach to the parking lot and reinforce the separation between roadway and the parking zones. At drop off and building entry points, drifts of Star Jasmine, Mexican Sage and Groundcover Roses add additional interest and help define and articulate the approach to the building. Specific landscape treatments and features within the Child Care Center site area will be developed separately by others and are not apart of this project. This includes planting treatments at the base of the retaining wall. LpNDSC4 c \c L. DANIEL W. HERMAN No 2985 * ,p xp 8-31-07 * TF OF CRP. m� n 20 0 40 SCALE 1"=40.00' 60 80 O 8 U E-=1;5 aaA El a� .a ictecaal we In PERMIT NO. tit 'a7a O R.C.E. 44160 ROY L. ROBERSON LS14 SHEET OF 14 THIRD HOAG HOSPITAL SUBMITTAL RISER CAP, AT GRADE, WITH NO GLUE 2' PROPOSED RETAINING WALL 2" WEEP HOLE < G (OVER FLOW) 2% 2" PVC PIPE 2"x2"x2" PVC TEE 2" PVC PIPE 6" PVC STORM DRAIN PIPE VARIES PER PLAN 2' TRENCH WIDTH 1' BEYOND WALL PVC COLLAR 2" PVC PIPE INSTALL PER CIVIL INSTALL PER STRUCTURAL ENGINEER'S PLANS 1 ENGINEER'S PLANS 2" PVC RISER NOT TO SCALE H (23) / vv /N / \. PR. GjECfi pvnim NOTE ALL wpLfrrSTATiONINC REFERS TO BACK 9F WALL CLEANOUT CAP 2% 2' PROPOSED RETAINING 4- WALL 2" WEEP HOLE 2% 4" CLEANOUT PIPE 6" PVC STORM DRAIN PIPE VARIES PER PLAN 1' BEYOND WALL �� BACKFILL 2' TRENCH WIDTH INSTALL PER CIVIL INSTALL PER STRUCTURAL ENGINEER S PLANS ENGINEER'S PLANS 4" STORM DRAIN CLEANOUT NOT TO SCALE 0 5=0.02°. DVS 60--(5' 0) -AVERT = FL-5.5' CAUT-fON- ---- - --PROTECT-XISTIAG SEWER STORM DRAIN CONSTRUCTION NOTES INSTALL 2" PVC, SDR 35, WITH BEDDING PER CITY OF NEWPORT BEACH STANDARDS. INSTALL 6" PVC, SDR 35, WITH BEDDING PER CITY OF NEWPORT BEACH STANDARDS. INSTALL 8" PVC, SDR 35, WITH BEDDING PER CITY OF NEWPORT BEACH STANDARDS. INSTALL 10" PVC, SDR 35, WITH BEDDING PER CITY OF NEWPORT BEACH STANDARDS. INSTALL 12" PVC, SDR 35, WITH BEDDING PER CITY OF NEWPORT BEACH STANDARDS. INSTALL 15" PVC, SDR 35, WITH BEDDING PER CITY OF NEWPORT BEACH STANDARDS. INSTALL 18" RCP (D-LOAD PER PLAN) W/ BEDDING PER CITY OF N. B. STDS. CONSTRUCT 12"x12" BRASS AREA DRAIN. 58 _ CONSTRUCT AREA DRAIN PER DETAIL __ CONSTRUCT J.S. TYPE 1 PER CITY OF NEWPORT BEACH STANDARD 310-L. INSTALL 2" PVC, SDR 35 RISER, PER DETAIL "H" ON SHEET 23, AT 12' ON CENTER WITH 4" CLEANOUT AT 48' ON CENTER. INSTALL 4" CLEANOUT PER DETAIL "1" ON SHEET 23 INSTALL 3.5' CURB INLET PER CITY OF NEWPORT BEACH STD. 305-L. CONSTRUCT 12" X 12" GRATE. CONSTRUCT CONCRETE COLLAR PER CITY OF NEWPORT BEACH STANDARD 313-L. CORE AND GROUT INTO EXISTING CATCH BASIN. CONSTRUCT BRICK AND MORTAR PLUG. REMOVE EXISTING CATCH BASIN. REMOVE EXISTING STORM DRAIN PIPE. INSTALL 12" X 12" BROOKS BOX FOR WATER QUALITY TEST STATION. CONSTRUCT FLOGUARD SIZE AND TYPE AS DETAILED ON STORM DRAIN PLAN STENCIL "NO DUMPING DRAINS TO OCEAN" ON ALL CATCH BASINS PACIFIC 1800-INV.-..._ -20 00-4R'- -- --- A$T FfIGHWAY \ \\ DEDICATION TO CITY OF NEWPORT BEACH (CONSTRUCTION RIGHTS RESERVED) •)1H LINE TABLE LINE LENGTH BEARING L1 182.21 382'08'46"E L2 45.79 382'08'46"E L3 7.69 S46.22'56" E L4 12.00 N87'53'24"E L5 160.07 N87.53'24"E L6 6.03 N87'53'24"E L7 116.94 S83'36'20"E L8 9.33 S11'24'10"E L9 17.15 S11'24'10"E L10 85.34 S11'24'10"E L11 7.83 302'06'36"E L12 46.90 N44'04'12"W L13 8.32 N44'04'12"W L14 40.40 N79'23'30"W L15 30.09 N13'21'36"W L16 101.20 N13'21'36"W L17 43.24 N01'29'17"W L18 6.23 N01'29'17"W L19 4.54 N01'29'17"W L20 47.19 N11'04'11"E L21 137.88 N82'25'46" E L22 53.98 N82'25'46"E L23 23.90 N0T51'14"E L24 13.45 N07'51'14"E L25 61.22 339.29'53"E L26 22.03 339.29'53"E s_ 2L0O.TOP- :20.00 INV LINE TABLE LINE LENGTH BEARING L27 138.89 N81'02'12"W L28 20.26 N38'36'20"W L29 107.70 N83'36'20"W L30 5.88 387.53'24"W L31 1.50 387.53'24"W L32 1.50 N87'53'24"E L33 128.54 N87'53'24"E L34 13.10 347.06'36"E L35 57.77 S87'53'24"W L36 34.57 335.54'51"E L37 62.18 356.37'19"E L38 38.91 ' S83.36'20" E L39 94.06 N87'53'24"E L40 137.92 N87'53'24"E L41 128.01 N8753'24"E L42 22.64 S10.36'30"W L43 50.62 363'54'28" E L44 16.85 ' 552'51'14"W L45 14.07 N45.55'48"E L46 62.04 N07'51'14"E L47 7.33 302.06'36"E L48 21.53 379.23130" E L49 7.30 N59.51'38"E L50 91.68 382.08'46" E L51 96.17 N87'53124"E L52 116.70 501.36'44"W 2 30 0 JS TR 15 I LEGEND JUNCTION STRUCTURE TOP OF RISER GRAPHIC SCALE 30 60 120 ( IN FEET ) 1 inch = 30 ft. 0 CO d z 0 m 0 co 175 DATE APPROVED DATE PRINTED J 0 0 6 2 0 0 Q 0 w= w 0 w z 0 Co 111 g�� 0_, th CozU ¢ c D�z'1- W ZLJf w �`"L Si 0 J z w cn J O In CUSTOMER -FOCUSED SOLUTIONS PREPARED BY: EXPIRE DATE: 06-30-07 R.C.E. 44160 ROY L. ROBERSON -J CC 0 CC O C/) z Q J Z 0 0 W Cn 0 12 D a_ 0 IZ W 0 J 1 J F- a. 0 0 0 PERMIT NO. SHEET 23 OF 28 Z: \251482-01 Hoag Hospital \Cadd\HoagLC-23—SD.dwg 6/16/2005 2:15:30 PM PST is i . 3,4 / i /%'` 1 I,' X fi l 4.4 j 5:06- -7-34 4 vv /� �' - �•" r'�v / '.7 ^� 2.65d / / //' CCNC. ,/ t .7 __. ;cc', r — 14.10 6.45 max- 5,00 [7.E 0.99'' 43.50 7- e,7 /3/ v /7 v 9c 62.j a X. 73.5 -----`. c5 I_ —� - aamisrerearai 'Rat. -0:26=ACC Me ID 5.755: 2.52 2 54' -`"FtDGUARD - ,.._ —.._. DUAL -VORTEX -HYDRO- DYNAMIC-SEPARATOR • `%'"- ---_ 'EZ IIFT_?SE4LED COVER`'---.� - _ _ _ _ DVS 60 (5' �) t % f — c — - — �� ' i.-. > a_/ 3-744, 6.95 5.00 25 YEAR STORM LEGEND TIME OF CONCENTRATION & FLOW FOR CONFLUENCING TRIBUTARIES NODE NUMBER TIME OF CONCENTRATION (MINUTES) PEAK FLOW AT NODE (CFS) SURFACE SPOT ELEVATIONS FROM STREET PLAN APPROXIMATE ELEVATION IN PIPE =I TRIBUTARY AREA 49.1 60, • -42 • CON C. \-1177— .7 —111 XX TRIBUTARY ACREAGE tf tiirbtAci 50 in' 517 05 i'</X• L._ /..)1\1:3,.*;:"\31: \'-‘1\i':.-Fr-4<)\5--2,-:-__111111;/(52(72?-/7-17/7//-4'/ ( • 123 06/ychcISEPARATOR WITH PEAK FLOW FROM 1997 HYDROLOGY AND HYDRAULIC .7135 • 9.00 0.80 74522.41 55.07 2072 PEAK FLOW FROM 1997 HYDROLOGY AND HYDRAULIC PEAK FLOW FROM 1997 -- HYDROLOGY AND HYDRAULIC GRAPHIC SCALE 0 25 50 100 200 • o cc 17) CO 0 DATE APPROVED: cc 0 CO cNI CO La ow Ci 0 CO LA CUSTOMER -FOCUSED SOLUTIONS PREPARED BY: 0 N- th 0 co o to 16. cy EXPIRE DATE: 06-30-07 R.C.E. 44160 ROY L. ROBERSON PROPOSED HYDROLOGY MAP co 2 0 PERMIT NO. SHEET 22 OF 28 Z:\251482-01 Hong Hospital \Cndd\HongLC-22-HM.dwg 11/4/2005 4:23T3 PM PST • • • Hoag Memorial Hospital Lower Campus Routine Structural BMP Identification & Schedule BMP Category Area / Location Frequency Company Contact Information Hillside Landscape Lower Campus Monthly Park West Landscape Brian Sorenson 714 543-2433 815 S. Grand Street Santa Ana, Ca Landscape Design And Irrigation Systems Lower Campus Monthly Rabben / Herman Landscaped Design Architect Bill Rabben 949 548-3459 833 Dover Drive #9 Newport Beach, Ca. SWPPP / NPDES Requirement Compliance Lower Campus Monthly Hoag Hospital FD&C Lloyd Dick 949 764 4578 Outside Storage & Spill Contingency Plan Lower Campus Construction Site Weekly TRC Solutions Jim Juliani 949727-9336 Storm Drain Stenciling And signage Lower Campus Construction Site Yearly Hoag Engineering Doug Koehler 949 764-9016 Construction Debris And Trash Areas Lower Campus Weekly Rainbow Disposal Company Rainbow 714 847-3581 17121 Nichols Street Huntington Beach, Ca. • • Hoag Memorial Hospital Lower Campus Non -Structural BMP Identification & Schedule BMP Category Area / Location Frequency Company Contact Information Landscape Maintenance Irrigation & Fertilization Weekly Park West Landscape Brian Sorenson 714 543-2433 815 S. Grand Street, Santa Ana, Ca. BMP Maintenance Hoag Hospital Campus Monthly Hoag Hospital FD&C Lloyd Dick 949 764-4578 Spill Contingency Plan Hoag Hospital Campus Quarterly Hoag Hospital Environmental Safety Officer Roxanna Bryant 949 764-8010 Hazardous Materials Disclosure Hoag Hospital Campus Quarterly Hoag Hospital Environmental Safety Officer Roxanna Bryant 949 764-8010 Litter Control Hoag Hospital Campus Daily Park West Landscape Brian Sorenson 714 543-2433 815 S. Grand Street, Santa Ana, Ca. Street Sweeping Hoag Hospital Campus Monthly Hoag Engineering Doug Koehler 949 764-8016 Common Area Catch Basin Inspection Hoag Hospital Campus Monthly Hoag Engineering Doug Koehler 949 764-8016 Dewatering / Monitoring Hoag Hospital Campus Monthly Pure Effect Incorporated Mike Slaby 714 639-7873 611 W. Palm Ave, Orange, Ca. Community Education Hoag Hospital Employees Yearly Hoag Hospital/Administration Debra Legan 949 764-6943 Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Potential Pollutants of Concern Include: ® Pathogens — Pathogens (bacteria and viruses) are ubiquitous microorganisms that thrive under certain environmental conditions. Their proliferation is typically caused by the transport of animal or human fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the aquatic habitat and create a harmful environment for humans and aquatic life. Also, the decomposition of excess organic waste causes increased growth of undesirable organisms in the water. ® Nutrients — Nutrients are inorganic substances, such as nitrogen and phosphorus. They commonly exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources of nutrients in Urban Runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies and streams can cause excessive aquatic algae and plant growth. Such excessive production, referred to as cultural eutrophication, may lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. ® Pesticides — Pesticides (including herbicides) are chemical compounds commonly used to control nuisance growth or prevalence of organisms. Excessive or improper application of a pesticide may result in runoff containing toxic levels of its active ingredient. ® Sediments — Sediments are soils or other surficial materials eroded and then transported or deposited by the action of wind, water, ice, or gravity. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, lower young aquatic organisms survival rates, smother bottom dwelling organisms, and suppress aquatic vegetation growth. ® Trash and Debris — Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste products on the landscape. The presence of trash and debris may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter can create a high biochemical oxygen demand in a stream and thereby lower its water quality. In addition, in areas where stagnant water exists, the presence of excess organic matter can promote septic conditions resulting in the growth of' undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. • Oxygen -Demanding Substances — This category includes biodegradable organic material as well as chemicals that react with dissolved oxygen in water to form other compounds. Proteins, carbohydrates, and fats are examples of biodegradable organic compounds. Compounds such as ammonia and hydrogen sulfide are examples of oxygen -demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. ▪ Oil and Grease — Oil and grease are characterized as high -molecular weight organic compounds. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular -weight fatty acids. Introduction of these pollutants to the water bodies are very possible due to the wide uses and applications of some of these products in municipal, residential, commercial, industrial, and construction areas. Elevated oil and grease content can decrease the aesthetic value of the water body, as well as the water quality. Hoag Memorial Hospital Presbyterian 15 July 15, 2005 • • Full Access Maintenance The FloGarde DUAL -VORTEX Hydrodynamic Separator is the ONLY hydrodynamic separator that: • offers a FULL ACCESS manhole cover allowing for ease of maintenance • offers installation and removal of internal components In addition our Separator is the ONLY stormwater treatment system supplied with gasketed petroleum industry rated (vandal -proof) access cover to better address vector issues. Access covers are supplied in E-Z LiftPI' design with hydraulic assistance. Removable Internals Periodic maintenance may be performed on the FloGard DUAL-VORTE( Hydrodynamic Separator with either the internal components in place or easily removed for o complete and thorough cleaning. Maintenance Programs Contact your local Drainage Protection Systems service provider for a comprehensive maintenance program for the FloGard DUAL -VORTEX Separator or other stormwater treatment systems. Points of Interest ® EZ-Uftml, full access, sealed manhole cover (gaskeled/H20 loading). ® Removable internal components for easy and complete cleaning. eIndustry -standard pre -cast concrete manhole. 0 Superior storage capacity. MAINTENANCE FEATURES • fu I access rn rho,e cnrr,irip, tci ease r �a�i.:Xc`ce I<,1nn led. , ra[ec ce_r cD=er n ci _i5n • MaGard DUAL -VORTEX Hydrodynamic Separator Models and Dimensions Model Ne. Diameter Depth (blow invert) Maxhrmnr inlet plpe she 8 mm k ram in ram DVS-36 3 914 3.5 1067 12 305 DVS-48 4 1219 4.5 1372 18 457 DVS-60 5 1524 5.4 1646 24 610 DVS-72 6 1829 6.8 2225 30 762 DVS-96 8 2438 8.0 2438 42 1067 ©2005 KriStar Emerprises, Inc. FloGard® is registered Trademarks of KriStar Enterprises, Inc. EZ-Oh"" is a registered Trademark of CNI Manufacturing KriSlor Enterprises, Inc. • P.O. Box 6419 • Santa Rosa, CA 954061419 • PH: 800579-8819 • FM: 707-524-8186 • www.kristar.com 5;? rd® DUAL -VORTEX Hydrodynamic Separator Go with,: ,cap 'The Flo'. s411, uvsetastesst FloGard° Dual -Vortex Hydrodynamic Separator The FloGarde Dual -Vortex Hydrodynamic Separator provides enhanced gravity separation of suspended stormwater pollutants in a compact configuration. Particle settling or floatation is accelerated by forces Induced by the tangential flow pattern augmented by a highly circuitous flow path. The unit uses two Independent cylindrical separators: Low flow is diverted by the inlet to the first separator, while moderate flow begins to overflow the first control weir and enter the second separator. Settled particles collect in the bottom storage area of the unit which is isolated from the fluid outlet, minimizing re -suspension. Fbating debris and olls are temporarily held at the top of each separator and deposited in the upper storage area by peak storm events. Once the unit treatment capacity is exceeded, excess flow breaches a second control weir at the inlet and passes through the bypass pipe without decreasing the treatment flow or re -entraining captured pollutants. FloGard6 Dual -Vortex Hydrodynamic Separators are designed to remove TSS and hydrocarbon pollutants reflective of typical urban runoff. Units are sized to treat stormwater at equivalent removal efficiency in an equal or smaller footprint than competitors' products. The FloGarde Dual -Vortex Hydrodynamic Separator is constructed of durable stainless steel and fiberglass components installed in a reinforced concrete structure. All intemal parts are easy to install, and may be removed in the field through a 48-inch access • lid for easy, complete cleaning access. Kristar's FloGarde Dual -Vortex Hydrodynamic Separator offers a new economical alternative structural BMP for use In developments where land area necessitates compact, effective treatment tor removal of suspended pollutants from stormwater runoff. • Model Na. ID (ft) PeakFlow capacity (oh) Equivalent Fl pa �) Sediment � ((cue su storage Cap. Weft Total t(Min. Height (to Total Depthseparat B Invert (ft) ar Dia. Max. Inletl � DVS-36 9 4 .r .. ' 0.5 .. 13 21 6.7 3.6 9 12 DVS-48 4 8 1.1 � 45 85 •4,5 12'.. 18 DVS-80 5 18 2.0 55 80 , 11.4 5.4 15 24 DVS-72 6 32 3.1 110 135 13.8 6.8 18 30 DVS-96 8 80 6.3 300 .300 18.0 9.0 24 42 Questions? Contact !trifler at (800) 579-8819. C2005 Kristar Enterprises, Inc. 05/05 • • GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLOGARDm DUAL -VORTEX HYDRODYNAMIC SEPARATOR SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These specifications apply to the F1oGarde Dual -Vortex Hydrodynamic Separator. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed FlaGard® Dual -Vortex Separators be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris and litter however, it is recommended that each installation be serviced at least two times per year. DPS technicians are available to do an on -site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least two times per year). 3. For areas with winter snow and summer rain: Prior to and after the snow season. 4. For installed devices not subject to the elements (wash racks, parking garages, etc.): On a recurring basis (no leas than two times per year). SERVICE PROCEDURES: Note: The most efficient way to service the PloGard®Dual-Vortex Hydrodynamic Separator is by physically entering the tank To do so requires that the person be trained and certified in confined space procedures. DPS technicians ARE confined space trained and certified. 1. The service shall commence with broom sweeping around the manhole of the separator. 2. Lift the EZ-Lift tank manhole cover. 3. Then either: a. Use an industrial vacuum with an extension to removecollected floating debris and hydrocarbons from surface, or, b. Manually remove collected floating debris and hydrocarbons from the surface and place in a DOT approved container. 4. Measure depth of sediment buildup at bottom of tank through separator tube. Inspect tank and internal components for damage and obstructions. 5. If necessary': a. Use an industrial vacuum with an extension to remove sediment from the bottom of the tank through separator robes, or, b. Disassemble and remove the separator module from the tank through the manhole. Vacuum sediment and debris from the bottom of tank. Once the tank has been cleaned the separator module should be reassembled inside the tank and set in place on the installed anchor brackets. 6. The EZ-Lift manhole cover shall be replaced. DISPOSAL OF COLLECTED DEBRIS, HYDROCARBONS AND SEDIMENT The collected debris, hydrocarbons and sediment shall be offloaded from the vacuum into DOT approved container for disposal. Once in the container, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. Note: As the generator, the landowner is ulthnately responsible for the proper disposal of the exposed materials. Because the oaterials likely contain petroleum hydrocarbons, heavy metals and other harmful pollutants, the materials must be treated an EPA Class 2 Hazardous Waste and properly disposed of. DPS relieves the landowner of the actual disposal task, and provides certifleation of its completion In accordance with appropriate regulations. DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts, underground on/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified tedmic'sne and are confined apace trained and certified. Call ns at (888) 950.8826 for further Information and assistance. 'Note: DPS uses a truck -mounted vacuum for servicing these units. Pump -out by the industrial vacuum is not included as part of the normal service of the Dual -Vortex Hydrodynamic Separator and is quoted on a case -by -case basis when the silt level warrants. 11/04 • • • Phis Channel ctIT ORM(G Figure 3-2: Newport Bay Watershed Management Area 0 Watershed Boundary A,, Rivas and Creeks ;.,. Highways - Bays, Estuaries, and Reservoirs 2 4 Miles 3-10 • • Flood Channels within San Diego Creek Watersheds Cnannet Types —Concrete lrnea �Corwela Slope Sne foTcm cnnrnrr ....Eana Cnanma —Naluta: Wateronurer Norio Enamel -- Underground COnaur Lower San Diego Creek Wa ershed s 1 HEWPORT BEACH Figure 1: Newport Bay Watershed G) 0 Upper San C c Water co ca ca y CO CO • • Sediment and Erosion Control BMPs BMP Title General Description Source Control Controlling erosion at the source. Sediment Minimization Attenuating sediment from leaving the site. Run-on Diverting off -site run-on from passing over disturbed areas. Disturbed Areas Stabilizing disturbed areas with a variety of BMPs. Alternative BMPs Governing the use of BMPs not discussed in this SWPPP. Scheduling Sequencing the project to reduce the amount and duration of soil exposed. Preservation of Existing Vegetation Controlling erosion through preserving existing trees, shrubs, and/or grasses. Seeding and Planting Stabilizing soil with vegetation including hydroseeding, trees, shrubs, sod, etc. Mulching Stabilizing soil with mulch, soil binders, and sealants. Geotextiles and Mats Stabilizing soils with erosion matting of natural and synthetic materials. Dust Controls Controlling fugitive dust through, primarily, watering and street sweeping. Construction Road Stabilization Stabilizing vehicle routes through watering, berms, or paving. Stabilizing Construction Entrance Stabilizing points of ingress and egress and points where paved and unpaved roads meet. Earth Dike Managing runoff, desiliting, or channeling water with earthen berms. Temporary Drains and Swales Managing off -site run-on and on -site runoff through stabilized channels. Slope Drains Draining slopes and channeling water with pipe drops, downdrains, or V-ditches. Outlet Protection Stabilizing drain outlets with rock and other velocity and erosion reducing devices. Check Dams Reducing runoff velocity and trapping sediment by creating microclimates and increasing infiltration and sedimentation. Slope Roughening / Terracing Reducing runoff velocity and trapping sediment by creating microlclimates and increasing infiltration and sedimentation. Silt fence Detaining sediment -laden water with, primarily, fabric fencing or fencing combined with gravel bags. Gravel Bag Barrier Detaining sediment -laden water and preventing hazardous material runoff with gravel bag barriers. Brush or Rock Filter Reducing velocity of storm water and increasing sedimentation with vegetative or rock filters. Storm Drain Inlet Protection Detaining sediment -laden water withstraw and/or gravel bag barriers. Sediment Trap Providing sedimentation with excavated bermed areas. Sediment Basin Retaining and detaining sediment laden water. Employee / Subcontractor Training Stressing the importance of employee training. • • • Non -Sediment BMPs BMP Title General Description Storage Areas Governing location and concentration of storage areas. Vehicle / Equipment Cleaning Requiring off -site vehicle cleaning. Building Washing Prohibiting building washing. Temporary Drain Signs Requiring cautionary signs over storm drain inlets. Vehicle / Equipment Parking and Storage Requiring containment or other precautionary measures for parked vehicles and stored equipment Alternative BMPs Governing the use of BMPs not discussed in this SWPP. Paving Operations Requiring runoff prevention, proper disposal of wastes, and employee training. Structure Construction and Painting Requiring runoff prevention with enclosures or berms, using good housekeeping practices, using safer alternative products, and employee training. Material Delivery and Storage Requiring minimization of materials stored onsite, storage of materials in stabilized or secured areas, storage of certain materials in secondary containment, and employee training. Material Use Compelling use of alternative products, minimization of hazardous material use, and employee training. Spill Control Reducing the chance for spill, containing and cleaning up spill, properly disposing of spilled materials, and training employees. Solid Waste Management Requiring designated waste collection areas, and when possible, the regular and proper disposal of materials, and employee training. Hazardous Waste Management Compelling the minimization of hazardous material use, proper disposal of hazardous materials, and employee training. Contaminated Soil Management Requiring the detection, treatment, and/or disposal of contaminated soils. Concrete Waste Management Requiring designated and secured on -site washout areas, and employee training. Sanitary / Septic Waste Management Requiring the provision of convenient and well - maintained facilities, placement of those facilities either away from paved areas along with provision of regular service and disposal. Vehicle and Equipment Cleaning Requiring off -site cleaning. Vehicle and Equipment Fueling Requiring off -site fueling, when possible. Requiring on -site fueling in designated or secured areas, when possible, discouraging on -site fuel storage, implementing spill controls, and requiring employee training. Vehicle and Equipment Maintenance Compelling off -site maintenance, if possible, on -site maintenance in designated or secured areas, cover for materials stored outside, inspection for leaks and spill, immediate containment of leaks and spills, and employee training. Employee / Subcontractor Training Stressing the importance of employee training. • • Non -Storm Water BMPs BMP Title General Description Compliance with NPDES Dewatering / Deminimus Permit Requiring monitoring and treatment for certain non - storm water waste. Irrigation of Landscaped Areas Governing plant selection, irrigation types, and pesticide use. Dust Control Requiring protection of storm drain inlets during street cleaning. Stabilized Construction Entrance Implementation of shaker plate or gravel base cover at construction entrances. Employee / Subcontractor Training Stressing the importance of employee training and requiring bilingual training when appropriate. Alternative BMPs Governing the use of BMPs not discussed in this section. Water Quality Management Plan (WQMP) Day Care Center, Retaining Wall and Parking Lot on Lower Campus Section VII Educational Materials Included The following is a list of educational materials included in this WQMP: Proper Maintenance Practices for your Business The Ocean Begins at Your Front Door Sewer Spillage Hoag Memorial Hospital Presbyterian 16 July 15, 2005 • • Reff litel`t4e1 • cowry end nary water quality ordinances ashen discharges cenhkinepoWtlnu. ISpemb Heath as twiny Cole tattoo 5410-5416 • Its person 6Ad discharge o or meted ,.wge or othermats ins manurial routs in fonrmitwbnpepAtn orenuiswxe. • Any penen also sawn or permits a 16wyp dimness to any sot. wanes: • mwlinmSieelynodythe loulhrethapmydme discharge. • sod renbuse the ad hash money ter samosa An Karat IMpbICoSemad natty lwemcc0ta recednoweenl. • who fah to provide the required notice m de heel Math agency implityohuninderneonorandshollasryp.mmhei byefitelbeMeen de f,oml endierimpramnmdonlenn unoneyeer. • Requires ere proven pxn mlti5e6on, response to and meaning of amegespiha. Caplanh Woo Coda Arne 1. Chapter 1, Sections 1336h-13zii CalNpmh Cods et asiteeirecTriUD,OivOria Chepter0.2,Anicis 2, Sedleo 2250-33110 e io.gmeenslsngallons he„edmseaten lkkninedhusryIsett.of sargeseysaekr. • Any person wed rails to pmoid• de mace required Py this section fpdydembde Soloman, shall hepunieldbya ins Prnman 2ame1 ed/mimmisommnmmnmmnm manm,eynr Reference Guide Your Responsibility as a Private Property Owner e1 dire Fhn,gr4amuy'snit in eqr Nlimittnlhemwtn art. What isa Sµwayo Spin? Sewage spills occur when the wastewater being transported via underground pipes ovedlaws through a manhole, cleanout, or broken pipe. Sewage spills can cause health hazards, damage to homes and businesses, and threaten the environment local waterways, and beaches. C.1v.rre esroC 1t"Rnv". . caz+yrraslre "ipiH s Grose builds up Inside and eventually blocks sewer pipes Grease gets into the sewer from food establishments, household drains, es well as from poorly maintained commercial grease traps and interceptors. Grease lathe most common cause of pipe blockages. Structure ►roblome caused by tree roots In the lines, broken/cracked pipes, missing or broken cleanout caps, or undersized ewers can cause blockages. Infiltration and Inflow OA) impecte pipe capacity and Is caused when groundwater or rainwater enters the sewer system through pipe defects and Illegal connections. Let R h'npn,a 4LRe ffluf t9 l,xvr 1 & BIx,cP;:,cpr %jc. g z •oframir'xav ws i.kyes! Time Is of the essence in dealing with sewage spills. you are required to immediately: Control and minimize the spill. Keep spills contained on private property and out of gutters, storm drains, and public waterways by shutting off or not using the water. Use uedbllt, dirt end/ur pluck ahsNhg to prevent sewage from entering the storm drain System. Clear the sower Meckeps. Always wear gbves and wash your hands. It is recommended that a plumbing professional be called for clearing blockages and making necessary repairs. Always notify your city sewer/public wool.. deportment or public sewer di.bbt of sewage spins. If is spill enters the abrmdrain also notify the Health Care Agency. In addldon, If it exceeds 1,000 gallons notify the Office of Emergency Services. Refer to the numberslisted in this brochure. Ya:,rl s,O11.041 Lit' Li4,lafr, Allowing sewage from your home. business or property to dacherge to a gutter or storm drain may subject you to mnaldee and/or out-of-pocket costa to reimburse cities or public agencies for clean-up end enforcement efforts. See Regulatory Codes a Finest sscdon for perdnentcodes and fines Thal apply 4VPhkrt ;ere Thesis Par Sewage spills can be a very noticeable gushing of water from a manhole ore slow water leak that may take time to be noticed. Godtdlsmles unaccounted -ter wet swears. lookfor: • Grain backups inside the building. • Wet ground and water baking around manhole Iles onto your street. • Leaking water from cleanauts or outside drains. • Unusual odorous wet areas: sidewalks, external walls, ground/landscape around a building. I .:W1.5Pn61 Keep people end lots away from the affected area. Untreated sewage has high levels of decease -causing viruses and bacteria. Cell your local health care agency listed on the back for more Information. N Yon See a Sewage SOW Oecorrky Notify Yew City Sewerlhblie Works Department or Publle Sewer Dtetrkt IMMEDIATELY • • • A property owners sewer pipes are called service laterals and are connected to larger local mein and regional trunk lines. Service laterals run from the connection at the home to the connection with the public sewer (Including the area under the street). These laterals ere the responsibility of the property owner and must be maintained by the property owner. Many eiN agencies have adopted ordinances requiring maintenance of service laterals. Checkwith your city s weriloca l public works department for moreinformation. Operation and maintenance of local and regional sewer sloes are the respcnsi- bif11' of the city sewer/public works depart- ments and public sewer districts. 1 How Von Can Prevent Sewage Spills Never put Itr«-u., rluwn +Itbnyn 2 Put Thom Denied.- tit .an 1 to ynlar Y. rl,a. I,it, tele 3 M✓p,aar .say el a,u. Coral ins r IOW srvLo r .yYmnl and ..Innandtr .lay rai move 'nfdt retie ti ter loot limit., into your Ys.v4lrr bie l.alY �1rnaget splits ten [sure 1\`` azmgetoma ems cause Help prevent thnml tee If Dispose of grease properly) Oo not put grease down drains. Scrape off plates, pans, etc., into grease cans for recycling. Homeowners may place smallamounts into trash binsfardisposal. Restaurants and large buildings, such as commer- cial food establishments, may have grease traps or interceptorsto keep grease outer sewer pipes. To work correctly, a grease trap or interceptor must be: Sized correctly and designed to handle the expectedamountof grease. e Installed properly perinea! codes. Maintained properly, cleaned and serviced regularly Orange County Agency Responsibilites • op, n•WM11 WwDepgri gds.- Nappanging forr b proiKNne city pte •11y sad a ids r ocean bagr agg. w•sedo'iiMmmaitddNw scab•. • Pang tag Dl•trNN+ Naaponlablefor congeal, basting, and dopoMlOMawaMlasr: 'I. • ass d pap H allb tan S14nss MMOMIDa 101Mag }M pM[ Malabo WbY11oMA Goan/bog ..pw and na doaa s a g4wamp aw a tlpow•N•gatome kM.I.Mat. • IIIMI.ra wasr Oman Cass 4u.!• Msbo11 gabpmbelbl.gs11aM1. • Oman Casa SL. ..11•IN ►r011400a— IWp4t4Mabrp•MMM Snit' pa•yMtMbem bstq `4tvp•d at Ward ter fO'MIwMIR NCO/ inb en. mlNdpr mom.dreln swim. DB•b, bow bIlga000n. You Could Be Liable for Not Protecting the Environment A property owner may be charged for costs incurred by these agencies responding to spills hum private Pro pe rti ee. Report Sewage $oil!!! City gwwr/Putic Wort. Departments Abe 1411 14114114100 aw44 71411154MK law 111) 21114111 Mum lab 11MNfi11f nub lima 11411.421R IsTur no nano 11..relw NM2K-N1f 4Mlb VOID 110 HYMN h•ows aM nuns gaga ann. nab 11114114 M*M11M 4d 711191111414I Inflow 413 711 11f Labors 4d DM 4114711 I.I.w Ma 4M1n.ab Iqn. Ming SIM 3114111 1q... Wag. MI4M•111 Le M.Y. 4M 10.1414 Lars nM11044 4Y. ixnt 14114114.10 W.Y.4. 4MK1-141 MaY.Wy. IMKW11 4awn1440 11M4N111 aryl II41wf Map Da* 11N41J111 M1ni 11M14K4S Ira CY..m 4M 310414 Sanaa twWw 4M141311 Saab Aar 11M41.nS Sad Ikea 4M 4314121 Snots 1lb 1114111 TIMM 11M111411 Vb Pad n114YOIN Wa44w nM414311 Wa1.IMo 111141-1111 Public Sewer Districts Cab 11a1 Mabry Drat 111M1114112/ iiiEl Tug Was bYat MO11NIn pIMID+41 Da..NBw Isar.y b Marla 111N1411111 Was Mach f.tnselet p1IIn1d11C V.Wass.Ra .r lies Kfaa S anrsln .ual..r Sane DPW I421 KI-DD 11rw CM Lang B4.. Mimi 11141 SDI] W . body WM11t. b ISMS 41-1a Sorb ibiarlis lN4eaix 5411 111M 41-Nn 456-50. Yrkteat bkalet t an;man sag — San 14 art AU I* M4112344441 Swam 4na Cabo 1Mt (NM M11111 Taw fag. lobos DYpkl (1411111.4111 WA. Ueda WYebsht as T11Jnu Other Agencies 0.w. Dap DM4 Cal Aped (114141.141 or. 4 f.arl..ey DSc" /DM41.n4 urange u'ounty ualuornua Watershed Page 1 of 3 • • Are reolern cph!t r a -I lJ. r,,c ;31erhater Ircilram I ..alersho.dg f # O ! E C G it- T. It ISLES .0 Help Prevent Ocean Pollution: Proper Maintenance Practices for Your Business A clean ocean and healthy creeks, rivers, bays and beaches are important to Orange County. However, many landscape and building maintenance activities can lead tc water pollution if you're not careul. Paint, chemicals, plant clippings and other materials can be blown or washed into storm drains that flow to the ocean. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains and streets is not treated before entering our waterways. Order Multiple Copies) You would never pour soap or fertilizers into the ocean, so why would you let there enter the storm drains? Follow the easy tips in this brochure to help prevent water pollution. Some types of industrial `_cilit'ies are required to obtain coverage under the State General industrial Permit. For more information visit www.swrcb.ca.gov/stormwtr/industrial.html. Storm Drain Awareness and Maintenance Practices Compost grass ciippirrgs, leaves, sticks End other vegetation, or dispose at a permitted landfill or in green waste containers. Do not dispose of these materials in streets, waterways or storm drains. Irrigate slowly and inspect the system for leaks, overspraying and runoff. Adjust automatic timers to avoid over -watering. Ra "ita. & Weal -- The Ocean Begins at 2) Your Front Door Tips for Landscape & e) Gardening i"o i Tips for Pool Maintenance Waste Oil Collection e Centers North OC Waste OH Collection 21 Centers Central OC Waste Oil Collection '" Centers South OC Keeping Pest Control Products Out of Creeks, 6' Rivers and the Ocean b: Carpet Cleaners Permitted Lot & Pool i a i Drains Pool - Maintenance a Tips for Pet Care i u i Tips for Horse Care Water Quality a; Guidelines for Car - Wash Fund Raisers - Sewage Spill ' 2-•' Reference Guide - Tips for Using Concrete r °' and Mortar ro`: Household Tips Help Prevent Ocean Pollution: Proper http://www.ocwatersheds.com/PublicEducation/pe_brochures_biz.asp 7/20/2005 orange County Ualttarma Watershed Page 2 of 3 Follow label directions for the use and disposal of fertilizers, herbicides and pesticides. Do not apply pesticides, herbicides or fertilizers if rain is expected within 48 hours or if wind speeds are above 5 mph. Do not spray pesticides within 100 feet of waterways. Fertilizers should be worked into the soil rather than dumped onto the surface. if fertilizer is spilled on the pavement or sidewalk, sweep it up immediately and place it back in the container. Never allow wash water, sweepings or sediment to enter the storm drain. Sweep up dry spills and use cat litter, towels or similar materials to absorb wet spills. Dispose in the trash. If you must wash your building, sidewalk or parking lot, you must contain the water. collect the water with a shop vac, and contact your city or sanitation agency for proper disposal information. Do not let water enter the street or storm drains. Use drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of materials in the trash. Use a ground cloth or oversized tub tor mixing paint and cleaning tools. Use a damp mop or groom to clean floors. Cover dumpsters to block'nsects, animals, rainwater and sand. Keep the area around the dumpster clear of trash and debris. Do not overfill the durnnster Gall your trash hauler to replace leaking dumpsters. Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a storm drain. Even materials that seem harmless —like Disposal of Household Hazardous Materials Help Prevent Ocean r ®i Pollution: A Guide for Food Service Facilities Help Prevent Ocean Pollution. Proper I Maintenance Practices for Your Business http://www.oc watersheds.com/Public Educationipe__brochures__biz.asp 7/20/2005 vraI1 e Lunn , Laururrua w arersneu Page 3 of 3 latex paint or biodegradable cleaners —can damage the environment. Recycle paints, solvents; lumber and other materials. Store materials indoors or under cover and away from storm drains. Use chemicals that can he recycled. For more information about recycling end collection centers, visit www.oclandfrlls.com. Properly label materials. Familiarize employees with Material Safety Data Sheets. For more information, calf the Orange County Stormwater Program at (714) 567-6363 or visit www,ocwatersheds.com. To report a spill, call the Orange County 24-Hour Water Pollution Reporting Hotline at (714) 567-6363. For emergencies dial 911. http.//www.ocwatersheds,couv"PubiicEducatienipec_ brochures_biz.asp 7/20/2005 California Environmental Protection Agency www.calepa.ca.gov • Air Resources Board www.arb.ca.gov • Department of Pesticide Regulation www.cdprca.gov • Department of Toxic Substances Control www.dtscca.gov • Integrated Waste Management Board wwwciwrrtb.ca.gov • Office of Environmental Health Hazard Assessment www.ochha.ca.gov • State Water Resources Control Board wwwwaterhoards.ca.gov Earth 911 - community -specific environmental information 1-800-cleanup or visit www.1800cleanup.org Health Care Agency's Ocean and Bay Water Closure and Posting Hotline 714-4336400 or visit www.ocbeachinfo.com Integrated Waste Management/Dept. of Orange County - information on household hazardous waste collection centers, recycling centers and solid waste collection 714 834-6752 or visit www.oclandfills.com O.C. Agriculture Commissioner 714-447-7100 or visit wwwocagcomm.com Stormwater Best Management Practice Handbook Visit www.cabmphandbooks.com UC Master Gardener Hotline 714-708-1646 or visit wwwuccemgorg The Orange County Stormwater Program has created and moderates an electronic mailing list to facilitate communications. take questions and exchange ideas among its users about issues and topics related to stormwater and urban runoff and the implementation of program elements. To join the list, please send an email to ocstormwaterinfojoin@hscocwatersheds.com Orange County Stormwater Program Aliso Viejo (949) 425-2535 Anaheim Puhlic Works Operations (714) 765-6860 Rrea Engineering (714) 990-7666 Buena Park Puhlic Works (714) 562-3655 Costa Mesa Public Services (714) 754-5323 Cypress Public Works (714) 229-6740 Dana Point Public Works (949) 248-3584 Fountain Valley Public Works (714) 5934441 Fullerton Engineering Dept (714) 738-6853 Garden Grove Puhlic Works (714) 741-5956 Huntington Beach Public Works (714) 536-5431 Irvine Public Works (949) 724-6315 1a Habra Public Services (562) 905-9792 La Palma Puhlic Works (714) 690-3310 Iaguna Reach Water Quality (949) 497-0378 Laguna Hills Public Service (949) 707-2650 Laguna Niguel Public Works (9491 362-4337 Laguna Woods Public Works (949) 639-0500 Lake Forest Puhlic Works (949) 461-3480 Los Alamitos Community Dev (562) 431-3538 Mission Viejo Public Works (949) 470-3056 Newport Reach, Code & Water Quality Enforcement (949) 644-3215 Orange Public Works (714) 532-6480 Placentia Public Works (714) 993-8245 Rancho Santa Margarita (949) 635-1800 San Clemente Environmental Programs (949) 361-6143 San Juan Capistrano Engineering (949) 234-4413 Santa Ana Public Works (714) 647-3380 Seal Beach Engineering (562) 431-2527 x317 Stanton Public Works (714) 379-9222 x204 Tustin Public Works Engineering (714) 573-3150 Villa Park Engineering (714) 998-1500 Wesnninster Puhlic Works Engineering... (714) 898-3311 x446 Yorba Linda Engineering (714) 961-7138 Orange County Stormwater Program (714) 567-6363 Orange County 24Hour Water Pollution Problem Reporting Hotline (714)-567-6363 On-line Water Pollution Problem Reporting form .ran *Mp ,Ili '.df.- *Most people believe that the largest source of water pollution inurban areas comes from specific sources such as factories and sewage treatment plants. In fact the largest source of water pollution comes from city streets, neighborhoods, construction sites, and parking lots. This type of pollution is sometimes called "non -point source" pollution. *There are two types of non -point source pollution: stormwater and urban runoff pollution. liStormwater runoff refers to runoff resulting from rainfall. It is very noticeable during heavy rainstorms when large volumes of water drain off the urban landscape picking up pollutants along the way. NIUrban runoff can happen anytime of the year when excessive water use from irrigation, vehicle washing and other sources carries trash, lawn clippings and other urban pollutants into storm drains. *Anything we use outside homes, vehicles and businesses — like motor oil, paint, pesticides, fertilizers, and cleaners — can be blown or washed into the storm drains. »UA little water from a garden hose or rain can also send materials into the storm drains. Storm drains are separate from our sanitary sewer systems; unlike water in sanitary sewers (from sinks or toilets) water in the storm drains is not treated before entering our waterways. Automotive leaks and spills. *Improper disposal of used oil and other engine fluids. Metals found in vehicle exhaust, weathered paint, rust, metal plating, and tires. *Pesticides and fertilizers from lawns, gardens and farms. Improper disposal of cleaners, paint and paint removers. *Soil erosion and dust debris from landscape and construction activities. *Litter, lawn clippings, animal waste, and other organic matter. *Oil stains on parking lots and paved surfaces. The Non -point source pollution can have a serious impact on water quality in Orange County. Pollutants from the storm drain system can harm marine life as well as coastal and wetland habitats. They can also degrade recreation areas such as beaches, harbors and bays. Stormwater quality management programs have been developed by the Orange County Stormwater Program under National Pollutant Discharge Elimination System (NPDES) permits. The program educates and encourages the public to protect water quality, monitor runoff in the storm drain system, manage NPDES permit process for municipalities, investigate illegal disposals, and maintain storm drains. The support of Orange County residents, businesses and industries is needed to improve water quality and reduce the threat of stormwater and urban runoff pollution. Proper use and disposal of materials we use everyday will help stop this form of pollution before it reaches the storm drain and the ocean. '11ffMost people believe that the largest source of water pollution in urban areas comes from specific sources such as factories and sewage treatment plants. In fact the largest source of water pollution comes from city streets, neighborhoods, construction sites, and parking lots. This type of pollution is sometimes called "non -point sourer" polh pion. �ItThere arc two types of non -point source pollution: stormwater and urban runoff pollution. !MStormwater runoff refers to runoff resulting from rainfall. It is very noticeable during heavy rainstorms when large volumes of water drain off the urban landscape picking up pollutants along the way. if Urban runoff can happen anytime of the year when excessive water use from irrigation, vehicle washing and other sources carries trash, lawn clippings and other urban pollutants into storm drains. e,. .'HI Anything we use outside homes, vehicles and businesses — like motor oil, paint, pesticides, fertilizers, and cleaners — can be blown or washed into the storm drains. M A little water from a garden hose or rain can also send materials into the storm drains. "Wt. Storm drains arc separate from our sanitary sewer systems; unlike water in sanitary sewers (from sinks or toilets) water in the storm drains is not treated before entering our waterways. VIAutomotive leaks and spills. 4 Improper disposal of used oil and other engine fluids. 'w Metals found in vehicle exhaust, weathered paint, rust, metal plating, and tires. gi! Pesticides and fertilizers from lawns, gardens and farms. 'AlImproper disposal of cleaners, paint and paint removers. IfoSoil erosion and dust debris from landscape and construction activities. li Litter, lawn clippings, animal waste, and other organic matter. 11M Oil stains on parking lots and paved surfaces. The 17. Non -point source pollution can have a serious impact on water quality in Orange County. Pollutants from the storm drain system can harm marine life as well as coastal and wetland habitats. They can also degrade recreation areas such as beaches, harbors and hays. Stormwater quality management programs have been developed by the Orange County Stormwater Program under National Pollutant Discharge Elimination System (NPDES) permits. The program educates and encourages the public to protect water quality, monitor runoff in the storm drain system, manage NPDES permit process for municipalities, investigate illegal disposals, and maintain storm drains. The support of Orange County residents, businesses and industries is needed to improve water quality and reduce the threat of stormwater and urban runoff pollution. Proper use and disposal of materials we use everyday will help stop this form of pollution before it reaches the storm drain and the ocean. Attachment 2 Stale Water Resources Control Board 111 NOTICE OF INTENT TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (WO ORDER No. 99-08-DWQ) STATUS (SEE INSTRUCTIONS) MARK ONLY ONE ITEM 1. 0 New Construction 2. Change of Information for WDID# 830C321942 II. PROPERTY OWNER Name HOAG MEMORIAL HOSPITAL PRESBYTERIAN Contact Person MR. LANGSTON G. TRIGG JR. Mailing Address Title ONE HOAG DR. - P.O. BOX 6100. V.P. FACILITY DESIGN & CONSTRUCTION City State Zip Phone NEWPORT BEACH CA 92658-6100 ( 949) 764 4498 I11. DEVELOPER/CONTRACTOR INFORMATION Developer/Contractor SAME AS ABOVE Contact Person Mailing Address Title City State Zip Phone ( ) IV. CONSTRUCTION PROJECT INFORMATION Site/Project Name AND LOWER CAMPUS DEVELOPMENT Sae Contact Person MR. LANGSTON G. TRIGG JR. PER I Address/Location SPITAL ROAD12446 Del Vino Ct. Latitude 33.63N Longitude 117.93W County ORANGE City (or nearest City) NEWPORT BEACH Zip 92663 Site Phone Number 949 764 4578 Emergency Phone Number 949 764 4578 A. Total size of construction site area: 20 4 Acres C. Percent of site imperviousness (including rooftops): Before Construction: 32 % D. Tract Number(s): E. Mite Post Marker N/A B. Total area to be disturbed: 5 Acres (% of total N/A After Construction: 45.6 _25% F. Is the construction site part of a larger common plan of development or sale? X -NO G. Name of plan or development: UPPER AND LOWER CAMPUS DEVELOPMENT H. Construction commencement date: 09/96 J. Projected Complete grading: CONSTRUCTION construction dates: ONGOING Complete project: ONGOING I. % of site to be mass graded: 5-10% K. Type of Construction (Check all that apply): 4. X Reconstruction AND PARKING 7. Other (Please List): 1. Residential 2. • Commercial 3. • Industrial 5. • Transportation 6. 0 Utility Description: REMODELING, DEMOLISHING ACTIVITIES LOTS V. BILLING INFORMATION SEND BILL TO: El OWNER (as in II. above) Name Same as Above Contact Person ❑ DEVELOPER in III. above) Mailing Address Phone/Fax L ER (enter information at right) City State Zip VI. REGULATORY STATUS A. Has a local agency approved a required erosion/sediment control plan/ ® YES 0 NO Does the erosion/sediment control plan address construction activities such as infrastructure and structures/ _ ❑ YES ❑ NO me of local agency: CITY OF NEWPORT BEACH Phone: 949 644 3285 B. Is this project or any part thereof, subject to conditions imposed under a CWA Section 404 permit of 401 Water Quality Certification/ ❑ YES ® NO If yes, provide details: VII. RECEIVING WATER INFORMATION A Does the storm water runoff from the construction site discharge to (Check all that apply): 1. ❑ Indirectly to waters of the U.S. 2. ® Storm drain system • Enter owner's name: CITY OF NEWPORT BEACH 3. l Directly to waters of U.S. (e.g. , river, lake, creek stream bay, ocean, etc.) B. Name of receiving water: (river, lake, creek, stream, bay, ocean): NEWPORT ISLAND CHANNEL VIII. IMPLEMENTATION OF NPDES PERMIT REQUIREMENTS A. nTORM WATER POLLUTION PREVENTION PLAN (SWPPP) (check one) ❑ A SWPPP has been prepared for this facility and is available for review: Date Prepared: / 1 Date Amended: r / ❑ A SWPPP will be prepared and ready for review by (enter date): UPDATED SWPPP PREPARED JULY 15, 2005 A tentative schedule has been included in the SWPPP for activities such as grading, street construction, home construction, etc. B. MONITORING PROGRAM in A monitoring and maintenance schedule has been developed that includes inspection of the construction BMPs before anticipated storm events and after actual storm events and is available for review. If checked above: A qualified person has been assigned responsibility for pre -storm and post -storm BMP Inspections �l�[/j to identify effectiveness and necessary repairs or design changes . AYES Name: LLOYD DICK (7!°ERMIT COMkrnr uE rcesr•cnvs rr Phone: 949 764 4578 NO A qualified person has been assigned responsibility to ensure full compliance with the Permit, and to implement all elements of the Storm Water Pollution Prevention Plan including: YES NO Name: LLOYD DICK Phone: :949 764 4578 2. Eliminating all unauthorized discharges ❑YES ❑ NO IX. VICINITY MAP AND FEE must show site location in relation to nearest named streets, intersections, etc. Have you included a vicinity map with this submittal? , OYES NO Have you included payment of the annual fee with this submittal/ fy I YES Q NO X. CERTIFICATIONS "I certify under penalty of law that this document and all attachments were prepared under my direction and supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, includinthe possibility of fine or imprisonment. In addition, I certify that the provisions of the permit, including the develop • nt an imp mentation of a Storm Water Pollution Prevention Plan and a Monitoring Program Plan will be complied with:" Printed Na e: Signature: Title: c. �. de Ira vr- F-D.tr,T Ha's* pc -At Date: HOAG® HOSPITAL Hydrology & Hydraulic Report HYDROLOGY & HYDRAULIC REPORT SUPPORT SERVICES BUILDING HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA OCTOBER 1997 Pr pared Under the Supervision of: Davtd A. Boyle R C E 18559 / �ROFFSS%O, Q,LA �U cz No. 18559 ` E * Er. 6/30/01 ""9T CIVILOF Cat`i anguarimAl Iby IEDTGI iIEIEIP3IIR S 2078 S. GRAND AVE.., SAN?A ANA CA 92705 PH: 714-957-8144 FAX714-957-8499 TABLE OF CONTENTS I. INTRODUCTION II. DISCUSSION III. HYDROLOGY - Methodology IV. HYDRAULICS - Storm Drain Hydraulics - Catch Basin Sizing V. BASIS OF STUDY VI. REFERENCES VII. HYDRAULIC CALCULATIONS - Pacific Coast Highway Storm Drain - Pacific Coast Highway Storm Drain, 36" RCP Confluence @ Station 2+63.75 - Site Storm Drain VIII. CATCH BASIN SIZING CALCULATIONS - 25-Year Frequency Storm - 100-Year Frequency Storm IX. APPENDIX A. Hydrology Study for Hoag Cancer Center Prepared by Robert Bein, William Frost & Associates November 5, 1987. B. Hydrology and Hydraulics Report for Hoag Hospital Storm Drain on Pacific Coast Highway from Newport Boulevard to Superior Avenue, Prepared by Robert Bein, William Frost & Associates February 16, 1988. • HYDROLOGY & HYDRAULIC REPORT Support Services Building Hoag Memorial Hospital Presbyterian October, 1997 I. INTRODUCTION This report has been prepared for Hoag Memorial Hospital Presbyterian, One Hoag Drive, Box 6100, Newport Beach, California 92658-6100 relative to RELOCATING an existing, private 36 inch storm drain line to clear the way for construction of the proposed Support Services Building and Parking Structure. The relocation of the existing storm drain system results in an insignificant change to the hydraulics of the private storm drain that parallels Pacific Coast Highway. The data provided in this report refers to the original hydrology and hydraulics prepared by RBF for the design of the original storm drain improvements for the site and are included herein. New hydraulic calculations were run for the relocated 36 inch storm drain line to confirm its adequacy. Note that the Line designations refer to their original assigned letters from the RBF data unless otherwise stated, including stationing along Pacific Coast Highway. II. DISCUSSION Hoag Memorial Hospital Presbyterian is located Northwest of the intersection of Newport Boulevard and Pacific Coast Highway (or West Coast Highway) in the City of Newport Beach, California. A new office building addition and parking structure is to be located between the Newport Boulevard off ramp and Hoag Drive. This area is currently developed as a paved parking lot. Replacing it with a building structure results in a Runoff Coefficient which closely matches the existing parking lot and therefore does not appreciably modify the hydrology calculations. Pacific Coast Highway Storm Drain Existing storm drain improvements in Pacific Coast Highway include a 48 inch storm drain from an existing reinforced concrete box under Newport Boulevard to 266 feet West. At Station 2+66 the storm drain transitions to a 36 inch storm drain, leaves the public right of way, and continues West for approximately 270 feet to Station 5+29 1 where the existing 36 inch from the North connects. This connection from the North is to be plugged and relocated to Station 2+66. At station 5+29 the storm drain transitions to a 30 inch storm drain and continues West 200 feet connecting to catch basins at the hospital entrance, Hoag Drive. On -Site Storm Drain, Hoag Cancer Center Existing on -site storm drain improvements include a 36 inch storm drain (Line B per Sheet 2, Hoag Cancer Center in the appendix herein), which is connected to the storm drain in Pacific Coast Highway at Station 5+29. The on -site 36 inch storm drain continues North approximately 140 feet to an existing catch basin in Hoag Drive. An 18 inch storm drain pipe (Line C per Sheet 2, Hoag Cancer Center) connects to the catch basin. Line C extends East and drains a portion of Hoag Drive and the Cancer Center East parking lot and site. Line 8 continues North 89 feet from the catch basin to a transition/junction structure at Station 11+20. A 24 inch storm drain pipe (Line A per Sheet 2, Hoag Cancer Center) extends East from the structure and drains the Cancer Center roof drains, parking lot and site. Line B continues North as a 30 inch storm drain to a catch basin and drains a slope and parking lot on the North side of the Cancer Center. Pacific Coast Highway Storm Drain Connection/Line B It is proposed to relocate the connection of Line B from the current junction at Station 5+29 to Station 2+66 (a shift of approximately 263 feet to the East, or downstream along Pacific coast Highway). Hydraulic calculations of the Pacific Coast Highway Storm Drain have been prepared to compare the hydraulics of the current installation to that of the proposed connection at Station 2+66. Based on the hydrology prepared for the Cancer Center project by RBF, November 5, 1987, Rev. January 20, 1988, Job Number 24257, Line B conveys 13.2 cfs during a 25-year frequency storm to the junction structure at Station 5+29 of the Pacific Coast Highway Storm Drain. This confluence value was used for modeling the existing system. The hydraulic calculations for the revised location uses peak flows for subareas on -site in lieu of discharges based on lag -time. This results in a more conservative analysis of the Pacific Coast Highway Storm Drain with the new connection. The confluence value used for the connection at Station 2+66 was 21.8 cfs. Comparison of the two hydraulic analyses indicates that the water surface elevation in the Pacific Coast Highway Storm Drain differs only 3 to 4 inches at Station 2+66 and almost no change at Station 5+29. 2 Hydraulic calculations for the relocated on -site storm drain Line B are also included. Peak flow rates were used to analyze the system in lieu of values developed from lag time. The hydraulic analysis indicates that the relocated 36 inch storm drain pipe is adequate for the flows from the existing on -site storm drains. Line A and C Line A and C remain the sane and shall continue to drain the same areas of the hospital site. Surface improvements (pervious and impervious) within the drainage areas of Line A and C also remain unchanged, thus the runoff remains the same. Building and Parking Structure Runoff from the existing parking lot, which is to be the site for the new building and parking structure, currently drains to the private storm drain that parallels Pacific coast Highway and shall continue to do so by making several pipe connections from the new building and parking structure to the storm drain. Since the site is currently a paved parking lot (impervious surface) and the drainage area is unchanged, the total runoff to the storm drain in Pacific Coast Highway effectively remains the same. Hydrology, hydraulics and storm drain improvement plans have been prepared for the Hoag Cancer Center, Job Number 23862 and the Hoag Hospital Storm Drain on Pacific coast Highway from Newport Boulevard to Superior Avenue, Job Number 24257 by RBF. Hydrology, hydrology map, hydraulic calculations and storm drain improvement plans for the Pacific coast highway Storm Drain,n Line A, B and C of the Hoag Hospital on -site storm drain improvements were prepared by RBF. The discharge of 75.8 cfs, calculated at the confluence of the Newport Boulevard PCB and the Pacific Coast Highway Storm Drain in the hydrology for the Hoag Hospital Storm Drain on Pacific Coast Highway was used to calculate the hydraulics for the Pacific Coast Highway Storm Drain. The water surface elevation (I-ICi = 5.44) at Station 7+50 was used as the downstream hydraulic control. The calculated hydraulic grade line at Station 2+66 was used as the downstream control water surface elevation (HGL = 7.09) for the realigned on -site storm drain. III. HYDROLOGY Hydrologic calculation for the design of the storm drain facilities associated with the Hoag Hospital Storm Drain on Pacific Coast Highway and the Hoag Cancer Center were performed in accordance with the guidelines specified in the Orange County Hydrology 3 Manual, dated October 1986. The hydrology for the project was performed for a 25 and 100-year frequency storm by RBF dated March 7, 1988. The flow in Line B referred to in the RBF report which runs North and South connecting to Pacific Coast Highway includes discharge from the Hoag Cancer Center roof drains, parking lot, site and adjacent slopes. Peak discharge from the area was calculated as 21.8 cfs. Methodology Hydrologic calculations to determine the 25 and 100-year frequency storm design discharges for the Hoag Hospital Storm Drain on Pacific coast Highway and Hoag Cancer Center were performed by RBF using the Orange County Rational Method. The Rational Method equation relates rainfall intensity, a runoff coefficient and drainage area size to the direct peak runoff from the drainage area. The design discharges were calculated by modeling the project site into tributary subareas. Each subarea contributes to the main flow. The following guidelines and assumptions apply to the rational method: 1. The Rational Method equation is only applicable where the rainfall intensity can be assumed to be uniformly distributed over the drainage area at a uniform rate throughout the duration of the storm. 2. The equation includes the element of the soil surface characteristics. The soils map from the Hydrology Manual indicates the existing soils of the project consist primarily of Soil type D. Soil ratings are based on a scale of A to D, where A is the most pervious. The pervious rate is also affected by the type of vegetation and/or ground cover and the percentage of impervious surfaces (i.e., asphalt concrete). 3. The nomograph used to determine the time of concentration of the initial area is based on the Kirpich formula. The Hydrology Manual specifies that the initial area shall be less than 10 acres and the flow path less than 1000 feet. 4. Pipe travel times were calculated based on preliminary pipe sizes, with a minimum pipe size specified in the program. 4 5. Standard intensity -duration curve data was taken fromthe Orange County Hydrology Manual, dated October 1986. The results of the relevant portions of the hydrologic calculations are included in this report for reference. IV. HYDRAULICS Storm Drain Hydraulics Results from the Rational Method hydrology calculation were used to prepare the hydraulic analysis of the storm drain.s The Los Angeles County Flood control District "Water Surface Pressure Gradient, Hydraulic Analysis Program No. F0515P" (WSPG) was used to calculate the hydraulic analysis of the storm drains. The program computes and plots uniform and nonuniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The flow in a system may alternate between super critical, subcritical or pressure flow in any sequence. Pipe sizes and slopes were determined by designing a system which resulted in a hydraulic grade line below the street finished surface and 0.5 feet of free board below the flow line of the catch basins. The downstream hydraulic control for the realigned Line B was established as the water surface elevation of the Pacific Coast Highway Storm Drain at Station 2+66. Catch Basin Sizing The design discharges to each proposed catch basin in Hoag Drive were obtained from the results of the Rational Method hydrology calculations performed by RBF. Both interception and sump type catch basins are existing. An additional interception type catch basin is proposed on Hoag Drive. Sizing of the catch basin was done in accordance with the Orange County EMA "Drainage Design Criteria and Aids". The results of the catch basin sizing are included in this report. 5 V. BASIS OF STUDY 1. Orange County Flood Control District Design Manual 2. Orange County Flood Control District Rational Method Hydrology 3. Soil Group D 4. 25 and 100 Year Frequency Storm VI. REFERENCES 1 Orange County Flood Control District Hydrology Manual, as Incorporated in A.E.S. Rational Method Hydrology Software Package 2. Orange County Flood control District Design Manual, July 1972 3. O.C.E.M.A. Drainage Design Criteria & Aides, Rev. 2/82 4. Water Surface Pressure Gradient computer Program, Los Angeles county Flood control District 5. Hydrology Study for Hoag Cancer Center prepared by RBF November 5, 1987. Sheet 2 of 9 for the Hoag Cancer Center 6. Hydrology and Hydraulics Report for Hoag Hospital Storm Drain on Pacific Coast Highway from Newport Boulevard to Superior Avenue, prepared by RBF February 16, 1988. Sheet,D-5 for the Storm Drain in Pacific Coast Highway. 6 VII. HYDRAULIC CALCULATIONS PACIFIC COAST HIGHWAY STORM DRAIN • • ➢ATE: 10/18/1996 TIME: 10:42 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SEC? CHN H0 OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y(H) I(9) T(10) CODE NO TYPE PIERS WI➢TH ➢IAMETER WIDTH DROP CD 1 4 4.00 C➢ 2 4 3.00 CD 3 4 2,50 CD 4 4 1.50 • P0515P PAGE AO 2 WATER SURFACE PROPILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * t t UPS DATA STATION INVER! SECT W S ELEV 7.50 -2.26 1 5.44 THE ABOVE ELEMENT CONTAINED Al INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT AO 2 1S A REACH t t t 0/S DATA STATION INVERT SECT X RADIUS ANGLE ANG PT MAI A 17.08 -2.15 1 0.013 0.00 0.00 0.00 0 ELEMENT 10 3 IS A JUNCTION t t t t t t t 0/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 17.83 -2.14 1 4 0 0.013 9.8 0.0 -1.65 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINE➢ AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT 10 4 IS A REACH * t t ➢IS ➢ATA STATION ;AVERT SECS R RA➢IUS ANGLE ANG PT MAX H 18.50 -2.13 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH t t t 0/S DATA STATION INVERT SECT N RA➢IUS ANGLE ANG PT MAX H 174.18 -0.43 1 0.013 0.00 0.00 0.00 0 ELEMENT HO 6 IS A JUNCTION t t t t t t t 0/S DATA STATION INVERT SECT LAT-1 LAT-2 H Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 175.68 -0.40 1 3 0 0.013 17.7 0.0 0.35 0.00 90.00 0.00 ELEMENT N0 7 IS A REACH t t t 0/S DATA STATION INVERT SECT N RADIOS ANGLE ANG PT MAN E 177,18 -0.36 1 0.013 0.00 0,00 0.00 0 ELEMENT NO 8 I5 A REACH * * t UPS DATA STATION INVERT SECT N RADIOS ANGLE ANG PT NAN 9 261.00 -0.06 1 0.013 0,00 0.00 0.00 0 ELEMENT N0 9 IS A JUNCTION t t t r t t t UPS ➢ATA STATION INVERT SECT LAT-1 LAT-2 N Q2 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 263.755 -6.04 1 3 3 0.013 11,2 3.0 0.71 0.71 90.00 90.00 ELEMENT NO 10 IS A TRANSITION t t t 0/S DATA STATION INVERT SECT 266,50 -0.04 2 0,013 THE ABOVE ELEMENT CONTAINE➢ AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING • F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT N0 11 IS A REACH t t t VS DATA STATION INVERT SECT I RADI➢S ANGLE INC PT MAX H 266.50 -0.03 2 0.013 0.00 0.00 0.00 0 ELEMENT 10 12 IS A REACH t t t 0/S DATA STATION INVERT SECT N 528.76 1.28 2 0,013 RADIUS ANGLE ANG PT MAX H 0.00 0.00 0,00 0 ELEMENT N0 13 IS A JUNCTION t t t t t * t 0/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 529.68 1.30 2 2 0 0.013 13.2 0.0 1.60 0.00 45.00 0.00 ELEMENT N0 14 IS A TRANSITION t t t 0/S ➢ATA STATION :AVERT SECT 534.43 1.21 3 N 0.013 ELEMENT NO 15 35 A REACH t t t 0/S ➢ATA STATION INVERT SECT A 534.43 1.31 3 0.013 ELEMENT NC 16 IS A REACH 0/S DATA t t t STATION INVERT SECT N 599.25 1.63 3 0.013 RADIOS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 17 IS A JUNCTION * t t * t * t U/S DATA STATION INVERT SECT LA7-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PEI 3 PEI 4 600.00 1.64 - 4 0 0.013 3.0 0.0 2.14 0.00 90.00 0.00 ELEMENT N0 18 IS A REACH 0/S DATA t t STATION INVERT SECT N 600.75 1.65 3 0.013 RADI➢S ANGLE ANG PT NAN H 0.00 0.00 0.00 0 ELEMENT N0 19 IS A REACH t t t 0/S DATA STATION INVERT SEC? Y RADIOS ANGLE ANG PT MAN H 972.26 3.50 3 ' 0.013 0.00 0.00 0.00 0 ELEMENT N0 20 IS A JUNCTION * i + t t * t U/S DATA STATION :AVERT SECT LAT-1 LAT-2 A Q3 Q4 INVERT-3 INVERT-4 PHI 3 PEI 4 973.85 4.80 4 0 0.113 2.6 0.0 4.00 0.00 90.00 0.00 P0515P WATER SURFACE PROFILE - ELEMENT CAR➢ LISTING ELEMENT NO 21 1S A REACH ! t t U/S ➢ATA STATION INVERT SECT 975.43 6.08 3 PAGE N0 4 N RADIUS ANGLE ANG PT EAN H 0.013 0.00 0.00 0.00 0 ELEMENT NO 22 IS A REACH * t * 0/5 DATA STATION INVERT SECT N RADIOS ANGLE AEG P7 MAN H 1046.77 6.44 3 0.013 0.00 0.00 0.00 0 ELENENT N0 .3 IS A JUNCTION * t t t t t t 0/S ➢ATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1048.35 6.47 3 4 0 0.013 10.0 0.0 6.47 0.00 90.00 0.00 ELEMENT N0 24 1S A REACH * t t 0/5 DATA STATION INVERT SECT N RA➢IOS ANGLE AEG PT MAN H 1049.94 6.50 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 25 IS A SYSTEM HEAOWORNS 0/S DATA STATION INVERT SECT 1049.94 6.50 3 NO E➢IT ERRORS ENCOUNTERE➢-COMPUTATION IS NOW BEGINNING W S ELEV 8,60 P0515P WATER SURFACE PROFILE LISTING Hoag Hospital, Support Services Building Pacific Coast Highway Story Drain PAGE 1 STATION INVERT DEPTH A.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ EL N0 AYBPR ELEY OF FLOW ELEV HEAD GRD.EL. ELEY DEPTH ➢IA I➢ 10. PIER LIELEN 50 SF AVE BF MORN DEPTH ZR ttittttttittttttttttttt ttittfttititttttttttttitittttititttttttttttttttitttitttittttitittt ttttttttttttttittifttitittttttttttiiititti 7.50 -2.26 7.700 5.440 75.8 6.03 0.565 6.005 0.00 2.636 9.58 0.01148 .002785 0.03 1.982 17.08 -2.15 7.617 5.467 75.8 6.03 0.565 6.032 0.00 2.636 JUNCT STR 0.01333 .002448 0.00 17.83 -2.14 1.882 5.742 66.0 5.25 0.428 6.170 0.00 2.453 0.75 0.01333 .002111 0.00 1.754 18.58 -2.13 7.873 5.743 66.0 5.25 0.428 6.171 0.00 2.453 155.60 0.01093 .002111 0.33 1,856 174.18 -0.43 6.502 6.072 66.0 5.25 0.428 6.500 0.00 2.453 JUNCT STR 0.02000 .001621 0,00 175.68 -0,40 6.872 6.472 48.3 3.84 0.229 6.701 0.00 2.084 1.50 0.02667 .001131 0.00 1.231 177.18 -0.36 6.834 6.474 48.3 3.84 0.229 6.703 0.00 2.084 83.82 0.00358 .001131 0.09 2.145 261.00 -0.06 6.629 6.569 48.3 3.84 0.229 6.798 0.00 2.084 JUNCT STR 0.00727 .000848 0.00 263.73 -0.04 6.841 6.801 34.1 2.71 0.114 6.915 0.00 1.737 TRANS STR 0.00000 .001589 0.00 266.50 -0.04 6.648 6.608 34.1 4.82 0.361 6.969 0.00 1.897 266.50 -0.03 6.638 6.608 34.1 4.82 0.361 6.969 0.00 1.897 262.26 0.00500 .002614 0.69 1.890 528.76 1.28 6.013 7.293 34.1 4.82 0.361 7.654 0.00 1.897 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 4,00 0,00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0,00 0.00 4.00 0,00 0.00 0 0.00 0.00 3.00 0.00 0,00 0 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 P0515P WATER SURFACE PROFILE LISTIHC Hoag Hospital, Support Services Building Pacific Coast Highway Storm Drain STATION INVERT DEPTB W.S. Q VEL VEL ENERGY SOPER CRITICAL ELEV OF PLOW ELEV HEAD GR➢.EL. ELEV DEPTH PAGE 2 HT/ BASE/ IL HO AVBPR DIA I➢ N0. PIER L/ELEN S0 SF AVE BF NORM ➢EPTH RR tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttettttttttt JOBCT STR 0.02174 .001798 0.00 529.68 1.30 6.370 7.670 20.9 2.96 0.136 7.806 0.00 1.469 TRANS STR 0.00210 .001789 0.01 534.43 1.31 6.252 7.562 20.9 4.26 0.281 7.843 0.00 1.553 64.82 0.00494 .002596 0.17 599.25 1.63 6.100 7.730 20.9 4.26 0.281 8.011 0.00 1.553 JOBCT STR 0.01333 .002250 0.00 600.00 1.64 6.242 7.882 17.9 3.65 0.206 8.088 0.00 1.433 0.75 0.01333 .001904 0.00 600.75 1.65 6.233 7.883 17.9 3.65 0.206 8.089 0.00 1.433 371.51 0.00498 .001904 0.71 972.26 3.50 5.091 8.591 17.9 3.65 0.206 8.797 0.00 1.433 J080T STR 0.81761 .001646 0.00 973.85 4.80 3.904 8.704 15.3 3.12 0.151 8.855 0.00 1.320 1.58 0.81013 .001391 0.00 975.43 6.08 2.627 8.707 15.3 3,12 0.151 8.858 0.00 1.320 34.64 0.00505 .001380 0.05 1010.07 6.25 2.500 8.755 15.3 3.12 0.151 8.906 0.00 1.320 36.70 0.00505 .001286 0.05 1046.77 6.44 2.354 8.794 15,3 3.19 0.158 8.952 0.00 1.320 IONS STR 0,01899 .000685 0.00 1048.35 6.47 2.601 9,071 5.3 1.08 0.018 9.089 0.00 0.760 0.00 3.00 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 1.580 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 1.064 0.00 2.50 0.00 0.00 0 0.00 1.421 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.350 0.00 2.50 0.00 0.00 0 0.00 1.285 0.00 2.50 0.00 0.00 0 0.00 1.285 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 P0515P WATER SURFACE PROFILE LISTING Haag Hospital, Support Services Building Pacific Coast Highway Stare Drain PAGE 3 STATION INVERT DEPTB N.S. Q VEL TEL ENERGY SUPER CRITICAL BGT/ BASE/ ZL 10 AVRPR ELEV OF PLOW ELEV HEA➢ GRD.EL. ELEV DEPTE ➢IA ID NO. PIER L/ELEN 50 SF AVE BF WORN DEPTH ER fttttttttttttttttftttttttttttttttttttttttttttftttttttttttttttttttttttttetftttttttttttttttttttttttttttttttttttttttt:tttttttttttttttt 1.59 0.01887 .000167 0.00 0.520 0.00 1049.94 6.50 2.571 9.071 5.3 1.06 0.018 9.089 0.00 0.760 2.50 0.00 0.00 0 0.00 7.50 28.77 50.05 71,32 92.60 113.87 133.15 156,42 177.69 198.97 220.24 241,52 262,79 284.07 305.34 326,61 347,89 369.16 390.44 411,71 432,99 454.26 475.53 496.81 518.08 539.36 560.63 381.91 603.18 624.45 645.73 667.00 688.28 739.55 730.83 752.13 73.:7 794.6E 815.9_ 537.23 3E8.47 379.75 301.32 922,23 943.57 15a :4 986.12 1207.35 1028.57 _345.'4 Hoag Hospital, Support Services Building Pacific Coast Highway Storm Drain Wagner Pacific, 711 Kimberly, Placentia CA., 1210796`PCH1.DAT .I C P. W E • R .I C R W E • EX .I C E W E R .I C 8 W E • R I C H W E . 1X I C 8 WE . R I C R WE . R I C R W E 1X I C H WE TX I C R W E R I C R W E R C E W E . 11 C E WE TX E W E R C E W E . 1X C E N E . R C F. NE R H C N E , EX WE R AWE . E XE . R -2.26 -1.13 0.01 1.14 2.28 3,41 4.55 5.68 6.82 7.95 919 NOTES 1. GLOSSARY 1 : INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION E = REICET OF CRAWL E = ENERGY GRADE LINE X = CURVES CROSSING OVER E = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP NAY NOT BE PLOTTED EXACTLY PACIFIC COAST HIGHWAY STORM DRAIN 36" RCP CONFLUENCE @ STATION 2 + 63.75 • DATE: 10)18/1996 TIME: 10:45 10515P WATER SURFACE PROFILE - CHARNEL ➢EPINITION LISTING PACE 1 CARD SECT CHN N0 OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) T(4) Y(S) Y(6) T(7) Y(8) Y(9) T(10) CODE NO TYPE PIERS WI➢TH DIAMETER WIDTH DROP CD 1 4 CD 2 4 CD 3 4 C➢ 4 4 4.00 3.00 2.50 1.50 • F 0 5 1 5 ? PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT 10 1 IS A SYSTEM OUTLET * t t U/S DATA STATION INVERT SECT W S ELEV 7.50 -2,26 1 5.44 TEE ABOVE ELEMENT CONTAINED Al INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 2 IS A REACH t t t U/S ➢ATA STATION INVERT SECT A 17.08 -2.15 1 0.013 RA➢IUS ANGLE INC PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A ;UNCTION t t t t t t t 0/S ➢ATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 17.83 -2.14 1 4 0 0.013 9,8 0.0 -1.65 0.00 90.00 0.00 TEE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN TEE PREVIOUS INVERT ELEV -WARNING ELEMENT N0 4 IS A REICH t t t 0/S DATA STATION INVERT SECT A RADIUS ANGLE AEG PT MAN H 18,5E -2.13 1 0.013 0.00 0.00 0.00 0 ELEMENT N0 5 IS A REACH t t t 0/S DATA STATION INVERT SECT N RADIUS ANGLE AEG PT MAY H 174,18 -0.43 1 0.013 0.00 0.00 0.00 0 ELEMENT N0 6 IS A JUNCTION vs DATA t t t t t t t STATION INVERT SECT LAT-1 LAT-2 H Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 175.68 -0,40 1 3 0 0.013 17.7 0.0 0.35 2.00 90.00 0.00 ELEMENT NO 7 IS A REACH * t 0/S ➢ATA S".ATION INVERT SECT N RA➢IU5 ANGLE ANC PT MAN H 177.18 -0.36 - 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 :S A REACH + t t 0/S DATA STATION INVERT SECT N 261.00 -0.06 1 0.013 RADIOS ANGLE ANG PT HAN H 0.00 0.00 0.00 0 ELEMENT N0 9 IS A JUNCTION t t t t t t U/S DATA STATION INVERT SECT LAT-1 LAT-2 R Q3 Q4 INVERT-3 1NVERT-4 PHI 3 PHI 4 263.72 -1.04 I 3 2 0.013 11.2 21.8 0.71 1.19 90.00 45.00 ELEMENT N0 13 1S A TRANSITION t !S EATA STATION INVERT SECT N 266,50 -0.04 _ 0.013 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WM::E WAS NOT 0REATE0 TERN TEE PREVIOUS INVERT ELEV -WARNING • P0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * e e U/S DATA STATION INVERT SECT N RADIOS ANGLE ANG PT MAN H 266.50 -0.03 2 0.013 0.00 0.00 0.00 0 ELENENT NO 12 IS A REACH e * e 0/5 DATA STATION INVERT SECT N RA➢IDS ANGLE INC P7 MAN H 528.76 1.28 2 0,013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A TRANSITI➢N t e t 0/S DATA STATION INVERT SECT N 534.43 1.31 3 0.013 ELEMENT NO 14 IS A REACH * e * 0/S DATA STATION INVERT SECT N RADIUS ANGLE ANC PT MAN H 534.43 1.31 3 0.013 0,00 0,00 0.00 0 ELEMENT NO 15 IS A REACH t t 0/S DATA STATION INVERT SEC? R RADIUS ANGLE ANG PT MAN H 599.25 1.63 3 0.013 0.00 0.00 0.00 0 ELEMENT A0 16 IS A JUNCTION * * e * * t * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PEI 3 PNI 4 600.00 1.64 3 4 0 0.013 3.0 0.0 2.14 0.00 90.00 0.00 ELEMENT NO 17 IS A REACH * e t 0/S ➢ATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 600.75 1.65 3 0.013 0.00 0.00 0.00 0 ELEMENT N0 18 IS A REACH * 0/5 DATA STATION INVERT SECT N 972,26 3.50 3 0.013 RADIOS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 19 IS A JUNCTION * * * e * e e 0/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PEI 3 PHI 4 973.85 4,80 3 4 0 0,013 2.6 0.0 4.80 0.00 90.00' 3.00 ELEMENT NO 20 IS A REACH * * e 0/S DATA STATION INVERT SECT N RADIOS ANGLE ANG PT MAN H 975.43 S.38 - 0,013 0.00 0.00 0.00 0 ELEMENT NO 21 ISA REACH t * * 0/S DATA STATION INVERT SECT N RADIOS ANGLE ANG PT MAN 2 1046.77 6.44 0.013 0.00 0.00 1.00 0 ELEMENT NO . 3 JUNCTION t * O/S DATA STATION _INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PEI 3 PHI 4 1048.35 6.47 4 0 0.013 10.0 6.47 0.00 90.00 0.00 P0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 4 ELEMENT NO 23 IS A REACH t t t UfS DATA STATION INVERT SECT N RA➢IOS ANGLE ANG PT MAI H 1049.94 150 3 0.013 0,00 0.00 0,00 0 ELEMENT NO 24 IS A SYSTEM BEA➢MORES t U/S DATA STATION INVERT SECT 1049.94 6.50 3 NO EDIT ERRORS ENCOUNTERED•C0MP0TATI0M IS NOW BEGINNING t W S ELEV 8.60 F0515P WATER SURFACE PROFILE LISTING Haag Hospital, Support Services Building Pacific coast Highway Storm Drain, 36' RCP Confluence F Sta 2461.75 PAGE 1 STATION INVERT DEPTH N.S. q VEL VEL ENERGY SUPER CRITICAL BGT/ BASE/ EL N0 AVBPR ELEV OF FLOW ELEV REID GR➢.EL. ELEV DEPTH DIA ID N0. PIER L/ELEN SO SF AVE EP RORN ➢EPTH ER tttttttttttttttttttttttttttttttttttttt tttstttttttttttttttttttttttttttttttttttttttttttttttttttttttt}tttttttttttttttt tttttttttttttttt 7.50 -2.26 7.700 5.440 81.4 6.48 0.652 6.092 0.00 2.734 9.58 0.01148 .003211 0.03 17.08 -2.15 7.621 5.471 81.4 6.48 0.652 6.123 0.00 2.734 3010T STR 0,01333 .002848 0.00 17.83 -2.14 7.908 5.768 71.6 5.70 0.504 6.272 0.00 2.559 0.75 0.01333 .002485 0.00 18.58 -2.13 7.900 5.770 71.6 5,70 0.504 6.274 0.00 2.559 155.60 0.01093 .002485 0.39 174.18 -0.43 6.586 6.156 71.6 5.70 0.504 6.660 0.00 2.559 MOT STR 0.02000 .001946 0.00 175.68 -0.40 6.996 6.596 53.9 4.29 0.286 6.882 0.00 2.207 1.50 • 0.02667 .001408 0.00 177.18 -0.36 6.95B 6.598 53.9 4.29 0.286 6.884 0.00 2.207 83.82 1.00358 .001408 0.12 261,00 -0,06 6.776 6.716 53,9 4.29 0.286 7.002 0.00 2.207 70040T STR 0.00727 .000810 0.00 263.75 -0.04 7.126 7.086 20,9 1.66 0.043 7.129 0.00 1,346 TRANS 5704 0,00000 3000597 0.00 266.50 -0.04 7.054 7.014 20.9 2,96 0.136 7,150 0.00 1.469 266,50 -0,03 7.044 7.014 20,9 2.96 0.136 7.150 0.00 1.469 262.26 0.00500 .000982 0.26 528.76 1.28 5.991 7.271 20.9 2.96 0.136 7.407 0.00 1.469 4.00 0.00 0.00 0 0.00 2.067 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 1.836 0.00 4.00 0.00 0.00 0 0.00 1.945 0.00 4.00 0.00 0.00 0 0.00 D.00 4,00 0.00 0.00 0 0.00 1.303 0.00 4,00 0.00 0.00 0 0.00 2.296 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 3,00 0.00 0.00 0 0.00 3.00 0.00 0.00 0 0.00 1.400 0.00 3,00 0,00 0.00 0 0.00 F0515P WATER SURFACE PROFILE LISTING Hoag Hospital, Support Services Building Pacific Coast Highway Starn Drain, 36' RCP Confluence @ Sta 2+63.75 PAGE 2 STATION INVERT DEPTH N.S. Q YEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ EL N0 AMR ELEV OF FLOW ELEV HEAD CREEL. ELEV DEPTH DIA ID N0. PIER LJELEM S0 SF AVE RF NORM DEPTH ER ttttttttttttetttttttttettttttttttttetetttttttttttettttttttetttttstttttttttttttttttttttttttttttetttetttttttttttttttttttttttttetttttt TRANS STR 0.00529 .001789 0.01 534.43 1.31 5.855 7.165 20.9 4.26 0.281 7.446 0.00 1.553 64.82 0.00494 .002596 0.17 599.25 1.63 5.703 7.333 20,9 4.26 0.281 7.614 0.00 1.553 JUNCT STR 0.01333 .002250 0.00 600.00 1.64 5.845 7.485 17.5 3.65 0.206 7.691 0.00 1.433 0.75 0.01333 .001904 0.00 600.75 1.65 5.836 7.486 17.9 3.65 0.206 7.692 0.00 1.433 371.51 0,00498 .001904 0.71 972.26 3.50 4.694 8.194 17.9 3.65 0.206 8.400 0.00 1.433 JUNCT STR 0,81761 .001648 0.00 973.85 4.80 3.508 8.308 15.3 3.12 0.151 ' 8.459 0.00 1.320 1.25 0.81013 .001380 0.00 975.10 5.81 2.500 8.309 15.3 3.12 0.151 8.460 0.00 1.320 0.26 0.81013 .001293 0.00 975.36 6.03 2.268 8.294 15,3 3.27 0,166 8.460 0.00 1.320 0.07 0.81013 .001232 0.00 975.43 6.08 2.207 8.287 15.3 3.34 0,173 8.460 0.00 1.320 28.30 0.00505 .001299 0.04 1003.73 6.22 2.084 8.307 15,3 1.50 0.190 8.497 0.00 1.320 23.42 0.00505 .001417 0.03 1027.15 6.34 1.980 8.321 15.3 3.67 0.209 8.530 0.00 1.320 0,00 2.50 0.00 0.00 0 0.00 1.580 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 1.064 0,00 2.50 0.00 0.00 0 0.00 1.421 0.00 2.50 0,00 0,00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.350 0.00 2.50 0.00 0.00 0 0.00 0.350 0.00 2.50 0.00 0,00 0 0.00 0.350 0,00 2.50 0.00 0.00 0 0.00 1.285 0.00 2.50 0.00 0,00 0 0.00 1.285 O,Oa 2.50 0.00 0.00 0 0.00 P0515P RATER SURFACE PROFILE LISTIIG Hoag Hospital, Support Services Building Pacific Coast Highvay Start Drain, 36" RCP Confluence B Sta 2+63.75 PAGE 3 STATION INVERT DEPTH I.S. Q VEL VEL EIERGH SUPER CRITICAL HOT/ BASE! EL N0 AVBPR ELEV OF FLOW ELEV HEED GR➢.EL. ELEV ➢EPTH DIE I➢ 10. PIER L/ELEM S0 SF AVE IF NORM DEPTH OR tttttttttttttttttttttttttttttttt ttttttttttttt tt tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 19.62 0.00505 .001561 0.03 1046.77 6.44 1.892 8.332 15.3 3.84 0.229 8.561 0.00 1.320 JUNCT STR 0.01899 .000892 0.00 1048.35 6.47 2.243 8.713 5.3 1.14 0,020 8.733 0.00 0.760 1.59 0.01887 .000148 0.00 1049.94 6.50 2.213 8.713 5.3 1.15 0.021 8.734 0.00 0.760 1.285 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.520 0.00 2.50 0.00 0.00 0 0.00 • Hoag Hospital, Support Services Building Pacific Cast Highway Storm Drain, 36" RCP Confluence @ Sta 2+63.73 7.50 .1 C H W E R 21.94 .1 C H W E• 31 48.38 . 1 C H W H R 68.82 . 1 C 3 W E R 89.26 109.70 130.11 150.58 171.02 191.46 I C H W E . 3X 211.90 I C B W E • R 232.34 I C H W E 252.78 273.22 C R W E IX 293.66 C 8 1 31 314.10 0 3 WE 334.54 C H WE 354.98 375.42 395.86 416.30 436.74 457.18 477.62 498.06 518.50 538,94 I C H WE TX 559,32 1 C E W E R 579.82 600.26 0 y W E 2X 620.70 C R W E R 641.14 I R W E R 661.58 662,02 702.46 722.10 713.34 763,72 724.22 14.66 S25.10 345.84 965.98 386.42 906.86 947.74 968.18 938.82 i H W E 1O46.94 4X • -2.26 -1.13 -0.01 1.12 2.29 3.37 4.50 5.62 6.75 7.87 9.00 NOTES 1. GLOSSARY I : INVERT ELEVATION C : CRITICAL ➢EPTH = WATER SURFACE ELEVATION = EIGHT OF CHANNEL E = ENERGY GRA➢E LIME X = CURVES CROSSING OVER B : BRI➢GE ENTRANCE OR EXIT P : NALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP RAY NOT BE PLOTTE➢ EIACTLY SITE STORM DRAIN • DATE: 10118/1996 TINE: 10:47 F0515P EATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CEE NO OF AME PIER HEIGHT 1 BASE ZL ER INV Y(1) Y(2) Y(3) T(4) Y(5) Y(6) Y(1) Y(8) Y(9) Y(10) CODE NO TYPE PIERS EIDTH DIAMETER RICTH DROP CD 1 4 3.00 CD 2 4 1.50 F 0 5 1 5 P PAGE 10 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT MO 1 IS A SYSTEM OUTLET t t t 0/5 DATA STATION INVERT SECT 106.08 1.19 1 W S ELEV 7.09 ELEMENT N0 2 1S A REACH t t t 0/5 DATA STATION INVERT SECT N RADIUS ANGLE AEG PT MAN I 107.77 1.23 1 C.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION t t * t t t * 0/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 108.52 1.25 1 2 0 0.013 3.0 0.0 2.00 0.00 90.00 0.00 ELEMENT NO 4 IS A REACH t 1 t 0/5 DATA STATION INVERT SEC? N RADIOS ANGLE ANC PT MAI I 109.27 1.27 1 0.013 0.00 81.07 0.00 0 ELEMENT N0 5 IS A REACH t t t 0/S DATA STATION INVERTT SECT N RADIUS ANGLE AEG PT MAN I 141.11 1.41 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH * t t 0/5 DATA STATION INVERT SECT N RADIUS ANGLE ANC P? MAN I 144.31 2,2C 1 0.013 0.00 36.07 0.00 0 ELEMENT N0 7 IS A REACH * t * 0/S DATA STATION INVERT SECT N RADIOS ANGLE ANC PT MAN H 172.64 2.95 1 0.013 0.00 0.00 0.00 0 ELEMENT N0 8 IS A REACH t + t 3/3 DATA STATION :EVERT SECT N RADIUS ANGLE ANC PT MAN N 224.01 4.30 1 0.013 0.00 0.00 0.00 0 ELEMENT N0 9 IS A REACH t t 0/S DATA STATION INVERT SEC? ' 295.60 6.19 1 ELEMENT N0 10 IS A REACH t t t 0/S DATA STATION INVERT SECT to 0.60 - RADIUS ANGLE AEG PT MAN I 0.013 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION * t t t 0/0 DATA STATION INVERT SECT LAT-1 LTC . :3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 331.32 0.62 1 2 C 2.:13 I.0 7,37 0.00 45.00 0.00 90515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PACE N0 3 ELEMENT N0 12 IS A REACE * t 0)0 DATA STATION INVERT SECT N RA➢IOS ANGLE AEG P? MAN 8 315.65 6.70 1 0.013 0.00 0.00 0.00 0 ELEMENT N0 13 IS A REACH + t t 0/S DATA STATION INVERT SECT 9 450.44 7.37 1 0.013 RADIOS ANGLE ANG PT MAN E 0.00 0.00 0.00 0 ELEMENT N0 14 IS A JUNCTION + t t t * t t 0/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 451.50 7.38 '1 2 0 0.013 3.7 0.0 8.13 0.00 45.00 0.00 ELEMENT N0 15 IS A REACH t t t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 452.56 7.39 1 0.013 0.00 0.00 0.00 0 ELEMENT NO :6 3S A REACH + t t 0/S DATA STATION INVERT SECT N RADIOS ANGLE ANG PT MAN R 457.00 7.41 0.013 0.00 0.00 0.00 0 ELEMENT NO 17 IS A REACH t t t 0/5 DATA STATION INVERT SECT 486,63 7.47 1 N RADIOS ANGLE ANG PT HAN 8 0.013 0,00 77,52 0.00 0 ELEMENT NO 13 IS A REACH t t * U/S ➢ATA STATION INVERT SECT H RADIOS ANGLE AEG PT MAX E 547.52 7.59 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 19 IS A REACH + t 1)S ➢ATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN N 577.40 7.65 1 0.013 0,00 0.00 0.00 0 ELEMENT NO 2; IS A SYSTEM READWORAS U,IS DATA STATION INVERT SECT 577:40 -.E5 - N0 EDIT ERRORS ENCOUNTERED -COMPUTATION 12 NOW BEGINNING W S ELE7 10.6E POSISP WATER SURFACE PROFILE LISTING Haag Hospital, Support Services Building Site Storm Drain PACE 1 STATION INVERT DEPTH W.S. p VEL VEL ENEROY SUPER CRITICAL HOT/ BASE/ IL K0 AMR ELEV OF FLOW ELEV BEA➢ GRD.EL. ELEV DEPTH DIA I➢ 10. PIER LOELEN S0 SF AVE HP NORM DEPTH ZR ttttttstttttttttttttttttttttttttttttttttteetattle±*tttettt:tttttttttttttttttttttettttttttottttttttttttttettstttttitttittttttttttttt 106.08 1.19 5.900 1.090 21.8 3.08 0.148 7.238 0.00 1.501 3.00 0.00 0.00 0 0.00 1.69 0.02367 .001068 0.00 0.940 0.00 107.77 1.23 5.862 7.092 21.8 3.08 0.148 7.240 0.00 1.501 3.00 0.00 0.00 0 0.00 OUKCT STR 0.02667 .000931 0.00 0.00 108.52 1,25 5.918 7.168 18.8 2.66 0.110 7.278 0.00 1.390 3.00 0.00 0.00 0 0.00 0.15 0.92667 .000794 0.00 0.842 0.00 109.27 1.27 5.920 7.190 18.8 2.66 0.110 7.300 0.00 1.390 3,00 0.00 0.00 0 0.00 31.84 0.00440 .000794 0.03 1.365 0.00 141.11 1,41 5.805 7.215 18.8 2.66 0.110 7.325 0.00 1.390 3.00 0,00 0.00 0 0.00 3.20 0.24688 .000794 0.00 0.482 0.00 144.31 2.20 5.031 7.231 18,8 2.66 0,110 7.341 0.00 1.390 3.00 0.00 0.00 0 0.00 28.33 0.02647 ,000794 0.02 0.843 0.00 172.64 2,95 4.304 7.254 18.8 2.66 0.110 7.364 0.00 1,390 3.00 0.00 0.00 0 0.00 51.16 0.02628 .000788 0.04 0.845 0.00 223.80 4.29 3.000 7.295 18.8 2.66 0.110 7.405 0.00 1.390 3.00 0.00 0.00 0 0.00 0,21 0.02628 .000773 0,00 0.845 0.00 224.01 4.30 2.994 7.294 18.8 2.66 0.110 7.404 0.00 1.310 3.00 0.00 0.00 0 0.00 10.19 0.02640 .000730 0.01 0.844 0.00 234,20 4.57 2.721 7.290 18.8 2.79 0.121 7.411 0.00 1.390 3.00 0.00 0.00 0 0.00 5.84 0.02640 .000719 0.00 0.844 0.00 240.04 4.72 2.559 7.282 18.8 2.93 0.133 7,415 0.00 1.390 3.00 0.00 0.00 0 0.00 4.67 0.12640 .000779 0.00 0.844 0.00 • P0515P RATER SURFACE PROFILE LISTING Hoag Hospital, Support Services Building Site Storm Drain PAGE 2 STATION INVERT ➢EPTH R.S. Q VEL VEL ENERGY SOPER CRITICAL HOT/ BASE/ EL NO AVBPR ELEV OF FLOR ELEV HEAD ORD,EL. ELEV DEPTH DIA ID N0. PIER 1/ELER S0 SF AVE IF NORM DEPTH ER ttttttttttttt ttttttttittttttttitttttttttttttttt ttttttt ttttttt tettttt eItttttttttttttttttttttttettttttttttttttttttetttttttttttttttttt 244.71 4.85 2.426 7.272 18.8 3.07 0.146 7.418 0.00 1.390 3.00 0.00 0.00 0 0.00 3.97 0.02640 .000157 0.00 0.844 0.00 248.68 4.95 2.310 7.261 18.8 3.22 0,161 7.422 0.00 1.390 3.00 0.00 0.00 0 0.00 3.49 0.02640 .000951 0.00 0.844 0.00 252.17 5.04 2.205 7.249 18.8 3.38 0.171 7.426 0.00 1.390 3.00 0,00 0.00 0 0,00 3.09 0.02640 .001061 0.00 0.844 0,00 255.26 5.12 2.109 7.234 18.8 3.54 0.195 7.429 0,00 1.390 3.00 0.00 0.00 0 0,00 2.15 0.02640 .001168 0.00 0.844 0.00 257.11 5.18 2.041 7.229 18.8 3.66 0.208 7.437 0.00 1.390 3.00 0.00 0.00 0 0.00 HYDRAULIC O➢RP 0.00 257.41 5.18 0.905 6.087 18.8 10.46 1.700 7.787 0.00 1.390 3.00 0.00 0.00 0 0.00 13.50 0.02640 .018994 0.26 0.844 0.00 270.91 5.54 0.937 6.475 18.8 9.96 1.541 8.016 0,00 1.390 3.00 0.00 0.00 0 0.00 10.95 0.02640 .016613 0.18 0.844 0.00 281.86 5.83 0.910 6.797 18.8 9.50 1.401 8.198 0.00 1.390 3.00 0.00 0.00 0 0.00 7.89 0.02640 .014551 0.11 0.844 0.00 289.75 6.04 1.004 7.040 18.8 9.06 1.275 8.315 0.00 1.390 3,00 0.00 0,00 0 0.00 5.85 0.02640 .012749 0.07 0.844 0.00 295.60 6.19 1.040 7,230 18.8 8,64 1.159 8.389 0.00 1.390 3.00 0.00 0.00 0 0.00 0.42 0.02664 ,011831 0.00 0.842 0.00 296.02 6.20 1.043 7.244 18.8 8.60 1.147 8.391 0.00 1.390 3.00 0.00 0.00 0 0.00 4.32 0.02664 .011024 0.05 0.842 0.00 F0515P WATER SURFACE PROFILE LISTING Hoag Hospital, Support Services Building Site Storm Drain STATION INVERT DEPTH A.S. 4 ELEV OF FLOW ELEV HEAD GR➢.EL. ELEV DEPTH PAGE 3 VEL YEL ENERGY SUPER CRITICAL ROT/ BASE/ ZL 10 AMR DIA I➢ A0. PIER L/ELEW S0 SP AVE MP MORA DEPTH ZR ttttttetttttttteettttttettttttttttttttttttettsttt tat tettttttett:ttttttttttttttettttttttottttttraterttt:tettttttttttetettettttttttt 300.34 6.32 1.080 7.396 18.8 8.20 1.044 8.440 0.00 1,390 3.00 0.00 0.00 0 0.00 3.29 0.02664 .009666 0.03 0.842 0.00 303.63 6.40 1.119 7.523 18.8 7.82 0.949 8.472 0.00 1.390 3.00 0.00 0.00 0 0.00 2.54 0.02664 .008477 0.02 0.842 0.00 306.17 6.47 1.159 7.631 18.8 7.45 0.862 8.493 0.00 1.390 3.00 0.00 0.00 0 0.00 1.90 0,02664 .007437 0.01 0.842 0.00 308.07 6.52 1.201 7.723 18.8 7.11 0.784 8.507 0.00 1.390 3.00 0.00 0.00 0 0.00 1.35 0.02664 .006528 0.01 0.842 0.00 309.42 6.56 1.245 7.803 18,8 6.77 0.713 8.516 0.00 1.390 3.00 0.00 0.00 0 0.00 0.90 0.02664 .005733 0.01 0.842 0.00 310.32 6.58 1.291 7.873 18.8 6,46 0.648 8.521 0.00 1.390 3.00 0.00 0.00 0 0.00 0.51 0.02664 .005037 0.00 0.842 0.00 310.83 6.60 1.339 7.935 18.8 6,16 0.589 8.524 0.00 1.390 3.00 0.00 0.01 0 0.00 0.16 0.02664 .004422 0.00 0.842 0.00 310.99 6.60 1.390 7.990 18,8 5.87 0,534 8.524 0.00 1.390 3.00 0.00 0.00 0 0.00 OCHCT STR 0.02410 .003070 0.00 0.00 311.82 6.62 1.650 0.210 17,5 4,39 0.300 8.570 0.00 1,338 3.00 0.00 0.00 0 0.00 1.74 0.02089 .002142 0.00 0.864 0.00 313.56 6.66 1.587 8.243 17.5 4.61 0.330 8,573 0.00 1.338 3,00 0.00 0.00 0 0.00 1.41 0.02089 .002429 0.00 0.864 0.00 314.97 6.69 1.528 8.214 17.5 4.83 0.363 8.577 0.00 1.338 3.00 0.00 0.01 0 0.00 0.68 0,02089 .002685 0.00 0.864 0.00 i F0515P WATER SURFACE PROFILE LISTING Hoag Hospital, Support Services Building Site Storm Drain PAGE 4 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SOPER CRITICAL HOT/ BASE/ ZL NO AMR ELEV 0P F101 ELEV HEAD GRD.EL. ELEV ➢EPTH DIA ID 10. PIER L/ELEN SC SF AVE HP HORN DEPTH ER ttttttttttttttttttttttttttttttttttttttttttttttttttettttttttttttsttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttstttt 315.65 6.70 1.495 8.195 17.5 4.97 0.384 8.579 0.00 1.338 8.09 0.00497 .002976 0.02 323.74 6.74 1.440 8.180 17.5 5.22 0.423 8.603 0.00 1.338 3.89 0.00497 .003387 0.01 327.63 6,76 1.387 8,146 17.5 5,48 0.466 8.612 0.00 1.338 HYDRAULIC SUMP 327.63 6.76 1.266 8.025 17.5 6.17 0.592 8.617 0.00 1.338 82.57 0.00497 .004991 0.41 410.20 7.17 1.266 8.436 17.5 6.17 0.592 9.028 0.00 1.338 34.49 0.00497 ,004831 0.17 444.69 7.34 1.289 8.630 17.5 6.03 0.564 9.194 0.00 1.338 5.75 0,00197 .004384 0.03 450,44 7.37 1.338 8.708 17.5 5.74 0.512 9.220 0.00 1.338 JUICY STE 0.00943 .002603 0.00 451.50 7.38 1.710 9.090 13.8 3.31 0.171 9.261 0.00 1.183 1.06 0.00943 .001125 0.00 452.56 7.39 1.699 9.089 13.8 3.34 0.173 9,262 0.00 1.183 4.44 0.00451 .001158 0.01 457.00 7.41 1.679 9.089 13.8 3,39 0.179 9.26B 0.00 1.183 29.63 0.00202 101218 0.04 486.63 7.47 1.646 9.116 13.8 3.47 0.187 9.303 0.00 1.183 60.89 0.00197 .001331 0.08 3.00 0.00 0.00 0 0.00 1.266 0.00 3.00 0.00 0.00 0 0.00 1.266 0.00 3.00 0.00 0.00 0 0.00 0.00 3,00 0.00 0.00 0 0.00 1.266 0.00 3.00 0.00 0.00 0 0.00 1.266 0.00 3.00 0.00 0.00 0 0.0C 1.266 0.00 3.00 0.00 0.00 0 0.00 0.00 3,00 0,00 0.00 0 0.00 0.940 0.00 3.00 0.00 0.00 0 0.0C 1.142 0.00 3,00 0.00 0.00 0 0.0C 1.427 0.00 3.00 0.00 0.00 0 0.0E 1.440 0.00 P0515P RATER SURFACE PROPILE LISTING Hoag Hospital, Support Services Building Site Storm ➢rain PAGE 5 STATION INVERT ➢EPTH R.S. Q VEL VEL ENERGY SUPER CRITICAL HT/ EASE/ IL NO AYHPR ELEV 0P PLOR ELEV HEAD GR➢.EL. ELEV DEPTH ➢IA I➢ 10. PIER L1ELEH SO SF AVE HP NORM DEPTH SR etttttttttttttetttttttttt=tttttttttttaattttt ttttrtttett ttttetttetttttttttttttttttttttttttttttttttttttttttttttttltttetttttttttttttt 547.52 7.59 1.591 9.181 13.8 3.62 0.204 9.385 0.00 1.183 3.10 0.00 0.00 0 0.00 29.88 0.00201 .001444 0.04 1.431 0.00 577.40 7.65 1.566 9.216 13.8 3.70 0.212 9.428 0.00 1.183 3.00 0.00 0.00 0 0.00 Hoag Hospital, Support Services Building Site Storm ➢rain 106.08 .1 C E WE . R 111,26 .1 C E WE . 31 116.44 .1 C E WE • R 121.62 .1 C 8 WE . R 126,80 . 131.98 137.16 142.34 . I C H WE R 147.51 1 C 0 W E R 152.69 157.87 163.05 168.23 173.41 I C E WE R 178.59 183.77 188.95 194.13 199.31 204.49 209.67 214.85 220.03 225.20 C YE R 230,38 I C YE R 235.56 C WE E R 240.74 1 C WE 0 R 245.92 C WE R E 251.10 1 C WE R 256.22 C WE 8 R 161.46 C W E E R 266.64 ' C W E E R 271.22 1 W C E E R 277.11 W C E E R 232.16 1 W . _ 8 2287.31 297.72 302.29 308.07 313.25 118.43 323.61 328.79 333.57 144.11 349.51 354.69 1E9.87 I u 9 C o 7 0.E 3 .. r 5 W C E E R C E _ 5 WC E W C .. WC C d C W 084 •� 370.23 C'X E 375.41 I E E H R 380.59 I AC 8 R 385.76 390.94 396.12 . 401.30 . 406.48 . 411.66 . I AC E H R 416.84 422.02 427.20 . 432.28 . 437.56 . 442.74 . 447.92 . I AC E H . R 453.10 . I I E H . J1 458,28 . I C N E H . R 463.45 • I C A E H . R 468.63 . I C R E H . R 473.81 478.99 484.17 489.35 I C R E H. R 494.53 499.71 504.89 510.07 515.25 520,43 525.61 530.79 535.97 541.14 546.32 551.50 3 C A E H. R 556.68 561.86 567.04 572.22 377.40 C N H E. R 1.19 2,14 3.08 4.03 4.97 5.92 6.87 7.81 8.76 9,70 10.65 NOTES I. GLOSSARY .: INVERT ELEVATION C = CRITICAL DEPTH 7 = WATER SURFACE ELEVATION .. = HEIGHT OF CHANNEL _ = ENERGY GRADE LINE E = CURVES CROSSING OVER E : BRIDGE ENTRANCE OR EXIT = UALL ENTRANCE CR EXIT STATIONS FOR PG_NNS TIT A JOE? PAY NOT EE PLOTTED EXACTLY VIII. CATCH BASIN SIZING CALCULATIONS •(- c • 25-YEAR FREQUENCY STORM C . B . if ..."7,4 a7 CURB OPENING ( Interception ) Given: (a) discharge Qes = /.3 CFS Solution: TRY: (b) street slope S = (c) curb type "A-2" (d) half street width = D. O//3 ' /' /1 ft. 'i v2 Q/S = /3 /( ,G//3 ) _ /ZZ Therefore y= Q /L = D•Zlo L = /,3 / ,Z(o = S.O (L for total interception) U 7' e8. ft. I»IL = 1 a/y = .33/ QP X = CFS (Intercepted) Qc= = CFS(Carryover) 100-YEAR FREQUENCY STORM C.B. #c-S77 3.G7 CURB OPENING ( Intercep ion ) Given: (a) discharge Q/Z+ = /•7 CFS (b) street slope S = (c) curb type "A-2" (d) half street width = Solution: d.0/-3 'l' ft. Q/S'/z= 7,7 /( , C//3 ) z= /G,e, Therefore y=I 035 Q /L = D,e7 L = / 7 1 D. Z7 = 1. 3 (L for total interception) USE 7' GB. TRY: L= ft. Icy/ L = a/y = .33/ Q�Q = Q p= Qc= X = CFS (Intercepted) CFS(Carryover) IX. APPENDIX HYDROLOGY STUDY FOR HOAG CANCER CENTER PREPARED BY ROBERT BEIN, WILLIAM FROST & ASSOCIATES NOVEMBER 5, 1987 HYDROLOGY STUDY HOAG CANCER CENTER CITY OF NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL PRESBYTERIAN HOSPITAL Newport Beach, California Prepared by: ROBERT REIN, WILLIAM FROST & ASSOCIATES 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 Contact Persons: Bill Shaw, RCE 41110 Emmet Berkery JN 23862 November 5, 1987 Revised December 1, 1987 Revised January 20, 1988 .�u TABLE OF CONTENTS I. Introduction II. Hydrology A. Rational Method B. Small Area Unit Hydrograph Method III. Flood Routing IV. Hydraulics EXHIBITS A. Vicinity Map B. Hydrology Map (Onsite) C. Hydrology Map (Areas tributary to 45" RCP) APPENDICES A. 25-Year Hydrology Calculations B. 100-Year Hydrology Calculations C. Flood Routing Calculations D. Storm Drain Analysis I. INTRODUCTION This report includes hydrologic calculations for design of flood control and storm drain improvements for the Hoag Cancer Center in the City of Newport Beach, Orange County, California. As shown in the Vicinity Map, Exhibit A, the Cancer Center is proposed for the northern corner of the intersection of Newport Boulevard and Pacific Coast Highway, adjacent to the existing Hoag Memorial Presbyterian Hospital. The project includes commercial -type development of approximately 5 acres of existing open space with no regional flood control facilities traversing the site. This report addresses the drainage facilities required for conveyance of runoff generated on -site. The primary objectives of this report are as follows: 1. Based on preliminary grading plans, identify required storm drain facilities for the proposed improvements and delineate the drainage area tributary to each proposed drainage inlet. 2. Based on drainage patterns, ground slope, land use, and soil type and using the County of Orange Rational Method and Small Area Unit Hydrograph Method, perform a hydrologic analysis to provide 25- and 100-year ultimate design flows for the sizing of storm drain facilities. 3. Based on the hydrology results and physical site requirements, provide preliminary pipe and inlet sizes. The preliminary analysis and design is to conform to Federal and State guidelines for flood protection levels and the methods of analysis are to be taken from the new Orange County Hydrology Manual, dated October 1986. 1 CITY OF COSTA MESA PROJECT LOCATION VICINITY MAP GRAPHIC SCIIf IN &IIES OIINGI COAII CO11101 CIIANG! CO IAI I GIOUND II. HYDROLOGY As shown on the Hydrology Map, Exhibit B, seven catch basins are propsoed to collect storm runoff from the site. Through a system of approximately 1200 feet of reinforced concrete pipe (RCP), the runoff is then conveyed in a southerly direction, to a small detention basin along Pacific Coast Highway. From the basin, a single 12-inch RCP discharge line is proposed to tie into an existing 24-inch RCP which crosses Pacific Coast Highway approximately 1000 feet west of the Newport Boulevard overcrossing. A. Rational Method Hydrology Hydrologic calculations to determine the 25- and 100-year design discharges were performed using the Orange County Rational Method from the OCEMA Hydrology Manual, dated October 1986. The Rational Method is an empirical computational procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a given recurrence interval. The Rational Method equation is based an the assumption that the peak flow rate is directly proportional to the drainage area, rainfall intensity, and a runoff coefficient "C" which is related to land use and soil type. The 25- and 100-year design discharges at intermediate points were computed by generating a hydrologic "link -node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the existing terrain or proposed street layout. The following assumptions/guidelines were applied for use of the Rational Method: 1. The Rational Method hydrology includes the effects of infiltration caused by sail surface characteristics. The soils map from the Orange County Hydrology Manual indicates that the study area consists primarily of soil type "D". Hydrologic soil ratings are based on a scale of A through D, where D is the least previous, providing the greatest storm runoff. 2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The runoff 2 coefficients specified for "Commercial" land use were used to describe the site infiltration characteristics. 3. The Kirpich formula was used to determine the times of concentration (Tc) for initial upstream subareas. Initial subareas were drawn to be less than 10 acres in size and less than 1000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary pipe sizes, with a minimum pipe size of 18 inches specified. 5. Standard intensity -duration curve data was taken from the Orange County Hydrology Manual dated October 1986. The Rational Method tabled results and supporting calculations are included in Appendices A and B. The computed 25- and 100-year runoff rates conveyed to the detention basin are 17.3 and 22.4 cfs, respectively. B. Small Area Unit Hydrograph Method Since the Rational Method provides only peak discharges, an additional analysis, using the Small Area Unit Hydrograph (SAUH) Method, was required to determine design discharge volumes conveyed to the proposed detention basin. The SAUH Method assumes a triangular unit hydrograph with a time -to -peak equal to the Rational Method time of concentration and a runoff volume of 1 inch -acre. The SAUH Method is used to estimate the time distribution of watershed runoff in small drainage basins where stream gage information is unavailable and depth -area adjustment is not required. For the study area, the 25- and 100-year design discharges at major drainage crossings were computed by generating a "total area hydrograph" for the watershed tributary to the detention basin. The following assumptions/guidelines were applied for use of the SAUH Method: 1. Lag Time was set equal to the time of concentration (Tc) determined from the Rational method analysis. 3 2. Baseflow was assumed negligible. 3. Standard Intensity -Duration Curve data was taken from the Orange County Hydrology Manual (October 1986). 4. The SAUH Method includes the effects of infiltration caused by soil surface characteristics. The soils map from the Orange County Hydrology Manual indicates that the study area consists primarily of soil type "D". Hydrologic soil ratings are based on a scale of A through D, where D is the least previous, providing the greatest storm runoff. 5. The infiltration rate of a given sail type is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. Loss rates were determined from the SCS Curve Number corresponding to a "Commercial" land use category for the study area. The summary computer results and supporting calculations for the SAUH analysis are included in Appendices A and 8. 4 III. FLOOD ROUTING Based on the storm hydrographs developed using the Small Area Unit Hydrograph Method, 25- and 100-year flood flows were routed through the proposed on -site detention basin using the Modified Puls storage routing method. An outflow curve was developed from hydraulic analysis of the downstream 12-inch RCP discharge line under varying flow and head conditions. The maximum volume of the proposed basin is 1.2 acre-feet at a depth of 7.0 feet (elevation 12.0). The results of the flood routing analysis (Appendix C) indicate that the maximum stage within the basin is 7.3 for the 25-year storm and 7.8 for the 100-year storm. The basin, as proposed, allows for a 4-foot freeooard above the 100-year water -surface elevation. 5 IV. HYDRAULICS Based on the peak discharges determined from the Rational Method hydrology, a hydraulic analysis was performed for the on -site storm drain system to determine pipe sizes required for conveyance of the 25- and 100-year flows. Preliminary pipe slopes were determined by examining downstream controls, proposed street grades, and minimum cover requirements. Manning's equation was used to estimate friction losses, with a Manning's roughness coefficent of 0.013 assumed for reinforced concrete pipe. A computer program published by the Los Angeles County Flood Control District for hydraulic analysis of storm drain networks was used to determine the combined effects of friction losses, junction losses, and minor losses. For downstream hydraulic control, either the pipe soffit or the 25- and 100-year maximum stages in the detention basin were used, whichever was greater. Preliminary pipe sizes are shown an the Hydrology Map, Exhibit B, and the back-up calculations are included as Appendix 0. The proposed storm drain system is designed to afford a 25-year level of flood protection. A 100-year storm drain analysis has been performed to insure that the 100-year water -surface elevation at sump inlets is below the adjacent finished floor elevation of the Cancer Center. 6 APPENDIX A 25-YEAR HYDROLOGY CALCULATIONS H3/11-, . 4'; /1 Cc./7W 3I &2. STUDY NAME: T.': fair`; )I')/I ✓z' CN 25.0-YEAR STORM RATIONAL METHOD STUDY ---------------(R D V R N C E D ENGINEE CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tr 1 I POINT NUMBER SUBAREAI SUM TYPE TYPE MIN. MIN.Iin/n _ / 100.00 101.00 4 -; mi.00 CONFLUENCE ANALYSIS FOR POINT, 101.00 101.00 1-/ 200.00 1 .9 1.51 1.5 4 4 1 1 7.014.03 7.213.17 -1_ 6.714.14 L_t I CALCULATED BY: I CHECKED BY: I PAGE NUMBER / OF . R ING 5 0 F T N R R Ei------ ---- Fm Fe 0 IPATHISLOPEI V HYDRAULICS (Avg) SUM I(ft)Ift/ftIFPS. AND NOTES .02 .020 1 1 1 1 1 14501.03141 .. 3.21--i---I_-- --) 1421.2042115.0 1 1 1 1---1 1-- 1 1 2401.01101 .. TC01= 7.2 TC112= 6.7 TCI13= .0 TC04= .0 TC115= .0 SUM OF STREAM 041= 3.2 002= M.4 003= .0 004= .0 0s5= .0 AREAS= 2.29 I01= 3.97 IO2= 4.14 103= .00 I04= .00 I05= .00 TOTAL EAa1= .9 ERa2= 1.5 ER03= .0 EAM4= .0 ERs5= .0 AREA = 2.34 Fm1= .020 Fm2= .020 Frn3= .000 Fm4= .000 Fm5= .000---- ---- ---- 01 = 8.4 02 = 8.5 03 = .0 04 = 0 05--- 1.3 2. 3 1.3 4 1 .6 1.5 7.3 3.90 E.0 4.82 .02 .020 8.5 5. 6 115 260 400 .0015 .0632 .0051 3.2 4. 6 INITIAL SUBAREA wav= 3.2cfs n=.0130 Dn= .3 18.0=-PIPE FOR CONFLUENCE INITIALSUBAREA LARGEST CONFLUENCE 0= 8.5. a0av= 8.5cfs n=.0130 Dn. 1.4 27.0^-PIPE FOR CONFLUENCE INITIAL SUBAREA s0av= 5.6cfs n=.0130 Drm 1.0 18.0`-PIPE sDEV TYPES: - 1=Corn,2=MF,3=APt,4=Con,5=SFR 11+ D/RC,6=8-100/AC,7=5-70/AC, SOIL TYPES: 1=A,2=8,3=C,4=0,• •8=3-4D/PC,9=2D/AC,10=1D/RC,11=0.4D/PC,12=Scn,13=PK, 14aPg, 15=PC, I6=AC, 17=DC 0, 5=SPECIFIED RUNOFF CCEFF. • • STUDY NAME: I CALCULATED BY: I CHECKED BY: 25.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER ;_OF 3 [ADVANCED ENGINEERING SOFTWARE] CONCENTRATION POINT NUMBER CONFLUENCE ANALYSIS FOR POINTS 101.00 AREA (ACRES) ISOILIDEV.I Tt I Tc 1 I I Fit 1 Fs I 0 IPATHISLOPEI V SUBAREA( SUM ITYPEITYPEIMIN. 1 MIN. lin/h1 I(Avg)I SUM Ilft)Ift/ftIFPS. I 1 1 I 1 I 1 I I I I 1 I I I 1 1 I I I I 'Mills 7.3 TCN2= 6.5 TCS3• .0 TC114- .0 TC115= 0N1= 8.5 0112• 5.6 0N3a .0 004a .0 12115• 111- 3.90 1112• 4.24 1113= .00 IN4= EAST= 2.3 EASE= 1.3 EAI3• .0 EAN4- Fm1= .020 Fm2• 020 Fm3= .000 Fs4• 01 - 13.7 02 3.603• .004= HYDRAULICS AND NOTES I 1 I . 0 SUM OF STREAM . 0 AREAS• 3.32 .00 IS5- .00 TOTAL .0 EA115= .0 AREA • 3.64 .000 Fm5= .000- 0 05 • .0 .5 89 LARGEST CONFLUENCE 0= 13.8 .0012 3.3 *Gave 13.8cfs n0.0130 Dna 2.0 30.0"-PIPE 102.00 U-) 300.00 d- a 301.00 A-3 500.00 3.3 .4 .4 4 1 .4 .8 4 1 .4 1.2 4 1 1.4 .2 6.9 4.06 13.8 6.7 4.16 .02 .020 1.4 8.1 3.70 .020 .020 2.7 8.2 3.68 .020 .020 4.1 560 300 FOR CONFLUENCE .0623 INITIAL SUBAREA .0070 3. 6 *Gaya 1.4cfs na.0130 Dna .4 18.0"-PIPE 40 .0250 6.8 *Cava 2.7cfs n•.0130 Dna .4 18.0"-PIPE B0 .0162 6.5 *Gave 4.1cfs n•.0130 Dna .6 18.0"-PIPE aDEV TYPES: l=Com,2=MF,3=Apt,4=Con, S=SFR 11+ D/AC,6.8-100/AC,7=5-7D/AC, SOIL TYPES: 1•A, 2•B, 3=C, 4•D,s •8.3-40/PC,9=20/RC,10=1D/AC,11=0.4D/RC,12•Sch,13-PH,14•Ag,15=PC,16•RC,17•DC 0,5•SPECIFIE➢ RUNOFF COEFF. • • STUDY NAME: 1 CALCULATED BY: 1 CHECKED BY: 25.0-YEAR STORM RATIONAL METHOD STUDY I PAGE NUMBER 3 OF 3 ADVANCEDD ENGINEERING SOFTWARE] CONCENTRATIONI AREA (ACRES/ ISOILlDEV.I Tt I Tc I I I Fm 1 Fm 1 0 IPATHISLOPEI V 1 HYDRAULICS POINT NUMBERISUBRREAI SUM ITYPEITYPEIMIN. I MIN. Iin/hl ItAvg)1 SUM I(ft)Ift/ftIFPS.1 AND NOTES 1 1 1 1 I I 1 1 I 1 1 1 1 1 I 1 I I 1 I I 1 I I 1 I I 1 CONFLUENCE ITC11111 6.9 TC12a 8.4 TC13a .0 TC114a .0 TCM5a .0 SUM OF STREAM 1 LARGEST ANALYSIS 10111a 13.8 012m 4.1 013a .0 014s .0 013a .0 AREAS.. 4.341 CONFLUENCE FOR POINTS IIS1a 4.06 IM2a 3.63 IS3a .00 I04a .00 INS. .00 TOTAL 1 Oa 17.5 103.00IERM1a 3.3 EAM2= 1.2 EA13= .0 EAM4a .0 EASY IFm1a 020 Fm2= 020 Fn3. .000 Fm4a .000 Fn5= 101 a 7.502 = 6.4 03= .004 a .005 a .0 -I --- _- __-I--I-^I--1-1 - I/ 103.001 .2 4.6 4 1 1-- I 6.914.061 .0201 .020 .17.5 I 1 I 1 1 103.001 4.6 I -I 6.91 1 I 17.5 - 1 I I I I 1 EFFECTIVE ARER(ACRES 4.58 TOTAL STUDY RREA(ACRESI= 5.11 PEAK .0 RHEA a 4.871 .000 I I I I I f -----I-ISTREAM SUMMARY 1 FLOW RATEICFS)a 17.55 •DEV TYPES 1.Cam,2=MF,3=Apt,4.Con,5=SFR 11+ D/AC,6.8-10D/AC,7.5-70/AC, SOIL TYPES: -A, 2a8, 3•C, 4•D,• •8=3-40/AC,9=2D/AC,10=1D/AC,11=0.40/AC,12=Sch, 13•PK, 14aRg, 15•PC, 16•AC, 17aDC .0,5=SPECIFIED RUNOFF COEFF. /h2flt5),C&G, - SlUDY NAME: //S /4LP ( it/f 1 (:AL.CULr\II. D RY. I 25. 0-YEAR STORM RATIONAL METHOD STUDY I PANE NUMBER ) Of CA 1) V A N C E D ENGINEERIMC S IT P :CONCENTRATION: AREA (ACRES") 15OILIDEV. . Tt. Tc . I I Fm Fin 1 0 1PATHISI_IJPE1 V I HYDRAULICS I 1'CIINT NUM13ER1SUDAREAI SLUM ITYPEITYPEIMIN. MIN. Iin/h1 1(Av4)I GUM Ilft)!Pt/ft:FPS. 1 AND NOTES -- I ..------ 1--...._ I----- 1---. I I----_ I I I I I 1 i ---._.------ I 1 - - - ---: --- N 1 - 1 -.-`- 1 ---- I ----- ! 1 -------- OA ' / I I ' i �/-i i i i i t : 1300:.00751 .. IINITIAL SUBAREA 1 21.001 5 61 .5.61 4: 4 1----1 13.912.711 .071 .0701 13.31-- 1-----1----I 1 1 _ _ ...-.----- 1------- 1 --- ---- 1 ---- 1 ----- 1 I - I : -: ---- 1 : 1500:. 0033 1 3.01 *Oav:_. 30. Dc f s 1 40. ft-STREET: . - : 1 IDEP ME- .65 ft. PLOW TO PT. MI 1 9. 71 I 1 1 ;fLC10DWIDTFI=20. 01 3 22. 00 1 19. 3: 24 . 9 1 4 I_ 1 1 ---- 12 3. 5:2. DI:, 020 1. 0311 4 4. Ci 1 I : 1 ----;- ----i- : 4001.003:3I 3.2' »r3a..= av ecf$,, 40. ft-STREET: I 1 IDEPT'Ib= .76 ft 1 PLOW TO PT.1f1 2.21 IFLOODWIDTH=20 01 G-H 23.001 b.41 31.31 4 1 1----; 25.0:1.911.0201 .0291 53 GI- ---1--_.--I----I-- I ' ' 1 S 23.001 17.91 49.21 4 I 1 I----1 25.RII.911.020: .026: 83 4I---- ------• - -- --- ---- �.- -- ---- ---- - . ----- 1 1 -- - --- - ----- 1 1 50 1 . 0033: 3. 11: *fav= 03. 4c f r. 1 40.ft-STREET: 10EPTH:= 90 ft. FLOW TO PT.)t1 1 I I .71 1 IFLOODWIOTH=20.01 I 24.001 . 0 1 49.21 4. 1 .---- 2h. 4 1 1. 001 . 020 1.0261 8:3. 4: 1 24.00: 16.21 61i. 4: 4 1 1 1 ----: '' 1 1 -- 1 1 . / _o_� r_h. 4 I 1 . 881 . 02(H U; �%I 1 1 09. -0 1 I- I ! c?7 -- I -----: ---- ' : -----: -•--- I -'---1 --- I :2100 1 . 0357119.21 *Gay- 109. 4c f s 1 •• 1 1 1n=.0130 Dn= 2. a1 1. 131 1 I I I 1 36.0"-PIPE I 6-7 25.001 45. 7; ill. 11 4 1 ---- 20. 311. I31I.OP_O! .02n: 179. 01- -----1 1 1 1 25. 001 1 1 1 1. 1: 1 1----- 1 213. 3 1 1 1 11 79. 0: ----1-----: - •-- 1 STREAM SUMMARY I 1--' - I._1_..._---1--"-'.__...._1._..--1---'--1-'---1---..-1 I I_ 1 1 EFFECTIVE AREA(ACRES)== 111. 10 TOTAL STUDY AREA(ACRES)= 111. 10 PEAK FLOW RATEICFS)= 179.02 I • ! 1 • 1 1 . I 1 1 1 1 1 I 1 1 I 1 1 ! I 1 1 ' I 1 1 : : 1 I I I I ) , *NL-V TYPES 1=Corn, 2tM17, 3=Ap t, 4=Can, 5:=SFU 11+ D/AC, 6=0-I00/AC, 7=5-7D/AC, SOIL. TYPES: 1-A, 2=D, 3=C, 4=0, w .11=3-4D/AC, 9- 2D/AC, I0==1D/AC, 11••0. 40/AC, I2=•S[h, 13=4P14, 1'I Th!l, 15=I'C. l.'.i A(:. 17 d)(: O. 5= P3PE(: IVIED RUNOFF COEFF. PROJECT: hio461 Iry sPirAL DATE //-3-87 ENGINEER: W S 5 1. Enter the design storm return frequency (years) 2. Enter catchment lag (hours) 3. Enter the catchment area (aces) - 4. Enter baseflow (cfs/square mile) 5. Enter 5-Graph proportions (decimal) F,„ = afi 5 (940)(zo) 0./8 Valley: Developed /.00 Foothill Mountain Valley: Undeveloped 6. Enter maximum loss rate, Fm (inch/hour) D. it 7. Enter low loss fraction, '7(decimal) (2a ifmtcye 0 . s my • 8. Enter watershed area -averaged 5-minute point rainfall (inches) * c . `/O Enter watershed area -averaged 30-minute point rain- fall (inctc)• Enter watershed area -averaged I -hour point rainfall (inches)' Enter watershed area -averaged 3-hour point rainfall (inches) • Enter watershed area -averaged 6-hour point rainfall (inches) • Enter watershed area -averaged 24-hour point rainfall (inches) • 9. Enter 24-hour storm unit interval (minutes) `Note: enter values unadjusted by depth -area factors ORANGE COUNTY HYDROLOGY MANUAL l�. B7 /. / 5 '. 99 WATERSHED INFORMATION FORM E-20 Figure E-5 / 1 — .? G¢tc4a no &) OF 4cz) toss ,,4ono N }v : CAI = 75 Ficin" Fib. C-3 ocnw4 MAAw4L . 7'7ft SO/L G4o,pi-aTy S It /OOD 5e /-- 3,33 7r -rv�n4t. A6sTx,4c..no4 Sa O. a ,s# 0.Z(3.33)- 0.64.7 Rvworr /Ez.D PA4C.77o#) r ['zit (zr) = y,"ifn 4y6ov) _ (y'/1—f — o.to7) Pi.4/f /T (yyf-D.467+3.33)(q.y9) Y1 - (5G3-D•G67)Z _ '°° (5.b3 -O.bb7 4-3.33)(5.G3) 32. //7 79.G 3/ y` Yr= 1-Yr- 1- o.d/55/ = 0,5yy9 - 0. S.77.r = a.4/72 5- (Py—la ts)Py 5•l03" = O.y55/ re. 5Z75 SMALL AREA HYOROGRAOH DEVELOPMENT OCEMA 6 SBCFCD HYDROLOGY MANUAL METHOD Prepared by: Robert Rein, William Frost 6 Assoc. Watershed+ Hoag Hospital Detention Basin Cone. Point+No. 103 IEngineer:NSS 1 Job No.: 23862 !Date: 04-Nov-87 WATERSHED INPUT PARAMETERS Design Storm Frequency (2, 5, 10, 25, 50. 100): 25 Regression Depth Equation = aat-b a= 0.2 b= 0.434 Maximum Loss rate (F9n) 0.18 Watershed Acreage = 5.14 Low Loss FractionlY)= 0.5449 Hydrograph length= 2.92 Hours Time of Concentration (minutes) 7.3 Total Storm Volume= 0.5230 Acre-feet Peak Mass Unit Unit Net Effective Discharge Rainfall Rainfall Rainfall Loss Rainfall Rainfall (01 Unit No. (inches) (inches) (Inches) (inches) (inch/hrl Icfs) t 0.473927 0.473927 0.0219 0.452027 3.715296 17.18696 2 0.640264 0.166336 0.0213 0.144436 1.187148 5.491747 3 0.763453 0.123189 0.0219 0.101289 0.832517 3.851228 4 0.864960 0.101526 0.0219 0.079626 0.634463 3.027548 5 0.952938 0.087958 0.0219 0.066058 0.542949 2.511683 6 1.031406 0.078467 0.0219 0.056567 0.464936 2.150795 7 1.102769 0.071363 0.0219 0.049463 0.406545 1.860679 B 1.166565 0.065796 0.0219 0.043896 0.360793 1.669029 9 1.229853 0.061287 0.0219 0.033387 0.323734 1.497594 10 1.287335 0.057542 0.0219 0.035642 0.292951 1.355133 11 1.341765 0.054369 0.0219 0.032569 0.266871 1.234547 12 1.393403 0.051637 0.0219 0.029737 0.244420 1.130690 13 1.442658 0.049255 0.0219 0.027355 0.224836 1.040103 14 1.463612 0.047154 0.0213 0.025254 0.207569 0.960215 15 1.535096 0.045283 0.0219 0.023383 0.192196 0.889100 16 1.578702 0.043605 0.0219 0.001705 0.178401 0.825283 17 1.620790 0.042088 0.0219 0.020188 0.165934 0.767610 18 1.661500 0.040702 0.0219 0.018809 0.154537 0.715169 19 1.700248 0.039448 0.021495 0.017352 0.147558 0.682606 20 1.736238 0.038269 0.020864 0.017425 0.143225 0.662560 21 1.776453 0.037200 0.020281 0.016333 0.139226 0.644062 22 1.812690 0.036230 0.019742 0.016488 0.135522 0.626927 23 1.846000 0.035310 0.019240 0.016069 0.132078 0.610997 24 1.862451 0.034451 0.016772 0.015678 0.128866 0.596138 N x a CEMA c,-3M,.LL AREA HYDROGR,4.FH 18 17 16 - 1 5 - 1 4 - 11\ 13 - 1 2 - 1 1 - 10 - q - 6 - I t 4 k7; 3 - J I _ E1 ti �_ - _ E3 1 f3 t3 E3 —�r�ii1 [: -a- t&—rr---t�--- -- fl 0 rT r r—r r r- r r r- r--1 - -i-- i - i �— 1 -_r 14,PS 14.54 15,c,'., 15,51 16, <) 16.49 11ME (Hour) APPENDIX B 100-YEAR HYDROLOGY CALCULATIONS STUDY NAME: Zr.,', /. 4 elf- ' )/1/1 t/00 Qh! SC. r 1 CALCULATED BY: I CHECKED BY: 100.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER / OF 3 ------------[ADVANCED ENGINEERING SOFTWARE) CONCENTRATION AREA (ACRES) SOIL DEV. Tt Tc 1 Fa Fm 0 PATH SLOPE V HYDRAULICS POINT NUMBER SUBAREA SUM TYPE TYPE MIN. MIN. in/h (Avg) SUM Iftl ft/ft FPS. AND NOTES - / 100. 00 101.00 7 C 101.00 CONFLUENCE ANALYSIS FOR POINT* 101.00 101.00 !! -/ 200. 00 .9 .9 .9 4 7.0 7. 1 5.16 5.09 1.5 1.5 4 1 TCM1= 7.1 TCO2= 6.7 TC113= .0 TC*4e 001. 4.1 0112= 6.9 003. .0 004= I*1e 5.03 102- 5.31 I03= .00 104e EA*1= .9 EA112= 1.5 EAM3= .0 ER*4e Flat. 020 Fm2e 020 Fs3- .000 Fm4e 01 = 0.702 - 0.903 - .004- 1.3 2. 3 1. 3 4 1 .6 1.4 7.3 `. 0 .02 -1- 1 1 5.011 .02 .020 .020 4. 1 450 4. 1 142 .0314 .2042 16.1 240 .0110 .. .0 TC*5e .0 SUM OF STREAM .0 M. .0 AREAS. 2.29 .00 INS. .00 TOTAL .0 EA*5- .0 AREA a 2.34 .000 Fm5= .000 0 05 - 1 6. 191..02 .020 10.9 7. 2 115 260 400 .0015 3.3 INITIAL SUBAREA *Gave 4.1cfs n..0130 Dn. .3 18.0"-PIPE FOR CONFLUENCE INITIAL SUBAREA LARGEST CONFLUENCE 0= 10.9 •Gav= 10.9cfs n..0130 Dne 1.7 27.0"-PIPE .0692 FOR CONFLUENCE INITIAL SUBAREA .0051 4.7 Wave 7.2cfs n..0130 Dn. 1.2 18.0"-PIPE •DEV TYPES: 1=Com,2=MF,3=Aot,4=Ccn, S=SFR 114 D/AC,6-8-101)/RC,7-5-70/AC, SOIL TYPES:=A,2=13,3=C,4e00, 1 •8=3-40/AC,9=20/AC,10a1D/AC,11 0.4➢/AC,12-Sch,13-PH,14eAg,15=PC,16-AC,17-DC 0,5-SPECIFIED RUNOFF COEFF. • STUDY NAME: 100.0-YEAR STORM RATIONAL METHOD CONCENTRATION AREA (ACRES) (SOIL POINT NUMBER SUBAREAI SUM ITYPE I CALCULATED BY: I CHEERED BY: -L STUDY I PAGE NUMBER) OF 3 E D ENGINEERING 5 O F T W A R EI-------- IDEV.I Tt I Tc I I I Fm I Fm I 0 IPATHISLOPEI V HYDRAULICS ITYPEIMIN.I MIN. Iin/h1 I11:1vg)1 SUM I(ft)Ift/ftIFPS. AND NOTES I I I I I 1 I 1 1 1 I I CONFLUENCE ANALYSIS FOR POINT* 101.00 102.00 - / 300.00 (- ) 301.00 TC014 7.3 TC*24 6.4 TC113m .0 TC1144 .0 TC4S- 0N14 10.9 01124 7.2 0034 .0 0114• I*1m 5.01 I1124 5.46 I*34 .00 I044 ERN1= 2.3 EA1124 1.3 ERN3= .0 EAN4• Fml= 020 Fm2• 020 Fm34 .000 Fm4m 01 • 7.602 4 7.703 • .004 .4 .4 :l 500.00 .4 3. 3 .4 4 1 .8 4 1 1.2 4 1 .4 1.3 6.8 6. 7 8. 0 8. 1 5.24 5.34 4. 76 4.73 I I 1 .0 SUM OF STREAM .0 01154 .0 AREAS, 3.31 .00 I115= .00 TOTAL .0 EPN54 .0 AREA m 3.64 .000 Fm54 .000-- -- --- 0 05 • .0 -- -- 89 .0012 3.5 .02 .020 .020 .020 .020 .020 17.7 1.8 3.5 5.2 560 300 40 0623 .0070 0250 LARGEST CONFLUENCE D• 17.7 •Oav 17.7cfs nm.0130 Dna 2.2 33.0"-POPE FOR CONFLUENCE INITIAL SUBAREA 3.8 7.3 •0av 1.8cfs n=.0130 On• .5 18.0"-PIPE *flays 3.5cfs n4.0130 Dn• 18.0"-PIPED 80 .0162 7.0 *Gams 5.2cfs n4.0130 Dn• .7 18.0"-PIPE •DEV TYPES: 1=Com,244MF,3=Rpt,4=Con,:=SFR 11i D/RC,6.8-10D/AC,7m5-7D/AC, SOIL TYPES: 1•A,2•13,3=C,4=0,• •8=3-40/RC,9=2D/AC,10=1D/AC,11=0.4D/AC,12=5ch,13=PR,14•Ag.15=PC,16*AC,17=DC .0,5=SPECIFIED RUNOFF COEFF. • • STUDY NAME: 1 CALCULATED BY: I CHECKED BY: 100.0-YEAR STORM RATIONAL METHOD STUDY I PAGE NUMBER 3 OF 3 -------^- [ADVANCED ENG I NEER ING SOFTWARE] CONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt 1 To I I I Fm 1 Fm I 0 IPATHISLOPEI V POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN. lin/h1 I(Avg)1 SUM iIft)Ift/ftIFAS. I I I 1--1--I--I--I 1 1 1 I I I I I I I I I I I I CONFLUENCE ITCN1= 6.8 TCO2= 6.3 TCN3= .0 TC64= .0 TCNS= ANALYSIS IONI= 17.7 0112= 5.2 003- .0 0*4= .0 0N5= FOR POINT* IIN1= 5.24 IN2= 4.68 I13- .00 I*4= .00 I*5= 103.001EAN1= 3.3 EAN2= 1.2 EAN3= .0 EA*4= .0 EA*5= IFm1= .020 Fm2= .020 Fm3= .000 Fm40 .000 Fm5- .000 101 = 22.6 02 = 21.0 03 - .0 04 • 0 05 - .0 A -- I-/ 103.001 .2 4.6 4 1 1--- I 6.815.241.020 .020 22.6 ---- 1 1 I I I 1 103.001 4.6 I --- I 6.81 I 22.6 ------- I_-__ _-__ ___ -__ I -_ I I I EFFECTIVE AREAIACRES - 4.57 TOTAL STUDY AREAIACRES)= 5.11 PEAR I I I . 0 SUM OF STREAM . 0 AREAS. 4.23 .00 TOTAL . 0 AREA - 4.87 HYDRAULICS AND NOTES LARGEST CONFLUENCE O= 22.6 --- - STREAM SUMMARY FLOW RATE(CFS).. 22.56 •DEV TYPES: 1=Com, 2=MF.3=Apt,4=Con, S=SFR 11+ D/AC, 6=8-10D/AC, 7-5-7➢/AC, SOIL TYPES: =A, 2=8,3=C, 4=0,• •8=3-4D/ PC, 9=2D/AC,10=10/AC,11=0.4D/AC,12=Scn,13=PR, 14=Ag, 15=PC, 16=AC, 17=DC 0,5=SPECIFIED RUNOFF COEFF. • PROJECT: Po 467 HD SO/ r4L DATE: //— 3 t 5 7 ENGINEER: PUS 1. Enter the design storm return frequency (years) 2. Enter catchment lag (hours) 3. Enter the catchment area (arts) 4. Enter baseflow (cfs/square mile) 5. Enter S-Graph proportions (decimal) FM = ap F,=(9c)(zo) . /8 Valley: Developed Foothill Mountain Valley: undeveloped 6. Enter maximum loss rate, Fm (inch/hour) 1 j. OD O. /R0 7. Enter low loss fraction, Y (decimal) (Er: 4mf° ib 0• `/72 C • Of cc s,.) 8. Enter watershed area -averaged 5-minute point rainfall (inches)* C. CZ - Enter watershed fall (inches)* Enter watershed (inches)* Enter watershed (inches)* Enter watershed (inches)* Enter watershed (inches)* area -averaged 30-minute point rain - area -averaged 1-hour point rainfall area -averaged 3-hour point rainfall area -averaged 6-hour point rainfall area -averaged 24-hour point rainfall 9. Enter 24-hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors ORANGE COUNTY HYDROLOGY MANUAL /e of ,.‘"3 3; 30 5.G3 WATERSHED INFORMATION FORM E-20 Figure E-5 4.. C.9tuatnoAJ OF Gaul LOSS pz4t:770N t : CA/ = 7S Pion FM?. c - 3 OCE744A HAM/AIL. . 7Z'nft- So a.. C.efc.i y S = /000 _/0 G+v 5 /D°o _A, 7r rrn vv z 46 s 7X,4c, no4 ra - D. a .S. 18-O.Z(3.33)= a.GLL7 RVNDPF el/Et-A FA'.igtnoit1 Ys Oly--ra + or) Py Pt (7r) - if, lie &y rot) = 5403" iy yf — a. /.b7)i H. e.i ' rr (t(-G.6b7- 3.3s)(Apt 4) 1s'//7 ys (5.63-D.G67)2 _ zy.OS/ /p0 (5.63 -a•6b7 4-3.33)(S.13) tb.6 tO yr r i- yr - j- a.5/55/ = a. Syyq /IQ = S.33 5. S.77S- = 40.47Z Ss a_ D.e/55/ era 0175 i SMALL AREA HYDROGRAPH DEVELOPMENT OCEMA a SDCFCD HYDROLOGY MANUAL METHOD Prepared hy: Hobert Feir,, William Frost 6 Assoc. Watershed: Hoag Hospital Detention Basin Conc. Point:No. 103 IEngineer:WSS flnnnfGUH100 on PS5 IJob No.: 23862 (Date: 04-Nov-87 WATERSHED INPUT PARAMETER$ Design Storm Frequency (2, 5, 10, 25, 50, 1001: 100 flegressicm Depth Equation = aat"b Maximum Less rate (Fml = 0.18 Watershed Acreage = 5.14 Low Loss Fraction(Y)= 0.4725 Time of Concentration (minutes) a. 0.259 h= 0.427 :1i (.0 Hydrograph Length= 2.92 Hours 7.3 Total Storm Volume. 0.6996 Acre-feet Peak Mass Unit Unit Net Effective Discharge Rainfall Rainfall Rainfall Loss Rainfall Rainfall (0) Unit No. (inches) (inches) (inches) (Inches) Ilnch/hr) Icfs) 1 0.605255 0.605255 0.0219 0.583355 4.794701 22.18026 2 0.813726 0.206471 0.0219 0.186571 1.533461 7.093791 3 0.967541 0.153814 0.0219 0.131914 1.064229 5.015646 4 1.094002 0.126461 0.0219 0.104561 0.851407 3.975619 5 1.203368 0.109366 0.0219 0.087466 0.718904 3.325650 6 1.300796 0.097927 0.0213 0.075527 0.620770 2.871683 7 1.389298 0.082502 - 0.0219 0.066602 0.547415 2.532343 8 1.470614 0.081516 0.0219 0.059616 0.490000 2.266743 9 1.546676 0.075863 0.0219 0.053963 0.443539 2.051813 10 1.617651 0.071172 0.0219 0.049272 0.404978 1.8734.32 11 1.685051 0.067200 0.0219 0.045300 0.372333 1.722415 12 1.746635 0.063783 0.0219 0.041883 0.344250 1.592500 13 1.809641 0.060805 0.0219 0.038905 0.319769 1.479254 14 1.867821 0.058160 0.0219 0.0362.60 0.218192 1.379440 15 1.923665 0.055844 0.0219 0.033944 0.276995 1.290634 16 1.977415 0.053741 0.0219 0.031849 0.261776 1.210378 " 17 2.029272 0.051857 0.0219 0.029957 0.246222 1.139025 18 2.079409 0.050137 0.0219 0.028237 0.232065 1.073627 19 2.127974 0.048565 0.0219 0.026665 0.219163 1.013860 20 2.175036 0.047121 0.0219 0.025221 0.207300 0.958971 21 2.220685 0.045783 0.021635 0.024154 0.198527 0.916383 22 2,265442 0.044556 0.021053 0.023503 0.193161 0.893657 23 2.308853 0.043410 0.020511 0.022891 0.166212 0.870672 24 2.351195 0.042342 0.020006 0.022335 0.183579 0.849240 24 I ti 7n 18 — 1 f> — 8 — - 4 — QCEP.'1A S MALL AR EA HYGROG RAP H -E3-- 14 c05 r--r -r-- r r- r— r r--r--r— 1 T —I- 1 4.54- 15,03 15,51 15,00 1114E (Hour) 16, 49 APPENDIX C FLOOD ROUTING CALCULATIONS F L 0 0 D ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7B Release Date: 3/24/87 Serial 8 I00834 Especially prepared for: ROBERT BEIN, WILLIAM FROST d ASSOCIATES ******+**++*************** DESCRIPTION DF STUDY *+**************+********* * HOAG CANCER CENTER, FLOOD HYDROGRAPH ROUTING, JN 23862 * PROPOSED DETENTION BASIN, 025 * * STUDY BY WSS, FLNM: HGROUT25 ON BS 5 * FILE NAME: B:HGROUT2S.DAT TIME/DATE OF STUDY: 9:50 11/ 5/19E7 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 10 )))))USER SPECIFIED UNIT-HYDROGRAPH ((((( (UNIT-HYDROGRAPH ADDED TO STREAM M1) *USER SPECIFIED DATA: THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS OF THE FORM (N,D) WHERE N IS THE 5-MINUTE INTERVAL NUMBER AND 0 IS THE FLDWRATE. THE DATA PAIRS DEFINE POINTS ON 7HE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. TOTAL NUMBER OF DATA PAIRS ENTERED = 27 DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) TIME(HRS) 1 I ( .083) .70 2 2 ( .167) .74 3 3 ( .250) .78 4 4 ( .333) .86 5 ( .417) .92 6 6 ( .500) .97 7 7 ( .583) 1.09 8 8 ( .667) 1.17 9 9 ( .750) 1.29 10 10 ( .833) 1.46 11 11 ( .917) 1.59 12 12 ( 1.000) 1.78 13 13 ( 1.083) 2.11 14 14 ( 1.167) 2.36 15 15 ( 1.250) 2.89 16 16 ( 1.333) 3.75 17 17 ( 1.417) 4.85 18 18 ( 1.500) 9.07 19 19 f 1_587.1 17. t9 20 20 ( 1.667) 7.26 21 21 ( 1.750) 2.58 22 22 ( 1.833) 1.84 23 23 ( 1.917) 1.48 24 24 ( 2.000) 1.22 25 25 ( 2.083) 1.02 26 26 ( 2.167) .88 27 27 ( 2.250) .76 RUNOFF HYDROGRAFH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = .00 MODEL TIME(HOURS) FOR END OF RESULTS = 3.50 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = .5008 • 2 4 - H O U R STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS1 TIME(HRS) VOLUME(AF) ❑(CFS1 0. 5.0 10.0 15.0 20.0 .083 .0048 .70 VO . 167 .0099 .74 VO . 250 .0153 .78 .0 .333 .0212 .86 .0 . 417 .0275 .32 .0V .500 .0342 .97 .❑V .583 .0417 1.09 . ❑V .667.0498 1.17 . QV .750 .0587 1.23 . 0 V . .833 .0687 1.46 . 0 V . 917 .0797 1.59 . 0 V 1.000 .0919 1.78 . 0 V . . 1.083 .1065 2.11 . 0 V . . 1.167 .1227 2.36 . 0 V. . 1.250 .1426 2.89 . 0 .V . 1.333 .1685 3.75 . 0 . V 1.417 .2019 4.85 . Q. V 1.500 .2643 9.07 . 0 .V 1:583 .3827 17.19 . V 0 1.667 .4334 7.36 . 0 V 1.750 .4512 2.58 . 0 • V 1.833 .4638 1.84 . 0 V . 1.917 .4740 1.48 . 0 . V . 2.000 .4824 1.22 . 0 V . 2.003 .4895 1.02 . Q V. 2.167 .4955 .88 .0 V. 2.250 .5008 .76 .0 V 2.333 .5008 .00 0 V 2.417 .5008 .00 Q V 2.500 .5008 .00 0 V 2.583 .5008 .00 0 V 2.667 .5008 .00 0 V 2.750 .5008 .00 0 V 2.833 .5008 .00 0 V 2.917 .5008 .00 0 V 3.000 .5008 .00 0 V 3.083 .5008 .00 0 V 3.167 .5008 .00 0 V 3.250 .5008 .00 0 V 3.333 .5008 .00 Q . V 3.417 .5008 .00 Q . V 3.500 .5008 .00 0 V ***************************************************r**********************a* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 )))))MODEL FLOW -THROUGH DETENTION BASIN ROUTING((((( ROUTE RUNOFF HYDROGRAPH FROM STRERM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(RF) = .080 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF1 I .00 .00 .000 2 .34 .56 .120 3 1.34 2.33 .260 4 2.34 2.06 .420 5 3.34 3.64 .590 6 4.34 4.14 .780 7 5.34 4.60 .990 8 6.34 5.00 1.210 INFLOW (STREAM 1) V __effective depth I (and vclurne) 1 1 V I detention I( --)I outflow I basin I I \ I I storage 1 basin outlet V OUTFLOW (STREAM 1) BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HAS) FILLE➢(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) .083 .005 .7 .00 .0 .000 . 167 .010 .7 .00 .0 .000 .250 .015 .8 .00 .0 .000 . 333 .021 .9 .00 .0 .000 . 417 .028 .9 .00 .0 .000 .500 .034 1.0 .00 .0 .000 . 583 .042 1.1 .00 .0 .000 .667 .050 1.2 .00 .0 .000 . 750 .059 1.3 .00 .0 .000 .833 .069 1.5 .00 .0 .000 .917 .080 1.6 .00 .0 .000 DEAD STORAGE FILLED WITH UNIT INFLOW(CFS) .0 REMAINING UNIT FLOW IS 1.7 CFS. 1.000 .080 1.7 .03 .0 .012- 1.083 .080 2.1 .07 .1 .026 1.167 .080 2.4 .12 .2 .041 1.250 .080 2.9 .17 .2 .059 1.333 .080 3.8 .23 .3 .083 1.417 .080 4.8 .32 .5 .113 1.500 .080 3.1 .6i .9 .170 1.583 .080 17.2 1.44 1.8 .27E 1.667 .080 7.4 1.65 2.5 .309 1.750 .080 2.6 1.65 2.6 .309 1.833 .080 1.8 1.62 2. 5 .305 1.917 .080 1.5 1.57 2.5 .297 2.000 .080 1.2 1.52 2.5 .283 2.083 .080 1.0 1.46 2.4 .279 2.167 .080 .9 1.39 2.4 .269 2.250 .080 .8 1.32 2.3 .258 2.333 .080 .0 1.21 2.2 .242 2.417 .080 .0 1.12 2.0 .229 2.500 .080 .0 1.02 1.9 .216 2.583 .080 .0 .94 1.7 .204 2.667 .080 .0 .86 1.6 .193 2.750 .080 .0 .79 1.4 .184 2.633 .080 .0 .73 1.3 .175 2.917 .080 .0 .67 1.2 .166 3.000 .080 .0 .62 1.1 .159 3.083 .080 .0 .57 1.0 .152 3.167 .080 .0 .52 .9 .145 3.250 .080 .0 .48 .8 .140 3.333 .080 .0 .44 .8 .134 3.417 .080 .0 .41 .7 .129 3.500 .080 .0 .36 .7 .125 3.583 .080 .0 .35 .6 .121 3.667 .080 .0 .33 .6 .117 3.750 .080 .0 .32 .113 3.833 .080 .0 .31 .5 .110 3.917 .080 .0 .30 .5 .106 4.000 .080 .0 .29 . 5 .103 END OF FLOOD ROUTING ANALYSIS FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDRDGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7B Release Date: 3/24/67 Serial N I00834 Especially prepared for: ROBERT BEIN, WILLIAM FROST & ASSOCIATES ************************** DESCRIPTION OF STUDY *******►****************** * HDAG CANCER CENTER, FLOOD HYDROGRAPH ROUTING, JN 23862 * PROPOSED DETENTION BASIN, 0100 * * STUDY BY WSS, FLNM: HGROUT ON BS 5 * FILE NAME: B:HGROUT.➢AT TIME/DATE OF STUDY: 9:54 11/ 5/1987 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 10 )))))USER SPECIFIED UNIT-HYDRDGRAPH ((((( (UNIT-HYDRDGRAPH ADDED TO STREAM M1) *USER SPECIFIED DATA: THE RUNOFF HYDROGRPPH IS DEFINED BY R SERIES ❑F DATA PAIRS OF THE FORM (N,0) WHERE N IS THE 5-MINUTE INTERVAL NUMBER AND 0 IS THE FLOWRPTE. THE DATA PAIRS DEFINE POINTS ON THE HYDRDGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. TOTAL NUMBER OF DATA PAIRS ENTERED = 27 DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) TIME(HRS) 1 1 l .083) 1.03 2 2 l .167) 1.10 3 ( .250) 1.07 4 4 ( .333) 1.25 5 5 ( .417) 1.33 6 6 ( .500) 1.39 7 7 ( .583) 1.54 8 8 ( .667) 1.65 9 9 l .750) 1.77 10 10 ( .833) 2.00 11 11 l .917) 2.17 12 12 ' 1.000) 2.40 13 13 ( 1.083) 2.82 14 14 ( 1.167) 3.15 15 IS ( 1.250) 3.81 16 16 ( 1.333) 4.89 17 17 ( 1.417) 6.28 18 15 ( 1.800) 5.65 19 19 ( 1.583) 22.18 20 20f 1.667) 3.54 21 21 ( 1.750) 3.42 22 22 ( 1.833) 2.48 23 23 ( 1.917) 2.02 24 24 ( 2.000) 1.70 25 25 ( 2.083) 1.46 26 26 l 2.167) 1.27 27 27 ( 2.250) 1.12 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR EEGINNING OF RESULTS = .00 MODEL TIME(HDURS) FOR END OF RESULTS = 3.50 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ .6232 2 4 - H O U R STORM RUNOFF H Y D R❑ G RAP H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIMECHRS) VOLUMECAF) QCCFS) 0. 7.5 15.0 22.5 30.0 . 083 .0071 1.03 V❑ . 167 .0147 1.10 VQ . 250 .0220 1.07 .❑ . . 333 .0306 1.25 . ❑ . .417 .0398 1.33 .QV . .500 .0494 1.39 .❑ V .583 .0600 1.54 . QV . 667 .0713 1.65 . ❑ V . .750 .0835 1.77 . ❑ V . . 833 .0973 2.00 . 0 V . .917 .1123 2.17 . ❑ V . . 1.000 .1268- 2.40 . 0 V . 1.083 .1482 2.82 . 0 V. . 1.167 .1699 3.15 . 0 V 1.250 .1961 3.81 . 0 . V 1.333 .2298 4.89 . ❑ . V 1.417 .2731 6.28 . ❑ . V 1.500 .3I20 5.65 . ❑ . V 1.583 .4647 22.18 . Q. 1.667 .5304 9.54 . 0 V 1.750 .5540 3.42 . 0 V . 1.833 .5711 2.48 . ❑ V . 1.917 .5850 2.02 . 0 . V . 2.000 .5967 1.70 . 0 V . 2.083 .6067 1.46 .0 . V . 2.167 .6155 1.27 .❑ V. 2.250 .6232 1.12 .0 V 2.333 .6232 .00 0 V 2.417 .6232 .00 Q V 2.500 .6232 .00 ❑ V 2.563 .6232 .00 0 V 2.667 .6232 .00 0 V 2.750 .6232 .00 ❑ V 2.033 .6232 .00 Q . V 2.917 .6232 .00 ❑ . V 3.000 .6232 .00 0 . V 3.083 .6232 .00 0 V 3.167 .6232 .00 ❑ . V 3.250 .6232 .00 ❑ . V 3.333 .6232 .00 Q . V 3.417 .6232 .00 0 V 2.500 .6232 .00 0 . V FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 )))))MODEL FLOW -THROUGH DETENTION BASIN RQUTING((((( ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THRSUS14 A rLE,.:-THMUCn MCI CSVT:u.. BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STDRAGE(AF) = .080 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .34 .56 .120 3 1.34 2.33 .260 4 2.34 3.06 .420 5 3.34 3.64 .590 6 4.34 4.14 .780 7 5.34 4.60 .990 8 6.34 5.00 1.210 INFLOW (STREAM 1) V __effective depth I (and volume) 1 I 1 I V I detention I(--)1 outflow I basin 1 I \ I storage I basin outlet V OUTFLOW (STREAM 1) • • BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED (AF) (CFS) DEPTH(FT) (CFS) VOLUME (AF) . 083 .007 1.0 .00 .0 .000 . 167 .015 1.1 .00 .0 .000 .250 .022 1.1 .00 .0 .000 . 333 .031 1.3 .00 .0 .000 .417 :040 1.3 .00 .0 .000 . 500 . 049 1.4 . 00 .0 . 000 . 593 .060 1.5 .00 .0 .000 . 667 . 071 1.6 . 00 .0 . 000 DEAD STORAGE FILLED WITH UNIT INFLOW(CFS) 1.3 REMAINING UNIT FLOW IS .5 CFS. . 750 .080 .5 .01 .0 .003 .833 .080 2.0 .05 .0 .017 .917 .080 2.2 .09 .1 .031 1.000 . 080 2.4 . 13 .2 . 046 1.083 .080 2.8 .18 .3 .064 1.167 .080 3.2 .24 .2 .083 1.250 .080 3.8 .30 .4 .107 1.333 .080 4.3 .45 .6 .136 1.417 .080 6.3 .71 1.0 .172 1.500 . 080 5.7 . 92 1.4 . 202 1.583 .080 22.2 1.84 2.1 .340 1.667 .080 3.5 2.13 2.8 .386 1.750 .080 3.4 2.15 2.9 .389 1.833 .080 2.5 2.13 2.9 .386 1.917 .080 2.0 2.09 2.9 .380 2.000 .080 1.7 2.04 2.9 .372 2.083 .080 1.5 1.98 2.8 .3E3 2.167 .080 1.3 1.92 2.8 .353 2.250 .080 1.1 1.85 2.7 .342 2.333 ..0 1.74 2.7 .323 2.417 .008080 .0 1.62 2.6 .306 2.500 .080 .0 1.52 2.5 .288 2.583 .080 .0 1.41 2.4 .272 2.667 . 080 .0 1.21 2.2 . 256 . 2.750 080 .0 1.20 2.2 .341 2.833 .080 .0 1.10 2.0 .227 2.317 .080 .0 1.01 1.8 .214 3. UUO .080 .0 .93 1.7 .203 3.082 .080 .0 .85 1.5 .192 3.167 .080 .0 .79 1.4 .182 3.250 .080 .0 .72 1.3 .173 3.333 .080 .0 .66 1.2 .165 3.417 .080 .0 .61 1.1 .158 2.500 .080 .0 .56 1.0 .151 3.583 .080 .0 .52 .9 .145 3.667 .080 .0 .48 .8 .139 3.750 .08U .0 .44 .8 .134 3.833 .080 .0 .40 .7 .129 3.917 .080 .0 .37 .6 .124 4.000 - . 080 .0 .34 .6 .120 END OF FLOOD ROUTING ANALYSIS N MN • � ▪ W ▪ IS :2 id N 000 N O O �w • ♦• • • rilr • M It e• n .r Ji i IL' 2 ) /172,UC.1 - pt.,tivno» Ltd �.¢5�7, OA) /Z" /-Gi L� _;es �/5 P, L, = `f' coo I V5 P. . C. . = 576, la S• 6,(, o D (o,00 O, 3,L O•sZa 6.;7 0, c/ /,o 6, of oils" 07.o 4`7,0a /, 3y ), 33 7.ao /• 5't ;S. 790 c2,ay 3,0 8; 00 c2, 3 y 3. 0 Co 6.73 .2, 0 3, S" 4-9,00 3, 3y 3.&`f 9, (a9 + 03 y. 0 it/o•oo y.3N el. l`f Jo.7-7 5, // it //,00 5,3y 4/‘%!0 i/.9B 6,32- .57 o -f/a la, 3`i S• 0 No , /tiTEx_PaLI7—e7.3 vel Es, APPENDIX D STORM DRAIN ANALYSIS • 1)J....JJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJ. JJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJoJJJJ .,'uJJJ..,.....JJJJ--. t • ••• • • DEST-MSR USER-MSR QUEUE-LA120 DEVICE-tCON27 SEG-434 OPRI-127 LPP-66 CPL-132 COPIES -I LIMIT-11 /TITLES CREATED: ENOUEUEO: PRINTING: B-MAR-BB 18:12:52 B-MAR-BB 18:13:02 G-MAR-BB 18:13:02 PATN UDD:PRELIM. ENG: STORM. DIR: M9R2449911025. SL • $ •t• SOS N• • f CM •t• ♦ • Sete •tt SOS • 40 $$ $ • • • $ • •• •t • ♦ • $ $ • • 4 0 • • • $ ••• • f • • •• •t $ • t $ f • • $ teat it t 4 • • t•• Stet St • • • • SOS •$$$ $ •• • ♦f• • • • • • • • • • • • $ tf • • $ • • • • • • • • • • - • • • • • $ • $ • S• • f • • $ $•• • • • • •• •• $ $ MO tilt S• ••• JJJ, i9999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999999+ - ROBT BEIN, NM FROST L ASSOC - AO9 REV 03.40 ADS %LPT REV 03.49 : Ut • ,ELIM. ENC: STORM. DIR.MSR244YYnG25.tL I.n-�^ P/'rc 1 RO0ERT REIN. WILLIAM FROST, 6 ASSOC. STORM DRAIN ANALYSIS DATE 1/ 9/88 (INPUT) PAGE 1 PROJECT HOAG CANCER CENTER, STORM DRAIN ANALYSIS 25-NEAR FLOWS THROUGHOUT SYSTEM • DESIGNER WSS 1/19/BB L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TW D W 9 RJ KE KM LC L1 L3 L4 Al A3 A4 J N 47 1 10.34 • 2 17. 5 17. 5 10.91 7.33 7.54 .00 39. 0. 3 .00 .00 .00 1 3 0 0 O. 0. O. .00 .024 3 17.5 17. 5 16.00 7. 54 7.56 18.60 36. O. 3 .00 .00 .05 0 4 0 8 0. 0. 60. 3.84 .013 • 4 13. 0 13. B 89. 05 7. 66 7. 77 . 00 36. O. 3 . 00 . 00 . 05 0 5 0 11 0. 0. 80. 4. 00 . 013 • 5 8. 3 8. 5 135.75 7.87 8.04 11.70 30. O. 3 .00 .20 .03 0 6 0 0 O. O. O. 4. 33 .013 6 3.2 3.2 16.00 9. 14 B.94 .00 18. O. 3 .00 .00 .00 0 7 0 0 45. O. O. .00 .013 • 7 3. 2 3. 2 118. 44 B.94 35.00 40. 14 15: 0. 1 .00 . 20 . 18 0 0 0 0 0. O. 0. .00 .013 • 8 4. 1 3. 7 79. 39 7. B3 16. 00 21, 19 I8. O. 3 . 00 . 00 . 05 4 9 0 0 30. O. 0, 3. 50 . 013 9 2.9 2.9 41.00 16.20 16.66 .00 18. 0. 3 .00 .00 .00 0 10 13 0 O. 45. 0. .00 .013 • 10 1.4 1.4 20B.43 16.66 19.00 24.20 16. 0. 1 .00 .20 .00 0 0 0 0 O. 0. O. .00 .013 • 11 5. 6 5. 3 280. 50 7. 96 0. 31 . 00 24. O. 3 .00 . 00 • . 05 5 12 0 0 0. 0. 0. 4. 33 . 013 12 5. 6 5. 6 159. 69 9. 32 9. 51 12. GO 24. 0. 1 . 00 . 20 . 00 0 0 0 0 0. O. 0. . 00 . 013 • 13 1.3 1.2 10.00 16.66 17.50 22.50 .18. 0. l .00 .20 .00 10 0 0 0 O. 0. O. .00 .013 • _ • :UD.... RELIM. ENG: STORM. OIR:MSR24499H025. SL AR-i ROBERT DEIN, NILLIAM FROST, L ASSOC. STORM DRAIN ANALYSIS PROJECT HOAO CANCER CENTER, STORM DRAIN ANALYSIS 25-YEAR FLOWS THROUGHOUT SYSTEM DESIGNER USG 1/19/80 P. 2 DATE 1/ e/80 PAGE 1 LINE 0 ➢ W DN DC FLOW SF -FULL V 1 V 2 FL I FL 2 HG 1 HG 2 D 1 D 2 TW TN NO ICES IIN1(INI (FTI (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FTI (FT) CALC CH REMARKS 1 HYDRAULIC GRADE LINE CONTROL - 10. 54 n 2 17.5 39 0 3.25 1.31 PART .00153 2.2 4.4 7.53 7.54 10.54 9.12 3.01 1.58 .00 .00 3 17. 5 36 0 1. 93 1. p3 PART . 00069 5. 0 5. 0 7. 54 7. 56 9. 02 9, 05 1. 48 1. 49 . 00 . 00 a 4 13.8 36 0 1.65 1.18 PART .00043 3:4 3.4 7.66 7.77 9.35 9.46 1.69 1.69 .00 .00 a 5 B.5 30 0 1.37 .97 PART .00043 2.3 2.4 7.87 8.04 9.66 9.73 1.79 1.69 .00 .00 6 3. 2 10 0 . 37 . 68 SEAL .00093 1. 8 11.2 8. 14 B.94 9. 90 9.27 1. 76 .33 .00 .00 HYD JUMP • X - 5.37 X(N) - .00 X(J) - 9.99 F(J) - 1.12 D(BJ) - .34 D(AJI - 1.25 7 3.2 15 0 .27 .72 PART .00245 16..1 4.4 8.94 35.00 9.21 35.72 .27 • .72 36.08 40.14 • X - .00 X(N) - 83.64 • 4 HYDRAULIC GRADE LINE CONTROL - 9.20 • 8 4.1 18 0 .35 .77 PART .00152 12.9 4.5 7.85 16.00 8.20 16.77 .35 .77 .00 .00 X - .00 X(NI - 40.93 9 2.9 1B 0 .52 .64 PART .00076 2.5 4.0 16.20 16.66 17.13 17.30 .93 .64 .00 .00 HYD JUMP • X - .00 X(N) - .00 X(J) - 10.24 F(J) - .59 DMA - .53 D(AJ) - .77 10 1. 4 18 0 .36 . 44 PART .00018 1. 7 3.2 16.66 19.00 17.39 19.44 .73 . 44 19.63 24. 20 HYD JUMP • X - .00 X(N) - 30.45 X(J1 - 13.60 FIJI - .24 D0J1 - .36 D(AJ) - .53 5 HYDRAULIC GRADE LINE CONTROL - 9. 56 r 11 5. 6 24 0 1. 25 . B3 PART . 00061 2. 1 2. 3 7. 96 B. 31 9. 56 9. 75 1. 60 1. 44 . 00 . 00 • 12 5.6 24 0 1.26 .83 PART .00061 2.3 2.4 6.32 8.51 9.75 9.89 1.43 1.38 10.00 12.80 aI I0 HYDRAULIC GRADE LINE CONTROL - 17.34 13 1.3 18 0 .21 .43 PART .00015 7.7 3.1 16.66 17.50 16.89 17.93 .23 .43 18. 11 22.50 • • a a • • • • • V •.. • :UD, .ELIM. ENC: STORM. DIR:MSR2A999HG27. 5L AR -I V 1, FL 1, D 1 AND He 1 REFER TO DOWNSTREAM EN❑ V 2, FL 2, D 2 AND H0 2 REFER T❑ UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE H0 INTERSECTS SOFFIT IN SEAL CONDITION X(N) - ❑ISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - ❑ISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP DtDJ) - DEPTH OF WATER DEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) DIAJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRTTXCAL THROUGH A HYDRAULIC JUMP HJ t UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ R DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ a, • :REL1M. ENO: STORM. DIR: MSR24499H025. at. 0 I 4 • • • i.;?•e'ri(r)`1`...1 1'f re."(.119 199d V999i9l'O9i9t $ 4 4, 444 4 • t 1. 4 $ • 4 4 144 11. 443 St $4 4 4 $ t 4 tt$ 414 OEST=WSS USEN=WSS OUEOL:=LA120 DEVICE-qCON25 SC0-104 CP111.127 LPF=66 CPL132 COPIES=1 LIMIT=11 /TITLES CREATED. ENOUEUED: PRIN1INO: 29-UAN-US 29-JAN-08 29-JAN-tie 9 0.1: 40 9: 22: 00 9' 22.01 PAYIl USD.PHELIN ENG STOUM DIM: W5S2JUL2NG100. UL $ i $44 444 4$4 44414 $$$ $44 St, 4 4 46$4 4 44$ WS 144 4 * 4 4 * $ s • 4 4 • • • 4 4 11 $ 4 St • 4 • 4 4 • • 4 4 4 i S 1 1 4 4 $ II 4 4 4 4 • Si • lit 4 t • 1 $ 111 444 41 si I 14.4 1444 St 14444 4 $ • 4 4 4 i 4 Sit • 4 I 4 1 4 4 4 4 4 4 * • t 4 1 44 4 44 4 St • $ 4 S I, 1. i 4 * 1 S $ $ 4 * 4 4 6 4 4 4 4 4 4 I 4 6 4 64 4 4 4 4 3 444 $44 44446 441. 144 %St 4 1 $$$$ *St tit 44 444 64444 749999.',./99',./5-t9995,99(i99,9999999999.79999999999999999995-9999999999999999999999999999999999999999999999999. - HOU T DE114. NM FROST /4 ASSOC - AOS HEV 03 40 AOS XLPT REV 03 49 111 I Fr.. 1 (r l 'I n...., . I'ti _. I:I 1JI In' lif. IN. NILI.IAll FIUIST, 6 r.'6•lOC Bing T 1E441. (.AI.ICI is II J111 R. •,1(1014 I:d,)114 ANA( Y., I`, UIJ YI Al I1 Ott IIUJt1UL111IUI • ,Yli11.M [11:;! G14ER N5Ci I /14/Bu STORM WAIN ATJALYSL i tl.1TE 1/29/u0 (INPUT) FACE 1 L2 MAX 0 AIIJ 0 LEI4:.T1 FL I FL 2 CTL/TN 0 N S RJ RE NM LC LI L3 L4 Al A3 A4 J N I 10 54 2 22 6 ..2 6 10.91 / 53 7 54 00 36. 0. 3 .00 GU 00 1 3 0 0 0. 0, O. 00 .024 :1 22 6 .2 6 I6 00 7 54 ! 54, 113 60 33, 0. 3 . 00 00 . 05 0 4 0 El 0, 0. 60. 3. B4 . 013 17 7 17 7 04 (35 7 h6 7 7! 00 24. O. 3 00 .00 05 0 5 0 tt O. 0. B0. 4.00 013 10 9 10 9 1.115 75 7 87 EI 04 11. 70 24. 0 3 00 20 05 0 6 0 0 O. 0. 0. 4 33 013 n 4. 1 4 1 16 00 0 14 EI. 94 00 IS 0. 3 00 .00 00 0 7 0 0 45. O. O. .00 .013 4 1 4 1 1 I11 44 0 94 31, (Ll 4•) 14 15. O. 1 00 20 1B 0 0 0 0 0 0 0. 00 013 It 5 2 4.9 79 39 7 B5 la 00 21 19 1EI O. 3 00 .00 05 4 9 0 0 30. O. 0. 3.50 .013 9 3 5 3 5 41. 00 16.20 16. 64. 00 10. 0 3 .00 00 .00 0 10 12 0 0. 45, O. .00 .013 lU 1,B 1 0 2611 4.3 16.66 19 00 24 20 10. O. 1 00 .20 .00 0 0 0 0 0, 0. 0. .00. . 013 11 7 2 6 0 450 07 7. 96 0 50 12 40 24. O. 1 . 00 . 20 . 00 5 0 0 0 O. 0. O. . 00 . 013 12 1 7 1.7 10.00 16 66 17 50 2.! 50 10. 0. 1 00 .20 .00 10 0 0 0 O. O. 0. .00 .013 .p `41 I_III 1VW L111.':I1 ill( 03.'..'.1I 100 to EL'," ,u1 III 111. (NLLIAll PRNSI. , nsLI.. 1012'1 •:r II11.•3 (A2CL4 CLTh(I R. EIiu:n PRAIII ANALYs It, 1E0 RI AF' II.OWE III44311RA lIV1 :;V•i II:M Pd .I•.NEH IJ_❑ 1/1 -/I :il STORM DRAIN ANALY1i1U P1 DAII. 1/29/00 PAGE 1 ILa. 0 U N ON Dr. FLEW `;F-I UL.L. V 1 V 2 EL 1 FL 2 1r0 1 IIC 2 D 1 D 2 TII TN 00 (CES) l IN/ 1IN1 EFT/ IF 1) TYPE 1 FT, Ell (EPS/ (FP5) (FTI (FT) CALC CALC (FT/ IFTI CALC CN REMARHS 1 HYORAlq IC CRAVE LINE CONTROL = 1J. 54 22.6 :16 0 3 0•] 1 53 F3711. . 00191 3 2 3 2 7.53 7.54 10.54 10 59 3.01 3.04 .00 .00 3 22 6 XI 0 2 75 1 57 FULL 00I f{3 3.8 3.0 7 54 7 56 10.52 10.56 2.90 3.00 .00 .00 4 17 7 ;'4 0 2 02 1 52 E111.1. 00612 5. 6 5 6 7. 66 7 77 10. 43 II.00 2.77 3.23 .00 .00 5 10 9 ;'4 0 2 00 1 111 FULL . 00 232 3. 5 3 5 7. 07 0. 04 II. 61 11. 93 3. 74 3. 09 . 00 . 00 6 4 I IV 0 12 77 FULL. 00152 2.3 2.3 0 14 0.94 12.33 12.36 4.19 3.42 .00 00 4 t I;, 0 31 02 SF'(. 0G403 3 3 4 0 0 94 35 00 12 35 35.02 3.41 .62 36 25 40. 14 HYD JUMP x = 6 I3 XINI 43 16 XIJI 6. 13 FIJI = 2.22 010•)) = 31 0(AJ) = 2.00 0, RIAV1 IC GRADE LINE CUNTHUt. = 10 54 II 5 2 10 0 40 (1H SEAL .(10145 2 9 4 0 7.05 16 00 10.50 16.00 2.64 .00 .00 00 0Y0 JUMP A 0 62 xt113 = 00 X(J1 = D.62 FIJI = 2.30 D10J1 =.40 DIAJ1 1.77 4 3 5 1(I 0 50 .7l PAR I- HUlll 2 5 4.2 16 20 16.66 17.32 17.37 1.12 .71 .00 .00 HYD JUMP X 00 X(IJ) = 00 XIJI ' 20. 33 FIJI = .74 D(DJ) = .60 IMAM = .03 10 1.0 10 0 .41 50 P4111 .00029 2.2 3.5 16 66 19.00 17.35 19.50 .e9 30 19. 73 24. 20 HYD JUMP X 00 XU41 = 24' 10 XIJI = 5 11 FIJI = .32 DIDJ) _ .41 D(AJ1 = .61 HYDRAl1I..IC GRADE LINE CON(HCIL = 11.30 1) 7.2 1.4 0 1 51 95 PULL 00101 2 3 2 3 7.96 0 50 11. 30 11.76 3.34 3.26 11.06 12.40 4 HYI111A111 IC GRADE L INC CUNTHiJI. = 17. 36 12 1_ 7 1I1 0 24 49 ('ART . 06026 7. 5 3. 4 le. 66 17. 50 16. 94 17.99 . 20 . 49 =D.20 22. 50 i �.4 D r1 III IPIG ,il(l,(M DIP lai 5_'Si lc .'1 o: t•. C. :.t. 9-0AI1-Oa _ 1'. 50 PAGE. 3 1. FL I. U 1 AND HU I NI Ft:I' lil Wn.I P:I klr1M LNO V FL 1. I) 2 AND HG J 101FR 10 til'1i1RI',AM EI41 - 11I:IT fJ L:C IIJ EtET 11401 I".IWII(51R!AII LAID 111 P(IINI WHERE Ili: INTERSECTS SOFFIT IN SEAL CONDITION !lN) - 10:IUdhl 111 Ft FT FI11111 1"1l.'IVLT1a All IOP IU PC11111- MERE WATER SUHFACL REACHES NORMAL DEPTH DV EITHER DRAWDOWN OR BACKWATER C,11 - til::101 it IN FI ET II:II.'s 1'IUNS EDI :'11 IUU IN PCIINF WIILK; I IYURAUL IC JUMP OCCURS IN LINE I Ill - IIII 1'(tI ll'U1tU F 1114CL Al 1111' Hi DRAM. IC JUlil' li (DJ) - pI I'III of 14.11F Ir DEFCIRE 111E HY NPAUL IC. .SUMP tUPSTREAN SIDE) I'IAJI - 111 1111 (11- IJAIFH AP1F'R II IL: IIlId1AULI( JUMP 4D(IWNSTREAM SIDE) !,t AL INDICAILE. I7(rll CHANGES EBLit PAR I TN F ULI ❑H FROM FUI.L TU rani - AMP INDICAII`i Iwo. FL (d! CHANCE''-; I•101I1 :.UFFFCR I I ICAI. T(1 ',MICR I IICAI. THROUGH A HVDRAUL IC JUMP Ili t� UJI 1NDICAIE S THAT HI UHAULIC JUN0 (OCCURS AT THE JUNCII(IN AI THE UPSTREAM END OF THE LINE IIJ e UJI INUICA)LS THAT HYDRAULIC. JUM✓ OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 4. • I,., PRELIM. GNG: STORM. DIR'. N S52306245. SL ROBERT DEIN, WILLIAM FROST, 6 ASSOC. PROJECT HOAG STORM DRAIN, 45—INCH PCP TIES INT❑ PCH STORM DRAIN DESIGNER WSS 12/1/87 STORM DRAIN ANALYSIS (INPUT) • 0—J, 602 DATE 1/10/c PAGE 1 L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TW 0 W 5 RJ HE KM LC LI L3 L4 Al A3 A4 J N 1 19.50 2 179.0 179.0 40. 00 15.73 18.46 .00 45. . 0. 3 .00 .00 . 00 1 3 0 0 0. 0. O. .00 .013 3 179.0 179.0 134.01 10.46 22.00 .00 45. 0. 1 .00 .00 .05 0 0 0 0 0. 0. O. .00 .013 :U.._. PR ELIM. ENG: STORM. D IR: WSS2386245. SL ROBERT DE111. WILL IAM FROST. 1, ASSOC. PROJECT HOAC STORM DRAIN. 45-INCH RCP TIES INTO PCH STORM DRAIN DESIGNER WSS 12/1/87 STORM DRAIN ANALYSIS i0-JArv-o e. a., 02 rnaE DATE 1/10/F PAGE 1 LINE 0 D N DU DC FLOW SF -FULL V I V 2 FL 1 FL 2 HO l HO 2 D 1 0 2 TW TW NO ICFS) 11N)(111) (FT) (FT) TYPE (FT/FT) ( FPS I (FPS) (FT) (FT) CATS CALC (FT) (FT) CALC CA REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 19. 50 2 179.0 45 0 2.02 3. 63 PART .02191 22. 1 18.9 15.73 18.46 18.31 21.45 2. 58 2.99 .00 .00 3 179.0 45 0 2.79 3.63 PART .02191 18.9 16.4. 18.46 22.08 21.45 25.71 2.99 3.63 29.87 .00 • ! L 1EL..., _NG: _ _. M. D'. 352_ • 15. E 10-JAN-AR '-':5:2]:02 PAGE V I. FL 1. 0 l AND HG 1 REFER TO DOWNSTREAM END. V 2, FL 2. 0 2 AND HG 2 REFER TO UPSTREAM ENO/ X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE EATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR DACF.IJATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(DJ) - DEPTH OF WATER DEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJI - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUDCRITICAL THROUGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE IIJ a OJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 1 +000000000000000000000000000000000000000D00000000000000D0000000000000000000000000000000000000000000000000000000000D000000000000000C $ $ $ss sss $ $ s $ $ $ s $ $ $ $ $ $ sss 4ss $ $ $ $ $ $s 44 s $ $ $ $ 4 *St $ss DEST=WSS USER=WSS QUEUE=LAI20 DEVICE=CtCON25 SE0=636 0PRI=127 LPP=66 CPL=132 COPIES=1 LIMIT=7 /TITLES CREATED: 1-DEC-07 15:09:46 ENOUEUED: 1-DEC-R7 15:10:00 PRINTING: t-DEC-07 15:10:00 PATH=: UDD:PRELIM. ENO: STORM. D IR: WSS2386245. SL $ $ 444 444 144 44444 444 444 411. 4 44444 441 4 $ $ s $ $ s s $ 4 $ $ 4 4 $$ $ • $• $ 4 $ $ 4 $ 4 $ $ 4 $ s $sss 4 $ $ $ 4 Sit $ss 4s $ss 4ss 4444 $$ $ s 4 $ss $ s s s * $ 4 $ $ 4 4 4 $ $ $ 4 it s4 $ 4 $ 4 $ 4 4 4 4 4 4 $ 4 $ 4 •• $ $ • $ $ sss *St fs444 4ss Sit sss $ssss 4 $44 •4 tit +000000000000000000000000000000000000000000000000000000000000000000000000000000000000D000000D0000D000000D0000000000D00000000000000 PGA - RODT DEIN. WM FROST & ASSOC - ADS REV 03.40 ADS XLPT REV 03.49 srO/zij azAiiJ / o- y/L C>� : LIDO: PRELIM. ENG: STORM. OIR: WSS2386245. SL ROBERT DEIIJ, WILL IAII FROST, S ASSOC. PROJECT HOAC STORM DRAIN, 45-INCH RCP TIES INTO PCH STORM DRAIN DESIGNER WSS 12/1/G7 1-DEC-87 15:09:56 PAGE STORM DRAIN ANALYSIS DATE 1/ 1/( (INPUT) PAGE 1 L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TW D W S ISJ RE NM LC LI L3 L4 Al A3 A4 J N 19. 50 2 272. 6 272. 6 40. 00 15. 73 18. 46 . 00 45. 0. 3 . 00 . 00 . 00 1 3 0 0 O. O. O. . 00 . 013 1 272. 6 272. 6 134.01 18. 46 22. OB .00 45. O. 1 . 00 .00 .05 0 0 0 0 O. O. 0. .00 .013 1 :UDD:PRELIM. ENG: STORM. O IR: WSS2306245. SL RODERT DE1N, WILLIAM FROST. & ASSOC. PROJECT HOAG STORM DRAIN. 45-INCH RCP TIES INTO PCH STORM DRAIN DESIGNER NSS 12/1/87 1-DEC-07 15:09:56 PAGE STORM DRAIN ANALYSIS DATE 1/ 1/1 PAGE 1 LINE 0 D W DN. DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (INI(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARK' 1 HYDRAULIC GRADE LINE CONTROL = 19. 50 2 272. 6 45 0 2.69 3. 73 PART .05081 26.4 24. 7 15. 73 18.46 19.04 22. 19 3. 31 3. 73 .00 .00 3 272.6 45 0 3.75 3. 73 FULL .05001 24.7 24.7 10.46 22.08 22.21 29.03 3.75 6.95 30.49 .00 :UDD:PRELIM. ENO: STORM. DIR:W5523O6245.SL I-DEC-87 15:09:56 PAGE V 1, FL I. D 1 AND HD 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(NI - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE/ SEAL INDICATES FLOW CHANGES FROM PART T❑ FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ L+ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAULIC JUMP ❑CCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 1N/3hW1) ;6.40E 1 1 nsocrINC 1H1 • • r 1-20 LEGEND CONG WALKWAY 45Pf/ALT PAVEM6/✓T CNNECrE PEDE$TR/AN Top oP eves ACE- - Pi-oW LINE. F/Nz5// GRADE Lo OU,e RETAINING WALL_ 21 t .LOPE • 1 PROP F/REIIVOEAtJT Gin/ 5l �_m L2 '4//✓ * aECoOor1OFF W — ma - — , o. I -Sire sEWE' NAi/D/CAP PARW/NG ivArEg W TE62 MPA%% O•avAuac ,ae - aantai.ev covencovenal etwr4--- , sue NL/A ro PCN SEWER qP4/n�Y-F S(JBA. 7 a ; -�L.-$tY PR�r70N W 7E,PL r/E• 0---3 WATER VALVE BAcerani PREVENT/ON DEVICE xI14 T • - ! 2 „t 1 - i• • 6� • ^•6t3. a• '•�•e f il �' - • I- •e 2 ,gA pM 5 , uM T 4/ze'a./3 .8Cf5 - 5 4f/4 FUTURE OR/ VE c=XTEN6/Oc/ (NAP) . I. x1.3 GA/oO at/4 c.F.S. 025 a/ . cps'. Tc = TEMPORARV' RETA,201 IS atts RE.9 TR/CTE0 OUTLET /Z:RCP •• .......•...................4 .. 24 " SEWEIP FOECE MAI n • A, .6- d C. 41/444,. L• •� • >' 4 I.ta ._ • la %- •j•; °_ \ .._• • a.t • • L J6`. •',.,6v f�•3, R A E QE 7R/ G M�GE VENI Gv�N �NANc VE 1CL E5 ONLY. S Ls -Th -., sfirs cS/ - Cr r THESE- FAC/L /77E5 — BE REA(OVED WHEN PON STORM ORA/A/ /5 CONSTRUCTED. 1 0 9 FI/TC/RE MEDICAL OFF/CE BU/LD/N6 (N•A.P) • ,46 i • f i Af ad • c • e L Ili - / ,t. < e gri :; \ 9 ' • • ten CLC £ QE ��SrRUG, AJEW RA HP 'R cltbeft crieheWilliamcFrest & associates PROFESSIONAL ENV/RONMENTAL ENGINEERS • PLANNERS PO BOA 2100 • 1•01 OUA11. STREET NEWPORT BEACH. CALIFORNIA •2093 .7101 0J3.0070 • l5>��'6 DQ1vE to L 5E 0PEFIliJO coNP�Q,�G N� O 1 -r et 6 t i i • i i 1 272.0 CIS 2/5.4 C.F.S. Tc = 2/..0 M/n/- L' / i' • 4 • l L/Y0eOL06% DATA, FROM 00AS/5 0 2EPO,PT FO,e OcJ/ DATE° 41/61/ST 2 TEMPORARY OUTLET STRUCTURE (TO BE REMOVED WREN PAIL/ STORM ORA/A/ /5 CONSTRUCTED) 7 / . STORM ORA/N 7V BE CONSTRUCTED W/77/ CAL TRANS/C/7Y OF NEWPORT BEACH PAL/F/C COAST N/6Nw4Y WIDEN/A/O PROJECT -(7YP/C4/). �r- HOAG CANCER CENTER - -� HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH CALIFORNIA EXHIBIT HYDROLOGY MAP i • • 1 /987 1 B. HYDROLOGY AND HYDRAULICS REPORT FOR HOAG HOSPITAL STORM DRAIN ON PACIFIC COAST HIGHWAY FROM NEWPORT BOULEVARD TO SUPERIOR AVENUE PREPARED BY ROBERT BEIN, WILLIAM FROST & ASSOCIATES FEBRUARY 16, 1988 HYDROLOGY AND HYDRAULICS REPORT HOAG HOSPITAL STORM DRAIN ON PACIFIC COAST HIGHWAY FROM NEWPORT BOULEVARD TO SUPERIOR AVENUE Prepared for: HOAG MEMORIAL PRESBYTERIAN HOSPITAL Newport Beach, California Prepared by: ROBERT REIN, WILLIAM FROST & ASSOCIATES 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 Contact Persons: Bill Shaw, RCE 041110 Emmet Berkery FEBRUARY 16, 1988 JN 24257/PRJ38 TABLE OF CONTENTS I. INTRODUCTION II. HYDROLOGY III. HYDRAULICS EXHIBIT A - VICINITY MAP EXHIBIT B - HYDROLOGY MAP EXHIBIT C - RATIONAL METHOD COMPUTATIONS EXHIBIT D - CATCH BASIN AND RISER DESIGN CALCULATIONS EXHIBIT E - STORM DRAIN HYDRAULIC ANALYSIS EXHIBIT F - DESCRIPTION OF COMPUTER PROGRAM FOR STORM DRAIN ANALYSIS JN 24257/PRJ38 I. INTRODUCTION This report includes hydrologic and hydraulic calculations performed for the design of storm drain facilities for the Hoag Hospital property on the north side of Pacific Coast Highway from Newport Boulevard to Superior Avenue in the City of Newport Beach, as shown in the Vicinity Map, Exhibit A. The data provided in this report was used for the preparation of street and storm drain improvement plans for Pacific Coast Highway and is intended to accompany the improvement plans for agency and client review. The storm drain system addressed in this report is referred to in the plans as "Lateral 20" on Sheet D-5. The Orange County Environmental Management Agency's (OCEMA) Hydrology Manual dated October 1986, and the "Drainage Design Criteria and Aides" document, dated April 1981, serve as the basis for the design of storm drain facilities in the study area. The storm drain system has been designed to convey the rates of discharge which could be expected from a storm of 25-year frequency, but building pads at the site will ultimately be set at an elevation which provides a 100-year level of flood protection. As shown on the Hydrology Map, Exhibit B, the proposed storm drain system is made up of a series of concrete V-ditches and a 33-inch to 48-inch RCP storm drain paralleling the north side of Pacific Coast Highway with six inlets designed to Collect runoff from the future Hoag Hospital Expansion Area. The system will also intercept a 33-inch RCP storm drain which flowssouth from the planned Hoag Cancer Center. This report supersedes or supplements data presented in the following previous reports prepared by RBF: 1. "Basis of Design, Storm Drain Facilities for Pacific Coast Highway Widening, Highland Avenue to Route 55," revised November 17, 1987. 2. "Hydrology Study, Hoag Cancer Center, City of Newport Beach, California," revised January 20, 1988. 3. "Hydrology and Hydraulic Calculations for Hoag Hospital Expansion Area Property and Areas Tributary to Old Santa Ana River," revised February 10, 1987. The primary objectives of this report are as follows: 1. Based on street and grade data far the site, determine catch basin and inlet locations and delineate the drainage area tributary to each. JN 24257/PRJ38 ■a00RNVAS7 9 • • AOAMI AVI CITY OF COSTA MESA VICTORIA O VICINITY MAP u o 1/4 1n 3/A I p1AINIC SCAII IN MILIS ORANGE [OARI carnal C f A 1 TL1OA V31A ND a 9 4 o m t c PACIFIC vltw M IMO 11 Al RAIL RD. _1 1 u c 2. Based on drainage patterns, ground slope, land use and soil type and using the Orange County Rational Method, perform a hydrologic analysis of onsite runoff to provide 25-year design flows for the sizing of storm drain facilities. 3. Based on the hydrology results and physical site requirements, deter- mine catch basin and pipe sizes for the collection and conveyance of storm runoff through the site and compute the hydraulic grade line for the proposed storm drain design. JN 24257/PRJ38 II. HYDROLOGY Hydrologic calculations to determine the 25-year design discharges were performed using the Orange County Rational Method from the Orange County Hydrology Manual, dated October, 1986. The Rational Method is an empirical com- putational procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a given recurrence interval. The Rational Method equation is based on the assumption that the peak flow rate is directly propor- tional to the drainage area, rainfall intensity, and a runoff coefficient "C" which is related to land use and soil type. The 25-year design discharges at intermediate points were computed by generating a hydrologic "link -node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the proposed street layout. The following assumptions/guidelines were applied for use of the Rational Method: 1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. The soils map for Orange County indicates that the study area consists of soil type "D". Hydrologic soil ratings are based on a scale of A through 0, where D is the least pervious, providing the greatest storm runoff. 2. The infiltration rate of a given soil type is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The runoff coefficient specified for "commercial" develop- ment was used to describe the ultimate land use for the hydrologic subareas. 3. The Kirpich formula was used to determine the times of concentration (Tc) for initial upstream subareas. Initial subareas were drawn to be less than 10 acres in size and less than 1,000 feet in length per County guidelines. 4. Street flow travel times are based on depth and velocity data from the Street Capacity Tables in the "Drainage Design Criteria and Aides" document. 5. Standard intensity -duration curve data for the 25-year rainfall were taken from regression equations presented in Figure 8-3 of the Orange County Hydrology Manual. JN 24257/PRJ38 Rational Method computation sheets for the 25-year design storm are included as Exhibit C, and the peak flow results are shown on the Hydrology Map, Exhibit 8. JN 24257/PRJ38 III. HYDRAULICS The results from the Rational Method hydrology were used to prepare a steady-state hydraulic analysis of the storm drain systems under the predicted 25-year ultimate flow conditions. A computer program published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions was used for design. The computer results and input listings for the hydraulic analysis are included as Exhibit E. A short description of the LACFCD storm drain analysis computer pro- gram is included as Exhibit F. Pipe size and slope were determined by designing a system runoff while allowing for a freeboard below the street flowline and minimizing excavation depth and pipe size. An entrance loss coefficient of 0.2 and Manning's rough- ness coefficients of 0.013 (RCP) and 0.024 (CMP) were used to describe the entrance and friction losses. Minor loss coefficients were computed per the OCEMA "Drainage Design Criteria and Aides" document. There are two curb opening -type catch basins, three riser inlets and a grated inlet proposed to be constructed with the street improvements, as shown on the Hydrology Map, Exhibit B. All inlets are designed to collect the 25-year flow. All catch basins are designed per the "Drainage Design Criteria and Aides" document. Detailed catch basin design calculations are included as Exhibit D. For the storm drain analysis, the downstream hydraulic grade line (HGL) control was set at elevation 6.10, which is the 25-year hydraulic grade line elevation at catch basin 20c from the previous report entitled "Basis of design, Storm Drain Facilities for Pacific Coast Highway Widening, Highland Avenue to Route 55." A copy of the downstream hydraulic analysis from that report is included for reference in Exhibit E. JN 24257/PRJ38 EXHIBIT C RATIONAL METHOD COMPUTATIONS CUT PAPER ALONG OUTSIDE BORDER -LINE STUDY NAME: 25.0-YEAR STORM RATIONAL METHOD STUDY (ADVANCED EN CONCENTRATIONI AREA (ACRES) 1SOILIDEV.1 Tt I POINT NU BIERISUBAREAI SUM ITYPEITYPEIMIN.I V I I-f-1-1 Iy,I -I ,1. I b -3 15.00 I 4.61 I 1--I CONFLUENCE ANALYSIS FOR POINTI 15.00 GINEERING S Tc1 I 1 Frl Frl MIN.lin/hl I(Avg)I -I-1 I �74.2.. +An . 6.91 L/ I .021 TC11= 11.6 TC12= 8.7 TC13= 6.9 TC14= .0 TC15= 041= 17.9 012= 12.4 013= 17.5 014- 0 015= 111= 2.98 112= 1.55 113= 4.07 I 4= .00 115= EA11= 6.0 EA12= 3.9 EA13= 4.6 EA04= .0 FA/5= Frl= .020 Fr2= .020 Fel= .020 FM= .000 Fs5= 01= 41.102= 43.503= 43.104= 0 05 = 1 CALCULATED BY: I CHECKED BY: 1 PAGE NUMBER,) OFd OFTNARE3 0 IPATHISLOPEI V SUM Ilftllft/ftIFPS. 1 I 1 ,• .1.✓ I 1 , 17.51 I --:-1 I I I 1-I 1 I I I 1 1 . 0 SUM OF STREAM 2.93 HYDRAULICS AHD NOTES . 0 AREAS- .00 TOTAL . 0 AREA = .000- .0- .8 5.01 ASSUMED DATA 1 LARGEST CONFLUENCE 0= 43.5 200 .0010 4.0 *Oar- 43.5cfs n=.0130 0n= 3.0 51.0•-PIPE 16.00 12.9 9.6 3.36 43.5 FOR CONFLUENCE D-y16.00 1.6 L6 4 1 - 6.74.13 .02 CONFU&110E TCI1= 9.6 TCI2= 6.7 TC13= .0 TC14= ANALYSIS 011= 43.5 042= 5.9 013= .0 014= .0 015= .0 AREAS= FOR POINTI 1/1= 3.36 112= 4.13 113= .00 114= .00 115= .00 TOTAL 16.00 EA11= 12.9 EA12= 1.6 EA13= .0 ER14= .0 EAt5= .0 AREA = Fr1= .020 Fr2= .020 Fri= .000 FM= .000 Fr5= .000- 01 = 48.3 02 = 43.6 03 = .0 04 = .0 05 = .0--- 1 I 1 I 1 I I I I 1 I 16.00 14.5 1 I -I 9.61 1 1 46.31 I I I I I EFFECTIVE AREA(ACIES = 4.53 TOTAL STUDY AREA(ACRES)= 1 1 I 1 1 1 1 1 1 I I 1 I I I 1 1 1 1 1 I 1 6.61 PEAK 400 .0300 .. .020 5.9 0 TCIS= .0 S111 IF STREAM 4.53 6.61 INITIAL SUBAREA LARGEST CONFLUENCE 0= 48.3 STREAM SUMMARY FLOW RATE(CFS)= 48.26 I • *DEV TYPES: 1xor,2141F,3=Apt,4=Con,5=SFR 11+ D/AC,6=6-100/AC,7=5-70/AC, SOIL TYPES:=R,2=8,3=C 4=D,* +8=3-40/AC,9=2D/AC,10=1D/AC,11=0.40/AC,12=Sch, 13=PI(, 1441g, 15=AC,16RIC,17=DC 0,5=5PECIFIED RUNOFF C0FF CUI P4AER ALCM [ASIDE BORDER -LINE v STUDY NAME: 25.0-YEAR STORM RATIONAL METHOD STUDY [ADVANCED ENGINEE CONCENTRATION POINT NUMBER AREA (ACRES) 501L DEV. Tt Tc 1 SUBAREA SUM TYPE TYPE MIN. MIN. in/h RIN6 FS Fn (Avg) I CALCU ATED BY: I CHECKED BY: I PAGE MMBER SOFTNARE] 0 PATH SUM fftl SLOPE ft/ft FPS. HYDRAULICS AND NOTES Q- / 6.00 6.00 4.1 4.1 4 1 7.9 Z 73 .02 .020 13.7 730 .0438 INITIAL SUBAREA 4.1 7.9 3.73 13.7 FOR COFLLE710E ,p'o26.00 C@FLIENCE ANALYSIS FOR P0INT1 6.00 5.3 700 .0457 .. 5.3 4 1 - 7.7 3.77 .02 .020 17.9 INITIAL SUBAREA TC11= 7.9 TC12= 7.7 TC13= .0 TC14= .0 TC15= .0 SUM OF STREAM 011= 3.7O12== 7.9013= .0014= .0015= .OAREAS= 9.30 111= 3.73 112= 3.77 113= .00 114= .00 115= .00 TOTAL EA11= 4.1 EA12= 5.3 EA13= .0 EA14= .0 EA15= . .0 AREA = 9.40 FS1= .020 Fa = .020 Fs3= .000 FS4= .000 FSS= .000- 01= 31.402= 31.403= .0G4= 005= .0- LARGEST CONFLUENCE 31.4 6.0 6.0 4 1 2.1 9.7 3.34 .02 .020 17.9 850 540 .0224 INITIAL SUBAREA .0020 4.2 *Oar- 17.9cfs n=.0130 Orr 1.9 33.0•-PIPE I5.00 6.0 11.8 2.98 17.9 t-,2 15.00 3.9 3.9 4 1 8.7 1.55 .02 .020 12.4 600 0183 15.00 3.9 8.7 3.55 12.4 FOR CONFLUENCE INITIAL SUBAREA FOR CO FLIENCE *DB TYPES: 1�:CS,2= F 3=Apt,4xon,5= R 11+ 0/AC,6=8-100/AC,7-5-70/AC, SOIL TYPES: =A,2 8,3=C,4=➢,* *8=3-40/AC,9=2➢/AC,10=10/AC,11=0.40/AC,12=Sch,134N,14=Ag,15PC,16=AC,17=0C 0,55SPECIFIE➢ RUNOFF COEFF. * Fcar/ ; h17_f'G#2 i% s EXHIBIT D CATCH BASIN AND RISER DESIGN CALCULATIONS C. B. a =t- CURB OPENING ( Interception ) Given: (a) discharge Qr • //. , O CFS (b) street slope S = `Df 'l` (c) curb type "A-2" (d) half street width = p R. Solution: Q/srz= /o . Q /(. oo j/2= Q /L /56 Therefore y=1 J, Co? L = 0. / - D. D (L for total interception) TRY: LP= I.p/L /- a/y = .33/ iQ Qc= X i 1 CFS (Intercepted) a CFS(Carryover) /b Zo.frL. -35- C. B. A CURB OPENING ( Interception ) Given: (a) discharge Q CFS Solution: (b) street slope S = O fir* 1/I (c) curb type "A-2" '' L . 12.13 (d) half street width = _7 42-J ft• ri• (o I ( . 00 '{ )Y2= ,S// Q /L = O, 3 S L = c2, Co / o. 3 .s- 71 TRY: Lei 7 0 rt. a/y = .33/ Therefore y=1,, 3 • (L for total interception) (, 9,2_,1 7Q (p_ 6, % j X r%. C' = ri CFS (Intercepted) Qc= `�, L - �j, = ci. / CFS(Carryover) -35- Al DEPTH OF FLOW -y - FEET .CZ .03 04 Di 06 .Gfi 10 .7 .3 4 .3 6 " ' I 1 1. 1 1IWThL f _�1....�_ 1 I _P) DISCHARGE PER FOOT OF LENGTH OF CURB OPENING '--_- INLETS WHEN INTERCEPTING = - '-� Ij-100% OF GUTTER FLOW -{ =—I- 1 f ,. -- j -- — -- .;___1 / t 1 I 11 /I (b) _1 I Se �e/ /I °i0 �r _L \ 7 •ire /S� ° ' ' MI MO J� 1 1 �•�— 1T ni A — —� PARTIAL INTER- CEPTION RATIO. FOR INLETS OF LENGTH LESS THAN L I jr- I' L a 1 6 .5 4 .2 10 06 06 05 ' .C4 .03 .02 .01 1 I I 1 11 1 i a/Y—/ Is I ' L.-11 1, 1� '-L�I- fl ,� ;yf I I I I I 1 05 A6 .08 JO 1.0 .a .6 .5 ao .3 Q .2 5 4 .5 .6 .a L010 13/47 TABLE M BUREAU OF PUBLIC ROADS CAPACITY OF CURB OFENNG INLETS S DIVISION Two WASH.,D. C. -34- ON CONTINUOUS GRADE R,=EEPT PG!r! WILLIAM FEGST AND ASSOCIATES t: idier Inlet 1Ri3 r , El a , P__c, :D Fier 1 He : Rs P _ _:.pax ---' Rim . 31. : c.. 1._• 1.5 25 ..__ 71 -' 2. 7.5 5. ..J 24 1. 5 1 C. l,J E; 75 15. 3 24 1. 5 1 .25 1.4 16.2 lu. 5 Nct€s. 1. Omax = CL.H'3312 There L = circumference of Riser (ft). _.. aiurs area taken from. 'Design of Small Dams' figure No. 723, by the Department of the Interior 3. All units are in ft or cfs except D Riser, which is in in h *.. FESUL E C. :FE?-_:uLAR CHAL ANA' YSI=7..n .".LL rECT PEET A.Z. S_. .__ ,. 17 =h. - __- _ .. :.:_. _.:___ _. Ce41'_'7^'flft.ure _:..__ E pe.c i a_ 1u p ep . _.. +or: RO5ERT tEIN, WP_.Li 1 FROST ASSOCIATES 1401 QUAIL STREET, NEWPORT ::EACH, CA.. '72653 Advanced Engineering Saftwre CAES7 SERIAL No. E0009 'JER. 2.3C RELEASE DATE: 2/20/86 • t*4*k4***DEEiCF(I1=T.TON OF RES!:LTc'44**t**44444-4%*44***4**a444a-a***4*4*44**n* HOAG PCH WIDENING, FLOW DEPTH APPROXIMATION AT GRATED INLET * '4 025 = 12.4 (:C2 * WSS 2/12/SCi * ;4444*44*14*t'::'t•4*44*^- *-- ...-:4K}.-.X:S-F.I:.**-/:t-}.F T?t :4'-}.T-,F 4 +Fw 4444**A?F*** ENTERED INFORMATION FOR SUECHANNE. NUM2ER 1 rl(iC'c NUMEER. "i:" COORDINATE Y' COORDINATE 1 . 00 .67 .01 .00 3 50.00 .71 1:U1CHANNEL ELOPE(FEET/FEET) = .D00000 ::U3,:i1ANUEL. MANNITIC;3 FRICTION FACTOR = . C15000 ....................................................................... SUPCHANNEL FLOW(CFS) _ 12. 5 SUiCHANEL FLOW AREA(S:UARE FEET) = 6.47 SiJlCIIANNEL FLOW VELOCITY(i=EET/SEC. ) = 1.929 SURCHAr1NEL_ FROUDE NUM2ER = .733 SUIU:I .LNE_L FLOW TOP-WIDTH(FEET) = 30. 11 SUBC:HAr:NEL HYDRAULIC DEPTH(FEET) = .21 TO1AL IRREGULAR CHANNEL FLOW(CFS) WANTED = COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 12. 40 12. 49 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELr:VATION .43 sl�ll�aE 63/4T-E- I'1Lcr ante,- - 330 (-F-S kI th rcuf{ LINE I VI � I V PLOW CONCRETE GUTTER ORATING GRATING & GUTTER PLAN L' CONC. BUTTER cuRB UNE Ea' I4r NOTES N.I\a L THIS CHART GIVES {RATIN0 CAPACITIES J Of STANDARD CITY aRATINSS (STANDARD PLAN NO 11'15111 DEVELOPED FROM HTD- RAUUC YODEL STUDIES FOR VARIOUS VALUES Of if ON THE INDICATED SLOPE. S. THIS CHART IS APPLICABLE ONLY TO CON" IIa 0411010 SHOWN ON THE ABOVE {RETCH. I Ii Il ig=- 7-Cr TYPICAL HALF STREET SECTION (ABOVE BASIN) 1p _. Alta ! j 1 : S: I !( :.. id AS.!.PJ1L ullaltiil I r -- 10 9 In IIM MIiIi!'.i1NIN.liOalltiNi1111i1 �e #a s�. MIo t z = `=- i I NP I III• h.I�E:*4 E3 e • ¢ ..1.1 ROIL .■ 6 Jil 1 ! I I it GRATING NO 4 inn 211 is MilinliiiiiihM1111 , 1 i 1 r 1 ;I! IIUII III I C C UIk m�IllhfSi1O �i ��r• II ; . n 1 1 iliSiC!li6 ii=F p�mlu�iil I 4 ;`.; + mown hoIINIInn �: �:000 ,Il,HI'I` i5 : 7 -#1 , I IIMB., I I I :E` : I I "1_Q flJp IL'O33L; S1Gg"I!�I!I3iI) r I iiNQ6� Einnupzn.nx �C:1 i:/>ftt f:1 ! 1 f T J J5 12I O'DEPTH OF • Et II 1 1[1 f III iki .1iji11E1111I I iUiiiiiii qii • • SINE! en -at BUREAU OF ENGINEERING -CITY OF LOS ANGELES DEPARTMENT OF PUBLIC WORKS STORM. DRAIN DESIGN DIVISION W.O. 51005 MARCH,I95T DESIGNED BY: FJ.D.a WH.T. DRAWN BY: O.G.S. .6 7 .8 .9 1.0 13 FLOW (FT) ROVE NORMAL GUTTER GRADE 0.4-31 (SEE c t INLET CAPACITY OF SINGLE GRATING Plate 2.6-0656 • 1, �a l ' 1 1 EXHIBIT E STORM DRAIN HYDRAULIC ANALYSIS • • 0 • • • • • • E 4t4 444 4 S 4 5 4 ES 44 4 4 4 4 4 3 S44 1*14 REST=WSS USER=WSS QUEUE=LA120 DEVICE=2CON25 SEO=24 OPRI=127 LPP=66 CPL=132 COPIES=1 LIM1T=12 /TITLES CREATED: ENOUEUFD: PR INT INC: 19-FER-BR 19-FED-OD 19-FED-08 El' 34:44 D'35: 00 0:35:01 PATH=: UDR: PRELIM ENG: STORM. D I : SMT23627R55. GF. SL 444 4 1 44444 444 $4444 44$ 44f 44444 4444 S44i4 4S314 444 34f44 444 4 S '1 64 SS 4 4 S 4 4 4 4 4 4 $ f 4 $ 4 4 S f 4 4 4 4 4 4 4 1 4 4 4 4 4 4444 4444 4 $ 4 $ $ SRS 4 4 4 4 44 444 !4444 44 4 44S4 4 t $ $ Sift 444 4 1 4 $ 4 4 4 4 4 i 4 4 S 4 f 4 $ i 4 4 t S '1 4 4 4 4 $ 4 4 $ 4 4 4 4 4 4 4 S SS 4 4 4 4i 4 4 4 4S5 4 4 S 54441 444 444 t44f4 f '1 $ 444 444 S4 f4 4 4 44 354 44344 +333333333333:13333333333333333333333:.C13?3333333373333333333333333333333333333333333333333333333333333333333333333333333333333333333+ - ROST DEIN, WM FROST E* ASSOC - ADS REV 03.40 AOS XLPT REV 03.49 1 L .=RELIM,I.NO. SSTORM. OIR' 5MT23627R55. OF. EL. RUPERT DEIN. WILLIAM PROST. 5 ASSOC STORM DP fN ANALYSIS ( INPUT PROJECT 9' X 4' RCD AT ROUTE 55 DESIGN PROFILE. tDO-'F.AR-ELUW DESIGNER SMT o&5-yam Funk) i'ssu/C-b 773 aF /ao-yA. Fait) 1 L2 MAX 0 ADJ 0 LENGTH FL I FL. 2 CTL/TN 0 N S KJ KE KM LC Ll L3 L4 Al A3 44 J 1/ I 3. 90 r 2 252.2 .R2.2 420.16 -4.50 -2.40 .00 60. 108.- 3 ,00 00 .39 1 3 14 0 O. 90. 0. .00 015 3 247.3 247.3 226.46 -2.40 -1 26 .00 60. 108. 0 .00 .00 26 0 4 0 8 0. 0. 90. 00 015 a ( , , 4 216.3 216.3 , 11.36 -1.26 -1.20 .CO 60. 108. 3 .00 .00 .00 0 5 0 0 O. 0. O. .00 015 0 5 216.3 216.3 149.70 -1.20 6.94 .00 48: 100.- 3 .00 .00 .00 0 h 0 7 O. O. 56. 00 015 1 lY-'r F.D-60 31:5u PAI.t I DATE 1/19/BH PACE 1 6 215.4 715.4 119.32 6.94 13.42 18.50 48. 108. 1 .00 .20 .00 0 0 0 0 0 0. 0. .00 015 7 1. 1 . 9 20. 36 8, 39 10. 90 15. 50 18. O. 1 . 00 . 20 . 00 6 0 0 0 0. O. 0 .00 .013 r1(7/..7 r` • 6 75.8 31.0 9,58 -1.26-1-22.,/> .00 48. O. 3 .00 .00 00 4 9 13 0 0. 90. O. .00 .013 Gln.%i- 1 !7.LIF. 9 66.0 66. 0 157.10 -1.21' -.43 .00 48. O. 3 .00 .00 .05 0 10 0 0 O. O. O. .00 .013 -,C= . 10 64. 2 64. 2 64. 91 -. 42 -, 09 . 00 48. 0. 3 • . 00 . 00 . 00 0 11 12 0 O. 45. O. . 00 013 • 11 62, 5 62. 5 ' 10: 38 -. 09 -. 01 8. 00 48. O. 1• . 00 . 20 . 00 0 0 0 0 O. 0. 0. I 00 ' .013 12 2.0 1.7 20. 14 1. 51 4.24 7. 53 18. O. 1 .00 .20 .00 11 0 0 0 O. O. .00 .013 • 13 11.2 9. 9 7. 50 .62 2. 49 6.49 24. 0. 1 .00 .20 .00 9 0 0 0 O. O. O. .00. 013 • 14 5, 6 4. 9 10. 36 -. 75 3. 27 7. 20 18. 0. 1 . 00 . 20 . 00 3 0 0 0 O. 0. O. . 00 . 011 r W v w 4.1 V • 1• • 1-h15 'RM '.11 f ROREPT REIN, WILLIAII FROST, t, Assoc • PROJECT 9' X 4' RCD AT ROUTE 55 DESIGN PROFILE. 100 YEAR EAL) DESIGNER SMT STORM DRAIN ANALYSIS LINE 0 D W ❑M DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 MG 1 NO (CFS) ( IN) (IN) (FT) (FE) TVPE (FT/FT) (FPS) (FPS) (F11 (Ffl CALC t HVDRALIL IC GRADE LINE CONTROL - 3.90 HG 2 O 1 CALC (FT) ED-1 • PA DATE 1/19/8R PAGE 1 D 2 TN TN (FT) CALC CH REMARPS 2 252.2 All 108 2.79 2.90 FULL 00170 5.6 5.6 -4.50 .40 3.90 4.80 8.40 7.20 .00 .00 3 247.3 AO 108 2. 74 2.86 FULL 00163 5 5 5.5 -2.40 .26 4.94 5.33 7.24 6.59 .00 .00 4 216.3 AO 108 2.45 2.62 FULL .00125 4.8 4.0 -1.26 .20 5.55. 5.57 6.81 6.77 .00 .00 • 5 216.3 40 10E1 1. 12 2.62 SEAL. .00230 6.0 19.5 -I.20 6.94 5.37 B. 17 6.57 1.23 00 .00 HYD JUMP X - 116. 60 XINI - 00 Y(J) _ ' 116.60. F(.11 = 140.62 D(DJ1 = 1.21 0(AJ) - 4.77 6 215.4 411 108 I. II 2.61 PART .00236 19.6 9.2 6.94 13.43 8.16 16.04 1.22 2.61 17.61 18.50 5 HVDRALIL IC GRADE LINE CONTROL = 8. 17 7 1.1 in 0 .17 .39 PART .00011 9.3 3.0 8.39 10.90 8.57 11.29 .18 .39 11.46 15.50 ✓ 4 HYDRAULIC GRADE LINE CONTROL = ( 5.44 8 75. 413 0 2. 54 2. 63 FULL .00278 ✓ 9 66.0 40 0 2.36 2.45 FULL .00211 Y 10 64.2 An 0 2.30 2 42 FULL .00200 11 62.5 (111 0 I.99 2.38 FULL. . 0018? • 11 HYDRAULIC GRADE LINE. CONTROL. - 6.29 &&Wu577ze-7}711 N4L Cer-AM2-0Z- rvA 5725Ri 04474.) 247E7Citt 40 6.0 6.0 -1.26 .21 5.44 5. 47 6.70 6.68 .00 .00 5. 3 5. 3 -1. 21 -. 43 5. 74 ( 6. 1, 6.95 6. 53 .00 .00 5.1 5.1 5. 0 5. 0 -. 09 6. 14 6 27 6. 56 6.36 .00 .00 -.01 6.31 6.33 6.40 6.34 6.79 0.00 at 12 2.0 1:' 0 .23 .53 FULL .00036 1.1 1.1 1.51 4.24 6.29 6.20 4.70 2.06 6.32 7.53 9 HYDPAIII IC GRADE. LINE CONTROL r. 5 61 13 11. 2 1'4 0 42 1 20 FULL . 00245 3. 6 3. 6 62 2. 19 5. 61 5. 63 4. 99 3. 14 5 86 6. 49 :L 'IELIM.ENG: STORM. DIR: 5MT23627R55. OF. SL. ROBERT BEIN. WILLIAM FROST. . ASSOC. STORM DRAIN ANALYSIS PROJECT 9' X 4' RCB AT ROUTE 55 DESIGN PROFILE. 100 YEAR FLOW DESIGNER SMT 19-FEB-8R .34:50 PAGE 3 ❑ATE 1/19/88 PAGE LINE 0 R W DN DC FLOW SF -FULL V I V 2 FL I FL. 2 MG L HG 2 D 1 D 2 TW TN NO (CFS) ()N)(IN) (FT) (FT) TYPE (F)/FT) (FPS) (FPS) (FT) (FT1 CALC CALL (FT) (FT) CALC CK REMARKS 3 HYDRAULIC GRADE LINE CONTROL = 4.82 14 5.6 1H 0 .30 .91 FULL 00204 3.2 3.2 -.75 3.27 4.82 4.85 5.57 1.513 5.04 7.20 • • • • • r r r r • :U R ELIM. ENO - STORH DIR; SMT23ET_7R55. OF. FL 19-FER-RB _.. 34: 58 PAGE 4 V 1. FL /. D 1 AND HG 1 REFER TO DOWNSTREAM END V 2. FL :'. D IT ANI) HD 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM EPIO TO POINT WHERE HO INTERSECTS SOFFIT INJ SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DPAWDOWN OR BACMIJATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - TIIP. COMPUTED FORCE AT THE HYDRAULIC JUMP D(DJI - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE/ NAM - DEPTH OF WATER AFTER THE. HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANCES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANCES FROM SUPERCRITICAL TO SUDCRITICAL THROUGH A HYDRAULIC JUMP HJ B UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ 4 OJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM ENO OF 7HE LINE EOJ • w 4 4 444 41.4 f. 4 4 1 4 T • 4 4 4 4 f 4 4 444 444 4 4 1. 4 4 • 44 41 4 4 4 4 4 1 444 444 41,/,//i7777/,/n77,,,,7777,,,,7;7,/..7:,. ,.,,,.77.,.,,'T. ,. ,1/Y,,,:/777,,.: 777-.,,.1777., ,777' •777.,..777;„ • UFST=WSS USFR=WSS OUCUE=LA120 DEVICE=-61CON25 SC0,30 OPRI=127 LPP=d,G CPL=132 COPICS=I LIMIT=11 /TITLES • CREATED'. 19--PER-OR 9:10:42 ENGUEUED: 19-FER-DR 7:10:52 PRINTING: 1.9-FEO-110 9:10:51 PATH=: UDD:PRELIM. ENG:STORM. DIR: WSS24257PCH. SL a 4 4 444 444 444 4 44f 44444 4444$ 4444 444 4 4 444 4 4 4 4 4 4 4 S 4 44 4 4 4 4 4 4 4 4 4 4 $ 4 4 • 4 4 4 4 4 4 4 4 4444 4 4 4 4 4 4 S 4 4 4 4 444 444 SS 4 4 44 $ $ 4544 $ 44444 444 4 4 4 4 4 4 $ 4f44f t 4 4 f $ i t 4 4 • 44 44 4 $ $ 4 f 4 4 4 4 4 4 t 4 4 4 4f 4 4 4 4 4 444 444 44444 4 44t S 4 444 t 4 it 444 44444 • +7777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777777+ - RORT DEIN. WM FROST 4 ASSOC - • AOS REV 03.40 • AOS XLPT REV 03.49 v WO • • Acuri.I N(;. ai JRM. ... i,. WSS:. /PCN ROBERT DEIN, WILLIAM FROST, ASSOC STORM DRAIN ANALYSIS (INPUT) PROJECT HOAR EXPANSION AREA, STORM DRAIN ON NORM SIDE OF PCH, 025 25-YFAR DOWNSTREAM CONTROL ELEVATION : A 1 DESIGNER WSS EB--E -(' PA DATE 1/19/88 PAGE 1 L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TIJ R W 5 NJ KE KM LC LI L3 L4 AI A3 A4 J N 1 c_26_1 O /iLi* 2 48.3 48.3 66.00 -.48•-.4-5;1a .00 48. O. 3 .00 .00 . 10 1 3 9 10 0. 45. 45. 3.67 .013 .7( 3 34.1 34.1 284.00-:-13,;..,. 1.28 .00 36. 0. 3 .00 .00 .17 0 4 0 12 0. 45, 5.67 013 4 20. 9 20. 9 65. 57 1. 31 1. 64 . 00 30. O. 3 . CO . 00 . 00 O 5 0 13 0 0 . 00 . 013 r/i LL- 5 17.9 17.9 367.68 1.66 3.50 .00 30. 3 .00 .20 .35 0 6 0 0 O. 3.17 .013 6 15.3 15.3 72.00 3,-55 3,91 .00 30. 3 .00 .20 .00 0 7 0 0 3.17 013 7 5. 3 5. 3 12. 00 4. 00 4. 24 . 00 27. 3 . 00 . 00 . 00 0 8 0 0 . 00 012 0 5.3 5. 3 6.00 4. 24 4. 50 9.28 24. 1 .00 .20 00 0 0 0 0 O. 0. .00 .024 9 1.7 1.0 22.00 1. 44 3. 19 8.36 18. 1 . 00 .20 .00 3 0 0 0 0. O. O. .00 .013 10 15.3 13.2 12.00 1.44 2.08 .00 27. 3 • .00 .00 .00 3 11 0 0 .00 .013 11 15- 3 15. 3 6. 00 2. OR 2. 45 9. 75 24. I . 00 . 2.0 .. 00- O 0 O 0 . 00 . 024 12 17.5 13.2 112.00 1.60 7.60 18.00 33. I .00 .20 .17 4 0 0 0 .00 013 13 3.0 3.0 4.00 3.05 7. 13 10.84 18. 1 .00 .20 .00 5 0 0 0 .00 013 Q -PRELIM. ENG: STORM. DIR: WSS24257PCH. SL RODERT DEIN. WILLIAM FROST. .. ASSOC. STORM DRAIN AIIAL.YSIS 19-)=EB-UN • lu-4d PAGE DATE 1/19/8E PACE 1 • PROJECT HOAG EXPANSION AREA. STORII DRAIN CIN NORTH SIDE OF PCH, 025 25-YEAR DOWNSTREAM CONTROL ELEVATION = 6.1 DESIGNER WSS di LINE. 0 D 14 DN DC FLOW SF -FULL V 1 V 2 FL I FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) ( IN) (IN) (FT) (FT) TYPE (FT/FTI (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CM REMARHB • 1 HYDRAULIC GRADE LINE CONTROL = 6.10 248.3 40 0 1. 94 2. OB FULL .00113 3.8 3.8 -. 4B -. 15 6. t0� 6. 20 6. 58 6.35 .00 .00 3 34. 1 :1/. 0 1. 90 1. 89 FULL . 00261 4. 8 4.13 -. 13 1. 20 6. 17 6. 98 6. 30 5. 70 . 00 . 00 a 4 20. 9 30 0 1. 57 1. 55 FULL .00260 4.3 4.3 1.31 1.64 7.27 7. 44 5.96 5.80 .00 .00 • 5 17.9 30 0 1.42 1.43 FULL .00190 3.6 3.6 1.66 3.50 7.56 8.34 5.90 4.B4 .00 .00 6 15.3 30 0 1.29 1.32 FULL .00139 3.1 3.1 3.55 3.91 B.49 B.59 4.94 4.68 .00 .00 • 7 5.3 27 0 .53 .78 FULL .00029 1.3 1.3 4.00 4.24 B.91 8.91 4.91 4.67 .00 .00 • 8 5.3 24 0 .62 .81 FULL .00187 1.7 1.7 4.24 4.50 B.90 B.91 4.66 4.41 8.96 9.28 • 2 HYDRAULIC GRADE LINE CONTROL = 6. 18 II 9 1.7 10 0 .24 . 49 FULL .00026 1.0 1.0 1.44 3. 19 6. 18 6. 19 4.74 3.00 6.21 8.36 r ✓ 2 HYDRAULIC GRADE LINE CONTROL = 6. 18 10 15.3 27 0 .71 1.36 FULL .00244 3.8 3.8 1.44 2.08 6.18 6.21 4.74 4.13 .00 .00 rl 11 15.3 P4 0 1.00 1. 41 FULL .01559 4.9 4.9 2.08 2. 45 6.08 6. 17 4.00 3.72 6.61 9. 75 y ...1 4 HYDRAULIC GRADE LINE CONTROL = 7. t3 12 17.5 :13 0 .70 1.37 SEAL .00109 2.9 5.9 1.60 7.60 7.13 B.97 5.53 1.37 9.62 IB.00 HYD JUMP U X = 52.88 XIN) z .00 X(J) = 60.70 F(J) = 7.44 D(BJ) = .77 D(AJ) = 2.30 5 HYDRAULIC GRADE LINE CONTROL = 7. 50 13 3.0 I8 0 .17 .66 SEAL .00002 1.7 4.0 3.05 7.13 7.50 7.79 4.45 .66 8.09 10 114 HYD JUMP X • 2.90 X(N1 = .00 X(J) = 3.26 F(J1 = .88 0(13J1 - .37 D(AJ) = t.09 : LODD:.RELIII.1'.MQ'. STORM. DIR-. tJSS24257PCH. SL 19—FED—OB >. a0: 48 PAGE 3 V 1. FL 1. D 1 AND HD 1 REFER TO DOWNSTREAM END V 2. FL 2. 2 AND NO 2 REFER TO UPSTREAM ENO X — DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG IIJIEHSECTS SOFFIT IN SEAL CONDITION X(N) — (DISTANCE IN FEET FROM DOWNSTREAM EIJD TO POINT WHERE WATER SURFACE REACHES NORt1AL DEPTH By EITHER DRAWDOHN OR BACKWATER X(J) — DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) — 111E COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) — I)IrTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) — DII'TH OF WATER AFTER THE HYDRAULIC JUMP !DOWNSTREAM SIDE) SEAL INDI(:ATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL T❑ SURCRITICAL THROUGH A HYDRAULIC JUMP HJ @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION Al THE DOWNSTREAM END OF THE LINE EOJ EXHIBIT F DESCRIPTION OF COMPUTER PROGRAM FOR STORM DRAIN ANALYSIS STORM DRAIN ANALYSIS GENERAL DESCRIPTION The Storm Drain Analysis program calculates the hydraulic grade line elevations of a proposed or existing storm drain system given the physical characteristics. the discharge (0) and the downstream water surface elevation. The program starts the computation for the hydraulic grade line by eval— uating the friction losses and the minor losses throughout the system. The junction losses are evaluated by equating pressure plus momentum for the incoming and outgoing flows through the junction. A backwater curve is calculated from the downstream water surface elevation and the program determines whether subcritical or supercritical flow dominates within each line of the storm drain system. When the flaw changes from partial to full or from full to partial, the program determines and prints the location where this change occurs. If the flow reaches normal depth within a line, the program determines and prints this location. When the flow changes from supercritical to sub — critical because of downstream conditions. it happens through a hydraulic jump; the program determines the precise location of the jump by equating the pressure plus momentum for the two kinds of flow. It prints the jump locatinn. pressure plus momentum at the jump and the depth of water before and after the jump. DESCRIPTION OF INPUT PARAMETERS L2 Line number of conduit. MAX 0 Maximum design 0 (cfs). ADJ 0 Adjusted 0 (cfs) far junction calculations. Adjusted 0 equals maximum 0 if no entry is made. Used for laterals when adjust— ing times of concentration. In all cases the sum of mainline Amax and each lateral's 0adj must equal mainline 0max down— stream of the junction. LENGTH Line length L (feet). FL 1 Flow line elevation FL 1 (feet) of conduit at downstream end of line. FL 2 Flow line elevation FL 2 (feet) of conduit at upstream end of line. CTL/TW For line number 1 this represents the hydraulic grade line ele— vation or water surface elevation in the channel or conduit at the downstream end into which the system discharges. For all other entries it represents the maximum allowable hydraulic grade line elevation at the upper end of the line for structure type 3 or the maximum allowable top of water elevation for structure types 1 and 2. This entry is required far line 1. For other lines this entry is optional and is printed in the output as a tailwater check value for structure types 1 and 2. D Diameter D (inches) of circular conduit or Depth D (inches) of rectangular conduit. N Width W (inches) of rectangular conduit for a rectangular. section. A circular cross section is assumed when W = 0, a rectangular section is assumed when N > 0. S Structure type at the upstream end of the line. 1= Catch basin, headwall. or similar inlet structure for the first upstream line. 2= Box inlet structure with a trash rack for the first upstream line. 3= Manhole. junction structure. in line catch basin. or similar structure for an intermediate line only. KJ KE KM Junction lass coefficient (Kj) for use with structure type 3. When an entry is made and there is full flow. the junction loss is calculated as Kj times the outlet velocity head, and the pres— sure plus momentum equation is not applied. If no entry is made or there is partial flow, the junction loss is calculated by pressure plus momentum. To evaluate the hydraulic characteristics at a junction the pressure plus momentum equation is applied at the end points of the ,)unction to determine the control point and compute the conjugate depth at the other end of the junction. Pressure Plus Momentum Equation (Z + D1 — D2) (Al + A2)/2 = (Q2/A2•g) — C(QI/A1•g) cos 81] — C((13/A3•g) cos 83] - C(Q4/A4•g) cos 84] where Z - Drop in invert through the junction. feet. D = Hydraulic gradient. feet above invert. i.e., depth of water in feet A = Area of flow at a given section. square feet. Q = Quantity of flaw, cfs. 8 = Angle of convergence between the center line of the downstream main line and the center Line of the lines carrying the incoming flow (upstream main line and laterals), degrees. g = Gravitational acceleration. Entrance lass coefficient (Ke) for use with structure types 1. 2. or 3 when applicable. When an entry is made, the entrance loss is calculated as Ke times the outlet velocity head. At junctions. this loss is considered only in the case of full flow. The minor loss coefficient (Km) is the summation of the loss coef— ficients for bends, manholes, etc. The total minor loss is com— puted as Km times the velocity head in the conduit. Typical values for Km are: Manholes: Km = 0.05 Sends: Km = 0.25 A/90 A =central angle of curve in degrees s LC minor losses are added to the friction losses in the hydraulic analysis for full flow only. Control line number. An entry is made for the downstream line only of a main or lateral line system. For the main line of the entire storm drain system, the control line will be that which was entered on line 1. For a lateral, the control line is the upstream line from the junction where the lateral con— nects to the main line or another lateral. L1,3.4 L1, L3, L4 line numbers entering the structure at the upstream end of the line for structure type 3. L1 is the main line, L3 and L4 are the laterals. A1.3,4 Al, A3, A4 (degrees) confluence angles of lines L1, L3 and L4 to the nearest degree measured from the prolongation of L2. Example — Flow direction L2 L3 L4 1.1 J J (feet) is the junction length for structure type 3. This is an entry for obtaining the friction loss across a ,)unction, man— hole or transition structure for. full flaw. N N is Manning's roughness coefficient. CALCULATED RESULTS LINE NO Line number of conduit. Maximim design G (cFs). D Diameter or depth of conduit (D; inches). W Width of rectangular conduit (W; inches). DN Normal depth of flaw (DN; feet). DC Critical depth (DC; feet). FLOW 1. Part (Partial flow). TYPE 2. Full (Pressure flow). 3. Seal (Flow changes from part to full or from full to part). SF Friction slope (SF; feet/foot) for full flow regardless of actual flaw type. V1,2 Conduit flow velocities (V1, V2; fps). FL1,2 Conduit flow line elevations (FL1. FL2; feet). 410 01,2 HG1,2 Calculated hydraulic grade line elevations at downstream (HG1; feet) and upstream (H02; feet) ends of line. Calculated depth of flow (or the difference between the hydraulic grade line elevation and the invert elevation for pressure flow), (D1; feet) at downstream and (•D2i feet) at upstream ends of the line. TW Calculated top of water elevation for structure types 1 CALC and 2 (TW; feet). TW These tailwater check elevations are entered by the designer to CHECK check the top of water elevation on structure types 1 and 2 for adequate freeboard. Gutter flow line elevations are usually entered as a check (TW; feet). APP/oX/MATE L/M/7SOF 2e 4/A AAS /04LL SACIctiT (rY V. SEE re 'IA "'BELOW L - 7" r-10, 2 57V"Plet OIP<1 /# 1 `l 11 Q (4"S//BORAIN SYSTEM PER SEPARATE PLAN (TYP) , (/3r98..32) S.D 4/NE 'B' CONSTRUCT GRADED .5SU4LE TO DRAININ- ,• �D TERRACE DRAIN. q\ rrf 1; I c S. 0 L /.VE 23" 39.p0� tl 27, 00 RrO sO °/° (4/5) CON'BT2UCT BERM AT TOP OP 2: / SLOPE PER OEM/LIE' (SWEET GO VE E.!%ST ,CF, ;tee 4494/ I . //B9TC. - CONSTRUCTION NOTES CONSTRUCT 24" RCP (2000 D) STORM DRAIN PIPE CONSTRUCT i8" RCP.(2000 D) STORM -• DRAIN PIPE CONSTRUCT 15" RCP (2000 D) STORM DRAIN PIPE CONSTRUCT 36" RCP (1500 D) STORM DRAIN PIPE CONSTRUCT 3e CSP (l6GA)STORM DRAIN PIPE CONSTRUCT PIPE ENTRANCE TO EARTH "-CHANNgL PER OCEMA STD. PLAN 1326 & DETAIL -ON SHEET 7 CONSTRUCT CURB INLET TYPE OS PER CITY OF NEWPORT BEACH STD 306-L, OR TEMPORARY DRAINAGE INLET PER DET. ON SHEET 5 .._.S.QIIETRUCT INLET TYPE OL-A (PER •: CITYQF NEWPORf•BEACH STD. DWG. 303-L O1t.TEMPORARY DRAINAGE INLET PER DETAIL ON SHEET 5)WIDTH PEPPIAA/ CONSTRUCT 12" PVC (SDR-35) STORM -DRAINPIPE - - CONSTRUCT 6 FOOT CHAIN LINK FENCE PER OCEMA STD PLAN 1412 & DETAIL OKSHEET 7 CONSTRUCT 4 INCH PERFORATED GAS "MITIGATION PVC PIPE PER DETAIL ON CONSTRUCT 3 INCH GAS LINE REPAVE3TORM DRAIN TRENCH WITH 3" ..ACief AB OR 4" AC ON COMPACTED _J1E1 OVL•,EXISTING AC PAVEMENT It 'CONSTRUCT 3" AC/4"-AB `- - -CONSTRUCT JUNCTION STRUCTURE NO. - I"'ER CITY OF Ng.WPORT BEACH Stir --- PLACE SINGLE ROW OF SANDBAGS : PLACE DOUBLE ROW OF SANDBAGS PER LPE=. ON SHEET NO. 6 CONSTRUCT LOOSE RIP RAP PER DETAIL ON SHEET NO. 5 CONSTRUCT CONCRETE ENCASEMENT PER DET. ON SHEET 5 CONSTRUCT RETAINING WALL SUBDRAIN PER DET. ON SHEET 8 —CONSTRUCT 6"-STORM DRAIN PIPE (P.V.C. SDR-35, OR EQUAL) CONSTRUCT CLEANOUT PER DETAIL ON SHEET NO. 5 • - -C-ONSTfUCT GRATE INLET PER DETAIL ON SHEET NO. 6 • -- _ _- CONNECT CRIB WALL SUBDRAIN PIPE _IDATORM DRAIN WITH 4" LATERAL PIPE CONSTRUCT 8" STORM, DRAIN PIPE (P.Y.C. SDR-35 OR EQUAL) • -(0`CONsmucT_4" STORM DRAIN PIPE (P.V.C. SDR-35 OR•EQLJAL) . CONSTRUCT 3' WIDE V-DITCIj PER ^-�E1 AIL ON SHEET NO. 8 CONSTRUCTCONNECTIONASSEMBEY- PER CITY OF NEWPORT BEACH STD. f)Z-L VSTRJCT 6' TERRACE DRAIN TO ' �'CH.*J Osr 4 Pt DETAIL S Y A/t •7 ONSYRUC_T.CONCRETE COLLARPER ® CITY OF NEWPORT BEAati3To..31 34- CONSTRUCT TYPE "E" A.C. BERM PLR CITY OF NEWPORT BEACH STD.•183-L CONSTRUCT JUNCTION STRUCTURE NO. '2 PER CITY OF NEWPORT BEACH STD. NO. 311-L CONSTRUCT 5' WIDE A.C. SIDEWALK 2" THICK CONSTRUCT 6" ATRIUM GRATE INLET INDS 80, OR EQUAL) SONSTRUCT V-DITCH DRAIN INLET PER DETAIL -SHEET NO. 6 CONSTRUCT 30" RCP (1500 D) STORM DRAIN PIPE m tn GL^w57. G "PERF vYC. PE.P OE L c• I tij zwa sweet oP N/r4teY E,Q ssace4 EP�vJ t~ CONSTRUCT PVC. VERTICAL. 2/SER CoMVSCr 70 SUB - D/PA/Q PIPES •• ea" • .—.•. �- -.... .-- x. - .�. r ..�._..... ....... . •...- ...._...-. — 4 , y._ L/M/T or IJORX x4 i niVe ()RAW 10, SOIC'YAv zE SEE SEcT/Ow sip/EErlv4. 3'. kiln V-price+ P42 'Aktz -nnrAsL SIT. NO. S ERRA RE'1A/ 7SOL D/E"2 WALL /OS (.P• 5.0 0050 PAD=/2.7 s:000to C,1155 2 F/L TER AQ4>•6T/44. PER C4L TRANS C 3/4 '0PL5NEL7 ROC,C o e ae4 vet MAY 8E suesrrurs'o ov(.r /FneEA.r}1 /5 WRAPpEO W/The Aw.re-e F48,./C (M/.PAF/ /40A/ 0A- 50LIAC} 4"SUSDeA/Ae SYSTEM PER SEPARATE Ph AN(TYP /27 RETA/N/WG L,WLL (SEE skit -ere) ay s 3 30 -, 6 G''OO ".--Ts /2..9 413 EEG P/PE /2.9250 ISSUE PATE £PPEUO(/IU Ns 2 ADDENPUM ND. 5 REVISIONS /5120.92 EC. JOIN EX15r 1p45 LINE 9(gbert ¶Beirl.flliam`Fiost l,BZ 4ssociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS P.0 00X19739. 14725 AITON PARKINAY,tRYINE.CAUF0RNIA927t (714)472.3505 5-7-$ E.-NOEERT KALLENSASII NCI 271/7 EXPIRATION DATE 3-11-00 DATE LINK TUNNEL SEPARATE PL TAUT/OAf: EY1$TC/TY LFNEZ+ I ieT SSfCH PS CIOAfEST/G Mf7FR TRANS t!/SS'/qN .. jt/NE.1 GEWERAL/VOTE4'iti'Sar / t ✓D. rncr• L_ ,J I II Scd[F HOAG CANCER CENTER •.. ,� G UR N GG tP.4-nay OFTiyE 7EMe a49- 2_ � 4CCE$S C4-4D"THE AG722Q /ALL'CO/Jf7{1E l ZiS 7J/EAREAtaiTLINEDAS L /73'O 42 `t QgGHEETS'2,3, AND F N I iI f►; ' 1.2 ff'►t i i '. 1 i t; ALT.P 5 k m O w u) w cr O w 0) w cc w O m o CHECKED B cLiRVE °ATA Ani 4 L #' REFERE/JCF 7- 0 © 57007 crgAll l 6°36'38- /0:3,5' 90. a2' 20' 9G°13'42' 1 S4, IG' 90,co' 1 0.9' re 5roRM r AWN 14°17' .) 11.23' 49Go' EE-.1o4' 0 € STORM t'aIr.I M E &Tc1QM L wJ 16'3('29' 12 981 46:o0' G. t�3' 6 43°5/'1O 34 44' 4 ' 18. 11' € STc'w c ?AIIJ 7 43°4i43' 34.57' 4001 /8.07' Q 5Tofi'm GFZAIN 1- l e STVRNI 0Iz41N 45°4& 5/" 34 5-1' 45. c3' 1807' f'L/TURE /2' IiCP SEVER PER SEPARATE PLAN BY OTHERS V-017cW W3wAre PLgIJ ay OrHER5 -11 CC W W z 0 z W 1.- 0 W o a cc cc W 2 } cc Q (5 Z O LL Q V U. 4 4 4," 4 2 2 to 22 to-A.C. DIKE PER PAN 2:1 MAX. Cur ScoPE Afitm RE/it/5T,4TE ANY4. PI/MT: n/O,2ra of 6"4.C. P/KE THAT /5 REMOVED PORING STORM DRAW coNSTRuc r,ON SO' OR 36' STORM DRAIN Ft-RPLANAND P20F1LE SECT/OM Q -.4 N.r.5. C `A c. rO(Ke 'see SyEE7- L-O REMOVE RIP RAP f HEADWALL 7--9-&s' W r Ih rc 11 LATERAL V eee e4'7 o7b) UIoi-zi 4S"E et- PrpiLE Jof/✓E5. /8 °Kcp 1 ,BACKF/LL EX/5T//VG RETENr/o,V 22E9/LT/A,G. 5r45/N(APPR'oX. DEPTH - .5) EX, 30"de C.P - - - (more -CV 7 OA/G.07)✓o/N EX/S/. � 36"RC.P (754 a) ) L ATEQAL --: \ I N /0°21'45"E- REMOVE /2'R.C.P. (o a- 34,44) ETC (4-1 cisemiaf- 8 "lt lOS 11 J PLAN SCALE: /"=50 ‘Ni no 3 L m • pCI r EX 45-eCP 91 K '\ z ,, F7.-mCk l/./rE/c'FER1/,AG 1TK%1Oi✓S 0 F,+'ST° 24 4' 36 ''RCP. -PLUG E1JI7b II, .t A J�� .itSAfJG�/1 RE,4 ILJR/G /VICIOUS Jr 7-CA Fie, Gt�J I/f�3GY� ` V-Ot rcH PER SHEET L -7 L4re,�L (40 N . °3..'P8„E EB° 2.46 F FpR020F7LE �i 5�-_; fu't.t-! r-ETAIL ZS Ze c; Sr-rr. 0-9 IIJL.E7 • '5%!.CC 6kiTO DIST. COUNTY ROUTE POST MILES TOTAL PROJECT SHEET TOTAL NO. SHEETS 12 ORA 001 19.8/21.4 26 157 RE t STEED CIVIL ENGINEER 2-I-89 PLANS APPROVAL DATE A ROBERT BEIN, WILLIAM FROST & ASSOCIATES P.O.BOX 19739 14725 ALTON PARKWAY IRVINE, CALIFORNIA 92718 (7141 472-3505 /4o 4 00FESS/ J. MCDONALD No 29464 Exp 3/31/9T rl CIVIL OF CP' ! t- '11 O! A IG+4030 19 ,tYlt Ec---.A -QI 6• NB • //'ISr 7cN ;Ai 70 SE F; EMo rc p -0 Re-7✓,74 ILITEKFErItIG ? Tk2 c OF r8''P?CP 0 0 AID F�EM�rr.!lNG Gt -ior.,' 4er4NrO] //✓ 1G� 1I 'EPI- EXrG7 5.5)<2:5F 5 w/e4/cc 4 (4of7RR ABAIJco l IW PCAce terAas ✓ACT R./C7 ' F JG E✓ g°lip r rtAfC 7 ✓cp' to&9 8,4NCON Q !IJr L.IIJE((9) = .�:. rS alblo 401San %mak1 Ferq T5' N':-11 L - 3, 5) fir 5 48' \re ter- /2.0 9.5 70 4.5 Z. 0 -0.5 -3.0 /So 4 • EP/Sit/ L/�E D, > 18' (PkoTEC t) DZ = /5" 5 =o. Lz cogs-r; G. cork. /S °CSP COI./en I ZOY9 LF . 18°RCP 4' sr&' PKOPOSED F/N/SHEE7 5u2FACE @ £ OF PIPE 1AG L_ K0/16r.73.6:2 *( IIIII 3O"RCP m itt U t 4 • CO!/57: 438. 00 1-.F. 30' ('cr i PROF/Le SCALES szev 21 pr Viri CO SURFACE g Or Pi PE 40 is rc7NC. col_LA to en rrf- otcso RA' AIR Ap2.1 o LATERAL PER .5H7: Cla CbAiST 44 to z.F• LAregrAL Station Cu. 1 Vac Emb. DRAINAGE PLAN AND PROFILE FOR REDUCED PLANS ORIGINAL SCALE IS IN INCHES 3 EA 023761 OW 24267 4 \ .„ ,o L PE. 1o_ 2 _--e—.•41-14� 6'''� �yy O�_Ct- • _—� — — £ASENEHT LEGEND O DEICTES A 24'nIOE(ASENENT FOP. H NNAY PURPOSES P(R I NST EO •(SIP( 0 R Q DENOTES A it H I OE EASE Neer FOR DRAINAGE PURPOSES PER INST AP 44-t9r3r,0R 'CMS • NOTES: 1.. UNDERGROUND UTILRIE5 SNONN HEREON ARE BASED UPC., RAND SUPPLIED DT CLIENT ANO ARE APPRO%INATE ONLY ACTUAL LOGATCN SIOULD BE DETERMINED by POT HOLING PRICK TO ANT WN5TRWt10N t. COORDINATE SYSTEM S10nN HEREON 15 EASED ON POH(T •H-10 HAVING A VALLE Of N 12544 E1E4 AND L10E10 MS ANDTITC GEARING BEING ROTATED CLOCK WISE Wef17' ARCUND SAID POINT 1T. I0' FROM THE BASIS OF BEARINGS 5 TINE GE•RINGS `!ions HEREON ARE BAY° ON A PORTION OF THE SOUTHERLY LINE OF TRACt M t53G RR A SAP PILED IN BK OSS, F 5 te12 OF P P( RE07.O5 OF ORANGE COUTOT, 15E1N6 N11-4C ESCHEW WARN O C S ALUMINUM CAP STAHPEO LOCATED IN THE Sot PART Of INE INT(RS(CTION OF SUPt RWR AVENUE 1PtACCNTIA AVENUE AS S.E 0< THE t OF SUPERIOR AVENUE,US'S H. OF THE t & PLACENTIA AVENUC IR THE TOP& A C.t W11C CA:C&I 545141. O%GU.Y•So. 1A1 LEGEND OF SYMO0L5 IC TOP Et CLIO F5 FINIYI SURFACE INV INVERT R FLOW LINE T.6 TOP OF GRATE S.0 6TORM OFUAIN C D. CATCH BASIN PP Pon(P- POLE N N NANNOLL •NC C" i5 8 WI 4Ee. -. • s .P/BE•C A-1:, \ e\ ''•4GS•.5.3 cfs \ :•• •L•• ! WEST COAST GRAPHIC SCALE r • r es DcA-L M Fttl yA�•i sv it T• HIGHWAY • • •Z N• ;n ..- !N — c- Ad S\° /'dtRzie 45 -.ECP l\ . • .P • /i • NOT RTPORYEATION MOWN Pintoes It PLAP1 ►R(PARID PR(VputLY St CONSULT*Nt DAT( UNO(DR ♦ N 11115 FDA1( N1FDt1• DA11.10.1TI5ID J. N. ZIN • 11- It-•• t-11-tt AND V es 1005• O*T(0 5-9-t T. COMPOSITE TOPOGRAPHY 8 UTILITY MAP FOR THE HOAG MEMORIAL HOSPITAL IN THE CITY OF NEWPORT BEACH, COUNTY OF ORANGE, KIND A FORFION oP LOT 171 ■ OIOCTI F Of WNW] SUtOV1i011 Pt* • YAP R1C0R0(0 H• BOON I. PAC( A OP SIS(LAAN(OFt muPt, ilaal0 - 1Ae OMPIR COMA"' 72:7 7404, 1L lC•40L/z; ai PREPARED FOR: HOAG MEMORIAL HOSPITAL PRESBYTERIAN 301 NEWPORT SODLEVARD NEWPORT BEACH • CALIFORNIA HYDROLOGY MAP FOR P. C.H. STORM DRAIN SOIL GROUP - D COMMERCIAL DEVELOPMENT ASSUMED LEGEND SCALE: 1'-100' — -- SUB -AREA BOUNDARY 4ts— re o-- SUB -AREA DESIGNATION SUB -AREA ACRES NODE POINT DESIGNATION WITH FLOW ANDTc PROP. CATCH BASIN PROP. V DITCH STORM DRAIN JA/ .0257 FEB. 9, 1988 9t16n••BIitMegtilsWbatale ((De(r. AR. EXHIBIT B • • re, 142 FEB 2 41988 LEIGHTON AND ASSOCIATES, INC. Geatechnicol and Environmental Engineering Consultants RF` 7-NM. JAN 3 0 1996 FACIUfitS DESIGN. & .CONSTRUCTION: G£OTECILNICAL EVALUATION AND REMEDIATION RECOMMENDATIONS OF SEEPAGE PROBLEM ALONG THE NATURAL SLOPE NORTH OF LOWER CAMPUS PARKING LOT, HOAG MEMORIAL HOSPITAL PRESBYTERIAN, NEWPORT BEACH, CALIFORNIA January 26, 1996 Project No. 1950076-01 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard Newport Beach, California 92658 (714) 250-1421 • (800) 253-4567 17781 COWAN, IRVINE, CA 92714 FAX (714) 250-1 1 14 To: LEIGHTON AND ASSOCIATES, INC. January 26, 1996 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard Newport Beach, California 92658 Geotechniml and Environmental Engineering Consafanls Project No. 1950076-01 Attention: Mr. Leif Thompson Subject: Geotechnical Evaluation and Remediation Recommendations of SrPpage Problem along the Natural Slope North of Lower Campus Parking Lot, Hoag Memorial Hospital Presbyterian, Newport Beach, California Introduction In accordance with your request, Leighton and Associates, Inc. (Leighton) has performed geotechnical evaluation of the seepage problem along the natural slope north of the lower campus parking lot. We have provided this report to present our findings, conclusions and recommendations. Scope of Work The scope of our work included the following tasks: Review of available reports and maps pertinent to the site; Field reconnaissance and mapping of the geology units exposed on the slope; Sampling of representative materials for laboratory testing; Laboratory testing to determine in -situ density, moisture content and strength characteristics of the onsite soil; Engineering analysis of collected data, including slope stability analysis and design of subdrain system; Attendance of a meeting with the project team members; and Preparation of this report presenting our findings and recommendations. 17791 COWAN, IRVINE, CA 927I4 (714) 250-1421 • (800) 253-4567 FAX (714) 250-1114 1950076-01 Findin as The natural slope consists of two distinct layers of terrace deposits underlain by bedrock. The upper layer of the terrace material is predominantly fine grained, silty sand, and light brown in color. The lower layer consists of gray, moist to wet, sandy silt. The bedrock is of Monterey Formation, with slightly out -of -slope bedding. Two cross -sections representative of the slopes are presented on Figures 1 and 2. The geology of the slope is depicted on Plate 1 (in pocket). During our site visit, it was observed that the lower terrace materials were generally wet, confirming the report that the seepage mostly occurred in the lower terrace deposit. In addition, our laboratory test results indicated a high moisture content in the lower terrace materials, with a degree of saturation close to 100 percent. Direct shear tests were performed on representative samples of the upper and lower terrace materials. The test results, presented in Appendix A, are summarized below. Material Phi (degrees\ Cohesion (psfl Upper Terrace 28 380 Lower Terrace 30 250 Utilizing the above strength parameters, analysis was perform to evaluate the stability of the existing slope using the Modified Bishop Method. The strength parameters of the bedrock are assumed to be 32 degrees and 300 psf. The analysis shows that the existing slope has a minimum factor of safety of 1.5. Computer printouts of the analysis are included in Appendix B. Conclusions The existing natural slope is stable in its natural configuration. Subdrains should be provided to intercept the seepage and outlet the water to proper drainage devices. Recommendations Two alternatives are considered for the subdrain system. These are a replacement fill and a cutoff trench (see Figure 3). The replacement fill is the preferred alternative. From a construction standpoint, the backcut of the replacement fill is more stable than the vertical cut for the trench where excessive caving may be encountered. Our analysis indicates that the temporary backcut for the replacement fill has a minimum factor of safety of 1.1. From an economical standpoint, the backcut exposed during construction of the replacement fill may also be used for the planned fault study, and additional trenching may not be required. LEIGNTON AND ASSOCIATES, INC 1950076-01 Excavation for the backcut should be monitored by an engineering geologist to confirm our preliminary findings and the design of the subdrain. Details of the replacement fill subdrain system are presented on Figure 4. Subdrain outlets should be provided at approximately 100-foot horizontal intervals. The outlets should be located at the toe of the slope and could drain into the v-ditch located at the toe of the slope, or other suitable drainage device. We recommend that the subdrain outlets be located as low as possible, while still providing positive drainage. Future grading, if necessary, should be performed in such a way that it will not adversely affect the stability of the slope. Reducing the slope height and flattening the slope inclination are two ways to improve the stability of the slope - If you have any questions regarding this report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. DJCTEAS/kkg Attachment Distribution: Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Djan Chandra, RCE 50068 Senior Project En.ineer dward A. Steiner, CEO- 1408 Associate Geologist Figure 1 - Cross -Section A -A' Figure 2 - Cross -Section B-B' Figure 3 - Subdrain Alternatives Figure 4 - Replacement Fill Subdrain Details Plate 1 - Geology Map (In Pocket Appendix A - Laboratory Test Results Appendix B - Slope Stability Analysis (3) Addressee (1) David Boyle Engineering Attention: Mr. Joe Boyle -3- LEIGHTON AND ASSOCIATES, INC CROSS-SECTION A -A ' HOAG HOSPITAL Project No Scale Eng./Geol Drafted by Date 1950076-01 T'r20' EAS/DJC KP 1/26/96 TLJ Figure No.1 • , . I r I : j . : " : ; : . 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I ; .1 1,j.'; ;!:;:•• 'I'1:!!i 1,:ii'•' !i..::. !!!!!!!4 •,,;':: !t; :, •0!: .4;f:!:: ij 141!".41'iiirl il •!1. L " : I : : • j j, , ii i'; ji, j : j; : • ! 1 • 1. ! • . , .. / . , , ,,,,, , „. •,„ I 1 : j • I W l• i j II - , : j • 1 . ! . ; ; . ;1;11;11 1 r! ri r ,r, !••••• ii• IILJi..• :cirjj ti.jij'''' -- 11 ji: - j;:- •-ir•Lr • -ill! - • . • . : 1 T 1, I, I , , / ; I 1 L. 11 i 55 ... II 11 15.1 • I I • 1 I, i' ; ' • 1 I FL ; 1 ' t :• I ; ' ' 1 I 1 ' •1 ' ' 1 • i, ! li i I • I ' ' I I 11 i : I !, ' ' PI I I 1 i ' ! ; ' ; • 1 ; 1 I L' • . . , I ; ; 1 ; CROSS-SECTION B-B' HOAG HOSPITAL III I Project No Scale En9./Geol Drafted by Date 1950076-01 nw 1"::201 EAS/DJC KP 1/26/96 Figure No. 2 MIRADRAIN 6000 CR EQUIVALENT PERFORATED 4" PIPE ALTERNATIVE 1: REPLACEMENT F'iLL WITH SUBDRAINS (SEE FIGURE 4 FOR DETAILS) PLASTIC SHEETING CLASS 2 PERMEABLE MATERIAL PERFORATED 4" PIPE ALTERNATIVE 2: CUTOFF TRENCH SUBDRAIN ALTERNATIVES Project No. Project Name Engineer Date 1950076-01 Hocg Hospital DJC 1/26/96 Figure No. 3 MIRACRAIN 5000 OR EQUIVALENT (1' WIDTH @ 10' SPACING) OUTLET PIPES 4" NON —PERFORATED PIPE 100' MAX. HORIZONTAL SPACING 2% \ KEY IH EQUIPMENTTSIZE\ (12 to 15') 2 MINIMU CALTRANS CLASS II PERMEABLE OR #2 ROCK (3FT3/FT) WRAPPED IN FILTER FABRIC MIN OUTLET PIPE i NON PERFORATED i BACKCUT 1:1 OR FLATTER I POSITIVE SEAL SHOULD BE PROVIDED AT THE JOINT 12" MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6' FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIV.) • T—CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE • SUBDRAIN INSTALLATION — Subdrein collector pipe shell be installed with perforations dawn ar, unless otherwise designated by the geatechnical consultant. Outlet pipes should be non —perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly soaced per fact. Perforations shall be 1/4" to 1/2" if drilled holes are used. All subdrain pipes shcll have a gradient at least 2% towards the outlet. • SUBDRAIN PIPE — Subdrein pipe shed be ASTM 02751, SDR 23.3 or ASTM D1527, Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. • All outlet pipe shall he placed in a trench no wider than twice the subdrain pipe. Pipe shall be in soil of 5E230 jetted or flooded in place except for the outside 5 feet which shall he native soil backfill. REPLACEMENT FILL SURDRAINS Project No. Project Ncme Engineer Date 1950076-01 Haag Hospital DJC 1/26/96 Figure Na. 4 2500 2000 a 1s00 0 w a an an = lees 500 0 To s 500 1000 1500 2000 251 NORMAL STRESS (pm?) Test Method : ASTM D3080-90 Rate of Shear (in/min) : 0.05 Type of Specimen : Undisturbed Boring No. - Dry Density (pcf) 87.8 Sample No Moisture Content (%) Depth (ft) 10 Before Test : 33.5 Description Lower Otm After Test : 33.5 Friction Angle (deg.) 30.0 Cohesion (psf) 250 Remark : Ultimate Strength 0 DIRECT SHEAR TEST RESULTS Project No Project Name Hoag Hospital Date 1/26/96 Figure No A-1 1950076-01 !L 111 2508 2000 500 0 0 0 0 500 1000 1500 2000 25 NORMAL STRESS (p.f) Test Method : ASTM D3080-90 Rate of Shear (in/min) : 0.05 Type of Specimen : Undisturbed Boring No. Sample No. Depth (ft) Description 1 1.0 UDper 2tm Dry Density (pcf) Moisture Content (%) Before Test • After Test : 89.6 180 26 7 Friction Angle (deg.) 28.0 Cohesion (pst) 380 Remark : Ultimate Strength 00 DIRECT SHEAR TEST RESULTS Project No Project Name Date 1/26/96 1950076-01 Hoag Hosyital Figure No A-2 H cn } LEIGHTON AND ASSOCIATES, INC. HOAG HOSPITAL JOB NUMBER: 1950076-01 CROSS SECTION: A -A' m TRIAL FAILURE SURFACE: HOAG-A; Existing condition (F.S.=1.65) w 0 ti a trt m to N m m ti N / O 0 21.38 42.75 64.13 85.50 106.88. 128.25 149.63 171.00 X - AXIS (ft) ** PCSTABLSM ** --Slope Stability Analysis -- Run Date: Run By: Input Data filename: 1 Output Filename: 2 Plotted Output Filename: 3 1/19/ 1996 PROBLEM DESCRIPTION A -A': Hoag Hospital BOUNDARY COORDINATES 9 Top Boundaries 11 Total Boundaries Boundary X-Left Y-Left X-Rlght Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below And 1 .00 11.00 26.00 10.00 1 2 26.00 10.00 53.00 18.00 1 3 53.00 18.00 61.00 23.00 1 4 61.00 23.00 66.00 29.00 2 5 66.00 29.00 81.00 37.00 3 6 81.00 37.00 106.00 52.50 3 7 106.00 52.50 122.00 64.00 3 8 122.00 64.00 128.00 66.00 3 9 128.00 66.00 171.00 61.00 3 10 66.00 29.00 171.00 29.00 2 11 61.00 23.00 171.00 23.00 1 ISOTROPIC SOIL PARAMETERS 3 Type(e) of Foil Soil Total Saturated Cohesion Friction Pore Pressure Flex. Type unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 32.0 .00 .0 1 2 120.0 120.0 250.0 30.0 .00 .0 1 3 120.0 120.0 380.0 28.0 .00 .0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 600 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 6 Points Equally Spaced Along The Ground Surface Between X = 26.00 ft. and X = 61.00 ft. Each Surface Terminates Between X • 122.00 ft. and X • 145.00 ft. File: 2 01/19/96 14:36 Page 1 Unless further Limitation Were Imposed, the Minimum Elevation At Which A Surface Extends Is Y • .00 ft. 10.00 ft. Line Segments Define Each Trial failure Surface. * • Safety Factors Are Calculated By The Modified Bishop Method • • Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 54.00 18.63 2 63.95 19.58 3 73.77 21.47 4 83.37 24.29 5 92.65 28.01 6 101.54 32.59 7 109.95 38.00 8 117.81 44.18 9 125.05 51.08 10 131.60 58.63 11 136.18 65.05 Circle Center At X • 49.0 ; Y • 123.7 and Radius, 105.2 •• 1.637 ••• file: 2 01/19/96 14:36 Page 2 +p 4 cn X >- 2 LEIGHTON AND ASSOCIATES, INC. HOAG HOSPITAL JOB NUMBER: 1950076-01 CROSS SECTION: A -A': HOAG-A1 m TRIAL FAILURE SURFACE: Temporary Backcut (F.S.=1.30) m m 0 0 0 Go m ti N N m cTl ti N 0 21.38 42.75 64.13 85.50 106.88 128.25 149.63 171.00 X — AXIS (ft) •• PCSTABLSM •• --Slope Stability Analysis -- Run Date: 1/19/ 1996 Run 8y: Input Data Filename: HOAG-A1 Output Filename: 2 Plotted Output Filename: 3 PROBLEM DESCRIPTION A -A': Hoag Hospital; Temporary backcut BOUNDARY C00RD INATES 12 Top Boundaries 14 Total Boundaries Boundary X-Left Y-Left %-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Find 1 .00 11.00 26.00 10.00 1 2 26.00 10.00 53.00 18.00 1 3 53.00 18.00 61.00 23.00 1 4 61.00 23.00 62.00 22.00 1 5 62.00 22.00 77.00 22.00 1 6 77.00 22.00 78.00 23.00 1 7 78.00 23.00 64.00 29.00 2 8 84.00 29.00 101.00 49.00 3 9 101.00 49.00 106.00 52.50 3 10 106.00 52.50 122.00 64.00 3 11 122.00 64.00 128.00 66.00 3 12 128.00 66.00 171.00 61.00 3 13 84.00 29.00 171.00 29.00 2 14 78.00 23.00 171.00 23.00 1 ISOTROPIC SOIL PARAMETERS 3 Type(e) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Plez. Type Unit Wt. unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (paf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 32.0 .00 .0 0 2 120.0 120.0 250.0 30.0 .00 .0 0 3 120.0 120.0 380.0 28.0 .00 .0 0 A Critical Failure Surface Searching Method, Using A Random Technique for Generating Circular Surfaces, Nes Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces Initiate from Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 77.00 ft. and X 77.00 ft. Each Surface Terminates Between X • 122.00 ft. end X • 145.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y • .00 ft. 10.00 ft. Line Segments Define Each Trial Failure Surface. • • Safety Factors Are Calculated By The Modified Bishop Method • • Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 77.00 22.00 2 86.77 24.12 3 96.12 27.68 4 104.83 32.60 5 112.70 38.76 6 119.56 46.04 7 125.25 54.26 8 129.64 63.25 9 130.42 65.72 Clrcte Center At X • 67.8 ; Y • 87.9 and Radius, 66.6 ••• 1.302 ••• File: 2 01/19/96 15:02 Page 1 File: 2 ❑1/19/96 15:02 Page 2 4) U7 H X •, LEIGHTON AND ASSOCIATES, INC. HOAG HOSPITAL JOB NUMBER: 1950076-01 CROSS SECTION: B-B'; HOAG-B In TRIAL FAILURE SURFACE: Existing Condition (F.S.=1.64) N O 0 21.25 42.50 63.75 85.00 106.25 • 127.50 148.75 170.00 X - AXIS (ft) •• PCSTABLSM ** --Slope Stability Analysis -- Run Date: Run 8y: Input Data filename: HOAG-8 Output Filename: 2 Plotted Output Filename: 3 1/23/ 1996 PROBLEM DESCRIPTION 8-8': Hoag Hospital; Existing condition BOUNDARY COORDINATES 6 Top Boundaries 8 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below end 1 .00 15.00 36.00 17.50 1 2 36.00 17.50 47.00 24.00 1 3 47.00 24.00 60.00 31.00 2 4 60.00 31.00 86.00 44.00 3 5 86.00 44.00 120.00 65.00 3 6 120.00 65.00 170.00 63.00 3 7 60.00 31.00 170.00 31.00 2 8 47.00 24.00 170.00 24.00 1 ISOTROPtC SOIL PARAMETERS 3 Type(s) of Soil Sail Total Saturated Cohesion Friction Pore Pressure Plez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 32.0 .00 .0 0 2 120.0 120.0 250.0 30.0 .00 .0 0 3 120.0 120.0 380.0 28.0 .00 .0 0 A Critical Failure Surface Searching Method, Using A Random Technique for Generating Circular Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 10 Points Equally Spaced Along The Ground Surface Between X = 30.00 ft. and X = 47.00 ft. Each Surface Terminates Between X = 120.00 ft. and X = 150.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation File: 2 01/23/96 19:19 Page 1 At Which A Surface Extends Is Y = .00 ft. 10.00 ft. Line Segments Define Each Trial Failure Surface. * • Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 35.67 17.48 2 45.66 17.23 3 55.64 17.96 4 65.50 19.64 5 75.15 22.26 6 84.50 25.80 7 93.47 30.22 8 101.97 35.49 9 109.92 41.56 10 117.25 48.36 11 123.89 55.83 12 129.78 • 63.91 13 130.18 64.59 Circle Center At X • 43.2 ; Y 120.9 and Radius, 103.6 ••• 1.841 e•• File: 2 01/23/96 19:19 Page 2 4- U) X 410, LEIGHTON AND ASSOCIATES, INC. HOAG HOSPITAL JOB NUMBER: 1950076-01 CROSS SECTION: B-B'; HOAG-B1 in TRIAL FAILURE SURFACE: Temporary Backcut (F.S.=1.53) N ID 0 0 0 In co m N m CD 0 m u� 1 I 1 21.25 42.50 63.75 85.00 106.25 • 127.50 148.75 170.00 X - AXIS (f t) •• PCSTABLSM •• --Slope stability Analysis -- Run Date: 1/23/ 1996 Run By: Input Data Filename: HOAG-81 Output Filename: 2 Plotted Output Filename: 3 PROBLEM DESCRIPTION 8-13': Hoag Hospital; Temporary Beckcut BOUNDARY COORDINATES 9 Top Boundaries 11 Total Boundaries Boundary X-Left Y-Left X-Right Y-Rlght Soil Type No. (ft) (ft) (ft) (ft) Below end 1 .00 15.00 36.00 17.50 1 2 36.00 17.50 47.00 24.00 1 3 47.00 24.00 48.00 23.00 1 4 48.00 23.00 63.00 23.00 1 5 63.00 23.00 64.00 24.00 1 6 64.00 24.00 71.00 31.00 2 7 71.00 31.00 86.00 44.00 3 8 86.00 44.00 120.00 65.00 3 9 120.00 65.00 170.00 63.00 3 10 71.00 31.00 170.00 31.00 2 11 64.00 24.00 170.00 24.00 1 ISOTROPIC SOIL PARAMETERS 3 Type(*) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 300.0 32.0 .00 .0 0 2 120.0 120.0 250.0 30.0 .00 .0 0 3 120.0 120.0 380.0 28.0 .00 .0 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 200 Trial Surfaces Have Been Generated. 200 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X 63.00 ft. and X = 63.00 ft. Each Surface Terminates Between X = 120.00 ft. and X = 160.00 ft. File: 2 01/23/96 19:21 Page 1 Unless further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y • .00 ft. 10.00 ft. Line Segments Define Each Trial Failure Surface. • • Safety Factors Are Calculated By The Modified Bishop Method • • Failure Surface Specified By 9 Coordinate Paints Point X-Surf Y-Surf No. (ft) (ft) 1 63.00 23.00 2 72.82 24.87 3 82.37 27.84 4 91.52. 31.89 5 100.14 36.95 6 108.14 42.96 7 115.39 49.84 8 121.82 57.50 9 126.60 64.74 Circle Center At X 51.6 ; Y • 109.9 and Radius, 87.7 ••• 1.532 ••• File: 2 01/23/96 19:21 Page 2 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■slA■■■■■■■1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ =1 �, �... - - 11.■ �■■�����■■■a ,\ ���1_ _� ■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■ ltI■■■■■■■■■■■®.�7■■■■■■■■ ■■■s■Cs�mommomma �■■■■■■■■■■■■■■■III■" ' is �11 ■■■■■■■■■■■■■■■■■■■■■■■��■■■■I'm 1 1 IIIIII11111�! : oC 1111�111111111111��11•.■� � �■■■■■■■■■■■��■■■■mignmAgginnimmommignmom 1111111111111111111111111111111111111111111111111111111111 M■■■■�i 111■■■■■►■■■■■■■■■■■■1M11111t1■■■■■■■■■■■■■■■11111 LIIIIIIIIIIIIII1111111111111111111111111.�. �iiiiI E■�i 1. ,i . ■■■■■■■I■■I■■U■■ISilrlii■ImWI■■■ ! ■■■■■■r■■■■■dUUt a■■11■■■■■■■■■■■■■■■■■■■■■■■■■■■�i■I■■■■■■■■■■■■■■■■■■■■■riiEC■■■■■■■■■■■IC�■■■■■■■■■■■■■■■■■■■■■ ■!17■■■■■■MIA■E5■EE■EE ;M iMEEml�m����������������-- �.�����.�mmmmi •I■fl■■M I■■■_■■■■■■■■■■■■■■■■■■■■■■■■iC��_ �_ y , ■Yi■■■■■■I■■■■■■■■■■■■f'fWMEMMAMI [NN■■CCC■ C■■■■■■Mull■■■■■ TIIREMMEMMOMMEMMEMMU■ 1► agEMME EM■■MBE■MOMMI IMMUM IMMINNEggg\g\II�I■■■� a■Y■■■■■ 1a 2MMi■■■■■■■■ ■■■■■■■■t3N>a!'Sl��■E�U! ! �■■■L1H'I!�■E111■■■■■■■■ ��A■►��'611a■*.1!�■■■11►►���.�■■��■.���....�. 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INLET ND TO BE REO OSfD -O 08 (E) %1 1.03 INv I j�111' (3.35m) 11 • 1 G=1671'29' 1 � R-45.00' 13.72m) (('S96m) Ta6.53' (1.99m) 38' Rao) 3r PPE INLET TYPE GO CALTRANS 51D. D75 4.00, DETAIL MANHOLE NO. 4 CONSTRUCT 36' RCP (2000-D) CONSTRUCT 18' RCP (2000-D) CONSTRUCT MANHOLE NO. 4 PER CITY OF' NEWPORT BEACH STD-308-L CONSTRUCT JUNCTION STRUCTURE N0. 1 PER CITY OF NEWPORT BEACH STD-310-L CONSTRUCT JUNCTION STRUCTURE NO. 2 PER CITY OF NEWPORT BEACH STD-311-L CONSTRUCT LOCAL DEPRESSION PER CITY OF NEWPORT BEACH STD-304-L CONSTRUCT CONCRETE COLLAR PER CITY OF NEWPORT BEACH STD-313-L CONSTRUCT 3' AC / 14' AB OR AS DIRECTED BY SOIL ENGINEER. CONSTRUCT 6' CURB AND GUTTER PER CITY OF NEWPORT BEACH STD-182-L SCALE 1' - 4' CONSTRUCTION NOTES E (E1RRAE. (E) z � REMOVE EXISTING UTILITY OR IMPROVEMENT. SAWCUT AND REMOVE EXISTING CURB AND GUTTER. SAWCUT AND REMOVE EXISTING AC PAVEMENT. PROTECT EXISTING UTILITY. CONSTRUCT PIPE INLET, TYPE GCP PER CALTRANS STD. D75. ABANDON AND BACKF1LL NATH 1 SACK SAND -CEMENT SLURRY, PLUG BOTH ENDS WITH 2000 p.s.i. CONCRETE. CONSTRUCT 36' THICK 1 SACK SAND -CEMENT SLURRY CUTOFF WALL BOTTOM OF TRENCH TO TOP OF TRENCH. GRANS PROPOSED RETAINING AND MONUMENT WALL PER SEPARATE PLAN M.ANNOLE No. 4 VAWIla A = 45' (36'RCP) 90' (18'RCP) B = 18" AND 36' C = 6.50' (1.98m) C1 = 4.00' (1.22m) D1 = 36" D2=48' E = 8.16' (2.49m) L = 9.00' (2.74m) M=3.83'(1.17m) RIM = 8.70 0 0 O SD STA. 4+58.00 SD STA. 4+51.50 PJ. ST STA. 15+16A1 SD STA. 4+50.00 DOST. 18' RCP TO BE ABANDONED (SEE PLAN '8' 38' RCP 0911 \ TEND IGu1 18' 2' rGUT. 1 II \ 5 PT: 1 i PROTECT DOSE. ACCESS RAMP ND S OEWNX EX. WALK DETAIL LINE 'D' SCALE 1' - 5' 11 ST STA. 15+02.81 OCR MNE b' SD sTA. 0+12.02 E INLET PROTECT 04D OF EXIST. 18' RCP THIS PLAN ACCURATE FOR DRAINAGE ONLY SEE SHEET 3 FOR PLAN VIEW BASIS OF BEARINGS; THE BEARINGS SHOWN HEREON ARE BASED ON THE LINE BETWEEN ORANGE COUNTY SURVEYOR'S HORIZONTAL CONTROL POINTS 'GPS 6261' AND 'GPS 6284' BEING N 16'10'09" W, PRELIMINARY. (NEAD 83, 1990 ADJUSTMENT) BENCH MARK: ELEVATIONS THIS PLAN PER COUNTY OF ORANGE, CALIF. B.M. NB 2-7-77 ALUMINUM CAP 3 3/4 INCH DIAMETER ON THE SOUTHERLY SIDE OF PACIFIC COAST HIGHWAY, ABOUT 400 FEET EASTERLY FROM BALBOA BOULEVARD (OR SUPERIOR AVENUE) ON THE SOUTH- WEST CORNER OF A 7x4.5 FOOT CATCH BASIN, THE CAP BEING 4.2 FEET BACK OF THE CURB FACE, SET WITH EPDXY. ADJUSTED 1986, ELEVATION- 6.551 1Prem1p1Dlrsdl by MEN GIINIEIElY&II? C 2078 3. GRAND AVE.W SANTA ANA CA 92705 PH: 714-957-8144 FAX:714-957-8499 z %0YESS/0er c' No. 18559 1\# EXP.6/30/01 4 " CIVW 'I HEREBY CERTIFY THAT THIS PLAN HAS BEEN PREPARED UNDER MY SUPERVISION' (( DAVID A. BOYL R.C.E. 1855? LIC. EXP. JUNE 30, 2001 ". /0-17-97 DATE APPROVED FOR CONCEPT AND ADHERENCE TO CRY STANDARDS AND REQUIREMENTS ONLY. CITY IS NOT RESPONSIBLE FOR DESIGN ASSUMPTIONS AND ACCURACY. CITY ENGINEER DATE HOAG HOSPITAL SUPPORT SERVICES BUILDING STORM DRAIN PROFILES / DETAILS REV. BY DESCRIPTION REVISIONS APP'D DESIGNED DRAWN CHECKED DATE CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT SHEET L. OF 7 0 0 0 TRAFF PB O TRAFF PB RAFF PB • 30'SD — —12'S— o WEST SMH TRAFF PB O 3'GAS— I WEST �\\'2 PVC\ N 9'16' RCP5'46' CD 3 SD STA. 5+61.85 EC JOIN EXIST. 36' RCP E/G-12'WW 30'SD CALTRANS 3'GAS— TRAFF PB EX. 18' RCP, SEAL OPENING WITH 19 2000 pa.i. CONCRETE AND FORM TO PROVIDE SMOOTH INSIDE SURFACE • ST LT ILOPC Sall XISTING ASPH. CURB ST LT PE COAST 15WIS 'N - GAS CONTRACTOR DOSING 8"S TOP OF PIPE TO 36' RCP TO POTHOLE TO CONFIRM ELEV. PRIOR CONCRETE EASBIENT COAST HWY PROTECT EXISTI DU NG 36" RCP Fl OPENING W PROVIDE REINFORCBI REMOVAL B ACROSS 2000 psi TH SURFACE COAST 12.02' ENING AND NCRETE FOR NSIDE MANHO ST STA. 15+08.41 t INLET BREAK INTO COSTING CATCH BASIN PROTECTING DC REARS DURING PENETRATION. BEND EX. MARS INTO COLLAR PER MODIFIED CITY OF NBYPORT BEACH STD-312-L CASE 1 ST LT PH TRAFF ON Ng 18. PLUG END RE 8- HIGHWAY 'a DRAIN SD STA. EC ST LT PB • HIGHWAY ST LT EXISTING SOW TRAFFIC / —J 0 UJ SD ST 1+00.00 P VENT PIPE PROTECT CONCRETE STING ATH PROPOSED RETAINING MONUMENT WAU. PER LANDSCAPE PLANS WEST COAST HVY. ST. STA. 2+66 SD STA. 1+00.00 MANHOLE ND. 4 PER SCALE: 111=20' oct PROTECT AC BIKE IN P EDISON VAULT TROF PB STING CO OR TO DETERMINE EXISTING 3" GAS NE DEPTH AND LOCATION PRIOR E(CAVATTON. • o IN AND BLEND NEW SIDEWALK TO COSTING CONCRETE PAD PER PRECISE GRADING Ct- Ct SOtflUKIES CONSTRUCT 36' RCP (1500-D) CONSTRUCT 113" RCP (1200-D) CONSTRUCT 12" PVC, SCH 40, DRAIN LINE. CONSTRUCT Er PVC, SCH 40, DRAIN UNE. CONSTRUCT MANHOLE NO. 4 PER CRY OF NEWPORT BEACH STD-308-L. CONSTRUCT JUNCTION STRUCTURE NO. 1 PER CRY OF NEWPORT BEACH EgIIIVEL JUNCTION STRUCTURE NO. 2 PER CITY OF NEWPORT BEACH CONSTRUCT LOCAL DEPRESSION PER CITY OF NEWPORT BEACH STD-304-L CONSTRUCT CURB INLET WPE OL PER CITY OF NEWPORT BEACH STD-306-L CONSTRUCT CONCRETE ENCASEMENT PER CITY OF NEWPORT BEACH CONSTRUCT CONCRETE COLLAR PER CITY OF NEWPORT BEACH STD-313-L CONSTRUCT CONNECTION ASSEMBLY,_ CASE 2, PER CITY OF NEWPORT BEACH STD-312-L ANGLE=70' WITH 3 FT. LONG STUB, PLUGGED, SCH 40 PVC CONSTRUCT FC PVC INTO INLET. CONSTRUCT 3" AC / 14" AB OR AS DIRECTED BY SOIL ENGINEER. CONSTRUCT 6" TYPE A CURB AND GUTTER PER aw OF NBYPORT BEACH STD-182-L TO MATCH DUSTING. CONSTRUCT CONCRETE SIDEWALK PER CRY OF NEWPORT BEACH STD-180-L CONSTRUCT ACCESS RAMP PER CITY OF NEWPORT BEACH STD-181 -L-A&B REMOVE DISTING UTILJTY OR IMPROVEMENT. CONSTRUCT NEW 113" R.C.P. OURS AND CONNECTION REMOVE EXISTING JUNCTION STRUCTURE. PROTECT EXISTING PIPES. REMOVE 36" RCP INTO JUNCTION STRUCTURE. SEAL OPENING WITH 2000 p.s.i. CONCRETE. SAWCUT AND REMOVE EXISTING CURB AND GUTTER. SAWCUT AND REMOVE EXISTING AC PAVEMENT. SAWCUT AND REMOVE EXISTING SIDEWALK. PROTECT BUSING UTILITY. CONSTRUCT PIPE INLET, TYPE GCP PER CALTRANS STD. D75. ABANDON AND BACKFILL WITH 1 SACK SAND -CEMENT SLURRY, PLUG BOTH ENDS WITH 2000 p.s.i. CONCRETE CONSTRUCT 36' THICK 1 SACK SAND -CEMENT SLURRY CUTOFF WALL BOTTOM OF TRENCH TO TOP OF TRENCH. CURVE DATA THIS PLAN ACCURATE FOR DRAINAGE ONLY SEE SHEET 4 FOR PROFILES BASIS OF BEARINGS; THE BEARINGS SHOWN HEREON ARE BASED ON THE UNE BETWEEN ORANGE COUNTY SURVEYOR'S HORIZONTAL CONTROL POINTS 'CPS 6261' AND 'GPS PREUMINARY. (NEAD 83, 1990 ADJUSTMENT) ELEVATIONS THIS PLAN PER COUNTY ALUMINUM CAP 3 3/4 INCH DIAMETER ON THE SOUTHERLY SIDE OF PACIFIC COAST HIGHWAY, ABOUT 400 FEET EASTERLY FROM BALBOA BOULEVARD (OR SUPERIOR AVENUE) ON THE SOUTH- WEST CORNER OF A 7x4.5 FOOT CATCH BASIN, THE CAP BEING 4.2 FEET BACK OF THE CURB FACE, SET WITH EPDXY. tErrepszedl by IERTGIINIELEIRING 'I HEREBY CERTIFY THAT THIS PLAN HAS BEEN PREPARED UNDER MY SUPERVISION' DAVID A. BOYLE R.C.E. 18559 LIC. EXP. JUNE 30, 2001 DATE APPROVED FOR CONCEPT AND ADHERENCE TO CRY STANCARDS MO REQUIREMENTS ONLY. CITY IS NOT RESPONSIBLE FOR DESIGN ASSUMPHONS MO ACCURACY. CITY ENGINEER DATE HOAG HOSPITAL SUPPORT SERVICES BUILDING STORM DRAIN IMPROVEMENTS PLAN VIEW DESCRIPTION APP'D DESIGNED DRAWN REVISIONS CHECKED DATE CITY OF NEWPORT BEACH PUBUC WORKS DEPARTMENT THIS PLAN ACCURATE FOR DRAINAGE ONLY SEE SHEET 4 FOR PROFILES BASIS OF BEARINGS; THE BEARINGS SHOWN HEREON ARE BASED ON THE UNE BETWEEN ORANGE COUNTY SURVEYOR'S HORIZONTAL CONTROL POINTS 'CPS 6261' AND 'GPS PREUMINARY. (NEAD 83, 1990 ADJUSTMENT) ELEVATIONS THIS PLAN PER COUNTY ALUMINUM CAP 3 3/4 INCH DIAMETER ON THE SOUTHERLY SIDE OF PACIFIC COAST HIGHWAY, ABOUT 400 FEET EASTERLY FROM BALBOA BOULEVARD (OR SUPERIOR AVENUE) ON THE SOUTH- WEST CORNER OF A 7x4.5 FOOT CATCH BASIN, THE CAP BEING 4.2 FEET BACK OF THE CURB FACE, SET WITH EPDXY. tErrepszedl by IERTGIINIELEIRING 'I HEREBY CERTIFY THAT THIS PLAN HAS BEEN PREPARED UNDER MY SUPERVISION' DAVID A. BOYLE R.C.E. 18559 LIC. EXP. JUNE 30, 2001 DATE APPROVED FOR CONCEPT AND ADHERENCE TO CRY STANCARDS MO REQUIREMENTS ONLY. CITY IS NOT RESPONSIBLE FOR DESIGN ASSUMPHONS MO ACCURACY. CITY ENGINEER DATE HOAG HOSPITAL SUPPORT SERVICES BUILDING STORM DRAIN IMPROVEMENTS PLAN VIEW DESCRIPTION APP'D DESIGNED DRAWN REVISIONS CHECKED DATE CITY OF NEWPORT BEACH PUBUC WORKS DEPARTMENT . I DATE I• 'BY { - APP'D • DATE\ I :BY"I ., PA �C �y • DESCIPTION...• COt4O. 07EWA1.-1/e. Fag, 1- A.1-Eb1C-Por �• Oyy� T�Y\ UV rt'' .. 4•s1-6 • IA CQ,q-S r 1SF-117 CaY,I7I� l,c MIN SECTION E y•:t: S. CON° GURt7 .tl CgLI-TT:-- • L 1 • PROFILE "A11 & ''SECTIOrA- SCALE: I" = 40' HORIZ:, 1" = 10' VERT. DATE OF TQPOGRAPHII : SURVEY : JANUARY 1993 NOTICE TO CONTRACTOR CONSTRUCTION CONTRACTOR AOREES THAT IN ACCORDANCE? WITH GENERALLY 'ACCEPTED • CONSTRUCTION PRACTICES. CONSTRUCTION. CONTRACTOR WILL BE REQUIRED: TO ASSUME' • SOLE AND COMPLETE,RESPONSIBILITY FOR JOB SITE CONDITION 'DURING THE •COURSE;bF• : ' CONSTRUCTION nURPROJECT, OPLGF LUOTHATTHIREQIE THALLBEMADETOAYCONII Ly AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND CONSTRUCTION CONTRACTOR FURTHER' AGREESTODEFEND. INDEMNIFY, AND HOLD DESIGN PROFESSIONAL. HARMLESS FROM ANY AND ALL • LIABILITY, REAL OR ALLEGED,' IN CONNECTION WITH THE PERFORMANCE ,OF WORK ON' ri4is PROJECT. EXCEPTING' LIABILITY ARISING FROM THE SOLE NEGLIGENCE.- OF DESION PROF):S.. SIGNAL. APP'D • T•G- 1610. _o14•'r• vi x i'O� `ems •4.e. 2.00T OIPE1,It1n SECTION C-C PLAN' CURB 81 GUTTER OPENING DETAIL N .T. S. • V-t71TOFt W.E. PETAI L_ HAUL ROAD SECTION D - D N.T. S. PESCIPTION . REVISIONS 1 Mom • PRopE.tZT r LIt.IE, FH • (^=1•IbE12M' 1�1 T:.eah1' RH DRAIN, BEDDING PER CITY STD-106-L. �� tM DRAIN, BEDDING PER CITY STD-106-L. RM DRAIN, BEDDING PER CITY STD-106-L. �R14 DRAIN, BEDDING PER CITY STD 106-L.: H DRAIN, BEDDING PER CITY STD 106-L.-• —�, 4 DRAIN, BEDDING PER CITY STD 106-L. CITY STD-305-L (LENGTH (L) AND DEPTH PSOPEcT—/ LANCE.. —60 TY STD-304-L. ',SILTING RISER WITH GRATE PER DETAIL 6, R DETAIL 7,• SHT. 4. HOLE PER DETAIL 5, SHT. 4. PER DETAIL'9. SHT. aIIDETAIL 1, SHT. 4.. ITION PER DETAIL.2, SHT. 4. P1COIebio C WIDE) PER DETAIL 4, SHT. 4. Glza ve. HOR PER DETAIL 10, SHT. 4. RISER AND OUTLET PIPE.. 50 60 EXISTING 30" R.C.P. WITH CONCRETE Fle014?sE17 e'a1.OF r, /TCH BASIN BY CORE DRILL. GROUT AND EXIST SwPLt. . ,'ry (2) BAGS HIGH AT TOE OF SLOPE. RADE. . NO. 7-A)- TO GRADE., CONTRACTOR TO PT. AND HOAG ENGINEERING PERSONNEL ON' 40 30 20 PROI°oGGp 20' W1OE VIEWFAK3A TO [1jr- PEt710A` e2 TO CI-1•-/ OF NEWPOICV e'Ep.C-H OIVE121 t.14, CSel-A“3H ) WALL... • EXIST. 50 2 N111J. COVER r •�o D CONCRETE V-DITCH. . FND GUTTER, 6" CURB FACE,'PER CITY STD- 40` , •--- 6" CURB FACE, PER CITY STD-182-L: ...CITY STD-182-L. PR• OVER A BASE MATERIAL. (STRUCTURAL ENGINEER AND APPROVED BY CITY PRIOR 'TO 'TH 4'-0", UNLESS OTHERWISE NOTED ON. "C", PER CITY STD-181-L-A 6 B. AIDEWALK AND A.C. PAVEMENT PER PLAN. PITAL SIGNAGE AND TRAFFIC SIGNAL SIGN.. :TED IN PLACE, OR RE -LOCATED AS ' l cd • :XISTING GAS. AND ELECTRICAL LINES PRIOR 9; SHT. 4.' . , 1VER HAUL ROAD (SECTION TO BE DETERMINED Tt1ZYG/.CE . K `.SEE• PETA- UNDERGROUND•STRUCTURES ALL UNDENCROUND OLIVES OR STRUCTURES REPORTED AY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE taCATEO WITH THEIR APPR,OX. IMATE LOCATION AND EXTENT. THE OWNER BY ACCEPTNO THESE PLANS OR PRO• • CEEDINO WITII YPR0YLMENTS PURSUANT THERETO AOOEES TO ASSUME LIABLITY AND TO HOLD UJDERSIONED HARMLESS FOR ANY DAMABES RESULTNO FROM THE EXIST.' DICE OF UNOEROROUND UTILRES OR STRUCTURES NOT REPORTED TO THE UNDER- ' STONED: NOT INDICATED ON THE PUBLIC'' RECORDS EXAMINED: LOCATED AT'VARIANCE. ' • WITH THAT OR IS REOUIRED TO TAKETED DUE PRECAUTIONARY MEASURES EXAMINEOWN ON RECORDS PRDTECTD. THECTHERR UTILDn1Es 0R• STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL RE THE CONTRACTOR'S RESPONSIBILITY TO NOTFY THE OWNERS OF THE . UTILITIES OR •STPUCTURES CONCERNED BEFORE STARTNO WORK. �RIAN SHEET ,.3 OF 4 'SHEETS .:p LEGEND L Af 1 Qtms Qtm slt [Tm I GEOLOGIC MAP HOAG HOSPITAL PARKING LOT LOWER CAMPUS Proj.: 1950076-01 Engineer/Geologist: DJC I I Scale: -1" - 40' EAS I Drafting By: LAF / KP Date:1 126 / 96 LEIGHTON AND ASSOCIATES, INC. ARTIFICIAL FILL QUATERNARY AGE TERRACE DEPOSITS, MOSTLY 3ANDY QUATERNARY AGE TERRACE DEPOSITS, MOSTLY SILTY TERTIARY AGE, MONTEREY FORMATION APPROXIMATE LOCATION OF GEOLOGIC CONTACT ---7-- STRIKE AND DIP OF BEDDING —r— STRIKE AND DIP OF JOINT ATTITUDE B Be LOCATION OF GEOLOGIC CROSS - SECTION PLATE 1 E7. oo 'G• r.t0 • :°- . -he-r. G . et, ,aV pq C 2.00' OI,-EI4t14G,. cowc . cuw-,E17 4 GILITTFi1L (-7-/1"E "1i: ) CONc. 01J9_6 (TYPE"& SECTION C-C PLAN CURB & GUTTER OPENING DETAIL N .T. S. • V- tt1TGH t7E-VAt L HAUL ROAD SECTION D — D N.T, S. -o • 10 EX let •,,oRC. .' VAKIE' ' g.Gb Y.-4 a 1- 40 30 20 10 4 NU.` e 1 I21SEfz SEE DETAIL �rp� 2oU Jt4O T=11- E AF. C7 , -S= o• ocb a4arE At-I04012-. PE2TA1L a u. x.� 2p.gC.1-.F. 2 " (2oro-t' ) L.F.' 19 PROFILE SCALE: I''= 40 HORIZ. I" = Id VERT. P.V.G. 9C.4O. -co O1iY h �PIeo1�i�Z l - L111� PP0T2 S D \� 201WIPE. ..4 VIEWPAlLK YO t' J Q'•� tDE.PICA• TtO -'cc 60 ot-c`1 co } swoo CT -An-1i i0FILE IfBI' .Bs SECTION B—B ALE:. I" = 40' HORIZ., .I11 _ Id VERT. t / r '9' DATE 'BY OESCIPTION APP'D .DATE`. BY REVISIONS I ( OESCIPTION • APP'D NO zo N.T.S. I2" CP Id V . O. (. ) 50 40 ,'00 ? = 40' • . IST..:OS SULFUR TREATMENT FA�Gtt_I ; rick, Q KiTO • r �3.94 J0IN _ . t=omoMMf 221/2• it? J. c • b 1t2 •84�' 1' E3EC•,IN PJ?'» • Ob EM 7 Op • RRK1 "4r lD R1e At, kiGt LIMIT T NSTRLIOTION 1 � CL - ySs'4� T GHw4Y NOTE: FOR HORIZONTAL CONTROL PLAN SgE iEET NO. 3. CONSTVilinndi by CONS SOLE CONS THAT TO N DEFEI LIABII PROJ S ONA . ISFIVIRTIEISLIFIC Ismum AR ' Satt-$Cl Jun l TH I1/-III4N "I HEREBY CERTIFY THAT THIS PLAN • WAS . PREPARED UNDER .MY.SUPERVISION"' JOSE:PH 'L. BOYLE LIC: EXP. 3-31-98 L , R.C.E. 44497 • PS5-14 DATE. .,g 12, 16 33 S11H t.a./ . ...__1µ�x7{{.. CONSTRUCTION NOTES: CONSTRUCT 24" R.C.P. CONSTRUCT 15" R.C.P. CONSTRUCT 15" P.V.C. CONSTRUCT 12" P.V.C. CONSTRUCT 8" P.V.C. ( CONSTRUCT 6" P.V.C. ( CONSTRUCT CURB INLET (H) PER PLAN. CONSTRUCT LOCAL DEPRE CONSTRUCT 30" C.S.P. SHT.4. CONSTRUCT 12" X 12" AREA DRAIN PER DETAIL 7,• SHT. 4. CONSTRUCT INLET STRUCTURE AND MANHOLE PER DETAIL 5, SHT. CONSTRUCT CONCRETE TEPDACE DRAIN PER DETAIL 9. SHT. 4. • I% :If.'' .,:l..o &. iamli \ 1 rCR4^.1. •:;PM(':' v, 9i• 'i LC. :S ',� Xdi (2000-D) STORM DRAIN, BEDDING PER CITY STD-106-t. (2000-D) STORM .DRAIN, BEDDING PER CITY STD-106-L.. (SDR 35) STORM DRAIN, BEDDING PER CITY STD•106-L. (SDR 35) STORM DRAIN, BEDDING PER CITY,STD 106-L.: SDR 35) STORM DRAIN, BEDDING PER CITY STD 106-L. • SDR 35) STORM DRAIN, BEDDING PER CITY STD 106-L. TYPE OL-A PER CITY STD-305-L (LENGTH (L) AND DEPTH SSION PER CITY STD-304-L. (14 GUAGE) DESILTING RISER WITH GRATE PER DETAIL 6, 4. 13 CONSTRUCT`CONCRETE DOWNDRAIN PER DETAIL 1, SHT. 4.. CONSTRUCT DOWNDRAIN TO PIPE TRANSITION PER DETAIL,2, SHT. 4. CONSTRUCT CONCRETE lb -DITCH (3'-0" WIDE) PER DETAIL 4,,SHT. 4. REMOVE EXISTING CONCRETE V-DITCH. CONSTRUCT CONCRETE PIPE SLOPE ANCHOR PER DETAIL 10, SHT. 4. REMOVE EXISTING 24" C.S.P. INLET RISER AND OUTLET PIPE.: CONNECT 24" R.C.P. STORM DRAIN TO EXISTING 30" R.C.P.. WITH CONCRETE COLLAR PER CITY STD=313-L. • CONNECT DRAIN PIPE TO, EXISTING CATCH BASIN BY CORE DRILL.. GROUT AND,,:: EPDXY SEAL IN PLACE. PLACE SINGLE ROW OF SANDBAGS TWO (2) BAGS HIGH AT TOE OF SLOPE. RAISE EXISTING SEWER MANHOLE TO GRADE. RAISE EXISTING GAS'WELLHEAD (WELL NO. 7-A)' TO GRADE...CONTRACTOR.TO COORDINATE MITI/CITY. UTILITIES DEPT. AND HOAC. ENGINEERING. PERSONNEL ON; SHUTDOWN SCHEDULE. REMOVE EXISTING RETAINING WALL AND CONCRETE V-DITCH. CONSTRUCT TYPE ..."A". P.C.C. CURB AND GUTTER, 6" CURB FACE. 'PER CITY..S1'Dr 182-L. 'CONSTRUCT -TYPE "B":!..cP(C.C. CURB, 6" CURB FACE, PER CITY STD-182-L: CONSTRUCT TYPE ,"E" A.C.• CURB, PER'.CITY STD-182-L. CONSTRUCT ' .'ASPHALTIC CONCRETE OVER I BASE MATERIAL. (STRUCTURAL SECTION TO BE DETERMINED BY SOILS ENGINEER AND APPROVED BY CITY PRIOR.•TO ' PLACEMENT OF PAVEMENT). • CONSTRUCT-4" P.C.C. SIDEWALK (WIDTH 4'-0", UNLESS OTHERWISE NOTED ON: PLANS) • '• CONSTRUCT CURB ACCESS RAMP, CASE "C", PER CITY STD-181-L-A 6 B. REMOVE EXISTING CURB AND GUTTER SIDEWALK AND A.C. PAVEMENT PER PLAN. REMOVE EXISTING STREET LIGHTS, HOSPITAL SIGNAGE AND TRAFFIC SIGNAL SIGN',. REMOVE EXISTING CHAIN,LINK FENCE; EXISTING DRAIN LINES TO BE PROTECTED IN PLACE, OR RE -LOCATED AS NECESSARY.. • CONTRACTOR TO POTHOLE TO LOCATE EXISTING GAS AND ELECTRICAL LINES PRIOR TO START OF- WORK.' CONSTRUCT SPLASH WALL PER DETAIL 9; SHT. 4.' CONSTRUCT • BASE MATERIAL OVER HAUL ROAD (SECTION.TO BE DETERMINED. BY SOILS ENGINEER). - • HOAG MEMORIAL • HOSPITAL PRESBYTERIAN PHASE I .:.-GRAF)ING AND:• • PARKING LOT PLAN 'LOWER'::,CAMPUS,. ip SHEET 0? :4 2:111 :4 Y•,V 'C.i. !,''rk�.1b;�,}`#4:(44.':.:. u.: xi:.[....,, LEGEND Af ARTIFICIAL Fit QUATERNARY QUATERNARY TERTIARY AG APPROXIMATE --1 - STRIKE AND ---�- STRIKE AND B LOCATION Of OSPITALEAST TOWER APE WELDING agarg%SEWER WATER MASTER PLAN N 200': tAWuM fl1et USAGE Central Plant Meter Cancer Center Meter Child care Center Mete Cat Seviay Meter Support Services Meter Total tCS18W SIIMIA Muria Sewer Load • 80%atWater Wes Werth Sewer lead 320,000 d/ mate 31,000 d/month 15,000 d/ newt 10,000 d/month 30,000 d/month 406,000 d/math 4,872,000 d/year 4,872,000 d/Yee► 80% 3017,00 dyer •.• rn.,y (Basel On Bitty Bib) aimed On Utility Mb) (Bend On UtBRY Ns) (Assumed) • 24' PARKING STRURU0.e 12' �l\ • HOSPITAL ROAD I I I 1111111111111111111 11 in'1I1'11 NOTES: Q noe swam or We war roan velum Tsuchiyama & Kaino Consulting hiedemial Enemies V877 Von Kaman Avenue, Suite 100. • Irvine, CA 92614 • PH (949)756 056S • FAX (949)7560927 0 Cc, // IS .11 CO RIX SCALE: 1"=80'-0" AUGUST 30, 2001 TAA PRO). NO.. 1350.35 TM PRO]. NO. 00-171. tsiar 14 it :e1.:t'^ • POPOs pro- wags Satyr mi9 wipe pima* umP PHASE 1 DEVELOPMENT- EAST TOWER De athe d flnYldlg Peduabn la Water load Added Wang bows In Weer load Net bases San DetoolWnsd Bulling Reduction In Water Load Added OMNI Increase In Wit Load Net Increase LOWER CAMPUS CEIiRAL PANT Installed Cepa*/ Net Increase toCamps Watr Net Increase San Net Derma UTILITY CALaaATtiDNS 3 gpm per qpm 9gptn 27 gpm 756,864 dhow 9 ppm 252,288 d/year 2001 Water Ewe Tow Not Add Low Campus Central NAM Net Add 2006 Water 2001Sewer Eat Taw NMAdd Lower Campus Central Pert Net Add 2026 Sewer PACEFL 1 • (40,583) a9Jt (311,677) d/yew 277,295 wL 2,761,513 d/yer 2,456,836 d/year (40,583) p.Rr (249,342) d/you' 277,295 wa 2,214,811 d/ year 1,965669 d/Par 2600 ton 600 ton 100 ratans bleed maximum in traneous flow CAMPUS UTILITY LOADS • tone Instantaneous( flow (Wsd SNy) 4,872,000 d/mun 2,456,836 d/wain 756,864 d/warn 1,085,700 d/amum 3,897,600 d/man 1,965,469 d/wun 7;{213/ d/non 6,115,357 d/wean SLWOOKT SERVICES BUILDING 8- 12' 4' PARP'1r S(RUCNRE • HOSPETAL U AL ROAD 15' SEWER WATER NOTES: ❑I seas fa.-imn ce sawn Noma* V Tsuchiyama & Kaino Consulting Mechanical Engineers 17877 Von Kammn Avenue, Suite 100 Irvine, CA 92614 PH (949)756-0565 • FAX (9491756-0927 r1 PHASE 1 DEVELOPMENT EAST T0'. `, ER 40,583 SQ. FT. DEMOLITION 277,295 SQ. FT. AOOIT(ON WATER 2,456,836 CF/YEAR FED THRU EXISTING METER SEWER 1,965,469 CF/YEAR NEW 8P SEWER TO HOSPITAL ROM PHASE 1 DEVELOPMENT LOWER CAMPUS CENTRAL PLANT 600 TON NET ADO TO CAMPUS WATER 756,864 CF/YEAR NEW METER TO CITY MAIN SEWER 252,288CF/ EAR '5 JO A IA M SCALE: 1"=80'-0a AUGUST 30, 2001 TAA PRO). NO. 1350.35 T&K PROJ. NO. 00-171 ririr • DG PACIFIC rin -� PHASE SE 2 DEVEELOPMENT HEART INS UIUT[E 28,000 SQ. FT. DEMOLITION 60,000 SQ. FT. ADOITiON WATER 304,000 ff/YEAR FED THEW EKLSTING WATER METER f SEWER 307,200 ff/YEAR PARKING STRUCTURt i 15' Tsuchiyama & Kaino Consulting Mechanical Engineers 17877 Von Kaman Avenue, Suite 100 Irvine, CA 92614 PH (949)756-0565 • FAX (949)75609V 17 D SCALE: 1"-80'-0" AUGUST 30, 2001 TM PRO]. NO. 1350.35. T&K PRO]. NO. 00-171 NO 2010 0..• • Demekh d Eiidng Reduction in Water teed Added Sunni base to Water teed Net Oxman 2008 Water Mee &Adam Net Add 2010 Water 2038 Sea Mn Being Net Add 2010 Sewer PACiF 6.1, d/par/.9�L a0 a/y. lwjc. (97.500)MS (748,800) d/Yer 97,500 qiL 973,440 d/yaw 224,640 d/Yew 8r469,700 d/ wean 224,640 di annum 8,694,340 d/ amm 6,422,537 d/annum 179,712 d/annue 6,602,269 d/swum DUSTING WA1131 MAIN D1 UTRITYBfl . PHASE 3 DEVELOPMENT. FUTURE BUILDING 97,500 SQ. FT. DEMOLITION 95,500 SQ. FT. ADDITION WATER 224,640 CF/YEAR FM THWJ DOSTDIG PETER SEWER 179,712 CF/YCAR J, I,I n llll1 llp„I 1, n n, I 11„l 1 1 1 STRUCTURE HOSPITAL RAD ftlilllTrtrr ALTER t4TE L_ _ t - Tsuchiyama & Kaino Consulting Mechanical Engineers 17877 Von Kalman Avenue, Suite 100 kvine, CA 92614 • PH (949)756.0565 • FAX (949)756-0977 w • /' 11 / / I 11 1 ' <IND; n no IQT SCALE: 1nm801_0. AUGUST 30, 2001 TM PRO). NO. 1350.35 T&K PRO]. NO. 00-171 • • DAVID A. BOYLE ENGINEERING 2076 South Grand Avenue Santa Aria, CA 92705 (714) 957-8144 Fax: (714) 957-8499 DATE TO: ATTN: L_.AFC' RY L_: N c WALL LETTER OF TRANSMITTAL SUBJECT: I— cxklCR CAm('us I�!`lDrc L0 6�( WE ARE SENDING YOU: J'ATTACHED ❑UNDER SEPARATE COVER THE FOLLOWING ITEMS: COPIES DATE DESCRIPTION 1 1-1 b- S 7 'Re 1` IC p'S T f PASS= TrNm7 L -n «, GAL- 1 9/ a ( 'L /`/C.„ DA6C REr C- f rnAP THESE ARE TRANSMITTED AS CHECKED BELOW: ,'PER YOUR REQUEST ['FOR YOUR REVIEW REMARKS: []FOR YOUR INFORMATION 6.2( SIGNED 141-7^109'45 JOB NUMBER RECrivpn MAR 1 6 2005 FACILITIES DESIGN & CONSTRUCTION • • JOB NUMBER DAVID A. BOYLE ENGINEERING 2076 South Grand Avenue Santa Ana, CA 92705 (714) 957-8144 Fax: (714) 957-8499 DATE TO: c ATTN: ,k=Y F_,NSonJ WE AXE SENDING YOU: LETTER OF TRANSMITTAL SUBJECT: /%UA(6 71L- Fl tii11/T NO 1 =Ico -Loom- oLr S (0, /.1 C Ti j or- O,CA/k/ L /ti c IAI PC I- j ! 7Y of /1Jc1 5, M(k, ATTACHED 0 UNDER SEPARATE COVER THE FOLLOW DC; ITEMS: COPIES DATE DES(:RIPTION / * l-'ice 2,C&le- > Cc(1%),V5 S� li. SW cA)p; oi=,Pr. L: LoT I_ THESE ARE TRANSMITTED AS CHECKED BELOW: 'ER YOUR REQUEST ❑ FOR YOUR REVIEW FOR YOUR INFORMATION REMARKS: <. 3/'_ ; /9oW ��i,,., 4-3.0 C S (fin h • 'l pL /d iJLC/�, �.� Lu ?(- lt�.i a" ZS ��.��Ol �i�rre Join / n'{ lnnrr ( r!dal / 5iC€cdt /} 15tf / PV;/ 7) i J i G A T/ne repu(P,) aLfre CTGNED (96 HY7- Jao -./�_ wt�� �dr o �/'f. - i+Ltec D znn,( q_tl I.a/keri , 25 r,.s,.. +0 fore m..ere- il2, BASIS OF DESIGN STORM DRAIN FACILITIES FOR PACIFIC COAST HIGHWAY WIDENING HIGHLAND AVENUE TO ROUTE 55 Prepared for: CITY OF NEWPORT BEACH Prepared by: obcf2 `Beir1,`William`Frost 62c, c Issociatcs PROFESSIONAL ENGINEERS PLANNERS A SURVEYORS ro ionkk Uw oenkw.r Av./ oRoo..9:,e in R A1,2 ])OS JN 23627 August 25, 1987 Revised November 17, 1987 Revised January 18, 1989 •10,, 0-B9-02 ,tICr riv1W SEP 10 1996 Wm A. Boyle Engr. H 7- j&c-I(c JJF �Z Concentration Point Description ® ( Z) (9) (6-5-) F0001-331 FACILITY N0 9 NAME (!i2L f�Ya2nti v1 !_,_r/ro $arlilt/ M,iea/A?ric 4"QfC /n/rhn/ q/ea CohWo. / ah:G./ 'G!" Land Use F t in/hr /70 ip 3.o7 175Z 3.02 (5.3 re 2, 9i1 Discharge let) Calculated by - - Checked,by_ --_ FlowP Lgng 1.12-0 240 530 Slope ft /ft Ve C'/Z dG /lc 4 ,i.t✓/ „ V ft /sec DatanR& —Date _at ,71 Hydraulics and Notes n nolArn rio rota/ A/O trodc 3, ?pc /w/ Ahs.. 3 /o,dS-- 7 prf I ui q /q/ oret (U • Pa c, Cmgrn1 e a-v 10 .t/.cn'e C � •'a tar.( - n- rtt_Ati„rl co u,.,-,.Lc, 5 /re/ .'a.- r-t ,A/ea/ /7C a / r n , /re, 1, 4/rq Ili Concentration Point Description 0 F0001-331 No. Soil Group 1.4 Zl p Land Use C.Xr"r4 • tt min fl 11 4z 4 "7 (br )9 a • 0 n oil 6 1 Discharge in cis a g, s 7,3 11,C • FlowPM Slope V 1 Hydraulics and Leng 11-(0 ft/ft ft i Notes Initial Avrei . , viii4lef -Ile...) "ZO- 1041 Coill tInAc 6, -It, :7 Vtiui4te ..114.-..) 7,50 , nc-> *2- t3.--3- 7 toe" 1 e Cori 4/{r7CC. • Concentration Sub , r•a Soil Land t ' F , I in/hr 2 o n Discharge in c15 FIowP Lenq h Slope D ft /ft ft ,..,c Hydraulics on Y Notes 'tits I c !) E Point Description Na. Group Use min .n 2.33 .710 f 0.5 /� r0, c O (A-1) ,�J .ZS P 'lark — IO :o9✓ yi o-,int i-• (/�7dLr Diu i 14 0.0 ,7(/ l,/i /9 .., S! ©(A-2) .to 1,l 2 26,L 18.7y /Bi g8 I�/X Yf/CUJ A, 2 3 54 i•Pm .eV 1•S 3•� © (A-3) .80 1,85 ;7 c,,r,,,, N.1 Z/" D/i ,0/SZ lo.Z 3� / .r. .,.. .b 2.t& .77 ,q 4.1 r.. (A 4 ) 43 2,31 D 2e5 141 ?yam GYSZ l •� �vf�a.�/ W-�� .� 87 a,17 ,e4 •10 ij•9,c> "ill (R s) q•I cr 2&•� '/ yi0 ,CO/Z /n,/ia/ 4 ®(C 2) C 2. GI I !, 3 1. 3 v„ . 5 • D (r,,n, I V )) 1/6) -(I)2 "1 ang':; l • . tSp i% bode !qG° iIP 7. f7 7 ` 4,0 , ? x tin,' Z� o/ //), /,.., / f//v. / % as�/.,ti,/� ••' r` (5- l• 8L 6 q. y. o • �, I) /, 0 I. o 0 5 �/• S CI) // f.ry ;i- / ilc/E .•• I. z) I(3 e 5,99 .5'1 14,Li I8•`f (� S9 D Corn, 7.0 a) 3.49 4e`1 11.1 29.e (8-3) 3,3 5.la D Coryisi 7.0 4 410 • out tn,4-7a/ Arai ((D) 7 2.9✓ .e`I I.1- l br .: (e-I) .6 .5 (- n — 1-2.1 COX] //A M)/ 62t/,/f la LY _ ;,7 ch o 4.5t I 1•0 /3Z (CM Z A Cpnri 4a1 -t� . `'l /,i, �,�i/ A/r � 3.uV I I. /Ca 2.2 �� (E-r) `f el A C/MP9 /Yi — 5' .G/ / � l „fr / i L „, /a/i r.'i// ' / 3i bvy /.�✓ / 1 J.t, n 3. it (E-3) '�� A (.1n-P, J,• '•1 ^ onnn._ a. 3 r' `AGILITY NO 8 NAME eW Fix!..5 -kr //nl j o,il e3 //irayh /r5. /lnq Calculated by y%r Date `` Checked by Dote L• Concentration Sh rsa Soil Land 11 to F I Z Di[schcas a F� Siope 4 Hydraulics and �Pp1fi 1Point Description No. I Group Use min min in/hr ;, d y �t9��nn 11 /ft ff /sec Notes (.gin/, tau r %ipfl ua/A G 6k/%b,,kt at r 4, /2• % D ^ 70 I 99 9s� l >?Pe 79c,...-) �r ® . 5 / 7 7 ° /) t; 3,7 / / 9 360.6 F /� i/a� iU a � .�� ` Ate' 5,s» /6( /4iee *G ` /9) (4-2) 3. e/ 2/.1 0 `—, eh/ �, .�,&1 . /o. Z ��.z ri0 ti �. : se • /eul/om //,../C va (E-/ --) -7.3 / ,/ r'rd,Gi L, - :.� \ / E-3) 01 ? )2 c ?.b id keit ,/a., 9a /o C 21.2 4�e /3 .� 4ZAi (8-/) / /,9 dl ; L 3D? l �-) 7,5 2� 2 v fag t/ e l6 -2) 1 3 S-Z B 3 ti) 3, vZ . 92 (lie) /7. 3 r.. o - --1 il NI c, ;is y4e I♦ ifs F0007- • lcr,, (Zr�!-L � s'n /1 Off FACILITY NO. 8 NAME Yu, • 'f) irov-4 lr-ca. C: Calculated by Date �1�/ Checked by Date Concentration Point Description Sib Soil Land Use tt min tc min F I in/hr o e c• DjrSCcfs a F`owP4th 9 h Slope ft /ft Ti ft /sec Hydraulics and • Notes No. c(CS f Group p I A✓e7 C-2 , 5 A nr, ^10,0 ‘,(c� /, J 1r5 /�, J w.= i� ;v; ��� —AO t A7/4.2 ,,9 ter! q -till 1,0 /?) /. /n' /U//l:rq (m G `l • 2A :17W '/Y%) k 11 9 /, J / / / / �. �� �/ ;5;'iff�= �'^•4' In E-2 r3 •S A anti)G.7It4 rimr q,.z° 1w /,st 7,5 —ri '.'� o/ F'/„• ,-„ F-3 (l ,9 4 it 1.%o /,9 /,g ,3 d. • CrifIril • HYDRAULIC CALCULATIONS FOR LINE NO. 17 • • • +777777777777777777777 • • • • 777 7777 . . • • • • • • • • • • • • DE9T-SMT USER-SMT QUEUE-LA120 DEVICE-•CON27• SE8-717 OPRI-127 LPP-66 CPL-132 COPIES-1 LIMIT-11 /TITLES CREATED: 31-MAY-00 ENGUEUED: 31-MAY-00 PRINTING: 31-MAY-80 0: 39: 48 8: 40: 12 8:40:14 PATN-:UDD:PRELIM.ENG:STORM. DIR: SMT23627BC36. BL ••• *SS •tt •its• $it• t•t SO $ $ $ • • s • • • • • • • it • t • • • • • • • • • t $ •• ••1 SW •• t •tit• • ••• t1t11 ••t • • • • • $ • • • • • • • • • • • • • • • • • $ • • $ • •• $ t ••• SIM • SW Sit *SS *SS SS sits 777777777777777777777777777777777777777777777777777777777777777777777777777777777 - ROBT REIN, NM FROST 6 ASSOC - AOS REV 03.40 AOS %LPT REV 03.49 77777777777777777+ ! • ! ROBERT BEIN. WILLIAM FROST, 4 ASSOC. BTO'" DRAIN ANALYSIB (INPUT) DATE 1/31/81 PATE PRO. .T LINE NO. 17 ON IMPROVEMENT PLANS 1 DESIGN PROFILE 100 YEAR FLOWS • DESIGNER SMT L2 MAX 0 ADJ 0 LENGTH FL t FL 2 CTL/TW D W S KJ KE KM LC LI L3 L4 Al A3 44 J N 4. 20 • 2 54. a 54. B 315. 00 1. 36 3. 14 . 00 36. 0. 3 . 00 . 00 . 05 1 3 0 0 0. 0. 0. . 00 013 3 43.0 43.0 110.00 3.14 3.88 9.40 36. 0. 3 :00 .00 .05 0 4 5 O O. 80. O. .00 013 4 35. 6 35. 6 11. 50 3. 90 4. 13 10. 50 30. 0. 1 . 00 . 00 . 00 0 0 0 0 O. O. 0. 3. 00 013 5 9.6 9.6 3.98 3.89 4.72 .00 24. 0. 3 .00 .00 .40 4 0 0 0 O. 0. 0. . 00 013 6 6.6 6.6 4.75 4.72 5.03 .00 111 0. 3 .00 .00 .05 0 0 0 12 0. 0. 0. . 00 013 7 6.1 6.1 176.77 5.12 7.81 10.00 18. 0. 3 .00 .00 .05 0 0 0 11 0. O. O. .00 013 8 5.1 5.1 282.27 7.88 12.17 .00 IB. 0. 3 .00 .20 .17 0 9 10 0 90. 0 0. .00 013 9 2.6 2.6 179.50 12.27 32.85 35.70 18. 0. t .00 .20 .00 0 0 0 0 0. 0. 0. .00 013 10 1,0 1.0 20.00 12.26 14.36 19.36 IB. 0. 1 .00 .20 .00 9 0 0 0 O. O. 0. .00 013 11 1.0 1.0 62.00 7.83 26.48 30. 48 18. 0. 1 .00 .20 .00 8 0 O O 0. 0. 0. . 00 013 12 .5 . 5 8.00 5.60 14. 50 17.00 18. 0. 1 .00 .20 .00 7 0 0 0 O. 0. 0. .00 013 • • ROBERT BEIN. WILLIAM FROST, & ASSOC. STORM DRAIN ANALYSIS PRk T LINE NO. 17 ON IMPROVEMENT PLANS DESIGN PROFILE 100 YEAR FLOWS DESIGNER SMT .14-1In,-a0 LINE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HC 1 HO 2 D 1 D 2 TW N0 (CFSI (IN)IINI (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT1 CALC • (Ad PAGE ,1 DATE 1/31/81 PACE 1 TW CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL - 4. 20 2 34. 8 36 0 3. 00 2. 40 PART . 00675 7. 9 B, 0 1. 36 3. 14 4. 20 5. 92 2.84 2. 78 . 00 . 00 3 43. 0 36 0 2. 01 2. 34 FULL . 00416 6. 1 6. 1 3. 14 3. BB b. 71 7. 37 Yt 3. 57 3. 29 . 00 , 00 . 4- / 4 35.6 30 0 1.42 2.02 FULL ,00753 7,3 7.3 3.90 4.13 7.16 7.25 3.26 3. 12 8. 06 10. 50 it 7:G. )3 04G 4 twit' Y.'✓ C,ta!( nod .'coil J.blC 3 HYDRAULIC GRADE LINE CONTROL - 7. 17 .P/.✓ o,C, 5 9.6 24 0 ,41 1.10 FULL .001E10 3.1 3.1 3,89 4.72 7.17 7.23 3.28 2.51 .00 .00 6 6.6 18 0 ,51 .99 FULL .00395 3.7 3.7 4.72 5.03 7. 29 7.32 2.57 2.29 .00 .00 7 6.1 18 0 .72 .93 SEAL .00337 3.5 8.1 5, 12 7. 81 7. 30 B. 47 2. 26 .66 .00 .00 HYD JUMP X - 64.19 X(N1 - .00 X(J) - 01.35 F(J) - 1.63 D(BJ1 .72 U(AJI - 1.23 B 5. 1 10 0 . 65 . 87 PART . 00236 6, 9 4. 8 7. 88 12. 17 B. 53 13. 04 . 65 . 87 . 00 , 00 X - ,00 X(N) - 206. 44 9 2.6 18 0 .27 .61 PART .00061 1.6 3.8 12.27 32.85 13.59 33.46 1.32 .61 33.74 35.70 HYD JUMP X - .00 X(N) - 39.45 X(J) - .88 F(J1 - .98 D(BJ) - .27 D(AJ) - I.20 9 HYDRAULIC GRADE LINE CONTROL - 13.31 10 1.0 18 0 . 17 .37 PART .00009 .8 2. 9 12.26 14.36 13.31 14. 73 1.05 37 14.89 19. 36 HYD JUMP X - .00 XIN) - 18.88 X(J1 - 3.24 F (J) - .28 D(BJ) .17 D(AJ) - .69 8 HYDRAULIC GRADE LINE CONTROL - 8. 50 Il 1.0 18 0 .13 .37 PART .00009 12.0 2.9 7.03 26.48 7.96 26.83 .13 .37 27.01 30.48 X - .00 X(N) - 15.34 7 HYDRAULIC GRADE LINE CONTROL - 7.35 12 .3 18 0 ,07 .26 SEAL .00002 .3 2.4 5. 60 14.50 7.35 14.76 1,75 .26 14.67 17,00 HYD JUMP X - .22 X(N) - 3.26 X(J) - .94 FIJ) - .25 D(BJ) 07 D(AJl - ,69 • • 3l-MAY. 8:40''08 PAC V 1, FL 1, 0 I AND H0 1 REFER TO DOWNSTREAM ENO V 2, FL 2, 0 2 AND HO 2 REFER TO UPSTREAM END 4 X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WO INTERSECTS SOFFIT IN SEAL CONDITION YIN) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAW00WN OR DACXWATE X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE A F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) DfAJ1 - DEPTH OF WATER AFTER THE HYDRAULIC JVMP (DOWNSTREAM SIDE) 4 SEAL INDICATES FLOW CHANCES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ t UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ it DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM ENO OF THE LINE • EOJ • 25-YEAR HYDRAULICS LINE 17 • • UDD: PRELIh. tn0:S7-ann. D IR:bnt2362 tiC25, SL '-- 3l-tMAY-ee 9: 1 4 PAGE c3 RObe.RT REIN, WILLIAM FROST, 6 ASSOC. STORM DRAIN ANALYSIS DATE 1/31/8 A - (INPUT) PAGE 1 PROJECT LINE NO. 17 ON IMPROVEMENT PLANS DESIGN PROFILE 25 YEAR FLOWS S i DESIGNER SPIT L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL/TW D W 8 KJ KE KM LC L1 L3 L4 Al A3 A4 J N O 1 4. 20 • 2 46.2 46.2 315.00 1.36 3.14 .00 36. O. 3 .00 .00 .05 1 3 0 0 0. 0. 0. .00 013 3 34. 1 34, 1 110. 00 3. 14 3. 88 9. 40 36. 0. 3 . 00 . 00 . 05 0 4 5 0 0. 80. 0. . 00 013 a 4 29. 5 29. 5 11. 50 3. 90 4. 13 10. 50 30. 0. 1 . 00 , 00 . 00 0 0 0 0 0. O. 0. 3. 00 013 O 5 6. 0 6. 0 3. 98 3. 89 4. 72 . 00 24. 0. 3 . 00 , 00 . 40 4 0 0 0 0. 0. 0. . 00 013 6 4. 4 4. 4 4. 73 4. 72 3. 03 . 00 18. O. 3 , 00 . 00 , 03 0 0 0 12 0. O. 0. . 00 013 t(9 7 4. I 4. I 176.77 5. 12 7.01 10.00 18. O. 3 .00 .00 .05 0 0 0 11 0. 0 0. .00 013 '.i a 3.4 3.4 282.27 7.88 12.17 .00 18. 0 3 .00 .20 .17 0 9 10 0 90. O. 0 00 013 9 1.9 1.9 179.50 12.27 32.85 35.70 18. 0. 1 .00 .20 .00 0 0 0 0 O. O. 0. .00 013 10 . e . 8 20. 00 12. 26 14. 36 19. 36 18. 0. 1 . 00 . 20 , 00 9 0 0 0 0. 0. O. . 00 013 0 11 .7 .7 62.00 7.83 26.48 30.48 18. 0. 1 .00 .20 .00 8 0 0 0 O. 0. 0. .00 013 12 .3 .3 8.00 5.60 14. 50 17.00 18. O. 1 .00 .20 .00 7 0 0 0 0. 0. 0. .00 013 0 O lJ V 011 • • • • • O . STORM DRAIN ANALYSIS PP-'ECT LINE NO. 17 ON IMPROVEMENT PLANS DESIGN PROFILE 25 YEAR FLOWS DEr QNER SMT DATE 1/31/E PAGE 1 LINE 0 D W DN ➢C FLOW SF -FULL V 1 V 2 FL L FL 2 HC 1 HD 2 D 1 D 2 TW TU NO (CFI/) ( IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CIA REMARKS I HYDRAULIC GRADE LINE CONTROL • 4.20 - 2 46. 2 36 0 2. 27 2. 21 PART . 00480 6. 7 B. 0 1. 36 3. 14 4. 20 5. 41 2. 84 2. 27 , 0p 00 % X - .00 XIN) A. 274.97 ,U 3 34. 1 36 0 1. 72 1. 89 SEAL . 00261 4. 8 5. O 3. 14 3. 80 6. 42 6. 67 i/ 3. 20 2. 79 , 00 , 00 V X • 67.61 X(N) • .00 4 29.5 30 0 1.26 1.85 FULL .00517 6.0 6.0 3. 90 4.13 6.62 6.68 2.72 2.55 7.24 10.50 cfiye' Ii 7:a 21 t7c. lcn9tu./t c.e) LL\ 3 HYDRAULIC GRADE LINE CONTROL • 5. 92 + L,-- .: ) 20 (cflij ce) 5 6. 0 24 0 . 32 . 86 SEAL . 00070 1. 9 1. 9 3. 09 4. 72 6. 65 6. 65 Y4 2. 76 1. 93 . 00 . 00 X • 3.64 X(N) • .00 6 4.4 IB 0 .41 .80 FULL .00175 2.5 2.5 4.72 5.03 6.66 6.66 1.94 1.63 .00 .00 7 4.1 1B 0 .58 .77 SEAL .00152 2.3 7.5 5.12 7.01 6.69 8.33 1.37 .52 .00 .00 FWD JUMP X - 5.04 X(N) • 79.99 X(J) • 34.68 FIJI .98 ❑(BJ) .50 D(AJ) • I.01 8 3.4 18 0 . 52 .70 PART .00105 6.2 4.2 .7. (38 12. 17 0. 40 12.87 . 52 .70 .00 .00 X - .00 X(N) • 248.14 9 1.9 18 0 .23 .52 PART .00033 10.7 3.5 12.27 32.85 12.50 33.37 .23 .52 33.60 35.70 NJ L OJT X • .00 X(N) • 24.29 /ufvtrc).. B HYDRAULIC GRADE LINE CONTROL • 12.69 p 10 .8 I8 0 .16 .33 PART .00006 8.1 2.8 12.26 14.36 12.42 14.69 16 .33 14.83 19.36 X • .00 X(N) • 11.37 8 HYDRAULIC GRADE LINE CONTROL • 8.37 Lille /7 0if" tC74 (otn/-(/ 1l .7 18 0 .11 .31 PART .00004 12.0 2.7 7.83 26.48 7.94 26.79 .11 .31 26.92 30.48 X - .00 %IN) • 13.49 7 HYDRAULIC CRAPE LINE CONTROL • 6. 68 ///J( jt/ (' ' o!( r/'o i» 12 .3 18 0 .04 .20 PART .00001 .2 2.1 5. 60 14.50 6.62 14.70 1 08 X • 00 X(N) • 00 X(J) • .45 F(J) • .15 DIBJ) • .06 D(AJ) - 56 20 14. 78 17. 00 HYD JUMP • • .. s ntYLH TO DOWNSTREAM END V 2. FL 2. D 2 AND HO 2 REFER TO UPSTREAM END - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT . _RE HO INTERSECTS SOFFIT IN SEAL CONDITION (NI - DISTANCE IN FEET FROM DOWNSTREAM ENO TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) DIAJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ ! UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ Q OJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE i 31-MAv-e5 9:15:24 TALE 1 EQJ iUAL ur 1 5 5 I 5 *I 5 I 5 J 5 1 1 11 • L 100 1000 90 — 900 80 — 80C 70 — 700 60 600 E 50 CL • F— 500 a 40 w M .. LJ c 0 4 350 300 30 5 (2) 20 ,-4 1 ' I— 250 17 m 200 r 150 L- 10 0 16 15 AJ 12 rj 1I 0 10 0 0 9 EE 1. Maximum length = 1000' 2. Maximum area = 10 acres Dense Grass P Poor Grass Agrlculcu Park School Single Family Multiple Family Commercial c 500 40.- 300 200 100 e0 4 0 30 20 c Kcuto : 81 .02 .01 0 .00a -003 KEY L — H — Tc — K + Tc' EXAMPLE: (1) L 550', H 0.7', K = Single Family Land Use, Tc = 18.5 min. (2) L = 550', H = 0.7', K = Agricultural Land Use, Tc' = 24.7 min. / L3 2/5 Tc=K li jl 5 - 6- 0 7 a. — N 8— - >. 9 _ 10— J I1— m 12 i w 13 — ;, 14--� 15— E 16.- 17--- u 19 = 20 c 25-- ° o 30— H 35 — 40 — ORANGE COUNTY FLOOD CONTROL DLSTRICT HYDROLOGY MANUAL 10/73 TIME OF CONCENTRATION NOMOGRAPH PLATE E-I • 50.0 40.0 30.0 2OD 10.0 ti A, 1.0 4D 3.0 2.0 3 1.0 as 0.4 0.3 0.1 0.1 I:IU$f hI i!! =.HiRiiiic ni. .... o I .11 IN 1 ,,I 'q1 il7iiii8 !C i.y.Nd x■\H.. NW - n iiiil I // "rum ump . ■ nlll 11 .1111111 .n .I■.e ��: lIi111Iun !I■Illifi{iIIII�� i■tl. IYlll ..� t -j �i'r. s-==He t !° VI i_ E_ l::z: 1. iinF' R' x 1 _!1:! B1-22—.z Al 111:i li 1011 1 .3e.s .Li zrz: 1� ! -? i.I! i e- _ . ! i a:i t t 1i 9==9 a-a:.li3N:ra lai _� I:a lL.:.aa3ta; �. :... ill ...... aC.:. :" .ii�fiLll:as...:::u ;lg Ma nr!!. -i E eril:- newijrI a! flgiir r .uuww u. •• . • .nIW. i L: o. n.: n 'fly .i ' ii.. �." ......s••i • pr ur1;�...,�1 NN a i•- ul�" .ai ....r •.• . .1 .•• . I • • ..W-.. N-. 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IIIIIINIIIhIiill MITI /MMIMINIMII uuu.Unuu. a..rauen i11rpuU1tiuu 111 111■Itl.....IIIInuuntl"us.a.. r I Iun IIIlllailirllilll 1 1 i::u:Iluu�:stl�ill� n y�I■ uII�I!l i lINI l au I '4iif llrafiii ' . iL in it a i�iIL I iia 7ii �1J•1i B r�, a!i■iiy i 1 }�Q�iij1��1���.yLn��'j��'��f� ■ ii . i i Ni.9},j lgam MNIu•■ ll u�■.i.■II� 1 1!1I �i piping. . �I ��N.tssuuu p�Y �� . EE111■ .. �■■ m. 11u ■ g g 6i i. i10 =-:viz.. ii ■ NMI I! F �. ti iri�ea' aa='_af.fa. 1 PA i:.a-- :n- rs .::_:.. ......:.....:... gig.-w..aaan\\Lr.L.H.l.siiaas:..rep.qy..�.p.�. ppia iiSiLyy,, ia.�Ww—.�1 aiisss-u■a II.-tlN..ilii N 4YMiii.,.•WigaaNi.ua.i/"MII.■IY .Y.11..1'A MYaNI •�-■CC uxu N• _14 ::-- e_ _=== :isatlle6iI�ak:ilti liii�� lfali_agzz_az_i � s -:m:- '..-- m :z. ;&a.. :wa"sl.�riiiQi:iiisfis9 siaisrr.risil7wiurl'eii,.,�' saiissaas W.r - w-.u--.w n. u - .w. w... • Nn.wow. .w/.ww. w u.r ..w-rwu.I. M. ao.Lt. ..nun .n.Nnn ....w.1a- . orWrit • -- wi Iw • P a r•.•H .CII. ••-• YaU1.1 ■..•.. -. i. u tium iumi im■ aiaiiuiiiir*MIianniaxN■■■■RUN�in� • qq nliiml■"i1 =lll Inirr anima ::::. li tl�����lf..n 1 .nullnlla.+Ant su,Nru1. i111i��11 p�slNfpf!lnlN 11 0 i Illll.al. nuna..111111 Hull 11 10 :0 30 40 50 100 300 400500 L T,',;`x; 1000 i4cJvii7'cried - Vet, PROJECT LOCATION cost, e-w / Ede✓ s.9 ` ' - - 3 5 NOTES SAN BERNARDINO COUNTY HYDROLOGY MANUAL E- 29 AREA - AVERAGED MASS RAINFALL PLOTTING SHEET FIGURE E-$ • • Regression Equations: I(t)= atb (1= Intensity in inches/hour, t= duration in minutes) 0 Return Frequency (years) a b 2 5 10 25 50 100 5.702 7.870 10.209 11.995 13.521 15.560 - 0.574 -0.562 - 0.573 - 0.566 -0.566 - 0.573 " ssunii� amSu. a rreoir ii we run ou IIULIIII an P -_psn a il�i�i a ia. ti i* : 1 4 3 ba alie riiratan iiini a��r isiirriowi-3aNiiir. r�i iist sas bRammur==r•Mr=====w=�..rrr Wirier srap a �rr�p� mpaisicsam � i— ' ` _ Alba...! .' - . 4. simm=titt mg—. - -- - 114 I ..,A... 0.4 11,11:7740Allow N: „„,..„,,,„ r : r_ —r-T 0.1 -trIT _. -i. yr f: I _� Y = E — = 5__ of T Pe __ --. _ ___. • --;'`-ram_------ — .__.i. .. r ---- --{_. , _.._- - _ 30 60 100 180 360 PRECIPITATION DURATION (MIN) ORANGE COUNTY HYDROLOGY MANUAL 1440 [TURN '[R100 100 111 0 Y1, 2] 1* 10 TA Ye 2 YM MEAN PRECIPITATION INTENSITIES FOR NONMOUNTAINOUS AREAS B-7 Figure 8-3 • I 1 1 Regression Equations: I(t)= atb (I= Intensity in inches/hour, t= duration in minutes) 1 INCHES/ HOU 0. F- 0. G 0A tu A. 03 z 0.2 0.1 0.08 Return Frequency (years) a b 2 5 10 25 50 100 5.702 7.870 10.209 11.995 13.521 15.560 -0.574 -0.562 -0.573 -0.566 -0.566 -0.573 I rat 'r naen JINNI Ili am mu .:. HMS hum I nuranlafea .e1twa��III !III!IUIL$IIV1!4tibiuiuist UNIIutn!4t S - rag._�LJ� r w� i 1 t�133!llnIafallfa tit imes �rg�e�.Maspeiteme tifiii i i i" l e_ � - ii �... ..� �atS'e>r�i�s�a�� _ _ maim Ratatw meg -ga—ra maim —_L r �_._..� - . r.L - 7i i r- _ 4 E _ -~ `_ - _.. -...... L. _ate ram- _ 1i iI _• ---. J t L_ _-_— Ji ._ s j r ®� ___ 4 8 ._rl-------+ --1 k -_7 i— T- --1 4 60 100 180 360 PRECIPITATION DURATION (MIN) 1440 /3 l 71 y5 t0,C i.)u9C Su SS u1.) 7 1r,, RC riL Id, ORANGE COUNTY HYDROLOGY MANUAL ETURN PERIOD 100 YR 30 YR 3] YR 10 YR 3 YR 2 YR MEAN PRECIPITATION INTENSITIES FOR NONMOUNTAINOUS AREAS B-7 Figure B-3 riMi;OrMia&htlali • • 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 ].�$ • N• �1N•�RWMW.NYn•Fwy��i.�. f . N:•N L••N.• \•: �_ •tom--'R-R••�s•,�_ r Y••i'im- iiWb • = i.>! if„. anleewi •W,••••-•::......N.,rr- ...t • N.i . M •:a . Ii •n.Y•• : •::•••Y•iat...«••'di.. r••Yaai=�:::.•••' ::a::a::r•:::a:a :: •ws. •N�' F•.•N...Y.N•.N••r•.««.-_...a ••Y�....uw«a:n•N•••o :w ••.;•N.••;••• . ..�-•uu.«uuu.NUNa•r•• • Y NwY•w •iw:a:� • "• I•S •,.'•� a::: aau::a'N'fi•�::aS •'"':j::..iY•••ww ii'� se . Miiiii r aws ..n Yi =.':::. _.. :�nl.N...« , .. ! t t •ew••uutin ""irie a t:iit suit !IOW:i i •ii. • =a_+ei i.=".•:! Za:•;4�::.F::ss:i::...::::aiasn..F«.si i2ie: L • :r«. •�:8', is r•i ds� i= sae ira m it itop ti :aai'siii a i of 21...1 da.aiuiunuwai 7M. umu iuigj iliiian:riisti! ::• : r: :: • N-:.N.•::• L,,:•••••;N.«•N.:i«N• a••' ate,.. ' 3 .. l:.tl3...=... ; "•'t mi "r'• ....91i 51.1"�aini die • . . fin: •'::: �a ?i:::u• • �•I•N:••••YYM.•••F••�:N• •� i'r N' i' rp i ratsyitusm_mt_utwtwnutt nett l , ii iwt r .• a• • ` , •.«a: �� ,??ii.i r• ing, 9 N• ate••• ;; r itra3F7 • ..r,L;«Y p,I LsTR•CCCC■■■■11 ,fiC _ r4 . .+{Cfrif al;J.% • ctfI ErEf :rhirigismarainfte . : N TNE' 7T cif ii'. it:ii'u111i� •• r w, ��Mt a.. -L: a r-r`-�t BASIS FOR CURVES A. EQUATION: C - 0.85 EL, +(I )x ad WHERE: q- .C.'- RUNOFF COEFFICIENT I - RAINFALL INTENSITY �"-� a, - 7. Impervious r 100 f - LOSS RATE a, - Z PERVIOUS 3 100 u_rr 1 SOIL COVER: RESIDENTIAL LANDSCAPING CURVE NLTBER = 75 , FROM PLATE E-3a f - .31 , FROM PLATE E-4 7. PERVIOUS 4 100, FROM PLATE E-36 a== .05, COMMERCIAL as- .55, SINGLE FAMILY - .20, MULTIPLE FAMILY - .60, SCHOOL .2S, TRAILER PARK - .80, PUBLIC PARK Z IMPERVIOUS R 100, a,- 1.00-a, I FROM PLATE E-2a OR E-2b • r•L• 7ir .i '... .:iniiiii psi f: a:: • SOIL GROUP 0 J:!!!!i!2m! { •,[-f. i:�� 9iit 3'i li• igiii ?' nil 4. 2 3 4 RAINFALL INTENSITY (INCHES PER HOUR) LEGEND: 1. CCP49SRCLAL 4. SINGLE FAMILY 7�. MULTIPLE FAMILY 5. SCHOOL 3. TRAILER PARK 6. PARK 5 6 0.8 0.7 0.6 0.3 0.2 0.1 ORANGE cowry FLOOD CONTROL 0!STRICT HYDROLOGY MANUAL 10/73 COEFFICIENT OF -RUNOFF CURVES PLATE E-5d 0..... cN.tr 101.000 CY•t.o,. 014 ,•'ct r i• 1.40AVERAGE VELOCITY FOR INI" 4L TIME OF CONCENTRA I ION 1.20 1.00 60 .60— .40 .20 Commercial lots with paved surface for Zone L and K 10 years and 50years storm Residential lots for Zone L and K, 10 years and 50 years storm KINEMATIC WAVE EQUATION Initial Ti = .0.4 0.3 I s 560.6n0.6 Length L = 140ft. — 260 ft. (Commercial lot) L = 105ft. — 195 ft. ( Residential lot) .010 .020 .030 .040 ••") • • • '.•-•'1/44j ; - " 1.1 • el ---;•••••••••L.-- SEP i 0 1996 a Boyle Friqr. 9tbbert 93eiri,TVilliamTrast c/9.5.50C P/ICIFfi•6110144•L INVI•IONMENT AL ENCHNEEP•11 • PLAWNeglIL I • 0 *PA pew • 4401 OLJAPL 14(WPOR? BEACH. C•LI•041(41A 11444•1 i I 4 • 1,00 7 • k • C),• II ze ; t( ih • (-Jere 1 v Ce0o)01 rea2;fic;617 see ' 7 17 foik•4. rer.:rf 6r 5 _Hif cts `" SEP 10 1996 i }evo k Boyle Engt. 613 4E2 ti//aailk 121, /.e 'I� lei \ / , / '� r / - _ Crn/Fi "0/ar ace ".ery .4"K.1' F,LC'L AT it4' ANO ,FOG HYDROLOGY MAP HOAG HOSPITAL EXPANSION AREA Frost aassociates .PC ACM Cat.1.04 • ,a SOIL GROUP - D COMMERCIAL DEVELOPMENT ASSUMED LEGEND SEP 10 1996 A. Loyle Frigi. Clar 0 e P SUB -AREA BOUNDARY. SUB -AREA DESIGNATION SUB -AREA ACRES NODE POINT DESIGNATION Tc- WITH FLOW AND Tc PROPOSED CATCH BASIN STORM DRAIN PROPOSED V DITCH _.4N /G,, /967 SEP 1 0 1996 vid ia. Hoylt ! ;;gi • 1 • • HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA HYDROLOGY AND EROSION CONTROL REPORT FOR LOWER CAMPUS PHASE I GRADING AND PARKING LOT PLAN Prepared by David A. Boyle Engineering Under the Supervision of Joseph L. Boyle, P.E. 44497 February 1996 • TABLE OF CONTENTS I. INTRODUCTION II. RATIONAL METHOD HYDROLOGY COMPUTATIONS III. EROSION CONTROL METHODOLOGY AND CALCULATIONS IV. CATCH BASIN SIZING CALCULATIONS AND NOMOGRAPH V. APPENDIX - HYDROLOGY MAP • • • • • INTRODUCTION This report addresses the hydrology for the proposed Phase I Grading and Parking Lot Construction Plans. This construction involves grading of approximately 19,700 cubic yards of earth and the paving of a 2.6 acre parking area west of the Coast Highway entrance. Site drainage improvements consist of a variety of structures such as concrete V-ditches, curb and gutter, desilting basins with C.S.P. risers, curb opening catch basins, area drains and various Sizes of storm drain pipes. These drainage devices control the site storm runoff and direct it towards existing storm drain pipes in Pacific Coast Highway. The Rational Method Hydrology Computer Program Package (OCEMA Hydrology Criterion) by Advanced Engineering Software was utilized to compute the site hydrology. All computations are based upon an assumed storm event of 25 years. All storm drain pipe sizes have been estimated by the program for non - pressure flow conditions. Control of siltation and erosion for this site is addressed by the combined use of desilting basins and sandbags as shown on the construction plans. Section III. of this report addresses the methodology and assumptions used for erosion control design. A hydrology map is enclosed in this report and clearly designates all drainage areas and the runoff flows associated with each. ."4 2, 1-0 "tor/v/2. ... 4 I • 41, 20 22 23 23 RATIUNAL ME1HUO HYDROLOGY COMPUlER PROGRAM PACKAUE (Reference: Ip06 OCEMA HYDROLOGY CRITERION) lc) Copyright 19irc.! Adv.,Lnced Engineering Software (aet;) Ver. 5.4A Relear,e Hale: H/21/09 Serial t 4.10b 207G FILE NAME: HOAGPL.UAI EZ-LII4TF' CUL-SIUD.Y. Z, - CD pfl200221r220d hv- WWI° A. DOYLE ENGINEERING cAPTLL_GRAND_ALP SANTA ANA, CA (7141 it.i7-0141.4 lfLR SPE(..A.r.LED HYDROLOUY AND HYDCOULIC MODEL INFORMATION: - -*TIME -Ur -CONCENTRATION MODEL* - - c'PFrIrTFP r-Flif.:8-ELIEMILL"LEARI ( SPECIE1ED MINIMUM PIPE. SIZEIINCH) = 6.00 SPLC11-1E0 PERCENT OF GRAOTEN1DCDEC1MAL) TO LKW FOR FRICTION SLOPE 1 -.2.4.41C-N441.NE.ALI 1FL..L1* if 10 'I, 210 t Stake 12 tick 1St 11(*C4L/C3Ci<lithel, FLOW PRUCL5b EkUM NUDE 10.00 10 NODE 11.00 IS CODE w; 2 ' ) 11 2 tJL 4L 1-44( i URAL POOR COVEN /.4.4 U.A.111WN_CLIANCE-11334'.11c a A .I. .1411... &.0 1...U1.4-1...E NW I. I (.11-133 1 1.<1:.(31-1 1 .1 (.11,1 VEL 1 1 / . LA) k' • 1-i• • E I L-3. I I AS-1-WL..1:3 L1_0)0.11014 UIFEEUENCE(FEE1) -lJ CI: -)IN./ =3; .525*1( 160.00** J.00)/( 11.0.D0)J** .20 1t 1.9.0E19 ,et..r4i • V 16.11, 433L.L___INTLN N(...1 1 / Hu 1 _ u 1.31Uhr,l... OK AORILOCIUKL DOLnHI:A Lubfl Em(INLH/HH) 10IAL AREA(ALHES) ,“‘ 1.UO PEAK FLOW RAlL(CFS) 4.23 tLUW PkiJL.H IkLiN HULA, J.t.00 lu NuOL 12.00 IS CODE 2:1 1*- - ?>)>)coMPUIL PIPE -FLOW TRAk.ILL IIME 1H14.1 SUOAREA4<c<< )>MUSING LoMPUIFR-ES11MAILN 0LPLSI2E INUN-PRESSOHE FLOW14((<( 1.)13_1-1 1 11 L)l- L. ( N . () 1 14011 1 11_ .1.'33 4.1.”1(21.11_!..; 1..3ii4 VI 1 (1(.1 1 (1 1-.1 1 /Id Hp 2 ' I•44.11.} I 1....1.24-2- 4-14.214 4.-2- UUWNbIRE.A0 NPUL ELLUOiluNIFLE1/ LENUAHIFEET/ 144.0U 1..1: m(31470-4) 4ANIR14:11:t 4-1; 14C11S c[3:1 I 10(11Ji 1111 ( (I I 12 I 41/31 . 1-10soli4 L /VC:3 t.) 4.3202 —14101124.-k (JJ--.1-1-31:PC.,:: ,L1oIN., 56 $01011****t***********************************4(******************************** 4-1GPROM—NODEva a6 1D—NOOF 13:AA TS—SOOF — 5 ---• • . > > >COMPUTE 1 IAILiz0 I L./AL.—CHANNEL FLIJUJ< < < < r » 1 RAVEL - Ti ME 11-1BL) iUIEiAfEA< ( < < UPSTREAM NODE ELEVATION(FEET) = 43.75 DOWN3TRLAN NUDE ELEVAlION(FL.EA.) = CHANNEL LENGTH THRO SOBAREACEEE1.) 445.00 1-.;eq5E(FELE'r) .00 "Z" FACTOR 1.000 ' I nr/n7.rn it14- , CHANNEL FLOW THRU SUDAREACCES) = 4.23 FLOW UELOCITYCFEET/SEC.) = 9.71 BLOW DEPTH(FEET) = :66 11044i:434IN.) — 7e — 13.96 i 6 TlYcYCL 4G-444,144=). 9 *4*4.44,9“9"1"9“14444"9.-******************W****flIgAn******************* FLOW PROCESS FROM NOCA:: Aa.ou TO NUDE 1.s[oo IS CODE = . 8 .‘ 4.4a-519144;94912E109-111jaa..nr CI ine e C 1 < 7 a::., VELAR WliNFALL INTENSITY(IN(.H/Hk) = '4,1.706 9Jk-n 1t.:A41-0a—LS "U" ' . NATURAL OR AGRICULTURE SUBAREA LOSS RATE, FintINCH/HR) SUBAREA AREA(ACRES) fl 1.70 SUOAREA RUNOFEtCFS) I.. a.ea gi:crlii:raTIJV (+LW^ 1 ert.:4WS-4 AUFPAorn Iriut-INC44.1-kiPI — '10 101AL AREA(ACRES) = 3.50 PEAK FLOW HATECCFS) .“ 7.90 Tr<M444-..4 9:9,q I. . . . - . .... ....... ...... ................ .... _..... . ..... .... ....... ...... •.........L• FLOW• PROULSb FROM NODE 13.00 IU NHOE 14.00 :is CODE ,,,,ilflumrqtrf. rh7\04.ij tit* 1HUU ,4OPAREAKeeee >,>>>OSING COMPUTER —ESTIMATED PIPESIZE (NON —PRESSURE FLOW)<<<<< DEPALU—BE_WiW_IN__15-1.1_iNCH Tc; 8_11_11NCHE9 PIPE -+LOW 0ELOCITYCEEET/SLC./ 11.0 UPSIREAO NODE. ELEVAtluN(frLEI) FLOW LENGTH(FEET) = mn(INING'S N 11 .009 ESTIMATED PIPE DIAMETER(INCH) r.) 15.00 NOMOER Or PIPES := I 7 90 IR(IULL IL(HIN I FLOW PROCESS FROM NUDE: 13.00 TO NODE 14.00 IS CODE ..2; 1 . . . - ----- ..... --------------------- /.>/tDESIGNAIL INDEPENDENT S4REAM FON CONFLOENCE<<<<< NIImPLk ,:rEELIMb CONFLUENCE VALUES USED I-UR .1-.N017.1PE.NDEN.1 SiREAM A ARE: TIME Or CONOENTRATIONTMIN.) = 14.15 'INYLALL_Iturrt4c1T1 Y LLUILELLUI-: 1 .,-c:.RAOLD 11111INt..O/HH/ ,-- .;.,.!0 I.: I- t- I:. (... I !Ail... :bild::.Ari 411 --1-u-l-t-41----2.;•.4-1,3:.4-4.-4c1 c ‘ ALL:I • 1 t 3u PLI-NK I -LOW kfl1Elel,:6') Ai LUNFLULNLE / . 90 42 6 ****4:>k,Ic *%K************** ********************* 'FLOW PROCESS FROM NODE 30.00 TO NODE - 14.00 IS CODE _: �? >) » >RATICNAL-. METHOD: INITIAL SUBAREA ANALYS:I.SC<<<< nF Uf:I nnMrN"r T�; rnNME_RCI_AL TC = R*L I LENGTI-I** 3 . 001 / C EL_EVA f7ON CHANC5E I J** . 20 INITIAL ..i 1.11:iA1'<L:A - _L W-_Ic N(al I -I I F L:: F:'I / 6 5. J t.J('LSI Rli_AM ELEVnl I JN (F EL_ 1') /0 . 00 I./UWNS f h :.AM EI._Iii.Ur l IUN (1= 1iLL:: l i - 12.90 L:I_ Ii: V A r I O N U J: F F I- I'<E: N C I:E (I' L E T) == 57.10 i c(M'IN.I =:: .3U4:K1-1 <:'?5.00** id.00)/t 57.10)_I** . 20 == 6.747 23 YEAR RAINFALL :I:NIIv.11::i:1. L7 (.I:NC:hi/HR) = 4. 120 SOIL l:a...(-l;:i.IJ 1L:A'I i:Ur1 IS "I.1" _,.. _ .. -IL1 1 mt 1 tt.. SU&AREA. RUNIJFF(CFS) = 9.98 = 0 . 70 PEAK FLOW RATa (CF` > 1 m 9 .9FJ '1'C]�iAl_ Ah(EA l AI:RE3) '^ PEAK ::� *%<(***:1.>H:k:k::K**%*********:k***************************:K*************** 44,4S.-L-F:14l1.-NWUL -Liu nil I'I'1 n1L'JL)F: to r10 Tc; /TIDE _. t >>>»UGSIGNATE INDEPENDENT STREAM FOR CONFLLJENCE<<<<< - - ANLI-LUML'UIL UAL iUU':1UNILULNCEU `',,'1'1,lEAM_Uli LUI:_ i< ((<C___ v 7C1'I AL.. fdUME: i:.R LIF £i t l tIhr' S :-; 2 .... '.: 0u^6 l 1'.I Ifl:'c ILE0sII Eill' frr111111rrb:lll::"N'( <.TRFAM 2 ARR. TIME OF C(JNCENTRATIotl ( MIN .) .- 6.75 I'<A:CNI-ALL J. NTENS:LTYIINCI-I/HR1 _ 4.13 -" Au1': r>::s('1f- 11 r- m f ] Nc _t / l-m ::' 1 .-- ma f.:.1-1 I'. L: I .I: VE; SFREAH 11i G:: al (t.i L.I'(I::. S ) '= i_' . 7(1 I Iail.. 0 I I(I:I. d1 t-1 ell (1:: A(AL: I%lii:l:)) _,' '.'LAIC--LLI.IW Lice I.LCLl. ':; 1 !a i I -Ui1LLUL-oll F <I girl .... RAINFALL INTENSITY ANIJ (7:MI:: OF CONCENTRATION RAT:LO !"Ui- LEL_ULN Cl- t C11-'MI 11 r I I< -'Ell l'''f'tl ' <i 1' F(F P\Mt' i ___:` XK PI.A.:11. I-L..L)W I((all::. INI:::1.1... ** ' LLL" 1 c LLL_N 1 1- u 1 L11LLILLIL1 A1= LACRI' °: ) 1. 14.Z17 14.15 .122 6.20 15.99 6 . 75 .069 la.Jhlb'LI11::.L) LIINPI_LJII:.Nl_1i:. I::.:al I.rlrl(I 1 nl<I:.. AS FOLLOW: PEAK FLOW F(AII::((.1S) = 9.5.72:1 Ii(Mi.N.) == 6.74/ I . I - I 1' 1 : t 1L11uL(:A LLZL-LlL. N :IL ULL<fV( 1- 11 1U' ILLLNL L' HI l .... <14 a..1 .is IUII'hl. ARI:i:A(AI::RE:!S) '-.. 6.20 4.. M:<t4-. A.:I<;1<:k X. 4<*4<.1:4<:f:.i.' *;ICI:. k * A<X<:I. x< %:: l.:k:lc! ::k;l.<: i<X<A<:1< W..I<A, X<:K A<* X<4<* * * %(** * ** * *:k* At ** * * ** * * ** * ** * 1- L..l:1W I- �I(I:1(:aii:!!itii P'I((:1M N(.11.)r_ 14.00 I I.1 NODE 15.00 IS CODE. = 3 >>>>)COMPU'r'E PIPE -FLOW TRAVEL 'TIME 'ITI14L.1 SU13AREA<<<<< >>>>>USIN(a C:C.1r1PLTl:�R-EET J:]-iA'rlii:U I'.I: I..r:s:CLE (NON -PRESSURE I°'LCJW)<<<<< L/fiP'I'li IF FL_I.1W IN :I.:.)-O .I.r1CLl I-'.I.I'hi. IS 9"0 INCHES PI:_--EL(:)W UELOC1.1 Y ( Gl_:'! /'3L_L; . ) i!(1 . Ii1 rut) I' 11 4J 1 L.l 1. 1 .. / /1. DOWNSTREAM NODE ELEuAi :LON f ) -- 4.U1 FLOW L.L:r1UTH(FEE:T) = 20.50 i 9iiNN1N(ii':ii N .01.a ❑__L'.1_Lpr nT 4LyF"r I: I:l l TNCIil 1 C L10 NLItif Jk_[IF 1::: fC:.lc�• PIPE--FLUW (CF S ) 1.5. 93 'RAVEL r:I:ME::(M:I.N.) .02 .... G.76 11 • so 17 **************************************************************************** rLad up3cz4is_zrum_Nuor An, on ta_NOUIF 41 no ict ruDE_Im 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<(< 5 NATURAL POOR COVER TC K*E(LENOTH** 3.00)/(ELEVATION CHANGE1J** 20 rU, I-- LE:Nal:Lit ELIE, an UPSTREAM ELEVATION(FEET) = 6/.50 DOWNSTkaAM ELEVAlION(ELET) = 54.50 E.LEV).1.11N F EflENCE: I I" La la.00 1111(MiN.) .52S*L( 350.00** 3.001/( 13.0011** .20 10.564 25 YEAR RAINFALL iNTENSIC1(INCH/Hk/ 3.172 SOIL CLASSIFICATION iS "D" NATURAL OR ACkIGULlUkF SUCAREO LOSS RATE, Fm(INCH/HR) .2000 SUBAREA hUNUFE10ES1 = 1.11 1140TAL 'REir.(ACHES1 .440 PEAR CLOW RATt.,..(prc) - 1.34 FLOW PROCESS FROM NODE 41 00 TO NODE 41,2 00 1.9 LODE: a • >>>>)USING COMPUTER -ESTIMATED BIPESIZE (NON-BRESSURE PLOW)<<<<< ArP.11.1::(-41-L-1Z-1-11fl 111(1-11,LOW VELUCI1T(FEFT/SLL.) 17.0 UP (0 111,(E1Am NOI )111: ELL. V Al-.1: ON (11,111.111:11 ()l) -3 1-0 U_ E8TILMA-11,11) PIPE: D.LIAME I EH ( ,I,N(:1-I ) 0.00 NUMBER OE PIPES = 1 1‘.1Pli,--11:1,-,WW-4-CFSI - t-fl4 fkAVLL (IOLAB1N.1 = .0H 1L(MIN 1 1-LOW PRNCESS rhum 11AD0 4 •,••! .00 (U MA /E. 43.0(1 :is CODE - a ;)))/COMPUlF Pi:I.E.-I:Low (RAVEL 111.1L 1HkU SUBARLA(C((< ))),USINU LOMPOMO0-0(1iLmAiLD B1PESIZE (NUN -DkLSOUHE FLOW)<<<01 DEPTH OF FLOW IN 9.0 INCH B1FL IS 4.0 INCHES BIBE-FLDW VLLOCJIY(EFFT/SFC.) .0 / 0 _1.1li(-1-111(krAl--, NI Air L' I. 1•• %IC. I Il IN ( F• CI I 3 7 0 0- .1 UtiWablk1=1,141 NUDE ELLVflfINN(1 ELI) ,, 1,., (I 0 I I .(.11.4 1...E.Nl , I I I ( I: Li la I I ,,:, 30 . 0 0 fl01,11,1 I Nti ' 9 NJ = . 00 9 i• , r I r.,,,,,_ 1 [ I I [c: [ 1 1 C4 MIL:Lail [ r 11-1,11__ -• ,a3.10-----CILI?-tElLa-LIE: I.) I r .11a_n 't PIPE -FLUW((FS) .. 1.34 TRAVLL TOME(MIN.) 0: .12 CLIMIN.1 = 10.76 5 F-Lnil P1:1.1r175',g rrOM MOW. CIO 0 11 ) LIS101". 91-0 0 I (1 ' , ''' ., - W)>RATIONAL METHOD INITIAL 9UB('REA ANALYSTS<<<<< DLVELOPMENT IS CUMMERCIAL 1C = K*L(LENGTH** 3.00)/(ELLUATION CHANGE)1** .20 NCTHtn-FT) = 41.4'i 00 " ., -UPSTREAM ELEVATION(FEET) = 20.00 :OCWNSTREAM ELEVATiONIFEFT) -.: 11.. 20 •) 1:// 0 41/ votj 1 1.1G151:E.111E-NCE.4.G.E1/-r- 1 /.. 111 110 I 41 ( MIN . 1 5// . 20 4411 ( 4 1. 5 . 0 0** 1:3 . 0 0 ) / ( 5 . BO ):1** .20 7 , 962 i.:!5 Y 1:i.(IR RA INI// n LI. IN T IN111 11*(1 NU I / I/ IR ) =// a . 225 COMM.'RC I AL SUBAREA 1...059 1/1A1 E , 1.. ill ( :1:NCH / I/1R ) = . 0200 SUBAREA Fil IN 0 Fr ( C F 9) ,rn 'S.. 0 0 T4141.A6-A P li//P.44-At.1.41;14 1 . z 50_ 4-Jci41(_E-1...(1141-RA.It 41-1/.{:' ) .5 "2 00 / '."1/ If ‘41S411//.t 41//z.e 1, k t"'t( 4" t< t / 4i 101:...t t..414.4LSLICSACL1014.11114.4t41; l< AZ*** ***AGRAulaSS*********** l'/: LOW PROCESS FROM NODE 90 00 f 0 NODE 91 . 00 IS CODE = 1 0 I AL NUMFLk UF 9 I HUMS CUM.:1_11E0CE VALUGb 1.1):)EU IOR INDEP1 NRENT RIkEAM :t ARE: 1 1 01::: LUEILEGIT I 1in. I I (.114 ( N .) 7,96 hntr41741...1_ INILW4),IflINCH/Nki - : rr! 1111(1 Mit/ I ) /5/ J'ELL.111.4: bila:141 AhLfl(:ACkE.:....) Luta .t etts)ii'1''LtNILk.}k-Nt.lzr- ) i-I..,lM PI I- I a In 141:11.)1:., II. () . (Ill i JUDI= 101 . ()() .1. B --r-i-r-4....4-3-41-.//44.1----1,41- 4 *a 11.4 /-* 1. 4.1 I.21 :• , NATURAL Plink LUVEk r: YM:: 44, 1-1 C4-41 -(1J4 -4 HANCE ).:1.>1** .1.0 1 I.1)1.. 1.1,11.A 1 .1. I I...015.1•• 1.1 1 4l•III(1 I I 1..)1."..:; I I kl „Atli I Li-. U I LI(J1.I I ) ' -I Id() ---11(.41.41-444-4-1...4,44t t-.1.1.1t4 1.41..- 4 _.LU . LLFUmTION OiH-LRLFILF%(FE.Fli - o 0 '1 1.) ) :// . 521/4.1.. 4 19 0 . 0 0** )4 5) ) / ( 29 . 004 ::1** .20 G . 2S6 -.).11 Y121.11 111', NRAIr.,1r--1,4,41.;;; 4;424 4-17 1•11: 1/111112-3 4 . W-c3 901E., L;LA9:7,IFIFATION IS "U" F46110kAL Oh AGRICuLlUHE :4LJUAkL.0 LtAtiS koiL, EmtINCH/Hk) -4-1, .2000 101AL (,f. iLn t AL RE ) .40 PEAK FLOW RA1E(CFS) 1.49 • 40 41 • 4 9 5(1, **************************************************************************** FLOW PROCESS FROM NODE 1.01.00 TO NUDE 9i.00 IS CODE =3 >>>>>COMPUTE PIPE -FLOW TRAVEL rimE THRO SOBAREA<<<<< >7))>USINO COMPUTER-LSIIMA4LO PIPESIZE (N(:IN-PRESSURE FLOW)<<<<< 1 i1 r 1." .....--- . .. .... . ....- - ..., . - . „ ......... . . ... .... ... .. ..- . . ... ........... P I PE-111- LOW V ELOC I. TY ( FEET / SEE . 1 I I( it:J./ r9: /99 r ((AAP 1:: 1 r DAT .1 r IN r lr r: P 1'.1 - 1_ ,' 00 DOWNST REAM NUDE ELEA/A-1'i ON 1 nEE 1- ) =. J. J.. 30 ELOW LENGTH 1 FEET ) m( 6 a . 0 0 MANNINO 'S N ws . 0 09 1;44:-1:-/-MA4_a11--P1:1--D_I_4ME:r 1..:F.:_l_Q‘l El 1 = 12:13FR nr cry pc, - 1 I RA VLI... .1 .1:1-1E ( M IN . ) ((-> . 0 (.:( III: ( MIN . ) := r; . aa **************************************************************************** 6,1 no Tg rni)F = 1 >>>)>DEDIGNAIE INDEPENDENT brkanm FOR CONELUENCE<<<<< I.J ((trnEllur 0AELLOU tuNri_lic.-Nrko czn4j_att__ur4LIIE,1«4cc ---,-----,,,--..„—,,,==,......—..=....".—., TOTAL NUMPER OF STREAMS (X.IN1:1-Ukr4CII-1.1•ALUILS-USED EC-JR 1NOEPFROPNT aritEAM 1 .1311,1 01 (..11NLEN f HA} :i ON I fl I, 1.4 , ) ,/, NAINF(LL. INILNS)AY(INLH/Hk) = 4.::M C',1114',74M1 Frottri) R/1.14-1_-_-___L_Lu____ EFFECT ILUE STREAM AREA ( ACHES ) = .40 T cyr Al_ I.Fr HE A ri AREA 1 A 1::11(111: 9 ) -40 - i--44: It:. t_L:t::(..I__L*41_.EuNIT'_uliNct.. :::. -PE:AV-FLOW _1_4.9 knINFALL INiEN:.,11-; AND IINK Id, LONLLNIknflON HAFIO A 1 ) I I) L.j.) ) ta II A t I( t _L.: 1i 1 1(1_4::i ** PEAK FLOW HA-UL. 1(ULE ** tilt:Et)) 14 1 _I" ill LE NC LILI-IRA__ __A ralaC LiES / LWIr 1 uuriPti LI,4.41111 A41. (...;.) I hit I • . F uI.Lt PLAk kAlLtL-S) 4IIlI-_t..I IVL 010...1il(1C1iL4:) hh hUEkflOED 1-m(INCH/HH) lUtrqL flkLA(AUHLS) I 0 . 0 FLOW PROCEt3b rhUM NOLM 01.00 (U MOUE. 92.00 IS CODE I 1-(AU1...1.. 1.11141. 1111(4.) SUBAkEAK((<< LOMPHFER-ESIIH61I.0 P1.1Lbl.....L (NON -DRESSUNE FLOW)<<<<( DEPTH OF FLOW IN 1:::!.0 INCH PIPE IS 6.4 INCHES P I PE -FLOW U E. 1...OL 1'1' ( ELI / ) . —1.1111JS;220Z‘JFA--1.4L11-1L1--LLAL.U4.1.C.LL(LthLt. - ti). I n.11.414:.... I 1,.1 .14 i 1111.. VC/ I 1 ( li4 ( 1 Li (./ 2.1 1 .1./(.J 1..t. 14k., 1 .1.. 1 141 i 1111J 1 1-1lJ . 444_ L LJJJ L. 1 L..1.(4t4L-1-1--L/4-11.141.-1 I Ei 1,•(,-(.)1:i..1_ ( ft> J.14 . 1 :142 1 ( ; ( t-i . ) .11 1.4 11 A 38 40 ************************************************************************** r1gfic r qr. c'Fitim 5/1 .jo Tf I r4L1nr' 51 on cumc = >>>»RAlIONAL METHUD INITI6L (JunRc.ri ANALYsls««< NZula=LIZa rli NNFUHAL POOR CUVER 1C K*L(LENG1H4c* a.00)/(ELE(i1lUO LHANCIE)..1** .20 • 1_,_4' •:).P.S cm UPSTREAM ELEVA r :t: ON ( FEET ) .,-- 62 . 20 DOWNS'T'REAM ELEV AT I ON ( I:, LET ) = 19 . 50 I li:11."-Cr r 17C4 n IP' it PREZ.r4ILIL(.4alLact...)- .1 L.: ( tilN . ) t, . b2I)%141.. ( 283 . 0 cl >K44 ".,1 . 0 0 ) / ( 4 0 )1.1** • 2 0 = 7 . '4.11 6 23 YENk kNINI-ALL iNCENS1II(JNGH/HH) a . 11105 T "; " I.J 2 NA.1 URAL. OR AGR I. Cill...ILIREI: SUBA I :FlIA LOSS RA I E , Ern( INCH / EIR ) = . 200 (1 S (.1IJA RE A RD N(31"F ( CF.'S ) .“ 1 . a a 1 -- 40 PEAl( FL flu rart:i rp'gr: ) = 1 t1c1 4.2:2-AcicasKAL4...*„.(chcfl4.4..k>1Qk1olutololoic.406A-4(-11“106.40100faLtiot.S2101‘101Lic**Ack>k/k* FLOW 0'HOCE:T3 FRUM NUDE 5 :I. . 00 'TO NODE 62 . 00 1S CODE = S - - cc.441..j_L$ r: r • $ L.23::---ri 014_111ra241-1ELELlatulau.....!-AILIAREas < < < < ) , .) , )(.11).1 NG CONP(.1 (1.. le I .1;i I .1 Ho / 11111.) 1,1 I. IE. .I. LE ( iNIL.m.)--PliE:i;SUHL: —14LILL_Ll__US___1- 1 II:I 1 N Li_u___LN.L.Li I. II )1, i'- ,1 tt I Nf_airti P 'PE -FLOW vELOCITY 1 1.71.: EH SEC . 1 .“ 11. . 0 , twist REAM NODE El_ii V AT :1: ON ( 1,,S.1::. 1 1 = 1 9.50 ____.uuwasnazAitt Nrui ELELEU Ail 1:' Eali ''' 0 _LUNA -.E4 ELUW LEN6INN-ELI1 .,. 6/.00 MANNINN'S N = .009 L:IYINnIL0 PIPE DIONEIEE(INE11) 6.00 NNNEER OI PIPES .- AkAu Hi.. 1 ANL ( MIN . 1 - 09 (.; ( MIN . ) *>F.*)40***I*****Ac**Ta****;•*****:*************************************** ELLA)) kkULESS 11l.ji, NtinL 31.0u ID NUDE 6irJ.00 1G CODE > > i if' (>14(I L.. / t41)1..1.1.141)1.././ 1 : #1.1 I I 11 —.LI Li ilLil 11 it 1,(J1/1 i .111 I 0.1. 9C11.1.1i I) I 01< I r)111 1 I r41)I 11F<h.iii I 11.!L. ($t ) / lit,11,11 1(4[1 f):,11‘ 1 Il(t,11,(11‘) 1101 IN/ I it, I f)t 1 I/ I if. I iiit 1.1 ‘.i i1( 1111 /11,1 ItAid ) :,11,1 Jig, co‘l .,) •1 I .11.I t I 1 I : .1 : ) I / )1\41 1 I 11 .1 :1... • 41 1.1 6 **************A4******4(****************1(************************44************ FLOW PROCESS' FROM NODE 60.00 TO NODE 61.00 18 CODE = a ) ) > > > k ( 14ANCAL ME I HOD 1.14411.11. / itiNill/Ffl ANALYSIS < < < < < )111 4../14{4iL (Lot ' 11‘ I- I L-1...1,14-11 I -I /1‘11‘ :3 . 04/) / I t_1...tt Y (I 1 JAIN L.1-14-11,1l/1::. ) ..111c1S . CA) INITIAL SUOAREA FLOW -LENGUHIFEET) = 275.00 4-441rT4:q7AN 170 FunttosNEELLEI - 4 #) t1 r' I:10W 4 44S I F(4:: (11-1 ELL V ri 1'1 ON I 11::.liK I I 6 17.00 ELEV0110N DIF6LkENCE(V6E1) /:!.(:).00 ( ( • ( is 1 LI J " 2 i 1 GN46 i ' )7: u ua(Es 0 (10 I / ( '11”i 0 (1 ) At* Po t,,, 1 fl '7 Aci is YEAR RAINFALL I Nri ENss ry(INCH /11 k ) = J .1. :4341 ((i011... CLASSIIii'ICATION :19 "DIP rdr,ti i r, al fiY, e- Gr.. I 4- 141...1./.1F IL. c' 4.11.....All ./..ifl. L-04141--RATEr_EuLLINrw i Itar 1 ::-. -)n n 11 441.11:401444:() I .I.114(.11v1/ ( (.;1' 1i1 ) ..; I. . 06 I (1') ()L. (11 (L. 4:1 ( r ik4‘1::: ) “., . ..i. 0 1.1:::i,) I< I" 1...044 RA I I::: I CPS ) tut 11.. 06 VI (11.t 4144.1.1I-Pc;':: 1-411(11•1 144111111.___ 411 OilitILL_N111111: (1(1 I'Ct_,CIJ.IjF = -21 >i»)LNMPUIF. 4',14,6 -FLOW IFflUET. TUIF 111140 SCC0k6...A<<K<K .1-, l3:44-1444....----LU414.)111 L.144.-ELI ULMC4 1 LLi_ 1..(11.4111IE2.41.__LNUtt:J.414LS.SUI4E_ELL141.1....: C CC< ! DEPTH 04-' FLOW IN 6.0 INCH PIPE IS 3.9 INCHES l'ern4:-KLU4-IlEtalClitilLEEILL3kr' / = 1 0 UPbtl(EhM NNDL 61...1.)(411ON(I'EtT) = :1 5 . 00 00WW:(14(L1(4 HUM. LLE0NI1OH(LELF) = 14.2(1 1 1 L 4,44.14-44-LUE1114. - ' '' Uu______OANN.I/i14/1.E.-biL ittt ALL9 ......... — ...... .. .. ... . PIPE-FLOWN...FS) = 1.06 H I = 6. Go) tlt.)r1iIiLI-4 1-1 .. PL. ;lauE, L._ I ±.1101i). (4-11' --• _Oa LEA_MIN L r 0 114 1. '• (4.-414.(.44-14-44 4' -44'.:( (:(1‘.4.:101....1(L1e.:S.:4: *)1..)Kilcic44:404(A)(c.a.:Ita1.41014;1014.100104t144)4010144E44;10401(441WOCKAUCIS4WiaLt...____ FLOW PHOCESS FROM NUDE 61.00 ID NUDE G2.00 18 CODE 1 1.4.4LAIET".4.11:4....LIINEULLIENI 1" C C- I 2' (1:(.14111.1( il11 IT a /41(.,1::.1) ::( IlL.Art V1411...1.114..1:i t :•t . 141iL--144UE11:110-UL...41_1(4:LS4-11. coHrLuENLE. VOLUFS IRIEN FOk INNEPENDENI 6TREA0 2 ARE: TIME OF CONCENIRATION(MIN.) /0.84. kal4)4FALL_1)4:1.LIALL).Li1tii.N1L412114:.) - 1"-)4 1-.01:::44714.4.J.) 14)::1 I I 1•Ik ) . ; ,k) ).)I. ):) I dii:141 A141111 t .1.1:H t:t .10 `-‘1 141(4-(44.-441i/Li....L/41 1 PEAK FLOW E: CFO ) P1 ONFI...UENCE :74 1 . 06 I '4( .1.4\1)..-ALl__LTI.f I' 7 _ANL! .L ul I I 'al 4A I_ILL-- t.0111 1 TS i ti 1111 I III. f LEW E4t1.14_ L.4ILL.L_fl IJIUFS)1, I tit 1.1‘.1 ) 1 till 1(4,11 / II< I 1.1)AC1)LS1 )'l . / . -16 e 60 1(1 04 21(10 00 • (.t ti (It'll 11..1) Lt11:41 1..111. I-41,1. I.: lt ) I Mt. 1 I It ( tItt phi I ill 1. I St) i 11-_(11c 1.1....t)o..1 I 0.• II- I ( A -;') ) ...- i ' ...'. ( ( ( ( i ( I 4.4 1 t. 1.. 1 I- E. (.. I 1 V IL (-.1 (1:. A ( CI()1 1: . ::i ) 4. r 1 (1 I: .1 4111(N.. I) 1 MC .I. NCI' 1 / Ilk ) 1(114)I.. Al(lint A(,III.:.:i) t.- i ill . 20 2 6 *********************************************4<****************************** 2 >>>>>R(TIONAL METHOD INITIAL SUBAREA ANALYSIG<<<<< DEVELOPMENT IS COMMERCIAL TC = K*LfLENGTH** S.00)/(LLEVAIION CHANGE1J** .20 - ,," ' UPSTREAM ELEVATION(FEET) = 60.00 ' DOWNSTREAM ELEVATION(FEET) = 14.50 ' rl...R_up44:4444“ DIC=P4);4&NIA:(1-1•cRTI u (CfMIN.) •••• .:104*Lf 270 00** 1.00)/1 45.501J** .20 = 4.075 COMPMED TIME OF CONCENTkAc1ON 'INCREASED TO 5 MIN. 25 7EAR-4.A44411A61,-4NTaNg1T-JC41NC04HR) - 4.WPO SOIL CLASSIFICATION COMMERCIAL SUBAREA LOSS RAIE, FTh(INCH/HR) = .0200 $41,4-14A4i4A ruNorcrrRs4 -... I (111,.1... Afff...n(ACRE::5) = .60 PEAK FLOW RATE(CFS1 = 2.59 • **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 74.00 IS CODE = 3 ___. -------------------------------------------- - )))»(umPUIE PIPLDFL(lW H(AULI TIME THkU SUBADEA<<<<< ) ) ) ) > OS COO COMPU I EH- LOINA I E 0 P I PES I LE ( NON-PNESSURE F LOW) < < i ----------- -- --- - ------------------------- DEPTH OF FLOW IN 9.0 INCH P I PE IS 5.9 INCHES PIPE -FLOW V EL CJ CITY ( I- LET/SEC. ) = 0.4 ---1,4t:4:443)::AM-1-4 C)D6-1)Z L. 1::2AT.I ON. LEL5:11:f I-- 1_0 A 1 DOWNS TRLAM NODE ELL:vn ICON ( FEE T ) = 0.56 FLOW LENC111 ( FLEA ) 00.00 Ir-14:MACCO B1:4,E (:)(4fl9INFol 9 00 Nu1Br0 failakaaar MANNING'S N = .009 PIPE-FLOW(CFS) = 2.59 TRAVEL TIMEIMIN.1 = .11 TC(MIN.) 5.17 **.fulft4Th*****4:*********************-K*************************************** cl RI [ PRULE4.-J4__E_PLIMWoUL 7_1_00 an fq rclUE__= _2 ))))>AUDIIION OF SOBBkLA 01 NA)NLINE PEAK FLOW<<<<< )•!;.) YEAR Ff INC ALI. IN I Y ( 1.14C.1.1 / l• IR) 4. /51 SOIL LL(ISSIEICATION (414;) I ; r/AL--41154-54(:“'LL-CUI11 11.0 SUUCLcL JJctc J 1,JiijzcLu J.j/11E(1_-= -AUDI) SULAREA AREAfACRES) - .10 SUBAREA AONOFFICES) = .41 EFFECTIVE AREA(ACkES) = .JO AVE it no: D Ern ( INCH / filf) . . 05 trax41___AnLA LACEL<-') - /0 PEAR FLUW k6IL ( CI' FE(MIN.) = **************************************************************************** rt.43W-PG0(T73.ii' FIROM NODE 71 00 IL_NOUF 2.4. act Tc: rupc_"- > ) I )1; :.; _I (1(40 I_ 11,(111. I 'I 141)1 (1 r ; I id I-1M ( Mil 11- NCI-:. < < < < < /OTAL NUMBER or STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: EIMIZ-LIV CONCENTRATION (MIN ) - 5_17 NIALI IN1ENSI1 ( INL( I / ) AUkkACEO EM(IN(IUHk) .0S El:BELT10E S UkL.MM AREA ( ACRES . I 0 (11 IT( [(LAM (.1 (EA ( (LS ) /0 . . • • • 11 **************************************************************************** 6 , 1.00-4,0-1-4909-.00 I F.: GODL ---• )))>)COMPUTE PIPE -PLOW TRAVEL TIME THRU SURAREA'“<<< >))))US-±Ner-e0MPHTCP ESTIMATF-70 P-IPF;$4W-4NON-PRR4gP.WRE W1.0111-44-1<4 -• . ' DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.0 INCHES u-i4=1-4LIJul YLLLIcTty/c.1-1-Tican UPSTREAM NUDE ELEVATION(FEET) = 14.20 DOWNSTREAM NUDE ELEVATION(FEET) = 0.56 CTH(F-WA:TI 1-w3 00---MANNXNric" N - 004 LSIMATED PIPE DIAMETLk(IWT4) ,,, 9 00 NUMBER OF PIPES = PIPE-FLUW(CFS) = 2.96 F:eittr-1 .11r-iltON 1 -: I / FflIMIN I = 1 FLOW HhOGESS FkOH NODE 62 00 FO NODE 74.00 IS CODE = • 0 piTTL/N ar glWA":A TI1 mAINLINF PgAg Finw(ce(c 25 YEAR RAINFALL INTENSITYCINCH/HRI = 4.602 a -... - N Tc "nn nottiknL. UR AGNICULTUkH sm(r&c, Loss RAIL, Fm(INCH/OR) = .2000 1-;UDAHLA AREA(ACHES) !., 0:3 SUE:AREA RUNOFFIC:FS) :.: .20 - - a a -o(INCH/OR) - 06 TOTAL AREA(ACRES) = .75 PEAK FLOW RATE(CFS) = D.12 ._-4.1(iLaIN 1 r 5. gti _. FLOW PROCESS FROM NODE 62.00 TO NODE :74.00 IS CODE 1 ------- ) DES.LONAXE_aNDEPEN OEN T cr' T EtEAM_Efill_CDNELLEFICF < c c< ii))>ANO compuTE VARTUUS CUNTLUTNLLD SFREA0 VflLUES<<<<< ..._....... , ----• I EMI-1.. I.: Illqrrjni CONFLULNCE: VALUES USED FOP INDEPENDENT STREAM P ARE: TIME orLONCENThATiON(MIN.) = 5.D5 TNTEFIF:ITY(FNCH/OPI 4 FR (WELI-4--IGI:..0 m I/ II< REAM ni,(L:ncncREs) ,;FuFAM AREA(AfTl•ciT PEAK FLOW RATE(CFS) AT CONF:LUENCE = 3.12 _EwILNEnt_l__INTENUIIY AND FIML OF CUNCILNLRaljON RAIIU .L.Ni.-1...UE.Nk.,L. I' (31 iMUL 11!:;I.IF I. UK !;r NEE.Ami. J. w_En 11 1 AN L ** OICFS) 6.0D 2 4 Tc(MIN.) 5.11 5 15 Fm(1NCH/HR) .051 051 Ae(ACRES) 1.49 1 AN 1.111,71,1 I t-1( / I ( it Li/WS; LI I I IW HA I I" ( L I S) 4 , 0 4 ) = 5 310 ..FFECTiVF AREA(ACH/ 1.45 AVERAGED FrolINCH/Hfll TOTAL AREACACRES: = 1.45 .05 *********************>KM ****:N:I *****:k*****W***4********N<***************N(****** - �- .FLOW PROCESS• FROM NODE 74. 00. 10 NODE -75. 00.. IS CODE = £3 t. 47 >>)>>COMPI.IT'I:: PIPE -FLOW TRAUE._ TIME 'THFiU SUDAREA<<C<< >)>>>l.1SINO COMPU TEI1-al; I:MA'(Iii:I) T ':II:I:w I:I_E (NUN -PRESSURE FI_OW)<<<<C DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES --r ,. C _. ..._ ,...--„_,...Jv.. ,-, -._.:> ., '. UPSTREAM NODE ELEVATION(FEET) _= 5.56 . DOWNSTREAM NODE ELEVATION(FEET) = 0.00 rL..C"' L..I:::NCTI 1' T-raT) --• -,•- UU—MADJN.LNr • c J1_ _ nog ESTIMATED PIPE DIAMETER(INCH) ..- 12.00 NUMBER OF PIPES PIPE-F LOW (CFS) = 6.04 T_ .. .... ... ... _ ''i 9s = 1 Rt =::::.=.=SCL9 'c::L^===� ==== r::_zaa-'::'::=,,=::c::l::::: ca` ::va=:aae.T.TO1:CTc:cc===== == r:N0 OF STUDY SUMMARY: t_C):L'AJ ('RF_A.LAC.EF"'' -- t 45 T'C.MIN ) xu 5-qq -16 aLa.eIDNva LFT-I.(:r::VIi_ ARFiA(ACl li!:Fi) '- .L.4.5 (1VERAGED Em(INCH/HR)=a . PEAK FLOW RATE(CFS) 6. 04 w's* P1144l( (:J LP-' FY11.1-' 'C AO!_.F- * * .0'. GIICFS) Tc (MIN. ) Fm(INCH n-IR) Ae(ACRES) :I. 6.02 5.21 .051 1.4S •1 C. PA c c, 1.4... ' EiND-CIF I''dA4 ZONAL-✓•U CUUI' tNA1 Y, " • III. EROSION CONTROL METHODOLOGY AND CALCULATIONS As shown on the project construction plans, the upper bluff is to be cut down approximately 4 feet and graded to drain storm runoff towards two separate desilting basins. These basins consist of a sump area and a desilting riser pipe made of corrugated steel with perforations. They are designed to collect the runoff at a low point where the silt can then settle out before the water drains into the storm drain system. The construction details provided on the plans are in conformance with O.C.E.M.A. standards. Calculations for estimating siltation or soil loss have been performed for the above mentioned desilting basins and are included at the end of this Section. By use of the Universal Soil Loss Equation (USLE) the amount of silt that may be transported during a 25-year storm can be estimated. For the larger of the two basins (see Hydrology Map, Node 11), the estimated soil loss is 203 cubic feet (annually). The storage volume for siltation as provided on the plans is approximately 11,000 cubic feet, well beyond the calculated amount. For the smaller of the desilting basins (see Hydrology Map, Node 41), the estimated soil loss is 103 cubic feet, while the storage volume provided is approximately 2,300 cubic feet. It is clear that the desilting basins specified on the Grading Plan have more than adequate capacity for the anticipated soil loss. The Grading Plan Specifies a 2:1 slope adjacent to PCH and at the back of the proposed A.C. parking lot. Although these slopes will be either landscaped and irrigated or hydroseeded, some soil loss from storm runoff is anticipated and therefore sandbags are specified to be placed along the toe of all slopes to control it. Sandbags shall remain in place on site until vegetation has a chance to take hold. • 1 Dm !—oStaiy-frL I..aWe-2 Lin-1Pu`� rt{'k Z GPADIti»V 1C L.D PARRIQ LOT PL-4tJ SE;oln'IErtF Bfr r1/EfZo410^1 con1TR-0L CALcL<hncrJS R-EFER-ENCE : E2o51oa : $ED lMc,ar CoNrltoL.00oolc• StaJQ� CL'ol4-na.0 (Iv. by Mcce,t4:11 I. A.aAi-14 1/2of C.4-r PA-P NCLiAcadr Tv LINE 9. P/CfuC CORR'WING To move tl ON F WftVLP4Y µkr, • • kre.. = 1. 8 Ace qZS = 4.2 CFI NM CZaRaIEQ- LA.R.F -taf 5601/4Er-Ir" EN411-4 A 5 1-2 \ Z (4.2:9'/) = 572S'O '%i .0Oo9.(a ft/c Ck c. To?Pr4E DEpntf r 5olt_ Los4 C7 A' 2 kx 1_s x c x P = 1(0. l(05.5 25 V5 - c 0.0Cb4CQ • /sa• fv' par44L(-4 4i2C .E o °an. (T.b•B •l) For Tye I Staenr Cer 5.12)) e = 2 -.j etr (.o-.Idt./- na.'..Fq I t 47 I 2 (I2er 0.C.1-1Ydrofv\) A'taw.aa.1 Tab $.1 Agin.,+ ivr or.ocA —1 �< o .ly t a oc� PtNomo�r.rti F.t S.ta in S.IS -fa, fa:( w/ gz7.5a_d17%Or) z 0•7-1 1".(l.m % LS = 544 IL L% —�,r-t PaA Tab C7.cj 1 510r Pariron w/ Ltn,N. of `t' (Atk.g4fVPCat•Z:1) L=4'o' ls=t1. • • 5wre P0M $ G= I. o Tub S .(o f r I'jare cpo : P = I•i To-b 9-71 co,- Cor,rA ho sMo.1tnS,iRK 2T (o.zl) (s.laa)Q.o) 1.3 30.Ci jo 5/Ac 3 P ., 61 /Pp �. t0111455.1 -5 cr/A0 0.IS Ac_ t.oSs = 5.1 c- i,.Jhare (AsLl< — 25 (0.20(0.17)(1,6) �J 0Ap (. 2 ttn.,/pr, = 1 .2_ cT 7.6, c l i. x:t (4-on OIL CoSS = ('2- ct/hc OIL Sys 2.0 or tOT7rL SOIL L-0Sq = 5.q cY 4 2.0 cf 1-hn = 1 oiL> Area = blot x 8 = (06to sF Slott = 0.15 A Y Are,(p,4T I. A-c. O.,,A = 1.45A, -rifta 7. OP PP-+Lrlcf.ES wlrt+ `tcZe et2z-arrE2 7I/ ..+ ao2,n,.r (c(i.-,.' yaf{r S+t.e) SF}-o t-4 07 . Apr R I^tA-Tm.LI' 95 o/o 45ez ten ph'en +=2.5.61- on (ote+i:aut errer'Ui4 w s:n :tkJ' y. Ids) C.15 x 7.9 1.5 LY cY f -7. 5 c_1r (5ed.� x 2r Fry,./= 203 f4.3 INSr . oR.FTctc DEvnl of Bk5lN1 = Zo3 r't1 - 0.04 f+ I" 51tt o.�,,- 1k15 CLOA-` r9 5a^� �J11-} u. �; ,tc54 iS ckit't;, L4. ( CI 5 ttsl9 Pod • ai (At rrtv4- riw4: tnZc o,-, 9rr.,4 P I a.w1 t- a 67 4 `i e4 n e&-it '74 -I Ai ur t art, of &pp rirra3-e.C3 11 to o s.c. a J, 4. .era .&ep 4k' o - 1 5 a ±t/.l-e 15 5 ' y ; : o-A- . en ore i �aK wl aj- r4 cu 1 c j .J td Vnere . 6 Attu(:+fon..(t `ilne r&A 5(0� 5rw lL a1i- 1 °/ wk.; C&A w : I l V �oW•j W° c, 1nit}-. • vo �vmL 13 2-7a L".4l1 0. 4-02kfL Et4- seal".,,..,t p ro CacLZCA,•o a 5 runoff • 2. 4,0-(hlf OF 5MM-1 OAT PAo P-Pd'41Ny T £.`<t51-• • • PE4 SERJIcE Q.D (C.•4n+c F�lz A-r'ea = 0.s3 At-re-5 Mt . e7.4a.encega.>4._ LTR) (CRAlr4nd4 To NODE 41 c?„ 1.3 C> (1.77e+s) Z i 627q tr. 0. o op j (f ltsL� = RrLc u%N GxP = CZ Ito e ,.Z 1L 11,55 (1.2) 25 0.IS i'O.Ore v = O•21 6 • 1) = I•"', LLSL-E_ = 75 (on.t)(5. a4Xl.o) 1.3 SuRS 38.c iiils/rt, �j8•S C'(/Ac Cl/Ac- K 0•B Ac. = 1.08 c'4 ZS (0. 21) (o.'j ax l .0) I •"3 Pica 2.0 GY/b,_ 'L.o cY/hc X (0,53 - o.O%Ac) = j CY Oro I-h0ROL0411' HAP) L: `t/ 2:1 Slant 1 L: 4oa el = 2 70 ASLy., _. 37. rq = p.og kc. 4;s6a riper. kleX f- lbT/ki = ?i .n9 t..4 + 1 ry _ A t.`-( 0.15 x 4 C7 C (ct _ 10 / Yi' M hioh4\71e YJsrirt) _ lozj Ft� + / II I i (o2h 4}4-t Cr 6,,Q A'�vl i1 S G l 5 a e7 a mC W a{ a'1e 0.AK i n q k s1; if? `1 to ; S/ G ace? 0.4 -1/lii 11 p((a4 o 411.QWn on gr&ctn1 r) t , in a4 a Sec r*i/ bar; in i�tr yacc a rein of a no o1a-;.nct eI 2,300 c . Pa{ a.KA an a,vcra_fie �e±t1 or I I+moo! �o U ff ewe is +s y� �icnnil7 nit 4T"ia qR vot4MQ_ pro crack on ri0.nn c. `i'"l a.... `l-l-te i/alu2L cu.af`eq1krIzre 0.06 r • • • Given: (a) CATGri -:l_1»ICs C. B. i STA. CURB OPENING (SUMP) Discharge Q 2S a CFS (b) Street slope S = — $ (c) Curb type v A 8" C.F. 6"C.F. B 8" C.F. 6"C.F. (d) Half street width Solution: N A. ft. Q / S - 0.5 = rJ.A. / ( )^ 0.5 Therefore v = N.A. ft. H (depth at opening) = 0.17 + 0.5 = (2.(071 ft. (g") h (height of opening) = 0.54- ft. (6.5") H/h = 0.67' > 0.5 4' From Chart: (TA?LE L) Q/ft. of opening = L required I.(o CFS/FT 10 c- f 1 I.(o ers/ft- G. t5 ft. USE L = i - O ft. CK; f'LAr�i _ �' r2ET' CI Iy ra eF-_,elJCE 7• 23 rcjCe • • GhTGH F?-+IN -5 '- Ci C. B. 1 STA. 2 CURB OPENING (SUMP) Given: (a) Discharge q z5 2.Co CFS (b) Street slope 5 = — (c) Ourb type / A 8" C.F. ✓ 6"C.F. 8 8" C.F. 6"C.F. (d) Half street width : NJ.A. ft. Solution: Q / S " 0.5 = N.A / ( )" 0.5 Therefore y = N.A. ft. H (depth at opening) = 0.17 _ 0.5 = 047 ft h (height of opening) = o. s 4 ft. (c.5") H/h = O•Ca7 / 0.54 = 1.2.4- From Chart: (TM LE L) Q/ft. of opening = I.Cv CFS/FT L required = 2.6 cFs / ! G cF;/F+ = l •Co ft. USE L = 3f- �' ft. • • C?tC-4 GFh=.ire �t�vr4 C. B. f STA. CURB OF_iING (SUMP) Given: (a) Discharge gr 25 = 2.0 CFS (b) Street slope S = 1 (c) Curb type a 8" C.F. ✓ 6"C.F. 8 8" C.F. 6"C.F. (d) Half street width : Solution: �.� ft. Q / S - 0.5 = N.A./ ( )^ 0.5 Therefore y = N.A. ft. H (depth at opening) = 0_17 0-5 = O•G7 f (s") h (height of opening) = CS -A- ft. (6.$) H/h = O.c,7 ' / 0.54 = I•2-4 From Chart: (T J LE L.) Q/ft. of opening = CFS/FT L required = 2.o cfs / i.b ck/F = l 25 / USE L = 3-- e 1 ft. ft. // /o a 75 • (-CD ors/Fr /0 3 ai /0 jrf" 8 .e •a� 5 1 l a! > A hb 4 k - ~s1" ti 'e -Y. . j. "( TP(%' 3 Edo' 1, Q 2 r 3_5 r / r i .2iN 3 i 1 el .06 sa lii1�e. :- S9a.Kau of P/i&K .Paces '. a...ea, Art /*.rh- pC /2 o N. .04 c. 4. -30- .02 .O/ Curb T tvea/ Occmvo. /al t-.25 a 0 •/S '1fr`�'-tort TABLE L gae/"Zy iile.J a/ /o..� ct curb Fasc� /s 2¢ 5 • 04 =�tD • i � l c'F s- U CAL Ti:FlK15 ICE Lye's i' 1-y. 1 AULic ANAA4_5'515 c;� A 5suni `1c , C H,5 , `' I (IT Sivf3 rs F:Lawl,QC:, FULL L F 15 is,. Svr- "31S ��eill YC7(L<L(.2c;7 T(Lt �r�»' 2411 I. 4-6 242 .3oL _ L13 ;-7 ±\ .171 . 17O (c, 1'7) (. tul)/Z_ 10,1 CC; A 1 f' _ 1? c 4- (<: c( A Til- 1 i ttu- . 2 I Q L{ r 4 L$zJ3 ( 1,17) '"l07� �z = Z ? cfg D ci. 's �'73G z'134- (4 2 _ A=.9r."Z.c{ =c,7ci fit ci - b, 3i}z -ere `for IC g I cL' ]l u..1/) 5 /(3/9 . . 74 ' C �"..` 11 A'. C P CAa' (r) � S ? Lis ) kek-ta„ U,(4, �.,fi L'.£ ,,7 ± gZC�uSe b 24� l � i '� i j7fy r or , t� c h co LJ ti E L f1J Torte o'' 7 No F2gU<vp �cc r Fre WILL wonTHE 24 �M z ce c� yr r ` ILL 71 T1er.1 AT C 13 4 ��z • • • PAC; FiC COA5I 8 - 4-- " 70RLP FYI 5-1-ihia `;T /ZL' Or: AItJ EA C WAT cr< 4; um!.+J6 3U° 2 o IS =CJi L 11os?! r.4i.. %-2 =-a& CA B ^-„RC2 SCALE: 111= ..' ); 'soR 35 7 ,o • 30 ZO CO 30 3• PROPOSED Fir4iSHEo /� S sc mac GRADE p C. �O O / 20 CA, a,R \ � ��y h Z' CONC. d V-OR'cN' C" xr 10 1 QI tel (-PRO Foc.ED rtHtSF{Ev 1 GRAOE S� SECTION AT SOUTHEASTERLY HEASTERIY CORNER OF PARKING LOT (NEAR CRTCH 6AS11-1 NO.?_) LGOKI N G WEST ¼--- ti/ EXtST. GROUND 5ECTICN AT SOU I HWES 1 ERILI- CORNER OF PARKING LOT kOGK\NG WEST SCALE: 1 " _ `10' 0R12 . ° CO' VERT. HOAG MEMORIAL HOSPITAL PRESBYTEKIAN PHASE I GRADING ADDITIONAL SECTVVI\IS 4{11-100-vOc 9-9-qG • -yL7-ANS EfiJULSTS 1-M7t2oLoY/ YDRAuckC NAL1SIS Fors' F ic-H rpeF-{)NO �)nCt,uALk l�Lv�1v pc L SUP- 0.zetc S,Q L,:,e /A" Sew • Fre cL Pr ,'.1 TVIC ra_,f,rl �-� =.013 r i-P 7-)00 -cw F 7't s= o. L ,c�c . 45, Z. �.4 cf-s e Shirt = C.). 5 <<. C2 r L,, (F-e :id 42 4,, E c r `T F E7 c l-1 OeC A Kr) C�, c -Cs ok._ • HYDROLOGY REPORT HOAG HOSPITAL LOWER CAMPUS CITY OF NEWPORT BEACH, COUNTY OF ORANGE BUILDING DEPARTMENT CITY OF NEWPORT PEACH, ca�e APPROPAL Of Rita PLANS DOES NOT Pnhs i 1 �!! % vRU I, N 1N ✓^ AUTHORIZATION WITS THE ORDITO NANCES CONSTRUCT �r TENT WITS APPROVAL COES. NOT G; 51 AP 0. f BEACH SPE THIS &INNPc COMPLIANCE VJ TH T RESPECAN, THE CITY C ll c NrN � ° u PLANS ANDA YPKemiTTEE TO REN'r iH o MEATREQUIRE THO I Y THESE PLAN- PE TIM, IFANECESSARY BY rO 4PIY Y'Irt' OFFF THE CITY OFSNEWPOPT BrACp, APPLICANT'S AC%NCi.LEM -‘o' DEPART PUBLICOHcS TRAFFIC FIRE_ O PLAN REVIEW These plans have bean reviewed and are found to be in subs Mal compliance I. itn the applicable gracing codes adopted by City of Newport Beach, Approval is recommended for permit issuance pending °eD:& by all appUcabla City departments and agencies. PREPARED FOR:, 7, epredl^ irrs and C a-,','. 1.,..._yd,:i r..nPe:tstothe Hoag Haspital A t .. +.{ donnwncYod cat.dtruction d . s rc,...sulant9 {,t r n,�;, these CCideS PREPARED BY o. ;,.er Care.. It( I• .,, :LvLFIC'E Sitati bavalid. TRC 21 Technology Drive Irvine, CA 92618 BY' Roy L. Roberson, P. PREPARED: April 2005 E?t;U�i ii ENGiNEEERiNG INC. sormens R.C.E. 44160 EXP. 6/30/05 • • • TABLE OF CONTENTS SECTION TOPIC 1 EVALUATION OF HYDROLOGY 2 ULTIMATE CONDITION 25 YEAR HYDROLOGY COMPUTER MODEL 3 4 5 6 7 ULTIMATE CONDITION 25 YEAR HYDROLOGY COMPUTER MODEL ULTIMATE CONDITION HYDROLOGY MAP OVERALL 25 YEAR HYDROLOGY MAP (50 SCALE) ULTIMATE CONDITION HYDROLOGY MAP OVERALL 100 YEAR HYDROLOGY MAP (50 SCALE) WASTE DISCHARGE AUTHORIZATION AND MONITORING/REPORTING PROGRAM (DEWATERING) NOTICE OF INTENT (CONSTRUCTION) i • • EVALUATION OF HYDROLOGY CONCLUSION We have concluded that the total rate of runoff proposed at each of the points of connection to the existing storm drain systems is in substantial conformance with the previously approved Hydrology and Hydraulic Studies prepared by Boyle Engineering for this project in October 1997. From this conclusion, it follows that the development of the property will not result in storm water runoff in excess of that which has been previously planned for and approved by the City of Newport Beach and the County of Orange. For more details refer to the referenced reports. PURPOSE OF STUDY This hydrology study was prepared to estimate the rate of storm water runoff from the Hoag Hospital at full build -out and to serve as the basis for the design of the On -Site Storm Drain Improvements. The Hydrology and Hydraulics Studies were previously prepared by others, reviewed and approved by the City of Newport Beach and the County of Orange. The purpose of the previous studies was to verify the capacity of the existing on -site and off -site storm drains to accept runoff from this development. This subsequent and more detailed study reflects the final configuration of the on -site improvements and is compared to the previous study to verify that the previously estimated rates of discharge are not significantly changed. SITE LOCATION AND DESCRIPTION The proposed Hoag Hospital is located northwest of the intersection of Newport Boulevard and Pacific Coast Highway in the City of Newport Beach, California. This site currently consists of paved parking Tots and building structures. The site drainage improvements consists of catch basins, area drains, storm drain pipes, brow ditches, curb and gutter, and C.S.P. Risers. • • DESIGN CRITERIA In order to design an effective storm drain system that serves the current and future needs of the development, the following approach was used: Existing Constraints — All existing constraints were compiled and plotted on a hydrology base map. The peak flow rates identified in the existing approved Hydrology Studies prepared by others were used as constraints for this analysis. Planned Conditions — All proposed building locations and parking lot configurations were incorporated into the Master Base Plan. This became the basis of the precise grading design and was used as a basis for the hydrology map. Computer Modeling — Tributary Areas were delineated on the hydrology map and the computer model input was prepared. The AES rational method program approved by the Orange County Environmental Management Agency, County of Orange Hydrology was used to analyze the rainfall and runoff of the development. For this hydrology study we used a 25-vear storm event. Furthermore, we assumed a Group "D" Hydrologic Soil Classification. These two conditions were used in the previous hydrology report as well. • • CONCLUSION The proposed development of this property will result in storm water runoff rates that are in substantial conformance with the existing approved studies. The total flow rate is almost identical to that estimated in the previously approved study as shown in the summary chart below. AREA 1 THIS STUDY PREVIOUS STUDY FLOW DIFFERENCE Q (CFS) 12.6 15.9 -3.3 AREA 2 THIS STUDY PREVIOUS STUDY Q (CFS) 12.0 17.7 -5.7 AREA 3 THIS STUDY PREVIOUS STUDY Q (CFS) 13.7 13.8 -0.1 * Hydraulic analysis will confirm that no adverse affect results from the minor increase in flow rate. x**xx***x****x****x**w*******x*x**x**********************x****************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 198E OCEMA HYDROLOGY CRITERION) (c) Copyright 1983-2300 Advanced Engineering Software (ass) Ver. 8.0 Release Cate: 01/01/2000 License ID 1512 Analysis prepared by: TRC 21 Technology Drive Irvne, CA 92618 (949) 727-7399 ************************** D,EESCRIPTION OF STUDY ************************** * HOAG HOSPITAL LOWER CAMPUS * AREA 1 * * 25 YEAR STORM FILE NAME: HOAGLCAi.DAT TIME/DATE OF STUDY: 10:06 04/27/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OE-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.0C SPECIFIED MINIMUM PIPE SIZE(INCH; = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED' *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ****x****+***1*****************-******************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 119.00 ELEVATION DATA: UPSTREAM(FEET) = 68.00 DOWNSTREAM(FEET) 43.53 Tc = K*;(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCEi/HR) = 4.824 SUBAREA To AND LOSS RATE DATA(AM.0 II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LANC USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.31 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.34 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 • • »»>COMPUTE ?IPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 40.53 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.012 ➢EPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY (FEET/SEC.) = 1.7.34 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) --- 0.06 Tc(MIN.) = 5.06 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 16.44 181.00 FEET. *_**_******:****************.**_******************************************* FLOW PROCESS FROM NODE 103.00 70 NODE 103.00 IS CODE _ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(VIN.) = 5.06 RAINFALL INTENSITY(INCH/HR) = 9.80 AREA -AVERAGED Fp(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = C.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 *****************************..**_******************************************* FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-OE-CONCENT?AT_ION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00 ELEVATION DATA: UPSTREAM(FEET) _- 20.00 DOWNSTREAM(FEET) 18.99 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 5.739 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.529 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.31 0.20 0.10 75 5.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.2E TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) 1.26 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM TOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS =- 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.73 RAINFALL TNTENSITY(INCH/HR = 4.53 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26 ** CONFLUENCE DATA ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.34 5.06 4.796 0.20( 0.02) 0.10 0.3 101.00 2 1.26 5.73 4.529 0.20( 0.02) 0.10 0.3 104.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCE/HR) (INCH/HR) (ACRES) NODE 2.52 5.06 4.796 0.20( 0.02) 0.10 0.6 101.00 2 2.52 5.73 4.529 0.20( 0.02) 0.10 0.6 104.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.52 Tc(MIN.) = 5.73 EFFECTIVE AREA(ACRES) = 0.62 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = C.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.62 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 16.44 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCE PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.73 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.52 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 5.75 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 9.54 200.00 FEET. *******************************k******************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< • »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW -LENGTH ;FEET) = 217.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 INTENSITY(INCH/HR) = 4.820 RATE DATA(AMC II): SCS SOIL AREA Fp Ap GROUP (ACRES) (INCH/HR) (DECIMAL) D 0.23 0.20 0.10 LOSS RATE, Fp(INCH/HR) = 0.20 AREA FRACTION, Ap = 0.10 0.99 0.23 PEAK FLOW RATE(CFS) * 25 YEAR RAINFALL SUBAREA Tc AND LOSS DEVELOPMENT TYPE/ LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.99 SCS CN 75 43.50 Tc (MIN.) 5.00 *********************+***********+****************************************** FLOW PROCESS FROM NODE 107.00 70 NODE 107.00 IS CODE = 1 > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 5.00 RAINFALL INTENSTTY(INCH/HR) = 4.82 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.23 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 FLOW PROCESS FROM NODE 108.00 TO NODE 107.00 IS CODE = 21 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« '< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 247.00 ELEVATION DATA: UPSTREAM(FEET) = 47.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.643 * 25 YEAR RAINFALL INTENSITY ;INCH/HR) = 3.797 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = GROUP (ACRES) (INCH/HR) D C.26 0.20 LOSS RATE, Fp(INCH/HR) = 0.20 AREA FRACTION, Ap = 0.10 0.88 0.26 PEAK FLOW RATE(CFS) = Ap (DECIMAL) 0.10 0.88 SCS CN 75 45.50 Tc (MIN.) 7.64 ******************************+********************************************* FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFL:ENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.64 RAINFALL INTENSITY(INCH/HR) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = C.26 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/ER) (INCH/HR) (ACRES) NODE 1 0.99 5.00 4.820 0.20( 0.02) 0.10 0.2 106.00 2 0.88 7.64 3.797 0.20( 0.02) 0.10 0.3 108.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/ER) (INCH/HR) (ACRES) NODE 1 1.73 5.00 4.823 9.20( 0.02) 0.10 0.4 106.00 2 1.67 7.64 3.797 0.20( 0.02) 0.10 0.5 108.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.73 Tc(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.40 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.49 LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 247.00 FEET. *************************************************x************************** FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.41 DOWNSTREAM(FEET) = 12.90 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.78 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIES 1 PIPE-FLOW(CFS) = 1.73 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 5.09 LONGEST FLOWPATH FROM NODE 1C8.00 TO NODE 109.00 = 309.00 FEET. ****************,.***************_******************************************* FLOW PROCESS FROM NODE 109.09 TO NODE 109.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS - 2 • • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.09 RAINFALL INTENSITY(INCH/HR) = 4.79 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.40 TOTAL STREAM ARFA(ACRES) == C.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.73 *******,********************k*w**************x****************************** FLOW PROCESS FROM NODE 110.0C TO NODE 111.00 IS CODE = 21 »»>RATIONAL METHOD INIT:AL SUBAREA ANALYSIS«< « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ---- ---------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 43.67 DOWNSTREAM(FEET) 21.42 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.820 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.08 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.08 PEAK FLOW RATE(OFS) 0.35 FLOW PROCESS FROM NODE 111.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED P:PESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 17.72 DOWNSTREAM(FEET) = 12.90 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.75 ESTIMATED PIPE DIAMETER(INC3) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = C.35 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) 5.28 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 109.00 = 357.00 FEET. ************,.*******************.******************************************. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUESCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.28 RAINFALL INTENSITY(INCH/HR) = 4.71 AREA -AVERAGED Fm(INCH/HR) = C.02 • AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 0.08 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 1.73 5.09 1 1.67 7.73 2 0.35 5.28 0.35 Intensity Fp(Fm) (INCH/HR) (:NCH/HR) 4.785 0.20( 0.02) 3.777 0.20( C.02) 4.711 0.20( 0.02) RA:NFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 2.07 5.09 4.785 2 2.07 5.28 4.711 3 1.94 7.73 3.777 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 2.07 EFFECTIVE AREA(ACRES) = 0.49 AREA -AVERAGED Fm(INCH/HR) = 0.2C TOTAL AREA(ACRES) = 0.57 LONGEST FLOWPATH FROM NODE 110.00 TO 0.10 0.10 0.10 RATIO Ap Ae (ACRES) 0.4 0.5 0.1 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.20( 0.02) 0.10 0.5 C.20( 0.02) 0.10 0.5 0.20( 0.02) 0.10 0.6 HEADWATER NODE 106.60 108.00 110.00 HEADWATER NODE 106.00 110.00 108.00 AS FOLLOWS: Tc(MIN.) = 5.28 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.10 0.02 NODE 109.00 = 357.00 FEET. ****.******..**********.*.x**_*.>******.*x************************.********* FLOW PROCESS FROM NODE 109.00 TO NODE 105.00 IS CODE = 31 »»>COMPOTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER -ESTIMATED PIPFSIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 12.90 DOWNSTREAM(FEET) 9.54 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE TS 5.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.84 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) _ ' 2.07 PIPE TRAVEL TIME(MIN.) = 0.33 'Tc(M:N.) = 5.61 LONGEST FLOWPATH FROM NODE 110.00 TO NODE :05.00 = 493.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (:NCH/ER) 1 2.07 5.42 4.654 2 2.07 5.61 4.580 3 1.94 8.07 3.701 Fp(Fm) (TNCH/HR) 0.20( 0.02) 0.20( 0.02) 0.20( 0.02) Ap Ae HEADWATER (ACRES) NODE 0.10 0.5 106.00 0.10 0.5 110.00 0.10 0.6 108.00 • • LONGEST FLOWPATH FROM NODE 110.00 TO NODE 105.00 = 493.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NOCE 2.52 5.08 4.790 0.20( 0.02) 0.10 0.6 101.00 2 2.52 5.75 4.523 0.20( 0.02) 0.10 0.6 104.00 LONGEST FLOWPATH FROM. NODE 101.00 TO NODE 105.00 = 200.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCE/HR.) (INCH/HR) (ACRES) NODE 4.51 5.08 4.790 0.20( 0.02) 0.10 1.0 101.00 2 4.59 5.42 4.654 0.20( 0.02) 0.10 1.1 106.00 3 4.59 5.61 4.580 0.20( 0.02) 0.10 1.1 110.00 4 4.59 5.75 4.523 0.20( 0.02) 0.10 1.1 104.00 5 4.01 8.07 3.701 0.20( 0.02) 0.10 1.2 108.00 TOTAL AREA(ACRES) = 1.19 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.59 Tc(MIN.) = 5.607 EFFECTIVE AREA(ACRES) = 1.10 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.2C AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.19 LONGEST FLOWPATH FROM NODE 11C.00 TO NODE 105.00 = 493.0C FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 112.00 IS CODE = 31 »»>COM.PUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»SING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 9.54 DOWNSTREAM(FEET) 7.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.68 ESTIMATED PIPE DIAMETER(INCE) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.59 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.03 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 663.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.03 RAINFALL INTENSITY(INCH/HR) = 4.41 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.10 TOTAL STREAM AREA(ACRES) _- 1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 • • • FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL. SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 329.00 ELEVATION DATA: U?STREAM(EEET) = 20.45 DOWNSTREAM(FEET) = 14.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SCEAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.963 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.043 SCBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.68 0.20 0.10 75 6.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 0.6E PEAK FLOW RATE(CFS) = 2.46 *******#****************************x*#************************************* FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.96 * 25 YEAR RAINFALL INTENSITY(INCR/HR) = 4.043 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.60 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 5.79 EFFECTIVE AREA(ACRES) = 2.28 AREA -AVERAGED Em(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) = B.25 ****v*********************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.96 RAINFALL INTENSITY(INCH/HR) = 4.04 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR.) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.28 TOTAL STREAM AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.25 ** CONFLUENCE DATA ** STREAM NUMBER 1 1 1 2 Q Tc Intenity (CFS) (MIN.) (INCH/HR) 4.51 5.50 4.622 4.59 5.84 4.486 4.59 6.03 4.412 4.59 6.17 4.355 4.01 8.50 3.6C3 6.25 6.96 4.043 Fp(Fm) (INCH/HR) 0.20( 0.02) 0.20( 0.02) 0.20( 0.02) C.20( 0.02) 0.20( 0.02) 0.20( 0.02) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *- STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 11.97 5.50 4.622 2 12.28 5.84 4.486 3 12.40 6.03 4.412 4 12.47 6.17 4.355 5 12.64 6.96 4.C43 6 11.36 8.50 3.603 Ap Ae (ACRES) 0.10 1.0 0.10 1.1 0.10 1.1 0.10 1.1 0.10 1.2 0.10 2.3 RATIO HEADWATER NODE 101.00 106.00 110.00 104.00 _08.00 113.00 Fp(Fm) Ap Ae HEADWATER (INCH/HR (ACRES) NODE 0.20( 0.02) 0.10 2.8 101.00 0.20( 0.02) 0.10 3.0 106.00 C.20( 0.02) 0.10 3.1 110.00 0.20( 0.02) 0.10 3.1 104.00 0.20( 0.02) 0.10 3.4 113.00 C.20( 0.02) 0.10 3.5 108.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.64 TC(MIN.) = 6.96 EFFECTIVE AREA(ACRES) = 3.42 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = C.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) 3.47 LONGEST FLOWPATH FROM NODE 110.00 TO NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.47 EFFECTIVE AREA(ACRES) = 3.42 AREA -AVERAGED Fp(INCH/HR) = 0.20 PEAK FLOW RATE(CFS) = 12.64 0.02 112.00 663.00 FEET. TC(MIN.) = 6.96 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Ap = 0.10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intecsity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (TNCE/HR) (INCH/HR) (ACRES) 1 11.97 5.50 4.622 0.20( 0.02) 0.10 2.8 2 12.28 5.84 4.486 0.20( 0.02) 0.10 3.0 3 12.40 6.03 4.412 0.20( 0.02) 0.10 3.1 4 12.47 6.17 4.355 0.20( 0.02) 0.10 3.1 5 12.64 6.96 4.043 0.20( 0.02) 0.10 3.4 6 11.36 8.50 3.603 0.20( 0.02) 0.10 3.5 C.02 HEADWATER NODE 101.00 106.00 110.00 104.00 113.00 108.00 END OF RATIONAL METHOD ANALYSIS • • • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 198E OCEMA HYDROLOGY CRITERION) (c) Copyright 1983-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Dace: 01/01/2000 License ID 1512 Analysis prepared by: TRC 21 Technology Drive Irvine, CA 92618 (949) 727-7399 ************************** DESCRIPTION OF STUDY ************************** * HOAG HOSPITAL LOWER CAMPUS * AREA 2 * 25 YEAR STORM * FILE NAME: HOAGLCA2.DAT TIME/DATE OF STUDY: 09:07 04/26/2005 * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-CE-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 328.00 ELEVATION DATA: UPSTREAM(FEET) = 21.50 DOWNSTREAM(FEET) 20.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.061 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.445 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 1.24 0.20 0.10 75 9.06 SUBAREA AVERAGE PERVIOUS LOSS RITE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.82 TOTAL AREA(ACRES) — 1.24 PEAK FLOW RATE(CFS) 3.82 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 • i »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) 10.02 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE 15 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.45 ESTIMATED PIPS DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.82 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.27 LONGEST ELOWPATH FROM NODE 201.00 TO NODE 203.00 = 457.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.27 RAINFALL INTENSITY(INCH/HR) -= 3.43 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RP.TE(CFS) AT CONFLUENCE = 3.82 FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 » >»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 243.00 ELEVATION DATA: UPSTREAM(FEET) = 20.45 DOWNSTREAM(FEET) = 14.14 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.725 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.137 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOT. AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) CONDOMINIUMS D 0.42 0.20 0.35 75 6.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) _ 1.54 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.54 ********************************.******************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL DIME THRU SUBAREA««< > » »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 11.64 DOWNSTREAM(FEET) = 10.02 • • FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.88 ESTIMMATED PIPE DIAMETER(INCH) - 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.54 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.95 LONGEST FLOWPATH FROM NODE 204.00 TO NODE 203.00 = 324.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 6.95 RAINFALL INTENSITY(INCH/HR) 4.05 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) - 0.42 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.54 ** CONFLUENCE DATA " STREAM Q Tc NUMBER (CFS) (MIN.) 1 3.82 9.27 2 1.54 6.95 Intensity Fp(Fm) AD Ae (INCH/HR) (INCH/HR) (ACRES) 3.427 0.20( 0.02) 0.10 1.2 4.046 0.20( 0.07) 0.35 0.4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 Q Tc Intensity Fp(Fm) Ap Ae (CFS) (MIN.) (INCE/PR) (INCH/HR) (ACRES) 4.93 6.95 4.046 0.20( 0.04) 0.18 1.4 5.12 9.27 3.427 0.20( 0.03) 0.16 1.7 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.12 EFFECTIVE AREA(ACRES) = 1.66 AREA -AVERAGED Fp(INCH/HR) = 0.20 TOTAL AREA(ACRES) = 1.66 LONGEST FLOWPATH FROM NODE 201. Tc(MIN.) _ AREA -AVERAGED AREA -AVERAGED HEADWATER NODE 201.00 204.00 HEADWATER NODE 204.00 201.00 9.27 Fm(INCH/HR) = 0.03 Ap = 0.16 00 TO NODE 203.00 = 457.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP 3.427 AREA Fp (ACRES) (INCH/HR) Ap SCS (DECIMAL) CN • • COMMERCIAL .. 0.16 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA TRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 1.32 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 5.56 **************************,**,********************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 206.00 IS CODE = 31 » »>COMPUTTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 10.02 DOWNSTREAM(FEET) 8.40 FLOW LENGTH(FEET) = 93.00 M NNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.72 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.56 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 206.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.47 RAINFALL INTENSITY(INCH/HR; - 3.38 AREA -AVERAGED Fm(INCH/HR.) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 EFFECTIVE STREAM AREA(ACRES) = 1.82 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.56 *******************************_**********************************,.********* FLOW PROCESS FROM NODE 207.00 TO NODE 206.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INT_TIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 15.04 DOWNSTREAM(FEET) 11.40 To = K*[(LENGTH** 3.00)/(ELEVATION OHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INT_ENSITY(INCH/HR) = 4.820 SUBAREA Tc AND LOSS RATE DATA(ANC :I): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) COMMERCIAL .. 0.24 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 • • • SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) 1.04 **********************************k********************************i******** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 4.82 AREA -AVERAGED Fm(INCH/HR) = 9.02 AREA -AVERAGED Fp(INCH/HR.) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.24 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.45 7.16 1 5.56 9.47 2 1.04 5.00 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.966 0.20( 0.03) 3.381. 0.20( 0.03) 4.820 0.20( 0.02) Ap Ae HEADWATER (ACRES) NODE 0.17 1.5 204.00 0.16 1.8 201.00 0.10 0.2 207.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc intensity NUMBER (CFS) (MIN.) (INCE/HR) 1 5.68 5.00 4.820 2 6.31 7.16 3.966 3 6.29 9.47 3.381 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 6.31 EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED Fp(INCH/HR) = 0.20 TOTAL AREA(ACRES) _ 2.06 LONGEST FLOWPATH FROM NODE Fp(Fm) (INCH/HR) 0.20( 0.03) 0.20( 0.03) 0.20( 0.03) Ap Ae HEADWATER (ACRES) NODE 0.16 1.3 207.00 0.16 1.8 204.00 0.15 2.1 201.00 AS FOLLOWS: Tc(MIN.) = 7.16 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Ap = 0.16 201.00 TO NODE 206.00 = 550.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 8.40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.97 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.31 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.27 6.04 L • LONGEST FLOWFATH FROM NODE 201.00 TO NODE 208.00 = 620.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************_**,.**************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIM--OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 147.00 ELEVATION DATA: UPSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) 46.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.071 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.396 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.26 0.20 0.10 75 6.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA. RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.02 ****************************************************************** -pc ******** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 17.56 DOWNSTREAM(FEET) 16.14 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 3.65 ESTIMATED PIPE DIAMETER(INCH) 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 6.95 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 339.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 1 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 6.95 RAINFALL INTENSITY(INCH/HR) = 4.05 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.26 1 ARE: • TOTAL STREAM. AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02 FLOW PROCESS FROM NODE 212.00 TO NODE 211.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 ELEVATION DATA: UPSTREAM(FEET) 22.50 DOWNSTREAM(FEET) = 21.50 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.820 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.11 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) 0.48 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CCNFLUENCE❑ STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 5.00 RAINFALL INTENSITY(INCH/HR) = 4.82 AREA --AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.11 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 ** CONFLUENCE DATA **• STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/ER) (INCH/HR) (ACRES) NODE 1 1.02 6.95 4.048 0.20( 0.02) 0.10 0.3 209.00 2 0.48 5.00 4.820 0.20( 0.02) 0.10 0.1 212.00 RAINFALL INTENSITY AND TIME CF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.35 5.00 4.820 0.20( 0.02) 0.10 0.3 212.00 2 1.42 6.95 4.048 0.20( 0.02) 0.10 0.4 209.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • PEAK FLOW RATE(CFS) _ 1.42 Tc(MIN.) = 6.95 EFFECTIVE AREA(ACRES) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.37 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 339.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 213.00 IS CODE = 31 > »>COMPUTE PIPE -FLOW TRAVEI. TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET; -_ 16.14 DOWNSTREAM(FEET) 15.13 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INC.? PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC'.) = 3.98 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLC"W(CFS) = 1.42 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 213.00 = 468.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) _ 7.49 RAINFALL INTENSITY(INCH/ER) = 3.83 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.42 ARE: *_************************_************************************************* FLOW PROCESS FROM NODE 214.00 TO NODE 213.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 ELEVATION DATA: UPSTREAM(FEET) _ 21.38 DOWNSTREAM(FEET) 19.8E Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)}**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(TNCH/HR) = 4.820 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE. GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL 0.03 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.13 • FLOW PROCESS FROM NODE 213.00 TC NODE 213.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 4.82 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Ep(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.03 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.13 ** CONFLUENCE DATA ** STREAM Q NUMBER (CFS) 1 1.35 1.42 2 0.13 Tc Intensity Fp(Fm) (MIN.) (INCH/HR) (INCH/HR) 5.54 4.605 0.20( 0.02) 7.49 3.834 0.20( 0.02) 5.00 4.820 0.20( 0.02) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q NUMBER (CFS) 1 1.41 2 1.48 3 1.53 2 ARE: Ap Ae (ACRES) 0.10 0.3 0.10 0.4 0.10 0.0 RATIO HEADWATER NODE 212.00 209.00 214.00 Tc Inten.sity Fp(Fm) Ap Ae HEADWATER (MIN.) (INC_i/HR) (TNCH/HR) (ACRES) NODE 5.00 4.820 0.20( 0.02) 0.10 0.3 214.00 5.54 4.605 C.20( 0.02) 0.10 0.3 212.00 7.49 3.834 0.20( 0.02) 0.10 0.4 209.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.53 Tc(MIN.) = 7.49 EFFECTIVE AREA(ACRES) = 0.40 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.40 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 213.00 = 468.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 215.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER -ESTIMATED P:PESIzE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 15.13 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.10 ESTIMATED PIPE DIAMETER(INCH) 9.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.53 PIPE TRAVEL TIME(MIN.) = 9.12 Tc(MIN.) = 7.61 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 215.00 14.88 498.00 FEET. • • FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 1 »»>DESIGNATE .INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER. OF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.61 RAINFALL INTENSITY(INCH/HR) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(_INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 0.40 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTE(FEET) = 79.00 ELEVATION DATA: UPSTREAM(FEET) 21.00 DOWNSTREAM(FEET) 18.93 To = K*[(LENGTH'.** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.820 SUBAREA Tc AND LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.17 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNCFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.17 PEAK FLOW RA.TE(CFS) = 0.73 ****************** lc* f**********++******************************************* FLOW PROCESS FROM NODE 217.00 TO NODE 215.00 IS CODE = 31 >»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »>»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) -= 15.93 DOWNSTREAM(FEET) 14.88 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE 15 4.4 INCHES PIPE -FLOW VELCfITY(FEET/SEC.) = 4.77 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.73 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 5.19 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 215.00 = 133.00 FEET. ***************************f****k.*****,.************************************ FLOW PROCESS FROM NODE 215.03 TO NODE 215.00 IS CODE = 1 > »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< • • • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.19 RAINFALL INTENSITY(INCH/HR) = 4.75 AREA -AVERAGED Fm(INCH/HR) 0.02 AREA -AVERAGED Ep(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.17 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH/ER) (INCH/HR) (ACRES) NODE 1 1.41 5.12 4.771 0.20( 0.02) 0.10 0.3 214.00 1 1.48 5.67 4.556 0.20( 0.02) 0.10 0.3 212.00 1 1.53 7.61 3.805 0.20( 0.02) 0.10 0.4 209.00 2 0.73 5.19 4.745 0.20( 0.02) 0.10 0.2 216.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.14 5.12 4.771 0.20( 0.02) C.10 0.5 214.00 2 2.15 5.19 4.74E 0.20( 0.02) 0.10 0.5 216.00 3 2.18 5.67 4.556 0.20( 0.02) 0.10 0.5 212.00 4 2.11 7.61 3.805 0.20( 0.02) 0.10 0.6 209.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.:8 Tc(MIN.) = 5.67 EFFECTIVE AREA(ACRES) = C.5C AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.57 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 215.00 = 498.00 FEET. *****..*************************k4*wk**************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 218.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 14.88 DOWNSTREAM(FEET) 12.56 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE .S 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.18 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 5.91 LONGEST FLOWPATH FROM NODE 2C9.00 TO NODE 218.00 596.00 FEET. FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< • TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.91 RAINFALL INTENSITY(INCH/HR) = 4.46 AREA -AVERAGED Fm(INCH/HR) _, C.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.50 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.18 FLOW PROCESS FROM NODE 219.00 TO NODE 218.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-OF-CONCENTRAT_ICN NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) 14.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.116 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.378 SUBAREA Tc AND LOSS RATE DATA.(AMC II): DEVELOPMENT TYPE/ SOS SOIL, AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.44 0.20 0.10 75 6.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 1.73 FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = »»>DESIGNATE INDEPENDENT_ STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 RAINFALL INTENSITY(INCH/HR) = 4.38 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.44 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.73 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 233.00 ELEVATION DATA: UPSTREAM(FEET) = 19.60 DOWNSTREAM(FEET) = 15.00 • • • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.898 * 25 YEAR RAINFALL INTENSITY�INCH/HR) = 4.464 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROCP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL D 0.20 0.20 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) _ 0.80 SCS CN 75 FLOW PROCESS FROM NODE 221.00 TO NODE 218.00 IS CODE = 81 Tc (M"<N.) 5.90 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 5.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.464 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.10 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = 0.30 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.20 E'LOW PROCESS FROM NODE 213.00 70 NODE 218.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAK: FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.90 RAINFALL INTENSITY(INCH/HR) = 4.46 AREA -AVERAGED Fm(INCH/HR) = C.02 AREA -AVERAGED Ep(INCH/HR) 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 0.30 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 ** CONFLUENCE DATA ** STREAM NUMBER 1 1 1 1 2 2 Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) ;INCH/HR) 2.14 5.36 4.676 C.20( 0.02) 2.15 5.43 4.650 0.20( 0.02) 2.18 5.91 4.4E1 0.20( 0.02) 2.11 7.85 3.749 C.2C( 0.02) 1.73 6.12 4.378 0.20( 0.02) 1.20 5.90 4.4E4 0.20( 0.02) Ap Ae (ACRES) 0.10 0.5 0.10 0.5 0.10 0.5 0.10 0.6 0.10 0.4 0.10 0.3 HEADWATER NODE 214.00 216.00 212.00 209.00 219.00 220.00 • • • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 4 5 6 FLOW RATE TABLE ** Q Tc Intensity (CPS) (MIN.) (INCH/HR) 4.90 5.36 4.676 4.93 5.43 4.65G 5.08 5.90 4.464 5.08 5.91 4.46E 5.08 6.12 4.378 4.60 7.85 3.749 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 1.22 AREA -AVERAGED Fp(INCH/HR) = C.20 TOTAL AREA(ACRES) = 1.31 LONGEST FLOWPATH FROM NODE 209.00 TO NODE Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.20( 0.02) 0.10 1.1 214.00 0.20( 0.02) 0.10 1.1 216.00 0.20( 0.02) 0.10 1.2 220.00 0.20( 0.02) 0.10 1.2 212.00 0.20( 0.02) 0.10 1.2 219.00 C.20( 0.02) 0.10 1.3 209.00 AS FOLLOWS: Tc(MIN.) = 5.91 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.10 = 0.02 218.00 = 596.00 FEET. ************+.*************************************************************** FLOW PROCESS FROM NODE 218.00 10 NODE 208.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL, TIME THRU SUBAREA«« < >»»USING COMPUTER -ESTIMATED PLPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 12.56 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLAW IN 12.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(EEET/SEC.) = 10.62 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 5.03 PIPE TRAVEL TIME(MIN.) = C.24 Tc(MIN.) = 6.14 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 6.04 746.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.14 RAINFALL INTENSITY(INCH/HR) = 4.37 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.22 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.08 **********************************************k***************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • • INITIAL SUBAREA FLOW-LENGTH(FEET) = 233.00 ELEVATION DATA: UPSTREAM(FEET) = 19.60 DOWNSTREAM(FEET) _ 15.00 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 5.898 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.464 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.07 0.20 0.10 75 5.90 SUBAREA_ AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.28 FLOW PROCESS FROM NOCE 223.00 TC NODE 208.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 5.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.464 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Ep(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA. FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 0.22 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES( = 0.22 PEAK FLOW RATE(CFS) *F**x***********************,* kk 0.88 FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 1 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < TOTAL NUMBER OF STREAMS =- 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRAT.ION(MIN.) = 5.90 RAINFALL INTENSITY(INCH/HR) = 4.46 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED .1p = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.22 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Ep(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.90 5.60 4.582 0.20( 0.02) 0.10 1.1 214.00 1 4.93 5.67 4.556 0.20( 0.02) 0.10 1.1 216.00 1 5.08 6.13 4.371 0.20( 0.02) 0.10 1.2 220.00 • • 1 5.08 6.14 4.368 0.20( 0.02) 0.10 1.2 212.00 1 3.08 6.35 4.285 0.20( 0.02) 0.10 1.2 219.00 1 4.60 8.09 3.695 0.20( 0.02) 0.10 1.3 209.00 2 0.88 5.90 4.464 0.20( 0.02) 0.10 0.2 222.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.75 5.60 4.582 0.20( 0.02) 0.10 1.3 214.00 2 5.79 5.67 4.556 0.20( 0.02) 0.10 1.3 216.00 3 5.88 5.90 4.464 0.20( 0.02) 0.10 1.4 222.00 4 5.94 6.13 4.371 0.20( 0.02) 0.10 1.4 220.00 5 5.94 6.14 4.368 0.20( 0.02) 0.10 1.4 212.00 6 5.92 6.35 4.285 0.20( 0.02) 0.10 1.5 219.00 5.33 8.09 3.695 0.20( 0.02) 0.10 1.5 209.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.94 Tc(MIN.) = 6.14 EFFECTIVE AREA(ACRES) = 1.44 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 9.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.53 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 = 746.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY«« < ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.75 5.60 4.582 0.20( 0.02) 0.10 1.3 214.00 2 5.79 5.67 4.556 0.20( 0.02) 0.10 1.3 216.00 3 5.88 5.90 4.464 0.20( 0.02) 0.10 1.4 222.00 4 5.94 6.13 4.37 0.20( 0.02) 0.10 1.4 220.00 5 5.94 6.14 4.368 0.20( 0.02) 0.10 1.4 212.00 6 5.92 6.35 4.285 0.20( 0.02) 0.10 1.5 219.00 7 5.33 8.09 3.695 0.20( 0.02) 0.10 1.5 209.00 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 = 746.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (TNCH/HR) INCH/HR) (ACRES) NODE 1 5.68 5.12 4.773 0.20( 0.03) 0.16 1.3 207.00 2 6.31 7.27 3.920 0.20( 0.03) 0.16 1.8 204.00 3 6.29 9.58 3.335 0.20( 0.03) 0.15 2.1 201.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 = 620.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc In=ensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.15 5.12 4.773 0.20( 0.03) 0.13 2.5 207.00 2 11.57 5.60 4.582 0.20( 0.03) 0.13 2.7 214.00 3 11.63 5.67 4.556 0.20( 0.03) 0.13 2.8 216.00 4 11.79 5.90 4.464 0.20( 0.03) 0.13 2.9 222.00 5 11.91 6.13 4.371 0.20( 0.03) 0.13 3.0 220.00 6 11.92 6.14 4.368 0.20( 0.03) 0.13 3.0 212.00 11.96 6.35 4.285 C.20( 0.03) 0.13 3.0 219.00 8 11.91 7.27 3.920 0.20( 0.03) 0.13 3.2 204.00 9 11.63 8.09 3.695 C.20( 0.03) 0.13 3.4 209.00 10 11.12 9.58 3.355 0.20( 0.03) 0.13 3.6 201.00 TOTAL AREA(ACRES) = 3.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.96 Tc(MIN.) = 6.351 EFFECTIVE AREA(ACRES) = 3.02 AREA -AVERAGED Fm(INCH/HR) 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 3.59 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 = 746.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.59 TC(MIN.) = 6.35 EFFECTIVE AREA(ACRES) = 3.02 AREA -AVERAGED Fm(INCH/HR)= 0.03 AREA. AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.13 PEAK FLOW RATE(CFS) = 11.96 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 11.15 5.12 4.773 C.20( 0.03) 0.13 2.5 207.00 2 11.57 5.60 4.582 0.20( 0.03) 0.13 2.7 214.00 3 11.63 5.67 4.556 0.20( 0.03) 0.13 2.8 216.00 4 11.79 5.90 4.464 0.20( 0.03) 0.13 2.9 222.00 5 11.91 6.13 4.371 0.20( 0.03) 0.13 3.0 220.00 6 11.92 6.14 4.368 0.20( 0.03) 0.13 3.0 212.00 7 11.96 6.35 4.285 0.20( 0.03) 0.13 3.0 219.00 8 11.91 7.27 3.920 0.20( 0.03) 0.13 3.2 204.00 9 11.63 8.09 3.695 0.20( 0.03) 0.13 3.4 209.00 10 11.12 9.58 3.355 0.20( 0.03) 0.13 3.6 201.00 1 END OF RATIONAL METHOD ANALYSIS • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 OCEMA HYDROLOGY CRITERION) [c) Copyright 1983-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1512 Analysis prepared by: TRC 21 Technology Drive Ir✓ine, CA 92618 (949) 727-7399 ************************** DESCRIRTION OF STUDY ************************** * HOAG HOSPITAL LOWER CAMPUS * * AREA 3 * 25 YEAR STORM *****************************k*******,************************************ FILE NAME: HOAGLCA3.DAT TIME/DATE OF STUDY: 08:26 04/26/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-CF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DEC:MAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 » »>RATIONAL METHOD INITIAI, SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 294.00 ELEVATION DATA: ❑PSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) 41.50 Tc = K*[(LENGTH** 33.00)/(^ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.431 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.183 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D C.37 0.20 0.10 75 6.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 302.0C TO NODE 303.00 IS CODE = 31 »»>CCMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED P5PESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 10.48 DOWNSTREAM(FEET) 9.60 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.63 ESTIMATED PIPE DIAMETER(INCH) - 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) 0.62 Tc(MIN.) 7.05 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 430.00 FEET. ****„**.*******************_*****************************-*********_********* FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.05 RAINFALL INTENSITY(INCH/HR) = 4.01 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES' = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFL7ENCE = 1.39 ******.******k*******************.*************************,.**************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »:SE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(EEET) - 320.00 ELEVATION DATA: UPSTREAM(FEET) 52.50 DOWNSTREAM(FEET) 40.28 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.869 * 25 YEAR RAINFALL _INTENSITY(INCH/ER) = 4.476 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LANC USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.63 0.20 0.10 75 5.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.53 FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 81 » » >ADDITION OF SUBAREA TC MAINLINE PEAK FLOW< « « MAINLINE Tc(MIN) = 5.87 * 25 YEAR RAINFALL INTENSITY�INCH/HR) - 4.476 • • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL 7 0.44 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = C.44 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 1.07 AREA -AVERAGED Fm(INCH/HR) = C.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) = 4.29 *****************************+*****************************x**************** FLOW PROCESS FROM NODE 306.00 TO NODE 303.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------ -------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) = 9.60 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 30.43 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.29 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 5.89 LONGEST FLOWPATH FROM NODE 304.00 TO NODE 303.00 = 352.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.89 RAINFALL INTENSITY(INCH/HR) = 4.47 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.07 TOTAL STREAM AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 1.:9 7.05 4.006 2 4.29 5.89 4.469 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.20( 0.02) 0.10 0.4 0.20( 0.02) 0.10 1.1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 5.58 5.89 4.469 2 5.23 7.05 4.006 Fp(Fm) (INCH/HR) 0.20( 0.02) 0.20( 0.02) HEADWATER NODE 301.00 304.00 Ap Ae HEADWATER (ACRES) NODE 0.10 1.4 304.00 0.10 1.4 301.00 • • • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.58 Tc(MIN.) = 5.89 EFFECTIVE AREA(ACRES) = 1.38 AREA -AVERAGED Fm(INCH/HR) 0.02 AREA -AVERAGED Fm(INCH/HR) = C.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.44 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 430.00 FEET. *****,.******:***********_*****-********+.************************** FLOW PROCESS FROM NODE 303.00 TO NODE 307.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>USING COMPUTER -ESTIMATE✓ P_PESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 9.60 DOWNSTREAM(FEET) 8.00 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) 7.10 ESTIMATEDD PIPE DIAMETER(INCH) = 15.00 NUMBER. OF PIPES = 1 PIFE-FLOW(CFS) = 5.58 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 544.00 FEET. FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 1 >»»DES=GNATS INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.15 RAINFALL INTENSITY(INCH/HR) _ 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.38 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.58 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 196.00 ELEVATION DATA: UPSTREAM(FEET) 15.50 DOWNSTREAM(FEET) 13.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.261 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.313 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCE SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 1.26 0.20 0.10 75 6.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 • • SUBAREA RUNOFF(CFS) = 9.87 TOTAL AREA(ACRES) 1.26 PEAK FLOW RATE(CFS) = 4.87 **#******#***************w**********..*************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 307.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE FEAK FLOW««< MAINLINE Tc(MIN) = 6.28 * 25 YEAR RAINFALL INTENS_TY(INCH/HR) = 4.313 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C 0.86 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.86 SUBAREA RUNOFF(CFS) = 3.32 EFFECTIVE AREA(ACRES) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 8.19 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »AND COMPUTE VARIOUS CONFLCENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.28 RAINFALL INTENSITY(INCH/HR) = 4.31 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HP1 = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 2.12 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.19 ** CONFLUENCE DATA ** STREAM. Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (TNCH/HR) (ACRES) NODE 1 5.58 6.15 4.363 0.20( 0.02) 0.10 1.4 304.00 5.23 7.33 3.899 0.20( 0.02) 0.10 1.4 301.00 2 8.19 6.28 4.313 C.20( 0.02) 0.10 2.1 308.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.70 6.15 4.363 0.20( 0.02) 0.10 3.5 304.00 2 13.73 6.28 4.313 0.20( 0.02) 0.10 3.5 308.00 3 12.63 7.33 3.899 0.20( 0.02) 0.10 3.6 301.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.73 Tc(MIN.) 6.28 • • EFFECTIVE AREA(ACRES) = 3.51 AREA -AVERAGED Fp(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.56 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 = 544.00 FEET. FLOW PROCESS FROM NODE 307.00 TO NOCE 310.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.83 FLOW LENGTH(FEET) = 119.0G VANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DTAMETER(INCH; = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 13.73 PIPE TRAVEL TIME(MIN.) = C.26 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 310.00 = 663.00 FEET. FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 31 >>»>COMPOTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< « « ELEVATION DATA: UPSTREAM(FEET) = 6.83 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.01 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.73 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 301.00 TO NODE 5.83 6.62 311.00 = 713.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.56 TC(MIN.) = 6.62 EFFECTPiE AREA(ACRES) _ 3.51 AREA -AVERAGED Fm(INOH/HR)= 0.02 AREA -AVERAGED Fp(INCH/HR) = 3.20 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) - 13.73 ** PEAK FLOW RATE TASLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.70 6.49 4.228 0.20( 0.02) 0.10 3.5 304.00 2 13.73 6.62 4.178 0.20( 0.02) 0.10 3.5 308.00 3 12.63 7.67 3.791 0.20( 0.02) 0.10 3.6 301.00 1 END OF RATIONAL METHOD ANALYSIS • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 OCEMA HYDROLOGY CRITERION) (c) Copyright 1983-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1512 Analysis prepared by: TRC 21 Technology Drive Irvine, CA 92618 (949) 727-7399 ************************** DESCRIPTION OF STUDY ************************** ' HOAG HOSPITAL LOWER CAMPUS * AREA 1 * 100 YEAR STORM *,************************************************************************ FLLE NAME: HOAGLCB1.DAT TIME/DATE OF STUDY: 10:10 04/27/2005 * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE( -NCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 'DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* i*************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 119.00 ELEVATION DATA: UPSTREAM(FEET) = 68.00 DOWNSTREAM(FEET) _ 43.53 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187 SUBAREA Tc INC LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.31 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.72 ******************************_*****+*_************************************* FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 • • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 40.53 DOWNSTREAM(FEET) 16.44 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCIT_Y(FEET/SEC.) = 18.48 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.72 PIPE TRAVEL TIME(MIN.) = C.06 Tc_(MIN.) = 5.06 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 181.00 FEET. ***********************x********k****************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATICN(MIN.) 5.06 RAINFALL INTENSITY(INCH/HR) = 6.16 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 ************************************************************************* FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00 ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 18.44 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.734 * 100 YEAR RAINFALL INTENSITY(TNCH/HR) = 5.811 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.31 0.20 0.10 75 5.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA F2ACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.62 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 »»>DESIGNATE INDEPENDENTT STREAM FOR CONFLUENCE««« » »>AND COMPUTE VARIOUS CCNFLUENCED STREAM VALUES««« TOTAL NUMBER OF STREAMS = 2 • • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.73 RAINFALL INTENSITY(INCH/HR) = 5.81 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = C.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.31 TOTAL STREAM AREA(ACRES) 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.62 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 1.72 5.06 2 1.62 5.73 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 6.161 0.20( 0.02) 5.811 0.20( 0.02) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 3.23 5.06 6.261 2 3.24 5.73 5.811 Fp(Fm) (INCH/HR) C.20( 0.02) 0.20( 0.02) Ap Ae (ACRES) 0.10 0.3 0.10 0.3 RATIO Ap Ae (ACRES) 0.10 0.6 0.10 0.6 HEADWATER NODE 101.00 104.00 HEADWATER NODE 101.00 104.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.24 Tc(MIN.) = 5.73 EFFECTIVE AREA(ACRES) = 0.62 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.62 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = = 0.02 181.0C FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL, TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 16.44 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.59 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.75 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 200.00 9.54 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<« **************************************x************************************* FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< • • »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 217.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) 43.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.190 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS Tc LAND USE GROUP (ACRES) (INCH/RR) (DECIMAL) CN (MIN.) COMMERCIAL 2 0.23 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA E"PAOTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 1.28 ******************************,.********************************************* FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.19 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) C.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.23 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 FLOW PROCESS FROM NODE 108.00 TO NODE 107.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 247.00 ELEVATION DATA: UPSTREAM(FEET) = 47.00 DOWNSTREAM(FEET) 95.50 Tc = K*[!LENGTH** 3.00)/(ELEVA_TION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.643 * 100 YEAR RAINFALL INTENS:TY(INCH/HR) = 4.858 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS lc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.26 0.20 0.10 75 7.64 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR.) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.13 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 • »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««« »»>AND COMPUTE VARIOUS CONFLGENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.64 RAINFALL INTENSITY(INCH/HR) = 4.86 AREA -AVERAGED Fm(INCH/HR) = 9.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.26 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 ** CONFLUENCE DATA *- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/PR) (INCH/HR) (ACRES) NODE 1 1.28 5.00 6.190 0.20( 0.02) 0.10 0.2 106.00 2 1.13 7.64 4.858 0.20( 0.02) 0.10 0.3 108.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.22 5.00 6.190 0.20( 0.02) 0.10 C.4 106.00 2 2.13 7.64 4.858 0.20( 0.02) 0.10 0.5 108.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.22 Tc(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.40 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.49 LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 247.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.41 DOWNSTREAM(FEET) 12.90 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.22 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.08 LONGEST FLOWPATH FROM NODE 108.00 TO NODE 109.00 = 309.00 FEET. **k************************************************************************* FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««« ----------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 • • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.08 RAINFALL INTENSITY(INCH/HR) = 6.15 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.40 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.22 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 43.67 DOWNSTREAM(FEET) 21.42 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.190 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP ;ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.08 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, An = 0.10 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) = 0.44 FLOW PROCESS FROM NODE 111.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<«« »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 17.72 DOWNSTREAM(FEET) 12.90 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.13 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.44 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 5.26 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 109.00 357.00 FEET. **************k***************#******k************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.26 RAINFALL INTENSITY(INCH/HR) = 6.06 AREA -AVERAGED Fm(INCH/HR) = C.02 • AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.08 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.22 5.08 6.148 0.20( 0.02) 0.10 0.4 106.00 1 2.13 7.73 4.833 0.20( 0.02) 0.10 0.5 108.00 2 0.44 5.26 6.057 0.20( 0.02) 0.10 0.1 110.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.66 5.08 6.148 0.20( 0.02) 0.10 0.5 106.00 2 2.66 5.26 6.057 0.20( 0.02) 0.10 0.5 110.00 3 2.49 7.73 4.833 0.20( 0.02) 0.10 0.6 108.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.66 Tc(MIN.) = 5.26 EFFECTIVE AREA(ACRES) = 0.49 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.57 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 109.00 = 357.00 FEET. *i.*******************************s.****************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TINE THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: ❑PSTREAM(FEET) = 12.90 DOWNSTREAM(FEET) 9.59 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES PIPE-FLOW(CFS) _ ' 2.66 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.58 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 105.00 = 493.00 FEET. ********************************t******************************************* FLOW PROCESS FROM NODE 105.01 TO NODE 105.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.66 5.40 5.983 C.20( 0.02) 0.10 0.5 106.00 2 2.66 5.58 5.892 0.20( 0.02) 0.10 0.5 110.00 3 2.49 8.05 4.738 0.20( 0.02) 0.10 0.6 108.00 i • LONGEST FLOWPATH FROM NODE 110.00 TO NODE 105.00 = 493.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER 1 2 LONGEST FLOWPATH FROM NODE ** PEAK FLOW RATE TABLE STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.80 5.07 2 5.89 5.40 3 5.90 5.58 4 5.89 5.75 5 5.13 8.05 TOTAL AREA(ACRES) _ ** (CFS) (MIN.) (INCH/HR) (INCH/HR) 3.23 5.07 6.153 0.20( 0.02) 3.24 5.75 5.803 0.20( 0.02) 1C1.00 TO NODE Intensity (INCH/HR) 6.153 5.983 5.892 5.803 4.738 1.19 Ap Ae (ACRES) 0.10 0.6 0.10 0.6 105.00 = Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.20( 0.02) 0.10 1.0 0.20( 0.02) 0.10 1.1 C.20( 0.02) 0.10 1.1 0.20( 0.02) 0.10 1.1 0.20( 0.02) 0.10 1.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 1.19 LONGEST FLOWPATH FROM NODE HEADWATER NODE 101.00 104.00 200.00 FEET. HEADWATER NODE 101.00 106.00 110.00 104.00 108.00 5.90 Tc(MIN.) = 5.578 1.10 AREA -AVERAGED Fm(INCH/HR) = 0.02 0.20 AREA -AVERAGED Ap = 0.10 110.00 TO NODE 105.00 = 493.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 112.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER -ESTIMATED PI?ESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 9.54 DOWNSTREAM(FEET) 7.00 FLOW LENGTH(FEET) = 170.00 M.ANNING'S N = 0.012 DEPTH. OF FLOW IN 15.0 INCH PIPE IS 9.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.36 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.90 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 5.96 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 663.00 FEET. FLOW PROCESS FROM NODE 112.00 TC NODE 112.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.96 RAINFALL INTENSITY(INCH/HR) = 5.69 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCHJHR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) 1.10 1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90 • • FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 329.00 ELEVATION DATA: UPSTREAM(FEET) = 20.45 DOWNSTREAM(FEET) 14.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.963 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.177 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.68 0.20 0.10 75 6.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 3.16 FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.177 SUBAREA LOSS RATE DATA(AMC TT): DEVELOPMENT TYPE/ SCS SOIL AREA Ep Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.60 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 7.43 EFFECTIVE AREA(ACRES) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) = 10.58 ************************************x*************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.96 RAINFALL INTENSITY(INCH/HR) = 5.18 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = C.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.28 TOTAL STREAM AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.58 ** CONFLUENCE DATA ** • • STREAM Q NUMBER (CFS) 1 5.80 1 5.89 1 5.90 1 5.89 1 5.13 2 10.58 Tc Intensity (MIN.) (INCH/HR) 5.46 5.954 5.79 5.784 5.96 5.693 6.13 5.605 8.44 4.620 6.96 5.177 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.20( 0.02) 0.10 1.0 0.20( 0.02) 0.10 0.20( 0.02) 0.10 0.20( 0.02) 0.10 C.20( 0.02) 0.10 0.20( 0.02) 0.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR. 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To intensity NUMBER (CFS) 1 15.34 2 15.72 3 15.87 4 15.98 5 16.20 6 14.57 Fp(Fm) Ap Ae (MIN.) (INCH/HR) (INCH/HR) (ACRES) 5.46 5.954 0.20( 0.02) 0.10 2.8 5.79 5.7E4 0.20( 0.02) 0.10 3.0 5.96 5.693 0.20( 0.02) 0.10 3.0 6.13 5.605 0.20( 0.02) 0.10 3.1 6.96 5.177 0.20( 0.02) 0.10 3.4 8.44 4.620 0.20( 0.02) 0.10 3.5 HEADWATER NODE 101.00 1.1 106.00 1.1 110.00 1.1 104.00 1.2 108.00 2.3 113.00 COMPUTED CONFLUENCE ESTIMATES ARE PEAK PLOW RATE(CFS) = 16.20 EFFECTIVE AREA(ACRES) = 3.42 AREA -AVERAGED Fp(INCH/HR) _- 0.20 TOTAL AREA(ACRES) = 3.47 LONGEST FLOWPATH FROM NODE 410.00 HEADWATER NODE 101.00 106.00 110.00 104.00 113.00 108.00 AS FOLLOWS: Tc(MIN.) = 6.96 AREA -AVERAGED ETn(INCH/HR) = 0.02 AREA -AVERAGED Ap = 0.10 TO NODE 112.00 = 663.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.47 EFFECTIVE AREA(ACRES) = 3.42 AREA -AVERAGED Fp(INCH/HR) = 0.20 PEAK FLOW RATE(CFS) = 16.20 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 15.34 5.46 5.954 2 15.72 5.79 5.784 3 15.87 5.96 5.693 4 15.98 6.743 5.605 5 16.20 6.96 5.177 6 14.57 8.44 4.620 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 6.96 AREA -AVERAGED Fm(INCH/HR)= 0.02 AREA -AVERAGED Ap = 0.10 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.20( 0.02) 0.10 2.8 0.20( 0.02) 0.10 0.20( 0.02) 0.10 0.20( 0.02) 0.10 0.20( 0.02) 0.10 0.20( 0.02) 0.10 HEADWATER NODE 101.00 3.0 106.00 3.0 110.00 3.1 104.00 3.4 113.00 3.5 108.00 • ***********************x********* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 OCEMA HYDROLOGY CRITERION) (c) Copyright 1983-200C Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1512 Analysis prepared by: TRC 21 Technology Drive Irvine, CA 92618 (949) 727-7399 ************************** DESCRIPTION OF STUDY ************************** * HOAG HOSPITAL LOWER CAMPUS * AREA 2 * 100 YEAR STORM FILE NAME: HOAGLCB2.DAT TIME/DATE OF STUDY: 14:51 04/26/2005 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *_****************************k****k**************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) _. 328.00 ELEVATION DATA: UPSTREAM(FEET) = 21.50 DOWNSTREAM(FEET) = 20.00 Tc = K*[;LENGTH** 3.00)/(ELEVATION CHANGE);**0.20 SUBAREA ANALYSIS USED MINIMUM :c(MIN.) = 9.061 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.401 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL 1.24 0.20 0.10 75 9.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.89 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 4.89 ***x*****************************+.**x*************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 • • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) 10.02 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) -- 11.45 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 4.89 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 457.00 FEET. **..**************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OE CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 4.38 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.89 *******.***********************..**..**_************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 243.00 ELEVATION DATA: UPSTREAM(FEET) 20.45 DOWNSTREAM(FEET) 14.14 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.725 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.300 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/RP) (DECIMAL) CN (MIN.) CONDOMINIUMS D 0.42 0.20 0.35 75 6.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) _ 1.98 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.98 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TC NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 11.64 DOWNSTREAM(FEET) _ 10.02 • • FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.21 ESTIMATED PIPE DIAMETER(INCH) = 9.00 PIPE-FLOW(CFS) = 1.98 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 204.00 TO NODE NUMBER OF PIPES = 1 6.94 203.00 = 324.00 FEET. ************x********z*************k*****************z*****************z**** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CCNFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.94 RAINFALL INTENSITY(INCH/HR) 5.19 AREA -AVERAGED Fm(INCH/HR) 0.07 AREA -AVERAGED Fp(INCH/HR) 0.20 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 0.42 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 ** CONFLUENCE DATA ** STREAM NUMBER 2 Q To (CFS) (MIN.) 4.89 9.25 1.98 6.94 Intensity Fp(Fm) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 4.382 0.20( 0.02) 0.10 1.2 201.00 5.188 C.20( 0.07) 0.35 0.4 204.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.32 6.94 2 6.55 9.25 Intensity (INCH/HR) 5.188 4.382 Fp(Fm) (INCH/HR) 0.20( 0.04) 0.20( 0.03) Ap Ae HEADWATER (ACRES) NODE 0.18 1.4 204.00 0.16 1.7 201.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.55 Tc(MIN.) = 9.25 EFFECTIVE AREA(ACRES) - 1.66 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.66 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 457.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 9.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC ) DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) 4.382 Fp Ap SCS (INCH/HR) (DECIMAL) CN • • COMMERCIAL D 0.16 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.63 EFFECTIVE AREA(ACRES) = 1.82 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 7.13 ************se*****************x*********'*****************************r****** FLOW PROCESS FROM NODE 203.00 TO NODE 206.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 10.02 DOWNSTREAM(FEET) 8.40 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.13 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.44 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 206.00 550.00 FEET. **********r***************************************************************** FLOW PROCESS FROM NODE 206.00 70 NODE 206.00 IS CODE = 1 »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINJ = 9.44 RAINFALL INTENSITY(INCH/HR) = 4.33 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 EFFECTIVE STREAM AREA(ACRES) = 1.82 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.13 FLOW PROCESS FROM NODE 207.00 TO NODE 206.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 15.04 DOWNSTREAM(FEET) 11.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/FIR) = 6.190 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.24 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 • i SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.33 x**************k**********kw**wkw k#w*****************x* * FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = »»>DESIGNATE INDEPENDENT_ STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.19 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) C.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.24 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.01 7.13 5.089 0.20( 0.03) 0.17 1.5 204.00 1 7.13 9.44 4.326 0.20( 0.03) 0.16 1.8 201.00 2 1.33 5.00 6.190 0.20( 0.02) 0.10 0.2 207.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.31 5.00 6.190 0.20( 0.03) 0.16 1.3 207.00 2 8.10 7.13 5.099 0.20( 0.03) 0.16 1.8 204.00 3 8.06 9.44 4.326 0.20( 0.03) 0.15 2.1 201.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.10 Tc(MIN.) = 7.13 EFFECTIVE AREA(ACRES) = 1. i5 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = • 2.06 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 206.00 = 550.00 FEET. ********w********************************************************k********** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >»»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 8.40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE TS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.86 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 FIRE-FLOW(CFS) = 8.10 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.24 6.04 • • LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 = 620.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 147.00 ELEVATION DATA: UPSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) 46.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.071 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.637 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.26 0.20 0.10 75 6.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.31 **************************************k**************************k*****k**** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 17.56 DOWNSTREAM(FEET) 16.14 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) -- 3.84 ESTIMATED PIPE DIAMETER(LNCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.31 PIPE TRAVEL TIME(MIN.•) = 0.83 Tc(MIN.) 6.90 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 339.00 FEET. *******************************kk FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.90 RAINFALL INTENSITY(INCH/HR) 5.21 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) _ 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.26 • • • TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 FLOW PROCESS FROM NODE 212.00 TO NODE 211.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.190 SUBAREA Tc AND LOSS RATE DATA;AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE COMMERCIAL SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) Fp Ap GROUP (ACRES) (INCH/HR) (DECIMAL) D 0.11 ' 0.20 0.10 LOSS RATE, Fp(INCH/HR) = 0.20 AREA FRACTION, Ap = 0.10 0.61 0.11 PEAK FLOW RATE(CFS) 0.61 SCS CN 75 FLOW PROCESS FROM NODE 211.0C TO NODE 211.00 IS CODE = 1 21.50 Tc (MIN.) 5.00 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCHJHR) = 6.19 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.11 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 ** CONFLUENCE DATA **• STREAM NUMBER 1 2 Q Tc (CFS) (MIN.) 1.31 6.90 0.61 5.00 Intensity Fp(Fm) (INCH/HR) (CINCH/HR) 5.207 0.20( 0.02) 6.190 0.20( 0.02) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 1.74 5.00 6.190 2 1.83 6.90 5.207 Fp(Fml (_INCH/HR) 0.20( 0.02) G.20( 0.02) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Ap Ae (ACRES) 0.10 0.3 0.10 0.1 RATIO HEADWATER NODE 209.00 212.00 Ap Ae HEADWATER (ACRES) NODE 0.10 0.3 212.00 0.10 0.4 209.00 • • PEAK FLOW RATE(CFS) = 1.83 Tc(MIN.) = 6.90 EFFECTIVE AREA(ACRES) = 0.37 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.37 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 339.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 213.00 IS CODE = 31 »»>COM.PUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 16.14 DOWNSTREAM(FEET) = 15.13 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCE PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.34 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.83 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 213.00 = 468.00 FEET. ****x*********************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.40 RAINFALL INTENSITY(INCH/HR) - 4.95 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 +*k******************************************************x****************** FLOW PROCESS FROM NODE 214.00 70 NODE 213.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-OF-CONCENTRA.TICN NOMOGRAPH FOR INITIAL SUBAREA« ---------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 ELEVATION DATA: UPSTREAM(FEET) = 21.38 DOWNSTREAM(FEET) 19.88 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR. RAINFALL INTENSITY(1NCH/HR) = 6.190 SUBAREA Tc AND LOSS RATE DATTA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.03 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.17 • • ***************************+*******#*#************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.19 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.03 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.17 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.74 5.50 5.931 0.20( 0.02) 0.10 0.3 212.00 1 1.83 7.40 4.952 0.20( 0.02) 0.10 0.4 209.00 2 0.17 5.00 6.190 0.20( 0.02) 0.10 0.0 214.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.82 5.00 6.190 0.20( 0.02) 0.10 0.3 214.00 2 1.90 5.50 5.931 0.20( 0.02) 0.10 0.3 212.00 3 1.96 7.40 4.952 0.20( 0.02) 0.10 0.4 209.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.96 Tc(MIN.) = 7.40 EFFECTIVE AREA(ACRES) = 0.40 AREA -AVERAGED Fm(INCH/HR) 0.02 AREA -AVERAGED Fp(INCH/HR) 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.40 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 213.00 = 468.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 215.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USIN6 COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 15.13 DOWNSTREAM(FEET) 14.88 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.52 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.96 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 215.00 = 498.00 FEET. • ****************************k*********************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.51 RAINFALL INTENSITY(INCH/HR) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.40 TOTAL STREAM AREA(ACRES) = C.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.96 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH�FEET) = 79.00 ELEVATION DATA: UPSTREAM(FEET) = 21.00 DOWNSTREAM(FEET) 18.93 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR.) = 6.190 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.17 0.20 0.10 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = C.94 TOTAL AREA(ACRES) = 0.1? PEAK FLOW RATE(CFS) = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 215.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 15.93 DOWNSTREAM (FEET) 14.88 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) 5.18 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.94 PIPE TRAVEL TIME(MIN.) = 0.17 To(MIN.) = 5.17 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 215.00 = 133.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.17 RAINFALL INTENSITY(INCH/HR) = 6.10 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.17 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.94 •* CONFLUENCE DATA ** STREAM Q To NUMBER (CFS) (MIN.) 1 1.82 5.11 1 1.90 5.61 1 1.96 7.51 2 0.94 5.17 Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 6.132 0.20( 0.02) 0.10 0.3 5.874 0.20( 0.02) 0.10 0.3 4.897 0.20( 0.02) 0.10 0.4 6.100 0.20( 0.02) 0.10 0.2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 3 4 FLOW RATE TABLE *- Q Tc Intensity (CFS) (MIN.) (INCH/HR) 2.76 5.11 6.132 2.77 5.17 6.100 2.81 5.61 5.874 2.72 7.51 4.897 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 2.81 EFFECTIVE AREA(ACRES) = 0.50 AREA -AVERAGED Fp(INCH/ER) = 0.20 TOTAL AREA(ACRES) = 0.57 LONGEST FLOWPATH FROM NODE 209 Fp(Fm) (INCH/HR) 0.20( 0.02) 0.20( 0.02) 0.20( 0.02) C.20( 0.02) HEADWATER NODE 214.00 212.00 209.00 216.00 Ap Ae HEADWATER (ACRES) NODE 0.10 0.5 214.00 0.10 0.5 216.00 C.10 0.5 212.00 0.10 0.6 209.00 AS FOLLOWS: Tc(MIN.) = 5.61 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Ap = 0.10 .00 TO NODE 215.00 = 498.00 FEET. FLOW PROCESS FROM NODE 215.00 TO NODE 218.00 IS CODE = 31 »>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 14.88 DOWNSTREAM(FEET) = 12.56 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.31 ESTIMATED PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.81 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 5.84 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 218.00 = 596.00 FEET. FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 1 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < • • • TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.84 RAINFALL INTENSITY(INCH/HR) = 5.76 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = C.2C AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.50 TOTAL STREAM. AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.81 FLOW PROCESS FROM NODE 219.00 TO NODE 218.00 IS CODE = 21 »»>RA'TIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) 14.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.116 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.614 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL ID 0.44 0.20 0.10 75 6.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 2.22 213.00 TO NODE 218.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 RAINFALL INTENSITY(INCH/HR) = 5.61 AREA -AVERAGED Fm(INCH/HR) = C.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.44 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.22 FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-CF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 233.00 ELEVATION DATA: UPSTREAM(FEET) _ 19.60 DOWNSTREAM(FEET) 15.00 • i Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.898 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.726 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL D 0.20 0.20 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 1.03 SCS ON 75 Tc (MIN.) 5.90 *************************f************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 218.00 IS CODE = 81 »»>ADDITION OF SUBAREA T_0 MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 5.90 * 100 YEAR RAINFALL INT_ENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL C 0.10 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.10 EFFECTIVE AREA(ACRES) = 0.30 AREA -AVERAGED Fp(INCH/HR) = C.2C TOTAL AREA(ACRES) = 0.30 5.726 Fp Ap (INCH/HR) (DECIMAL) 0.20 0.10 RATE, Fp(INCH/HR) = 0.20 FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.51 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = SCS CN 75 1.54 FLOW PROCESS FROM NODE 218.09 TO NODE 218.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) , 5.90 RAINFALL INTENSITY(INCH/HR) = 5.73 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED £p(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 0.30 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.54 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 2.76 5.34 1 2.77 5.40 1 2.81 5.84 1 2.72 7.74 2 2.22 6.12 3 1.54 5.90 Intensity Fp(Fm) Ap Ae HEADWATER (INCR/HR) (INCH/HR) (ACRES) NODE 6.016 0.20( 0.02) 0.10 0.5 214.00 5.985 0.20( 0.02) 0.10 0.5 216.00 5.758 0.20( 0.02) 0.10 0.5 212.00 4.830 0.200.02) 0.10 0.6 209.00 5.614 0.20( 0.02) 0.10 0.4 219.00 5.726 0.20( 0.02) 0.10 0.3 220.00 • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE STREAM NUMBER 0 (CFS) 1 6.29 2 6.33 3 6.51 4 6.53 5 6.52 6 5.92 TABLE ** Tc Intensity (MIN.) (INCH/HR) 5.34 6.016 5.40 5.985 5.84 5.758 5.90 5.726 6.12 5.614 7.74 4.830 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 6.53 EFFECTIVE AREA(ACRES) = 1.22 AREA -AVERAGED Fp(INCH/HR) = 0.20 TOTAL AREA(ACRES) = 1.31 LONGEST FLOWPATH FROM NODE 209.00 TO NODE Fp(Fm) (INCH/HR) 0.20( 0.02) 0.20( 0.02) G.20( 0.02) 0.20( 0.02) 0.20( 0.02) 0.20) 0.02) Ap Ae (ACRES) 0.10 1.1 0.10 1.1 0.10 1.2 0.10 1.2 0.10 1.2 0.10 1.3 HEADWATER NODE 214.00 216.00 212.00 220.00 219.00 209.00 AS FOLLOWS: Tc(MIN.) = 5.90 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Ap = 0.10 218.00 = 596.00 FEET. FLOW PROCESS FROM NODE 218.00 TO NODE 208.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRO SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 12.56 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.18 ESTIMATED PIPE DIAMETER(INCH) = 12.00 PIPE-FLOW(CFS) = 6.53 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.12 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 NUMBER OF PIPES = 1 6.04 746.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 206.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 RAINFALL INTENSITY(INCH/HR) = 5.61 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.22 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.53 FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • INITIAL SUBAREA FLOW-LENGTH(FEET) = 233.00 ELEVATION DATA: UPSTREAM(FEET) = 19.60 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 1.00 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL 0.07 )]**0.20 5.898 5.726 Fp Ap (INCH/HR) (DECIMAL) 0.20 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) 0.36 SCS CN 75 15.00 Tc (MIN.) 5.90 *******************:r*********,********************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 208.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 5.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS 501B LAND USE GROUP COMMERCIAL D SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 0.15 EFFECTIVE AREA(ACRES) = 0.22 AREA -AVERAGED Fp(INCH/HR) _- 0.20 TOTAL AREA(ACRES) = 0.22 ************.******************* 5.726 AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) 0.15 0.20 C.10 RATE, Fp(INCH/HR) = 0.20 FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.77 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE SCS CN 75 1.13 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONELUENCE«« < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.90 RAINFALL INTENSITY(INCH/HR) = 5.73 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.22 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 ** CONFLUENCE DATA -* STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.29 5.56 6.33 5.62 6.51 6.06 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 5.900 0.20( 0.02) 5.869 0.20( 0.02) 5.643 0.20( 0.02) Ap Ae HEADWATER (ACRES) NODE 0.10 1.1 214.00 0.10 1.1 216.00 0.10 1.2 212.00 • • 1 6.53 6.12 5.611 0.20( 0.02) 0.10 1.2 220.00 1 6.52 6.34 5.499 0.20( 0.02) 0.10 1.2 219.00 1 5.92 7.96 4.763 0.20( 0.02) 0.10 1.3 209.00 2 1.13 5.90 5.726 0.20( 0.02) 0.10 0.2 222.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.39 5.56 5.90C 0.20( 0.02) 0.10 1.3 214.00 2 7.44 5.62 5.869 0.20( 0.02) 0.10 1.3 216.00 3 7.58 5.90 5.726 0.20( 0.02) 0.10 1.4 222.00 4 7.63 6.06 5.643 0.20( 0.02) 0.10 1.4 212.00 5 7.64 6.12 5.611 0.20( 0.02) 0.10 1.4 220.00 6 7.61 6.34 5.499 0.20( 0.02) 0.10 1.5 219.00 7 6.86 7.96 4.763 0.20( 0.02) 0.10 1.5 209.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.64 Tc(MIN.) = 6.12 EFFECTIVE AREA(ACRES) _ 1.44 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Ep(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.53 LONGEST_ FLOWPATH. FROM NODE 209.00 TO NODE 208.00 = 746.00 FEET. ****.***.*********************.********************************************* FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 11 » »>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.39 5.56 5.900 0.20( 0.02) 0.10 1.3 214.00 2 7.44 5.62 5.869 0.20( 0.02) 0.10 1.3 216.00 3 7.58 5.90 5.72E 0.20( 0.02) 0.10 1.4 222.00 4 7.63 6.06 5.643 0.20( 0.02) 0.10 1.4 212.00 5 7.64 6.12 5.611 0.20( 0.02) 0.10 1.4 220.00 6 7.61 6.34 5.499 0.20( 0.02) 0.10 1.5 219.00 7 6.86 7.96 4.763 0.20( 0.02) 0.10 1.5 209.00 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 = 746.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ao Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.31 5.11 6.133 0.20( 0.03) 0.16 1.3 207.00 2 8.10 7.24 5.034 0.20( 0.03) 0.16 1.8 204.00 3 8.06 9.55 4.294 0.20( 0.03) 0.15 2.1 201.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 = 620.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intens_ty Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR (INCH/HR) (ACRES) NODE 1 14.38 5.11 6.133 0.20( 0.03) 0.13 2.5 207.00 2 14.87 5.56 5.900 0.20( 0.03) 0.13 2.7 214.00 3 14.94 5.62 5.869 0.20( 0.03) 0.13 2.8 216.00 4 15.18 5.90 5.726 0.20( 0.03) 0.13 2.9 222.00 5 15.29 6.06 5.643 0.20( 0.03) 0.13 2.9 212.00 6 15.32 6.12 5.611 0.20( 0.03) 0.13 3.0 220.00 7 15.38 6.34 5.499 C.20( 0.03) 0.13 3.0 219.00 8 15.30 7.24 5.034 0.20( 0.03) 0.13 3.3 204.00 9 14.95 7.96 4.763 C.20( 0.03) 0.13 3.4 209.00 10 14.24 9.55 4.294 0.20( 0.03) 0.13 3.6 201.00 TOTAL AREA(ACRES) = 3.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.38 Tc(MIN.) = 6.340 EFFECTIVE AREA(ACRES) = 3.03 AREA -AVERAGED Fm(INCH/HR) 0.03 AREA -AVERAGED Fp(INCH/HR.) = 0.2C AREA -AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 3.59 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 208.00 = 746.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.59 TC(MIN.) = 6.34 EFFECTIVE AREA(ACRES) = 3.03 AREA -AVERAGED Fm(INCH/HR)= 0.03 AREA -AVERAGED Fp(INCH/HR) = 9.20 AREA -AVERAGED Ap = 0.13 PEAK FLOW RATE(CFS) 15.38 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.38 5.11 6.133 0.20( 0.03) 0.13 2.5 207.00 2 14.87 5.56 5.900 C.20( 0.03) 0.13 2.7 214.00 3 14.94 5.62 5.869 0.20( 0.03) 0.13 2.8 216.00 4 15.18 5.90 5.726 0.20( 0.03) 0.13 2.9 222.00 5 15.29 6.06 5.643 0.20( 0.03) 0.13 2.9 212.00 6 15.32 6.12 5.611 C.20( 0.03) 0.13 3.0 220.00 7 15.38 6.34 5.499 0.23( 0.03) 0.13 3.0 219.00 8 15.30 7.24 5.034 0.20( 0.03) 0.13 3.3 204.00 9 14.95 7.96 4.763 0.20( 0.03) 0.13 3.4 209.00 10 14.24 9.55 4.291 0.20( 0.03) 0.13 3.6 201.00 END OF RATIONAL METHOD ANALYSIS • • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 OCEMA HYDROLOGY CRITERION) (c) Copyright 1983-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1512 Analysis prepared by: T R.0 21 Technology Drive Ir✓ine, CA 92618 (949) 727-7399 ************************** DESCRIPTION OF STUDY * HOAG HOSPITAL LOWER CAMPUS * AREA 3 * 100 YEAR STORM ************************** ************************************************************************** FILE NAME: HOAGLCB3.DAT TIME/DATE OF STUDY: 14:56 04/26/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION !AMC; II ASSUMED FOR RATIONAL METHOD* **-.*******************************k*+*********k***************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL, SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) 294.00 ELEVATION DATA: UPSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) 41.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.431 * 100 YEAR RAINFALL INTENSITY(INCK/HR) = 5.357 SUBAREA Tc AND LOSS RATE DATA (AMC I I) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.37 0.20 0.10 75 6.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31 • • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIFESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 10.48 DOWNSTREAM(FEET) 9.60 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.78 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.00 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 430.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINJ = 7.00 RAINFALL INTENSITY(INCH/HR) _= 5.16 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.37 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78 FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) 40.28 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE(]**0.20 SUBAREA ANALYSIS USED MINIMUM. Tc(MIN.) = 5.869 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.742 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL G 0.63 0.20 0.10 75 5.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) 3.24 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE, PEAK FLOW« «< MAINLINE Tc(MIN) = 5.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.742 • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.44 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 1.07 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) = 5.51 FLOW PROCESS FROM NODE 306.00 TO NODE 303.00 IS CODE = 31 »>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) 9.60 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 32.65 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.51 PIPE TRAVEL TIME(MIN.) = C.02 Tc(MIN.) = 5.89 LONGEST FLOWPATH FROM NODE 304.00 TO NODE 303.00 = 352.00 FEET. ******_***********************.**..****************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTTRATION(MIN.) = 5.89 RAINFALL INTENSITY(INCH/HR) = 5.73 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 1.07 TOTAL STREAM AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.78 7.00 5.160 0.20( 0.02) 0.10 0.4 301.00 2 5.51 5.89 5.733 0.20( 0.02) 0.10 1.1 304.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.17 5.89 5.733 0.20( 0.02) 0.10 1.4 304.00 2 6.73 7.00 5.160 0.20( 0.02) 0.10 1.4 301.00 • • COMPUTED CONFLUENCE ESTIM PEAK FLOW RATE(CFS) EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM MATES ARE AS FOLLOWS: 7.17 1.38 - 0.20 1.44 Tc(MIN.) = 5.89 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Ap = 0.10 NODE 301.00 TO NODE 303.00 = 430.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 307.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED FIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 9.60 DOWNSTREAM(FEET) 8.00 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.; 7.43 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 7.17 PIPE TRAVEL TIME (MIN.) = 0.26 Tc(MIN.) = 6.14 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 = 544.00 FEET. ******************x**********e**x******************************************* FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE _ >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.14 RAINFALL INTENSITY(INCH/HR) -5.60 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.38 TOTAL STREAM AREA(ACRES) 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE -= 7.17 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CCDE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) _ 196.00 ELEVATION DATA: UPSTREAM(FEET) = 15.50 DOWNSTREAM(FEET) Tc = R*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.281 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.529 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL D 1.26 0.20 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SCS CN 75 13.50 Tc (MIN.) 6.28 • • SUBAREA RUNOFF(CFS) = 6.25 TOTAL AREA(ACRES) 1.26 PEAK FLOW RATE(CFS) = 6.25 **++************************************************************************ FLOW PROCESS FROM NODE 309.00 TO NODE 307.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.529 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.86 0.20 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.86 SUBAREA RUNOFF(CFS) = 4.26 EFFECTIVE AREA(ACRES) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 10.51 FLOW PROCESS FROM NODE 3C7.90 TO NODE 307.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.28 RAINFALL INTENSITY(INCH/HR) = 5.53 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.12 TOTAL STREAM AREA(ACRES) _ 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.51 ** CONFLUENCE DATA. ** STREAK! Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH/ER) (INCH/HR) (ACRES) NODE 1 7.17 6.14 5.601 0.20( 0.02) 0.10 1.4 304.00 1 6.73 7.25 5.027 0.20( 0.02) 0.10 1.4 301.00 2 10.51 6.28 5.529 0.20( 0.02) 0.10 2.1 308.00 RAINFALL INTENSITY AND TIME OE CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.58 6.14 5.601 0.20( 0.02) 0.10 3.5 304.00 2 17.63 6.28 5.529 0.20( 0.02) 0.10 3.5 308.00 3 16.29 7.25 5.027 0.20( 0.02) 0.10 3.6 301.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.63 Tc(MIN.) = 6.28 • • • EFFECTIVE AREA(ACRES) = 3.51 AREA -AVERAGED Fp(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.56 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 = 544.00 FEET. FLOW PROCESS FROM NODE 307.00 TO NODE 310.00 IS CODE = 31 »>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»;SING COMPUTER -ESTIMATED PIPESI2E (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEE.T) = 8.00 DOWNSTREAM(FEET) 6.83 FLOW LENGTH(FEET) = 119.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.63 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.52 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 310.00 = 663.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 6.83 DOWNSTREAM(FEET) = 5.83 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) _. 10.78 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 17.63 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.60 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 311.00 = 713.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.56 TC(MIN.) = 6.60 EFFECTIVE AREA(ACRES) = 3.51 AREA -AVERAGED Fp(INCH/HR)= 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 17.63 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.58 6.46 5.438 0.20( 0.02) 0.10 3.5 304.00 2 17.63 6.60 5.365 0.20( 0.02) 0.10 3.5 308.00 3 16.29 7.58 4.875 0.20( 0.02) 0.10 3.6 301.00 END OF RATIONAL METHOD ANALYSIS CITY PA 72.8 18 8.4 X 8s-._ X N\ 65.8 .2 X 3.6 "Dh 3 9.5 .6 © X -------- z* X 9.6 X�PACIFIC X" OAS HIGH VI/ -- k 0.5---.__ f/-2 10.3 0 65.5 `4\. X ® 0 65.6 6,5. X 93 5.00 6.9 � 1 � 1 -:4iiint . I la 'lint:Tn./1 I.S. kb.. rits.c"-t-i-c-c---e 7 ir Or Cara /IP' -- IliParrdl: Ar= Iris 25 YEAR STORM 9.7 X 10 9.8 X iceAi/ ETA 9.5 X I 8.6 8.6 X 3.7 X LEGEND TIME OF CONCENTRATION & FLOW FOR CONFLUENCING TRIBUTARIES NODE NUMBER TIME OF CONCENTRATION (MINUTES) PEAK FLOW AT NODE (CFS) SURFACE SPOT ELEVATIONS FROM STREET PLAN APPROXIMATE ELEVATION IN PIPE - - E TRIBUTARY AREA 1 18.7 X 19.5 `\ X S7 X 5412/ �X /f _S5 8.5 - 8.4 0 _yam _ �_ `-`` _` \\�` k _2 7 �_ X 7a, .8 499 %v5- - X---'�_ 7.7 -` X 1 • XX I XX i XX.00 XX00 XX I XX TRIBUTARY ACREAGE 50 X „ e X GRAPHIC SCALE 0 25 50 100 1 A T-1 74522.41 50173.43 55.07 �50 j4a ark v •1 1 f/Ar 0 att Rs An \ iI my 200 z ct co t N coca, of rn U� rn v • 8 0 co 0 ▪ in _^ 0,4 r-v N PREPARED BY: ROY L. ROBERSON 0 a W� COW 1a CC0 aW �a W.1 0 u.z O3 0 U 1-1 PERMIT NO. 1- 0 co 0 N N 4/27/2005 HOao Hosoital\Cadd\HoaoLC-22-HM.dwo ( IN FEET ) 1 inch = 50 ft. SHEET 22 N OF 28 N California Regional Water Quality Control Board Santa Ana Region Winston H. }ticket . Secretary ror nment Environmental Protection • Internet Address: httpi/www.swrrb.ca.gev/rwgcb8 0/ 3737 Main Street, Suite 500, Riverside, California 92501-3348 Fio, 125 Lie Phone (909) 782.4130 - FAX (909) 781.6288 L, The energy challenge facing California is reaL Every Californian needs to take immediate action to reduce energy consumption, For a list of simple ways you can reduce demand and cut your energy carts, see our webslte at www-rwrt 7agovhwgeb8. November 4, 2003 i Langston Trigg, Vice -President Facilities Design and Construction Hoag Memorial Hospital Presbyterian P.O. Box 6100 Newport Beach, CA 92658-6100 NOV 0 4 20e3 fA 1LITiE OESP'11 t.,� CQ\�1MrJJllvtl WASTE DISCHARGE REQUIREMENTS, ORDER NO. R8-2003-061, NPDES NO. CAG998001 (DE MINIMS DISCHARGES) FOR HOAG MEMORIAL HOSPITAL PRESBYTERIAN, NEWPORT BEACH Dear Mr. Trigg: On October 8, 2003, you submitted a complete Notice of Intent to discharge wastewater associated with dewatering operations from your construction site under the terms and conditions of the Regional Board's newly adopted general permit, Order No. R8-2003.0061. Effective immediately, you are authorized to discharge wastewater under the terms and conditions of Order No. R8-2003-061. Enclosed is Monitoring and Reporting Program No. R8-2003-061- 062, which specifies the frequency of sampling and the constituents to be monitored. Please note that modifications to the sampling frequency and constituents to be monitored can be considered on a case -by -case basis. Order No. R8-2003-061 will expire on August 1, 2008. If you wish to terminate coverage under this general permit prior to that time, please notify us immediately upon project completion so that we can rescind your authorization and avoid billing you an annual fee. Please note that Orange County Public Facilities and Resources Department, Flood Control has requested that we have dischargers in Orange County call Doug Witherspoon at (714) 834-2366 regarding local agency requirements for this discharge. If you have any questions regarding the permit or the monitoring and reporting program, please contact Bill Norton at (909) 782-4381. Sincerely, dead Gerard Y Thibeault Executive Officer Enclosures: Monitoring and Reporting Program No. R8-2003.061-062 cc w/ enc: Hydroquip Pump & Dewatenng Corp. - Jerry King cc w/o enc: US EPA Permits Issuance Section (WTR-5) - Doug Eberhardt State Water Resources Control Board, Division of Water Quality — James Maughan Orange County Public Facilities and Resources Department, Flood Control - Doug Witherspoon California Environmental Protection Agency et) Recycled Paper California Regional Water Quality Control Board Santa Ana Region GENERAL WASTE DISCHARGE REQUIREMENTS FOR DISCHARGES TO SURFACE WATERS THAT POSE AN INSIGNIFICANT (DE MINIMUS) THREAT TO WATER QUALITY Monitoring and Reporting Program No. R8-2003-0061-062 NPDES No. CAl:r998001 For Hoag Memorial Hospital Presbyterian Newport Beach, Orange County A. MONITORING AND REPORTING REQUIREMENTS Monitoring and reporting shall be in accordance with the following: 1. All monitoring reports, or information submitted to the Regional Board shall be signed and certified in accordance with 40 CFR 122.22. 2. All Iaboratory analyses shall be performed in accordance with test procedures under 40 CFR 136 (revised as of May 14, 1999) "Guidelines Establishing Test Procedures for the Analysis of Pollutants," promulgated by the United States Environmental Protection Agency (EPA), unless otherwise specified in this monitoring and reporting program (M&RP). In addition, the Regional Board and/or EPA, at their discretion, may specify test methods that are more sensitive than those specified in 40 CFR 136. Unless otherwise specified herein, organic pollutants shall be analyzed using EPA method 8260, as appropriate, and results shall be reported with ML or PQL and MDL. 3. Chemical, bacteriological, and bioassay analyses shall be conducted at a laboratory certified for such analyses by the State Department of Health Services or EPA or at laboratories approved by the Executive Officer of the Regional Board. 4. All analytical data shall be reported with method detection limits (MDLs) and with identification of either practical quantitation levels (PQLs) or limits of quantitation (LOQs). 5. Whenever the discharger monitors any pollutant mare frequently than is required by this general permit, the results of this monitoring shall be included in the calculation and reporting of the data submitted in the discharge monitoring report specified by the Executive Officer. M&RP No. R8-2003-0061-062, NPDES No. C4G998001 Page 2 of $ Hoag Memorial Hospital Presbyterian 6. The discharger shall deliver a copy of each monitoring report in the appropriate format to: Califomia Regional Water Quality Control Board Santa Ana Region 3737 Main Street, Suite 500 Riverside, CA 92501-3348 7. The discharger may request a reduction in the constituents to be monitored and/or a reduction in monitoring frequency for a specific constituent(s) subject to the approval of the Executive Officer when the conditions stipulated in Provisions E.7. of this general permit are met. 8. The discharger shall assure that records of all monitoring information are maintained and accessible for a period of at least five years from the date of the sample, report, or application. This period of retention shall be extended during the course of any unresolved litigation regarding this discharge or by the request of the Board at any time. Records of monitoring information shall include: • • 9. a. The date, exact place, and time of sampling or measurements; b. The individual(s) who performed the sampling, and/or measurements; c. The date(s) analyses were performed; d. The individual(s) who performed the analyses; e. The analytical techniques or methods used, including any modification to those methods; f. All sampling and analytical results, including 1) Units of measurement used; 2) Minimum reporting limit for the analysis (minimum levet, practical quantitation level (PQL)); 3) Results less than the reporting limit but above the method detection limit (MDL); 4) Data qualifiers and a description of the qualifiers; 5) Quality control test results (and a written copy of the laboratory quality assurance plan); 6) Dilution factors, if used; and 7) Sample matrix type; and; g. All monitoring equipment calibration and maintenance records; h. All original strip charts from continuous monitoring devices; i. All data used to complete the application for this general permit; and, j. Copies of all reports required by this general permit. Weekly samples shall be collected on a representative day of each week. M&RP No. RS-2003-0061-062, NPDES No. CAG998001 Page 3afS Hoag Memorial Hospital Presbyterian B. INFLUENT MONITORING 1. A sampling station shall be established for the point of influent flow where representative samples of the influent can be obtained before treatment. 2. The following shall constitute the influent monitoring program: Constituent Type of Sample Units Minimum Frequency of Sampling and Analysis Total Nitrogen Grab after holding tank mg/I weekly C. EFFLUENT MONITORING 1. A sampling station shall be established for the point of discharge where representative samples of the discharge can be obtained before the discharge mixes with the receiving waters. 2. The following shall constitute the effluent monitoring program: Constituent Type of Sample Units Minimum Frequency of Sampling and Analysis Flow — gpd Daily Oil and Grease' Grab mg/1 During the first 36 minutes of each discharge and then weekly, thereafter Total Residual Chlorine t,' " Total Suspended Solids'. ` II " " Total Petroleum Hydrocarbons Grab µg/1 " Total Nitrogen 24 hours 6 composite6 mg I weekly Applicable ifwastewater dewatered from sites use submerged pumps or oil and grease. 1 Unless it is known that chlorine is not in the discharge. 3 Not applicable if all wastewater will percolate prior to reaching receiving waters. 4 Not applicable to discharges from established water supply systems where no suspended solids are expected (hydrant/water line flushing) S Onkfor groundwater dewatering projects in an area where gasoline leaks, spills, or contamination has occurred, or where active groundwater remediation projects are occurring (ex, gasoline service station leaking underground storage tank.) 6 If 24 hours composite sampling fail, grab sampling at a minimum frequency of 1.2 hours may be substituted fora period of up to 24 hours. M&RPNo. R8-2003-0061-062, NPDES Na CAG998001 Page 4 of 5 Hoag Memorial Hospital Presbyterian D. REPORTING 1. Five days prior to any discharge from locations already reported, the discharger shall notify the Regional Board staff by phone or by a fax letter indicating the date and time of the proposed discharge. 2. Five days prior to any planned discharge from locations not yet reported, the discharger shall notify the Regional Board staff by phone or by a fax letter indicating the following: 1) Specific type of the proposed wastewater discharge (see listing on Finding 1 of the Order); 2) The estimated average and maximum daily flow rates; 3) The frequency and duration of the discharge; 4) The affected receiving water(s); 5) A description of the proposed treatment system (if appropriate); and 6) A description of the path from the point of initial discharge to the ultimate location of discharge (fax a map if possible); 3. Monitoring reports shall be submitted by the 30th day of each month following the monitoring period. The monitoring reports shall cover the previous month's monitoring activities and shall include: a. The results of all laboratory analyses for constituents required to be monitored (see Section B. and C. above), b. Calculation of Removal rate for Total Nitrogen, c. The daily flow data, d. A sununary of the discharge activities (when and where discharge occurred, description of,type of discharge, etc.) including a report detailing the discharger's compliance or noncompliance with the requirements of the general permit and discharge authorization letter, and e. For every item where the requirements of the general permit and discharge authorization letter are not met: 1) A statement of the actions undertaken or proposed which will bring the discharge into full compliance with requirements at the earliest time, and 2) A timetable for implementing the proposed actions. 7 For those unplanned discharges, as much prior notification as possible is required beforeany discharge is initiated. AMR? No. R8-2003-0061-062, NPDES No. CAG998001 Page 5 of 5 Hoag Armorial Hospital Presbyterian e. If no discharge occurs during the previous monitoring period, a letter to that effect shall be submitted in lieu of a monitoring report. 4. All reports shall be signed by a responsible officer or duly authorized representative of the discharger and shall be submitted under penalty of perjury. Ordered by / t • • (1/(41 Gerard J. Thtbeault. Executive Officer November 4. 2003 n 0 A G • • HOAG® HOAL One Hoag Drive PO Box 6100 Newport Beach CA 92658-6100 949/645-8600 www.hoaghospi[al.org April 26, 2005 Ms. Peri Muretta Hoag Memorial Hospital Presbyterian One Hoag Drive P.O. Box 6100 Newport Beach, CA 92658-6100 Transmittal Stormwater Pollution Prevention Plan (SWPPP) Hoag Memorial Hospital Presbyterian Lower Campus Site Development and childcare Center Projects Hoag Project #125690 Dear Ms. Muretta: Enclosed are three (3) copies of the Hoag Memorial Hospital Presbyterian (Hoag) SWPPP, a campus -wide document for construction activities related to development of Hoag's campus in Newport Beach, California. The plan describes potential sources of pollutants that would negatively affect storm water discharges and describes practices to reduce pollutants entering storm water as it contacts materials at the site. The campus -wide SWPPP is being utilized for all permitted hospital construction activities before, during and after construction. Module 1 of the campus -wide SWPPP specifically addresses construction on the hospital's lower campus. This Module describes potential pollutants that may be encountered during construction and includes best management practices (BMPs) that may be necessary to address any conditions for the Lower Campus Site Development and Childcare Center construction. The SWPPP was written for use by contractors (or subcontractors) as a guide for limiting storm water pollution during construction activities. The SWPPP is kept at the site and made available upon the request of representatives from the Regional Water Quality Control Board, the local storm water management agency that receives the storm water discharge, and the public. The SWPPP has been made available to the design teams for the Lower Campus Site Development project and the Childcare Center project. The design teams have incorporated into the project design and plans the applicable provisions of the Campus -wide SWPPP, including the provision for the specific BMPs required. If you have any questions, please contact me. Sincerely, David Hamedany Project Manager Facilities Design & Construction Enclosures A NOT -FOR -PROFIT COMMUNITY HOSPITAL ACCREDITED EY THE JOINT COMMISSION ON ACCREDITATION OF HEALTHCARE ORGANIZATIONS t V HA AMW��N Attachment 2 •e • Stab veer Ric rca Coed Bore NOTICE OF INTENT TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (WO ORDER No. 99-08•DWO) I. NOI STATUIJSEE INSTRUCTIONS) MARK ONLY ONE ITEM 1. ❑ New Construction 2. ® Change of IMormatlon for WDiDA 8503312082 Name Hoag Memorial Hospital Prebyterian Contact Person Mr. David Hamedany Mailing Address 381 Hospital Road, Suite 229 The Project Manager City Newport Beach State CA Zip 92663 Phone ( 949) 764.4467 II. DEVELOPER/CONTRACTOR INFORMATION Developer/Contractor TRC Solutions ComactPerson Mr. James C. Jullanl Mailing Address 21 Technology Drive TO Construction Manager City Irvine stab CA Zip 92818 Phone ( 949 ) 727-9338 UCTION PROJECT Site/Prolect Nana Lower Campus Site Development and Child Care Center Site Confect Person Mr. David Hamedany Physical Addras/Locetion One Hoag Drive Latitude 33,6257e° Longitude Amor County Orange City (or nearest City) Newport Beach Zip 92658- 6100 Site Phone Number (949) 764-4467 Emergency Phone Number A. Total size or construction she area: 6 Acres C. Percent of sib imperviousness (including rooftops): Before Cona as:bon' 66 % D. Tract Number(.): E. Mee Port Marker: B. Total area to be disturbed: 6 Aces (% of total 75 ) Ara Con.mcnan: 72 % F. la Me consWceon site part of a larger common pan of development or sale? RI YEs 0 NO G. Name of pan or de elopment Hag Hospital Lower Campus Development H. Construction oommencement dab: 10 i 03 / 2005 J. Projected Compels grading: construction dates: 12723/ 2006 Compete protract 05/26/ 2406 1. % of Ma to be mass graded: 60 )C Type of Cmstucbon (Check W that apply): 1. 0 Resldembf 2. I1 Commercat e. 0 Utility Nettleton: 3. 0 Industrial 4.0 Reconstruction Other Mane List): 6. ■ Tnnapartafon - 7. • V. BILLING INFORMATION _LEND BILL TO: OWNER (as in 11. above) Name Hoag Memorial Hospital Presbyterian Contact Person Mr. David Hamedany ❑ DEVELOPER (as„ ill. above) Ma11h7 Address 381 Hospital Road, Suite 229 Phone/Fax (949) 7644487 /(949) 7848893 0 OTHER (enter information at right) City Newport Beach .tat. CA Alt Zip 92863 VI. REGULATORY STATUS • • 1A Odes the erosloNeedlment coned Wen address construction activities such as Infrastructure and sbucures?..__............ .......................... 4F YES wme d local admire: City of Newport Beach Phone: ❑ No �NO B. le this project or any put thereof, subject to conditions imposed under a CWA Section 404 permit of 401 AtterQuality Cerharuton? ❑ YES GIC NO If yes, provide detail: VII. RECEWING WATER INFORMATION A Does the storrn water runoff from the construction site discharge to (Check all that apply): 1. 0 Indirectly to waters of the U.S. 2. Storm drain system - Enter owner's name: City of Newport Beach 3. ❑ Directly to waters of U.S. (e.g.. river, lake, creek, stream, bay, ocean, etc.) B. Name of receiving water. (river, lake, creek. stream, bay, ocean): VIII. IMPLEMENTATION OF NPDES PERMIT REQUIREMENTS A. STORM WATER POLLUTION PREVENTION PLAN (SWPPP) (check one) ® A SWPPP has been prepared for this facility and is available for review: Date Prepared: 05 / 30 / 2000 Date Amended: l_! ❑ A SWPPP will be prepared and ready for review by (enter date): r ❑ A tentative schedule has been included in the SWPPP for activities such as grading, street construction, home construction, etc. B. MONITORING PROGRAM ® A monitoring and maintenance schedule nos been developed that includes nspedcn of the owatrucdon BMPs before antcpated norm events and after actual storm events and is evadable for review. If checked above: A qualified person has been assigned responsible/ for pre -storm and post -store BMP inspections -h to Identify effectiveness and necessary repairs or design tVG n changes YES NO Name: Phone C. PERMIT COMPLIANCE RESPONSIBILITY A qualified person has been assigned reaponabiity to ensure full crnel ante with the Permit, and to Implement all elements of the Stain Water Pollution Prevention Plan Including: 1. Preparing an annual compliance evaluator. ® YES ❑ No Name- 2. Eliminating all unauthorized discharges Q YES 0 NO PhoneI I - IX. VICINITY MAP AND FEE (must show site location In relation to nearest named streets, intersections, etc.) Have you Included a vicinity map with this submittal? . . 13 YES NO Have you Included payment of the annual fee with this submittal? . .❑ YES ® NO X. CERTIFICATIONS "1 certify under penalty of law that this document and all attachments were prepared under my direction and supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Sae on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the Information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submltUng false information, including the possib Iiy of fine or imprisonment In addition, I certify that the provisions of the permit, including the development and t�implemenntatio of a Storm I Water Pollution Prevention Plan and a Monitoring Program Plan will be complied with.' Printed Name: ay h'a T?Ayhar pan t 1/bibr TXle: /Y-0Sto, a s IGr A. 1 1 \ .. is Sees LICIT Pia SCALE: 1"=150' • 12 a PROJECT: HOAG FA75pfTAL LOMB? CRAM SyfE OE►ELG1FBSJT DESCRIPTION: Oiva G F ?FOR AM:A 617HT TRC CUSTOL R-FOCUSED SIMMONS 21 TECHNOLOGY IRVINE. CA 92618 (949)727-9336 • FAX (949)727-7399 JOB NO.: ER02-0( , OATE 0075/'1005 I SHEET; I CFI • • ((14 N.\yam %�N‘%4111" 7 J .., y' IA.- Y ?r � SUS IS yr'a�rsTr" ..� � �� /r ji..,�.;��'•���'7;J �C1i9:g!��r!a-1 � . ... �� 4/:raq nrn:•rr-_ "�'�' �, cs-�x�c'�"�'_—n.u10:R.aT..r ��.. '. ... .1•11rnrrar...E/S_._ --- r3 a 4 J:1D1050000-AAAAID50090-Haag Hospita11050091-RevllCalcslWlnslope110-05.051Static\Winslope-Re art-10-10-05Static.xls 1HI200611:28 AMI 1 07 araof)sek SwIMS SINS MINN IMMO SWIM MSI Pirooz Barar & Associates Structural Engineering CI APPROVAL Of THESE AUTHORIZATION TO CO TENT WITH. THE NEON BEACH. THIS APPROVA RESPECTS. IN COMPLI PLANS AND POLICES, REQUIRE ANY PERMI MENT AUTHORIZED B TION, IF NECESSARY OF THE CITY OF NEW APPLICANT'S ACKNOW DEPARTMENT PUBLIC WORKS RA FIRE GRADING PLANNING BY. OF NS TRU PARTMENT Aun. uA 11 1 re ES. ES. PLANS AND POLICIES OF THE CIT iC S NOT CITY. LE DINAT �N R E, IN ALL Cf WITH CITY. BUILDING A �['f['11 E CITY OF NEWPORT BEACH ESE H E TO REVISE THE BUILDING STRUCTURE OP i10V HESE PLANS. BEFORE. DURING UH AFTER COMPLY WITH THE ORDINANCES. PLANS A"\ T BEACH OGEMENT SIGNATURE ING CALCULATIONS nent Soilnailed taining Wall ag Hospital Wort Beach, CA. FOR; CONDON - JOHNSON & &$$s1t1tE$. toe. CONTRACTORS AND ENGINEERS Job No. 50091 October 20, 2005 For Final Submittal-01/09/06 124 Greenfield Avenue, CA. 94960. TEL. 415-259-0191 FAX. 415-259-0194 e-mail: pba@pbandainc.com I PIROOZ BARA R 4 ASSOCIATES Index Paget 111127200510:31 A Pirooz Barar & Associates' Structural Engineering CONDON-JOHNSON & ASSUMES, lit. CONTRACTORS ANC ENGINEERS JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport Beach, CA Date: Page: 20.Oct-05 CONTENTS PAGE 0) INDEX I) Design of 12.0 ft. SoilNailed Wall w/2 Rows of Nails (Section 1, Static Analysis) 1 thru 2 II) Design of 17.0 ft. SoIlNailed Wall w/ 3 Rows of Nails (Section 2, Static Analysis) 3 thru 4 III) Design of 24.0 ft. SoilNailed Wall w/ 4 Rows of Nails (Section 3, Static Analysis) 5 thru 6 IV) Design of 27.0 ft. SoilNailed Wall w15 Rows of Nails (Section 4, Static Analysis) 7 thru 8 V) Design of 28.5 ft. SoilNailed Wall w/ 5 Rows of Nails (Section 5, Static Analysis) 9 thru 10 VI) Design of 33.0 ft SollNailed Wall w/ 6 Rows of Nails (Section 6, Static Analysis) 11 thru 12 VII) Design of 31.0 ft. SoilNailed Wall wl 6 Rows of Nails (Section 7, Static Analysis) 13 thru 14 VIII) Design of 30.0 ft, SoilNailed Wall w/ 5 Rows of Nails (Section 8, Static Analysis) 15 thru 16 IX) Design of 28.0 ft. SoilNailed Wall w/ 5 Rows of Nails (Section 9, Static Analysis) 17 thru 18 X) Design of 12.0 ft SoilNailed Wall w/ 5 Rows of Nails (Section 1, Pseudo Static Analysis) 19 thru 20 XI) Design of 17.0 ft. SoilNailed Wall w/ 6 Rows of Nails (Section 2, Pseudo Static Analysis) 21 thru 22 XB) Design of 24.0 ft. SoilNailed Wall wl 6 Rows of Nails (Section 3, Pseudo Static Analysis) 23 thru 24 XIII) Design of 27.0 ft. SoIlNailed Wafl w/ 6 Rows of Nails (Section 4, Pseudo Static Anatysis) 25 thru 26 XIV) Design of 28.5 ft, SoIlNailed Wall wl 6 Rows of Nails (Section 5, Pseudo Static Analysis) 27 thru 28 XV) Design of 33.0 ft. SoilNailed Wall wl6 Rows of Nails (Section 6, Pseudo Static Analysis) 29 thru 30 XVI) Design of 31.0 ft. SoilNailed Wall wl 6 Rows of Nails (Section 7, Pseudo Static Analysis) 31 thru 32 XVII) Design of 30.0 ft. SoilNalled Wall w(6 Rows of Nails (Section 8, Pseudo Static Analysis) 33 thru 34 XVIII) Design of 28.0 ft. SoilNailed Wall wl6 Rows of Nails (Section 9, Pseudo Static Analysis) 35 thru 36 X/X) Verification of Temporary SoIlNailed Wall (Section 6,Static Analysis) 37 thru 38 XX) Punch Shear Verification 39 thru 46 XXi) PLAXJS Global Stability Analysis 47 thru 52 XXII) Young's Modulus Calculation 53 APPENDIX A) SOIL -REPORT B) Winslope Analysis Procedure C) Geometry and Soil Profile of The Sections 124 95ee,,frem Ave, San Anaelma,CA 94960 9:(615)259-0191, F:(645)259-0194 pba@pbandainc.com Pirooz Barer & Associates Structural Engineering ................. sCafculatii�s CONDDN - JOHN$ON I JOB NO.: 50091 Condon-Johnson 1 1 11 1 111E 1, INC. I FOR: CONTRACTORS AND ENGINEERS DESCRIPTION: Hoag Hospital J LOCATION: Newport, CA Input and Output for Winslope Analysis Excavation Proflle: X Y 0.0 34.0 1.0 46.0 5.0 46.0 44.0 64.0 100.0 64.0 El. T.O.W.= +46.0'+/- El. B.O.W: Soil Profile X Y y(pcf) Granular Terrace Deposits 2.0 28.0 120 100.0 28.0 Clayey Silt/ Weathered BR Siltstone/ Claystone 0.9 25.0 100 100.0 0.0 25.0 -10.0 100 100.0 -10.0 Soil Prop C(PSF) To /.t (PSF) GTD 100 32 1250 WBR 400 16.5 1250 SIC 525 23 1500 Date: 20-Oct-05 Page: 1 El. T.O.W. +64.0'+/- —�— Y Granular Terrace Deposits 5 120 PSF Clayey Silt/ Weathered Bedrock Siltstone/ Claystone S = 100 PSF 6 = 100 PSF co = 32° 23° C=100PSF co =16.5° r0 µ= 1250 PSF C = 400 PSF C = 525 PSF µ= 1250 PSF /a= 1500 PSF Water Profile: Gamma = 62.4 pcf x Y 0.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com =__ _� CDNDDN•,IDNNSDN & IIINill1(I. IIt. Pirooz Barar & AssociatesIL CONTRACTORS AND ENGINEERS Structural Engineering • JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 20-Oct-05 2 ' Row# I Y(ft) L(ft) d(In) S(ft) 8(deg) As(in"2) Fy(ksi) Punch(kips) 1 36.5 12.0 6.0 6.0 15.0 0.8 75.0 75.0 2 43.5 15.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: . Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 17039.4 17039.4 17039.4 22.8 2 23370.6 23370.6 23370.6 35.8 Avg Soil Prop C(PSF) p(PSF) c° Under Wedge 1 100.0 1250.0 32.0 Under Wedge 2 100.0 1250.0 32.0 On Vert Plane 100.0 1250.0 32.0 Row # X-int. Y-Int. Wedge-int. F- left(lb) F-right(lb) F-yleld Ib F-Control F-Cont (Ki s 1 3.7 35.6 1 82116.9 16445.0 58500.0 2740.8 16.4 2 14.1 39.9 1 102044.0 2408.0 58500.0 401.3 2.4 F.O.S.= 1.53 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com JOB NO.: CONDDN•JOHNSON I FOR: B 11 t I 1 I 1 t t 7 11 L DESCRIPTION S AND ENGINEERS : CONTRACTOR Pirooz Barar &Associates LOCATION: Structural Engineering— -- —.--- LC j a It ns `I ;Input and Output for Winslope Analysis Excavation Profile: 1 X .5 5.5 5.5 4.0 64.0 0.0 1.5 5.5 44.0 100.0 28 4 4 6 El. T.O.W.= +45.5'+l- El. B.O.W. +28.5'+1- Date: Page: El. T.O.W.= +64.0'+I---�--►_ Y X Granular Terrace Deposits Y I T (p cf I S= 120 PSF = 32° C = 100 PSF µ= 1250 PSF (Soil Profile Granular Terrace `IIDeposits Clayey Silt! Weathered BR Siltstonel Claystone X 1 0.0 100.0 0.0 100.0 0.0 100.0 28.5 28.5 25.0 25.0 -10.0 -10.0 120 100 100 Soil Prop GTD WBR SIC IC(PSE) I %° I ft (PSF) 100 32 [ 1250 400 525 16.5 23 1250 1500 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com 20-Oct-05 3 50091 Condon -Johnson Hoag Hospital Newport, CA Clayey Silt/ Weathered Bedrock S = 100 PSF cp = 16.5° C = 400 PSF µ= 1250 PSF Siltstonel Claystone 6 = 100 PSF = 23° C = 525 PSF µ= 1500 PSF Pirooz Barar & Associates Structural Engineering • CONDON • JOHNSON $A$I11IA111. 111. CONTRACTORS AND ENOINEERE JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 20-Oct-05 4 ,a11 V`r Row I Y(ft) L(ft) d(in) S(ft) 6(deg) As(inn) Fy(ksi) Punch(kips) 1 31.0 20.0 6.0 6.0 15.0 0.8 75.0 75.0 2 37.0 23.0 6.0 6.0 15.0 0.8 75.0 75.0 3 43.0 25.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips diate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 17323.8 16341.0 17323.8 19.5 2 43351.2 43202.6 43351.2 38.6 Avg Soil Prop C(PSF) p (PSF) (P° Under Wedge 1 100.0 1250.0 32.0 Under Wedge 2 100.0 1250.0 32.0 On Vert Plane 100.0 1250.0 32.0 Vc�u, Row # Vy' X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) r F-yield(Ib) F-Control F-Cont (Kips) 1 4.1 30.0 1 82902.3 31367.6 58500.0 5227.9 31.4 2 12.3 33.9 2 _ 98512.8 21647.6 58500.0 3607.9 21.6 3 18.1 38.5 2 109141.0 14946.5 58500.0 2491.1 14.9 F.O.S.= 1.51 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com 1 Pirooz Barer & Associates Structural Engineering atauiations ................ JOB NO.: CONDON • JOHNSON I FOR: & AIIICIA ff1. itt. CONTRACTORS ANO ENGINEERS DESCRIPTION: I LOCATION: Input and Output for Winslope Analysis Excavation Profile: x Y 0.0 21.0 2.0 45.0 CO 45.0 44.0 64.0 100.0 64.0 El. T.O.W.= +45.0'+1- El. B.O.W.= +21.0'+/- Soil Profile X Y 7 (pcf) Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey Silt/ Weathered BR Siltstone! Claystone 0.0 24.0 100 100.0 0.0 24.0 -10.0 100 100.0 -10.0 Soil Prop C(PSF) rp° if. (PSF) GTD 100 32 1250 WBR 400 16.5 1250 SIC 525 23 1500 Date: Page: El. T.O.W.= +64.0'+l- 20.Oct-05 5 50091 Condon -Johnson Hoag Hospital Newport, CA Los. Granular Terrace Deposits 6 PSF Clayey Silt! Weathered Bedrock Siltstone/ Claystone 120 6=100PSF 6=100PSF c _3Y° =23° C=100PSF rp =16.5° y µ= 1250 PSF C = 400 PSF C = 525 PSF µ= 1250 PSF µ= 1500 PSF Water Profile: Gamma = 62.4 pcf x Y 0.0 21.0 6,0 25.0 8.0 27.0 16.0 32.0 20.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com webs ite: www.pbandainc.com =- lie RNA DN • JOHNSDN Jos No.: FOR: Pirooz Barar & Associates CONTRACTORS AND ENGINEERS DESCRIPTION: Structural Engineering LOCATION: Date: Page: Nail Geometry: 20-Oct-05 6 50091 Condon -Johnson Hoag Hospital Newport, CA Row # Y(ft) L(ft) d(in) S(ft) 6(deg) As(in"2) Fy(ksi) Punch(kips) 1 24.5 35.0 6.0 6.0 15.0 0.8 75.0 75.0 2 30.5 40.0 6.0 6.0 15.0 0.8 75.0 75.0 3 36.5 40.0 - 6.0 6.0 15.0 0.8 75.0 75.0 4 42.5 45.0 - 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 56498.9 52813.7 56498.9 20.1 2 56322.0 55906.8 56322.0 44.2 { Avg Soil Prop C(PSF) V (PSF) rp° Under Wedge 1 379.8 1309.5 20.9 Under Wedge 2 100.0 1250.0 31.8 On Vert Plane 100.0 1250.0 32.0 Detailed forces in the nails Row# X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(lb) F-Control F-Cont (Kips) 1 4.0 23.5 1 83566.9 73141.3 58500.0 9750.0 58.5 2 13.7 27.0 1 _ 101422.0 57963.2 58500.0 9660.5 58.0 3 23.2 30.6 2 119641.0 33899.2 58500.0 5649.9 33.9 4 28.2 35.4 2 _ 128630.0 34727.2 58500.0 _ " 5787.9 34.7 F.O.S.= 1.52 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com YEN Pirooz Barar & Associates Structural Engineering .................... .................... Gaclatios CONDON•JOHNSON & AffltIII I1 INt. CONTRACTORS AND ENGINEERS input and Output for Winslope Analysis Excavation Profile: X Y 0.0 20.5 2.5 47.5 6.5 47.5 44.0 64.9 100.0 64.0 El. T.O.W.= +47.5'+/- El. B.O.W.= +20.5'+/- Soil Profile X Y Y (pcf) Granular Terrace Deposits 0.0 27.0 120 100.0 27.0 Clayey Silt/ Weathered BR Siltstone) Claystone 0.0 23.0 100 100.0 0.0 23.0 -10.0 100 100.0 -10.0 Soil Prop C(PSF) W° µ (PSF) GTD 100 32 1250 WBR 400 16.5 1250 SIC 525 23 1500 V JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: El. T.O.W.= +64.0'+/- L 20-Oct-05 7 Granular Terrace Deposits 6 Clayey Silt/ Weathered Bedrock Siltstone/ Claystone 120 PSF 6=100PSF 6=100PSF y -32° C=100PSF Tp =16.5° so =23° µ= 1250 PSF C = 400 PSF C = 525 PSF µ= 1250 PSF µ= 1500 PSF Water Profile: Gamma = 62.4 pcf x v 0.0 20 5 6.0 25.0 8.0 27.0 16.0 32.0 20.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com • = _ -1! JOB NO.: = CONDON • JOHNSON !, FOR, - --- & 1111111111. lit. Pirooz Barar & Associates CONTRACTORS AND ENGINEERS 1 DESCRIPTION: Structural Engineering LOCATION: Date: Page: 20-Oct-05 8 50091 Condon -Johnson Hoag Hospital Newport, CA ,mu aaumn ay. Row # I Y(ft) L(ft) d(in) S(ft) 8(deg) As(inA2) Fy(ksi) Punch(kips) 1 23.0 30.0 6.0 6.0 15.0 0.8 75.0 75.0 2 28.5 35.0 6.0 6.0 15.0 0.8 75.0 75.0 3 34.0 40.0 6.0 6.0 15.0 0.8 75.0 75.0 4 39.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 45.0 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips ata: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 64573.6 59147.9 64573.6 20.7 2 60393.6 59680.9 60393.6 45.2 Avg Soil Prop C(PSF) II (PSF) (P° Under Wedge 1 360.1 1321.8 22.6 Under Wedge 2 100.0 1250.0 31.7 On Vert Plane 100.0 1250.0 32.0 VGIP:,GY ,V,YG. Row# ,,, a„,. nu„-7 X-int. Y-int. Wedge-Int. F- left(lb) F-right(lb) F-yield(Ib) F-Control F-Cont (Kips) 1 4.0 22.0 1 84106.5 61579.4 58500.0 9750.0 58.5 2 12.7 25.3 1 99283.9 49837.9 58500.0 8306.3 49.8 3 21.4 28.6 1 115979.0 37560.7 58500.0 6260.1 37.6 4 26.6 32.8 2 125515.0 37841.9 58500.0 6307.0 37.8 5 31.0 37.3 2 133455.0 _ 29902.4 58500.0 4983.7 29.9 F.O.S.= 1.52 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering ---- J LOCATION: CatoMatiotii Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 20.5 2.5 49.0 6.5 49.0 44.0 66.0 100.0 66.0 El. T.O.W. +49.0'+/- El. B.O.W = +20.5'+/- Date: Page: El. T.O.W.= +66.0'+/- i tic Art1�xS S�S Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 31.0 120 100.0 31.0 Clayey Silt/ Weathered BR 0.0 25.0 100 100.0 25.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 JOB NO.: CONDON•JOHNSON FOR: & ASSUMES, 1% t• DESCRIPTION: CONTRACTORS AND ENGINEERS 20-Oct-05 9 50091 Condon -Johnson Hoag Hospital Newport, CA Granular Terrace Deposits 6 120 PSF = 32° C = 100 PSF ,u= 1250 PSF Clayey Silt/ Weathered Bedrock 6 = 100 PSF = 16.5° C = 400 PSF Hc= 1250 PSF Siltstone/ Claystone 6 = 100 PSF co = 23° C = 525 PSF /,t= 1500 PSF Soil Prop C(PSF) 9° /A (PSF) GTD 100 32 1250 WBR 400 16.5 1250 S/C 525 23 1500 Water Profile: Gamma = 62.4 pcf x Y 0.0 20.5 6.0 25.0 8.0 27.0 16.0 32.0 20.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barer & Associates Structural Engineering Nail Geometry: CONDON • JOHNSON & AI fIGllffl. (GG. CONTRACTORS AND ENGINEERS JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 20-Oct-05 10 Row # Y(ft) T L(ft) d(in) S(ft) 6(deg) As(in42) Fy(ksi) Punch(kips) 1 23.0 40.0 6.0 6.0 15.0 1.3 75.0 75.0 2 29.0 40.0 6.0 6.0 15.0 0.8 75.0 75.0 3 34.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 4 40.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 46.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: j Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle deg 1 43999.2 42299.6 43999.2 28.9 2 63493.3 63045.5 63493.3 43.4 Avg Soil Prop C(PSF) FI (PSF) rp° Under Wedge 1 461.8 1373.6 19.8 Under Wedge 2 111.5 1250.0 31.3 On Vert Plane 117.5 1250.0 31.2 Detailed forces in the nails Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(lb) F-Control F-Cont (Kips) 1 3.1 22.2 1 82081.8 87166.0 95250.0 13680.3 82.1 2 10.6 26.4 1 95065.0 68113.7 58500.0 9750.0 58.5 3 17.2 30.2 2 107398.0 59217.1 58500.0 9750.0 58.5 4 22.2 35.0 2 116616.0 46741.8 58500.0 7790.3 46.7 5 27.3 39.8 2 125833.0 37523.9 58500.0 6254.0 37.5 1.52 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tei: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barer & Associates Structural Engineering Catau#ati i is JOB NO.: CONDON • JOHNSON FOR: & DESCRIPTION: CONTRACTORS AND ENGINEERS j LOCATION: (Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 13.5 3.0 46.5 7.0 46.5 44.0 63.0 100.0 63.0 El. T.O.W.= +46.5'+l- El. B.O.W. +13.5'+l- Date: Page: El. T.O.W.= +63.0'+l- 50091 Condon -Johnson Hoag Hospital Newport, CA 20-Oct-05 11 Sect#Qri6 8aiNald V{Cal' Stat c Ar aifys s STA>= '11 *45J Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey Silt! Weathered BR 0.0 16.0 100 I 100.0 16.0 Siltstone) Claystone 0.0 -10.0 100 100.0 -10.0 Granular Terrace Deposits 6 120 PSF - 32° C = 100 PSF u= 1250 PSF Clayey Silt/ Weathered Bedrock 5=100PSF cp = 16.5° C = 400 PSF !c= 1250 PSF Siltstone! Claystone S = 100 PSF co =23° C = 525 PSF I.I,= 1500 PSF Soil Prop C(PSF) pa iz (PSF) GTD 100 32 1250 WBR 400 16.5 1250 SIC 525 23 1500 Water Profile: Gamma = 62.4 pcf X Y 0.0 13.5 10.0 25.0 18.0 30.0 24.0 32.0 40.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.cam JOB NO.: =- - - CONDON•JUHNSON FOR: - - __ -_-J & A INC. Pirooz Barar & Associates CONTRACTORS AND ENGINE€NS DESCRIPTION: Structural Engineering LOCATION: Date: Page: Nail Geometry: 20-Oct-05 12 50091 Condon -Johnson Hoag Hospital Newport, CA Row# Y(ft) L(ft) d(in) S(ft) 0(deg) As(in"2) Fy(ksi) Punch(kips) 1 16.0 35.0 6.0 5.0 15.0 1.3 75.0 75.0 2 20.7 40.0 6.0 , 5.0 15.0 1.3 75.0 75.0 3 25.3 45.0 6.0 5.0 15.0 0.8 75.0 75.0 4 30.0 45.0 6.0 5.0 15.0 0.8 75.0 75.0 5 34.6 45.0 6.0 5.0 15.0 0.8 75.0 75.0 6 39.3 45.0 6.0 5.0 15.0 0.8 75.0 75.0 7 44.0 45.0 6.0 5.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge ifSat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 141367.0 130176.0 141367.0 19.9 2 55506.4 54813.6 55506.4 51.7 Avg Soil Prop C(PSF) Is (PSF) (P° Under Wedge 1 417.0 1284.0 17,4 Under Wedge 2 102.6 1250.0 31.6 On Vert Plane 102.7 1250.0 31.9 Detailed forces in the nails Row it X-Int. V-int. Wedge-int. F- left(lb) F-right(lb) F-yield(Ib) F-Control F-Cont (Kips)I 1 3.3 15.2 1 82496.3 74970.5 95250.0 14994.1 90.0 2 10.9 17.9 1 95927.3 66189.3 95250.0 13237.9 79.4 3 18.4 20.6 1 110295.0 56622.9 58500.0 11324.6 67.9 4 26.1 23.4 1 124976.0 38381.7 58500.0 7676.3 46,1 5 33.6 26.1 1 139344.0 24013.7 58500.0 4802.7 28.8 6 40.9 29.0 2 153416.0 9941.4 58500.0 1988.3 11.9 7 44.1 32.9 2 158931.0 4426.3 58500.0 885.3 5.3 F.O.S.= 1.51 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barer & Associates Structural Engineering FOB NO.: 50091 CANNON • JOHN$ON FOR: Condon -Johnson dr A 141 I I A I E 1. 11 t. CONTRACTORS AND ENGINEERS DESCRIPTION: Hoag Hospital LOCATION: Newport, CA 'Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 13.0 2.5 44.0 6.5 44.0 44.0 61.0 100.0 61.0 EL T.O.W.= +44.0'+I- El. B.O.W.= +13.0'+/- Soil Profile Granular Terrace Deposits X Y I y (Pcf) 0.0 26.0 120 100.0 26.0 Clayey Silt/ Weathered BR 0.0 19.0 100 100.0 19.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 Soil Prop C(PSF) <P° /.c (PSF) GTD 100 32 1250 WBR 400 16.5 1250 S/C 525 23 1500 20-Oct-05 13 Date: Page: El. T.O.W.= +61.0'+(- Granular Terrace Deposits Clayey Silt/ Weathered Siltstone/ Claystone 5 120 PSF Bedrock d=100PSF a=100PSF w _32° C = 100 PSF c = 16.5° cp = 23° µ= 1250 PSF C = 400 PSF C = 525 PSF u,= 1250 PSF /.c= 1500 PSF Water Profile: Gamma = 62.4 pcf x Y 0.0 13.0 10.0 20.0 20.0 26.0 30 32 36 34 100 34 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com --1, JOB NO.: CONDON•JFOR, ___ & nitwits. 111. i Pirooz Barar&Associates CONTRACTORS AND ENGINEERS 1 DESCRIPTION: Structural Engineering LOCATION: Date: Page: 20-Oct-05 14 50091 Condon -Johnson Hoag Hospital Newport, CA Row# Y(ft) L(ft) d(in) S(ft) 9(deg) As(inA2) Fy(ksi) Punch(kips) 1 15.5 40.0 6.0 6.0 15.0 1.3 75.0 75.0 2 20.7 _ 45.0 - 6.0 6.0 15.0 1.3 75.0 75.0 3 25.9 45.0 6.0 6.0 15.0 1.3 75.0 75.0 4 31.1 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 36.3 45.0 6.0 6.0 15.0 0.8 75.0 75.0 6 41.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear it 75 kips Intermediate Data: Wedge # Sat. Wt. Bo: Wt. Dry wt (Ibs) Angle (deg) 1 97730.5 91864.2 97730.5 24.7 2 58578.3 57548.9 58578.3 47.1 Avg Soil Prop C(PSF) p (PSF) PG Under Wedge 1 422.9 1354.2 20.9 Under Wedge 2 100.0 1250.0 31.5 On Vert Plane 100.0 1250.0 32.0 Row # X-int. Y-Int. Wedge-int. F- left(lb) F-right(Ib) F-yield(Ib) F-Control F-Cont (Kips) 1 3.5 14.6 1 83057.2 86190.6 95250.0 13842.9 83.1 2 10.8 18.0 1 97236.7 81212.7 95250.0 13535.4 81.2 3 18.1 21.3 1 109646.0 60913.7 95250.0 10152.3 60.9 4 25.4 24.7 1 123612.0 39745.7 58500.0 6624.3 39.7 5 32.0 28.2 2 - 136263.0 27094.2 58500.0 4515.7 27.1 6 36.0 32.5 2 - 143451.0 19906.8 58500.0 3317.8 19.9 F.O.S.= 1.51 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com V Pirooz Barer & Associates Structural Engineering JOB NO.: 50091 CONDON-JOHNSON FOR: Condon -Johnson Atiltill f3. Ilt. CONTRACTORS ANC ENGINEERS DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 12.0 2.5 42.0 8.0 42.0 24.0 49.0 31.0 50.0 41.0 55.0 100.0 55.0 El. T.O.W.= +42.0'+/- El. B.O.W. +12.0'+/- Soil Profile X Y 7 (pcf) Granular Terrace Deposits 0.0 30.0 120 100.0 30.0 Clayey Silt/ Weathered BR Siltstone/ Ciaystone 0.0 22.0 100 100.0 0.0 22.0 -10.0 100 100.0 -10.0 Sail Prop C(PSF) cp° /2 (PSF) GTD 100 32 1250 WBR 400 16.5 1250 S/C 525 23 1500 20-Oct-05 15 Date: Page: El. T.O.W. +55.0'+/- Granular Terrace Deposits 6 Clayey Silt/ Weathered Bedrock Siltstone/ Claystone 120 PSF 6=100PSF 6=100PSF co =32° C=100PSF co =16.5° p =23° p,= 1250 PSF C = 400 PSF C = 525 PSF /t= 1250 PSF Ft= 1500 PSF Water Profile: Gamma = 62.4 pcf x Y 0.0 12.0 10.0 25.0 18.0 30.0 24 32 40 34 100 34 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com N�ON OJOB NO.: 50091 3. CO ' JONNSN ----- & DONlliA f F A. • ON I FOR: Condon -Johnson Pirooz Barar & Associates CONTRACTORS AND ENGINEERS DESCRIPTION: Hoag Hospital Structural Engineering LOCATION: Newport, CA Date: Page: Nail Geometry: 20-Oct-05 16 Row# Y(ft) L(ft) d(in) S ft) e(deg) As(inA2) Fy(ksi) Punch(kips) 1 14.5 35.0 6.0 6.0 15.0 1.3 75.0 75.0 2 20.8 40.0 6.0 6.0 15.0 0.8 75.0 75.0 3 27.1 40.0 _ 6.0 6.0 15.0 0.8 75.0 75.0 4 33.4 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 39.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (dog) 1 89370.0 83273.5 89370.0 27.5 2 32130.5 31611.2 32130.5 49.5 Avg Soil Prop C(PSF) Is (PSF) (P° Under Wedge 1 472.7 1395.4 20.3 Under Wedge 2 109.3 1250.0 31.2 On Vert Plane 111.0 1250.0 31.5 Detailed forces in the nails Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(Ib) F-yleld(Ib) F-Control F-Cont (Kips) 1 3.2 13.7 1 82391.9 75074.9 95250.0 12512.5 75.1 2 11.4 17.9 1 101020.0 68228.3 58500.0 9750.0 58.5 3 19.6 22.2 1 112206.0 49303.8 58500.0 8217.3 49.3 4 27.7 26.4 1 127729.0 36002.9 58500.0 6000.5 36.0 5 34.4 30.9 2 140346.0 23011.5 58500.0 3835.2 23.0 F.O.S.= 1.51 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com miaow Pirooz Barar & Associates Structural Engineering C'atcuiatio S JOB NO.: CONDON•JDHNSON FOR: & ASSOCIATES. tit. DESCRIPTION: CONTRACTORS AND ENOINEERs ------------ ---' LOCATION: Ilnput and Output for Winslope Analysis 1 Excavation Profile: X Y 0.0 12.0 3.2 40.0 20.0 40.0 24.0 41.0 37.0 42.0 61.0 45.0 71.0 50.0 77.0 52.0 100.0 52.0 El. T.O.W. +40.0'+/- El. B.O.W. +12.0'+/- Soil Profile X Y Y (Pcf) Granular Terrace Deposits 2.0 36.0 120 100.0 36.0 Clayey Silt/ Weathered BR 1.0 26.0 100 100.0 26.0 Siltstone) Claystone 0.0 -10.0 100 100.0 -10.0 Date: Page: 20-Oct-05 17 El. T.O.W. 50091 Condon -Johnson Hoag Hospital Newport, CA Granular Terrace Deposits 6 120 PSF co - 32° C = 100 PSF µ.= 1250 PSF Clayey Silt/ Weathered Bedrock d = 100 PSF co = 16.5° C = 400 PSF µ= 1250 PSF Siltstone/ Claystone 6 = 100 PSF =23° C = 525 PSF p;= 1500 PSF Soil Prop C(PSF) (p° µ (PSF) GTD 100 32 1250 WBR 400 16.5 1250 S/C 525 23 1500 Water Profile: Gamma = 62.4 pcf x Y 0.0 12.0 10.0 25.0 18.0 30.0 24.0 32.0 40.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering Nail Geometry: CONDON • JOHNSON JOB NO.; & 1 1 11 1 t 1 1 F 1. FOR: CONTRACTORS AND ENGINEERS DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 18 50091 Condon -Johnson Hoag Hospital Newport, CA Row # Y(ft) L(ft) d(in) T S(ft) 0(deg) As(in"2) Fy(ksl) Punch(kips) 1 14.5 15.0 6.0 6.0 15.0 0.8 75.0 75.0 2 20.3 20.0 6.0 6.0 15.0 0.8 75.0 75.0 3 26.0 20.0 6.0 6.0 15.0 0.8 75.0 75.0 4 31.8 25.0 6.0 6.0 15.0 0.8 75.0 75.0 5 37.5 30.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 58865.4 48419.8 58865.4 30.3 2 8548.5 8329.9 8548.5 42.3 Avg Soil Prop C(PSF) It (PSF) tl° Under Wedge 1 493.9 1437.8 21.4 Under Wedge 2 229.4 1250.0 25.2 On Vert Plane 246.6 1250.0 24.9 Detailed forces in the nails Row # X-int. Y-int. Wedge-Int. F- left(ib) F-right(Ib) F-yield(Ib) F-Control F-Cont (Kips) 1 3.0 13.8 1 81674.7 28668.2 58500.0 4778.0 28.7 2 10.0 17.9 1 97160.2 24963.7 _ 58500.0 4160.6 25.0 3 16.9 21.9 1 112379.0 9745.3 58500.0 1624.2 9.7 4 23.9 26.0 1 119064.0 6040.9 58500.0 1006.8 6.0 5 30.8 30.0 1 131735.0 2169.5 58500.0 361.6 2.2 F.O.S.= 1.52 (Permanent -Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering ................. Calculations JOB NO.: CONDON•JOHNSON FOR: & A;;I;EAEE;, 11t. CONTRACTORS AND ENGINEERS . DESCRIPTION: LOCATION: Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 34.0 1.0 46.0 5.0 46.0 44.0 64.0 100.0 64.0 Et. T.O.W.= +46.0'+/- Et. B.O.W = +34.0'+/- Soil Profile x Y y (pcf) Granular Terrace Deposits 2.0 28.0 120 100.0 28.0 Clayey Silt/ Weathered BR 0.9 25.0 100 100.0 25.0 siltstonel Claystone 0.0 -10.0 100 100.0 -10.0 Date: Page: El. T.O.W.= +64.0'+/- •, 50091 Condon -Johnson Hoag Hospital Newport, CA 20-Oct-05 19 1 -- 0.21g Granular Terrace Deposits s 120 PSF = 39.7° C = 133 PSF µ= 1250 PSF Clayey Silt/ Weathered Bedrock 5 = 100 PSF p = 21.5° C = 532 PSF µ= 1250 PSF Siltstone/ Claystone S = 100 PSF co = 29.4° C = 698 PSF µ= 1500 PSF Soil Prop C(PSF) rp° /t (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 S/C 698 29.4 1500 Water Profile: Gamma = 62.4 pcf x Y 0.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com CONDON • JOHNSON & Al llllil El. 111. Pirooz Barar & Associates a® CONTRACTORS AND ENGINEERS Structural Engineering • JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 20-Oct-05 20 Row# Y(ft) L(ft) d(in) S(ft) 8(deg) 1 As(in A2) Fy(ksi) Punch(kips) 1 36.5 12.0 6.0 6.0 15.0 0.8 75.0 75.0 2 43.5 15.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 8537.9 8537.9 8537.9 39.1 2 3477.1 3477.1 3477.1 50.6 Avg Soil Prop C(PSF) )t(PSF) (p° Under Wedge 1 133.0 1250.0 39.7 Under Wedge 2 133.0 1250.0 39.7 On Vert Plane 133.0 1250.0 39.7 V V-V _ Row # - X-int. Y-int. Wedge-Int.I F- left(lb) F-right(lb) F-yield(Ib) F-Control F-Cont (Kips) 1 2.4 35.9 1 79385.9 19176.0 58500.0 3196.0 19.2 2 8.9 41.3 2 91532.8 12919.6 58500.0 2153.3 12.9 F.O.S.= 1.36 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering I JOB NO.: CONDON • JOHNSON FOR: 8: 'SWIMS, W. I DESCRIPTION: CONTRACTORS AND ENGINEERS ' LOCATION: Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 28.5 1.5 45.5 5.5 45.5 44.0 64.0 100.0 64.0 El. B.O.W.= +28.5'+1- El. T.O.W.= +45.5'0- • y Date: 20-Oct-05 Page: El. T.O.W.= +64.041- 21 50091 Condon -Johnson Hoag Hospital Newport, CA ;;Pseudo S#a ie Ar a IY:$11 Sail Profile X Y Y (Pei) Granular Terrace Deposits 0.0 28.5 120 100.0 28.5 Clayey Silt! Weathered BR 0.0 25.0 100 100.0 25.0 Siltstonel Claystone 0.0 -10.0 100 100.0 -10.0 Granular Terrace Deposits 6 120 PSF = 39.7° C = 133 PSF µ= 1250 PSF Clayey Silt/ Weathered Bedrock 6 = 100 PSF So 21.5° C = 532 PSF i.t.= 1250 PSF Siitstone/ Claystone d = 100 PSF rp = 29.4° C = 698 PSF Fc= 1500 PSF Soil Prop C(PSF) 9° it (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 SIC 698 29.4 1500 Wa er Profile: Gamma = 62.4 pcf X v 0.0 28.5 2.0 30.0 6.0 33.0 10.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com -�_ CONDOM • JOHNSON Jab No.: a. AIFJitA1EA. INV FOR: CONTRACTORS AND ENGINEERS ; DESCRIPTION: Barar & Associates Structural Engineering I LOCATION: Date: Page: • 20-Oct-05 22 50091 Condon -Johnson Hoag Hospital Newport, CA Row # Y(ft) L(ft) d(in) S(ft) 8(deg As(in"2) Fy(ksi) Punch(kips) 1 31.0 20.0 6.0 6.0 15.0 0.8 75.0 75.0 2 37.0 23.0 6.0 6.0 15.0 0.8 75.0 75.0 3 43.0 25.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 16287.8 15419.3 16287.8 20.5 2 38529.7 38390.5 38529.7 40.1 Avg Soil Prop C(PSF) p (PSFI (p° Under Wedge 1 133.0 1250.0 39.7 Under Wedge 2 133.0 1250.0 39.6 On Vert Plane 133.0 1250.0 39.7 Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(Ib) F-Control F-Cont (Kips) 1 4.0 30.0 1 82659.1 31610.8 58500.0 5268.5 31.6 2 11.8 34.0 2 97563.5 22596.9 58500.0 3766.2 22.6 3 17.4 38.7 2 107748.0 16339.6 58500.0 2723.3 16.3 F.O.S.= 1.37 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259.0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering catcwation NO.:50091 CONOON•JOHNSON FOR Condon -Johnson 6 A 1 0 0 0 I A I t t. I II C. FOR: ond CONTRACTORS ANO ENGINEERS i DESCRIPTION: Hoag Hospital ---- ---I LOCATION: Newport, CA Input and Output for Winslope Analysis Excavation Profile: x y 0.0 21.0 2.0 45.0 6.0 45.0 44.0 64.0 100.0 64.0 El.T.O.W= +45.0'+/- EI. B.O.W.= +21.0'+I- Soil Profile X Y Y (pcf) Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey Silt/ Weathered BR 0.0 24.0 100 100.0 24.0 Slltstone/ Claystone 0.0 -10,0 100 100.0 -10.0 Soil Prop C(PSF) N' /t (PSF) GTO 133 39,7 1250 WBR 532 21,5 1250 S/C 698 29.4 1500 Date: Page: El. T.O.W.= +64.0'+/- 20-Oct-05 23 0.21g Granular Terrace Deposits Clayey Silt/ Weathered Siltstone/ Claystone 6 120 PSF Bedrock yo =39.7° 6=100PSF b=100PSF C = 133 PSF co = 21.5° cp = 29.4° µ.= 1250 PSF C = 532 PSF C = 698 PSF µ= 1250 PSF µ= 1500 PSF Water Profile: Gamma = 62.4 pcf x y 0.0 21.0 6.0 25.0 8.0 27.0 16.0 32.0 20.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering Nall Geometry: CONDON • JOHNSON JOB NO.: 31& Att*tIAIEI. Ili. FOR: CONTRACTORS AND ENGINEERS DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 24 50091 Condon -Johnson Hoag Hospital Newport, CA Row # Y(ft) L(ft) d(in) T S(ft) 6(deg) As(in42) Fy(ksi) Punch(kips) 1 24.5 35.0 6.0 6.0 15.0 0.8 75.0 75.0 2 30.5 40.0 6.0 6.0 15.0 0.8 75.0 75.0 3 36.5 40.0 6.0 6.0 15.0 0.8 75.0 75.0 4 42.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 50183.6 47458.3 50183.6 21.8 2 47634.0 47254.9 47634.0 46.8 Avg Soil Prop C(PSF) p (PSF) (p° Under Wedge 1 505.0 1309.5 26.9 Under Wedge 2 133.0 1250.0 39.5 On Vert Plane 133.0 1250.0 39.7 Detailed forces in the nails Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(Ib) F-yield(Ib) F-Control F-Cont (Kips) 1 3.8 23.5 1 83053.7 73654.5 58500.0 9750.0 58.5 2 13.0 27.2 1 99968.2 59417,3 58500.0 9750.0 58.5 3 21.6 31.0 2 116360.0 37179.8 58500.0 6196.6 37.2 4 26.2 36.0 2 124651.0 38706.3 58500.0 6451.1 38.7 F.O.S.= 1.36 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering CONDON • JOHNSON & 11111111E1. Eft. CONTRACTORS AND ENGINEERS Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 20.5 2.5 47.5 6.5 47.5 44.0 64.0 100.0 64.0 El. T.O.W.= +47.5'+/- El. B.O.W= +20.5'+/- Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 27.0 120 100.0 27.0 Clayey Silt/ Weathered BR 0.0 23.0 100 100.0 23.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 JOB NO.: FOR: DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 El. T.O.W. +64.0'+4- 25 50091 Condon -Johnson Hoag Hospital Newport, CA 0.219 Granular Terrace Deposits 6 120 PSF co - 39.7° C=133PSF fc= 1250 PSF Clayey Silt/ Weathered Bedrock 6 = 100 PSF = 21.5° C = 532 PSF /7.= 1250 PSF Siltstone/ Claystone 6=100PSF = 29.4° C = 698 PSF µ= 1500 PSF Soil Prop C(PSF) (p° µ (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 SIC 698 29.4 1500 Water Profile: Gamma = 62.4 pcf X v 0.0 20.5 6.0 25.0 8.0 27.0 16.0 32.0 20.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates SWcturai Engineering Nail Gecmetrv: CONDON • JOHNSON L JOB NO.: & lllllitII(I. Ili. FOR: CONTRACTORS AND ENGINEERS DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 26 50091 Condon -Johnson Hoag Hospital Newport, CA Row# Y(ft) I L(ft) d(in) S(ft) 6(deg) As(in^2) Fy(ksi) Punch(kips) 1 23.0 30.0 6.0 6.0 15.0 0.8 75.0 75.0 2 28.5 35.0 6.0 6.0 15.0 0.8 75.0 75.0 3 34.0 40.0 6.0 6.0 15.0 0.8 75.0 75.0 4 39.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 45.0 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge ElSat. Wt. Bo. Wt. Dry wt (lbs) Angle (deg) 1 50833.4 47676.0 50833.4 24.6 2 43008.0 42434.9 43008.0 50.7 Avg Soil Prop C(PSF) Ft (PSF) tp° Under Wedge 1 478.8 1321.8 28.9 Under Wedge 2 133.0 1250.0 39.3 0n Vert Plane 133.0 1250.0 39.7 Detailed forces in the nails Row q X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(Ib) F-Control F-Cont (Kips) 1 3.5 22.1 1 83045.4 62640.4 58500.0 9750.0 58.5 2 11.3 25.7 1 96454.5 52667.3 58500.0 8777.9 52.7 3 19.0 29.2 2 111141.0 42398.4 58500.0 7066.4 42.4 4 22.8 33.9 2 117801.0 45556.3 58500.0 7592.7 45.6 5 26.6 38.5 2 124461.0 38896.7 58500.0 6482.8 38.9 F.O.S.= 1.36 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259.0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates. Structural Engineering .................. Galcutatiois`. .................. j JOB NO.: CONDONJOHNSON FOR: 8 1i11 i11I11, I11. CONTRACTORS AND ENGINEERS DESCRIPTION: _...._.__ - LOCATION: Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 20.5 2.5 49.0 6.5 49.0 44.0 66.0 100.0 66.0 El. T.O.W.= +49.0'+l- El. B.O.W. +20.5'+/- Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 31.0 120 100.0 31.0 Clayey Silt/ Weathered BR 0.0 25.0 100 100.0 25.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 Y Date: Page: El. T.O.W. +66.0'+/- L X 50091 Condon -Johnson Hoag Hospital Newport, CA 20-Oct-05 27 Granular Terrace Deposits 6 120 PSF - 39.7° C = 133 PSF µ= 1250 PSF Clayey Silt/ Weathered Bedrock 6 = 100 PSF = 21.5° C = 532 PSF µ= 1250 PSF Siltstone/ Claystone 6 = 100 PSF cp = 29.4° C = 698 PSF /.t= 1500 PSF Soil Prop C(PSF) W° N. (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 SIC 698 29.4 1500 Water Profile: Gamma = 62.4 pcf x Y 0.0 20.5 6.0 25.0 8.0 27.0 16.0 32.0 20.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tei: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering CONOON' JOHNSON JOB No.: & AI{i1IlIIfI. 111. FOR: CONTRACTORS AND ENGINEERS DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 28 50091 Condon -Johnson Hoag Hospital Newport, CA ---- --------- Row # I Y(ft) L(ft) d(in) S(ft) 0(deg) As(in"2) Fy(ksi) Punch(kips) 1 23.0 40.0 6.0 6.0 15.0 1.3 75.0 75.0 2 29.0 40.0 6.0 6.0 15.0 0.9 75.0 75.0 3 34.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 4 40.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 46.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 41540.3 40168.6 41540.3 30.0 2 58534.9 58207.1 58534.9 44.7 Avg Soil Prop C(PSF) P. (PSF) gyp° Under Wedge 1 614.1 1373.6 25.5 Under Wedge 2 148.3 1250.0 39.0 On Vert Plane 156.7 1250.0 38.8 Row # X-int. Y-int. Wedge-Int. F- left(lb) F-right(Ib) F-yield(Ib) F-Control F-Cont (Kips) 1 3.0 22.2 1 81845.2 87402.5 95250.0 13640.9 81.8 2 10.3 26.4 1 94394.9 68783.8 58500.0 9750.0 58.5 3 16.6 30.4 2 106149.0 60465.4 58500.0 9750.0 58.5 4 21.4 35.2 2 114999.0 48358.2 58500.0 8059.7 48.4 5 26.3 40.1 2 123849.0 39508.4 58500.0 6584.7 39.5 F.O.S.= 1.36(Permanent-Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com _ CONDON •JOHNSON ! FOR. -p-p^, ---♦ _�. `.' & Af1101iirs. 11P. • Pirooz Barar & Associates' CONTRACTORS AND ENGINEERS DESCRIPTION: Structural Engineering LOCATION: .................. .................. Caci3a#inns: i Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 13.5 3.0 46.5 7.0 46.5 44.0 63.0 100.0 63.0 El. T.O.W= El. B.O.W. +13.5'+!- Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey Siltl Weathered BR Siltstone! Claystone 0.0 16.0 100 100.0 0.0 16.0 -10.0 100 100.0 -10.0 Soil Prop C(PSF) re µ (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 SIC 698 29.4 1500 Date: Page: El. T.O.W.= +63.0'+(- 50091 Condon -Johnson Hoag Hospital Newport, CA 20-Oct-05 29 Granular Terrace Deposits 6 - Clayey Silt! Weathered Bedrock Siltstone! Claystone 120 PSF 6=100PSF 6=100PSF y, =39.7° C=133PSF co =21.5° co =29.4° Et= 1250 PSF C = 532 PSF C = 698 PSF µ= 1250 PSF µ= 1500 PSF Water Profile: Gamma = 62.4 pcf x Y 0.0 13.5 10.0 25.0 18.0 30.0 24.0 32.0 40.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com `= CONOON • JOHNSON FOR: NO.: 50091OR: CondonJohnson - - __ : & A$ I I C L I I E t, 11 t, ! F Pirooz Barar & Associates CONTRACTORS MID ENGINEERS ' DESCRIPTION: Hoag Hospital Structural Engineering ' LOCATION: Newport, CA Date: Page: eometry: 20-Oct-05 313 Row # Y(ft) L(ft) d(in) S(ft) 6(deg) As0nA2) Fy(ksi) Punch(kips) 1 16.0 35.0 6.0 5.0 15.0 1.3 75.0 75.0 2 20.7 40.0 6.0 5.0 15.0 1.3 75.0 75.0 3 25.3 45.0 6.0 5.0 15.0 0.8 75.0 75.0 4 30.0 45.0 6.0 5.0 15.0 0.8 75.0 75.0 5 34.6 45.0 6.0 5.0 15.0 0.8 75.0 75.0 6 39.3 45.0 6.0 5.0 15.0 0.8 75.0 75.0 7 44.0 45.0 6.0 5.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 100455.0 96353.0 100455.0 25.1 2 60443.4 59855.0 60443.4 47.5 Avg Soil Prop C(PSF) I((PSFI (p° Under Wedge 1 554.6 1284.0 22.6 Under Wedge 2 136.5 1250.0 39.3 On Vert Plane 137.2 1250.0 39.5 Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(lb) F-Control F-Cont (Kips) 1 2.8 15.3 1 81347.6 76119.2 95250.0 15223.8 91.3 2 9.4 18.4 1 92720.4 69396.2 95250.0 13879.2 83.3 3 15.8 21.4 1 104887.0 62031.5 58500.0 11700.0 70.2 4 22.3 24.4 1 117317.0 46039.9 58500.0 9208.0 55.2 5 28.7 27.4 1 129484.0 _ 33873.6 58500.0 6774.7 40.6 6 33.5 30.9 _ 2 138367.0 24990.1 58500.0 4998.0 30.0 7 37.1 34.8 2 144696.0 18661.5 58500.0 3732.3 22.4 F.O.S 1.30 (PermanentiP$6iRA0fSl$$tt San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com = 1 JOB NO.: =• __�.. GDMDOM �JDHMSDN ;FOR; Pirooz Barar & Associates -- CONTRACTORS AND ENGINEERS DESCRIPTION: Structural Engineering LOCATION: ��CF.I�D�IQiIS Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 13.0 2.5 44.0 6.5 44.0 44.0 61.0 100.0 61.0 El. T.O.W. +44.0'+1- El. B.O.W. Date: Page: El. T.O.W.= +61.0'+1- 50091 Condon -Johnson Hoag Hospital Newport, CA 20-Oct-05 31 0.21g Section ] SolINaile Pseudo -.Static Analysis (Si Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 26.0 120 100.0 26.0 Clayey Silt/ Weathered BR 0.0 19.0 100 100.0 19.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 Granular Terrace Deposits 6 120 PSF - 39.7° C = 133 PSF Et= 1250 PSF Clayey Silt/ Weathered Bedrock 6 = 100 PSF yp = 21.5° C = 532 PSF i.t= 1250 PSF Siltstone/ Claystone 6 = 100 PSF rp = 29.4° C = 698 PSF µ= 1500 PSF Soli Prop C(PSF) rp° µ (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 SIC 698 29.4 1500 Water Profile: Gamma = 62.4 pcf x Y 0.0 13.0 10.0 20.0 20.0 26.0 30 32 36 34 100 34 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259.0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com =___' CONDOM • JOHNSON Pirooz Barar & Associates CONTRACTORS ANO ENGINEERS Structural Engineering Nail Geometry: JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 20-Oct-05 32 Row# Y(ft) L(ft) 1 d(in) S(ft) 8(deg) As(inA2) Fy(ksi) Punch(kips) 1 15.5 40.0 6.0 6.0 15.0 1.3 75.0 75.0 2 20.7 45.0 6.0 6.0 15.0 1.3 75.0 75.0 3 25.9 45.0 6.0 6.0 15.0 1.3 75.0 75.0 4 31.1 45.0 6.0 6.0 1 15.0 0.8 75.0 75.0 5 36.3 45.0 6.0 6.0 15.0 0.8 75.0 75.0 6 41.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 87687.9 83649.4 87687.9 26.6 2 51634.3 50993.7 51634.3 49.4 Avg Soil Prop C(PSF) p (PSF) rp° Under Wedge 1 562.4 1354.2 26.9 Under Wedge 2 133.0 1250.0 39.3 On Vert Plane 133.0 1250.0 39.7 Detailed forces in the nails Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(Ib) F-yield(Ib) F-Control F-Cont (Kips) 1 3.3 14.7 1 82611.6 86636.2 95250.0 13768.6 82.6 2 10.2 18.1 1 95864.4 82585.0 95250.0 13764.2 82.6 3 17.1 21.6 1 107730.0 62829.6 95250.0 10471.6 62.8 4 24.1 25.0 1 120923.0 42433.9 58500.0 7072.3 42.4 5 29.9 28.8 2 132028.0 31329.8 - 58500.0 5221.6 31.3 6 33.6 33.1 2 138692.0 24665.5 58500.0 4110.9 24.7 F.O.S.= 1.35 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com -- JOB NO.: 50091 _ = CONDON • JOHNSON FOR: Condon -Johnson Pirooz Barar & Associates CONTRACTORS AND ENGINEERS DESCRIPTION: Hoag Hospital Sbudural Engineering ---------------- J LOCATION: Newport, CA .................... Ga cjlatioh Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 12.0 2.5 42.0 8.0 42.0 24.0 49.0 31.0 50.0 41.0 55.0 100.0 55.0 El. T.O.W= El. B.O.W.= Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 30.0 120 100.0 30.0 Clayey Silt/ Weathered BR Siltstone) Claystone 0.0 22.0 100 100.0 0.0 22.0 -10.0 100 100.0 -10,0 Soil Prop C(PSF) cp° ft (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 S/C 698 29.4 1500 Date: Page: El. T.O.W. +55.0'+l- 20-Oct-05 33 0.21g Granular Terrace Deposits 6 120 PSF Clayey Silt/ Weathered Bedrock Siltstone/ Claystone 6 = 100 PSF 6 = 100 PSF cp - 39.7° =29.4° C=133PSF rp =21.5° cp /t= 1250 PSF C = 532 PSF C = 698 PSF µ= 1250 PSF µ= 1500 PSF Water Profile: Gamma = 62.4 pcf x Y 0.0 12.0 10.0 25.0 18.0 30.0 24 32 40 34 100 34 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandalnc.com website: www.pbandainc.com -= _=- = -__ CONDON •JOHNSON-1 ^_-- _!, & A11O11AT11. I11. Pirooz Barar & Associates CONTRACTORS ANC ENGINEERS Structural Engineering Nail Geometry: JOB NO.: FOR: DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 34 50091 Condon -Johnson Hoag Hospital Newport, CA Row # Y(ft) L(ft) d(in) S(ft) I 8(deg) As(inA2) Fy(ksi) Punch(kips) 1 14.5 35.0 6.0 6.0 15.0 1.3 75.0 75.0 2 20.8 40.0 6.0 6.0 15.0 0.8 75.0 75.0 3 27.1 40.0 6.0 6.0 15.0 0.8 75.0 75.0 4 33.4 45.0 6.0 6.0 15.0 0.8 75.0 75.0 5 39.5 45.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 79238.6 75369.8 79238.6 29.8 2 27346.5 27090.8 27346.5 52.2 Avg Soil Prop C(PSF) p (PSF) tp° Under Wedge 1 628.5 1395.4 26.2 Under Wedge 2 145.4 1250.0 39.0 On Vert Plane 148.5 1250.0 39.1 Detailed forces in the nails Row # X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(Ib) F-Control F-Cont (Kips) 1 3.0 13,7 1 81902.5 75564.3 95250.0 12594.1 75.6 2 10.7 18.1 1 99296.7 69951.1 58500.0 9750.0 58.5 3 18.3 22.5 1 109742.0 51767.3 58500.0 8627.9 51.8 4 26.0 26.9 1 124238.0 39494.3 58500.0 6582.4 39.5 5 31.8 31.6 2 135076.0 28280.9 58500.0 4713.5 28.3 F.O.S.= 1.36 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barar & Associates Structural Engineering CONDON • JOHNSON FOR No.: & mourns. IAi. I FOR; CONTRACTORS AND ENGINEERS DESCRIPTION: _.. _... ..--._.-_-. LOCATION: Input and Output for Winslope Analysis Excavation Profile: x Y 0.0 12.0 3.2 40.0 20.0 40.0 24.0 41.0 37.0 42.0 61.0 45.0 71.0 50.0 77.0 52.0 100.0 52.0 El. T.O.W. +40.0'+1- El. B.O.W. +12.0'+/- Soil Profile X Y y (pcf) Granular Terrace Deposits 2.0 36.0 120 100.0 36.0 Clayey Silt/ Weathered BR Siltstone) Claystone 1.0 26.0 100 100.0 0.0 26.0 -10.0 100 100.0 -10.0 Soil Prop C(PSF) W° µ (PSF) GTD 133 39.7 1250 WBR 532 21.5 1250 SIC 698 29.4 1500 Date: 20-Oct-05 Page: 35 El. T.O.W= 50091 Condon -Johnson Hoag Hospital Newport, CA Granular Terrace Deposits 6 120 PSF Clayey Silt/ Weathered Bedrock Siltstone/ Claystone 6=100PSF 6=100PSF co _39,7° C = 133 PSF cp = 21.5° cp = 29.4° µ= 1250 PSF C = 532 PSF C = 698 PSF th= 1250 PSF p= 1500 PSF Water Profile; Gamma = 62.4 pcf x Y 0.0 12.0 10.0 25.0 18.0 30.0 24.0 32.0 40.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com -= =_ _ _ = - - CONDON • JOHNSON -=i & ACAtCIAT'EC, W. Pirooz Barar & Associates CONTRACTORS AND ENGINEERS Structural Engineering Nail Geometry: JOB NO.: 50091 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 20-Oct-05 36 Row # Y(ft) L(ft) d(in) S(ft) 0(deg) As(inA2) Fy(ksi) Punch(kips) 1 14.5 15.0 6.0 6.0 15.0 0.8 75.0 75.0 2 20.3 15.0 6.0 6.0 15.0 0.8 75.0 75.0 3 26.0 20.0 6.0 6.0 15.0 0.8 75.0 75.0 4 31.8 25.0 6.0 6.0 15.0 0.8 75.0 75.0 5 37.5 30.0 6.0 6.0 15.0 0.8 75.0 75.0 Note: Max temporary punch shear = 75 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs) Angle (deg) 1 48606.8 41375.4 48606.8 34.1 2 7267.3 7097.0 7267.3 46.5 Avg Soil Prop C(PSF) 1+(PSF) rq° Under Wedge 1 660.5 1443.5 27.7 Under Wedge 2 328.8 1250.0 31.0 On Vert Plane 345.2 1250.0 30.9 Detailed forces in the nails Row# X-int. Y-int. Wedge-int. F- left(Ib) F-right(Ib) r F-yield(Ib) F-Control F-Cont (Kips} 1 2.7 13.8 1 80949.8 29393.1 58500.0 4898.9 29.4 2 9.0 18.1 1 94753.2 15589.7 58500.0 2598.3 15.6 3 15.3 22.3 1 108319.0 13805.2 58500.0 2300.9 13.8 4 21.6 26.6 1 114268.0 10836.2 58500.0 1806.0 10.8 5 27.5 30.9 2 124933.0 8971.9 58500.0 1495.3 9.0 F.O.S.= 1.36 (Permanent -Pseudo Static) 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259.0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com Pirooz Barer & Associates Structural Engineering .................... Ga�c�i3atio�s. JOB NO.: CONOON-JOHNSON ! FOR; i & Aitltllttt, lit. CONTRACTORS AND ENGINEERS DESCRIPTION: LOCATION: Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 13.5 3.0 46.5 7.0 46.5 44.0 63.0 100.0 63.0 El. T.O.W.= +46.5'+l- El. B.O.W= +13.5'+!- Soil Profile X Y y (pcf) Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey Silt/ Weathered BR 0.0 16.0 100 100.0 16.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 V Date: Page: El. T.O.W. +63.0'+l- 50091 Condon -Johnson Hoag Hospital Newport, CA 20-Oct-05 37 Granular Terrace Deposits 6 120 PSF - 32° C = 100 PSF µ= 1250 PSF Clayey Silt/ Weathered Bedrock 6 = 100 PSF = 16.5° C = 400 PSF µ= 1250 PSF Siltstone/ Claystone 6 = 100 PSF w = 23° C = 525 PSF /t= 1500 PSF Soil Prop C(PSF) yr° ii (PSF) GTD 100 32 1250 WBR 400 16.5 1250 SIC 525 23 1500 Water Profile: Gamma = 62.4 pcf x Y 0.0 13.5 10.0 25.0 18.0 30.0 24.0 32.0 40.0 34.0 100.0 34.0 124 Greenfield Ave. San Anselmo, CA 94960 tel: (415) 259-0191 fax: (415)259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com dams ima tan.. lima a ftft Pirooz Barar & Associates Structural Engineering Nail Geometry: CONDON • JOHNSON JOB NO.: & Aiil{ttFFt. INt. FOR: CQNTRACTQRS AND ENGINEERS DESCRIPTION: LOCATION: Date: Page: 20-Oct-05 38 50091 Condon -Johnson Hoag Hospital Newport, CA Row # Y(ft) L(ft) d(in) T S(R) 8(deg) As(in^2) Fy(ksi) Punch(kips) 1 16.0 35.0 6.0 5.0 15.0 1.3 75.0 38.0 2 20.7 40.0 6.0 5.0 15.0 1.3 75.0 38.0 3 25.3 45.0 6.0 5.0 15.0 0.8 75.0 38.0 4 30.0 45.0 6.0 5.0 15.0 0.8 75.0 38.0 5 34.6 45.0 6.0 _ 5.0 15.0 0.8 75.0 38.0 6 39.3 45.0 6.0 _ 5.0 15.0 0.8 75.0 38.0 7 44.0 45.0 6.0 5.0 15.0 0.8 75,0 38.0 Note: Max temporary punch shear = 38 kips Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (lbs) Angle (deg) 1 105661.0 100683.0 105661.0 24.2 2 63779.6 63058.7 63779.6 46.4 Avg Soil Prop C(PSF) P (PSF) tp° Under Wedge 1 417.0 1284.0 17.4 Under Wedge 2 102.6 1250.0 31.6 On Vert Plane 103.1 1250.0 31.9 etailed forces in the nail Row# X-int. Y-int. Wedge-int. F- left(lb) F-right(lb) F-yield(lb) F-Control F-Cont(Kips)I 1 2.9 15.3 1 44515.3 75951.5 95250.0 8903.1 53.4 2 9.6 18.3 _ 1 56188.6 68928.0 95250.0 11237.7 67.4 3 16.2 21.3 1 68676.3 61241.9 58500.0 11700.0 70.2 4 22.9 24.3 1 81435.4 44921.9 58500.0 8984.4 53.9 5 29.4 27.2 1 93923.1 32434.2 58500.0 6486.8 38.9 6 34.6 30.7 2 103503.0 22854.5 58500.0 4570.9 27.4 7 38.2 34.5 2 110057.0 16300.0 58500.0 3260.0 19.6 F.O.S.= 1.44 (Temporay1SHIr@gnfield Ave. an Anselmo, CA 94960 tel: (415) 259-0191 fax: (415) 259-0194 email: pbarar@pbandainc.com website: www.pbandainc.com FOR: Condon -Johnson JOB: Hoag Hospital kroozBars &Associates JOB NO.: 050091 Mani Env eer° DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 DESIGN FOR SHOTCRETE FACING Page := 39 'at& CONDON • JOHNSON CONTRACTORS AND ENSINEER9 Rev. 1 10/20/05 kip = 1000•Ibf Rev. 2 11/16/05 1- PARAMETERS: Sh = 6.0•ft = HORIZONTAL SPACING OF SOILNAILS Sv:= 6 ft = VERTICAL SPACING OF SOILNAILS T:= 75.O•kip = MAXIMUM PUNCHING SHEAR AS INPUTED No := 8 =Soil Nail Bar # No•in12 rz \ 8 ) 4 Ar= 0.79in2 Fby := 75•ksi = YIELD STRESS of THE SOIL NAIL f'c := 4000 psi = COMPRESSIVE STRENGTH OF SHOTCRETE Ar = = AREA OF SOIL NAIL Fy := 50 ksi = YIELD STRESS OF STEEL PLATE fy:= 60-ksi Dgc:= 6•in = YIELD STRESS OF THE REINFORCING = DIAMETER OF DRILLED HOLE Shs := 6 in = STUD SPACING dh := 1.25 in = STUD HEAD DIAMETER dhs := 0.75•in = STUD BODY DIAMETER t:= 0.375 in = STUD HEAD THICKNESS Ls := 4.0-in = HEIGHT OF STUD (T)415-259-0191(F)415-259-0194 Ibf psi . 2 in kip ksi=— in2 Ibf ppf = ft Ibf psf=— ft2 kip ksf = — ft2 Ibf pcf>— ft3 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson— '" Rrooz Barer & Associates JOB: Hoag Hospital Structural Engmeas JOB NO.: 050091 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 SIZE BEARING PLATE: CALCULATE PLATE AREA REQUIRED: N:- 0.3T5f'c N = 7.3in USE N:= 9-in CALCULATE PLATE THICKNESS: T fp . 2 N fp = 925.9 psi = ACTUAL BEARING PRESSURE dwasher 3 in = DIAMETER OF BEVELED WASHER N - dwasher m 2 THICKNESS REQUIRED: tp :_ tp= 0.82in USE: 9" x" x 1" PLATE (T)415-259-0191(F)415-259-0194 Page = 40 = DISTANCE FROM EDGE OF WASHER TO EDGE OF PLATE 7 = 0.9 8 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital PiroozBarer &Associates JOB NO.: 050091 s°""uetEng s DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 CALCULATE THICKNESS OF SHOTCRETE: ACI Sect. 9.5.3.2 Page = 41 tt:= 4 in THE THICKNESS OF TEMPORARY FACING tpp:= 6-in d := It + tt 2 THE THICKNESS OF PERMANENT FACING d = 7.0 in CALCULATED EFFECTIVE DEPTH : CHECK FACING FLEXURE Permanent Case: SELECT --- 2-Layers WWF 4X4-W2.9XW2.9: ant := 0.029.2•in2 s wf:= 4.0-in npor:= 2 BarP := 5 nneg:= 2 BarN := 4 = "W" DESIGNATION OF THE WWF SELECED = SQUARE SIZE FOR SELECTED WWF = NUMBER OF VERT. BARS AT MID SPAN = BAR SIZE DESIGNATION OF VERT. BARS AT MID SPAN = NUMBER OF VERT. BARS AT NAIL TIP = BAR SIZE OF ADDITIONAL VERT. BARS. awwf-12-in 2 awwt := awwt = 0.174 in swwf Apos••= « BarP 12 8 in) npor 8 Apos = 1.40 in2 4 + awwt r(BarN 2 ><• 8 in) nnegl Aneg := awwt + 4 Aneg = 0.96 in2 CF:= 1.0 = FLEXURE PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital JOB NO.: 050091 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 Pirooz Bara & Associates SCuctS Engineers COMPUTE NOMINAL UNIT MOMENT RESISTANCES PERMANENT CASE: Aneg'fy Ane9'fY mv.neg= Sh d 17f' Shi Apos'fy Apos.fy i mv.pos oh 1.7foSh) COMPUTE NOMINAL NAIL HEAD STRENGTH: 8Sh TFNV CF.(mv.neg + mv.pos) S v TFNV = 107.80 kip (T)415-259-0191(F)415-259-0194 mv.neg = 5502.5 Ibf -ft ft Ibf•ft mv.pos = 7973.1 ft TFN > T Punching Shear for Permanent Wall Page = 42 O.K. 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital nroozElam &Associaies JOB NO.: 050091 swcdxi Eny„eae DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 CHECK FACING PUNCHING SHEAR PERMANENT CASE: hc:=Ls+tp+tt Dec = Shs + dh De := D'c + he := 0.85 LFE := 1.7 Page = 43 = Height of Shear failure truncated pyramid = Stress Reduction Factor for Shear = Load Factor Earth Reduction - Per UBC Section 1909.2.4 -Attached COMPUTE NOMINAL INTERNAL PUNCHING SHEAR STRENGTH: Ac = Oc.4-hc n•Dgc2 gc• 4 = AREA OF THE DRILLED SHAFT 0.85 Vs: 1.7 4 fc•psi•Ac Please see summary on pagee 45 Vs = 71.7kip = NOMINAL INTERNAL PUNCHING SHEAR STRENGTH Cs := 1.0 = SHEAR PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS COMPUTE NOMINAL NAIL HEAD STRENGTH: TFNS Vn 1 1 Cs TFNS = 80.0 kip (T)415-259-0191(F)415-259-0194 ( Ac - Agc i SvSh - Agc) - Ac Agc - 0.1044 SvSh - Agc O.K. t 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 ai•12 in swwf Apcs= 0.09in2 CF:= 2.0 FOR: Condon -Johnson JOB: Hoag Hospital Plrooz Barar& Associates JOB NO.: 050091 Shaw& Engineers DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 Page = 44 COMPUTE HEADED -STUD TENSION: TFN 4•n•0.25 dhs2-Ty TFN = 106.0 kip O.K. t CHECK FACING FLEXURE Temporary Case Case: SELECT --- 1-Layers WWF 4X4-W2.9XW2.9: cti;) av1 := 0.029.1 •in2 = "W" DESIGNATION OF THE WWF SELECED sw:= 4.0•in = SQUARE SIZE FOR SELECTED WWF npor:= 0 = NUMBER OF VERT. BARS AT MID SPAN BarP:= 5 = BAR SIZE DESIGNATION OF VERT. BARS AT MID SPAN nneg:= 2 = NUMBER OF VERT. BARS AT NAIL TIP BarN := 4 = BAR SIZE OF ADDITIONAL VERT. BARS. awwt awt=0.087in2 rr BarP inl n 12 l BarN 1 12 IT Lll 8J port n [(BarN in) nnegj pos := + a t Aneg __ ate + 4 4 Aneg = 0.87 in2 = FLEXURE PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital JOB NO.: 050091 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 COMPUTE NOMINAL UNIT MOMENT RESISTANCES: mv.neg mv.pos Aneg'fy id Aneg'fy Sh \. 1.7 re Sh) Aposfy d Apos'fy Sh \ 1.7 Fc Sh) COMPUTE NOMINAL NAIL HEAD STRENGTH: 8Sh TFNV CF (mv.neg + mv.pos) S v TFNV = 88.29 kip Pirooz Barer & Associates SVudvel Engineers Page = 45 ft mv.neg = 5011.3 Ibf ft ft mv.pos = 506.7 Ibf • ft TFN > T Design Notes; n the calculation for the general global stability design of the of the Permanent Soil Shear of 75 kips has been assumed, which inturn has produced a F.O.S.>1.5 for the The calculations above indicate that the application of proper Load Factors that the met at the shotcrete facing of the wall. Nailed Wall, Punching system. "demand" of 75 Kips is (T)415-259-0191(F)415-259-01 94 124, Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Rancho Santalina JOB NO.: 050010 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: San Marcos, CA DATE : 10-28-05 CHECK FACING PUNCHING SHEAR TEMPORARY CASE: Ls:=0.0in tp:= 0.0•in Pirooz Barer & Associates Seudval Engmetts Page = 46 he := Ls + tp + tt = Height of Shear failure truncated pyramid D'c Shs + dh Dc := D'c + he 4 := 0.85 LFE := 1.7 = Load Factor Earth Reduction = Stress Reduction Factor for Shear COMPUTE NOMINAL INTERNAL PUNCHING SHEAR STRENGTH: Ac = Dc'4.hc ngc ,D2 Agc := 4 = AREA OF THE DRILLED SHAFT 0.85 Vn := 1.7 4 • fie psi•Ac Vn = 20.7kip = NOMINAL INTERNAL PUNCHING SHEAR STRENGTH Cs := 2.5 = SHEAR PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS COMPUTE NOMINAL NAIL HEAD STRENGTH: TFNS V 1 1 Cs TFNS = 22.2kip Ac — Agc Sv'Sh — Agc) Ac - Agc 0.0263 Sv'Sh - Agc O.K. t (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 PLAXIS V8 -60.00 -40.00 -20.00 0.00 • 20.00 40.00 60.00 80.00 100.00 I ELI 1 1 1 I 1 1 1 [I I 1 1 1 I 1 I I i 1 1 1 ICI I I 1 IJ1 Li 1 L L I I 1 1 i 1 i i I I I I I I I I 1 I I I I I I I I 1 1 I Page = 47 80.00 — 60.00 — 40.00 —I 20.00 — 0.00 — -20.00 — PLAXIS Finite Element Code for Soil and Rock Analyses Project description Input Data Strata&E_ref/Poisson Ratio/c_ref/phi Granular Terrace Deposit/2800000 psf/0.30/100 psf/ 32.0 degrees Fine Grained Terrace Deposit/4200000 psf/0.301400 psf/16.5 degrees Siltstone&Claystone/5300000 psf/0.33/525 psf/23.0 degrees F.O.S. = 1.51 Hoag -Sec 7 Project name Hoag-M Step 190 Date 11/04/05 User name PB&A, Inc. Version 8.2.3.125 Pirooz Barar & Associates Structural Engineering INPUT PARAMETERS FOR PLAXIS Soil Profile CONDDN•JOHNSON x t!SICItIE3. IXt. (N--nptCB9. AND ENGINEERS JOB NO.: FOR: OESCRIPTION: LOCATION: 50091 Condon -Johnson Hoag Hospital Newport Beach, CA Page: 48 Material Unsaturated Unit Weight Saturated Unit Weight Poisson Ratio Reference Young's Modulus Cohension Friction Angle (pcf) (pcf) - (psf) (psf) (degree) Granular Terrace Deposit 100 120 0.3 2800000 100 32 ClayeySiltlWeathered Bedrock 80 100 0.3 4200000 400 16.5 Bedrock 100 160 0.33 5300000 525 23 Shotcrete Wall Name Normal Stiffness EA Flexuaral Rigidity El Weight Poisson Ratio (Ib/ft) (Ib*ft)Ift) (Ib/fUft) - 4^ Shotcrete Watt 1.80E+08 ' 4 0000 50 0.2 -60.00 1 1 1 1 1 1 1 1 1 1 90.00 60.00 30.00 0.00 -30.00 -30.00 0.00 30.00 60.00 90.00 120.00 li�tliiilliliiliiiiliillliiiiliiiililiiliiiiliiil li Page = 49 PLAXIS Finite Element Code for Soil and Rock Analyses Project description Hoag -Sec 7 Project name Hoag-M.plx Date 11 /4/2005 User name PB&A, Inc. Version 8.2.3.775 I'LAXIS 8.0 47.50 - 45.00 - - 42.50 - 40.00 37.50 - 35.00 - 32.50 30.00 27.50 - 25.00 - 22.50 - 20.00 - 17.50 - 2.50 5.00 7.50 10.00 12.50 15.00 17.50 20.00 22.50 25.00 27.50 30.00 32.50 35.00 37.50 40.00 42.50 45.00 47.50 50.00 iiulniiIinIlnuIuiiliiii1iinl uI'IllllIIn IIIIIilunl n1111111 lu ii1iiiili111 ilnliiuliiul nn1nu lin lIlIlllIlnl iI n fui i1 iinliiii1iniliiii1ui 111lnl 11111 nl i 1iullini1 i``1i l iiii Iiiill� tPage = 50 j Axial forces Extreme axial force 7.39'103 IblN PLAXIS Project description Hoag -Sec 7 Project name Hoag-M Step 190 11/04/05 User name PB&A, Inc. Finite Element Code for Soil and Rock Analyses Version 8.2.3.125 PLAXIS S.0 40.00 35.00 30.00 25.00 20.00 15.00 10.00 0.00 5.00 10.00 15.00 z0.00 , 25.00 30.00 35.00 40.00 45.00 50.00 Axial forces Extreme axial force o.fi0.1031bItt PLAXTS Finite Element Code for Soil and Rock Analyses Project desorption Hoag -Sec 7 Project name Hoag-M Step 190 Date 11 /04/05 User name PB&A, Inc. Version 0.2.3.125 PLAXIS 8.0 -2.50 0.00 2.50 5,00 7.50 10.00 12.50 15.00 17.50 • 20.00 22.50 25.00 27,50 30.00 32.50 35.00 37.50 40.00 4250 22.50 20.00 17.50 0.00 -2.50 PLAXIS Axial forces Exireme azlal force 13.06*103lb/ fl Project description Hoag -Sec 7 Project name Hoag-M Step 190 Date 11 /04/05 User name PB&A, Inc. PB&A, INC. ShearWave.mcd 12/10/2005 FOR: Condon Johnson JOB: Hoag Hospital JOB NO.: 050091 DESCRIPTION: Young's Modulus calculation REFERENCE: N/A LOCATION: Newport Beach, CA DATE: 10/21/05 a For:- Strucluiel Engineering 124 REENTELD AVENUE EA4 h4aLuo, CI. FINED �' grin) 29e0," FAA(.mE l 255. Ftandainc.com pba@pbandalnawm According b the Report No. 1651-26 "'Preliminary Geo echni a Investigation" prepared for Hoag Hospital from Lowney Associates dated February 25, 2005, the shear wave velocity can be estimated from Figure 14 as follows: Granular Terrace Deposits: Fine Grained Terrace Deposits: Bedrock: Vs1:= 540. 8 sec Vs ft = 720 — sec ft Vs3 := 800 — sec From the following equation, Shear Modulus: G = p2xVs = yxVs2/g Young's Modulus: Es = Gx2x(1+µ) = 2xyxVs2x(1+12)/g So the Young's Modulus of each layer can be computed: Granular Terrace Deposits: µ 1 := 0.3 yl := 120.pcf Est := 2.y1.Vsi 2 (1+µ1) g Fine Grained Terrace Deposits: 2 := 0.3 y2:= 100•pcf 2 (1+µ2) Est 212. Vs2 g Bedrock: µ3 := 0.33 Es3 := 2 y3•Vs y3 := 100 pcf ( (1+µ3) g Est = 2827719.98psf Est = 4189214.79psf Es3 = 5291220.96psf CONDON•JOHNSON & *i*$IIITrf 111. CONTRACTORS AND ENGINEERS PAGE := 53 Units Conversion: kip := 1000 lbf s := 1 1bf in 2 ksi := 1000-psi psf := 1•Ibf•ft2 pcf := 1 lbf ft3 g = 32.17 ft sec-2 in which µ is the known Poisson Ratio. (T)415-259-0191 (F)415-259-0194 124 Greenfield Ave., San Anselmo, CA e-mail: pba@pbandainc.com Hoag Hospital Retaining Wall, Parking -Lot and Childcare Center 9.1 Conventional Retaining Wall This option will require a temporary slope from the toe of the existing 2H:1V (Horizontal: vertical) at the upper parking pad to the design elevation of the final pad. Therefore, the_retaining wall will be placed away from the Cogeneration utilities along the existing slope. shear strength parameters used for the slope stability analyses were obtained from . our laboratory test results on the fill and 'bedrock materials and review of other laboratory tests performed by LCA (1987), LCA (1990), LCA (1991), Let (1996), Kleinfelder (2002) and the present study: The shear strength test results were re- evaluated and were separated based on the type of material. Figure 17 presents all of the- shear tests presented by the mentioned references. Based on this evaluation, a set of shear strength parameters is suggested for the analyses as shown in Table 12. Static stability of temporary slope and parametric analyses were performed for the cross sections 8=6' and D-Ds. Table 12. Properties of soils Used in slope stability Analysis Material Unit Weight Friction Angle Coiresiori de gees .Granular Terrace Deposits 120 . . 32 100 Clayey Slit/Weathered BR .100 16.5 400 Bedrock(BR)- 100 23 525 Based on the utilized soil properties shown in Table 12 and the perched ground water level obtained from our site investigation, safety factors for IH:1V and 11/4H:1V (Horizontal: Vertical) temporary slopes were obtained for both cross sections. Shallow instability of granular terrace deposits is expected if the perched ground water seeps' through the face of the slope. We recommend a 11/4H:1V (Horizontal: Vertical) temporary slope from the toe of the upper slope downward.. This gradient may, be used for long span excavations. For scot cut (<100 feet long) excavations, a 1H:1V (Horizontal: Vertical) temporary slope maybe used. In both cases, . the perched ground water should be intercepted and directed away from the slope face. The subdrain system may be used • later as a back up_ drainage system. Results of the slope stability analysis are included in Appendix C of this report. Conventional retaining walls should be designed to resist lateral pressures with equivalent fluid pressures as illustrated on Figure 18 for walls free to rotate (freestanding walls) and restrained (basement, pit, and -tunnel Wails) conditions. These pressures' assume a level surface and a 2H:1V (Horizontal: Vertical) slope behind the wall for a distance greater than the wail height, select granular backfill, and a positive drainage system behind the wail. Active pressures are mobilized through the backfill movements and equivalent wail movement; therefore, if limited soil movement behind the. walls is desired, the restrained pressures should be considered. - Lateral loads can be resisted by an allowable passive soil pressure as outlined on Figure 17. In addition, a friction coefficient between the concrete and compacted fill can be used in combination with half of the passive pressures to resist lateral toads: If wall rotation (NH) is smaller than 0.04, a factor of safety of 2.5 should be applied to. LOWN YASSOCAI ES Fni tmvne,dal1 eeoledmkalI Engineering Services Page 24 1651-26 Hnag Hospital Retaining Wall, Parking Lot, and Childcare Center the passive pressures. The upper one foot of passive resistance should be neglected unless the soil is confined by pavement or slab. The coefficient of friction should be applied to net dead normal loads only. Base coefficient of friction of 0.30 may be used to estimate the base lateral resistance. Retaining wall backfill and subdrain should be constructed based on the details provided in the following sections. Adequate drainage of backlit' should be provided in accordance with City of Newport Beach and County of Orange requirements: Hydrostatic pressure should be released with adequatedrainage behind the wall as explained in Section 9.1.1. Heavy construction toads, such as those resulting from • stockpiles and heavy machinery, should be kept a minimum distance of 10 feet or retaining wall height, whichever is greater, from .the retaining wall unless these surcharges are considered in the design of the retaining walls. 9:1.1 Drainage Adequate drainage may be provided by a subdrain system behind the walls. This system should consist of a 4-inch minimum, diameter perforated pipe placed near the • bast of the wall (perforations placed. downward). The pipe' should be bedded and backfilted with Class 2 Permeable Material per Caltrans Standard Specifications, latest edition. The permeable backfill should extend at least 2 feet out from the wall and to within 2 feet Of outside finished grade: Alternatively, frinch to 34-inch crushed rock • may be used in place of the Class2 Permeable Materialprovided the crushed. rock and pipe are enclosed in filter fabric, such is TCMirafi 140N or equivalent. The upper 2 feet of wall backfill should consist of relatively impervious compacted on -site clayey soil. The subdrain outlet should be connected to a free -draining outlet or sump. Miradrain, Geotech Drainage Panels, or Enkadrain drainage matting may be used for wall drainage as an alternative to the Class 2 Permeable Material or drain rock backlit'. The drainage panel should be connected to the perforated pipe at the base of the wall. 9.1.2 Backfill Due to the medium .expansion property of the onsite silts and bedrock materials, they are not suitablefor use as backlit' for retaining walls. However, the granular' portion of terrace deposits may be used for retaining wall backfill: Backlit" placed behind the walls should be compacted to at least.. 90 percent relative compaction using light compaction equipment. If heavy compaction equipment is used, the walls should be temporarily braced. 9.1.3 Foundation Retaining watts may be supported on a continuous _spread footing' designed in accordance with the recommendations presented in the "Footings" section (Section 8.1) of this report. Lateral load resistance for *the walls may be developed in accordance with the recommendations presented in the "Lateral Loads" section (Section 8.2). LC1Wt fASS .ctA ES - - _. _ Page 25 Eiwhonmental r Geolechrticat iEngtneering services 1651-26 Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix "Winslope" © (1) Analysis Procedures By: Toorak Zokaie, Ph.D. The software program Winslope is used to perform soil nailing analysis on the ultimate strength basis. The basic failures plane is a bilinear one, and the factor of safety is calculated by balancing the driving and resisting forces. The forces that are in effect in such an analysis include the weight, the soil resistance from cohesion and internal friction (C and co), and the forces from the nail. In addition the earthquake effect and the effect of ground water are considered. A typical soil nailed wall is shown in the following figure. Figure 1: A Typical Wall The overall analysis process is explained in the following sections as follows: 1. Analysis Procedure 2. Design/Check Procedure 3. User Interface 4. Definition of Output Parameters 5. Verification 6. Modeling Techniques PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix 1. Analysis Procedure The basic analysis assumption is that the failure condition is made of two wedges. It is assumed that the two wedges (as shown in Figure 2) fail with a vertical plane. The assumption is that the lower wedge (wedge 1) will move toward outside and the upper wedge (wedge 2) will move downward. The forces acting on the total system include weight (W), Nail forces (N), Friction (Fr), Cohesion (C), and Normal force at the intersection (R). Considering Wedge 1 and Wedge 1, the following forces will act on the system, as well as on the interlace between the two edges. Note that the failure surface is called ABC, where A is the toe, C is on the surface, and B is the interface between the two surfaces. Additionally, the location on the surface directly above point B is called B'. SURCHARGE WFDGE 2 SOIL LAYER BOUNDARY SOIL LAYER SOIL LAYER 4 I[ SOIL LAYER Figure 2: Failure Surface and Forces PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -2- 1 Phreatic Water Surface. SOIL LAYER BOUNDARY Hoag Hospital - Newport Beach, CA Appendix Table l: List of Forces acting on the Slope Condon -Johnson & Associates Inc. Notation Description Direction Act on Condition D/R* Wedge W1 N1-N N1-P R1 Fr1 C1 E1-H E1-V R3 Fr3 Weight of Wedge 1 Total force from all nail (Component) Total force from all nail (Component) Normal interaction force along AB Friction force Cohesion force Earthquake force Earthquake force (Uplift) Interaction force along BB' Friction force C3 Cohesion W2 Weight of Wedge 2 N2-N Total force from all nail (Component) Total force from all nail (Component) Normal interaction force along AB Friction force N2-P R2 Fr2 C2 Cohesion force E2-H Earthquake force E2-V Earthquake force (Uplift) Vertical (downward) Normal to edge 1 AB Parallel to edge 1 AB 1 Known Known R Known R D Normal to edge 1 Unknown D AB Parallel to edge 1 Known R AB Parallel to edge 1 Known R AB Horizontal 1 known D Vertical 1 known D (upward) Normal to edge 1&2 Unknown D BB' Parallel to edge 1&2 Known R BB' Parallel to BB' 1&2 Known R Vertical 2 Known D (downward) Normal to edge 2 Known R BC Parallel to edge 2 Known R BC Normal to edge 2 Unknown D BC Parallel to edge 2 Known R BC Parallel to edge 2 Known R BC Horizontal 2 known D Vertical 2 known D (upward) D = Used Directly, R = Reduced by safety factor 11/4/2005 PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com -3- Hoag Hospital - Newport Beach, CA Appendix Note that these forces are all known with the exception of the interaction forces (R1, R2, and R3). The safety factor is defined as the factor that can be used to reduce the resistive forces (Friction, Cohesion, and Nail) to equate the driving forces (Weight, Earthquake, and Interaction, R). Considering the three unknown forces and the unknown safety factor, there are a total of four unknowns. Using the equilibrium equations for forces on each wedge in horizontal and vertical directions, four equations are available to solve for the four unknowns. Condon -Johnson & Associates Inc. The solution scheme considers the equilibrium of each wedge, and the fact that it has three unknowns. For example Wedge 1 has R1, R3, and f (safety factor) as unknowns. Assuming a value for the safety factor (f) the other two can be obtained. Therefore a value for R3 is calculated. The same is repeated for Wedge 2, and another value for R3 is obtained the correct solution is obtained when the two values of R3 are the same. This is obtained by trial and error (iterations), i.e., different values of f are tried until the R3 value from Wedge 1 and Wedge2 are within an acceptable tolerance. Note that it is possible that in some cases an acceptable safety factor cannot be obtained due to numerical nature of the solution. If after a maximum specified number of iterations, a solution is not reached, it usually means that the safety factor is too low, and the solution should be revised, by providing more resistance, usually achieved by providing more nails. Each one of the known forces is calculated based on the geometry and properties of the site, and are explained below: Calculation of Weight: The site may contain several layers of soil, and each layer may have different properties, e.g, unit weight, at each layer. The weight of each wedge is calculated based on the soil that is contained within each wedge. Note that if there is any surcharge force that lies directly above each wedge, then this surcharge force is directly added to the weight of the wedge. Calculation of Nail Force: Each nail may have its own direction and length. The maximum force that can be developed in each nail is controlled by three actions. These include the pull out from the wall end or the tip, and the tensile yield failure in the bar. The pull out force is dependent on the bond between the soil and the nail, which is a constant value, multiplied by the total contact area between them. This contact area is the perimeter of the nail multiplied by the length PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -4- Hoag Hospital - Newport Beach, CA Appendix in contact. The maximum tension is calculated as the yield stress of the reinforcing bar multiplied by the area of the rebar. The force diagram for a typical nail is shown in Figure 3 FORCE = N (CAPACITY) PUNCHING SHEAR WALL �X1 Figure 3: Nail Force Calculation Condon -Johnson & Associates Inc. N=S+ 7TD 6X1 N = FyAs �Do-X2 NAIL X2 �f END The pull out force at the end of the nail is calculated as the contact area multiplied by the length of the nail from the failure plane to the tip of the nail. This may be shown as: Ne=a*rrD*Ln2, where, a is the bond stress (also sometimes shown as C'), D is diameter of the whole, and Ln2 is the distance from the point of intersection of the nail and the failure plane to the end of the nail. Note that if this portion of the nail is in contact with more than one soil layer, then the total pull out force is calculated as the sum of the pull out forces along the length under consideration. The pull out force at the wall end of the nail is calculated in a similar fashion, however, due to the connection of the nail and wall, the shear capacity of the wall can be added to this capacity, i.e., NW= a *rrD *Ln1+S. In this case Ln1 is the distance from the wall to the point of intersection of the nail and the failure plane, and S is shear capacity of the wall. The maximum tensile capacity of the nail depends on the amount and type of rebar contained within the nail, i.e., NT=fy*rrr2. In this case, fy is the yield stress of the rebar, and r is the radius of the rebar. The controlling nail force is then calculated as the minimum of the three forces calculated above: N=min(Ne, Nw, NT). This force acts in the direction PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -5- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix of the nail. Therefore, if the nail has an inclination angle of 9, then the horizontal component of this force is N*cos(9), and the vertical component of this force is N*sin(9). The total nail force along each failure plane (AB or BC) is the sum the horizontal or vertical components of all nails crossing that failure plane. It should also be noted that the nail force calculated above is per nail; therefore it must be divided by the horizontal spacing of the nails to result in the nail force per unit width of the soil, and be compatible with the other forces such as the weight or internal soil resistance forces. Calculation of the Internal Soil Cohesion: The cohesion in the soil depends only on the soil inherent properties. The internal cohesion within any soil layer is defied in units of pressure. Therefore the total cohesion force per unit of width is calculated as the product of the soil cohesion and the length over which it acts, i.e., the wedge plane AB, BC, or BB'. In the case that more than one soil layer crosses a wedge plane, the total force is calculated as the sum of the forces over each segment of the line. Therefore if the total force over plane AB is shown as C1 L1, then this force is calculated as: C1L1=EC1iL1i Similarly, the force over planes BC and BB' are calculated in a similar fashion. Calculation of the Internal Soil Friction: The friction force capacity is defined by the friction angle (tp). The maximum internal friction force may be calculated as the a fraction of the normal force along the surface (R), i.e., Fr = R*tan(cp). Therefore, the friction force along the plane AB is calculated as a fraction of the normal reaction force along this plane. Therefore: Fr1 = R1*tan( 1). The force along planes BC and BB' are also calculated in a similar fashion. Note that the normal reaction force, R, is also unknown. Therefore, if a number of soil layers cross the failure plane, then an average friction angle is calculated as the weighted average of the friction angles for the segments of the failure plane, i.e.,: tan(c 1) _ Itan(p 1 i). PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -6- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix Calculation of the Earthquake Force: The earthquake force is calculated as a fraction of the weight. The factor (fraction of the weight) is determined as a typical value based on other soil and overall site properties. Therefore, if this ratio is defined as "e", then the earthquake force in the lower Wedge is calculated as: E1H=e*W1. Similarly, the force in the upper wedge is: E2H=e*W2. In the case that vertical acceleration for the earthquake force is to be considered, then this force is defined as the ratio of the vertical to the horizontal force, v, i.e., E1v = v* E1H. The force in wedge 2 is calculated in a similar fashion. Calculation of the Water Effect: Whenever the water table crosses the failure planes, i.e., water is present within the wedges, the capacity of the plane is reduces, i.e., the factor of safety is smaller. This effect is included in the calculations in the following ways: 1. The weight of the water is included in the weight of the wedge. This weight is calculated as the void ratio of the soil multiplied by the volume of soil that is submerged in water. 2. The internal soil friction force is reduced by the effect of the buoyancy force (BF). The buoyancy force is the volume of the submerged soil multiplied by the quantity (1-voidratio), multiplied by unit weight of water. This reduction in the friction force is accomplished by calculating: BF*tan(cp), and applying it is the direction opposite to the internal friction force, Fr. Multi -Linear Failure Surface: The failure surface may also be defined to be made of a multi -linear curve, instead of a bilinear curve. The critical point for such a surface is the fact that failure surface may run through a weaker soil, and thus result in friction and cohesion values much less than a bilinear path through the soil. If a multi -linear failure surface is defined, the point of intersection of the two wedges (point B) should also be defined. With the two wedges identified, the remainder of the parameter calculations will be carried out in a similar fashion. It is interesting to note that, for example the resultant of all cohesion forces along a failure plane or curve (say AB) will lie along the straight line AB. The value of the total cohesion force can be found by finding the weighted average value of the cohesion along the curve AB, and multiplying it by the length of the straight line AB. Other parameters PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11i4/2005 -7- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix such as weight or water effects must be calculated by considering the actual path through the failure surface. 2. Design/Check Procedure In order to find the critical failure surface and the lowest factor of safety, various failure planes are examined. This is done by considering a solution area, bound by a distance behind the wall. For example we may consider that the solution area is contained within a space up too 100 ft behind the wall. In practice this area should be taken as a large enough area so that the critical surface falls well within it. Note that the trial surfaces may be examined for various depths of cut. Therefore, the location of point A (in ABC failure surface described earlier) may be specified at various depths. In Winslope, the Y coordinate is measured from the toe of wall upward. Therefore, higher values of Y correspond to lower depths of cut. For each depth a number of failure surfaces can be examined. Secondly a number of trial bilinear surfaces should be tried. This is accomplished by first locating all the surfaces that end at specific locations on top of the soil. This is done by specifying a start and an end location, and specifying the number of locations. For instance we may specify that the trial curves are contained from 4 ft to 100 ft behind the wall, and we would like to try all locations in between in 2 ft increments. This means that the location of point C in the ABC failure surfaces will be set to 4, 6, 8, ..., and 100 ft behind the wall in various trials. Note that if the starting location is before the X coordinate of point A, then the coordinate of point A is used as the starting point. Next, for each location of points A and C, the location of point B should be varied, and tried. This is accomplished by dividing the horizontal and vertical distance between points A and C in a number of divisions, N, effectively creating a grid of intersection points. Each point in this grid specifies a trial location for point B, and thus a trail failure surface. Winslope currently uses a 10 by 10 grid. Next, it must be noted that some locations of point B are deemed unacceptable by examination. These include: 1. Locations for which a portion of the ABC curve falls outside the soil, such as a stepped wall with point B close to the step, and directly under it. 2. Locations for which the slope of line BC is flatter than the slope of the line AB. PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -8- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix The grid line used in design/check trials is shown in Figure 4. Cmim unacceptable location. ..11/11.111111■II 1 I I Ill II Cutl-- Cut 2—n ■sEfillE11.111111M1111111 11111111411611fta■ _ O X Figure 4a: Grid line of B points for a Given A and C C mex Figure 4b: Example of acceptable and unacceptable intersection (B) Points PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandalnc.com www.pbandainc.com 11/4/2005 -9- Acceptable Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix 3. User Interface: The computer program Winslope performs a soil -nail analysis based on bilinear critical plane assumption. This program can work in two modes, one as an analysis program with given failure surface, and another as a check program to determine the most critical failure surface. For detailed description of the methodology, refer to the previous sections. The following sections provide a description of the input data and user interaction. The input data is organized in a number of sets present logical groupings of the input data. The user will enter the data for each set in a dialog box. The dialog boxes are shown below, along with a description of their data items. PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -10- Condon -Johnson & Associates Inc. Hoag Hospital - Newport Beach, CA Appendix Soil Dialog: umber of points on tap profile .4.. oml;Num X: The soil data includes definition of a curve that signifies the wall and the top profile of the soil. This profile is entered as a number of X and Y coordinates on the top part of the dialog box. A number of command buttons allow the user to add intermediate layers. The soil medium is made of a minimum of one layer, but can have as many as necessary to capture the properties of the site. Once a soil layer is selected (or added) the profile of the line defining its base (bottom) is defined via X and Y coordinates given at the lower left corner of the dialog. Each layer also has its distinct properties defined on the right side of the dialog. These properties include: y (pcf): Unit weight of soil layer (Dry) C (psf): The cohesion of the soil layer <P (deg): The friction angle of the soil C' (psf): The concrete to soil bond strength Void Ratio: Void ratio used to calculate the saturated weight of the soil 11/4/2005 PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pha@pbandainc.com www.pbandainc.com -11- Condon -Johnson & Associates Inc. Hoag Hospital - Newport Beach, CA Appendix Water Profile Dialog: umber' of points on profile: ` 1. orijt Num ft):. Y [fqr Unit Weigt (PCFIr' 62.4 Nex}'l Prev, I Insert I , Add Delete) arkhquake Coefhcents' orizon'tal VerticallHorfz:: 01 a This dialog box is used to define the water profile and the earthquake coefficients. The water profile is entered by giving the X and Y coordinates of points along the profile. As many points as needed may be entered to define the profile. If only one point is defined (0, 0) then the program takes the entire site as being dry. The unit weight of water is also entered in this dialog, but should always be entered as 62.4 PCF. The earthquake coefficients include the following: Horizontal: The ratio of the weight of the soil to be used as horizontal force acting away from the failure plane. Vertical/Horiz.: The ratio of vertical to horizontal earthquake force (vertical to horizontal acceleration). The horizontal force found above is multiplied by this ratio, then applied as vertical upward force. PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -12- Hoag Hospital - Newport Beach, CA Appendix Nail Properties Dialog: Condon -Johnson & Associates Inc. umger of Rows 4 Fjow Nurn. 1, Cdord (ftj tengthift) , Diameter (in): Spacing (t):fAngle (degree):; "' ' 15 s (in^2j Ivy (ksi): Additional Capacity 36 At Wall (kips] N Tlp [kips) 30 Nail properties are input for each row of nails individually. The data for each row of nails includes the following: Y-Coord (ft): The Y coordinate at which the nails in this row intersect the wall defined by top soil profile Length (ft): The length of each nail in this row Diameter (in): Diameter of the nail in this row Spacing (ft): The horizontal spacing of the nails in this row Angle (degree): The inclination of the nails in this row measured from horizontal plane, downward positive. As (in^2): The area of steel in each nail in this row Fy (ksi): The yield strength of steel in each nail in this row Additional Capacity, At Wall (kips): The nail/Wall connection capacity for permanent wall condition Additional Capacity, At Tip (kips): Optional additional capacity at end of nail (usually 0) PIS (kips): Amount of post -tensioning force, if applied C' Factor: A factor to that is applied to C' for increased bond stress within the post -tensioned length. This factor is usually taken as 1.0; i.e., no increase in C' unless recommended by the Geotechnical engineer Control buttons at the bottom of dialog are for navigation, and adding or deleting nails. Any number of rows of nails may be defined as needed. PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -13- Hoag Hospital - Newport Beach, CA Appendix Analysis ands Design Dialog: Analysis & Design nalysscurve Points Analysis Curve Points: 4.f n Dint Num x. > (ft]•; nalysiss �esult y lnterlacelklpsY FS-S atic eck 4esulls i FS:Sta is F5 D amic:;' * �� 82563r 1.62849 Condon -Johnson & Associates Inc. Check Information. NO: of cuts •Ycut (It) X-Min"fftl: Dynamic Cr tical Curve Pt A:'j Pt 14 4 Iw.2•. 1089 This dialog is used to define a critical surface for analysis, and the depths of cuts for checking (finding) critical surfaces. The final results are also reported in this dialog. In an analysis case, a pre -defined failure surface is used. In this case a multi -linear surface can be defined by entering the X and Y coordinates of the surface at the top -left corner of the dialog. The first point shall be on the wall (top profile curve) at the bottom of the assumed surface, and the last point shall be beyond the top profile, to define an enclosed area for failure. The failure mechanism in made of two segments much like the bilinear case, and therefore, the point separating the two wedges is defined below the X and Y coordinates. This option is usually used for academic purposes (verification), or when a weak layer of the soil is known to exist in the soil medium. In the check case, Winslope can try critical planes at up to six cut depths. Each cut depth is defined by its Y coordinate at the bottom the cut given as "Ycut (ft)" at the top -right side of the dialog. In addition the number of trial grids for critical planes is given by range of X coordinates for point C (top 11/4/2005 PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com -14- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix profile intersection) and the number of C locations to be tried. Therefore, for each depth of cut, a number of C locations are set, and then a number of B locations are tried. The location of point A is on the wall at the Y coordinate given by the cut. For each failure plane the safety factor is obtained and compared with others to find the plane with the lowest safety factor. The left side and bottom of the dialog are used to present final governing (lowest) safety factors for each of the cases of analysis/static, analysis/dynamic, check/static, and check/dynamic. The final and intermediate data can be written to an output file via menu options. 4. Definition of Output Parameters The Winslope software produces a summary output that is used to verify the input and show intermediate calculations to assist in the verification of calculate results. However, some of the intermediate results, more specifically the nail forces, are currently reported only for the final critical surface calculation. In order to obtain the intermediate results for a given failure surface, the analysis should be performed with the given path as the last analysis. The output of the Winslope program is composed of the following data: A. Echo of Input Data: 1. Site Properties: The top layer profile is the profile of the soil surface after all cuts are made. The X and Y coordinates are measured from an arbitrary origin, usually, the tip of the wall X is measured to the right (into the soil), and Y is measured upward. Top Layer Profile: x 0 0 5.89 60 y 0 18 21.781 21.781 2. Soil Properties: These are reported next for each soil layer. These properties include the profile layer, which is the coordinates of the multi - linear curve that defines the bottom of the soil layer, followed by the physical properties of the layer. These properties are: 6 = unit weight, C = Cohesion, Phi = Friction angle, Void ratio, and C' = bond stress. PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -15- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix Soil Properties: Layer Number: 1 Layer Profile: X Y 0 -10 60 -10 5 (PCF) C(PSF) Phi(Degree) Void Ratio C'(PSF) 125 300 30 0 1008 3. Water Properfes: This includes the unit weight of water (Gama), and the X and Y coordinates of the multi -linear curves that defined the top of the water line. Water Profile: = Sw =62.4 X Y 4. Nail information: This includes the nail geometry and properties, reported for each row in the order of input data. The nail geometry includes: Row number (sequence), Y=coordinate (height) at which this nail row intersects the wall (Top surface), L=length of nail, d=diameter of the whole, S=horizontal spacing at this row, Theta=inclination angle of the nail, measured clockwise from the horizontal line, As=area of the rebar within the nail, Fy=yield stress of the rebar. The nail properties include: Row number (sequence), F-Start=shear strength of the wall, F-End=additional capacity that may be added to the end, F-P/S=prestressing force for pre -stressed nails, PS-C' factor=an optional factor to increase the bond stress for pre -stressed nails. Nail Geometry: ROW NUMBER Y(FT) L(FT) D(IN) S(FT) 0 (DEG) AFY( NA )) 1 15.5 25 8 5 15 1 36 2 11 20 8 5 15 1 36 3 6.5 17 8 5 15 1 36 4 2 15 8 5 15 1 36 Nail Properties: ROW NUMBER START (KIPS) F-END (KIPS) F-P/S (KIPS) PS-C'FACTOR 1 30 0 0 1 2 30 0 0 1 3 30 0 0 1.25 4 30 0 0 1.25 PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -16- Hoag Hospital - Newport Beach, CA Appendix 5. Predefined Analysis Curve: If an analysis surface is defined (multi - linear), it is echoed in this section. The location of the intersection of the two wedges (point B) is identified next to its coordinates. Given Analysis Curves X Y 0 0 16 6.52 <-- B 32 21.782 B. Results of Analysis Condon -Johnson & Associates Inc. 6. The critical failure surface that was obtained for each of static and dynamic analyses is reported in this section. The notation Ax, Ay, Bx, By, Cx and Cy refer to the X and Y coordinates of points A, B, and C for each of the two critical surfaces. Calculated Failure Surface Static Ax Ay Bx By Cx Cy 0 0 4 4.356 20 21.78 Dynamic Ax Ay Bx By Cx Cy 0 0 14.4 10.89 24 21.78 C. Intermediate Data: This includes the selected intermediate results to assist in verifying the calculations: 7. Wedge Data: This data includes the weight of each wedge, and its geometry. The wedge weights are reported as saturated weight, buoyant weight, and the dry weight. The angle at the bottom each wedge (slope of line AB or BC) measured from horizontal is also reported for verification. Wedge # Sat. Wt Buoyant Wt Dry wt (lbs) Angle(deg) 1 35648.5 35648.5 35648.5 22.1709 2 15260 15260 15260 43.6439 The geometry of each wedge is shown in the following tables. This geometry is simply the coordinates of the top profile augmented with the coordinates of point A, B, B', and/or C as appropriate. PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com -17- 11/4noa5 Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix Points for: Wedge 1, 6 Points X Y (ft) 0 0 16 6.52 16 21.78 5.89 21.78 0 18 0 0 Points for: Wedge 2, 4 Points X Y (ft) 16 6.52 32 21.78 32 21.78 16 21.78 8. Average Soil Properties: This includes the weighted average properties that are used for calculations. The average properties include C (Cohesion), C'(bond stress), and Phi (friction angle) for each of the failure planes: Under Wedge 1 (AB), under Wedge 2 (BC), and Vertical plane (BB'). Under Wedge 1: C (psf) C' (psf) Phi(deg) 300 1008 30 Under Wedge 2: C (psf) C' (psf) Phi(deg) 300 1008 30 On Vertical Plane: C (psf) C' (psf) Phi(deg) 300 1008 30 9. Nail Information: Nail Intersection and Properties (F = capacity after PS): This includes the nail intersection point with the failure plane, and the calculated nail force. The parameters are: Row number (sequence), X-int & Y-int=X and Y PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com t 1/4/20os -18- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix coordinates of the point of intersection of each nail with the failure plane (ABC), Wedge-int=Wedge number intersected by the nail(1=lower, 2=upper), F-Left=Pull-out force for the wall -end, including the wall shear capacity (Per nail), F-Right=Pull out capacity for the tip of the nail (Per nail), F-yield=Tensile strength of the nail rebar (Per nail), and F-control=lowest of the three nail forces divided by the nail spacing (Per unit width). Row X-int. Y-int. Wedge- int. F- left(lb) F- right(lb) F- yield(lb) F- control(lb/ft) 1 19.8412 10.1836 2 73365.4 9413.32 36000 1882.66 2 16.1578 6.67052 2 65314.9 6908.09 36000 1381.62 3 9.62323 3.92146 1 51032.7 14856.8 36000 2971.36 4 2.96099 1.2066 1 36471.6 25195.6 36000 5039.13 This data fallowed by the data related to the pre -stressing of the nails, namely the effective pre -stressing force per unit width, and the anchor length required to achieve the pre -stressing. Row # F-PSeff(lb/ft) Anchor Len(ft) 1 0 0 2 0 0 3 0 0 4 0 0 Next the nail force used in the wedge calculation is reported. This force is reported as the total sum of the nail forces effective within each wedge. The force components are reported along the failure plane, and perpendicular to it. These force components are separated into the forces from the pre -stressing, and the remaining capacity after pre -stressing. Total Nail Force in wedge Wedge # T*Sin(Theta+Alfa) T*Cos(Theta+Alfa) PSeff*Sin() PSeff*Cos() 1 4839.89 6383.05 0 0 2 2787.53 1698.59 0 0 D. Final Results: 10. R3 and Safety Factor: The final results include the interface force, i.e., the reaction force along the vertical plane BB', or R3, which is the value that is obtained by convergence to be the same from the two wedges. If dynamic Toads were included, then this R3 value is for the dynamic PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -19- • • Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix calculations. Next the static and dynamic safety factors are reported for the last analysis. Interface Force = 1532.91 lbs Safety Factor = 2.04875 (Static), 1.70346 (Dynamic) S. Verification: In order to verify the solution, a number of simple geometry cases are solved by long -hand solution. This is performed by performing the trial and errors manually in a spread sheet, until values of R3 match from the two wedges. Hand solutions are shown below. The site can be described as follows. 1. The site is composed of one type of soil. The cut profile is similar to what is shown in Figure 1, with a vertical depth of 18 ft, and top comer dimensions of 3.78' vertical and 5.89' horizontal. Therefore the X and Y coordinates that define the surface are as follows: X(ft) Y(ft) 0.00 0.00 0.00 18.00 5.89 21.78 60.00 21.78 The soil properties for this example are as follows: Unit Weight = 125 pcf, Cohesion=300 psf, Friction angle (0)=30 degrees, Void Ratio=0, Bond Stress=7 psi =1008 psf This site is stabilized by four nails, with the following properties: Row Number Y (ft) L (ft) D (in) S (ft) Theta (deg) As (in^2) Fy (ksi) 1(top) 15.5 25.0 8.0 5.0 15.0 10. 36.0 2 11.0 20.0 8.0 5.0 15.0 1.0 36.0 3 6.5 17.0 8.0 5.0 15.0 1.0 36.0 4(bot) 2.0 15.0 8.0 5.0 15.0 1.0 36.0 In addit'on, the shear capacity of the wall is 30 kips. The failure surface ABC is defined as follows: Point X Y A 0.00 0.00 B 16.00 6.52 C 32.00 21.78 PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 1114/2005 -20- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix This case is verified via hand solutions and a safety factor of 2.05 is obtained as the solution for this specific failure surface. Note that the given safety factor is not the critical one, and a lower safety factor may be obtained for a different failure surface. Verification Calculation The example shown above has been carried out in detailed hand solution as shown below. The problem description can be shown in the figure below. Nand solution in accordance with the theoretical approach is shown in the following pages. The first page of calculations show the calculation of weight of soil wedges and governing nail forces. These values are used in the trial and error calculations in a spreadsheet to verify the safety facto calculated by the program. The verification includes carrying out calculation of R3 from the two wedges based on an assumed safety factor, and comparing their difference with their absolute value, as Epsilon. When the two values are found to be close enough, an acceptable safety factor has been obtained. Plugging this values back into the equations for each wedge, and calculating the normal force on its face from summation of forces in X and Y directions should result in the same normal force value (N). This is used to back check the calculated safety factor and R3 force values. 16' 16' Length RI N1 25 N2 20 N3 17 N4 15 6.52' C .a 7-lCb8 Str, -1z5i PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandaine.com www.pbandainc.com 11/4/2005 -21- Hoag Hospital - Newport Beach, CA Condon -Johnson & Associates Inc. Appendix Verification Example: 18' high wall with 3.78' berm Wedge Number 1 Area: 16*21.78-16*6.52/2-3.78*5.89/2)= 285.19 ft^2 Weight: 125*Area= 35,648 Ib Theta: Atan(6.52/16)= 22.2 deg. X Y Line eq.: Y = X*(6.52/16) 9.62 3.92 Wedge Number 2 Area: 16*(21.78-6.52)/2= 122.08 ft^2 Weight: 125*Area 15,260 Ib Theta: Atan[(21.78-6.52)/161= 43.6 deg. X Y Line eq.: Y = 6.52 + (X-16)*[(21.78-6.52)/16] 19.84 10.18 16.16 6.67 Nail intersection Equation X-Intersect Y-Intersect With N1: Y = 15.5 - X*tan(15) 19.84 10.18 Wedge2 N2: Y = 11.0 - X*tan(15) 16.16 6.67 Wedge2 N3: Y = 6.5 - X*tan(15) 9.62 3.92 Wedgel N4: Y = 2.0 - X*tan(15) 2.96 1.21 Wedgel N1: Length-L: sgrt(19.84^2+(15.5-10.18)^2)= 20.54 ft Length-R: 25 - Length-L= 4.46 ft Force-L: 30000 + Length-L*(pi*8/12)*1008= 73,363 Ib Force-R: Length-R*(pi*8/12)*1008= 9,416 Ib Force-Y: As*Fy = 1*36000= 36000 Ib F-Cont: min(F-L, F-R, F-Y)= 9,416 Ib Force/ft: F-Cont./H-Spac = F-Cont/5 = 1883 Ib/ft N2: Length-L: sgrt(16.6^2+(11.0-6.67)^2)= 16.73 ft Length-R: 20 - Length-L= 3.27 ft Force-L: 30000 + Length-L*(pi*8/12)*1008= 65,320 Ib Force-R: Length-R*(pi*8/12)*1008= 6,903 Ib Force-Y: As*Fy = 1*36000= 36000 Ib F-Cont: min(F-L, F-R, F-Y)= 6,903 Ib Force/ft: F-Cont./H-Spac = F-Cont/5 = 1381 Ib/ft N3: Length-L: sgrt(9.62^2+(6.5-3.92)^2)= 9.96 ft Length-R: 17 - Length-L= 7.04 ft Force-L: 30000 + Length-L*(pi*8/12)*1008= 51,026 Ib Force-R: Length-R*(pi*8/12)*1008= 14,864 Ib Force-Y: As*Fy = 1*36000= 36000 Ib F-Cont: min(F-L, F-R, F-Y)= 14,864 Ib Force/ft: F-Cont./H-Spac = F-Cont/5 = 2973 Ib/ft N4: Length-L: sgrt(2.96^2+(2.0-1.21)^2)= 3.06 ft Length-R: 15 - Length-L= 11.94 ft Force-L: 30000 + Length-L*(pi*8/12)*1008= 36,469 Ib Force-R: Length-R*(pi*8/12)*1008= 25,198 Ib Force-Y: As*Fy = 1*36000= 36000 Ib F-Cont: min(F-L, F-R, F-Y)= 25,198 Ib Force/ft: F-Cont./H-Spac = F-Cont/5 = 5040 Ib/ft PB&A, Inc. 124 Greenfield Ave., San Anselmo, CA 94960 Tel: (415) 259-0191 Fax: (415) 259-0194 e-mail: pba@pbandainc.com www.pbandainc.com 11/4/2005 -22- • Hoag Hospital — Newport Beach, CA Appendix Condon -John -on & Associates Inc. Verification Example: 18' high wall with 3.78' berm 2.05 Phi3 L3 1835 30 15.28 Wedge Number 1 Nail Angle 5039 15 2971 15 0 8010 Theta Phi 22 2 30 Th3874.3 0:528599 2;, 4524' Wedge Number 2 ail Nail „Force,.'_ Angle Angle 1382 15 ;0 226,17 1883 15 E 0d261;799 0 0 I.,._� .M 300 1463„415. Nail Angle Nail Fx Nail Fy 0, 61799 486 30' 130419 1.0.264799 2869,717 �I68 95 ,40.00 1 .7737 07 2073.'.14 Phi (rad) F3 F3+C3L3 I 0 5523, 599 1059 488 ,t56743 4N1 ct 00,2745244 L 17 2 300 146.34(5.? C Nail Fx 91339; 81'8s84 0.00 61537, W; 35650 Nail Fy Al B1 A2 B2 f R3 1 084 61;04'F62,-"1k03,22841 3794633 ;0 281634 `1811742.8�48.4964 1812'848: 36.466 69; 37269r24, 7235 68) Al B1 A2 B2 f y�0 4$56684„1880 4,9-018392 11205,79 0 281 f 23/24 PB&A Inc. 124 Greenfield Ave. • San Anselmo • CA 94960 Tel: (415) 259-0191 • Fax: (415) 259-0194 • e-mail: pba@pbandainc.com www.pbandainc.com ,80`2560,1649 512: ,1,849:53 . ' Epsilon , 0,01,001= Hoag Hospital — Newport Beach, CA Condon -Johnson & Associates Inc. Appendix 6. Modeling Techniques Care must be exercised in preparing input, as modeling inaccuracies can lead to non -convergence and bad results. Some of the points to keep in mind are shown below: 1. Surcharge loads cannot be input in Winslope directly at this time. However, to model the surcharge forces, it is possible to add a fictitious layer with minimal strength, but just weight to the top of the top of the profile. This layer should be kept small, say less than a foot thick, to not allow an intersection point (B) fall within it. This layer can have a variable thickness as needed to model various surcharge loads. 2. When stepped walls are modeled, the wall profile (top profile) should have a positive slope in all its segments. Although it is possible to model flat surfaces, if a cut depth falls at the height of a step, then the location of point A is not well-defined. In this case if the Y-coordinate of the start and the end of a step are different by a fraction of a foot (say 0.01 ft) all points can be calculated accurately. 3. When stepped walls are considered, it is possible that a local failure surface becomes the critical one. If it is desired to obtain the critical safety factor for a critical surface that extends to the top of the wall, then the starting location for point C should be specified at a coordinate larger than the width of the step. 4. If after an analysis, the critical failure surface is located at the maximum coordinate for point C, then the trial space should be expanded to make sure that the critical surface is not at a farther location and to obtain the true critical failure surface. 5. Care must be exercised to make sure that the soil layers do not cross each other. 6. Care must be exercised to make sure that nails do not cross each other. 7. Care must e exercised to make sure the soil profiles extend to the end of the solution space. 24/24 PB&A fnc. 124 Greenfield Ave. • San Anselmo • CA 94960 Tel: (415) 259-0191 • Fax: (415) 259-0194 • e-mail: pba@pbandainc.com www.pbandainc.com -1CA 6-3 r w fAg F....w.,..aa�.. /� :4,110041 rS fr ��1y�fl,,'(a°�>J•'�,,f+4`e.1�`J I�Yt��"FF.i�l�ti+�■4XJ iv/:irr R� 6 I 1 I E 48800 E 49000 E 49200 E 49400 :infelder (2602) 1 C 49b00 . 1 E 49800 A Cancer Center E 30000 E 200, z z r COGENERATION' FACILITY UTILITY - LINES CPT-1 UPPER PARKING LOT' B ? SM J 7 7 MN SILTSTbNE 120 1.40. 160 ,80 200 220 240 s SIDEWALK+ 7 zt21 ¢3�`SM CyIvj. } 7 SP SM MH -100 CONDOMINIUM -NI- 'BUILDING 80 WALL 60 rn { - 40 Lt. 7 0 7 • - 20 " 260 280 300 320 340 360 380 0 - -20 -- -40 i UPPER PARKING LOT Sp • _ r -- — - — _—� i SM CPT-2 LCA (Projected -8.2 -95' West) (Projected { COGENERATION ss' EastI) L8 2 FACILITY UTILITY + (Projected LINES 90EEast) E r _� __tom r_ --_-----........-r-. SILTSTONE 1 I I 1 I 1 I 1.20 140 160. 180 200 220 240 t =7" SP I 1 I 0 300 320 .340 360 10EWALK- SP-SM } SM Awake 80 CONDOMINIUM BUILDING WALL SM COGENERATION FACILITY UTILITY le-2 LINES (Projected 30*East) UPPER PARKING LOT 1 I 1 1 100 120 140 160 r SILTSTONE LCA @•3 (Protected 50' East) 1 1 1. I I I 1 1 1 0 180 200 220 240 260 280' 300 320 34' 100 80 60 40 20 CONDOMINIUM BUILDING WALL rn et 0 'A g -2 !cted /est) MH SILTSTONE 1 1 1 1 1 1 CPT-3 COGENERTAION (Projected 40' East) FACILITY UTILITY I LB-3 LINES (Projected 1-70West) f i •I ) UPPERfr I PARKING SM LOT LCA 13-4 IDEWALK SP-SM SP • SM MH 7 120 140 160 180 200 220 240 60 280 300 321L 340 360 tt 100• CONDOMINIUM BUILDING WALL 80 60 40 20 -20 -40 m qc cu 0 ACCESS ROAD _,•-----�- ' SM — -• -. r SILTS, TON E 60 1 0 200 220 240 260 LCA • 8-1 (PROJECTED 125' West) 0 :300 3t0. LCA CPT-4 B-5 (Projected (Piecte ) 15' West) 5 4 COGENERTATION FACILITY UTILITY LINES If PARKING LOT 360 380 SIDEWALK III —• SP SM 400 420 440 460 e BUILDING DEPARTMENT CITY OF NEWPORT BEACH, CA APPROVAL OF THESE PLANS DOES NOT CONSTITUTE ExPRflS OR IMPLIED AUTHORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION OF. OA INGOi TENT WITH. THE ORDINANCES, PLANS AND POLICIES Of THE CITY OF NEWPIf11A���� BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS ARt IN A RESPECTS. IN COMPLIANCE WITH CITY, BUILDING AND ZONING GROINANC PLANS A140 POLICES. THE CITY Of NEWPORT BEACH RESET VLS THE SIGHT REQUIRE ANY PERMITTEE TO REVISE THE BUILDING STRUCTURE ON IMPROVE' MENT AUTHORIZED BY THESE PLANS. BEFORE. CURING OR AETEr! ;ioNSTRUC• TION, IF N,J cOMPINWSRI THE ORDinn.4CcS. i1.; I:. r,;B HUMS Of THE CITY OF NE RT E0r" APPLICANTS ACKNOWLEDGEMENT Mr. David Hamedan DEPART PUPUBLIC art 1/Ia, ,gor FaGililtta Design and —Construction One -Hoag Drive -- FIRE - GRAOIN PLANNING EN. Plan_Check No. 1107-2005 fioag Manorial Hospital Presbyterian (Hoag) Lower Campus Site Development Responses to City of Newport Beach Comments on November 7, 2005 PIan Resubnuttal Dear Mr. Hamedany: TRC Solutions; Inc. (TRC), as Hoag's Design/Builder for the Lower Campus Site Development Project (Hoag Project #125690), is pleased to provide this letter in response to comments received from the City of Newport Beach (City) on Hoag's resubrnittal of design plans on November 7, 2005 (Plan Check No. 1107-2005). For convenience, following is a list of the comments received from the various City Departments. Approvals, where received, are noted and our responses to additional comments received are provided: Comments from Building Department — Review Comments (Ali Naji, P.E) Building Department — Grading/Drainage Plan Check (Ken Bagahi, Ph.D., G.E.) ;rBuilding Department — Water Quality Management Plan Check (Kett Bagahi, Ph.D., G.E.) Building Department — Geotechnical Review Comments (Ken Bagahi, Ph.D., G.E.) Building Department — Review of Response (Ken Bagahi, Ph.D., G.E.) °j-p 1--Building Department — Review Summary (Ken Bagahi, Ph.D., G.E.) ,� 6 wilding Depaztment — Geotechnical Review of Request for Alternate F `' Method of Construction (Ken Bagahi, Ph.D., G.E.) Fire Department — Review Comments Public Works Department — Review Comments Traffic Department — Review Comments Planning Department — Review Comments The responses are organized by the reviewer providing the comment. The comment is shown, followed by our response. 21 Technology Drive • Irvine, California 92618 Main: 949-727-9336 • Fax: 949-727-7399 www.trcsolufions.com Responses P. 2 Approved P. 5 Approved P. 6 P. 7 P. 8 P. 8 Approved Approved P. 9 text of the applicable 4 CITY OF NEWPORT BEACH BUILDING DEPARTMENT (ALI NAM, P.E.) 1. Approval is required from: • Building Department • Planning Department • Public Works Department • Fire Department Response: As discussed in our November 21, 2005 meeting with Mr. Naji, the drawings have been submitted to all required City departments for their review and approval, including those listed above. Approval by all City departments will be obtained prior to final patina issuance. 2. All sheets of the final set of drawings shall be stamped, wet -signed and dated by the design professional. 2nd Recheck: Correction still not resolved. Response: As discussed in our November 21, 2005 meeting with Mr. Naji, upon approval of the design package by all required City departments, the final set of drawings as approved will be stamped, wet -signed and dated by the design professional prior to permit issuance. 3. The geotechnical engineer of record shall review grading and structural plans, stamp and sign grading and structural drawings for compliance with the geotechnical report's recommendation. 2nd Recheck: Correction still not resolved. Response: As discussed in our November 21, 2005 meeting with Mr. Naji, the geotechnical engineer of record has reviewed the grading and structural plans for conformance with the recommendations in the geotechnical report. Upon approval of the design package by all required City depaiL,uents, the final set of grading and structural drawings as approved will be stamped, wet -signed and dated by the geotechnical engineer of record prior to permit issuance. Page 2 of 10 TRC r 4. The civil engineer of record shall review structural drawings for compliance with civil plan, stamp and sign elevations sheets. tad Recheck: Correction still not resolved. Response: As discussed in our November 21, 2005 meeting with Mr. Naji, the civil engineer of record has reviewed the structural drawings for compliance with civil layout and elevation plans. Upon approval of the design package by all required City departments, the final set of structural drawings as approved will be stamped, wet -signed and dated by the civil engineer of record prior to permit issuance. 5. Drawings, specifications and construction procedures shall be reviewed, stamped and signed by the corrosion engineer for compliance with their report dated February 11, 2005. 2nd Recheck: Correction still not resolved. Response: As discussed in our November 21, 2005 meeting with Mr. Naji, upon approval of the design package by all required City departments, the final set of drawings as approved will be stamped, wet -signed and dated by the corrosion engineer prior to permit issuance. 7. Provide enlarged and detailed parking area drawings. Specify regular and accessible parking stalls per table 11B-6 of CBC 2001. Provide accessible stall details and signage per section 1129B of CBC 2001. 2nd Recheck:. Correction still not resolved. Please specify the total number of parking stalls on plans. One of the parking stalls is missing a loading area. Accessible path of travel is still not properly detailed. See above for complete requirements. Response: Please refer to Sheet 7 of the Precise Grading Plans, which has been revised to address this comment. As requested, additional details are called out on this sheet and included on Sheet 19. Page 3of10 TRC 8. List the guardrail design and details as a deferred submittal on the title sheet. 2nd Recheck: Maximum allowed opening between cables shall be less than 4 inches clear. Revise accordingly and include detail on plans. Response: Please refer to Sheet 19 of the Precise Grading Plans. A detail of the guardrail has been added, including the specified maximum allowed opening between cables. A preliminary copy of this revision was provided to Mr. Naji for his review and it is our understanding the revision is acceptable. 9. File a Request for Altemate Material or Method of Construction for the use of Soil Nailed retaining wall. Please file the request separately at the building department counter. 2'd Recheck: Correction still not resolved. Response: The Request for Alternate Method of Construction was filed. The reviewer of the request had one request for additional information, which has been provided. It is our understanding that the Request will be approved. Please see the response to Geotechnical Review of Request for Alternate Method of Construction below for the comment by Mr. Ken Bagahi and the response. 14. Return this plan correction list with your corrected plans. Provide a correction response sheet in order to expedite your recheck. Cloud all changes for re -submittal. Please note that all rechecks beyond the 2 d shall be charged additional hourly plan check fee. Response: As requested, this letter provides our detailed response to each comment and changes have been clouded. 18. Check flexural resistance for the temporary and the permanent facing. Verify that the factor of safety is adequate. 2nd Recheck: Verify that the factor of safety is adequate. Response: Please refer to the Revised Engineering Calculations dated November 16, 2005, provided in Attachment A. It is our understanding that Mr. Naji has reviewed these calculations and found them to be acceptable. Page 4 of 10 TRC 1475 19 Verify facing punching shear resistance for temporary and permanent facings. Verify factor of safety is adequate. Provide calculations for punching shear failure of bearing - plate connection and headed -stud connection. 2nd Recheck: Clarify height of shear failure truncated pyramid as used in calculations. Verify that the factor of safety is adequate. Response: Please refer to the Revised Engineering Calculations dated November 16, 2005, provided in Attachment A. It is our understanding that Mr. Naji has reviewed these calculations and found them to be acceptable. CITY OF NEWPORT BEACH BUILDING DEPARTMENT GRADING/DRAINAGE PLAN CHECK (KEN BAGAHI, PH.D., G.E.) Approved. Copy of checklist included. CITY OF NEWPORT BEACH BUILDING DEPARTMENT WATER QUALITY MANAGEMENT PLAN CHECK (KEN BAGAHI, PH.D., G.E.) ✓1. Describe ownership of all portions of project and site. Will any infrastructure transfer to public agencies (City, County, Caltrans, etc.)? Response: During our meeting with Mr. Bagahi on December 6, 2005, he questioned the location of the Hoag property line and if the Hydrodynamic Separator was actually outside of Hoag's property. The property line has been checked and the insert on Sheet 22 has been revised to correctly show the property line in this area. Please refer to Attachment B, which is a copy of the area in question. As can be seen, the device will be installed within the Caltrans right-of-way, and therefore an encroachment permit will be needed as shown on the drawing. Our response to Mr. Bagahi's original questions is correct as follows: All construction for the proposed project will be on Hoag property with the exception of the F1oGard Hydrodynamic Separator located in the Southwest corner of the project. Refer to Sheet 22 of 28 under Tab 3 of the WQMP for the location of this device. This installation will require an encroachment permit from Goitrous as the device is located Page 5 of 10 TRC within the Caltrans Right -of -Way. Hoag does not, however, envision transfer of this infrastructure to Caltrans. Rather, an agreement with Caltrans will be entered into giving Hoag access to the device for the purpose of the required maintenance. A copy of the review checklist initialed by Mr. Bagahi during our meeting is provided. CITY OF NEWPORT BEACH BUILDING DEPARTMENT GEOTECHNICAL REVIEW (KEN BAGAHI, PH.D., G.E.) Approved. Copy of initialed checklist included. CITY OF NEWPORT BEACH BUILDING DEPARTMENT REVIEW OF RESPONSE (IENBAGAHI,PHD,GE) /l. Geotechnical Consultant to sign and stamp sheets 2 of 28 and S-1 through S-9. Response: As discussed in our December 6, 2005 meeting with Mr. Bagahi, the geotechnical engineer of record has reviewed the grading and structural plans for conformance with the recommendations in the geotechnical report. Upon approval of the design package by all required City departments, the final set of grading and structural drawings as approved will be stamped, wet -signed and dated by the geotechnical engineer of record prior to permit issuance. Page 6 of 10 TRC CITY OF NEWPORT BEACH BUILDING DEPARTMENT REVIEW SUMMARY (KEN BAGAHI, PH.D., G.E.) .7. Permanent Soil Nail Wall — Response pending 11/15/05. Response: As discussed in our meeting with Mr. Bagahi on December 6, 2005, this comment concerned the additional information requested in regard to the review of the Request for Alternate Method of Construction. Please refer to our response to "Geotechnical Review of Request for Alternate Method of Construction" below. WQMP — Response pending to review comments of 9/26/05. Response: During our meeting on December 6, 2005, Mr. Bagahi reviewed our responses to his review of the WQMP. As noted above in our response to "Water Quality Management Plan Check," the only remaining question was the property line location in relation to the Hydrodynamic Separator. Please refer to our response to the WQMP checklist above. t MM #62 — Update pending. Response: During our meeting on December 6, 2005, Hoag provided Mr. Bagahi with a copy of the updated SWPPP dated July 2005. It is our understanding that this responds to Mr. Bagahi's comment. Survey and Grading Plans — Geotechnical Consultant to sign and stamp (11/18/05 correction). Response: As discussed in our December 6, 2005 meeting with Mr. Bagahi, the geotechnical engineer of record has reviewed the grading and structural plans for conformance with the recommendations in the geotechnical report. Upon approval of the design package by all required City departments, the final set of grading and structural drawings as approved will be stamped, wet -signed and dated by the geotechnical engineer of record prior to permit issuance. Page 7 of 10 TRC CITY OF NEWPORT BEACH GEOTECHNICAL REVIEW OF REQUEST FOR ALTERNATE METHOD OF CONSTRUCTION (ICE BAGAHI, PH.D., G.E.) 1. Our review indicated that from a geotechnical standpoint, the proposed soil nail wall can be substituted for the retaining wall as a permanent retaining structure, provided that the following is addressed. • Provide supporting data or computations for the bond stress used in the design. Response: Please refer to the memorandum provided in, which responds to this comment. During our meeting on December 6, 2005, Mr. Bagahi requested the citation for the FHWA standard referenced in the memorandum. The standard is Geotechnical Engineering Circular No. 7 — Soil Nail Walls, FHWA-IF-03-017, 2003. Section 8.5, Load Testing, describes the procedure to verify bond strengths. A copy of this section is provided in Attachment C. NEWPORT BEACH FIRE DEPARTMENT 1. Provide sign detail, post installation detail, and curb marking details on plan (see attached notes). Response: Please refer to Sheet 7 of the Precise Grading Plans which includes the requested sign detail, post installation detail and curb marking details. CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT Approved. CITY OF NEWPORT BEACH TRAFFIC DEPARTMENT Approved. Page 8 of 10 TRC CITY OF NEWPORT BEACH PLANNING DEPARTMENT Written comments from the Planning Department were not received; however, two previous comments remain outstanding as follows: 1. Coastal Commission Approval required. Response: The California Coastal Commission has approved the project subject to eight permit conditions which require that additional information be submitted. Hoag expects to furnish the additional information during the next several weeks and expects the permit will be issued shortly thereafter. A copy of the Coastal Development Permit will be provided to the City, as required, immediately upon receipt by Hoag. 2. Provide documentation showing the disposal location for all cut material (Mitigation Measure 100). Response: Cut material will be transported to a fill site located in Santa Ana California adjacent to the intersection of MacArthur Boulevard and Raitt. The material will be accepted as general fill by the developer, Shea Homes Limited Partnerships, as agent for the property owner, the Roman Catholic Bishop of Orange, a California Corporation. A map showing the disposal property location is provided in Attachment D. Senior Project Manager cc: Peri Muretta (Hoag Hospital) City of Newport Beach Comments: Building Department comments, 2nd Recheck dated November 14, 2005 Building Department Grading/Drainage Plan Check, remaining items initialed November 17, 2005 Building Department Water Quality Management Plan Correction List, one item remaining December 6, 2005 Building Department comments, October 6, 2005 meeting, handwritten items initialed as completed Building Department, Review of Response, November 18, 2005 Building Department, Review Summary, November 21, 2005 Page 9 of 10 TRC • City of Newport Beach Comments (continued): Building Department, Geotechnical Review of Request for Alternate Method of Construction, November 15, 2005 Fire Department comments, November 9, 2005 Public Works Department approval e-mail Traffic Department approval e-mail Attachments: Attachment A Attachment B — Attachment C — Attachment D — Revised Engineering Calculations, Permanent Soilnailed Retaining Wall Hoag/Caltrans Property Line Soil Nail Wall Bond Stress Evaluation — Location of Soil Disposal Site Page 10of10 TRC City of Newport Beach Comments CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD P.O.BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 Project Address: 1 Hoag Dr. Scope of work: Soil Nailed retaining wall Valuation: $ 4,400,000 Plan Check No.: 1107-2005 Plan Check Engineer: Ali Naji, P. E. Date: June 9, 2005 Occupancy Classification: U2 Type of Construction: V-N Expiration Date: Oct 251112005 41sTRecheck: August 24, 2005 42NDRecheck:November 14, 2005 Phone: (949) 644-3292 • Make the following corrections to the plans. • Return this correction sheet and check prints with corrected plans. 1. Approval is required from: • Building Department • Planning Department • Public Works Department • Fire Department 2. All Sheets of the final set of drawings shall be stamped, wet signed & dated by the design professional. 91sTRecheck: Correction still not resolved. 421"Recheck: Correction still not resolved. 3. The geotechnical engineer of record shall review grading & structural plans, stamp & sign grading and structural drawings for compliance with the geo-technical report's recommendation. Ali Naji, P.E. Plan check engineer (949) 644-3292 anaji@city.newport-beach.ca.us 1/4 01/05/06 41sTRecheck: Copied signature is not permitted. Original signature is required. #2NDRecheck: Correction still not resolved. 4. The civil engineer of record shall review structural drawings for compliance with civil plan, stamp & sign elevation sheets. 41sTRecheek: Original signature is required. #21vDRecheck: Correction still not resolved. 5. Drawings, specifications and construction procedures shall be reviewed, stamped & signed by the corrosion engineer for compliance with their report dated February 11, 2005. #IsTRecheck: Correction still not resolved. Sheet S1 of 12 shall be stamped & wet signed by the corrosion engineer. 42NDRecheck: Correction still not resolved. 6. Fill out the attached Hazardous -Materials Questionnaire & the Air Quality Permit Checklist 7. Provide enlarged & detailed parking area drawings. Specify regular & accessible parking stalls per table 11B-6 of CBC 2001. Provide accessible stall details & signage per section 1129B of CBC 2001. #1sTRecheck: Correction still not resolved. Please provide complete set of compliance details. Sped the total number of regular parking & accessible parking stalls. Use table 11B-6 for the requited number of accessible stalls. Specify the number of Van accessible stalls. Provide enlarged details for each one or set of stalls. Identify signage & cross reference details. Show path of travel, ramps and curb cuts. Specify slope & cross slop, of the path of travel to the main entrance to building 's'. Please note that detectable warnings may be required per sections 1127B.8 & 1133B.8.5 of CBC 2001. The above is just guide lines to what is required on drawings. Complete plan check will be done once drawings are resubmitted. 42NDRecheck: Correction still not resolved. Please specify the total number of parking stalls on plans. One of the parking stalls is missing a loading area. Accessible path of travel is still not properly detailed. See above for complete requirements. 8. List the guardrail design & details as a deferred submittal on the title sheet. 41sTRecheck: Correction still not resolved. Guard rail is required at the top of the retaining wall. Clarify the same of drawings. 42NDRecheck: Maximum allowed opening between cables shall be less than 4" clear. Revise accordingly & include detail on plans. Ali Naji, P.E. 2/4 01/05/06 Plan check engineer (949) 644-3292 anaji@city.newport-beach.ca.us 9. File a Request for Alternate Material or Method of Construction for the use of Soil Nailed retaining wall. Please file the request separately at the building department counter. 41sTRecheck: Please include a copy of the approved modification as part of plans. j#2"Recheck: Correction still not resolved. 10. Clarify why engineering ealelilatie ss lists the Soil nailed retaining wall as temporary. This is a permanent structure. Revise accordingly. 11. Provide complete structural-ealc-> atiens for facing design Moro corrections may follew-ence the above is provided. -'I Rcchcck: Sec correctio list. a b lo,.. 12. Revise shoterete specification to specify -type V cement with a minimum strength of 4500 psi to protect concrete from sulfate attach, per corrosion engineer report's requirements. application of dielectric ceating of one of the listed materials. Revise specification to-inclxde rcinforeement-bars protection as listed in the corrosion engineer report. -4I"Rechcek: Corrosion engineer's review, stamp & signature is required on soil nail specifications as listed on plans. 14. Return this plan correction list with your corrected plans. All marks on tans ao cnxd ..de part of tL.ese ery ebstions a.,d r ndatie -ana svh¢cxxll be addressed as if the were written. Provide a correction response sheet, in order to expedite your recheck. Cloud all changes for re -submittal. Please note that all rechecks beyond the 2, shall be charged additional hourly plan check fee. ADDITIONAL CORRECTIONS 15. Please provide an original copy of the standard form of agreement between the owner and the design/builder, exhibit .7, to address mitigation ,measures number 110, 111 & 112. 16. Revise detail 2b/36 to speciS stud head diameter. 17. Revise Shotcrete wall thickness to match as specified in detail3/S6 & the general note on top of the sheet that the factor of safety is adequate. -4t Rechcek: Verify that the factor of safety is adequate. Ali Naji, P.E. 3/4 01/05/06 Plan check engineer (949) 644-3292 anaji@city.newport-beach.ca.us 19. Verify- facing punching- shear resistance for temporary & permanent r i. Vcr;5, actor , f , f .,, a ,,.,.at nroyid lcuL tio, f r punching shear failure of bearing p connection. -431Recheck: Clarify height of shear failure truncated pyramid as used in calculations. Vcrify that the factor of safety is adequate. 20. Provide calculations for headed stud tensile capacity. Ali Naji, P.E. 4/4 01/05/06 Plan check engineer (949) 644-3292 anaji@city.newport-beach.ca.us eci C1 1 _ These plans have been ro• �F 1N'EWPO BUILDING DEPAIrti'n`'ef 3300 NEWPORT Ba ` -.7,1' P.O.BOX 1768, NEWPORIVI,C (949) 644' 27tr -. Project Address: Plan Check No.: Plan Check Engineer: Make the following corrections to the plans. • • Return this correction sheet and check prints with corn • Indicate how each correction was resolved. GRADING/DRAINAGE PLAN C SUR Y. CORRECTIONS Provide a site survey, stamped PiEn and signed by a State Licensed Land Surve r or aulhodz ineer (License Number below 33 9 6 Surveyor or engineer shall Ili monument property comers or offsets before ;Carting y 9/ g grading. Provide note on planemtartenil e Show north point and scale. Show location and description of all comer monuments. how and iden tify ntify all property lines. Dimension Iength and specify bearing. planters, stairs, etc.). Show driveway, owl,and gutter, and all existing site improvements (structures wa lls, Identify all finish surface materials. Provide a legend for all symbols used. ▪ Locate all trees in public -right-of-way facing or within 20 feet of the subject property; poles; utility boxes; etc. rill e'll P n7; power aShow center line of street and dimension width or % width. Provide an on -site bench mark with elevation of 100.00 at one of the For sites within the special flood hazard area and sites on the islands, on the peninsula West Newport Beach use the actual benchproperty comers. West Datum mark elevation as determined Derange and in (NGVD29 or NAVD88). by Orange County PLAN REVIEW vkewed and are found to be in sibs rtia i grading co des -commended r permit. issuance d2pe.... er„ and aooncies. cr ons and to the 01-4 Gradina rainagc Plan Check %oculist tuusit . Provide relative elevations at the following locations: All property corners. Around existing structure(s) at comers, including corners at jogs of exterior walls. At interior finish floor elevations. At bottom of all site walls. Indicate wall height. At bottom of elevated planters. Indicate planter height. At maximum spacing of 25' along the length and width of the property on all sides of an existing structure. Elevation contours for sloping sites every one foot elevation change. Three elevations (nun.) equally spaced in the side yard of adjacent properties. Three elevations along the flow line in gutter and alley adjacent to site. GRADING CORRECTIONS • Registered civil engineer or licensed architect to stamp and sign the approval plans indicating license number. Write a note on foundation plan "surveyor to file a corner record or record of survey with the office of county surveyor. Evidence of filing shall be submitted to building inspector prior to foundation inspection." Provide property address on grading plan. Show vicinity map indicating site location. Show name, address, and telephone number of owner, plan preparer, and geotechnical engineer (if applicable). Show north arrow, plan scale, and legend_ Identify ALL property lines. girl Clearly identify the scope of work. Distinguish between existing hardscape and landscape and 9 1 new/proposed hardscape and landscape improvements. Show locations of all existing buildings, structures, pools, fences, retaining walls, etc. Show grade elevation on both sides of wall and specify top of wall elevation. e9! Show accurate contours (or spot elevations) indicating the topography of the existing ground. Show locations of all existing slopes on and adjacent to the property. Except where it is not feasible due to natural topography, top of structure footings at habitable space to be above the street gutter flow line elevation by 12" plus 2% the distance from the nearest footing to the gutter. 2 Grading/Drainage Plan Check 1/6. Clearly show elevation of adjacent properties and the distance from property lines to adjacent structures. Minimum gradients for drainage: RESIDENTIAL STANDARDS: Paved 0.5% Not paved 2% COMMERCIAL STANDARDS: Concrete Concrete gutter in paved area A.C., landscape areas 0.5% 0.2% 1.0% 13. Show finish grades by spot elevations to indicate proper drainage in all areas. Use arrows to indicate direction of drainage. 1 Provide a drainage swale at side yard. Draw a section through swale. Provide a drainage design that prevents entrance of drainage water from the street/alley onto property. Show top of drain elevations and drain invert elevations. ow slope of drain lines (1% min.). Design the drainage system to retain concentrated and surface sheet flow water from dry - weather run off and minor rain events within the site. Sheet flow through lawn area or 15'. French drain in crushed rock bed wrapped with filter cloth is acceptable. Locate French draSn »jam in the front yard away from foundations. , ({ .,,fin_- 1,„,it-,Gjtijecit, (Alternate: Provide hydrology calculations and design retention system over 24 hr.) g 9zsta$ 3" French drain perforation 0 bottom. Crushed Rock Filter Cloth Lop 6' 0 Top 4" Cancreie or 6' Topsoil %1111411,1I.``I41 Perforated drain/trench detail retain of rain 3 Grading/Drainage Plan Check Provide a trench drain at bottom of driveway as shown in detail "E". (Exception: When driveway is less than 10' long, trench drain is not required). DIMENSIONS DETERUINED BY CRATE FRAME OIMENSWrS USE FRAME AS A FORM CRUSHED ROCK W/FTLTER CLOTH a- b- c- d- e- ELEVATION Dig a 24. wide X T8` deep trench Place filter loth in the trench extenainq 12" vertical an each side. HI bottom e of the trench with crushed rock. Form and pour perimeter concrete curb. All the rest of the trench with crushed rock to 4' from top of trench. GRATE 6' MIN. NICE PEDSTRIAN SAFE FRAYS h GRATE 3/8' SLAT OPENING. EAST JORDAN IRON WORKS CR EQUAL (800)874-4100 14 REBAR TOP & BOTTOM FILL THIS PORTION NWTH CRu91Eo ROD( AFTER POURAG GRIME SUPPORT CURB BOTTOMLESS TRENCH DRAIN II IIIIIIIIIII�� IIIIIIIII)1'�� PLAN VIEW Provide specifications for drain lines. Specify diameter (3" min) and type of material. The following drain line materials may be used: 1. ABS, SDR 35 2. ABS, SCHEDULE 40 3. PVC, SDR 35 4. PVC, Schedule 40 5. ADS 3000 with PE glued joints ✓21. The minimum distance acceptable between finish grade and bottom of treated sill plate shall be as follows: 3" Exterior oncrete Slab —� 'ope Qo 1P/P Sill Plate/Earth Separation 4 Grading/Drainage Plan Check a) For non-residential projects and multi -dwelling projects, submit summary of all drainage devices and onsite parking and drainage improvements. b) Specify yardage of cut and fill. 3. Obtain a private drainage easement to drain water over adjacent land not owned by the rmittee. Easement must be recorded with the County Recorder's Office. Design drainage to insure water does not drain over the top edge of any slopes. Provide a berm at top of slope. Draw a section through berm. Berm to be 12" high and slopes towards the pad @ 1 4 Show top and toe of all slopes and indicate slope ratio. t Maximum y23< List the pertinent "Grading Notes" (indicated on attached sheet) on plans. Where grading is proposed on adjacent property not owned by the permittee, a separate permit is required for that portion under the adjacent address. Show locations and details of subdrain system(s) and outlet for retaining walls on grading plan when subdrain is required by soils report. Provide erosion and siltation control plans. a) Provide a section showing required grading cut and proximity to property line. b) Depth of excavation for grading exceeds the distance from the edge of excavation to the 9 rs property line. Provide shoring design and specify shoring on the plan. /"z ibto 5 Provide building or structure setbacks from top and bottom of slope as outlined in UBC Section 1806.5 and Figure 18-I-1. j • Provide two copies of soils and foundation investigation report by a licensed geotechnical engineer. 'I'• Soils report shall address the potential of seismically induced liquefaction and recommend mitigation method. List soils report recommendations on Grading plan. Fill out a separate permit application for: a) fence b) patio cover/trellis c) detached structures 5 Grading/Drainage Plan Check jConstruction with basement or excavation near the propertv line The distance from edge of excavation to the property line is less than the depth of excavation. Shoring is required. Provide a shoring plan and calculation prepared by a registered civil engineer. Sheet piles are not permitted for shoring due to potential damage to adjacent properties. Show all buildings and masonry walls on adjacent property within a distance equal to the depth of the proposed excavation. d) Provide cross -sections at various locations to show excavation details. e) cavations and shoring shall be made entirely within the project site. r..40) A Cal -OSHA permit is required for excavations deeper than 5' and for shoring and/or underpinning. Contractor to provide a copy of OSHA permit. Bottom of excavation is below water table. Submit a dewatering plan prepared by the geotechnical engineer. Provide additional geotechnical information necessary for dewatering system design, soils report to include the following: • Borings to extend a minimum of 20 ft. below bottom of proposed excavation. • Provide sieve analysis and permeability value for each soil formation layer to a depth of 20 ft. below bottom of excavation. i) Write a note on the shoring drawing, "Shoring engineer to provide monitoring of shoring and improvements on adjacent properties and submit results with a report to the Building Inspector on a daily basis during excavation and shoring and weekly basis thereafter. Where dewatering is required, monitoring shall continue until dewatering is stopped. Geotechnical engineer to stamp and sign the shoring plan and dewatering plan, certifying that the design is in compliance with his recommendation. k) Write a note on drawing: "Geotechnical engineer shall provide continuous inspections during shoring and excavation operations and during removal of shoring." 1) Provide a description of the process for installing shoring, construction of basement walls, and removal of shoring. m) Write note on the drawings: "Contractor shall notify adjacent property owners by certified mail 10 days prior to starting the shoring or excavation work." n) If slot -cutting method of excavation is to be used, provide a drawing showing the location and sequence of slot cuts. Slot cut to be 36" away from the property line or provide shoring for the top 3 ft. to prevent sloughing. o) Non -cantilevered retaining walls must be shored until the bracing element(s) is in place. Provide a design for wall shoring. Write a note on grading plan: "Continuous inspection by a City -licensed deputy inspector is required during shoring, excavation and removal of shoring." P) 6 Grading/Drainage Plan Check Dcwat tin_ S stem Corrections: Provide the following information on dewatering drawings: a) Well or well point locations b) Pipe system layout (including valve locations) c) Primary power source. If a generator is used for primary power supply, write a note on drawings stating maximum noise level from proposed generator not to exceed 50 dba on adjoining property. d) Back-up power supply (if any) e) Location of desanding tank. f) Location of property lines and excavation limits. g) Depth of wells or well points (reference to sea level or other datum). h) Diameter of borehole. i) The type of filter media used around wells or well points. Provide sieve analysis graph. j) Size of wellscreen openings (slots) and location of screened portion of well or well point. k) Soil permeability 1) Discharge termination point m) Water meter to measure flow n) Anticipated draw -down elevation o) Depth of deepest excavation Method of well removal and abandonment If a well point system is used, provide noise calculation using ARI method to verify noise level om pump not to exceed 50 dba at adjacent property. blic Works approval is required for discharge into storm drain or public way. Provide evidence of approval from State Regional Water Quality Control Board for disposal of ground water. Water Quality Corrections: If area of construction sites one or more acres, obtain a general construction NPDES Storm ater permit from the State Water Resources Control Board. Tel. (909) 782-4130. This project falls into category checked below. Prepare a Water Quality M agement Plan (WQMP) consistent with the model WQMP. (Attached) 7 Grading/Drainage Plan Check PRIORITY PROJECTS ❑ Residential development of 10 units or more. re ---Commercial and industrial development greater than 100,000 sq. ft. including parking areas. ❑ Automotive repair shop. ❑ Restaurant where the land area of development is 5,000 sq. ft. or more including parking area. ❑ Hillside development on 10,000 sq. ft. or more which is located on areas with known erosive soil condition or where natural slope is 25% or more. ❑ Impervious surface of 2,500 sq. ft. or more located within or directly adjacent to (within 200 ft.) or discharging directly to receiving water within environmentally sensitive areas (bay, /canyon, gulley, etc.). 'El Parking lot area of 5,000 sq. ft. or more or with 15 or more parking spaces. NON PRIORITY PROJECTS ❑ Require issuance of non-residential plumbing permit. 45. See attached Water Quality Management Plan Correction List. 46. See drawings for additional corrections. ADDITIONAL CORRECTIONS r' L.-lett foms\drainpc 11-15-04 8 CITY OF NEWPORT BEAC BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O.BOX 1768, NEWPORT BEACH, CA (949) 644-3275 Project Address: err ids-6. ants s ✓i; P-& ' Gy° 6 1 on) "e w PO'cr eirire,y_,gat Plan Check No.: it C `7 — 2. o c S Date: 9/26f UC Plllan Check Engineer:gS-C er- i3 A-& /l-I t Phone: (q'pc) ) Ste- — I.Jet enng-r .YhTQo : .J LtL77 ISI `�2=3 S Jetna-C.. Jc P1erQ . CffIt_J C • Make the following corrections to the plans. can -re -Pt Ann peg • Return this correction sheet and check prints with corrected Water Quality Management Plan. • Submit a response sheet indicating how each correction was resolved. WATER QUALITY MANAGEMENT PLAN (WQMP) CORRECTION CHECKLIST 1. Include in the Water Quality Management Plan Report the information where indicated in the "NO" column on the following checklist. WQMP REQUIREMENT Requirement Satisfied? YES NO N/A Title Page Name of project ✓/ Site address (or addresses) a// Owner/Developer name Owner/Developer address & telephone number f Consulting/Engineering firm that prepared WQMP J. nsulting/Engineering firm address & phone number �C te WQMP was prepared/revised Owner's Certification A signed certification statement, in which the project owner acknowledges and accepts the provisions of the WQMP, follows the title page. •/ Table of Contents A Table of Contents, including a list of all figures and attachments is Water Quality Management Plan (WQMP) Correction List included. ✓ Section I, Permit Numbers and Conditions of Approval ✓ Lists the Discretionary Permits(s). Lists, verbatim, the Water Quality Conditions, including condition requiring preparation of WQMP, if applicable. Final Resolution of Approval, Conditional Use Permit, etc. is included as an attachment to the WQMP. Section II, Project Description For all Projects: Does the project description completely and accurately describe where facilities will be located, what activities will be conducted and where on the site, what kinds of materials and products will be used, how and where materials will be received and stored, and what kinds of wastes will be generated? Describes all paved areas, including the type of parking areas. Describes all landscaped areas. Describes ownership of all portions of project and site. t Will any infrastructure transfer to public agencies (City, County, Caltrans, etc.)? 0 Le/ill a homeowner or property owners association be formed? Will the association be involved in long term maintenance? A/ Identifies the potential stormwater or urban runoff pollutants reasonably expected to be associated with the project. For Commercial and Industrial Projects: Provides Standard Industrial Classification (SIC) Code which best describes the facilities operations? o Describes the type of use (or uses) for each building or tenant space. o Does project include food preparation, cooking, and eating areas (specify location and type of area). o Describes delivery areas and loading docks (specify location and design and if below grade and types of materials expected to be stored). / ✓ o Describes outdoor materials storage areas (describe and depict locations(s),, specify type(s) of materials expected to be stored). / ✓ o Describes activities that will be routinely conducted outdoors. / ✓ o Describes any activities associated with equipment or vehicle maintenance and repair, including washing or cleaning. Indicates number of service bays or number of fueling islands/fuel pumps, if applicable. / ✓ Residential Projects „/ o Range of lot and home sizes o Describes all community facilities such as, laundry, car wash, swimming pools, jacu77i, parks, open spaces, tot lots, etc. Section III, Site Description Describes project area and surrounding planning areas in sufficient 2 item <rl Water Quality Management Plan (WQMP) Correction List detail allow project location to be plotted on a base map. -✓ / rovides site address and site size to nearest tenth acre. .> , entifies the zoning or land use designation. . entifies soil types and the quantity and percentage of pervious and impervious surface for pre -project and project conditions. Describes pre -project site drainage and how it ties into drainage of surrounding or adjacent areas and describes how planned project drainage and how it will tie into drainage of surrounded or adjacent areas. Identifies the watershed in which the project is located and the : kno d wnstream receiving waters own water quality impairments as included in the 303(d) list applicable Total Maximum Daily Loads (TMDLs) ✓o hydrologic conditions of concern, if any. / V / -V entifies known environmentally Sensitive Areas (ESAs) and Areas of Special Biological Si nificance (ASBSs) within the vicinity and theiriProximity to the p9j ct.. 4 fit L_oe.k-''l av 'S rater A ,:'TMMT&D Section IV, Best Management Practices dudes narrative describing how she design concepts were considered and incorporated into project plans. ,✓ Lists and describes all Routine Source Control BMPs (Non-structural and Structural). / zriescribes the implementation frequency and identifies the entity or Party responsible for implementation of each Non -Structural BMP. ✓ If applicable Routine Source Control BMPs were not included, was a reasonable explanation provided? N Lists and describes appropriate Treatment Control BMPs and identifies the design basis (SQDF or SQDV) for the Treatment Control BMPs. / Section V, Inspection and Maintenance Responsibility of BMPs Identifies the entity (or entities) responsible for the long-term inspection and maintenance of all structural source control BMPs and all Treatment Control BMPs, including name, title, company, ddress, and phone number. r- at2Ma--y t oN o-P `ris-e L2ra2 1/1 sew 4tar14 7 Describes the minimum frequency for inspection and maintenance to ensure the effectiveness of each structural source control BMP and each Treatment Control BMP. / �/ If ownership of the Treatment Control BMPs will be transferred to a public agency does the WQMP include an attachment indicating the public agency's intent to accept the Treatment Control BMPs as designed? / n/ ,/ Is an appropriate mechanism for the long-term operation and maintenance, including funding in place? / Section VI, Location Map and Plot Plan Has an 11" by 17" plot plan been included? Do all figures, maps, plot plans, etc. have a legend, including a North arrow and scale? 3 r t-e:r rtdTPi= ,pre4wne Quality Management Plan (WQMP) Correction List Are all facilities labeled for the intended function? ✓ Are all areas of outdoor activity labeled? / Are all structural BMPs indicated? ,�/ Is drainage flow information, including general surface flow lines, concrete or other surface ditches or channels, as well as storm drain facilities such as catch basins and underground storm drain pipes depicted? / 'l Depicts where and how on -site drainage ties into the off -site drainage system. Section VII, Educational Materials For Routine Non-structural BMPs Ni (Education for Property Owners, Tenants, and Occupants) and N12 (Employee Training), does the WQMP describe the concepts that will be addressed by the education and training? Is a list of educational materials that will be used provided? Are copies of the educational materials included in an Attachment to the WQMP? 12. Implement the WQMP best management practices into the precise grading plan, landscape and irrigation plan and architectural design drawings. v 3. Implement the following routine structural BMP's. S% ° RA( 7 i A- .v Stis' , awe. Fik-re/aOrr- $re/ G /tRmm-S. s Jes1&r./ E coKsre.M.cr -[taas9 ha-A-S t2./aI c„dre7 or/ SY s4'e s • 1p12urar $(p P&S .. /rt t.Ls,Dc /A-rOS eM-I2 Co ply with the following applicable routine structural Best Management Practices: Filtration - Surface runoff shall be directed to landscaped areas wherever practicable. S2. Wash Water Controls for Food Preparation Areas - Food establishments (per State Health & Safety Code 27520) shall have either contained areas, sinks, each with sanitary sewer connections for disposal of wash waters containing kitchen and food wastes. If located outside, the contained areas, sinks shall also be structurally covered to prevent entry of storm water. tr+ acons s Epet T Trash Container (dumpster) areas - Trash container (dumpster) areas to have drainage from adjoining roofs and pavements diverted around the area(s), and: /'jA A. For trash container areas associated with fuel dispensing, vehicle repair/maintenance, and industry, such areas are to be roofed over or drained to a water quality inlet (see S16), engineered infiltration/filtration system, or equally effective alternative. t'tf- B. For trash container areas associated with restaurants and warehouse/grocery operations such areas are to be screened or walled to prevent off -site transport of trash. ,4,- S4. Self-contained areas are required for washing/steam cleaning, wet material processing, and maintenance activities. R 4 S5. Outdoor Storage - Where a plan of development contemplates or building plans incorporate outdoor containers for oils, fuels, solvents, coolants, wastes, and other chemicals, these shall 4 Water Quality Management Plan (WQMP) Correction List be protected by secondary containment structures (not double wall containers). For outdoor vehicle and equipment salvage yards, and outdoor recycling the entire storage area shall drain through water quality inlets. ht A- S6. Motor Fuel Concrete Dispensing Areas — Areas used for fuel dispensing, shall be paved with concrete (no use of asphalt). Concrete surfacing to extend 6 'A" from the corner of each fuel dispenser in any direction. This distance may be reduced to OR the maximum length that the fuel dispensing hose and nozzle assembly may be operated in any direction plus one (1) foot. In addition, the fuel dispensing area shall be graded and constructed so as to prevent drainage flow either through or from the fuel dispensing area. b 4— S7. Motor Fuel Dispensing Area Canopy — All motor fuel concrete dispensing areas are to have a canopy structure for weather protection, extending over the motor fuel concrete fuel dispensing area as defined in No. 6. S8. Motor Fuel Concrete Dispensing Area Interruptible Drainage — The concrete motor fuel dispensing area will be graded and constructed so as to drain to an underground clarifier/sump/tank equipped with a shut-off valve that can stop the further draining of storm water or spilled material there from into the street or storm drain system. Spills will be tJ immediately cleaned up according to Spill Contingency Plan. A.A. Energy Dissipaters — Energy dissipaters are to be installed at the outlets of new storm / drains, which enter unlined channels, in accordance with applicable agency specifications. �/ S 10. Catch Basin Stenciling — Phase "No Dumping — Drains to Ocean" or equally effective phrase to be stenciled on catch basins to alert the public to the destination of pollutants discharged into storm water. bin- - S 11. Diversion of Loading Dock Drainage — Below grade loading docks for grocery stores and warehouse/distribution centers of fresh food items will drain through water quality inlets or to an engineered infiltration system; or an equally effective alternative. Water Quality Inlets — Water Quality Inlets designed to remove free phase liquid petroleum compounds, grease, floatable debris, and settleable solids can be used in the following applications: S3, S5, S11. WQMPCortList_IO-03 5 1 1 3 3 J J J J J J Response: Please refer to the WQMP Section VII, which lists both the structural and non-structural BMPs that Hoag has included in the project. Tab 8 in the WQMP also provides details of BMPs that will be implemented during the project. Hoag considers implementation of the BMP' provided in the WQMP will result in the appropriate level of protection of water quality. CITY OF NEWPORT BEACH BUILDING DEPARTMENT GEOTECHNICAL REVIEW /Y. Handwritten comment on page 18 of August 2, 2005 response to comments letter requested justification for increase of 33 percent in the friction angle for temporary transient loading for conventional retaining wall design. Response: Ken Bagahi (Commenter) and Ali Bastani (Geotechnical Engineer) agreed in a conversation that as a conventional retaining wall is not being constructed as part of the project this comment was not applicable to the project review and did not require additional action. Handwritten comment on page 19 of August 2, 2005 response to comments letter questioned the computation on page 17 of the calculations that used an acceleration of 0.21g when the acceleration used on the previous page was different value. Response: Please note that in both cases the Design Basis Earthquake peak horizontal ground acceleration (PHGA) of 0.42g and horizontal inertia coefficient ratio (Kh!PHGA) of 0.5 have been used. Therefore, as indicated in the analysis, Kh is 0.21g in both cases. [//i'I".iYHandwritten comment on page 19 of August 2, 2005 response to comments letter noted the Plaxis computation is based upon a Young's Modulus of 2 x 106 psf for the Terrace soils and asked for supporting documentation for this assumed Modulus. Response: Please refer to Attachment E which provides the calculation of Young's Modulus. Page 14 of 22 Inc 1 1 1 1 1 1 1 1 Handwritten comment on page 19 of August 2, 2005 response to comments letter noted the computed Factor of Safety is not identified with a slip surface and asked if there were any slip surfaces through the soil nail wall with a lower Factor of Safety. Response: Please refer to the revised engineering calculations package for the Permanent Soilnailed Retaining Wall. PB&A (structural designers) have presented the Factor of Safety (FS) for the critical surfaces going through the soil nail wall in the calculation sheets, which show a FS of 1.5 or greater for the static condition. Plaxis is the finite element analysis program that PB&A have used to demonstrate the global stability. This procedure indicates the FS on the most critical slip surface. Therefore, if the critical surface does not pass through the soil nail, it means that the FS is greater in that area. NEWPORT BEACH FIRE DEPARTMENT 1. Turnaround at lower parking area at Cogen building shall have a minimum diameter of 80 feet and include fire lane markings on plan. Response: The lower Cogeneration Plant parking area has been reconfigured to eliminate the cul-de- sack turn -a -round and replace it with a parking lot fire lane meeting City requirements. This lay -out was reviewed with Fire Department staff prior to incorporation into the plans and it is our understanding this design is acceptable. Please refer to Sheet 14 of the precise grading plans which shows layout information and Sheet 7 which shows fire lane signage and curb marking requirements. 2. Provide sign detail, post installation detail, and curb marking details on plan (attached). Response: Please refer to Sheet 7 of the Precise Grading Plans which includes the requested sign detail, post installation detail and curb marking details. CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT 1. The development is private work. Therefore, delete all City seals and "City of Newport Beach" references from all plan sheets. Page 15 of 22 TRC' CITY OF NEWPORT BEACH BUILDING DEPARTMENT REVIEW OF RESPONSE Date Response Received: / (— (0 C Date Review Completed: Ur I , o j Job Address: AA"- f Plan Check No.: /(6 7, 7a:1 p r Items requiring action: / , r 1-1 t 374-7 Z '2- a d.� g— r -- s — , . BY Ken Bagahi, PhD., G.E. 1 Bagahi Engineering Inc: Rev Maaer.doe BAGAHI ENGINEERING INC. 18017 Sky Park Circle, Suite J Irvine, CA 92614 Tel: (949) 252-8292 . Fax: (949) 252-8293 TRANSMITTAL To: City of Newport Beach Date: f / Z (--0 Attention: Permit Technician Job No.: 2d/ i / Subject: Fees for Services wc#: il0i-2aa< Submitted Herewith: [X] Attached [] For: [ ] Your Approval [X] Your Use Remarks: transmits-Ey fi 2) 5 (/ . / 3) pi --o , > 5� /� e�^I I�, C� tn/2003 � /(—(7-aS /(l —roe t'Wq�P_/e n�Ji.� 1--er Co--175 4 I — 6 _o? 6) ,C v/ 0 q- a 0 c-f- 4-4 s (11 _ / 8_ o S cArr1.7/L) [ ] Under Separate Cover [ ] Via [ ] Your Comments [] CITY OF NEWPORT BEACH GEOTECHNICAL REVIEW OF REQUEST FOR ALTERNATIVE CONSTRUCTION METHOD Date Received: November 10, 2005 Date of Document: October 28, 2005 Consultant: Lowney Associates, Inc. Site Address: Hoag Hospital Newport Beach, California Date completed: November 15, 2005 Plan Check No: 1107-2005 Our Job No: 148D-156 Title of Document: Earth Retention System, Permanent Soil Nailed Wall System, Hoag Hospital, Newport Beach, CA, dated June 27, 2005 (Revised October 28, 2005) by PB & A Assoc Other Documents Reviewed: Preliminary Geotechnical Investigation, Retaining Wall, Parking Lot, and Childcare Center, Hoag Hospital Lower Campus, Newport Beach, California Purpose of Document: Design computations for the construction of a permanent soil nail wall X PRIOR TO APPROVAL OF THE REQUEST, ATTEND TO THE ITEMS BELOW: Our review indicated that from a geotechnical standpoint, the proposed soil nail wall can be substituted for the retaining wall as a permanent retaining structure, provided that the following is addressed. • Provide supporting data or computations for the bond stress used in the design. Additional Comments (no response required): Note to City Staff: Staff should confirm that the Consultants (C E G. and R C E/G E.) have signed the final dated construction plans, per City Code, thereby verifying the plans' geotechnical conformance with the Consultant's original report and associated addenda. Limitations of Review: Our review is intended to determine if the submitted report(s) comply with City Codes and generally accepted geotechnical practices within the local area. The scope of our services for this third party review has been limited to a brief site visit and a review of the above referenced report and associated documents, as supplied by the City of Newport Beach. Re -analysis of reported data and/or calculations and preparation of amended construction or design recommendations are specifically not included within our scope of services. Our review should not be considered as a certification, approval or acceptance previous consultant's work, nor is meant as an acceptance of liability for final design or construction recommendations made by the geotechnical consultant of record or the project designers or engineers. Opinions presented in this review are for City's use only. BY: Gamini Weeratunga, G.E. 2403 Ken Bagabi, Ph.D., G BAGAHT ENGINEERING, INC. BAGAHI ENG t 4 g e, INC. Newport Beach Fire Department Fire Prevention Division 3300 Newport Blvd. Newport Beach, CA 92663 (949) 644-3106 Plan Check Correction Sheet PLAN CHECK NO.: 1107-2005-3 CONTRACTOR: PROJECT: Hoag Hospital PROJECT LOCATION: 1 Hoag Dr. DATE: 11/9/05 Corrections: 1. Provide sign detail, post installation detail, and curb marking details on plan. (see attached) 'Aug 31 05 04:35p p.3 Designation Process Newport Beach Fire Department Fire Prevention — Identification of Fire Lanes Page 2 of 6 Requests for fire lane designation may come from property owners or a member of the Newport Beach Fire Department. A request from property owners shall be made in writing to the Newport Beach Traffic Affairs Committee and the Newport Beach Fire Department, Fire Prevention Division. A scaled plot plan of the property where fire lane designation is desired shall accompany the request, and the plot plan shall have proposed tire lanes denoted in red. The Fire Prevention Division in conjunction with the Traffic Affairs Committee will schedule a hearing to determine the appropriateness of the fire lane request. When approved, the property owner must provide signs and paint the curb or street to City standards. In all cases, an entrance sign shall be provided. Sign and Curb Marking Options Option A All vehicle entrances shall be posted and area's designated as Fire Lanes painted as shown on diagrams I and 2. All curbing outlining vehicle access areas shall be painted RED. See reference below. WHITE lettering shall be a minimum of 3" high, reading: "FIRE LANE - NO PARKING" and shall be placed every 30' or portion thereof, on top of designated curbing. It shall be the responsibility of the property owner(s) to provide, maintain, and place "NO PARKING" signs, markings, striping, white lettering on red pained curbing only in locations where the fire department has designated fire access lanes. Paint Red E--- Building _ Building Paint Red Paint Red 6" minimum B" minimum Rolled Curb (Diagram 1) Standard Curb No Curb SCawl. o4)6 p( , Hug 31 0S 04:35p p.4 NOTICE NO PARKING IN RED ZONES VIOLATING VEHICLES WILL BE CITED OR TOWED M.C. 12.40.190 F CVC 22500.1 N.B.P.D. 644-3717 (Diagram 2) Newport Beach Fire Department Fire Prevention — Identification of Fire Lanes Page 3 of 6 Entrance Sign to Property with Fire Lanes I. The sign must be approved by the Fire Department and/or City Traffic Engineer and must be a minimum of 18" x 24". 2. Lettering shall be RED on WHITE background, no smaller than 2" in height. 3. The words "Fire Lane" shall be WHITE on RED background, no smaller than 4" in height. 4. The sign shall be securely mounted facing the direction of travel and clearly visible to vehicular traffic entering parking area. 5. Signs shall be of durable material and construction. 6. Arrows may be required to designate the Fire Lane. Police Phone Number c.) ,0/4 is .Fug 31 05 04:35p p.5 Option B dard Fire Lane signs shall be posted immediately adjacent to designated Fire Lane are.:. All curbs adjoi ' • u signs shall be painted red as shown on diagrams 3 and 4. Newport Beach Fire Department Fire Prevention — Identification of Fire Lanes Page 4of6 Signs are requi -d within 20' of each end of curbed areas and spaced a maximum each fire lane. Otv signs may be required as specified by the Fire Preventio Signs are to face onco '.0 vehicular traffic. Some cases may require lanes or posted areas shall be :. inted RED. island curb ..I. parking parking 00' apart thereafter along vision. See diagram below. le face. All curbs adjoining fire Or= Post with Sign ..... = Red Curb 20' 20' < 100' I .c 00' .� 100 calk Structure Requiring Access Stores, Shops, Offices, etc. Sign Placement on Building 100' Fire Lane Sign (12' x 18') Gutter Flow Line (Diagram 3) a c Post installation Wall A Height of the sign: 7' in sidewalk or pedestrian areas, 5' in all other areas. B Distance from front of curb: 18" with standard curb, 24" with rolled curb, to center of post. C Depth of sign base: 24" minimum embedment. NOTE: Signs may be mounted to existing posts or on a building that is no more than 24" from curb or edge of road surface. ca,, kt pails Attachment A Revised Engineering Calculations, Permanent Soilnailed Retaining Wall J:101050000-AAAA1050090-Hoag Hosplta11650091-Rev hDocs-Email-PDF111-16-0S- Respoonse-b-Comments\CoverSheet. Js 11/16/2005 3:35 PM arc:- -•••=%i*.••e. dal. 1.1•11. Mil is a "Ns dm.. Pirooz Barer & Associates Structural Engineering Revised ENGINEERING CALCULATIONS Permanent Soilnailed Retaining Wall Hoag Hospital Newport Beach, CA. FOR; CONDO it •1OH1 & A$$$$JA EI CONTRACTORS A D ENG!h2EE Job No. 50091 November 16, 2005 124 Greenfield Avenue, CA. 94960. TEL. 415-259-0191 FAX 415-259-0194 e-mail: pba@pbandaine.com FOR: Condon -Johnson JOB: Hoag Hospital Rrooz Baru Associates JOB NO.: 050091 Seuava Ewers DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 DESIGN FOR SHOTCRETE FACING 1- PARAMETERS: Sh:= 6.0•ft Sv=6ft T := 75.0•kip NO := 8 No•in12 Ar 8 ) 4 Ar = 0.79 in2 Page := 39 Rev. 1 10/20/05 Rev. 2 11/16/05 = HORIZONTAL SPACING OF SOILNAILS = VERTICAL SPACING OF SOILNAILS = MAXIMUM PUNCHING SHEAR AS INPUTED =Soil Nail Bar # = AREA OF SOIL NAIL Fby:=75•ksi= YIELD STRESS of THE SOIL NAIL £c := 4000•psi = COMPRESSIVE STRENGTH OF SHOTCRETE Fy:= 50•ksi fy:= 60-ksi Dgc:= 6-in = YIELD STRESS OF STEEL PLATE = YIELD STRESS OF THE REINFORCING = DIAMETER OF DRILLED HOLE Shs := 6-in = STUD SPACING dh:= 1.25-in = STUD HEAD DIAMETER dhs := 0.75-in = STUD BODY DIAMETER t:= 0.375-in = STUD HEAD THICKNESS Ls := 4.0-in = HEIGHT OF STUD CDNDDN«JOH & AZIS{ILTE$ CONTRACTORS AND-. ENGf kip = 1000 Ibf Ibf psi . 2 m kip ksi=— In2 Ibf PPf= ft Ibf psf — 2 ft kip ksf = —2 Ibf pcf 3 ft NI (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson Rrooz Barar & Associates JOB: Hoag Hospital swnvzGyo=, JOB NO.: 050091 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 SIZE BEARING PLATE: CALCULATE PLATE AREA REQUIRED: N :- 0.35T.fc N=7.3in USE N := 9-in CALCULATE PLATE THICKNESS: T fp :_ — N2 fP = 925.9 psi dwasher = 3.in N - dwasher m: 2 THICKNESS REQUIRED: fP t := 2 m Fy tP = 0.82 in USE: 9" x " x 1" PLATE (T)415-259-0191(F)415-259-0194 -187 = ACTUAL BEARING PRESSURE = DIAMETER OF BEVELED WASHER Page = 40 = DISTANCE FROM EDGE OF WASHER TO EDGE OF PLATE 7 - = 0.9 8 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital Pirooz5arar8Assoaates JOB NO.: 050091 s"'°""E"°""' DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 CALCULATE THICKNESS OF SHOTCRETE: ACI Sect. 9.5.3.2 Page = 41 ft:= 4.in THE THICKNESS OF TEMPORARY FACING tpp := 6 in d:= t2 +tt THE THICKNESS OF PERMANENT FACING d = 7.0in CALCULATED EFFECTIVE DEPTH : CHECK FACING FLEXURE Permanent Case: SELECT --- 2-Layers WWF 4X4-W2.9XW2.9: =1. awwt:= 0.029•2•in2 = "W" DESIGNATION OF THE WWF SELECED Swwf = 4.0•in = SQUARE SIZE FOR SELECTED WWF npor:= 2 = NUMBER OF VERT. BARS AT MID SPAN BarP := 5 = BAR SIZE DESIGNATION OF VERT. BARS AT MID SPAN nneg = 2 = NUMBER OF VERT. BARS AT NAIL TIP BarN := 4 = BAR SIZE OF ADDITIONAL VERT. BARS. awwt-12 in awwt Swwf [(Bare 8 12 in) npor pos .— 4 Apos= 1.40in2 awwt awwt = 0.174 in2 Aneg := awwt + Aneg = 0.96 in2 [(BarN a • 8 in) 2 negi 4 CF:= 1.0 = FLEXURE PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital JOB NO.: 050091 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 Pirocz Barg &Associates 5aucrvrai Engneas COMPUTE NOMINAL UNIT MOMENT RESISTANCES PERMANENT CASE: Ane9'fY mv.neg S d h Aposfy mv.pos := S h Ane9'fY 1.7 fc-Sh) Apos'fy 1.7.£c-Sh, COMPUTE NOMINAL NAIL HEAD STRENGTH: 8Sh TFNV CF.(mv.neg + mv.pos) sv TFNV = 107.80 kip Ibfft mv.neg = 5502.5 ft mv.pos = 7973.1 Ibf•ft TFN > T ft Punching Shear for Permanent Wall. Page = 42 O.K. (T)415-259-0191(F)415-259-0194 124,Greenfeld Ave. SanAnselmo, 11/16/2005 CA- 94960 Piroaz Barar 8 Associates Stuavd Engreen FOR: Condon -Johnson JOB: Hoag Hospital JOB NO.: 050091 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL : 10-20- r 5 CHECK FACING PUNCHING SHEAR PERMANENT CASE: plc = Shs+dh Dc := D'c + he := 0.85 LFE := 1.7 Page = 43 = Height of Shear failure truncated pyramid = Stress Reduction Factor for Shear = Load Factor Earth Reduction - Per UBC Section 1909.2.4-Attached COMPUTE NOMINAL INTERNAL PUNCHING SHEAR STRENGTH: Ac:= Dc.4'hc rz•Dgc2 gc• 4 = AREA OF THE DRILLED SHAFT 0.85 Vn. 1.7 4"'% f'cPsiAc Cs := 1.0 TFNS Vn' Please see summary on pagee 45, = NOMINAL INTERNAL PUNCHING SHEAR STRENGTH = SHEAR PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS NAL a L HEA 1 STRENrTH: 1 Cs ' Ac-Agc �Sv •Sh- Agc) - Ac Agc - 0.1044 SvSh - Agc O.K. (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR:CondonJohnson JOB: Hoag Hospital Pirooz Bard & Associates JOB NO.: 050091 Strucbral Enyren DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN`S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 Page = 44 COMPUTE HEADED -STUD TENSION: TFN := 41r•0.25•dhs2•fy TFN = 106.0 kip O.K. CHECK FACING FLEXURE Temporary Case Case: SELECT --- 1-Layers WWF 4X4-W2.9XW2.9: = a = 0.029•1 •in2 = "W" DESIGNATION OF THE WWF SELECED sue:= 4.0•in = SQUARE SIZE FOR SELECTED WWF n:= 0 = NUMBER OF VERT. BARS AT MID SPAN BarP := 5 = BAR SIZE DESIGNATION OF VERT. BARS AT MID SPAN mww.r Mnppa:= 2 = NUMBER OF VERT. BARS AT NAIL TIP BarN := 4 = BAR SIZE OF ADDITIONAL VERT. BARS. awwf 12in s awwI = 0.087 in2 BarP in I I2 • r�BarN 1 l2 a n LL 8 ) por a L 8 in) nnegJ A 4 aww< A9 := a + 4 Apos = 0.09 in2 Aneg = 0.87 in2 Ca:= 2.0 = FLEXURE PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS (T)415-259-0191(F)415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Hoag Hospital PiroozBarar&Associates JOB NO.: 050091 $°i°"'Egmem DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: Newport Beach, CA DATE : 10-20-05 COMPUTE NOMINAL UNIT MOMENT RESISTANCES: Aneg'fy d Anegfy 1 Sh 1.7 £c•Sh) Apos'fy Sh i d Apos'fy 1.7fc5h) COMPUTE NOMINAL NAIL HEAD STRENGTH: CF(mv.neg+ mv.pos) S v 8Sh TFNV = 88.29 kip Page = 45 mv.neg = 5011.3 Ibf • - ft mv.pos = 506.7Ibf •— ft TFN>T Design Notes; In the calculation for the general global stability design of the of the Permanent Soil Nailed Wall Punchin Shear of 75 kips has been assumed, which inturn has produced a F O S.t 5 for the system The calculations above indicate that the application of proper, neat the shotcrete facing of the wall. , (T)415-259-0191(9415-259-0194 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 FOR: Condon -Johnson JOB: Rancho Santalina JOB NO.: 050010 DESCRIPTION: Soil Nail Wall REFERENCE: CALTRAN'S TRENCHING AND SHORING MANUAL LOCATION: San Marcos, CA DATE : 10-28-05 CHECK FACING PUNCHING SHEAR TEMPORARY CASE: L = 0.0 in t,, := 0.0 - in i Shs + dh 2=Dc+hc i:= 0.85 LFE := 1.7 Rrooz Barar & Associates Stucwal Enr,n Page = 46 = Height of Shear failure truncated pyramid = Stress Reduction Factor for Shear = Load Factor Earth Reduction COMPUTE NOMINAL INTERNAL PUNCHING SHEAR STRENGTH: Dc'4.hc a Dgc2 ma' _ 4 0.85 = AREA OF THE DRILLED SHAFT £c psi Ac 20 7 k1p = NOMINAL INTERNAL PUNCHING SHEAR STRENGTH C:= 2.5 = SHEAR PRESSURE FACTOR BASED ON SHOTCRETE THICKNESS COMPUTE NOMINAL NAIL HEAD STRENGTH: (T)415-259-0191(F)415-259-0194 Ac — Age — 0.0263 Sv-Sh —Agc O.K. 124,Greenfield Ave. SanAnselmo, 11/16/2005 CA- 94960 1597 UNIFORM BUILDING CODE specified yield strength of nonprestressed reinforce- ment, pounds per square inch (MPa). H = loads due to weight and pressure of soil, water in soil, or other materials, or related internal moments and forces. h = overall thickness of member, inches (mm). le, = moment of inertia of cracked section transformed to concrete. effective moment of inertia for computation of deflec- tion. /q = moment of inertia of gross concrete section about cen- troidal axis neglecting reinforcement. live loads, or related internal moments and forces. Sec- gram). con - slabs r sup - Le = on is cracking moment. See Formula (9-8). nominal axial load strength at balanced strain con tions. See Section 1910.3.2. nominal axial load strength at given eccentricity. cumulative effects of temperature, creep, shrinkage, dif ferential settlement and shrinkage compensating con crete. required strength to resist factored loads or related inter- nal moments and forces. wind toad, or related internal moments and forces. weight of concrete, pounds per cubic foot (kg/m3). = distance from centroidal axis of gross section, neglect- ing reinforcement, to extreme fiber in tension. = ratio of flexural stiffness of beam section to flexural stiffness of a width of slab bounded laterally by center line of adjacent panel (if any) on each side of beam. See Section 1913. average value of a for all beams on edges of a panel. ratio of clear spans in long -to -short direction of two-way slabs. = time -dependent factor for sustained load. See Section 1909.5.2.5. net tensile straia in extreme tension steel at nominal strength. multiplier for additional long-time deflection as defined in Section /909.5.2.5. ratio of nonprestressed tension reinforcement, As ibd. reinforcement ratio for nonprestressed compression re- inforcement, A o/bd. reinforcement ratio producing balanced strain condi- ions. See Section B1910.3.2. Length -reduction factor. See Section 1909.3. General. ructures and structural members shall be designed to 8:1gn strengths at all sections at least equal to the required calculated for the factored loads and forces in such cam- as are stipulated in this code. CHAP. 19, DIV. II 1909.0 1909.3.1.1 1909.1.2 Members also shall meet all other requirements of this code to ensure adequate performance at service load levels. 1909.2 Required Strength. 1909.2.1 Required strength U to resist dead load D and live load L shall be at least equal to U = 1.4D + 1.7L (9-1) 1909.2.2 If resistance to structural effects of a specified wind load W are included in design, the following combinations of D, L and 1Vsball be investigated to determine the greatest required strength U U = 0.75 (1.4D + 1.7L + 1.7W) (9-2) where load combinations shall include both full value and zero value of L to determine the more severe condition, and U = 0.9D + 134V (9-3) but for any combination of D, L and 4V, required strength U shall not be less than Formula (9-1). 19 a. e ar included in d-si: , o specified earthquake loads or forces E 1.. . _ _1 • u shall apply. 1909.2.4 If resistance to earth pressure H is included in design, required strength U shall be at least equal to U = 1.4D + 1.7L + 1.7H (9-4) except that where D or/ reduces the effect of H, 0.9D shall be sub- stituted for 1.4D and zero value of L shall be used to determine the greatest required strength U For any combination of D, L and H, required strength U shall not be less than Formula (9-1). 7.If esi- an e t. 1oa. inv... ••r. fluids with we`-•e .-. •ensities and controllable maximum heights F is included in design, such loading shall have a toad fac- tor of 1.4 and be added to all loading combinations that include live toad. 1909.2.6 if resistance to impact effects is taken into account in design, such effects shall be included with live load L. 1909.2.7 Where structural effects T of differential settlement, creep, shrinkage, expansion of shrinkage -compensating concrete I or temperature change may be significant in design, required strength U shall be at least equal to U = 0.75 (1.4D + 1.4T + 1.7L) (9-5) but required strength U shall not be less than U = 1.4 (D + T) (9-6) Estimations of differential settlement, creep, shrinkage, expan- sion of shrinkage -compensating concrete or temperature change shall be based on a realistic assessment of such effects occurring in service, 1909.3 Design Strength. 1909.3.1 Design strength provided by a member, its connection to other members and its cross sections, in terms of flexure, axial toad, shear and tension, shall be taken as the nominal strength cal- culated in accordance with requirements and assumptions of this code, multiplied by a strength -reduction factor q in Sections 1909.3.2 and 1909.3.4. 1909.3.1.1 If the structural framing includes primary members of other materials proportioned to satisfy the load -factor combina- tions of Section 1928.1.2, it shall be permitted to proportion the concrete members using the set of strength -reduction factors, rp, listed in Section 1928.1.1 and the load -factor combinations in Section 1928.1.2. 2-113 1 Attachment B Hoag/Caltrans Property Line AN CROACtiMCNT PERMIT QUIREi FROM CALTRANS OR TO if, 'STALfATJON"'OF Th CTURE. Attachment C Soil Nail Wall Bond Stress Evaluation icer n • s ma . a "RIP 11111rIMI Mt .0.1 a� s MI MB. a lasaviialow "iggirgeS Mat Mt MOM MI 'MIMI SS Structural Engineering To: GEORGE BURROUGH From: PIROOZ BARAR Date: December 5, 2005 Subject: Plan Review Comments Job No.: 050091 Job Name: Hoag Hospital - Change to Height of Wall Company CONDON-JOHNSON ASSOCIATES Address: 9303 CHESAPEAKE DRIVE SUITE B City: SAN DIEGO State: CA Zip: 92123 We have received plan review comments from City of Newport Beach Building Department with regards to our submittal of the Permanent Soil Nailed Wall from the geotechnical standpoint at the subject project Prepared by Mr. Gamini Weeratunga and Ken Bagahi of Bagahi Engineering Inc. dated November 10, 2005. We are responding to the comment that pertain to the bond stress (Pull out Strength) that we have assumed in the design of our system. Response - The assumed pullout strength in a soil nailed wall system is not strictly a geotechnical parameter as it not only depends, obviously on the strength and characteristics of the soil, it also is dependant on the methods of drilling and grouting of the soil nail. In this case we have "based" our assumption on the information provided in the soil report, however we have relied on our past experience and familiarity with the drilling and grouting procedures employed by the shoring contractor for the project, CIA. In addition these values are tested in the field according to a testing program that is in compliance with FHWA standards. In our telephone conversation with Mr. Ken Bagahi on 12/01/05 we discussed the above issues. Mr. Bagahi indicated that the Soilnail Testnails are to be tested to 133% of their design load. We have modified our sheet SH-01 and we are resubmitting the PDF file of this drawing. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar, S.E. PB&A Inc. cc. Ali Bastani, PhD, GE / Lowney Associates I A TRC Company Fax: 714 441-3091 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com GENERAL NOTES aras Aar NmR YAWN0 WAWO Sa WB(0 WM 5 Tom Corm AREATommTa L 25001 SO ES ca. mu mmessmIN111O Amami I. cw51MKAw MYI4 (0I'MY R50*PO.MB,„R55rer(5S>ER). 2. ',Air Kiln tIAL "o. DE 5E"• rrvTaaattm1 5005 r IN "CCOBBANCY ra4/a5SR or aim & A Bwrl55e5a� w°sr m A90rilA OrA5.' M 1SaM""'NSN5PE'o1"Mw204515r Mr A.m 095ro AtTo1`N.`5/ 00READ 5CMa50(Iw lam ow s¢ ANT omWNa 0a5 Aar roe REaRER0_O¢Y ANa ARE VIM ON )7/c Nyasa Non/ PAWN ao ow DRAWLS FRAY MC SO(1)00. S INC. AY wY 4Sau5xa(S AN0 Liar er (0aR0w0O1 ammo mas lrg 04A"'RWAMT AND 5n'Ma-AAs PRAAWM RI OK EARTHMTRNavd(1055INRACN (artmcr010555./nvoYR M.m.M1 AL/PYN/N W) inn ANa it AMt &LAD. Be Or sat Huai a b. 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NAL POOR.. o CREASE Sat tsNAIL LOAO mxmin(pRocKSOK saps w A5CORDANce Wm m( raLOwN6 50V 51511 anAl aAK asoo d ISM (A1 Law) /M-CE NSl1 mom? mq sme7aN x' a nt.Rnx w n1A yw.J TERRACE Or Para WY5-0EMe(MOM a 1W Pr Bair Hat P- B . 2J6 YYs F( M N¢ .0.10 saw u15M - BOIS AOM ,IIY(I. cairn 4Y0 .P/(au 5f(((A¢v PBy3SN IBMVIr ASSf5A TES IS CONK TO PROUD( M( S5((ut I S7(7AM' AND WE 3OBSERVATION 544(7 TO ME AO/Moo ✓ne OrPa,.WC IN COMPLIANCE WLIANCE WMa INK . ao INSPECTORRH GENCYA555NAKSIGBII (YNRIEN((WWS5((NK OK COVSMAOV OF PERMANENTNAILED I- ITEMS MYECI5O BY AVE TES Me AGENCY A- PL AUK.") AND TESTING Or OICNEA; B- PLACEMENT Or N(N(OSCMB DRILLING OE INY5S ANO 1NSIAILAINW Or PK 505 NANS D. TESTING O. /NE SOV NAILS A 2- /TENS 0,95(NKO BY M( CCOT(KWCAI ENORVITR. RMICA AON DKr R/f 50.I' /FCC5 STRATA (NCMW/!R(B ARE IN B(YERA& COVPa wa' MM IMC EAVOW55 Of !H( ri'OI(OM2CAL /NK5//CAPar J- Pa A IS TO PERFORM PERIODIC 515 OBYRYA PON AND RENEW IESEWS AM MOAOTO2NO REPORTS ANY O95(NKB NONCOMPLIANCE ITEMS ACE TO P( REPORTED (n PBBA. PUG, AT THEIR MSCR(MW Iqf R(COMMEMO ANY estrum. MOON O9 LACK INIATO! coopYKnAdi 1451 55Pr (OLIOMNE SuOMSR05�EOLLREAR'N 00 (53005KAAIIl(0 SLOkMS LEAK I:ICMr r• DKr AT rOP eV PROW Or ILE !ACC Or PIE MNAL Cur. o- Dino pe SOW AND itiOPI PK PAVED., TOR INSTALL. RON Of MT NABS AS DESOVED eCANEralrEACAWE SEMEN NE MBS AV M.m To OK ANSIALIAnav unafiAm. per RaixO AND oine. NNENW FOR GENERAL C0N5'CNIANCC YRN OW5SCNNICAL VA5M DATED FED 26. 5006 os�is�N5NwIar5Nms0A anw NEBRNC0 YAW 0EO6LTNY. AUGMENT (NO BLBAPIOW FOR c0NLONIANc6 055N B6CLSC 0W6C PLANS EEBIENEO NE CONNESANce MTN 511E EECO6IdN110N5 CIF 5500 CORROSION REPORT SI 52 53 5( 55 5AA SSA 5G 57 5e SD DRAWING us(G% &NEPAL NOTES SNORING PLAN STONING PLANS ELEVATIONS ELEVATIONS ELEVATIONS ELEVATIONS SECTIONS N 5RAILS DETAILS S5ILNAI SCHEDULE S(NLNNL SCHEDULE AIMIEOLUIN CUE CLEMPACE CACl/ we ON C.CHTER Pe Pun TOP or Ana M.Nf. LDELI WATERPROOF wOAF Oa. olLa 4ia 7I rig 50 rtfir!Oa SHEET S1 OF 12 Technical Report Documentation Pane 1. Report No, FHWAO-IF-03-017 2. Government Accession No. 3. Recipient's Catalog No. 4. Title and Subtitle GEOTECHNICAL ENGINEERING CIRCULAR NO. 7 Soil Nail Walls 5. Report Date March 2003 6. Performing Organization Code 7. Author(s) Carlos A. Lazarte, Ph.D., P.E., Victor Elias, P.E., R. David Espinoza, Ph.D., P.E., Paul J. Sabatini, Ph.D., P.E. 8. Performing Organization Report No. 9. Performing Organization Name and Address GeoSyntec Consultants 10015 Old Columbia Road, Suite A-200 Columbia, Maryland 21046 10. Work Unit No. (TRAIS) 11. Contract or Grant No. DTFH61-00-C-00109 12. Sponsoring Agency Name and Address Office of Technology Application Office of Engineering/Bridge Division Federal Highway Administration U.S. Department of Transportation 400 Seventh Street, S.W. Washington, D.C. 20590 13. Type of Report and Period Covered Technical Manual, 2001-2002 14. Sponsoring Agency Code 15. Supplementary Notes FHWA Technical Consultant: J.A. DiMaggio, P.E. (HIBT-20) Contracting Officer Technical Representative (COTR): Chien -Tan Chang (HTA-22) 16. Abstract This document presents information on the analysis, design, and construction of soil nail walls in highway applications. The main objective is to provide practitioners in this field with sound and simple methods and guidelines that will allow them to analyze, design, and construct safe and economical structures. This document updates information contained in FHWA-SA-96-069R (Byrne et al., 1998). The focus is on soil nailing techniques that are commonly used in the U.S. practice. The contents of this document include: an introduction, a chapter on applications and feasibility, descriptions and guidelines for field and laboratory testing in soil nailing applications, descriptions of the common U.S. practice, analysis and design of soil nail walls, chapters on contracting approach and technical specifications and design examples. Because of the popularity of the Allowable Stress Design (ASD) method [also known as Service Load Design (SLD)] among practitioners, the methods presented in this document are based on the ASD method. 17. Key Word soil nailing, soil nail walls, soil nail testing, shotcrete, soil nail wall design, soil nailing specifications 18. Distribution Statement No restrictions. 19. Security Classification (of this report) Unclassified 20. Security Classification (of this page) Unclassified 21. No. of Pages C 22. Price Form DOT F 1700.7 Reproduction of completed page authorized Conventional shotcrete procedures as described in the specifications (see Appendix E) are applicable. During shotcreting, construction equipment that causes excessive ground vibrations should not be operating in the vicinity of the shotcreting operations to reduce shotcrete rebound (i.e., shotcrete slump). The overlying cold joint must be cleaned prior to placement of the overlying lift of shotcrete. Acceptable methods for cleaning the shotcrete joint include washing with a combination of injected water and compressed air, blowing with compressed air, or sand blasting. Care should be taken to avoid eroding the soil cut face below the cold joint. The most critical factor in ensuring a good quality shotcrete facing is a nozzleman who is experienced in applying (i.e., "gunning") shotcrete. The specifications may require the nozzleman to complete a pre -qualification test panel prior to beginning production work. Some basic recommended practices for applying shotcrete facings are provided below: • the nozzle should be held perpendicular to the exposed excavated surface, except when shooting around reinforcing bars; • optimum nozzle distance from the surface being shot against is: 0.6 to 1.5 m (2 to 5 ft) for wet -mix, 1 to 2 m (3 to 6 ft) for dry -mix; • placement of shotcrete should start at the bottom; • voids shall not be allowed to form behind bars, plates, or steel mesh; and • where sharp edges and accurate lines are required, these should be set out by screen boards, guide wires and/or depth spacers. Temporary shotcrete facings typically consist of 100-mm (4-in.) thick WWM-reinforced shotcrete, placed directly against the soil, as the excavation proceeds in staged lifts. The steel bearing plate is positioned while the shotcrete is wet. Deviations from perpendicularity are adjusted with tapered washers below the nut. Once the bottom of the excavation is reached, a permanent wall facing is built. 8.5 LOAD TESTING 8.5.1 Introduction Soil nails are load tested in the field to verify that the nail design loads can be carried without excessive movements and with an adequate factor of safety. Testing is also used to verify the adequacy of the contractor's drilling, installation, and grouting operations prior to and during construction of the soil nail wall. If ground and/or installation procedures change, additional testing may be required to evaluate the influence on soil nail performance. It is typical practice to complete testing in each row of nails prior to excavation and installation of the underlying row. This requirement of completing all testing in the upper row may need to be relaxed, at the direction of the engineer, for very long walls. If test results indicate faulty construction practice or soil nail capacities are less than that required, the contractor should be required to alter nail installation/construction methods. Testing procedures and nail acceptance criteria must be included in the specifications. Load testing can consist of: 162 Verification or Ultimate Load Tests Verification or ultimate load tests are conducted to verify the compliance with pullout capacity and bond strengths used in design and resulting from the contractor's installation methods. Verification load tests should be conducted to failure or, as a minimum, to a test load that includes the design bond strength and pullout factor of safety. The number of verification load tests will vary depending on the size of the project and the number of major different ground types in which nails will be installed. As a minimum, two verification tests should be conducted in each soil strata that is encountered. Verification tests are performed on "sacrificial" test nails, which are not incorporated into the permanent work. Proof Tests Proof tests are conducted during construction on a specified percentage, typically five (5) percent, of the total production nails installed. Proof tests are intended to verify that the contractor's construction procedure has remained constant and that the nails have not been drilled and grouted in a soil zone not tested by the verification stage testing. Soil nails are proof tested to a load typically equal to 150 percent of the design load. Creep Tests Creep tests are performed as part of ultimate, verification, and proof testing. A creep test consists of measuring the movement of the soil nail at a constant load over a specified period of time. This test is performed to ensure that the nail design Toads can be safely carried throughout the structure service life. 8.5.2 Equipment for Testing A center -hole hydraulic jack and hydraulic pump are used to apply a test load to a nail bar. The axis of the jack and the axis of the nail must be aligned to ensure uniform loading. Typically, a jacking frame or reaction block is installed between the shotcrete or excavation face and the jack. The jacking frame should not react directly against the nail grout column during testing. Once the jack is centered and aligned, an alignment load should be applied to the jack to secure the equipment and minimize the slack in the set-up. The alignment load should not be permitted to exceed 10 percent of the maximum test load. Figure 8.1 shows soil nail testing operations. Movement of the nail head is measured with at least one, and preferably two, dial gauges mounted on a tripod or fixed to a rigid support that is independent of the jacking set-up and wall. The use of two dial gauges provides: (1) an average reading in case the loading is slightly eccentric due to imperfect alignment of the jack and the nail bar, and (2) a backup if one gauge malfunctions. The dial gauges should be aligned within 5 degrees of the axis of the nail, and should be zeroed after the alignment load has been applied. The dial gauges should be capable of measuring to the nearest 0.02 mm (0.001-in.). The dial gauges should be able to accommodate a minimum travel equivalent to the estimated elastic elongation of the test nail at the maximum test load plus 25 mm (1 in.), or at Least 50 mm (2 in.). A hydraulic jack is used to apply load to the nail bar while, a pressure gauge is used to measure the applied Load. A center -hole load cell may be added in series with the jack for use during creep tests. For extended load hold periods, load cells are used as a means to monitor a constant applied load 163 while the hydraulic jack pump is incrementally adjusted. Over extended periods of time, any load loss in the jack will not be reflected with sufficient accuracy using a pressure gauge. Recent calibration data for the jack, pressure gauge, and Load cell must be obtained from the contractor prior to testing. Figure 8.2 shows schematically a hydraulic jack typically used in soil nail applications. The nail bar shall not be stressed to more than 80 percent of its minimum ultimate tensile strength for Grade 525 MPa (Grade 75) steel or more than 90 percent of the minimum yield strength for Grade 420 MPa (Grade 60) steel. Figure 8.1: Soil Nail Load Testing Setup. 8.5.3 Verification Tests Source Porterfield et al. (1994). Verification tests are completed on non -production, "sacrificial" nails prior to construction. In addition, verification testing may be required during production to verify capacities for different in situ conditions encountered during construction and/or different installation methods. Although it would be optimal for verification tests to reach the point of pullout failure, this may not be possible in some cases. Verification tests provide the following information: determination of the ultimate bond strength (if carried to pullout failure); • verification of the design factor of safety; and • determination of the soil nail load at which excessive creep occurs. 164 As a minimum, verification test loading must be carried out to a Toad defined by the pullout factor of safety times the design allowable pullout capacity. If the factor of safety for pullout is 2.0, then the test Load must verify 200 percent of the allowable pullout capacity. Test loads in excess of this minimum, and preferably to failure, are recommended as they provide considerably more information and may lead to more economical drilling installation methods. The test acceptance criteria require that: HYDRAULIC OIL UNE (TO HYDRAUUC PUMP AND PARE GAUGE) WAIL BAR TO READOUT CABLE LOAD CELL REFERENCE PLATE DIAL GAUGES ATTACHED TO SUPPORTS ON GROUND INDEPENDENT OF WALL // ‘%\\/\// .. , i , BEARING PLATES HYDRAULIC RAM V" REACTION FRAME /PLATE \ 1%\ `//�•' SHOTCRETE FACING, BUUDIEAD, OR GROUND Source Porterfield et al. (1994). Figure 8.2: Hydraulic Jack Used for Soil Nail Load Testing. • no pullout failure occurs at 200 percent of the design load where pullout failure is defined as the load at which attempts to further increase the test Load increments simply results in continued pullout movement of the tested nail; and • the total measured movement (AL) at the test load of 200 percent of design load must exceed 80 percent of the theoretical elastic movement of the unbonded length (UL). This criterion is expressed as AL >_ ALm;n, where AL., is the minimum acceptable movement defined as: ALmi =0.8 EA 165 (Equation 8.1) where: P = maximum applied test load; UL = unbonded length (i.e., from the back of reference plate to top of the grouted length); A = cross -sectional area of the nail bar; and E = Young's modulus of steel [typically 200,000 MPa (29,000 ksi)]. This criterion ensures that load transfer from the soil nail to the soil occurs only in the bonded length and not in the unbonded length. Loading sequences and acceptance criteria are contained in specifications (Appendix E). Figure 8.3 shows a data log sheet that can be used for the load testing of soil nails. Figure 8.4 presents an example of data reduction of soil nail Load testing to calculate elastic movement. 8.5.4 Proof Test A proof test is performed on a specified number (typically up to 5 percent) of the total number of production soil nails installed. This test is a single cycle test in which the load is applied in increments to a maximum test load, usually 150 percent of the design load capacity. Proof tests are used to ascertain that the contractor's construction methods and/or soil conditions have not changed and that the production soil nails can safely withstand design Toads without excessive movement or long-term creep over the service life. Production proof test nails have both bonded and (temporary) unbonded lengths. Specifications (see Appendix E) require that the temporary unbonded length of the test nail must be at least 1 m (3 ft). The maximum bonded length is based on the nail bar grade and size such that the allowable bar tensile force is not exceeded during testing. The typical minimum bonded length is 3 m (10 ft). Production proof test nails shorter than 4 m (12 ft) may be tested with less than the minimum 3-m (10-ft) bond length. The acceptance criteria require that no pullout failure occurs and that the total movement at the maximum test load of 150 percent of design load must exceed 80 percent of the theoretical elastic movement of the unbonded length. Again, the measured movement must be AL >_ ALmN, where ALm„, has been defined in Equation 8.1 8.5.5 Creep Test Creep tests are typically performed as part of a verification or proof test. Creep testing is conducted at a specified, constant test load, with displacements recorded at specified time intervals. The deflection -versus -log -time results are plotted on a semi -log graph, and are compared with the acceptance criteria presented in the construction specification. Acceptance criteria typically requires that creep movement between the 1- and 10-minute readings, at maximum test load, must be Tess than 1 rum (0.04 in.), or that the creep movement between the 6- and 60-minute readings must be less than 2 rnm (0.08 in.) at maximum test load. The creep criterion is based largely on experience and current practice with ground anchors and has been established to ensure that nail design loads can be safely carried throughout the structure service life. Figure 8.5 presents an example of data reduction of soil nail load testing to calculate the creep movement between the 1- and 10-minute readings. 166 Project S574- VAIL 1f10 Project No.: Dote: 59t4 WO 2-23- 9i SOIL NAIL TEST DATA SHEET Station: 23f07 Moil No • Length - Field Inspector .1 51771 Type Test Verification Ultimate: Po-5 21' (73l) Bonded Length: 15' Hole Dia.: 5 it Unhanded l.ngih• 6' Proof: A Time Load Movement (in) Tendon Die. Tendon Grad. Load Increments (2) Load Increments (Kips) Pressure Gouge (psi) Dial Gage 1 Dial Gage 2 Avg. Diol Gage LO it r8 ((R tRl) Comments 1a CO 4tf - - 209 0.000 0000 0.000 AUQflar 104D la02 25. 79 500 0035 C1038 0037 IQ 02 25 711 .:00 0 OM 0040 OOP IOW 50 158 1000 0555 a 956 a 995 La 05 50 158 1070 Q447 0999 0999 ta05 75 236 1500 0165 0168 0167 la 04 75 236 1500 Q 770 0.172 0171 la 09 100 31.5 2017 0234 0.217 0236 1a14 209 315 2001) 0240 0242 0241 1015 . 130 41.0 2503 0360 0361 0.251 Creep test 1a15 JO (.5) 10 410 2607 0.364 0365 0.355 1 to 10-nwle hold 1016 (1) 130 410 2500 0367 0358 0368 (bcd tel = 400) 1017 (2) 130 410 WO 0369 0370 037o 1 to 10-miute 1018 (3) 130 410 2600 0370 0371 0.377 creep movement 2or ao (5) 19 410 2600 0371 0372 0372 = 0.372 - 0368 10: 27 (6) 130 410 2609 0371 0372 0372 = 0.004 it < 004 h ]a25 (10) 130 410 2547 0.371 0372 0372 therefore creep • movement passes occeptalCe cnlerb 0 Source Porterfield et al. ( 994). Figure 8.3: Typical Data Sheet for Soil Nail Load Testing. 167 Project: ELASTIC MOVEMENT X14-v4LL M10 Project No Dote' ST14 NO 2-23-93 Soil Moil No' RI-5 Bonded Length15 Unhanded Length: 6' Bor Size: M8 (CR 60) Bar Dia • 10 (in) Cross-seetionoh Area- 074 (s4.in.) o° 02 04 08 L0 12 10 20 Test Load P (kips) 40 50 ......... .....• .• OR • • Yeas. uowmenl > (08X41X6X12) (0.74)(24X0) Teal Accepfonce Crllerla: 0.5 x P x UL x 12 A x�E fees noement of mac r of 0103 41 Tps .. 0372 n > 0103 it. Therein Test Not Posses Vogt CnMen° Wham A a ono of tendon (sa.in.) UL = unhanded length (R.) P lest load (Papa) E = 29.000 Ksl Source Porterfield et al. (1994). Figure 8.4: Example of Data Reduction from Soil Nail Load Testing. 168 TEST NAIL CREEP MOVEMENT Prolect: 5414-V4LE NIO Soli Noll No.: RI-5 Protege} No.: 5414 NO pate: 2-23-43 rnn• Mov.m•nf Inches; 0 400 0.300 WIlnalnnmllnmxmOln-111111mm11minnfn1111H1•1-nnll ulmnmpwImlmnllmpnlnlnnnl WnfWuuululnlllmlluul11llluininullutmlURlualm ImmnnllllmUNnllnnnlnllmmi munnnientsua luu uuHNIIwluluul111RNInI11RI1lrll®11�nmwumlmuuI1tl11uInlnnummUI111nunnOn1 110111W1111111UU1111111MUNIIIIIIIIIIIIMBIW1111113111WIWIIIIIIIIIIIIIIMUIRIIIIIIIIMIUMNIIIIIN MILUMIIIIIHNIUMIIMIMMIIIIIIIIIIMIUMMIIIIIIIIIIIIIMUSHINUOMMUUMIUMIMUSIIIIIIIIRINUNIIMMUI IMSBNIM11011111111112111111141111411111111111111111111111MINIOSOMNIMIUNIIM111111111411111111M1•1011111111111111 -an ®1u.a11u111utnt1 UI IIIllmisluu1111t1n111mmIIIIIII1 M-n anIIIIMIu11na1WNN11Nu••nm11Q6mmImwlrHll W1-IYlllauuunuunituul11111nutlm41nm11--nnnWmm1111unitrniwi nmummnlnnui -1W0uflnnmullullmlamumlminmuminlama nMmnnumun lmlullnmllm mumml MMIIRnlu/1Imn111mnllnuutlmlmnnlnlIminll anu.ltllllmuut111uIIlulluuu111mn nnIuIm Il1l -aanauiun Mm mumluuwnunmmunnlml-aalnnnnmulummIInln/mmmmmnnunnl -alauma umnmuatuummmummmmnnnnua-11u111uunlmnnummmnhmninunmunIa aalpnlulual uumnllluunununnnmmwuuWIYNMImImunummumin rnunmumlul M nnnm wIIIIIIUuI uonmiif HRI Olnhutom ialflhal MIIIIIiliNiinanIinIiiiIHUIIIII Ii NSW ullulngm111unmut11111n11It111nnluliMunMnh nnllmnnmuuumnmmnumm --R11EMmlllunlm 11Nmaa1uful1ntlnmmunlaafuIn uu1 n11n1I111mn11n11mlNmunum Wn111numumunumlaalnluuuumlmmnutWnllWnum ininn mnmumlllunuulmuW aaaalnmlmmmpmlml-mmnmmm ounitulnllluminln innmu nnnlnminnnnunaum One uatlmnllmllmnullllllumnn umuummuu noun 11mimllllnlunlllll111ntn11IWum Yaallll/unlnluul Im llll 1 1 1 1 1 1 11M11111ut111ua111Mm Inu1ul111mum1 11114111111111111 MURMURS um IIIIIIIIIIIW4nr'lilllunlitulul' nUlnuliul1n11t111IIuutnlminIIMUm aanwu mm11111I Inunna.ru..mlm111ml1h nu/1m111mm1mnunumummnmunm 111M1RMInnelutllln lunntiu lmnkllhp11lllunlaaanlmlfUlmnnINnmlUlmuum nitummi an nluln IuWImIIIUIII1111m111111I1111r11IMU uu1U11l11N1111n111n11m1I1IIIIMI IIMI iianffnmm�mNHNIm IBUIIIuhIIIOINmIIHI ei101iMENIIMliilm nuu"ntn°iiIIIIIIH1 IIIn DNNllnmml auaa IMOIII ulnmm nninuIIIIIINN IIIIII°tnmiinaaaiinulm11111m1HimnlHAmnlmm�il MIIMllwrmll Mu.nnlauulmn llmtlliunnlmuulmnmmsuana.MnmWulmmmummsimml nnmmmnnm •Hnunllmlunl uuunlnmumnm umineuussR1nl1nu111111unnll11l?mamuumllllllnllllll waaamlluuu.uunuuminmum Rmn iiIiI imiawiumunuuinmINNmawNtl NnmHNINN -nnn u�l11u11n101nhllnlllmnnuiluhHnmm�umaseUmnninsuuuounimnminnunluunmunnuti In WMURInmtuMml11r1111Iun mn111umn-UMnNIMMIU MUMMImu1111tllmmultmmu USE 1111u111u11I1t111 nrnuum1I1llnuinlMnlul/lamnmlumlminnumnlllllllunluu wSRRi11l1 unlunmumnmImnnuummmIm-MRSURnnunlnmlmununMulnlluumnllmI --Rn nnunmumumnnmmm1ul111miiumg RMMI IRluumnmmnUIpumumnmum MUM ulllU11ii1N"imm�mn11111•iimi1IIlflinnnlluuririiuuimuniuugiiiu11M111NIW M1anIau11nu0allllnl NNnnuialuahInmm�lnnaiaOWOiu INUIMUnvINmIIUMUMnm•1111G Wnn111luhmll11111111111n1uhtlmIIMIn111111111-UMuMlllu111ulmlmppmmllnuml l$IIIntVUO -M1WallnnuuuupuumuulmlmmrllnumnluM uunnmuul 11111411111111111 • lll11111I1141 Ilutlmlllulllua-MMa nit11t11111m11NIInlllmmlllluIIIllmuu ■ l U11111111111 llllllll 111•11111111111111111•1111111111 uu111111nlmmll11u11111111mnmmlull aandlllnhIInu111u11IIII11uuuumu11mu11111111ua-®mululmnlmulmrinuuw 1xumrnun NM uUlllll1p1ullltlamnmllN1111u11111111UR1M mmlltlnpluuulnumlullh11111nua ■ nuulnnu nu nunniu mu -Man 1n1111mm111ul1uul111nM itiuri u nun minim uu11111111111111I1nW Ilul11I11u11111mn1111nllllllllllll1llllll MMRu 1lllllul11111m 1lllllU1n111111plmlthllllSM11ntl 111111unUnnml11u1 IIIIInllll a-Rnitlullu/1m111111IU•W U11u11nuN I1nul1m11IIM-Mn11tllnnlmllmlllulusumm111u1lllulnm -Nlaalntnnluunummnrnmnnnmmutumu-a•nlllunnimnumullulmnmmlm unarm aaRWlun nnummumwlnumunmmumlmlaaauln111m111N11mnlielitnllnlllmt minim •UMRWIIIul1111NI11Il1UI11It1anuINllt1111n11nnaUMMII lM11111t11Nlnlul 11111111 m1Uml B1n,uuuluuuuuuM11muu1•1111 NI11iuuu1�URnnglllulnWlnullmmlIIIII unnmohmNmuuIn N rl ♦ e, to r% CO a O O Log Time (minutes) n f a m r 4 AO Source Porterfield et al. (1994). Figure 8.5: Example of Data Reduction from Soil Nail Creep Testing. 169 • Attachment D Location of Soil Disposal Site .,MapQuest: Maps Page 1 of 1 3600 S Raitt St Santa Ana CA 92704-7531 US Notes: OdSR4L SaE All rights reserved. Use Subiect to License/Copyright This map is informational only. No representation is made or warranty given as to its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use. http://www.mapquest.c.om/maps/print.adp?mapdata=OE4WNszgW9zTF8eNQD7Ka1i8Q%2... 1 /6/2006 STORMATER COMPLIANCECIALISTS UPDATED STORM WATER POLLUTION PREVENTION PLAN (USWPPP) FOR HOAG HOSPITAL CITY OF NEWPORT BEACH ORANGE COUNTY, CALIFORNIA OWNER/DEVELOPER: Hoag Memorial Hospital Presbyterian Campus Newport Beach, CA Prepared By: Stormwater Compliance Specialists 6920 Miramar Road, Suite 303 San Diego, Califomia 92121 (858) 527-1795 Initial SWPPP: May 2000 Revised: July 2005 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benlcia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail. kazemi@noerosion.cam UPDATED STORM WATER POLLUTION PREVENTION PLAN (USWPPP) FOR HOAG HOSPITAL CITY OF NEWPORT BEACH ORANGE COUNTY, CALIFORNIA OWNER/DEVELOPER: Hoag Memorial Hospital Presbyterian Campus Newport Beach, CA Prepared By: Stormwater Compliance Specialists 6920 Miramar Road, Suite 303 San Diego, California 92121 (858) 527-1795 Initial SWPPP: May 2000 Revised: July 2005 • Updated Storm Water Pollution Prevention Plan Certification FOR HOAG HOSPITAL CITY OF NEWPORT BEACH ORANGE COUNTY, CA I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Authorized Signature: Signature Printed Name Position! Title Date (/ice Pros 1 0Qa.. `— , F 0 • CONTACT NAME AND PHONE NUMBERS The following Hoag Hospital staff members have been appointed to be responsible for implementation of HOAG HOSPITAL's Storm Water Pollution Prevention Plan, in the City of Newport Beach, Orange County, CA. The Individual Project Managers should be contacted if any question arises. NAME JOB TITLE COMPANY PHONE NUMBER Lloyd Dick Project Engineer Hoag Hospital 949 764-4578 David Hamedany Project manager on Wall and Outpatient / parking Hoag Hospital 949 764-4467 Greg McClure Project manger for Child Care Hoag Hospital 949 764-4477 Mike Slaby Technical Sales Manager Pure Effect, Inc. — Water Monitoring / Dewatering 714 639-7873 TBD Erosion contractor for wall TRC 949 727-9336 iii HOAG HOSPITAL City of Newport Beach Orange County The General Permit requires that amendments to the site -specific Storm Water Pollution Prevention Plan (SWPPP) are prepared "whenever there is a change in construction or operations, which may affect the discharge of significant quantities of pollutants to surface waters, ground waters, or a municipal separate storm sewer system". The SWPPP should also be amended if it "has not achieved the general objective of reducing pollutants in storm water discharges." Amendments to the SWPPP should be entered into the table SHOWN on Page V. The affected portion of the SWPPP should be noted in the amendment table and updated versions of the affected pages should be placed into the onsite copy of the SWPPP. • General Site Amendments Information: • 1. Locations of the changes since startup of grading indicated on an updated Site Plan. 2. Describe the existing construction conditions. What area and/or control measures are involved? What Best Management Practices (BMPs) are implemented and proposed? 3. include plans for any project site condition and/or changes. 4. A signed copy of the appropriate certification page shall be attached at the beginning of any major amendments. Where as, minor changes such as, relocation of concrete washout or stabilized construction entrances or stockpiled materials, construction storage areas and or removal of temporary sediment basins, shall be marked on the site plan, documented in the amendment log and dated by the superintendent or site project manager. iv • • RECORD OF AMENDMENTS TO SWPPP FOR HOAG HOSPITAL CITY OF NEWPORT BEACH ORANGE COUNTY, CALIFORNIA Amended No. Date Description Amended by 01 5/2000 Storm Water Pollution Prevention Plan (SWPPP) Law/Crandall 02 7/2005 Updated SWPPP for Hoag Hospital Stormwater Compliance Specialists, Inc. 03 v TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 1.1 Regulatory Background 1 1.1.1 Federal 1 1.1.2 State of California 2-3 1.1.3 Local Authority - City of NEWPORT BEACH 4 1.1.4 NPDES General Permit NOI 4-5 2.0 PROJECT DESCRIPTION 6 2.1 General 6-7 2.2 Pollution Prevention Team 7-8 3.0 SITE -SPECIFIC CONSTRUCTION UPDATED STORM WATER POLLUTION PREVENTION PLANS 9 3.1. Potential Polluant Source Identification 9 3.1.1 Recommended BMPs for Dry Months for Entire Project 9-12 3.1.2 Weather Triggered Action Plan (WTAP) 12-15 3.1.3 Erosion and Sediment Pollution Control 15-16 3.2 Other Construction Materials and Hazardous Waste Pollution Control 16-20 3.3 Non -Storm Water Discharge Management 21-22 3.4 Good Housekeeping 23-24 3.5 Post -Construction Storm Water Management 24-25 4.0 SITE MONITORING, REPORTING, AND RECORD KEEPING 26 4.1 Inspection and Maintenance Procedures 26 4.2 Inspection Frequency and Reporting 26 4.3 Sampling and Analysis per State General Permit 27-32 5.0 GENERAL MAINTENANCE AND REPAIR PROCEDURES 33 6.0 Compliance Certification and Noncompliance Reporting 34 6.1 Retention of Records 34-35 6.2 Employee Training 35 7.0 REFERENCES 36 vi LIST OF APPENDICES APPENDIX A NOTICE OF INTENT APPENDIX B SITE VICINITY MAP APPENDIX C EROSION AND SEDIMENT CONTROL MAP APPENDIX D TITLE SHEET & STORM DRAIN AND STORM WATER AND STORM WATER PONDING & EMERGENCY MAP APPENDIX E RECOMMENDED/INSTALLED BMPs ON SITE PLAN APPENDIX F RECOMMENDED BMP DETAIL INSTALLATION SPECIFICATIONS APPENDIX G LIST OF POTENTIAL POLLUTANTS APPENDIX H STORM WATER INSPECTION REPORT FORM APPENDIX I MAINTENANCE REMEDIES • APPENDIX J CONSTRUCTION CONTRACTOR TRAINING CERTIFICATION APPENDIX K GENERAL NPDES CONSTRUCTION PERMIT • APPENDIX L CITY OF NEWPORT BEACH, BUILDING DEPARTMENT, EROSION CONTROL SPECIFICATIONS APPENDIX M CITY OF NEWPORT BEACH LOCAL IMPLEMENTATION PLAN (LIP) APPENDIX N BMP IMPLEMENTATION SCHEDULE APPENDIX 0 SUB -CONTRACTORS LIST APPENDIX P NOT FORM vii 1.0 INTRODUCTION Storm water discharges associated with HOAG HOSPITAL'S construction activities located in the City of Newport Beach, Orange County, CA are regulated under the National Pollutant Discharge Elimination System (NPDES) Permit, and the State Water Resources Control Board (SWRCB) Statewide General NPDES Permit No. CAS000002, Order NO.99-08, for Discharge of Storm Water Discharges Associated with Construction Activities. This Updated Storm Water Pollution Prevention Plan (USWPPP) for construction activities was developed in accordance with Title 40 from the Code of Federal Regulations (CFR), Parts 122, 123, and 124 under the NPDES Program, administered by the California Environmental Protection Agency (CAL EPA), the SWRCB, and the Santa Ana Regional Water Quality Control Board, as well as the County of Orange discharge control regulations. The updated plan was prepared in accordance with the requirements outlined in the General Permit for Storm Water Discharges Associated with Construction Activities (Order No. 99-08) issued by the SWRCB. This USWPPP identifies potential pollutant sources from construction activities at the project that may impact storm water quality and provides guidelines for pollutant reduction in both non - storm water and storm water discharges. 1.1 Regulatory Background 1.1.1 Federal In 1972, the Federal Water Pollution Control Act (now known as the Clean Water Act (CWA)) was amended so that pollutant discharge to waters of the United States from any point source is effectively prohibited, unless the discharge is in compliance with the NPDES permit. Amendments to the CWA added Section 402(p) establishing a framework for regulating municipal and industrial discharges of storm water under the NPDES program. • Federal regulations for controlling pollutants in storm water run-off discharges were promulgated by the U. S. Environmental Protection Agency (US EPA) on November 16, 1990 (40 Code of Federal Regulations (CFR) Parts 122, 123 and 124). The regulations require facilities that discharge storm water to surface waters associated with industrial activities, such as construction, including clearing, grading and excavation of an area five acres or greater obtain a NPDES permit and implement Best Available Technology Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT). Examples of BAT/BCT are combinations of effective erosion and sediment control measures, such as: permanent or temporary hydro mulch and seed with tackifier, soil stabilizer such as bonded fiber matrix (BFM), erosion control blankets, fiber rolls, silt fence, sediment traps and sediment basins. Facilities that discharge industrial water, including from construction activities, through separate municipal storm drains to surface water, either directly or indirectly, must be covered by an NPDES permit. This includes the discharge of "sheet" flow (general overland flow) through a drainage system or other conveyance. The existing Federal regulations provide that storm water discharges from construction projects that encompass one (1) or more acres to waters of the United States are effectively prohibited unless the discharge is in compliance with an NPDES Permit. HOAG HOSPITAL encompasses an area greater than one acre of total disturbed land, requiring the project to be permitted under the NPDES Permit regulating storm water discharges. 1.1.2 State of California Federal regulations allow authorized states to operate the NPDES program and it gives them the authority to issue general or individual permits to regulate storm water discharges associated with construction activities within their jurisdiction. For discharges to California State waters, the NPDES storm water -permitting program is administered by the SWRCB through nine Regional Boards. Under the Califomia State Storm Water • Program, storm water discharges associated with industrial activities, including construction activities may be permitted under a general permit issued by the SWRCB or individual permits issued to dischargers by the Regional Board. The SWRCB has issued two statewide general permits. One permit (CAS000001) applies to storm water discharges associated with industrial activities, excluding construction activities, and the other (CAS000002)--The General Permit --applies to construction activities exclusively. The General NPDES Permit (Order No. 99-08), for construction activity, was first adopted on August 20, 1992, was revised by the State Board on August 19, 1999, and amended on December 6, 2002, The amended Permit (Appendix K), includes the required sampling of Sediment and Non -Visible pollutants, and reduced the acreage threshold for permit requirements from five acres to one acre. The general permits were issued with the intent to reduce pollutants in storm water discharges from construction areas, to require dischargers to implement control measures to prevent storm water pollution. Dischargers must apply for coverage of their storm water discharges prior to commencement of construction from industrial activities, under a general permit by submittal of a Notice of Intent (NOI). The general permits require dischargers to eliminate most non -storm water discharges, develop and implement site -specific SWPPPs, and to monitor discharges to the storm water collection system Alternatively, the Local Regional Board may issue individual NPDES permits to regulate storm water discharges and provide for elimination of non -storm water discharges, develop and implement SWPPPs, and institute appropriate monitoring programs. By their terms, the statewide general permits issued by the SWRCB will not apply to discharges that are covered by an individual construction NPDES permit issued by the local Regional Board. • • 1.1.3 Local Authority City of Newport Beach The General Construction Permit does not preempt or supersede the authority of local storm water management agencies to prohibit, restrict or control storm water discharges to separate storm sewer systems or other watercourses within their jurisdiction, as allowed by State and Federal laws. In fact, cities under the NPDES Municipal Permit (Phase I and II) are held responsible for discharges from their public drainage systems. When applying for a building or grading permit from the City of NEWPORT BEACH, projects are required to submit a SWPPP in accordance with the State General Construction Permit. In addition, the Notice of Intent and WDID number cover page from the SWRCB must be submitted to the City. The City of Newport Beach has a Local Implementation Plan (LIP) in place at this time (APPENDIX M). The City of NEWPORT BEACH BMP manual is included as APPENDIX L, as well as the following BMPs: ✓ Review Erosion Control Notes located on Title Sheet located in Appendix "D". ✓ Stabilize exposed slopes within 14 days of slope completion or within 48 hours of predicted rainfall. ✓ Vegetation stabilization using hydroseed may only be used from May 1s` to August 15th . ✓ Vegetation proposed to stabilize slopes must be installed by August 15th, watered and established prior to the 1st of October. 1.1.4 HOAG HOSPITAL Construction Project -General Permit For regulation of storm water discharges associated with the HOAG HOSPITAL project HOAG HOSPITAL has submitted an NOI (located in Appendix A) to the State Board for coverage under the State General NPDES Permit for Storm Water Discharges Associated with Construction Activities. Law/Crandall (A Division of Law Engineering and Environmental Services, Inc. — Los Angeles) prepared the original Storm Water Pollution Prevention Plan in May of 2000. The main objectives of this USWPPP are to: Described previously completed, proposed and current construction program at the project area. • Identify the existence of any potential construction related sources of storm water pollution. • Implement Best Management Practices, (BMPs) for reducing construction related storm water and non -storm water pollution per State NPDES Construction Permit. • Establish inspection, monitoring, sampling and record keeping procedures as required by the State General NPDES Construction Permit. • Describe proposed post construction BMPS. • Submit change of information or terminate coverage for a portion of the project when phases within the project are completed. • 2.0 PROJECT DESCRIPTION 2.1 General The HOAG HOSPITAL project is located at 1 Hoag Drive, in the City of Newport Beach, Orange County, California. The Campus is divided into an Upper and Lower Campus. The site is bounded to the west by West Hoag Road and a condominium complex, to the east by Newport Boulevard, to the north by Hospital Road, and to the south by West Coast Highway. Construction work will be taking place on the Lower Campus ONLY at this time. The Site Vicinity Map is located in Appendix C. The proposed projects site layout, along with proposed parking lots, buildings, retaining wall, drainage systems and BMPs are included on the Erosion and Sediment Control Map in Appendix E. The entire Campus drains into the Newport Beach municipal storm drain system and then into Newport Bay. There are three existing Lower Campus Storm Drain Systems. System One receives runoff from western portions of the upper and lower parking lots and discharges to an outfall point on West Coast Highway to the south. System Two receives runoff from the eastern portion of the lower parking lot, Hoag Drive, and areas south of the Support Services building and Support Services Parking Structure. This system discharges to an outfall point at West Coast Highway and the Newport Boulevard off ramp. Two subsystems (2A and 2B) receive runoff from the eastem portion of the upper and lower parking lots, landscaped areas, and Hoag Drive near the Child Care Center and also drain into System Two. System Three receives runoff from Hoag Drive and areas west of the Hoag Cancer Center and discharges to an outfall point at West Coast Highway and the Newport Boulevard off ramp. • • • • Five subsystems (3A, 36, 3C, 30, 3E) receive runoff from streets, parking lots, and landscaped areas surrounding the Child Care Center and the Hoag Cancer Center and drain into System Three. Currently, construction work on the Lower Campus is limited to the approved Cogen Power Plant, which is estimated to be completed by August of 2005. The three proposed projects are also located on the Lower Campus. The construction of, a retaining wall along Northern portion of the limits of the project, located below and adjacent to the existing condominium complex. The existing Terrace Parking Lot and L.C. West Parking Lot will be demolished and a new parking lot will be constructed. The existing Childcare Center will be demolished and new modular buildings will be installed including utilities (construction expected to begin in December 2005 and end in January 2006). The existing parking lot next to the existing Childcare Center will be demolished and a new one installed after the modular buildings are completed. An Outpatient addition will be added to the existing Cancer Center (construction expected to begin in December 2005 and end in April 2006). 2.2 Pollution Prevention Team A Storm Water Pollution Prevention Team (SWPPT) has been organized to ensure that the site specific SWPPP should remain an effective compliance tool to minimize or abate the potential for contamination to the environment caused by pollutants in storm water runoff, and to modify the SWPPP as required. The SWPPT should compose of the following representatives: • Storm Water Program Manager - Responsible for management, coordination, information dissemination, and updating the SWPPP. Serves as the primary point of contact with, State and Local officials, on -site construction managers, and contractors. Name: Lloyd Dick Phone: 949-764-4578 • On -site Construction Manager - Responsible for contractors' implementation of the site SWPPP and contractors' compliance with SWPPP program requirements; implementation of site -specific SWPPP; tracking personnel training, monitoring, reporting requirements, and record keeping. Responsible for facilitating and coordinating discussion between contractors and school district's representative. Name: Lloyd Dick Phone: 949-764-4578 • Environmental Oversight Team Inspectors - Responsible for performing periodic monthly site inspections or as needed to assist site manager that contractors are complying with the site -specific SWPPP and for verifying that implemented field BMPs are effective. Report potential problems or failure of BMPs to site manager, sample runoff if necessary and to assure that the project is in compliance with the State's General Permit. Name: Lloyd Dick Phone: 949-764 4578 Proiect Emergency Response Representative - Responsible for responding to hazardous spills and other health and safety concerns. Coordinates emergency operations. Name: Lloyd Dick Phone: 949-764-4578 • 3.0 SITE -SPECIFIC CONSTRUCTION UPDATED STORM WATER POLLUTION PREVENTION PLANS Best Management Practices (BMPs) are those practices, procedures and controls implemented onsite that best achieve the reduction of pollutants in the storm water and protect water quality standards. Appropriate BMPs are good housekeeping practices, using Best Available Technology Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT), to minimize the contact of storm water run-off with potential pollutants and reduce or abate non -storm water discharges. 3.1 Potential Polluant Source Identification Erosion and sediment are the greatest potential sources of pollutants to storm water discharges during initial grading and construction activities. If the disturbed areas are not stabilized using appropriate control measures, the following may occur regardless of weather conditions: • Tracking of mud from construction entrance onto paved streets. • Potential sediment -laden storm water run-off from disturbed areas, rough cut streets, building pads, spoils materials during installation of wet and dry utilities and inadequate storm drain inlets protection. • Washing tracked mud from paved streets into storm drains. 3.1.1 Recommended BMPs for Dry Months for HOAG HOSPITAL Temporary Best Management Practices for the dry season for the HOAG HOSPITAL are as follows: • • • Dust Control • The dirt onsite may be subject to erosion by prevailing winds as well as tracking and grinding of soils materials by construction vehicles. Therefore, the superintendent has implemented street sweeping around the site frequently and as necessary and to water heavily tracked and graded areas during the dry season on an as needed basis. ➢ PM 10 Due to possible dust generated by construction activities, Hoag Hospital has prepared a plan for decreasing Particulate Matter with a diameter of 10 micrometers or less that may be in the air. The EPA considers construction sites to be a common place for Particulate Matter to threaten human health since Exposure to PM-10 effects breathing and respiratory systems, damages lung tissue, causes cancer and premature death. The following are some recommended BMPs to lessen airborne Particulate Matter and its inhalation ♦ Follow Precise Grading Plan Requirements on Title Sheet included in Appendix "D". ♦ Apply water to disturbed areas by utilizing water truck, lawn hoses for dust abatement. ♦ Treat soil with an adhesive soil amendment to keep dirt from becoming airborne. • Landscape as soon as possible. ♦ Install irrigation system and use it to wet soil and prevent Particulate Matter from becoming airborne. ♦ Wear surgical type masks on windy days or while working in areas where the soil is untreated and vehicles are present to help prevent the inhalation of dust. ♦ Sweep streets daily and prior to windy days to minimize particulate matter from becoming airborne. 10 • • Inactive Areas; Check Dams • Stabilize all inactive inventory lots with water for wind erosion. Install gravel bags on paved roads at regular intervals of 25 to 30 feet along curbs and gutters as check dams, to contain an accidental spill before it gets into the storm drain. Stockpile Maintenance • All stockpiled/spoils materials from grading operation installation of wet and dry utilities should be protected from wind erosion and accidental washout from un-seasonal rainstorms by covering with plastics or erosion control blankets. Street Sweeping • Street sweeping should be conducted frequently and as necessary to remove all loose materials either manually or by sweep truck. No washing of tracked soil materials or other pollutants should be permitted unless authorized by superintendent if there is no discharge into storm drain (full containment.) Good Housekeeping • Project site supervisor will be responsible for performing the good housekeeping practices as described in Section 3.4 of this updated SWPPP, during construction to maintain compliance with the State's NPDES General Permit for construction activities. Training • Train all contractors and sub contractors on pollution prevention and their responsibilities on clean up and maintenance of BMPs installed. Washouts • Concrete, stucco and masonry wash hoppers and laying equipment will be at designated washout areas or a level area away from paved street and storm drains. I • Inspection and Maintenance • Material and equipment will be routinely inspected for leaks or conditions that could lead to discharges of pollutants to the storm water collection system or possible contact with raw material, intermediate material, or final products. Removal of BMPs • If construction activities require the removal of any erosion or sediment control BMP, such BMP shall be replaced at the end of each working day when the five-day rain probability forecast exceeds 40% or prior to the start of a weekend or holiday. At minimum BMPs will be installed according to the BMP schedule discussed in this SWPPP, including the mandatory seasonal installation requirements for sediment and erosion control devices. 3.1.2 Recommended BMPs for HOAG HOSPITAL Temporary Best Management Practices to minimize or abate potential pollutant discharges during the rainy season from October 15` to May 31s' for HOAG HOSPITAL are as follows: Divert Run -On • Safely divert off -site drainage volumes (run-on) around or through the construction project (only the runoff from rain that falls directly on the disturbed area should be allowed to run across it to reduce discharge of potential pollutants from the project). Exterior and Interior Slopes and Active and Inactive Lots • Fiber roll and/or silt fence are a few options to be installed at the toe of slopes as sediment control. These types of BMPs are essential for perimeter control, reduction of erosion of disturbed areas, and required by the NPDES permit. Slopes on site may also be treated with a Bonded Fiber Matrix to minimize the potential for fugitive dust. 12 • • On — Site Storage and Disposal of Construction Materials Good housekeeping practices will be implemented to cover and store materials, where practical; Minimize contact with rainfall or runoff; Minimize waste; and Dispose of waste properly and recycle to extent feasible. Construction materials to be disposed of should be placed in dumpsters, other receptacles, or designated storage areas appropriate for the waste material at the end of each working day. Each contractor and subcontractor will be provided with a yard for material and equipment storage. All paints and solvents are required to be stored inside a roofed and lockable storage container. All waste material generated will be properly disposed of at an approved disposal site. Routine and emergency vehicle maintenance is expected to occur on -site when necessary upon approval from the superintendent any appropriate controls, such as use of drip pans, plastic sheeting, and or bermed areas will be utilized in this event. Equipment storage, cleaning, and maintenance operations will be limited to a designated protected area. Dust Control • The dirt onsite may be subject to erosion by prevailing winds on dry days, as well as tracking and grinding of soils materials by construction vehicles. Therefore, the superintendent should implement street sweeping around the site frequently and as necessary and to water heavily tracked and graded areas during the dry season on an as needed basis. ➢ PM 10 ♦ Follow Precise Grading Plan Requirements on Title Sheet included in Appendix "D". ♦ Apply water to disturbed areas by utilizing water truck, lawn hoses for dust abatement. ♦ Treat soil with an adhesive soil amendment to keep dirt from becoming airborne. ♦ Landscape as soon as possible. 13 • ♦ Install irrigation system and use it to wet soil and prevent Particulate Matter from becoming airbome. ♦ Wear surgical type masks on windy days or while working in areas where the soil is untreated and vehicles are present to help prevent the inhalation of dust. $weep streets daily and prior to windy days to minimize particulate matter from becoming airborne Due to possible dust generated by construction activities Hoag Hospital has prepared a plan for decreasing Particulate Matter with a diameter of 10 micrometers or less that may be in the air. The EPA considers construction sites to be a common place for Particulate Matter to threaten human health since exposure to PM-10 effects breathing and respiratory systems, damages lung tissue, causes cancer and premature death. The following are some recommended BMPs to lessen airbome Particulate Matter and its inhalation: Stabilized Construction Entrance • Construction vehicle and equipment traffic from the site may be a significant source of transportation for sediment. From the wheels of vehicles, it may be deposited on the City streets, and from there, into the storm drain system. The superintendent will maintain all temporary stabilized construction entrances and sweep any soil tracked on the streets as frequently as needed. BMP Materials Storage Area • All BMP materials, such as empty or filled gravel bags, roll of silt fence and fiber roll, roll of 10 ml plastic, stakes and roll of erosion control blankets etc., will be stockpiled in strategic areas in order to be available as needed for repairs and emergency use. The materials should be stocked prior to the rainy season and re -stocked as needed. Removal of BMPs • If construction of the project necessitates the removal of any erosion or 14 • sediment control BMP, such BMP shall be replaced at the end of each working day when the five -clay rain probability forecast exceeds 40% or prior to the start of a weekend or holiday. At a minimum BMPs will be installed according to the BMP schedule discussed in this SWPPP, including the mandatory seasonal installation requirements for sediment and erosion control devices 3.1.3 Weather -Triggered Action Plan (WTAP) At a minimum, 24-hours before a predicted storm event, defined as a forecasted 40 % chance of rain, the WTAP for the HOAG HOSPITAL project will be implemented to assure the site's BMPs are effective in preventing sediment and potential pollutants from discharging into the City of Newport Beach storm dram system... The Plan consists of two key elements: inspection and maintenance. Inspection — Appointed personnel will inspect the project site 24-hours before a predicted storm event and after storm events as required by the NPDES Permit. All observation and corrective measures should be documented. The inspector should use the inspection form located in Appendix H or any other appropriate inspection form. Maintenance — Any necessary maintenance and repairs of existing erosion control, sediment control and pollutant abatement measures discovered during the inspection will be carried out at once. During extended storm events, inspections and repairs should be performed during daylight hours, each 24-hour period, assuming it is safe to do so. All observations and corrective measures should be documented. Stockpile all BMP erosion and sediment control materials (recommend at a minimum 125 % of the materials needed) in strategic areas on site so materials are available as needed and can be deployed quickly and efficiently. 15 • • a minimum 125 % of the materials needed) in strategic areas on site so materials are available as needed and can be deployed quickly and efficiently. 3.2 Other Construction Materials, and Hazardous Waste Pollution Control (Applicable to entire site) The following sources also may be present in varying quantities at the project during construction of residential houses and installation of utility lines. The table on page 23 in section 4.3 shows a list of potential pollutants. Typical control measures that should be implemented at the construction -sites for controlling the potential sources of pollution are discussed below: • Fuel, petroleum, and waste oil drums, if present at the site, should be stored on covered secondary containment pallets with a capacity of 10 percent greater than the amount of stored material. All leaks or spills should be cleaned and disposed of immediately. No leaks should be washed into the storm drain. • Soil stockpiles should be protected against wind erosion, and landscape irrigation run-off. Such materials should not be stored near active storm drain inlets. • The Fire Department must be notified immediately for all accidental hazardous spills that enter the storm drain. For significant or hazardous spills that cannot be completely controlled by on -site personnel the procedure should be as follows: The project superintendent Lloyd Dick, or his designee must immediately notify the local emergency response agency by dialing 911, and then contact the Governor's Office of Emergency Services Warning Center (800) 852- 7550. Thereafter, it is advisable to notify the Regional Water Quality Control Board and other appropriate state and local officials. Notification will first be made by telephone and followed -up with a written report within 5 days or 16 • • sooner. A spill clean-up contractor or Haz-Mat team will be contacted immediately. The Emergency telephone number of the project site superintendent, Lloyd Dick, will be posted at the construction trailer for notification in case of a spill, which is 949 764-4578. • Licensed waste material handlers should service portable commodes and trash dumpsters regularly. As feasible, portable commodes should be located away from streets and storm drain inlets. • Concrete trucks should not be allowed to wash out or discharge surplus concrete wash water in an uncontrolled area on the site. • Prior to any threatened rain event and whenever possible hazardous construction material should be stored on pallets, under cover and away from the storm drain. Cover may include small enclosures or plastic sheets before a predicted rainfall. • Store hazardous materials in original containers in a designated storage area. The location of these temporary materials storage should be shown on the Site Map. • Do not clean out brushes or rinse paint containers into the dirt, street, gutter or storm drain. Collect and dispose of painting materials in approved manner offsite. • Certain construction waste materials (litter, cups, and plastic bags) should be in a designated fenced area or other trash receptacle. All other waste generated by construction activities at the Project will be collected and stored in metal dumpsters and disposed of in compliance with Federal, State of California, and local laws, regulations, and ordinances. Liquid waste will be disposed of in a similar manner. However, liquid waste will be contained in properly labeled drums stored on spill -containment pallets. All hazardous waste will be disposed of in the manner specified 17 • by the manufacturer. All sanitary waste will be collected from the portable units and will be properly disposed of to an off -site, permitted wastewater treatment facility. Cover and Containment of Materials: The owner considers cover and containment to be the primary method to reduce or eliminate potential pollution in runoff from construction materials, chemicals, and products. Cover and containment should be utilized, to the extent feasible, in both the storage and use of such materials. Inability to cover and/or contain construction materials containing non -visible pollutants may trigger the non - visible pollutant monitoring program described further in Section 4.3.2. Examples of situations that would be appropriate for cover and containment actions include, but are not limited to: • Storage of paints and painting materials indoors, inside a trailer, or under a roof • Storage of concrete bags with plastic sheeting covering the bags • Storage of petroleum products in barrels with tight -fitting covers • Use of drip pans under parked construction equipment or vehicles (to contain any leaks or spills) • Use of drip pans and/or plastic sheeting liners underneath concrete mixing equipment (to contain any leaks or spills) • Parking of construction equipment in bermed maintenance yards • Storage of materials not kept indoors or inside trailers in storage areas with either an earthen or sandbag berm surrounding the area, To the extent feasible, construction materials should be stored at designated storage areas. Designated storage areas should be protected with a combination of debris fencing, protected perimeters, gravel entrance/exit points, and covered material storage trailers. Construction materials stored outside of designated areas should be covered or contained to the extent feasible. Cover of materials can be accomplished by placing materials indoors, inside a trailer or 18 • • shed, under a roof, in a water -tight container, or under impermeable materials (i.e., plastic sheeting). Placing materials within earthen or sandbag berms or dikes, within bus -boy trays, etc, can accomplish containment. Chemicals, drums, automobile batteries, and bagged materials should not be stored directly on the ground. Bags/bottles/drums of pesticides and herbicides must be covered so that storm water does not contact these materials, or contained so that any water containing these materials is not allowed to run off site. Pavement Construction Management: Proper management of pavement construction materials and activities minimizes or eliminates discharges to gutters, storm drains, and watercourses resulting from on- site road paving, surfacing, and asphalt removal activities. Apply concrete, asphalt, and seal coat during dry days to prevent contaminants from contacting storm water runoff. Cover storm drain inlets and manholes when paving or applying seal coat, or similar materials. Always remember to park paving machines over drip pans or absorbent materials, to contain drips. Protect drainage ways by using earth dikes, sand bags, or other controls, which will divert or trap and filter runoff. When making saw —cuts use as little water as possible. Cover each catch basin completely with filter fabric and contain the slurry on site by placing sand bags or gravel bags around the catch basin. Shovel, absorb or vacuum the slurry residue from pavement or gutter and remove from site at the end of the day. When washing down exposed aggregate concrete, wash only when wastewater can either flow into a dirt area, drain onto a bermed surface from which it can be pumped and disposed of in an authorized sanitary sewer or by a hazardous waste disposal program, or be vacuumed from a catchment's created by blocking a storm drain inlet. If necessary, place check dams down slope, or divert runoff with temporary berms. Allow aggregate rinse to settle, and pump the water to the sanitary sewer if permitted by local wastewater plant. Collect and return 19 • • sweepings from exposed aggregate concrete to stockpile or dispose with trash; no washing should be permitted. Recycle broken concrete and asphalt. Inspect and maintain machinery regularly to minimize leaks and drips. Inspect inlet protection measures before and after rainfall events. During extended storms, inspect at least everyday. If subjected to non -storm water flows, inspect daily. Oil, grease and other hazardous substances can be picked up from vehicles and construction equipment by storm water. Therefore, onsite contractors must adhere to the following activities on a daily basis: Maintenance: Inspect and maintain all construction equipment to prevent oil or other fluid leaks. Report all leaks and spills to your immediate supervisor. Keep stockpiled spill cleanup materials readily accessible. Onsite contractors should check incoming vehicles and equipment for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite or parking near the storm drains and use of drip pans, plastic sheeting, or absorbent materials should be employed in these instances. Fueling: Fueling may only occur onsite using designated areas. Contractors must ensure that all fueling and fuel staging areas are located away from drainage. Contractors must always have spill control materials nearby to capture any spills from fueling that may result. Washing: Do not permit steam- cleaning onsite. Use vehicle drip sheets, drip pans, or absorbent material in accordance to avoid contaminating soil when equipment is maintained or stored onsite. Keep in covered area when not in use if feasible. 20 • • • 3.3 Non -Storm Water Discharge Management General In general, discharge of material other than storm water into the storm water collection system is prohibited. Certain non -storm water discharges may be allowed if they are related to construction activity and are necessary for performance and completion of a construction project. Non -storm water discharges that may be allowed include, but are not limited to: landscape irrigation or erosion control measures pipe flushing and testing, and temporary or permanent reservoir dewatering. Each circumstance associated with such discharges shall be evaluated on a case -by -case basis. Wherever feasible, alternatives that do not result in discharge of a non -storm water flow to the storm water collection system should be implemented. Discharge of a certain non -storm water flow to the storm water collection system will be allowed only if: 1) a Dewatering Permit is obtained from City/County, if required, prior to dewatering; 2) the site superintendent ensures that discharge does not contain suspended sediment (like silt) or other pollutants that would cause or contribute to a violation of water quality standards; 3) the discharge received treatment, such as filtration, as necessary. No NPDES permit is required if the storm water containing only sediment is reused on site as dust control, or discharged to the municipal sanitary sewer system (per agency authorization), or discharged to an approved adjacent property without causing any nuisance or erosion or treated with appropriate filtration system before discharged into a storm drain. Sediment is the most common pollutant associated with dewatering at construction sites. Removal of sediment will result in removing other pollutants 21 • • that are adsorbed with sediment, such as metals, bacteria from animal and human wastes. Dewatering Procedure: Following are recommended steps for dewatering of accumulated storm water and non -storm water (containing sediment only). Certain discharges will require coverage under the De Minimus Discharge Permit. Each circumstance associated with such discharges should be evaluated on a case -by -case basis. Wherever feasible, altematives that do not result in discharge of non -storm water discharge into the storm water collection system should be implemented. Discharges of non -storm water to the storm water system will be allowed as follows: • If the discharge is one covered by the Low Threat Requirements or De Minimus Permit from Regional Board (such as dewatering wastes from subterranean seepage and pipe flushing), the provisions of that Permit will be complied with. • Comply with appropriate control measures and housekeeping practices as described in this updated SWPPP. • The preference for disposal of stranded stormwater (such as depressions, trenches, sediment traps, etc.) in order of preference is 1) recycling on site or evaporation/infiltration, 2) collection in tanker trucks, or 3) disposal in the storm drain system after application of appropriate treatment BMPs and/or passing through appropriate filtration devices. Hoag Hospital will be conducting a dewatering operation to remove groundwater located in mid- August 2005 when construction on the new retaining wall begins. Pure Effect, Inc. has been contracted to conduct this operation monitor and conduct all required sampling. A Permit has been issued by the Santa Ana Regional Water Quality Control Board allowing them to perform the dewatering operations. 22 • • 3.4 Good Housekeeping The following are the recommended practices: • All material stored on -site should be stored in a neat, orderly manner in their appropriate containers and, if possible, under a tarp or roof and off the ground. • Concrete waste, waste from concrete trucks, stucco and masonry wash hoppers will take place only at designated washout areas or Level area away from paved street and storm drains. • Small temporary concrete washouts are established (approximate dimension should be 2ft.1 x 4ft.w x 1ft. deep) for contractors and subcontractors to dispose of their wash water. Washouts should be established at the interval of every 3-4 active lots with bottoms and sides covered with 10 mil of visqueen. • Site personnel should be responsible for the cleanup of their respective areas. • Products will be kept in their original containers with the original manufacturer's label, when feasible. • Store all paints, solvents, enamels, sealers, bonding agents, and other chemical inside or in a covered area. Use designated washout area to clean all equipments. Do not allow rinse material to reach paved area or storm drains. • An effort should be made to store only enough products required to complete the task. • Substances will not be mixed with one another unless directed by the manufacturer. • Whenever possible, all of a product will be used before disposing of the container. • Manufacturer recommendations for proper use and disposal will be followed. • Garbage and waste will be collected and disposed of regularly. • Equipment should be routinely inspected for leaks and spills to ensure proper working conditions. Drip pans or similar devices should be utilized under parked vehicles and machinery when feasible. Clean up leaks and spills immediately using diapers or absorbent materials. • Material and equipment will be routinely inspected for leaks or conditions that could lead to discharges of pollutants to the storm water collection system or possible contact with raw material, intermediate material, or final products. • Site employees are trained in techniques to ensure proper spill cleanup procedures are performed. 23 • • • Hazardous material will be kept in the original container unless not reusable. • Original labels and Material Safety Data Sheets (MSDS) should be retained to aid in the handling, usage, and disposal of hazardous products. • Surplus hazardous products will be disposed of per manufacturers' or local and State recommended methods. • When feasible, portable toilets will use secondary containment and be located off the hard deck, away from streets, not on an angle, and away from storm drain inlets. 3.5 Post -Construction Storm Water Management According to State NPDES General Permit the SWPPP shall include BMPs to reduce pollutants in storm water discharges after all construction phases have been completed. Since Hoag Hospital is in the City of Newport Beach, it must comply with the City's post - construction requirements. Hoag Hospital is responsible for the maintenance of the Post ConstructionBMP's when construction is completed with one exception, landscaping. The Landscape Architect will be responsible for stabilizing all exposed disturbed soil surfaces following grading operations, maintaining erosion control measures until vegetation is in place, complying with applicable guidelines and recommendations for the use of fertilizers and pesticides, specifying BMP Standards CA 11 and ESC 10 for material management and vegetation maintenance, and compliance with the NPDES Storm Water Program as stated in the DAMP. For Information regarding the 2003 Orange County Drainage Area Management Plan (DAMP) refer to: http.//www.ocwatersheds.com/StorniWater/documents damp lip. asp While the 2004 DAMP provides a foundation for the Orange County Stormwater Permittees to implement model programs designed to prevent pollutants from entering receiving waters to the maximum extent practicable, the description and detail of how this is being accomplished on a local level is contained in a Local Implementation Plan (LIP). The LIP is designed to work in conjunction with the DAMP and each city and the County have developed a comprehensive LIP that is specific to their jurisdiction. For Information regarding the City of Newport Beach Local Implementation Plan (LIP) refer 24 • • • to ihttp://www.cleanwaternewport.corn/does/crib lip/Section%20A-4%20•- %20Legal%20Authorify pdf Applicable BMPs consist of Non-structural and Structural Measures. Non-structural measures consist of Education for Property Owners, Tenants, and Occupants; Activity Restrictions; Landscape Management; BMP Maintenance; Litter Control; Catch Basin Inspection; and Street Sweeping Private Streets and Parking Lots. Structural Measures consist of Filtration; Common Area Efficient Irrigation; Common Area Runoff -minimizing Landscape Design; Energy Dissipaters; Catch Basin Stenciling; and Inlet Trash Racks. 25 • • 4.0 SITE MONITORING AND RECORD KEEPING 4.1 Inspection and Maintenance Procedures To maintain effective vegetation, erosion and sediment control measures, as well as other protective measures during construction activities, an Inspection and Maintenance (UM) program should be established for the construction project. Trained personnel from HOAG HOSPITAL and/or its contractors should routinely inspect disturbed construction areas that have not yet been finally stabilized. Also, areas used for storage of hazardous or non -hazardous material that is exposed to precipitation, structural control measures and points of vehicular ingress and egress require routine inspection. The implementation of the procedures presented below provides an outline of appropriate inspection protocols. Site construction supervisors and/or contractor inspectors are responsible for conducting regular SWPPP compliance inspections and for providing formal reports to the Project Manager for each inspection completed. 4.2 Inspection Frequencies and Reporting Site inspections should be performed weekly thru all phases of construction until project is terminated. Each inspection should evaluate the need for additional BMPs, repairs to any BMP failures and any accidental spill cleanup. The designated staff should document all visual inspections, including repairs and spill cleanup. During the rainy season, October 1 to May 31 in addition to the proposed weekly inspection, inspections should be performed prior to, during extended storm events (over 24 hours) and after each rainstorm event to evaluate the BMP effectiveness, as required by the State General NPDES Permit. Repairs should be made to any of the BMP failures as soon as possible. All visual inspections should be documented. The visual observations should be recorded using either the inspection forms presented in Appendix I, or another appropriate form and should be kept with the SWPPP on site, along with documentation of the repair and the corrective measures undertaken. 26 • 4.3 SAMPLING PER STATE GENERAL PERMIT • • The following are proposed sampling analyses for the project per State Board Resolution 2001-014. GENERAL INFORMATION: The recently amended State Water Resources Control Board NPDES Permit Order # 99-08 DWQ (Appendix K) requires permittees to implement specific sampling and analytical procedures to determine whether Best Management Practices implemented on the construction sites are: 1) preventing further impact by sediment in the storm water runoff discharged directly into waters listed as impaired for sediment or silt; 2) preventing other potential non- visible pollutants that are known to exist on site from corning into contact with storm water runoff which may exceed water quality. The following contingency plan is the amendment to the existing Storm Water Pollution Prevention Plan (SWPPP) for sampling and analytical procedures at the HOAG HOSPITAL construction project. The plan also includes a sampling schedule for both sediment in runoff, discovered during inspection that may be exposed to storm water, and for non -visible pollutants. I. SEDIMENTATION/SILTATION The storm water runoff from the Project directly discharges into the storm drain system, and not into impacted receiving water per the SWRCB 303(d) List. Thus no sampling of sediment is necessary for the project 11. NON -VISIBLE POLLUTANTS A. Source Identification HOAG HOSPITAL has developed a contingency sampling and analysis program at the HOAG HOSPITAL Project for potential pollutants, which are not visually 27 • • detectable in storm water runoff. Pursuant to sections A.5.b (2), (3) and (4) and section A.5.c. (I) And (2), potential pollutants that may come in contact with the runoff due to poor housekeeping and could affect or exceed a water quality objective are included in this table: Category of Pollutant Construction Site Material Not Visually Detectable in Stormwater Runoff: Asphalt Products Crumb Rubber, Shingles, Bottom Ash, Steil Slag, Foundry Sand, Fly Ash Cleaning Products Acids, Bleaches, Trisodium phosphate (TSP), Solvents Cement and Masonry Products Acid Wash, Portland cement, Masonry products, Mortar, Concrete Rinse water, Non -pigmented curing compounds Landscaping Products Aluminum Sulfate, Elemental sulfur, Fertilizers, Herbicides, Pesticides, Lime and Gypsum Line Flushing Products Chlorinated Water Painting Products Adhesives, Paint Strippers, Resins, Sealants, Solvents, Thinners Portable Toilet Products Potable Toilet Waste Soil Amendments Copolymer, Lignin Sulfonate, Psyllium, Guar, Petroleum, Resin, Gypsum, Plant gums Dust Palliative Products Salts (magnesium chloride, calcium chloride and natural brines) Treated Wood Products Ammoniacal-copper-zinc-arsenate (ACZA) Vehicles Antifreeze and other vehicle fluids, Battery Acid Historic Containments Contaminants identified in CEQA documents as historic contaminants which do not adhere to soil and which have the potential to run off the site in storm water at unacceptable levels (such as metals, VOCs) Contaminated runoff (excluding sediment/turbidity) such as: a) runoff with elevated pH from contact with soil amendments such as lime or gypsum; b) washing of exposed aggregate concrete; c) concrete rinse water; d) equipment washing operations; e) fuel and construction material storage areas; f) spillage from portable toilet, g) concrete saw cutting operation; h) sealing activities, i) 28 • paving activities and j) washing of a portable toilet and/or spillage or Teaks, etc. Examples of when sampling will be required are: When a visual inspection indicates that there has been: 1) a breach; 2) a malfunction; 3) a leakage or a spill from installed BMPs; 4) on -site storage materials areas that result in discharge with storm water runoff and 5) when storm water runoff comes in contact with exposed stored materials or spilled materials and is allowed to be discharged. Examples of when samples will not be required are: All construction materials are stored under a watertight roof or inside a portable container (No Exposure). All stockpiled materials are covered with plastic. Spilled materials are cleaned up immediately and disposed of at an approved site or contained in a watertight container or inside a building. Based on these potential pollutants of concern, a trained staff or a contractor should inspect and photo document that no exposure occurred during the rain event. Analyze storm water grab samples during field inspection(s) by using field analyses (field meter) for the following parameters if observed in the runoff: pH, Conductivity, Turbidity, Total Nitrogen or Nitrate, and Dissolved Oxygen. These parameters should provide an indication whether non —visible pollutants are present in the storm water discharges. In the event of an observed spillage and/or poor housekeeping of a pollutant that cannot be successfully tested for in the field, such as known pollutants (that have come in contact with the storm runoff) a grab sample should be collected for laboratory analyses. Miscellaneous Sampling The following parameters may also be collected for laboratory analysis if observed or suspected during the inspection in the storm water runoff during 29 • inspection(s): a) Total Suspended Solids (TSS)ITurbidity; b) sheen/Oil and Grease (O&G); c) Total Petroleum Hydrocarbons (TPH) as a result of sheen noted in the runoff; d) Total Organic Carbon (TOC); and e) Total Coliform due to leakage/washing or spillage of portable toilet. Sampling Locations: Based on the Pollutants of Concern identified above, the trained staff or a contractor will test near a storm drain, down- gradient from the area that was identified by visual observation where potential pollutants were present or detected in the storm water. In addition, a control sample C-1 should be collected in an undisturbed area or an area where storm water has not come in contact with any stored construction materials for comparison with the potential pollutant sample. The samples should be analyzed both in the field for indicator parameters (such as pH, turbidity) and at a certified laboratory if warranted. Approximate locations of sampling points for both the control C-1, and polluted runoff samples S-X, should be shown on the site plan before commencement of construction. Sampling Procedures and Analysis Samples should be taken during the first two hours of discharge when the discharge occurs in daylight business hours. For laboratory analysis, all sampling, sample preservation and analyses should be conducted according to test procedures per 40 CFR Part 136 and/or in accordance with Method 1060 of the Standard Methods for the Examination of Water and Waste Water 20th Ed. Field samples should consist of grab samples taken with the appropriate sampling devices obtained from local certified laboratories, such as clean sample bottles. The grab samples should be analyzed according to the specifications of the manufacturer of the sampling meter used in the field. All field /portable meters 30 • • should be calibrated according to the manufacturer's specifications prior to sampling. Staff assigned to sampling should be trained to collect samples both for field and laboratory analyses and to perform field tests. Contractors that perform sampling should be experienced or trained for laboratory and field tests. Mobilization of sampling kits and calibration of field kits should be initiated at least 72 hours prior to any predictable rain events. STORAGE OF SAMPLING EQUIPMENT A supply of sampling equipment, materials, field calibration solutions and containers should be maintained at the site superintendent's office or the on -site trailer until termination of the project. All field and/or laboratory analytical data should be kept with the SWPPP at the site, at all times until the project is completed. An example of a reporting document for field and laboratory analysis results is shown in Table 1. CORRECTIVE MEASURES AND NOTIFICATION Per the General Construction NPDES permit, if the sampling program should indicate the presence of pollutants that may affect or exceed the water quality objectives, the site superintendent or a designated staff member should immediately initiate corrective measures to find the source, eliminate it and/or control it. In addition, the Regional Board should be notified by telephone as soon as possible, but no later than 48 hours. This notification should be followed by a written report within 14 calendar days, unless otherwise directed by the Regional Board. The report should describe the source of pollutants and the actions taken to correct or reduce pollutants, to the extent feasible within the time scheduled, if necessary. 31 • • In summary, the site superintendent should make every effort to abate or minimize contact of any materials stored or spilled at the site with any storm water run-off. All contractors and subcontractors should be trained on proper materials handling, spill cleanup and notification. STORM WATER DISCHARGE ANALYSIS AND RESULTS Sampling reports should be prepared and documented as shown in Table 1 below. The report should also include storm event information, a record of any corrective actions, the follow up activities and the laboratory QA/QC. Table 1 Date: Project Name: Time: SAMPLING STATION(#) CONTROL STATION(C-1) S-1 S-2 S-3 S-4 DATE PH, units Conductivity, umhos/cm Turbidity, ntu Dissolved Oxygen, mg/1 Oil and Grease, mg/1 Total Suspended Solids, mg/I Total Organic Carbon, mg/I Total Petroleum Hydrocarbons. mg/I Comments: 32 • • 5.0 GENERAL MAINTENANCE AND REPAIR PROCEDURES Many structural and non-structural Storm Water Best Management Practices (BMPs) require ongoing inspection, maintenance and repair. The following Table summarizes procedures to ensure that all implemented BMPs at the project site are maintained in good and effective condition and are promptly repaired or restored if necessary: BMP Maintenance and Repair Procedures Slopes Stabilized with Mulch and Tackifier Ensure that all slopes have been stabilized as recommended. Inspection of sprayed slopes should be made biweekly during the wet season, for rills and gullies for immediate repair of the slope. Fiber Rolls/Silt fences Replace damaged silt fences; remove deposited sediment, re -key bottom of fences if necessary. Replace decomposed sections of fiber roll by adding a new section on top of it or next to it. Remove accumulated soils or debris. Frequency: after each rainstorm event. Storm Drain Inlet Protection Check for damaged gravel/sand bags and replace as necessary. Remove deposited sediment and debris after each rainstorm or when it reaches one -quarter the height of the bags. Concrete Washout Check for leaks or potential overflow. Fix the leak and increase the storage capacity. Frequency: prior to a forecasted rainstorm and after each rainstorm. Covered Material Areas Cover up any exposed materials prior to rainstorm. Inspect during and after each rain event. Construction Entrances Replace gravel or remove sediment, if feasible. Frequency: daily in the rainy season. Storm -drains Check dams Repair bags or replace them. Remove excess sediment behind bags. Inspect prior to and after each rain storm See Appendix H for additional Maintenance Remedies. 33 • 6.0 Compliance Certification and Non -Compliance Reporting • Per State General NPDES Permit, by July 1s' of each year, an Annual Compliance Certification Report must be prepared to document that the project is in compliance with the requirements of the Permit and the project's site -specific SWPPP. Annual Certification must be prepared every year by July lst until the project is completed. Annual certification must be kept and maintained with the project's site -specific SWPPP records, which should be maintained for RWQCB review, upon request. The report will include inspection reports, all analytical data and any proposed revision. 6.1 Retention of Records HOAG HOSPITAL should retain copies of the site -specific SWPPP, updated SWPPP and records of all data used to comply with the State Permit for Storm Water Discharges Associated with Construction Activity for a period of at least 3 years from the date the site is finally terminated. Change of Information If ownership of a portion of the project is transferred or a phase within a multi -phase project has been completed and sold to homeowner's a Change of Information Form including a map indicating the sold portions should be submitted the Regional Water Quality Control Board. A copy of the COI submitted to the Board should also be kept in the on -site SWPPP. Notice of Termination Upon the completion of this project the owner will file a Notice of Termination. The qualifications for project completion according to the State Water Resources Board are: ♦ Ownership of the entire property covered under the Notice of Intent has been transferred. • An individual NPDES permit now covers the project. ♦ Construction is complete. ♦ The site has been stabilized in accordance with Section A.7 of the General 34 Permit, which requires 70% vegetative coverage. • All elements of the SWPPP have been completed. • Construction materials and waste have been disposed of properly. ♦ The site is in compliance with all local water management requirements. • A post -Construction storm water operation and management plan is in place. • Construction activities have been suspended temporarily or indefinitely. 6.2 Employee Training An employee awareness -training program, as required by the State NPDES Permit, should be implemented by HOAG HOSPITAL to inform personnel, at all levels of responsibility, about the components and goals of the SWPPP. Weekly trainings on pollution prevention should be held at the end of safety meetings to discuss components of the USWPPP, prohibited discharges, proper implementation of BMPs, spill prevention and response, good housekeeping, construction material management practices, non - storm water issues and practices, inspections, required sampling protocol and record keeping procedures. See Appendix J for a copy of the training certificate and an example of the training log. 35 • • 7.0 REFERENCES Association of Bay Area Government — Erosion and Sediment Control Field Manual, (May 1995). Califomia Regional Water Quality Control Board, San Francisco Region, Erosion and Sediment Control Field Manual, (1999). California Regional Water Quality Control Board, San Francisco Region, Guidebook - Information on Erosion and Sediment Controls for Construction Projects, (1999). Caitrans Storm Water Quality Handbooks (September 1997). State Water Resources Control Board (State Water Board) Order No. 99-08 DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002 - Waste Discharge Requirements (WDRS) for Discharges of Storm Water Runoff Associated with Construction Activity. Storm Water Pollution Prevention Plan (SWPPP) prepared for Hoag Memorial Hospital Presbyterian in Newport Beach, CA. Law/Crandall - A Division of Law Engineering and Environmental Services, Inc., Los Angeles, CA (May 30, 2000). 36 S T O T E R COMPLIA CIALISTS APPENDIX A NOTICE OF INTENT • 6920 Miramar Rood, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com Attachment 2 State water Resources Control Board NOTICE OF INTENT TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (WO ORDER No. 99-08-DWO) • STATUS (SEE INSTRUCTIONS MARK ONLY ONE ITEM 1. ❑ New Construction 2. X Change of Information for WDID# 830C321942 11. PROPERTY OWNER Name HOAG MEMORIAL HOSPITAL PRESBYTERIAN Contact Person MR. LANGSTON G. TRIGG JR. Mailing Address ONE HOAG DR. - P.O. BOX 6100. Tide V.P. FACILITY DESIGN & CONSTRUCTION City NEWPORT BEACH III. DEVELOPER/CONTRACTOR INFORMATION State CA Zip 92658-6100 Phone ( 949) 764 4498 Developer/Contractor SAME AS ABOVE Contact Person Mailing Address Title City State Zip Phone ( ) — V. CONSTRUCTION PROJECT INFORMATION Site/Project Name — UPPER AND LOWER CAMPUS DEVELOPMENT Site Contact Person MR. LANGSTON G. TRIGG JR. I Address/Location SPITAL ROAD12446 Del Vino Ct. Latitude 33.63N Longitude 117.93W County ORANGE City (or nearest City) NEWPORT BEACH Zip 92663 Site Phone Number 949 764 4578 Emergency Phone Number 949 764 4578 A. Total size of construction site area: 20 4 Acres C. Percent of site imperviousness (including rooftops): Before Construction: 32 % D. Tract Number(s): N/A E. Mile Post Marker N/A B. Total area to be disturbed: 5 Acres (%oftotal_25% After Construction: 45.6 % F. Is the construction site pad of a larger common plan of development or sale? X -NO G. Name of plan or development: UPPER AND LOWER CAMPUS DEVELOPMENT H. Construction commencement date: 09/96 J. Projected construction dates: Complete grading: ONGOING Complete project: ONGOING 1. % of site to be mass graded: 5-10% CONSTRUCTION K. Type 1. 6. of ■ Construction (Check all that apply): Residential 2. • Commercial 1 0 Industrial 4. I)Q Reconstruction 5. Utility Description: REMODELING DEMOLISHING ACTIVITIES AND PARKING LOTS • Transportation 7. Other (Please List): . BILLING INFORMATION SEND BILL TO: fl OWNER (as in II. above) Name Same as Above Contact Person DEVELOPER (as in 111. above) Mailing Address Phone/Fax R r information at right) City State Zip VI. REGULATORY STATUS 1 A. Has a local agency approved a required erosion/sediment control plan? El 0 NO Does the erosiorisediment control plan address construction activities such as infrastructure and structures? 0 YES ❑ NO me of local agency: CITY OF NEWPORT BEACH Phone: 949 644 3285 B. s this project or any part thereof, subject to conditions imposed under a CWA Section 404 permit of 401 Water Quality Certification? ❑ YES ElNO B yes, provide details: VII. RECEIVING WATER INFORMATION A. Does the storm water runoff from the construction site discharge to (Check all that apply): 1. ❑ Indirectly to waters of the U.S. 2. ® Storm drain system - Enter owner's name: CITY OF NEWPORT BEACH 3. fl Directly to waters of U.S. (e.g. , river, lake, creek, stream, bay, ocean, etc.) B. Name of receiving water:Iriver, lake, creek, stream, bay, ocean): NEWPORT ISLAND CHANNEL 1111. IMPLEMENTATION OF NPDES PERMIT REQUIREMENTS A. ORM WATER POLLUTION PREVENTION PLAN (SWPPP) (check one) ❑ A SWPPP has been prepared for this facility and is available for review. Date Prepared: _/ / Date Amended: / / ❑ A SWPPP will be prepared and ready for review by (enter date): UPDATED SWPPP PREPARED JULY 15.2005 A tentative schedule has been included in the SWPPP for activities such as grading, street construction, home construction, etc. B. MONITORING PROGRAM 0 A monitoring and maintenance schedule has been developed that includes inspection of the construction BMPs before anticipated storm events and after actual storm events and is available for review. N checked above: A qualified person has been assigned responsibility for pre -storm and post-stomt BMP inspections to Identify effectiveness and necessary repairs or design changes YES NO • Name: LLOYD DICK PED'N E REbPON57en MIT COM Phone: 949 764 4578 A qualified person has been assigned responsibility to ensure full compliance with the Permit, and to implement all elements of the Stone Water Pollution Prevention Plan including: YES NO Name: LLOYD DICK . Phone: :949 764 4578 2. Eliminating all unauthorized discharges DYES ❑ NO X. VICINITY MAP AND FEE (must show site location in relation to nearest named streets intersections, etc.) Have you included a vicinity map with this submittal? YES NO Have you included payment of the annual fee with this submittal? . YES 0 NO K. CERTIFICATIONS "I certify under penalty of law that this document and all attachments were prepared under my direction and supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, inc udin• the possibility of fine or imprisonment. In addition, I certify that the provisions of the permit, including the development an imp mentation of a Storm Water Pollution Prevention Plan and a Monitoring Program Plan will be complied with." Printed Na Signature: \ Tlee: VpP1 l Y4G _ • /.S/ E-?'aril' H'n<ptTm. Date: STO r. TE R COMPLI CIALISTS APPENDIX B SITE VICINITY MAP • 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail. kazemi®noerosion.com VICINITY MAP - HOAG HOSPITAL Copyright 01988-2C /soft Corp. and/or Its suppliers. All rights reserved. httpft wa.miaosof.comistreetar 0 Copyright 2003 b >hic Data Technology, Inc All rights reserved. 02004 NAVrEQ. MI rights reserved. This data includes Ir- taken with permission from Canadian authorities 0 Her Majesty tha Queen in Right of Canada. 0 ml 0.2 0.4 0.6 • 0.8 • • S T O COMPLT T E R CIALISTS APPENDIX "C" CURRENT SITE MAP 5920 Miramar Road, Suite 303 • San Diego, CA 92121 Dffice (858) 527-1795 • Fax (858) 527-1884 Oil Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com HOAG MEMORIAL HOSPITAL PRESBYTERIAN CURRENT SITE MAP OF LOWER AND UPPER CAMPUS JTJLY 15, 2005 ---------- ------------------------- -------- • r • S T O T E R COMPLIA fi CIALISTS APPENDIX D TITLE SHEET & STORM DRAIN AND STORM WATER/ STORM WATER PONDING & EMERGENCY MAP 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com Z\251412-01 Noe / VICINITY MAP ® INDICATES AREA SHOWN ON LOCATION MAP r ESTIMATED EARTHWORK QUANTITIES EXCAVATION EMBANKMENT EXCAVATION 105.900 - EMBANKMENT - - REMEDIAL GRADING 0 - SHRINKAGE (5%) - - EXPORT 105.900 - BENCH SPOIL & FOOTINGS SEE NOTE 8 BELOW TOTALS 105,900 - TO BE CONFIRMED 1. IT 15 THE GRADING CONTRACTOR'S RESPONSIBILITY TO REVIEW THE GRADING PLANS AND SOILS REPORT THOROUGHLY PRIO TO SITE MOBILIZATION. R IS ALSO THE GRADING CONTRACTORS RESPONSIBILITY TO NOTIFY ME CML AND SOILS ENGINEERS IF OPIATE DISCREPANCIES WE 08SERVEO RAT WOULD AFFECT THE EARTHWORK QUANTITIES. 2. THE EXISTING TOPOGRAPHY AS DELINEATED ON THESE DRAWINGS SHALL BE UTILIZED AS THE BASIS FOR ALL EARTHWORK COMPUTATIONS. SAID TOPOGRAPHY SHALL BE PRESUMED TO BE ACCEPTABLE TO ALL INTERESTED PARTIES UNLESS A GELATION IS FOUND PRIOR TO THE START OF GRADING IN ANY SPECIFIC AREAS. ANY DEVMTION 50 DETERMINED SHALL BE PROMPTLY TRANSMITTED TO ALL INTERESTED PARTIES. 3. THE CONTRACTOR 1S REWIRED TO ESTIMATE THE QUANTITIES OF GRADING WORK TO BE DONE ANO INCLUDE ALL COSTS THEREFROM IN HIS BID, AS NO ADDITIONAL ALLOWANCE WILL BE MADE WITHOUT PRIOR CONSENT FROM THE OWNER. OVER -EXCAVATION MD/OR EXCESS BACKFRLING OR DUPUCATION OF GRADING ACTIVITIES IS NOT A BASIS TOR ADDITIONAL COMPENSATION. THIS ALSO APPUES WHERE MATERIAL IS TO BE REMOVED AND REPLACED TO REDUCE MOISTURE CONTENT. 5. OFF -SITE DISPOSAL OF EXCAVATION MATERIAL IS THE RESPONSIBILITY GE THE CONTRACTOR ANTI SHALL BE INCLUDED IN HIS 80. THE CONTRACTOR SHALL H0L0 THE OWNER AND ENGINEER HARMLESS AS A RESULT OF ANY CLAIMS ARISING FROM ACTIONS ENROU1E OR AWAY FROM THE SITE. EXCAVATION MATERIALS SHALL BE DISPOSED OF AT A ENVIRONMENTALLY CLEARED FILL LOCATION. 6. EARTH VOLUMES SHOWN HEREON ARE ESTMAIES BASED UPON THE GEC/TECHNICAL ANALYSIS PERFORMED BY THE NAMED SOILS ENGINEER AND TOPOGRAPHIC SURVEY OF THE EXISTING GROUND SURFACE AT THE TIME OF PLAN PREPARATION. EARTHWORK VOLUMES ME COMPUTE0 BY METHODS COMMONLY USED IN STANDARD ENGINEERING PRACTICE. AND ME INTENDED FOR USE IN ESTMU5HIN0 GOVERNING AGENCY FEES. ACTUAL FIELD CONDITIONS MAY VARY FROM OBSERVED OR MEASURED CONDRIONS AT THE TIME OF PLAN PREPARATION. EARTHWORK QUANTITIES MAY VARY AS A RESULT. 7 THE QUANTITIES FOR THESE PLANS ME BASED UPON 55 SHRINKAGE AND 0% SUBSIDENCE. SHRINKAGE PERCENTAGE IS SHOWN FOR REFERENCE ONLY. ACTUAL SHRINKAGE VOLUMES MAY VARY CONSIDERABLY. B EARTHWORK QUANTITIES DO NOT REFLECT ANY MATEAR GENERATED BY UBLRY TRENCHING, WPC. &CNCUTS OR BUILDING FOOTINGS. AM EXPORT OR IMPORT REQUIRED TO BOUNCE THE SITE SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. EROSION CONTROL NOTES C 1. TEMPORARY EROSION CONTROL PLANS ME REQUIRED FROM OCTOBER 15 TO MAY 15. 2. EROSION CONTROL DEVICES SNAIL BE AVAILABLE ON SITE BETWEEN OCTOBER 15 AND NAY 15. 3. BETWEEN OCTOBER 15 AND MAY 15. EROSION CONTROL MEASURES SHALL BE IN PUCE AT THE END OF EACH WORKING DAY WHENEVER THE FNE-DAY PROBABILITY OF RAIN EXCEEDS 30 PERCENT. DURING THE REMNNDER OF THE YEAR, THEY SHALL BE IN PLACE AT THE END OF ME WORKING DAY WHENEVER ME DALY RAINFALL PROBABILITY EXCEEDS 50 PERCENT. 4. LANDSCAPING PLANS SHALL BE SUBMITTED FOR APPROVAL, WORK COMPLETED AND A CERTIFICATE OF CONFORMANCE RECEIVED BY THE CRY GRADING ENGINEER PRIOR TO CLOSURE OF PERMIT, UNLESS WANED BY THE CRY GRADING ENGINEER. 5. TEMPORARY OESILDNG BASINS, WHEN REQUIRED, SHALL BE INSTALLED AND MANTNNEO FOR THE DURATION OF THE PROJECT. IMPORTANT NOTICE SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DICALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A 'PERMIT TO EXCAVATE' WILL BE VAUD. FOR YOUR OIGALERT TOLL FREE 1-8G0-422-4131 TWO WORKING DAYS BEFORE YOU DIG. DAL TOLL FREE 1-800-227-2600 AT LUST TW0 DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT 0f SOUTHERN GAUFORNN A SEPARATE ENCROACHMENT PERMIT 15 REQUIRED FOR ANY WORK WITHIN ME PUBLIC RIGHT OF WAY. NONE IS PROPOSED. CITY OF NEWPORT BEACH HOAG MEMORIAL HOSPITAL PRESBYTERIAN LOWER CAMPUS GENERAL NOTES 1. ALL 1YORK SHALL CONFORM 10 CHAPTER 15 OF ME NEWPORT BEACH MUNICIPAL CODE (NBMC), INE PROJECT SOILS REPORT AND SPECIAL REQUIREMENTS OF THE PERMR. 2. DUST SHALL BE CONTROLLED BY WATERING AND/OR OUST PAWAINE. 3. SANITARY FACTURES SHALL BE MAINTAINED ON THE SITE CURING THE CONSTRUCTION PERIOD. 4. WORK HOURS ME LIMITED FROM 7:00 NA TO 6:30 PM MONDAY THROUGH FROM; 8:00 AN TO 6:00 PIA SATURDAYS: AND ND WORK ON SUNDAYS AND HOLIDAYS PER SECTION 10-28 OF THE NBMC. 5. NOISE. EXCAVATION. DEANERY AND REMOVAL SHALL BE CONTROLLED PER SECTION 10-28 OF THE NOW. 6. THE STAMPED SET OF APPROVED PUNS SHALL BE ON THE JOB SITE AT ALL TIMES. 7. PERMBIEE AND CONTRACTOR ME RESPONSIBLE FOR LOCATING AND PROTECTING UTILMES. B. APPROVED DRAINAGE PROVISIONS AND PROTECTIVE MEASURES MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING THE GRADING OPERATION. 9. CESSPOOLS AND SEPTIC TANKS SHALL BE ABANDONED IN COMPLIANCE WITH THE UNIFORM PLUMBING CODE AND APPROVED BY THE BUILDING OFFICIAL. 10. HAUL ROUTES FOR IMPORT OR EXPORT OF MATERIALS SHALL BE APPROVED BY THE CITY TRAFFIC ENGINEER AND PROCE0URE5 SHN.L CONFORM WITH CHAPTER 15 OF THE NBMC. 11. P050NE DRAINAGE SHALL BE MNN1NNED AWAY FROM ALL BUILDING AND SLOPE AREAS. 12. DRONE TO REOUEST INSPECTIONS AND/OR HAVE REMOVABLE EROSION CONTROL DEVICES ON -SHE AT THE APPROPRIATE TIMES SHALL RESULT IN FORFEITURE OF THE CONSTRUCTION SHE CLEAN-UP DEPOSIT. 13. ALL PIASTIO [MANAGE PIPE SHALL CO.15151 OF PVC OR ADS PLASTIC AND EIMER ASTM 2751. .'SIN D1527. ADM 03034 0R ASAP 01785. 14. NO PANT. PUSHER, CEMENT, SOIL MORTAR 0R OTHER RESIDUE UM. BE ALLOWED TO ENTER STREETS, CURBS, \ GUTTERS OR STORM DRAMS ALL MATERIAL AND WASTE SHALL BE ROAOVED FROM THE SITE. AGOG 17.32.020. REQUIRED INSPECTION 1. A PRE -GRADING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF GRADING WITH THE FOLLOWING PEOPLE PRESENT: OWNER, GRADING CONTRACTOR, DESIGN CWIL ENGINEER. 50i15 ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR THEIR REPRESENTAINES. REQUIRED FIELD INSPECTIONS WILL BE OURINED AT THE METING. 2. A PRE -PAVING MEETING SHALL BE SCHEDULED 46 HOURS PRIOR TO START OF THE SUB -GRADE PREPARATION FOR THE PAVING WITH THE FOLLOWING PEOPLE PRESENT: OWNER. PAVING CONTRACTORS. DESIGN CML ENGINEER, SOILS ENGINEER. CITY GRADING ENGINEER OR THEIR REPRESfMAIIVES. REQUIRED FIELD INSPECTIONS WILL BE ORUNEO AT THE MEETING. DOCUMENTATION I. AN AS -BUILT GRADING PLAN SHALL BE PREPARED BY THE CIVIL ENGINEER INCLUDING ORIGINAL. GROUND SURFACE ELEVATIONS, AS -GRADED GROUND SURFACE ELEVATIONS, LOT DRAINAGE PATTERNS AND LOCATIONS, AND ELEVATIONS OF ALL SURFACE AND SUB -SURFACE DRAINAGE FACILITIES. HE SHALL PROVDE WRITTEN APPROVAL THAT THE WORK WAS DONE IN ACCORDANCE WITH THE RNA. APPROVED GRADING PUN AND STATE ME NUMBER OF YARDS OF CUT AND/OR ALL MOVED DURING THE OPERATION. 2. A SOILS GRADING REPORT PREPARED BY THE SOILS ENGINEER. INCLUDING LOCATIONS AND ELEVATION OF FIELD DENSITY TESTS, SUMMARIES OF FIELD AND LABORATORY RESULTS AND OTHER SUBSTANTIATED DATA AND COMMENTS ON ANY CHANGES MADE DURING GRADING AND THEIR EFFECT ON THE RECOMMENDATIONS MADE IN THE SOILS ENGINEERING INVESTIGATION REPORT. HE SHALL PROVIDE WRITTEN APPROVAL AS TO THE ADEQUACY OF THE SITE FOR THE INTENDED USE AND COMPLETION OF WORK IN ACCORDANCE WRIT THE NBIAC. 3. A GEOLOGIC GRADING REPORT PREPARED BY THE ENGINEERING GEOLOGIST, INCLUDING A FINAL DESORPTION OF THE GEOLOGY OF THE sat. INCLUDING ANY NEW INFORMATION DISCLOSED CURING THE C&0INO AND THE EFFECT OF SAME ON RECOMMENDATIONS INCORPORATED W THE APPROVED GRADING PUN. HE SHALL PROVIDE WRITTEN APPROVAL A5 TO THE ADEQUACY OF THE SITE FOR ME MENDED USE A5 AFFECTED BY GEOLOGIC FACTORS. AIR QUALITY NOTES AFTER CLEARING, GRADING, EARTH MOVING OR EXCAVATION OPERATIONS WHILE CONSTRUCTION ACTIVITIES ARE BEING CONDUCTED, FUGITIVE OUST EMISSION SHALL BE CONTROLLED USING THE FOLL0WIN0 PROCEDURES: a. GRADE SECTIONS OF THE PROJECT THAT WILL NOT BE FURTHER DISTURBED OR WORKED ON FOR LONG PERIODS OF TIME (THREE MONTHS OR MORE) SHALL BE SEEDED AND WATERED 0R COVERED WITH (PLASTIC SHEETING TO RETARD WIND EROSION. b.GRADED SECTION OF THE PROJECT WHICH ARE UNDERGOING FURTHER DISTURBANCE OR CONSTRUCTION ACTIVITIES SHALL BE SUFFICIENTLY WATERED TO PREVENT EXCESSIVE AMOUNTS OF OUST. 2. DURING GRADING AND CONSTRUCTION ACTIVITIES, THE CONTRACTOR SHALL FURTHER CONTROL FUGITIVE DUST EMISSIONS USING THE FOLLOWING PROCEDURES: a. ON -SITE VEHICLE SPEEDS ON UNPAVED ROADS SHALL BE LIMITED TO IS MILES PER HOUR. ENTRANCES TO ALL ON -SITE ROADS SHALL BE POSTED WITH A SIGN INDICATING THE MAXIMUM SPEED LIMITS ON ALL UNPAVE0 ROADS. b. ALL AREAS WITH VEHICLE TRAFFIC SHALL BE PERIODICALLY WATERED. c. STREETS ADJACENT TO THE PROJECT SITE SHALL BE SWEPT AS NEEDED TO REMOVE SILT WHICH MAY HAVE ACCUMULATED FROM CONSTRUCTION ACTIVITIES 50 AS TO PREVENT ACCUMULATIONS OF EXCESSIVE AMOUNTS OF OUST. I GRADING NOTES A 1. GRADED SLOPES SHALL BE NO STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL 2. FILLFINISHED STAPESSURFSH ADEALL BE COMPACTED TO NO LESS THAN 90 PERCENT REUIIVE COMPACTION OUT TO THE 3. ALL FILLS SHALL BE COMPACTED THROUGHOUT TO A MINIMUM OF 90 PERCENT REUINE COMPACTION AS DETERMINED By ASIM TEST METHOD 1557. AND APPROVED BY THE SOILS ENGINEER. COIPACTON TESTS SHALL RE PERFORMED APPROXIMATELY EVERY 1W0 FEET R4 VERTICAL HEIGHT AND OF SUFFICIENT QUANTITY TO ATTEST TO THE OVERPIL COMPACTION EFFORT APPLIED TO THE FILL AREAS, 4. AREAS TO RECENT FILL SHALL BE CLEARED OF ALL VEGETATION AND DE0M5, SCARIFIED AND APPROVED BY THE 501L5 ENGINEER PRIOR TO PLACING OF THE FILL 5. FELLS SHALL BE KEYED OR BENCHED INTO COMPETENT MATERIAL fi. FINALL S EXMISTINGEADD FILLS ED. SHALL BE 42980 ED BY THE SOILS ENGINEER 0R REMOVED BEFORE ANY ADDITIONAL 7. ANY EXISTING IRRIGATION LINES AND CISTERNS SHALL BE REMOVED, 0R CRUSHED IN PLACE AND BACNFILLEO. AND APPROVED BY THE 50R5 ENGINEER. B. THE ENGINEERING GEOLOGIST AND SOILS ENGINEER SHALL, AFTER CLEARING AND PRIOR TO THE PLACEMENT OF FILL IN CANYONS, INSPECT EACH CANYON FOR AREAS OF ADVERSE STARTUP( AND DETERMINE THE PRESENCE Of, 0R POSSIBWII' OF FUTURE ACCUMULATION 0F. SUBSURFACE WATER OR SPRING ROW. P NEEDED,RESPECIME DRCAMS AA4YON.WILL BE DESIGNED AND CONSTRUCTED PRIOR 10 THE PLACEMENT OF AU. IN EACH 9. THE EXACT LOCATION OF THE SUBDRANS SHALL BE SURVEYED IN THE FIELD FOR LINE AND GRADE. 10. All TRENCH SACKFULS SHALL 0E COMPACTED THROUGHOUT TO A MIM41UM OF 90 PERCENT REIATNE COMPACTION. AND APPROVED BY THE SOILS FNGMFPB THE BUILDING DEPARTMENT MAY REQUIRE CORING OF CONCRETE RAT WORK PLACED OVER UNTESTED BACKFILIS TO FACI11ATE TESTING. 11. THE STOCKPILING OF EXCESS MAERAL SHALL BE APPROVED BY THE CRY GRADING ENGINEER. 12. LANDSCAPING OF ALL SLOPES AND PADS SHALL BE IN ACCORDANCE WITH CHAPTER 15 OF THE NBMC. 13. ALL CUT SLOPES SHALL BE INVESTIGATED BOTH DURING AND AFTER GRADING BY AN ENGINEERING GEOLOGIST TO DETERMINE IF MN SNOWY PROBLEM EXISTS. SHOULD EXCAVATION DISCLOSE ANY GEOLOGICAL HAZARDS OR POTENML GEOLOGICAL HAZARDS. THE ENGINEERING GEOLOGIST SHALL SHALL APPROVAL. RECOMMEND AND SUBMIT NECESSARY TREATMENT TO THE CITY GRADING ENGINEER FOR • 14. WHERE SUPPORT OR BURRES5NG OF CUT AND NATURAL SLOPES IS DETERMINED TO BE NECESSARY BY THE ENGINEERING GEOLOGIST ANTI SOILS ENGINEER, THE SOILS ENGINEER WILL OBTNN APPROVAL OF DESIGN, LOCATION AND CALCULATIONS FROM THE CITY GRADING ENGINEER PRIOR TO CONSTRUCTION. 15. THE ENGINEERING GEOLOGIST AND SOILS ENGINEER SHALL INSPECT AND TEST THE CONSTRUCTION OF ALL BUTTRESS FILLS AND ATTEST TO THE STABILITY OF THE SLOPE AND ADJACENT STRUCTURES UPON COMPLETION. 16. WHEN CUT PADS ME BROUGHT TO NEAR GRADE THE ENGINEERING GEOLOGIST SHALL DETERMINE IF THE BEOROCX I5 OFFENSIVELY FRACTURED OR FAULTED AND WILL READILY TRANSMIT WATER. IF CONSIDERED NECESSARY BY THE ENGINEERING GEOLOGIST AND SOILS ENGINEER, A COMPACTED FILL BLANKET WILL BE PULED. 17. THE ENGINEERING GEOLOGIST SHALL PERFORM PERIODIC INSPECTIONS DURING GRADING. 18. N011FICATION OF NONCOMPLPNCE• IF, IN THE COURSE OF FULFILLING THEIR RESPONSIBILITY, THE CML ENGINEER. THE S011S ENGINEER THE ENGINEERING GEOLOGIST 0R THE TESTING AGENCY FINDS THAT 7HE WORK IS NOT BEING DONE IN CONFORMANCE WITH THE APPROVED GRADING PLANS. THE DISCREPANCIES SHALL BE REPORTED IMMEDIATELY IN WRITING TO THE PERSON IN CHARGE OF THE GRADING WORK MO TO ME CITY GRADING ENGINEER. RECOMMENDATIONS FOR CORRECIA'E MEASURES, IF NECESSARY. SHALL DE SUBMITTED TO THE CITY GRADING FNOINEER FOR APPROVAL J PAVING NOTES J� 1. A PRE -PAVING MEETING IS REQUIRED 48 HOURS PRIOR TO PAVING. 2. THE AGGREGATE BASE SECTION SHALL BE COMPACTED TO A MINIMUM OF 957, OF MAXIMUM DENSITY. MAXIMUM AND FIELD DENSITY TO BE DETERMINED IN ACCORDANCE WITH ASTM D1557-78 UNMODIFIED. 3. A "TACK COAT' (PAINT BINDER) SHALL BE APPUD BETWEEN PAVEMENT LAYERS, AND ON EXISTING ASP PAVEMENTHALTEMULSI10 BEON. RESURFACD AT A RATE OF 0.10 GAL./SO.YD. THE TACK COAT SHALL BE A TYPE 551 4. A "SEAL COAT' SHALL BE APPUD TO THE FINISHED SURFACE AT THE RATE OF 0.10 GAL./SO.YO. THE SEAL COAT" SHALL BE A TYPE SST ASPHALTIC EMULSION WITH A 60-70 GRADE UDUID ASPHALT, 5. THE ASPHALT CONCRETE FOR PARKING LOTS SHALL BE TYPE II, CLASS C-3 AS SPECIFIED IN SECTION 400-4.3. STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, LATEST APPROVED EORIDN. THE PAVING ASPHALT TO BE MIXED WITH AGGREGATE SHALL CONFORM TO THE PROVISIONS OF SECTION 203.1 AND SHALL BE STEAMED REFINED ASPHALT WITH A VISCOSITY GRADE OF AR-4000 MINIMUM AND AR-8000 MAXIMUM TO THE SATISFACTION OF THE CITY ENGINEER. 6. PAVEMENT SECTION RECOMMENDATIONS SHALL BE SUBMITTED TO THE CITY FOR APPROVAL PRIOR TO ISSUANCE OF ROUGH GRADE RELEASE. THE RECOMMENDATIONS SUBMITTED BY THE GEOTECHNICAL APPROVEDBY SHALL THE BASED ON 'Fr CRY OF NEWPORTBEACH.ANALYSIS PAVEMENT SITE SIGN SHALL BERADE OIBASED AND O MINIMUMINDICES T.1. OF 4.0 (FOR PARKING AREAS) M0 A MINIMUM T.I. OF 5.5 (FOR TRAVELED WAYS) AND SHALL BE DESIGNED IN ACCORDANCE WITH THE COUNTY OF ORANGE E.M(A. MATERIALS LAB METHOD. 7. A CERTIFIED DEPUTY PAYING INSPECTOR IS REQUIRED DURING OPERATIONS AT THE JOB SITE AND AT THE ASPHALT PUNT. LOCATION MAP N i ROJECT LOCATION SHEET INDEX SHEET. NO. TITLE SHEET 1 KEY MAP, DETAILS AND SPECIAL NOTES 2 PROPERTY BOUNDARY 3 EXIST. SURFACE IMPROVEMENTS & TOPO 4 EXIST. SUB -SURFACE OBSTRUCTIONS 5 PROP. IMPROVEMENTS-HORIZ. CONTROL 6 SIGNING, STRIPING & TRAFFIC CONTROL 7 POT -HOLE PLAN 8-9 SURVEY VERIFICATION 10-11 WORK LIMITS & CONSTRUCT. PHASING 12 DEMOLITION PLAN 13 PRECISE GRADING & PAVING 14-16 RETAINING WALL PROFILE 17-18 SHEET GRADING SECTIONS & DETAILS EROSION CONTROL & SWPPP EXISTING HYDROLOGY MAP PROPOSED HYDROLOGY MAP STORM DRAIN PLAN STORM WATER PONDING & EMERGENCY OVERFLOW WATER PLAN SEWER PLAN COMPOSITE WET UTILITY WALL STRUCTURAL LANDSCAPE ELECTRICAL 23-24 D 19 hr�20 21 22 m 25 CO 26 1�1 27 LLJ 28 CC S1-6 EL LS1-12 ET- f io 1.I. GRADING LEGEND y^XI 11NG PPOPOSFq OFOfR P110N FINISHED GRADE FLOW UNE FINISHED SURFACE TOP OF CURB CATCH BASIN SD JUNCTION STRUCTURE SEWER MANHOLE SEWER CLUJ40UT FIRE HYDRANT GATE VALVE STORM DRAIN SEWER WATER SIZE LIGHT (LANDSCAPE) IRRIGATION CONTROL VALVES TO HP INK eat,. %O.P. RY SW 0 a. - / \ i INDICATES CM/FILL OR DAYLIGHT UNE NDICATES TOP OF GRATE ELEVATION NDICATES HIGH POINT ELEVATION NDICATES OVERT ELEVATION NDICATES BOTTOM OF PIPE NDICATES TOP OF PIPE INDICATES TOP OF WALL ELEVATION NDICATES GRADE AT BASE OF WALL NDICATES CENTERLINE NDICATES CONSTRUCTION NOTE NDICATES HANDICAP PARKING SPACE NDICATES RETAINING WALL NDIGTES TRACT BOUNDARY/PROPERTY UNE NDICATES GRADING & PERMR LIMITS fVATE Z J ILL cc CZ_C cc J W a. 2 ENGINEERS NOTICE TO CONTRACTOR(S) �O U CC CC O LL Jp I. THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. APPROVAL OF THESE PLANS BY THE CITY OF ON A T ACCURACY COMPLETENESS OF THE LOT BEACH DOES NOT CONSTITUTE A EXISTENCE OF 5 TO HE RA OR THE LOCATION OR THE EXISTENCE OR NON-EXISTENCE REQUIRED ANY UTILITY AND/OR SPRECAUTE NITHIN THE THE LIMITS TH THIS PROJECT. THE CONTRACTOR IS ECRDOR TO TAKE ALL O DUE PRECAUTIONARY MEANS TO PROTECT THE UTILITIES OF RECORD OR NOT OF RECORD OR NOT SHOWN ON THESE PLANS. 2. RELOCATION OR REMOVAL OF ANY EXISTING UTILITIES SHALL BE PERFORMED BY THE RESPECTIVE UTILITY OWNERS, AT THE EXPENSE OF THE DEVELOPER. 3. THE GRADING CONTRACTOR SHALL SATISFY HIMSELF AS TO THE PRECISE GRADING QUANTITY AS SHOWN ON THIS PLAN AS PART OF HIS 81D. 4. IT IS REQUESTED THAT THE GRADING CONTRACTOR NOTIFY THIS PRIVATE ENGINEER BY CALLING AT LEAST 48 HOURS BEFORE COMPLETION OF THE GRADING OPERATION IN ORDER THAT THIS OFFICE MAY PERFORM A FINAL INSPECTION TO COMPLY WITH OUR GRADE CERTIFICATION COMMITMENT TO CITY OF NEWPORT BEACH. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS PRIOR TO COMMENCEMENT OF GRADING OPERATIONS. 6. UNAUTHORIZED CHANGES AND USES: THE ENGINEER PREPARING THESE PINTS WILL NOT BE RESPONSIBLE FOR. OR CABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PUNS. ALL CHANGES TO THE PUNS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPMER OF THESE PUNS AND THE CITY OF NEWPORT BEACH GEOTECHNICAL REVIEW THIS PUN HAS BEE REVIEWED AND FOUND TO BE IN CONFORMANCE WITH THE GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER: LICENSE N0. EXP. DATE YIFY Of AMAMI KRW GEORCIMCAL FRIA LOWNEY ASSOCIATES 251 EAST IMPERIAL HIGHWAY FULLERTON, CA 92835 TEL 714-441-3095 FAX: 714-441-3091 SEVED ALI BASTANI PhD, PE GE 2458 12/31/05 GEOTECHNICAL ENGINEER: LICENSE NO. EXP. DATE BEVELOP[Fb HOAG MEMORIAL HOSPITAL PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA926584100 (949)X . 44160 6-30-05 • , 0O,Tvc PREPARED BY: TRC CIISTOMEB-FOCL6'ED SOLWJONS ( 949)727-9336G• FAX (949)7 7399 BABB OF BEARII9t X . BETFCIMUO0 ELEVATIONS THIS PLAN PER COUNTY OF ORANGE, CALIF. B.N. NB 2-7-77 ALUMINUM CAP 3 3/4 INCH DIAMETER ON THE 5 D OF PACIFIC COAST HIGHWAY ABOUT 400 SOUTHERLY ASSIDE AVENUE) EASTERLY FROu BALBOA BOULEVARD (OR .5 7001R BASIN.) ON THE BEINGSOUTHWEST.CORNER OF A 7X1.5 FOOT CATCH BASIN, THE CM BEING 19E16 BACK OF THE C6FACE. SET WITH EPDXY. ADJUSTEDTED 19B6, ELEVATION = 6..551. ISLE SHEET HOAG MEMORIAL HOSPITAL PRESBYTERIAN LOWER CAMPUS PRECISE GRADING PLAN CRY OF NEWPORT BEACH BUILDING AND SAFETY DEPARTMENT GRADING PERMIT NO. X NO. DATE REVISIONS APP. DATE DENNIS E. JENSEN, R0. CEG EG 1034 4/05 ENGINEERING GEOLOGIST: LICENSE N0. EXP. DATE ROY L. ROBERSON R.C.E. 44160 (EXP. 6/30/05) SITE AREA. % ACRES SHEET 1 OF 28 rit 4iyk1,-. v <•• :INC---. -4.77 •• ..."11--4-4_:./..../xc. — •.-- . - ., .. i •,. ',.. •••,_ii.:___:: • ..... ". f... '.... 1;1 ir . °" - ? b. ...'ci.k,.>, . . .:"..,./:f•iir-',...:, Ls--.•,.....s .•.,/ ,• ••*..•.\ei :.x. .....4; 42.,.:.:...„;.-..., .....c...0, -,••••• :-..-- ... ........: , - -..,•1/4:),..?2,::..,.L;;;*1::- .. ., .;;;474,1%-/A-1,,,-- :a? .. v. '4' \1.-- .... 4.,.......f.% • i'" . . . . a „ 9 .. ! • i 1 1 l ••.. ... .... . .41? .:, 1 ‘, ir c .../ / ----H—OFTERTY LINE — `..",: itc i._. ...* . ... ' v.. -L.-( -3 ..... 1 1., ..... -,......, - • :::::•::::::/..."7....• ..7. 4:1, . , .. • 'trri;1, Alln.:::/e.' \•:. • •' ‘••••.Z;::•;"1". • •^ ...... ... .. ;:, -• • • • , . • . • -..-- _ • •.-__••-•.,- • - ..• .... • • • . .--• ... • -• . - . . • • L'.""e1NL'eln,,cL.:47P -; Pfiqq.e071404,:q;:t .1;$ !., • .4,...„1.;;;•%_.;,...: ............ i `Tr 1.JtN IS ONCOLOGY CENTER (EXISTING) v C:•.t. • CONS ;e:i..; ••• ENTE_R_ _ 1: I. ILI: • .1 .1 1:!, f I: :ll.. _3/4 jEt 2 k .2 iy,i.6r7.; C-T7-; ‘.1 i • 4 r 'dr II if/a: ! I • : ! 1.17:41:7: r`r42 ... •_.. ........ • GRAPHIC SCALE ide 100 1' e2 a a RC.E. 44160 STORM WATER PERMIT NO. IN FEET) lace 50 IL SHEET _gq_ OF 28 (01 a. 2 0. 40 eti 0 0 to N cn ri -J a. 0 a. 0 .•••• 0 0 ..••• 73 a. cr0 0 - 0 00 ' (>1 I • t v."177 I/ /1. /, , • r / ;$.4t:4.tticit, ' 3 • tsx, . • t ; "). .; • •••••'ett 72.S • , ...-- -• • •, ...• • ... .4 • _. -... • ... .. - . ... ..... ••••••••• 47SD ...•.• • ... ..... ....• - • . • I ! 9.50 IC •... . •• • ••• • 4-w E44-E_ - • E OEDICATION TO CITY Or NEWPORT SERCt! • (CONSTRUCTION RIGHTS RESERVED) tt Ali ,s(c• ( . • • Sttli P-AC;Fie; co...... ._-. . GRAPHIC SCALE 3 2 00 ( iti ) Loch 30 IL 9- 10 tr) 134. 1,3 04 2 a R.C.E. 44160 ROY L. ROBERSON co 0 5 a- ffi o_ 0 z 0 cc g itt ct n•-• 0 w rij w Er J- CL 0 PERMIT I/O. SHEET 23 0p 28 \ 251482-01 Hoag Hospital \ Cock' \PG—PL-24.dwg 4/19/2005 1: 3350 PM PST yid !' - :r 0 „...; .... • ,,,_ .... -23. f'.:: I; --..... .. • ' ; .._ _ 6 - - --- - 2-•-•••-•-,2, -;..7 :2;t:;":.::•;;E::-1!: .............................. ............ _ _ • „,. ..;;;;;;.:;,'L:iT.•:::-I'..,.;--•:;H:i..fr•;::::;•-:' . .:.::::::: : . ::.3....- ::. n7t"2:;.'"J:::: ............. .. -..:..--.: H..' -.1.- --::-- ":- • ' -:... : =7.- .. -- ... .-.-S.•:::7.;E:EiC.:.::::..C.7%.• -..;•::. ' ' - EE.':.:: ttif .t===., ' Ti......7--- .. . : ..-*.--- - ---;:.:. ...":" ei() -- -- • --- -- — .--- ---- - ----*----'-- -------'- ---'----- -'-.---.'- --- "------- — ---".- .7 ..7:7=r3 ,rm,:-3--• --..---,.=“. .— — --- ,.,...., .....,. _ — • — -,- Or . .. _ PRaiEPT,P4Pes-;-,;•:', e. • ; . • • • '" 343 • • • -• - - - 7044 •• • CONFERENCE CENT lekISTING) " ry• • • H • • . ..• • n•sqj, • t 4. • • • . 7." ...... 4. kL, 3' 3 Pe pi . iros" d; • • ---• . ' — • . • x y • . • r.•-i",:f1::;-,tAl.;.-1,:;•••:.:.;.:1.;V:1%:-.1&:12,1g-4.1/" •• „ .• 14:21.5( 10'1. ill . / • i',7•-,,,,-,-.3.. , , ,{./ ••• . .„-• . e;.•;•.; Ci,33" 11_1;1 ONCOLOGY CENTER (EXISTING) . ill .! 11h. ' ••). ' ; ; • •.,. I r ' if ' r • • . : • • • • i l'••••)1•. • nogguy\timais: 4 f in, ; • 3, r ; ; •• ; N. • i • . • • • - Vrr.eX' sr: •-• i•-•• JR) i L. • - 7 ' a - ( P :444- .7 ... .............. _ • 47; J Ir j 1,2 j I„ U. ; , • II I frkilfea I i to;Orwo) ; •••7• "12 • • • • - A GRAPHIC SCALE IS .0 (111 FEET) 1 inch 30 rt. 0 ••3 R.C.E. 44160 co co z 5 0- CL. a Z 0 ZE 5 —I CC < I CI ci CC 0 — cn 0 a- 0 0 PERMIT IVO. SHEET 24 OF 28 STOR; COMPLIA TER ALISTS APPENDIX E RECOMMENDED/INSTALLED BMPs ON SITE PLAN • 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com AT Ste` 48 i SO.T.T4 7 5x \7.10 8.4 7 7 x 8. x TOTAL SYSTEM OPERATING BEG HT - 52,200 LBS Proem Influent water Control Panel Pump & Mrodmum Process Flom 100 gallons per Stine 30 Pi. GAG GAO Treated Effluent to Stromdraln STORM DRAIN TREATMENT WELL NOT TO SCALE 20 GRAVEL BAG (1 WIDE x 2 HIGH) BURY BAG A BAG HEIGHT OR PACK 71GH7LY ON ASPHALT MmIma STAGGER BAGS GRAVEL BAGS (1 WIDE X 2 HIGH) A NOT TO SCALE CON C SD 65.8 Lior4 so; 4 238.22 702.96 9.5 40.7 IZza 7y1 61,5 9.6 FLOW QC 2' MIN. 'Pecs Os Hal o SET TEE SECTION IN WET CONCRETE FOOTING & TROWEL INSIDE TO DRAIN Walk NOT TO SCALE STD. CSP TEE MIN. TYP. 2" WIDE STEEL STRAP WITH 3/8" BOLT 36" DIA. CSP 1/2" DIA. HOLES, STAGGERED teirr cNi 3" GUNITE 6"x6"—W1.4/ ANCHOR BLOCK MIN. 5 SACK/C.Y. CONCRETE OR METHOD APPROVED BY BUILDING OFFICIAL 20 65.5 - A 9.5 15 CON C X Tht 30 8.7 BRUSH 8.5 33.4 53.6 CONC. 4.44.11 EROSION CONTROL NOTES INSTALL SINGLE ROW — 2 BAG HIGH GRAVEL BAGS PER DETAIL A ON SHEET 20. INSTALL CSP RISER PER DETAIL B ON SHEET 20. INSTALL STEEL RATTLE PLATES (2 ROWS) PER DETAIL C ON SHEET 20. INSTALL CONCRETE WASHOUT AREA. INSTALL TRUCK WASH AREA INSTALL DEWATERING TREATMENT PLANT PER DETAIL D ON SHEET 20. INSTALL DEWATERING COLLECTION & PUMPING STATIONS. 40 — 9 NOTE: SAMPLING WILL BE REQUIRED PRIOR TO DISCHARGE. POST CONSTRUCTION MEASURES GROUNDWATER SAMPLING STATION CATCH BASIN FILTERS GRAPHIC SCALE -31 ONCOLOGY CENTER (EXISTING) 23 cc co co co ur cc a. a. co to re) CZ I CC Ls - CS 0 to In rn CL IAA a. fi LIJ 0 EX CC Is— etc CD CC LLI Ci co cs r2 Iwo rJc ail 2 CL cc le 0 a. ai List PERMIT NO. a. Cti so 0 25 50 100 200 SHEET 20 OF 28 0 0 co S T O R: TER COMPLIA CIALISTS APPENDIX F RECOMMENDED BMP DETAIL INSTALLATION SPECIFICATIONS • 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com • • • • '' ••• TYPICA EROSION/ SEDIMBIT CONTROL MEASURES: SINGLE FAMILY HILL SIDE LOT - UNDER COlIBTRUCRON BLANKET - CHANNEL INSTALLATION uNDIrruRno VEGETATION NTQNS;ENKOII Mai use COZM TRACKS TO CREATE GROOVE Petreac LM TO SLOPE SURFACE ROUGH NG - CAT TRACIINB W • IIM1@ MMCM11M1M WPIMIIRI01161E E70DOMAMMTASWAN CP •MOW CRMMIOFMLPC MOEMMEND OOptNrt WALLOWSLOW 44 OR LESS M110YT13P4 SOS OFMAIPMT MO MOUE MOE}OA SIDE M0SIC OYM n MOON! ELOPES IA MMYTOP ti< MOM OF MJIPMTM EMREMNTOM®OEOF MMMTT 140.0. STEEP Ames 122. OR GREATER srOwc POE. }oA ; E ;; nsMOEND owawl. BLANKET - SLOPE INSTALLATION NAL I, oI to R1e vE� 5$W 1D1iU Mitt AlW 1 tk; Th 1•111.Y.rv^]IIA ... LOT CRANDON; DETAIL PPMNH: TOW °P"" ne. 2003-DETAIL-002 S 1 0 R M W A 1 E R id wWiAkCD irPRGI% UTh i11P19OEesorann EROSION CONTROL BMPs nOTATH c • CRAM. CONiiw c nt swum • WM AMP PAADC17 CONSTRUCTION ENTRANCE ROCK CHECK DAM SPACING BETWEEN CHECK DAMS 041110,0 _ ( scaeir met ) 5TOCKPui FIBER ROLLS NOCHORTOP wrrrreaN•wuwx�'�� SLOPN NIOfaRat ( aIDYort ma No MIME ) SCOUR HOLE DETAIL - FRONT VIEW 4 IN6 MaI OF RMEL 'NZ vsue C It let WOWS BOH N M ma* CONCETE WASHOUT AREA DETAIL DenIPTION SCOUR HOLE DETAIL - TOP VIEW PIPE SLOPE DRAIN (RUN-ON) Wlityr tt;Rrt.Nt»it);U Pi, At NvnVm Nr STORM was mstuxrt s&uars Iru pNNWPC MMN9C 2003-DETAIL-001 GNMYIN6 Decialnleek 5 T 0 R M W A) ER COMPLIANCE SPECIALISTS 41F SEDIMENT CONTROL BMPs DETAILS S T O COMPLI T E R CIALISTS APPENDIX G LIST OF POTENTIAL POLLUTANTS 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kozemi@noeroslon.com CATAGORY PRODUCT POLLUTANTS Adhesives Adhesives, am Resins, Epoxy Synthetics Calla, Sealers, Putty, Sealing Agents Coal Tars (Naptba, Pitch) Phenolics, PonSd hydes. Phenolics, Fonnald hydes Asbestos, Phenolics, Fortnaldehydes Benzene, Phaok, Naphthaline Cleans Polishes (Metal, Ceram, The) Etching Agents Cleaners, Ammonia, Lye, Caustic Sodas Bleaching Agents Chromate Salts Metals Metals Acidity/Alkalinity Acidity/Alkalinity Chromium Plumbing Solder (Lead, Tin), Fine (line, Chloride) Lead, Coppa, Zinc, Tm Copper Zinc Copper, lead Pipe Fitting (Cut Shavings) Galvanized Metals (Nails Fences) Electric Wiring Painting Paint Timms, Acetone, MEK, Stripper Paints, Lacquers, Varnish, Enough Tirpartme, Gum Spirit, Solvents Sanding, Stripping Paints (Pigniwts), Dye VOC's Mauls, Phenolics, Mineral Spirits VOCs Metals Metals Woods Sawdust Particle Board Dusts (Pesmddebyds) Treated Woods BOP Formaldehyde Copps, Creosote Masency & Conerae Dusts (Brick, Cement) Colored Chalks (Pigments) Concrete Curing Compounds Glazing Compounds OaningSurdca Acidity, Sediments Metais Asbestos Acidity Floors & Walls Flashing Drywall Tile Cutting (Ceramic Darts) Adhesives* Copps, Aluminum Dusts Minerals Remodeling & Demolition* Insulation Venting Systems Asbestos Aluminum, Zinc Dusts (Brick, Carat, Saw, Drywall) Air Conditioning & Heating Insulating Asbestos Freon Coolant Reservoir Adhesives* Yard 0 & M Vehicle and Machinery Maintenance Gasoline, oils, Additives Masking Paints (Sprays) Grading, Earth Moving Portable Toilets Fine Hazard Control (Herbicides) Health and Safety Wash Waters* (Herbicides, Concrete, Oils, Greases) Oils and Gras, Coolants Benzene & Derivative, Oils & Grease Vinyl Chloride, Metals Erosion (Sediments) BOD, Disinfectants (Spills) Sodium Amite, Dinitro Compomols Rodenticida, Insecticides Landscaping & Eanhmoving Planting, Plant Maintenance Excavation, Tilling Masonry & Concrete* Solid Wastes (Trees, Shrubs) Exposing Natural lime or Other Mineral Deposits Soils Additives Revegetation of Graded Aran Pesticides, Herbicides, Nutrients Erosion (Sediments BOD Acidity/Alkalinity, Metals Aluminum Sulfate, Sulfur Fatilizen Materials Storage Waste Storage (Used Oih, Solvents, Etc.) Hazardous Waste Containment Raw Material Piles Spills, Leaks Spills, Leaks Dusts, Sediments `Sec tlove eagoin. _..— __... Note VOC - Velade Organic Compound& BOO- Biochemical Oxygen Demand du to the me at mynas by decomposing maaiun. Reteences: USEPA, 1913. MUMS, Procedures, and Methods m Comol Palbaies Rankin from Camsmclion Activity. Office of Air and Water Pogrom, EPA THESE MATERIALS TYPICALLY USED AT A CONSTRUCTION SITE HAVE THE POTENTIAL TO CONTRIBUTE TO THE DISCHARGE OF POLLUTANTS OTHER THAN SEDIMENT IN STORM WATER. • S T O COMPL T E R ALISTS APPENDIX H STORM WATER INSPECTION REPORT FORM • 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com • Storm Water Pollution Prevention Site Inspection Form General Information Project: WDIDC: Inspection Type: Bi-Weekly Pre Storm .: B Cr IR CI 7s�.+. Post Storm Rain Rain Amount: Inches 1 E k _ Weather: Sunny Cloudy _ Estimate of Storm3 Start Time: am/pm Time Lapsed Since Last Stone: Days: Date of Inspection: Project Manager: Company: Phone: Superintendent: Company: Phone: Inspector: Company: Phone: Best Management Practices (Site Review) 1. RUN-ON E Effective S•Satisfactory NM=Needs Maintenance NE=Not Evaluated Diversion Of Run -On ❑ Yes ❑No 0 WA Surface Roughening 0 Ves ❑No 0 WA 2. Erosion Control E•Effectike S Satblactory NM=Needs Maintenance NE=Not Evaluated Temp. Slope Stabilization 0 Yes ❑No ❑ N/A Blanket 0 Spray ❑ Landscaped ❑ Penn. Slope Stabilization 0 Yes ❑No ❑ N/A Blanket 0 Spay 0 Landscaped ❑ Flat Lot Stabilization 0 Yes ❑No 0 N/A Blanket 0 Spay 0 landscaped 0 Other Stabilization 0 Yes ❑No 0 WA Blanket 0 Spray 0 Landscaped ❑ 3. Sediment Control Measures E=Effectwe S Salbfaclory NM=Needs Maintenance NE=Not Evaluated Silt Fence ❑ Yes ❑No 0 N/A Fiber Rog ❑Yes 0 No 0 WA Dust Control 0 Yes ❑No ❑N/A Safety Fence/Perimeter Coned ❑Yes ❑No ❑N/A Sediment Trap ❑ yes ❑No ❑ N/A Check Dams 0 Yes ❑No ❑ N/A Sediment Basin 0 Ves ❑No ❑ WA Are Stockples Covered ❑ Yes ❑ No ❑ N/A Stabilized CST Entrance 0 Yes ❑No 0 N/A Stone Water Wet Protection 0 Yes ❑No 0 WA Storm Water Out Let Protection ❑ Ves ❑No 0 WA 4. Post Construction E=Effective S=Satislactoy NM=Needs Maintenance NE=Not Evaluated Post CST Implemented 0 Yes ❑ No ❑ WA Other Post CST BMP's 0 Yes ❑No ❑ N/A 5. Housekeeping Practices E=Effective S Sadsfactory NM=Needs Maintenance NEallot Evaluated General Housekeeping 0 Yes ❑No 0 WA Sampling Kit On Site 0 Yes ❑No 0 N/A Hazardous Material -Storage Area ❑ Yes ❑No ❑ N/A Above Ground Storage Tank 0 Yes ❑No 0 N/A 0 Covered 0 Uncovered CST Material Storage 0 Yes ❑No 0 N/A Waste Collection/Litter 0 Yes ON* 0 N/A ❑ Metal Bin(s) Lot It Concrete Wash -Out 0 Yes ❑No 0 N/A Street Sweeping 0 Yes ❑No 0 N/A Dewateting Operations 0 Yes DNo 0 N/A Stockpile Management 0 Yes ❑NO 0 N/A Spat Kit On Site/Other 0 Yes ❑Mo ❑ N/A Portable Toilet 0 Ves ❑No ❑ N/A 6.0ther BMPs E=Effective S=Satisfactary NM:Needs Maintenance NE=Not Evaluated 0 Ves ❑No ❑ N/A ❑ Yes ❑No ON/A Observations: i ,Site Recommendations: SWPPP Review/Recommendations: Annual Report ❑ Yes 0 WA Inspection Documentavon 0 Ves ❑No Sub -Contractors List ❑ Yes 0 No COI 0 Ves ❑ N/A BMP ImplementatiSchedule 0 Yes ONO on Signed NOI 0 Ves 0 No NOT 0 Ves 0 N/A signed Cert scabon Page 0 Ves ❑No Dale last Revised: 0 Ves 0 N/A SWPPP NOTES: Inspector Superintendent Print Print Contractor's Signature Print • Field BMP Corrective Measures Corrected/ DateRetti Recommendations: Site Name: Active Areas: D- ❑- ❑- ❑- D- D- ❑- ❑- ❑- Inactive Areas: Other: ❑ - ❑- ❑- ❑- D- ❑- ❑- ❑- ❑- Superintendent's Notes: • S T O � ., `'. T E R COMPLP' a CIALISTS APPENDIX I MAINTENANCE REMEDIES • 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion,com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com • MAINTENANCE REMEDIES Vegetation Reds or lensing Check for top -of -slope diversion and install it needed FYI its and regrade gated slopes Reseed. ►srtnzs, and mulch bare areas pines Bare sail patches Sediment at ios of slope Dikes Gully below as breach, Add sot to Omaha or low spots and compact hose on slope wheel Yank a low spot In dice Loose sit Erosion are fence Compact sot. Seed and mulch elks or one upalops fan with crushed rock. of Swabs Gully on slope below sale Wharf track: low abrader paled In shale) Sediment debris In darnel Repair breads fluid low a pokes with aompadsd aol or sendbeps or rebuild wales with positive drainage. Remove obstructions Sad In. or Erosion darnel of wined ed surface Erosion sung and mulch sae and ardor with noting; a Install check dams: sae with coshed rods, or or resign sale on gender gradient or evert soma or al aweless drainage b Silly. of a mom stalk Instal large amp; or reseed, mulch and anchor wit netting; or install dhecc dams: or pew cannel. of camel Pipe slope drain or cite Blocked Intel Remove sediment and debris. or outlet Rtm-oft bypassing inlet Erosion at oast Enlarge headwall. Flare out entrance section Enlarge ripap apron and use larger Manes; orconvey run-off to more stable outlet Grassed waterways Bus areas Channel capscM reduced by ON growth Reseed. mulch , and anchor with netting. Divert Yaws, I possible, during establishment period. Mow grass Rprap-hoed waterway Scour beneath stones Dislodged stones Install proper air fabric or graded bedding. Make al titter sure edges fabric are buried. Replace with larger skies. Outlet protection Erosion below outlet Oast scow Dislodged slopes. Enlarge amp apron; or kw recewkg charnel below octet or convey nnh.olf directly b a more shoe outlet such es a dorm drain. Make see adage points on level a nearly level grade Install proper beer fabric or graded bedding beneath dprep apron. Replace with larger stones. Sediment traps and basins Sediment level near outlet elevation Obstructed outlet Basin not dewalekg between storms Damaged embaradnets - Spsway erodnn Outlet erosion Riser notation Excessive discharge to end from basin or trap Sediment Ills too In Yaps. remove sediment W lass that 1I (0.3 m) below outlet elevation. In basins, remove sediment I less than 2 ft op (0.6 m) oelow of riser. Remove debris from trash rack. Clear holes. Clean or replace sediment -choked gravel sunotrdng dewate ing hole or subsurface drain. Rebuild and compact damage! areas. Line spillway with rock, Ster fabric. or pavement Make sure outlet is flush level with grand and on '^.stet, grade. extend, or repair riprap apron as required; or convey discharge dirscly b a more stable outlet such as it sbmm drain Antler riser In concrete footing. Check drainage patterns for constancy with plans. Reath part of drainage b another stet or enrage basin surface area. Increase depth of basin or trap; or stabilize drainage . area. as by seeking and aiding bee sols. paving streets. and installing storage zone quickly Far rolls Rog displacement Undercutting of reds Gaps between ones Roil disintegrating Sediment level near lop of rolls Anchor rolls secudy th properstakes. Check drainage length, area. slope and gradient behind banter. Entrench rolls b proper depth, baddl, and camped b it. Restake rats_ IMw first stake In each roil at angle to force the roll toward tine adjacent roll. Replace roll or install a replacement over it. Remove sedimenl when suet readies half of depth or instal addtilonal mil on by of It. Sample Maintenance, inspection and Repair Program { The On-Slte Superintendent shall use the following guidelines for maintenance, inspection end repair of won end sediment corium LIMPS. "JCATtON INSPECTION FREQUENCY i CORRECTIVE ACTIONS Stabilization of Graded Areas Bi Weekly. Regrade and reapply seed, straw and tack. Cover with plastic or blanket if necessary. Silt Fences Fiber Rolls Diversion Berms Prior to a forecast storm. After precipitation that causes runoff. At 24 hour intervals during extended precipitation events. Replace torn sections, remove piled up debris, re -key bottom fences. Replace as necessary. Re -grade any eroded areas, re -Install berms/bags, remove accumulated soil. Inlet Protections Daily at the active area. + Remove accumulated debris and repair fiber rolls/gravel bags as necessary. ..onstruction Entrances Daily in the rainy months. Weekly during dry months. Sweep all tracked sold and or replace gravel as necessary. Outlet Structures Monthly or after each rain storm. Remove sediment In pipes. Re -install rocks or sandbags as necessary. Covered Areas Concrete Washouts Waste Containers Weekly Prior to a forecasted storm and after rain. After precipitation that causes runoff... At 24 hour intervals during extended precipitation events. Cover up any exposed areas. Rernove accumulated debris. Replace or repair lining as necessary. Refuse contractor to pick up. Remove unacceptable materials. Segregate waste. Repair leaks. Replace as necessary. Vehicle Storage Areas. Daly. Remove leaked material. Replace drip pans. Restock spill materials. S T O COMPLIA T E R CIALISTS APPENDIX J CONSTRUCTION CONTRACTOR TRAINING CERTIFICATION • 6920 Miramar Rood, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com s CONSTRUCTION CONTRACTOR CERTIFICATION HOAG HOSPITAL CITY OF NEWPORT BEACH ORANGE COUNTY, CALIFORNIA I certify under penalty of law that I have read and understand the terms and conditions of The STATE general NPDES Permit for Storm Water Discharges associated with HOAG HOSPITAL , PRESENTED AT THE TRAINING ON --------. I have read the requirements of the Project's Storm Water Pollution Prevention Plan (USWPPP), AND MY ROLES AND RESPONSIBILITIES, associated with and identified as part of this TRAINING CERTIFICATION Duty or Responsibility: Prime Contractor: Supervisors Name: Mailing Address: City: State: Zip Code: Phone: Fax: 37 • DATE: LOCATION: TRAINING LOG PROJECT NAME: NO. COMPANY TRADE NAME SIGNATURE 38 S T O T E R COMPLIA ties <° CIALISTS APPENDIX K GENERAL NPDES CONSTRUCTION PERMIT 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com • m+unental State Water itesources Control Board -mot: Dividaa of Water Quality �a 1001 IS4eet • Saaoomro, eta 95814 • (916) 341-5537 Mailing althea: P.O. Box 1977 • Sago. California • 95812-1977 FAX (916) 341-5543 • Ire r: Address: htlptliwww.awmb.ca.gov To: CONSTRUCTION STORM WATER DISCHARGER SUBJECT: QIHQK UST FOR SUBM1TIING A NOTICE OF INTENT In order for the State Water Resources Control Board to expeditiously process your Now of Intent (NO1), the following items must be submitted to either of the addresses indicated below: 1. NOI (please keep a copy for your files) with all applicable sections completed and original signature of the landowner or signatory agent; 2. Check made out to the "State Water Resources Control Board" Fee is ($200 + $20/acre) plus 18.5% surcharge. See reverse for listing of fees by acre. Site Map of the facility (see NOI instructions). DO NOT SEND BLUEPRINTS U.S. Postai Service Address State Water Resources Control Board Division of Water Quality Attn: Stara, Water Section P.O. Box 1977 Sacramento, CA 95812-1977 Overnight Mailing Address State Water Resources Control Board Division Of Water Quality Attn: Storm Water, l5a' Floor 1001 I Street Sacramento, CA 95814 NOTE are processed in the order they are received. A NOI receipt letter will be mailed to the land owner within approximately two weeks. Incomplete NOI submittals will be returned to the landowner's address within the same timeframe and will specify the reason(s) for return. If you need a receipt letter by a specific date (for example, to provide to a local agency), we advise that you submit your NOI thirty (30) days prior to the date the receipt letter is needed. Please do not call us to verify your NOI status. A copy of your NOI receipt letter will be available on our web page within twenty-four (24) hours of processing. Go to: htip://esmr.swrcb.ca.gov:7778/dwu/ConReceiptls etter,asp to retrieve an electronic copy of your NOI receipt letter. If you have any questions regarding this matter, please contact us at (916) 341- 5537. Acres Fee 0 $200.00 •1 $220.00 2 $240.00 3 $260.00 4 $280.00 5 $300.00 6 $320.00 7 $340.00 8 $360.00 9 $380.00 10 $400.00 11 $420.00 12 $440.00 13 $480.00 14 $480.00 15 $500.00 16 $520.00 17 $540.00 18 $560.00 19 $580.00 20 $600.00 21 $620.00 22 $640.00 23 $660.00 EP24 $680.00 25 $700.00 26 $720.00 27 $740.00 28 $760.00 29 $780.00 30 $800.00 31 $820.00 32 $840.00 33 $860.00 34 $680.00 35 $900.00 36 $920.00 37 $940.00 38 $960.00 39 $980.00 40 $1,000.00 41 $1,020.00 42 $1,040.00 43 $1,060.00 44 $1,080.00 45 $1,100.00 •46 $1,120.00 47 $1,140.03 46 $1,160.00 49 $1,180.00 50 $1,200.00 18.5% Surcharge $37 $41 $48 $52 $56 $59 $63 $67 $70 $74 $78 $81 $85 $89 $93 $96 $100 $104 $107 $11i $115 $118 $122 $126 $130 $133 $137 $141 $144 $148 $162 $155 $159 $163 $167 $170 $174 $178 $181 $185 $189 $192 $196 $200 $204 $207 $211 $215 $218 $222 Total Fee $237 $261 $308 $332 $356 $379 $403 $427 $450 $474 $498 $521 $546 $569 $593 $616 $640 $664 $687 $711 $735 $758 $782 $606 $830 $853 $877 $901 $924 $948 $972 $995 $1,019 $1,043 $1,067 $1,090 $1,114 $1,138 $1,161 $1,185 $1,209 $1,232 $1,256 $1,280 $1,304 $1,327 $1,351 $1,375 $1,398 $1,422 Acres Fee Si $1,220.00 52 $1,240.00 53 $1,260.00 54 $1,280.00 55 $1,300.00 56 $1,320.00 57 $1,340.00 58 $1,360.00 59 $1,380.00 60 $1,400.00 61 $1,420.00 62 $1,440.00 63 $1,460.00 64 $1,480.00 65 $1,500.00 66 $1,520.00 67 $1,540:00 68 $t,560.00 69 $1,580.00 70 $1,600.00 71 $1,620.00 72 $1,640.00 73 $1,660.00 74 $1,660.00 75 $1,700.00 76 $1,720.00 77 $1,740.00 78 $1,760.00 79 $1,780.00 80 $1,600.00 81 $1,820.00 82 $1,840.00 83 Si,860.00 84 $1,880.00 85 $1,900.00 86 S1,920.00 87 $1,940.00 88 : $1,960.00 89 $1,980.00 90 $2,000.00 91 $2,020.00 92 $2,040.00 93 $2,060.00 94 $2,080.00 95 $2,100.00 96 $2,120.00 97 $2,140.00 96 $2,160.00 99 $2,160.00 >100 $2,200.00 18.5% Surcharge $226 $229 $233 $237 $241 $244 $248 $252 $255 $259 $263 $266 $279 $274 $278 $281 $285 $289 $292 $296 $300 $303 $307 $311 $315 $318 $322 $326 $329 $333 $337 $340 $344 $348 $352 $355 $359 $366 $370 $374 $377 $381 5385 $389 $392 $396 $400 $403 $407 Total Fee $1,446 $1,469 $1,493 $1,517 $1,541 $1,564 $1,588 $1,612 $1,635 $1,659 $1,683 $1,706 $1,730 $1,764 $1,778 $1,801 $1,825 $1,849 $1,872 $1,896 $1,920 $1,943 $1,967 $1,991 $2,015 $2,038 $2,062 $2,086 $2,109 $2,133 $2,157 $2,180 $2,204 $2,228 $2,252 $2,275 $2299 $2,323 $2,346 $2,370 $2,394 $2,417 $2,441 $2,465 $2,489 $2,512 $2,536 $2,560 $2,583 $2,607 • • • PACT SHEET FOR WATER QUALITY ORDER 99-08-DWQ STATE WATER RESOURCES CONTROL BOARD (SWRCB) 901 P STREET, SACRAMENTO, CALIFORNIA 95814 NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY (GENERAL PERMIT) BACKGROUND In 1972, the Federal Water Pollution Control Act (also referred to as the Clean Water Act [CWA]) was amended to provide that the discharge of pollutants to waters of the United States from any point source is unlawful unless the discharge is in compliance with an NPDES permit. The 1987 amendments to the CWA added Section 402(p) which establishes a framework for regulating municipal and industrial storm water discharges under the NPDES Program. On November 16, 1990, the U.S. Environmental Protection Agency (USEPA) published final regulations that establish storm water permit application requirements for specified categories of industries. The regulations provide that discharges of storm water to waters of the United Staten from construction projects that encompass five (5) or more acres of soil disturbance are effectively prohibited unless the discharge is in compliance with an NPDES Permit. Regulations (Phase II Rule) that became final on December 8, 1999 expand the existing NPDES program to address storm water discharges from construction sites that disturb land equal to or greater than one (1) acre and less than five (5) acres (small construction activity). The regulations require that small construction activity, other than those regulated under an individual or Regional Water Quality Control Board General Permit, must be permitted no later than March 10, 2003. While federal regulations allow two permitting options for storm water discharges (individual permits and General Permits), the SWRCB has elected to adopt only one statewide General Permit at this time that will apply to all storm water discharges associated with construction activity, except from those on Tribal Lands, in the Lake Tahoe Hydrologic Unit, and those performed by the California Department of Transportation (Caltrans). Construction on Tribal Lands is regulated by an USEPA permit, the Lahontan Regional Water Control Board adopted a separate NPDES permit for the Lake Tahoe Hydrologic Unit, and the SWRCB adopted a separate NPDES permit for Caltrans projects. This General Permit requires all dischargers where construction activity disturbs one acre or more, to: 1. Develop and implement a Storm Water Pollution Prevention Plan (SWPPP) which specifies Best Management Practices (BMPs) that will prevent all construction pollutants • • from contacting storm water and with the intent of keeping all products of erosion from moving off site into receiving waters. 2. Eliminate or reduce nonstorm water discharges to storm sewer systems and other waters of the nation. 3. Perform inspections of all BMPs. This General Permit shall be implemented and enforced by the nine California Regional Water Quality Control Boards (RWQCBs). The General Permit accompanying this fact sheet regulates storm water runoff from construction sites. Regulating many storm water discharges under one permit will greatly reduce the otherwise overwhelming administrative burden associated with permitting individual storm water discharges. Dischargers shall submit a Notice of Intent (NOD to obtain coverage under this General Permit It is expected that as the storm water program develops, the RWQCBs may issue General Permits or individual permits containing more specific permit provisions. When this occurs, those dischargers will no longer be regulated by this General Permit. On August 19,1999, the State Water Resources Control Board (SWRCB) reissued the General Construction Storm Water Permit (Water Quality Order 99-08-DWQ referred to as "General Permit"). The San Francisco BayKeeper, Santa Monica BayKeeper, San Diego BayKeeper, and Orange Coast Keeper filed a petition for writ of mandate challenging the General Permit in the Superior Court, County of Sacramento. The Court issued a judgment and writ of mandate on September 15, 2000. The Court directed the SWRCB to modify the provisions of the General Permit to require permittees to implement specific sampling and analytical procedures to determine whether Best Management Practices (BMPs) implemented on a construction site are: (1) preventing further impairment by sediment in storm waters discharged directly into waters listed as impaired for sediment or silt, and (2) preventing other pollutants, that are known or should be known by permittees to occur on construction sites and that are not visually detectable in storm water discharges, from causing or contributing to exceedances of water quality objectives. The monitoring provisions in the General Permit have been modified pursuant to the court order. TYPES OF CONSTRUCTION ACTIVITY COVERED BY THIS GENERAL PERMLT Construction activity subject to this General Permit includes clearing, grading, disturbances to the ground such as stockpiling, or excavation that results in soil disturbances of at least one acre of total land area Construction activity that results in soil disturbances of less than one acre is subject to this General Permit if the construction activity is part of a larger common plan of development that encompasses one or more acres of soil disturbance or if there is significant water quality impairment resulting from the activity. Construction activity does not include routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of the facility, nor does it include emergency construction activities required to protect public • 4t • health and safety. Dischargers should confirm with the local RWQCB whether or not a particular routine maintenance activity is subject to this General Permit. A construction project which includes a dredge and/or fill discharge to any jurisdictional surface water (e.g., wetland, channel, pond, or marine water) will also need a CWA Section 404 permit from the U.S. Army Corps of Engineers and a CWA Section 401 Water Quality Certification from the RWQCB/SWRCB. Storm water discharges from dredge spoil placement which occurs outside of Corps jurisdiction (upland sites) and are part of construction activity which disturbs one or more acres of land are covered by this general permit. Proponents of construction projects which disturb one or more acres of land within the jurisdictional boundaries of a CWA Section 404 permit should contact the local RWQCB to determine the applicability of this permit to the Project NOTIFICATION REOUIREMENTS It is the responsibility of the landowner to obtain coverage under this General Permit prior to commencement of construction activities. To obtain coverage, the landowner must file an NOI with a vicinity map and the appropriate fee with the SWRCB. hraddition, coverage under this permit shall not occur until the applicant develops an adequate SWPPP for the project. Section A of the General Permit outlines the required contents of a SWPPP. For proposed construction activity on easements or on nearby property by agreement or permission, the entity responsible for the construction activity shall file an NOI and filing fee and shall be responsible for development of the SWPPP, all of which must occur prim to commencement of construction activities. A separate NOI shall be submitted to the SWRCB for each construction site. Owners of new construction shall file an NOI prior to the commencement of construction. Owners of an ongoing construction site that is covered under the previous General Construction Permit (WQ Order No.92-08-DWQ) (1) shall continue to implement their existing SWPPP and monitoring program and (2) shall implement any nrnssary revisions to their SWPPP in a timely manner but in no case later than 90-calender days from adoption of this General Permit in accordance with Section A of this General Permit. The NOI requirements of the General Permit are intended to establish a mechanism which can be used to clearly identify the responsible parties, locations, and scope of operations of dischargers covered by the General Permit and to document the discharger's knowledge of the requirements for a SWPPP. The NOI must be sent to the following address: State Water Resources Control Board Division of Water Quality Storm Water Permit Unit P.O. Box 1977 Sacramento, CA 95812-1977 • • The total annual fee is the current base fee plus applicable surcharges. When construction is complete or ownership has been transferred, dischargers shall file a Notice of Termination with the RWQCB certifying that all State and local requirements have been met in accordance with Special Provisions for Construction Activity, C.7, of the General Permit. Dischargers who fail to obtain coverage under this General Permit for storm water discharges to surface waters will be in violation of the CWA and the California Water Code. CONSTRUCTION ACTIVITY NOT COVERED BY THIS GENERAL PERMIT This General Permit does not apply to storm water discharges from (1) those areas on Tribal Lands; (2) the Lake Tahoe Hydrologic Unit; (3) construction under one acre, unless part of a larger common plan of development or sale; (4) projects covered by an individual NPDES Permit for storm water discharges associated with construction activity; and (5) landfill construction that is subject to the general industrial permit. Storm water discharges in the I Ace Tahoe Hydrologic Unit are regulated by a separate permit(s) adopted by the California Regional Water Quality Control Board, Lahontan Region (LRWQCB). USEPA regulates storm water discharges on Tribal Lands. Permit applications for storm water discharges that will be conducted in the Lake Tahoe Hydrologic Unit must be submitted directly to the LRWQCB. DESCRIPTION OF GENERAL PERMIT CONDITIONS The following is a brief description of the major provisions of the General Permit and the basis for the General Permit. Prohibitions This General Permit authorizes the discharge of storm water to surface waters from construction activities that result in the disturbance of one or more acres of land. It prohibits the discharge of materials other than storm water and authorized non -storm water discharges and all discharges which contain a hazardous substance in excess of reportable quantities established at 40 Code of Federal Regulations (CFR) 117.3 or 40 CFR 302.4 unless a separate NPDES Permit has been issued to regulate those discharges. In addition, this General Permit contains provisions that uphold discharge prohibitions contained in water quality control plans, as implemented through the nine RWQCBs. Effluent Limitations Permits for storm water discharges associated with construction activity shall meet all applicable provisions of Sections 301 and 402 of the CWA. These provisions require controls of pollutant discharges that utilize best available technology economically achievable (BAT) and best 4 • • • conventional pollutant control technology (BCT) to reduce pollutants and any more stringent controls necessary to meet water quality standards. It is not feasible at this time for the SWRCB to establish numeric effluent limitations. The reasons why it is not feasible to establish numeric effluent limitations are discucsrd in detail in SWRCB Order Nos. WQ 91-03 and WQ 91-04. Therefore, the effluent limitations contained in this General Permit are narrative and include the requirement to implement appropriate BMPs. The BMPs shall primarily emphasize source controls such as erosion control and pollution prevention methods. The discharger shall also install structural controls, as necessary, such as sediment control which will constitute BAT and BCT and will achieve compliance with water quality standards. The narrative effluent limitations constitute compliance with the requirements of the CWA. Elimination or reduction of nonstorm water discharges is a major goal of this Generat Permit. Nonstorm water discharges include a wide variety of sources, including improper dumping, spills, or leakage from storage tanks or transfer areas. Nonstorm water discharges may contribute a significant pollutant load to receiving waters. Measures to control spills, leakage, and dumping and to prevent illicit connections during construction shall be addressed through structural as well as non-structural BMPs. This General Permit prohibits the discharge of materials other than storm water and authorized nonstorm water discharges. It is recognized that certain nonstorm water discharges may be necessary for the completion of construction projects. Such discharges include, but are not limited to irrigation of vegetative erosion control measures, pipe flushing and testing, street cleaning, and dewatering. Such discharges are allowed by this General Permit provided they are not relied upon to clean up failed or inadequate construction or post -construction BMPs designed to keep materials onsite. These authorized nonstorm water discharges shall (1) be infeasible to eliminate, (2) comply with BMPs as described in the SWPPP, and (3) not cause or contribute to a violation of water quality standards. Additionally, these discharges may be required to be permitted by the local RWQCB (e.g., some RWQCBs have adopted General Permits for dewatering discharges). This General Permit is performance -based to the extent that it prohibits the discharge of storm water that causes or threatens to cause pollution, contamination, or nuisance; but it also allows the owner/developer to determine the most economical, effective, and possibly innovative BMPs. The requirements of this General Permit are intended to be implemented on a year-round basis, not just during the part of the year when there is a high probability of a precipitation event which results in storm water runoff. The permit should be implemented at the appropriate level and in a proactive manner during all seasons while construction is ongoing. Weather and storm predictions or weather information concerning the 10-year, 6-hour storm event and mean annual rainfall can be obtained by calling the Western Regional Climate Center at 775-674-7010 or via the internet at www.wrcc.dri.edu/precip.html and/or www.wrcc.dri.edu/pcpnfreq.htnil. • • • Receiving Water Limitations Language The receiving water limitations language is fundamentally different from the language adopted in the SWRCB General Industrial Activities Storm Water Permit on April 17,1997. Construction related activities which cause or contribute to an exceedance of water quality standards must be corrected immediately and cannot wait for the RWQCB to approve a plan of action to correct. Tne dynamic nature of construction activity allows the discharger the ability to more quickly identify and correct the source of the exceedances. Therefore, the owner is required to take immediate corrective action and to provide a report to the appropriate RWQCB within 14-calendar days of the violation describing the corrective action. Storm Water Pollution PreventiortPlan`{lSWPPP) This General Permit requires development and implementation of a SWPPP. This document emphasizes the use of appropriately selected, correctly installed and maintained pollution reduction BMPs. This approach provides the flexibility necessary to establish BMPs which can effectively address source control of pollutants during changing construction activities. All dischargers shall prepare and implement a SWPPP prior to disturbing a site. The SWPPP must be implemented at the appropriate level to protect water quality at all times throughout the life of the project. Nonstonn water BMPs must be implemented year round. The SWPPP shall remain on the site while the site is under construction, commencing with the initial mobilization and ending with the termination of coverage under the permit. The SWPPP has two major objectives: (1) to help identify the sources of sediment and other pollutants that affect the quality of storm water discharges and (2) to describe and ensure the implementation of BMPs to reduce or eliminate sediment and other pollutants in storm water as well as nonstorm water discharges. The SWPPP shall include BMPs which address source control and, if necessary, shall also include BMPs which address pollutant control. Required elements of a SWPPP include: (1) site description addressing the elements and characteristics specific to the site, (2) descriptions of BMPs for erosion and sediment controls, (3) BMPs for construction waste handling and disposal, (4) implementation of approved local plans, (5) proposed post -construction controls, including description of local post -construction erosion and sediment control requirements, and (6) nonstorm water management. To ensure that the preparation, implementation, and oversight of the SWPPP is sufficient for effective pollution prevention, individuals responsible for creating, revising, overseeing, and implementing the SWPPP should participate in applicable training programs and document such training in the SWPPP. SWPPPs are reports that are available to the public under Section 308(b) of the CWA and will be made available by the RWQCB upon request. • • • Monitoring Program Another major feature of the General Permit is the development and implementation of a monitoring program. All dischargers are required to conduct inspections of the construction site prior to anticipated storm events and after actual storm events. During extended storm events, inspections must be made during each 24-hour period. The goals of these inspections are (1) to identify areas contributing to a storm water discharge; (2) to evaluate whether measures to reduce pollutant loadings identified in the SWPPP are adequate and properly installed and functioning in accordance with the terms of the General Permit; and (3) whether additional control practices or corrective maintenance activities are needed. Equipment, materials, and workers must be available for rapid response to failures and emergencies. All corrective maintenance to BMPs shall be performed as soon as possible, depending upon worker safety. Each discharger shall certify annually that the construction activities are in compliance with the requirements of this General Permit. Dischargers who cannot certify annual compliance shall notify the appropriate RWQCB. A well -developed monitoring program will provide a good method for checking the effectiveness of the SWPPP. Retention of Records The discharger is required to retain records of all monitoring information, copies of all reports required by this General Permit, and records of all data used to complete the NOI for all construction activities to be covered by the General Permit for a period of at least three years from the date generated. This period may be extended by request of the SWRCB and/or RWQCB. With the exception of reporting noncompliance to the appropriate RWQCB, dischargers are not required to submit the records, except upon specific request by the RWQCB. • STATE WATER RESOURCES CONTROL BOARD (SWRCB ) ORDER NO. 99 - 08 - DWQ NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT NO. CAS000002 WASTE DISCHARGE REQUIREMENTS (WDRS) FOR DISCHARGES OF STORM WATER RUNOFF ASSOCIATED WITH CONSTRUCTION ACTIVITY The State Water Resources Control Board finds that: 1. Federal regulations for controlling pollutants in storm water runoff discharges were promulgated by the U.S. Environmental Protection Agency (USEPA) on November 16, 1990 (40 Code of Federal Regulations (CFR) Parts 122, 123, and 124). The regulations require discharges of storm water to surface waters associated with construction activity including clearing, grading, and excavation activities (except operations that result in disturbance of less than five acres of total land area and which are not part of a larger common plan of development or sale) to obtain an NPDES permit and to implement Best Available Technology Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT) to reduce or eliminate storm water pollution. On December 8,1999 federal regulations promulgated by USEPA (40CFR Parts 9, 122, 123, and 124) expanded the NPDES storm water program to include storm water discharges from municipal separate storm sewer systems (MS4s) and construction sites that were smaller than those previously included in the program. Federal regulation 40 CFR § 122.26(b)(15) defines small construction activity as including clearing, grading, and excavating that result in land disturbance of equal to or greater than one acre or less than five acres or is part of a larger common plan of development or sale. Permit applications for small construction activities are due by March 10, 2003. 2. This General Permit regulates pollutants in discharges of storm water associated with construction activity (storm water discharges) to surface waters, except from those areas on Tribal Lands; Lake Tahoe Hydrologic Unit; construction projects which disturb less than one acre, unless part of a larger common plan of development or sale; and storm water discharges which are determined ineligible for coverage under this General Permit by the California Regional Water Quality Control Boards (RWQCBs). Attachment 1 contains addresses and telephone numbers of each RWQCB office. 3. This General Permit does not preempt or supersede the authority of local storm water management agencies to prohibit, restrict, or control storm water discharges to separate storm sewer systems or other watercourses within their jurisdiction, as allowed by State and Federal law. • 4. To obtain authorization for proposed storm water discharges to surface waters, pursuant to this General Permit, the landowner (discharger) must submit a Notice of Intent (N01) with a vicinity map and the appiopiiate fee to the SWRCB prior to commencement of construction activities. In addition, coverage under this General Permit shall not occur until the applicant develops a Storm Water Pollution Prevention Plan (SWPPP) in accordance with the requirements of Section A of this permit for the project. For proposed construction activity conducted on easements or on nearby property by agreement or permission, or by an owner or lessee of a mineral estate (oil, gas, geothermal, aggregate, precious metals, and/or industrial minerals) entitled to conduct the activities, the entity responsible for the construction activity must submit the NOI and filing fee and shall be responsible for development of the SWPPP. 5. If an individual NPDES Permit is issued to a discharger otherwise subject to this General Permit or if an alternative General Permit is subsequently adopted which covers storm water discharges regulated by this General Permit, the applicability of this General Permit to such discharges is automatically terminated on the effective date of the individual permit or the date of approval for coverage under the subsequent General Permit. 6. This action to adopt an NPDES permit is exempt from the provisions of the California Environmental Quality Act (Public Resources Code Section 21100, et seq.) in accordance with section 13389 of the California Water Code. 7. The SWRCB adopted the California Ocean Plan, and the RWQCBs have adopted and the SWRCB has approved Water Quality Control Plans (Basin Plans). Dischargers regulated by this General Permit must comply with the water quality standards in these Basin Plans and subsequent amendments thereto. 8. The SWRCB finds storm water discharges associated with construction activity to be a potential significant sources of pollutants. Furthermore, the SWRCB fmds that storm water discharges associated with construction activities have the reasonable potential to cause or contribute to an excursion above water quality standards for sediment in the water bodies listed in Attachment 3 to this permit. 9. It is not feasible at this time to establish numeric effluent limitations for pollutants in storm water discharges from construction activities. Instead, the provisions of this General Permit require implementation of Best Management Practices (BMPs) to control and abate the discharge of pollutants in storm water discharges. 10. Discharges of non -storm water may be necessary for the completion of certain construction projects. Such discharges include, but are not limited to: irrigation of vegetative erosion control measures, pipe flushing and testing, street cleaning, and dewatering. Such discharges are authorized by this General Permit as long as they (a) do comply with Section A.9 of this General Permit, (b) do not cause or contribute to violation of any water quality standard, (c) do not violate any other provision of this General Permit, (d) do not require a non -storm water permit as issued by some RWQCBs, and (e) are not prohibited by a Basin Plan. If a non -storm water discharge is subject to a separate permit adopted by a RWQCB, the di srharge must additionally be authorized by the RWQCB permit. 11. Following adoption of this General Permit, the RWQCBs shall enforce the provisions herein including the monitoring and reporting requirements. 12. Following public notice in accordance with State and Federal laws and regulations, the SWRCB in a public meeting on June 8,1998, heard and considered all comments. The SWRCB has prepared written responses to all significant comments. 13. This Order is an NPDES permit in compliance with section 402 of the Clean Water Act (CWA) and shall take effect upon adoption by the SWRCB provided the Regional Administrator of the USEPA has no objection. If the USEPA Regional Administrator objects to its issuance, the General Permit shall not become effective until such objection is withdrawn. 14. This General Permit does not authorize discharges of fill or dredged material regulated by the U.S. Army Corps of Engineers ender CWA section 404 and does not constitute a waiver of water quality certification under CWA section 401. 15 The Monitoring Program and Reporting Requirements are modified in compliance with a judgment in the case of San Francisco BayKeeper, et al. v. State Water Resources Control Board. The modifications include sampling and analysis requirements for direct discharges of sediment to waters impaired due to sediment and for pollutants that are not visually detectable in runoff that may cause or contribute to an exceedance of water quality objectives. 16 Storm water discharges associated with industrial activity that are owned or operated by municipalities serving populations less than 100,000 people are no longer exempt from the need to apply for or obtain a storm water discharge permit. A temporary exemption, which was later extended by USEPA, was provided under section 1068(c) of the Inter -modal Surface Transportation and Efficiency Act (ISTEA) of 1991. Federal regulation 40 CFR § 122.26(e)(1)(ii) requires the above municipalities to submit permit application by March 10, 2003. 17 This permit may be reopened and modified to include different monitoring requirements for small construction activity than for construction activity over five (5) acres. • • • IT IS HEREBY ORDERED that all dischargers who file an NOI indicating their intention to be regulated under the provisions of this General Permit shall comply with the following: A. DISCHARGE PROHIBITIONS: 1. Authorization pursuant to this General Permit does not constitute an exemption to applicable discharge prohibitions prescribed in Basin Plans, as implemented by the nine RWQCBs. 2. Discharges of material other than storm water which are not otherwise authorized by an NPDES permit to a separate storm sewer system (MS4) or waters of the nation are prohibited, except as allowed in Special Provisions for Construction Activity, C.3. 3. Storm water discharges shall not cause or threaten to cause pollution, contamination, or nuisance. 4. Storm water discharges regulated by this General Permit shall not contain a hazardous substance equal to or in excess of a reportable quantity listed in 40 CFR Part 117 and/or 40 CFR Part 302. B. RECEIVING WATER LIMITATIONS: - 1. Storm water discharges and authorized nonstorm water discharges to any surface or ground water shall not adversely impact human health or the environment. 2. The SWPPP developed for the construction activity covered by this General Permit shall be designed and implemented such that storm water discharges and authorized nonstorm water discharges shall not cause or contribute to an exceedance of any applicable water quality standards -contained in a Statewide Water Quality Control Plan and/or the applicable RWQCB's Basin Plan. 3. Should it be determined by the discharger, SWRCB, or RWQCB that storm water discharges and/or authorized nonstorm water discharges are causing or contributing to an exceedance of an applicable water quality standard, the discharger shall: a. Implement corrective measures immediately following discovery that water quality standards were exceeded, followed by notification to the RWQCB by telephone as soon as possible but no later than 48 hours after the discharge has been discovered. This notification shall be followed by a report within 14-calender days to the appropriate RWQCB, unless otherwise directed by the RWQCB, describing (1) the nature and cause of the water quality standard exceedance; (2) the BMPs currently being d implemented; (3) any additional BMPs which will be implemented to prevent or reduce pollutants that are causing or contributing to the exceedance of water quality standards; and (4) any maintenance or repair of BMPs. This report shall include an implementation schedule for corrective actions and shall describe the actions taken to reduce the pollutants causing or contributing to the exceedance. b. The discharger shall revise its SWPPP and monitoring program immediately after the report to the RWQCB to incorporate the additional BMPs that have been and will be implemented, the implementation schedule, and any additional monitoring needed. c. Nothing in this section shall prevent the appropriate RWQCB from enforcing any provisions of this General Permit while the discharger prepares and implements the above report. C. SPECIALPROVISIONS FOR CONSTRUCTION ACTIVITY: • • 1. All dischargers shall file an NOI and pay the appropriate fee for construction activities conducted at each site as required by Attachment 2: Notice of Intent — General Instructions. 2. All dischargers shall develop and implement a SWPPP in accordance with Section A: Storm Water Pollution Prevention Plan. The discharger shall implement controls to reduce pollutants in storm water discharges from their construction sites to the BAT/BCT performance standard. 3. Discharges of non -storm water are authorized only where they do not cause or contribute to a violation of any water quality. standard and are controlled through implementation of appropriate BMPs for elimination or reduction of pollutants. Implementation of appropriate BMPs is a condition for authorization of non -storm water discharges. Non -storm water discharges and the BMPs appropriate for their control must be described in the SWPPP. Wherever feasible, alternatives which do not result in discharge of nonstorm water shall be implemented in accordance with Section A.9. of the SWPPP requirements. 4. All dischargers shall develop and implementa monitoring program and reporting plan in accordance with Section B: Monitoring Program and Reporting Requirements. • • 5. All dischargers shall comply with the lawful requirements of municipalities, counties, drainage districts, and other local agencies regarding discharges of storm water to separate storm sewer systems or other watercourses under their jurisdiction, including applicable requirements in municipal storm water management programs developed to comply with NPDES permits issued by the RWQCBs to local agencies. 6. All dischargers shall comply with the standard provisions and reporting requirements contained in Section C: Standard Provisions. 7. The discharger may terminate coverage for a portion of the project under this General Permit when ownership of a portion of this project has been transferred or when a phase within this multi -phase project has been completed. When ownership has transferred, the discharger must submit to its RWQCB a Change of Information Form (COI) Attachment 4 with revised site map and the name, address and telephone number of the new owner(s). Upon transfer of title, the discharger should notify the new owner(s) of the need to obtain coverage under this General Permit. The new owner must comply with provisions of Sections A. 2. (c) and B. 2. (b) of this General Permit. To terminate coverage for a portion of the project when a phase has been completed, the discharger must submit to its RWQCB a COI with a revised map that identifies the newly delineated site. 8. The discharger may terminate coverage under this General Permit for a complete project by submitting to its RWQCB a Notice of Termination Form (NOT), and the post -construction BMPs plan according to Section A.10 of this General Permit. Note that a construction project is considered complete only when all portions of the site have been transferred to a new owner, or the following conditions have been met: a. There is no potential for construction related "storm water pollution, b. All elements of the SWPPP have been completed, c. Construction materials and waste have been disposed of properly, d. The site is in compliance with all local storm water management requirements, and e. A post -construction storm water management plan is in place as described in the site's SWPPP. 9. This General Permit expires five years from the date of adoption. D. REGIONAL WATER QUALITY CONTROL BOARD (RWQCB) AUTHORITIES: 1. RWQCBs shall: a. Implement the provisions of this General Permit. Implementation of this General Permit may include, bat is not limited to requesting the submittal of SWPPPS, reviewing SWPPPs, reviewing monitoring reports, conducting compliance inspections, and taking enforcement actions. b. Issue permits as they deem appropriate to individual dischargers, categories of dischargers, or dischargers in a geographic area. Upuu issuance of such permits by a RWQCB, the affected dischargers shall no longer be regulated by this General Permit. 2. RWQCBs may require, on a case -by -case basis, the inclusion of an analysis of potential downstream impacts on receiving waterways due to the permitted construction. 3. RWQCBs may provide information to dischargers on the development and implementation of SWPPPs and monitoring programs and may require revisions to SWPPPs and monitoring programs. 4. RWQCBs may require dischargers to retain records for more than three years. 5. RWQCB s may require additional monitoring and reporting program requirements including sampling and analysis of discharges to water bodies listed in Attachment 3 to this permit. Additional requirements imposed by the RWQCB should be consistent with the overall monitoring effort in the receiving waters. 6. RWQCBs may issue individual NPDES permits for those construction activities found to be ineligible for coverage under this permit. CERiIFICATION The undersigned, AdministTlive Assistant to the Board, does hereby certify that the foregoing is a full, true, and correct copy of an order duly and regularly adopted at a meeting of the State Water Resources Control Board held on August 19, 1999. AYE: James M. Stubchaer Mary Jane Forster John W. Brown Arthur G. Baggett, Jr. NO: ABSENT: ABSTAIN: None None None /s/ Maureen Marche Administrative Assistant to the Board • SECTION A: STORM WAI'EK POLLUTION PREVENTION PLAN 1. Obiectives A Storm Water Pollution Prevention Plan (SWPPP) shall be developed and implemented to address the specific circumstances for each construction site covered by this General Permit The SWPPP shall be certified in accordance with the signatory requirements of section C, Standard Provision for Construction Activities (9). The SWPPP chall be developed and amended or revised, when necessary, to meet the following objectives: a. Identify all pollutant sources including sources of sediment that may affect the quality of storm water discharges associated with construction activity (storm water discharges) from the construction site, and b. Identify non -storm water discharges, and c. Identify, construct, implement in accordance with a time schedule, and maintain Best Management Practices (BMPs) to reduce or eliminate pollutants in storm water discharges and authorized nonstorm water discharges from the construction site during construction, and d. Develop a maintenance schedule for BMPs installed during construction designed to reduce or eliminate pollutants after construction is completed (post - construction BMPs). e. Identify a sampling and analysis strategy and sampling schedule for discharges from construction activity which discharge directly into water bodies listed on Attachment 3. (Clean Water Act Section 303(d) [303(d)] Water Bodies listed for Sedimentation). f. For all construction activity, identify a sampling and `analysis strategy and sampling schedule for discharges that have been discovered through visual monitoring to be potentially contaminated by pollutants not visually detectable in the runoff. 2. Implementation Schedule a. For construction activity commencing on or after adoption of this General Permit, the SWPPP shall be developed prior to the start of soil -disturbing activity in accordance with this Section and shall be implemented concurrently with commencement of soil -disturbing activities. b. Existing pennittees engaging in construction activities covered under the terms of the previous General Construction Permit SWPPP (WQ Order No.92-08-DWQ) shall continue to implement their existing SWPPP and shall implement any necessary revisions to their SWPPP in accordance with this Section of the General Permit in a timely manner, but in no case more than 90-calender days from the date of adoption of this General Permit. c. For ongoing construction activity involving a change of ownership of property, the new owner shall review the existing SWPPP and amend if necessary, or develop a new SWPPP within 45-calender days. d. Existing pennittees shall revise their SWPPP in accordance with the sampling and analysis modifications prior to August 1, 2001. For ongoing construction activity involving a change of ownership the new owner shall review the existing SWPPP and amend the sampling and analysis strategy, if required, within 45 days. For construction activity commencing after the date of adoption, the SWPPP shall be developed in accordance with the modification language adopted. 3. Availability The SWPPP shall remain on the construction tion site while the site is under construction during working hours, commencing with the initial construction activity and ending with termination of coverage under the General Permit. 4. Required Changes a. The discharger shall amend the SWPPP whenever there is a change in construction or operations which may affect the discharge of pollutants to surface waters, ground waters, or a municipal separate storm sewer system (MS4). The SWPPP shall also be amended if the discharger violates any condition of this General Permit or has not achieved the general objective of reducing or eliminating pollutants in storm water discharges. If the RWQCB determines that the discharger is in violation of this General Permit, the SWPPP shall be amended and implemented in a timely manner, but in no case more than 14-calendar days after notification by the RWQCB. All amendments should be dated and directly attached to the SWPPP. b. The RWQCB or local agency with the concurrence of the RWQCB may require the discharger to amend the SWPPP. 5. Source Identification The SWPPP shall include: (a) project information and (b) pollutant source identification combined with an itemization of those BMPs specifically chosen to control the pollutants listed. • • • a. Project Information (1) The SWPPP shall include a vicinity map locating the project site with respect to easily identifiable major roadways, geographic features, or landmarks. At a minftnnm, the map must show the construction site perimeter, the geographic features surrounding the site, and the general topography. (2) The SWPPP shall include a site map(s) which shows the construction project in detail, including the existing and planned paved areas and buildings. (a) At a minimum, the map must show the construction site perimeter; existing and proposed buildings, lots, roadways, storm water collection and discharge points; general topography both before and after construction; and the anticipated discharge location(s) where the storm water from the construction site discharges to a municipal storm sewer system or other water body. (b) The drainage patterns across the project area must clearly be shown on the map, and the map must extend as far outside the site perimeter as necessary to illustrate the relevant drainage areas. Where relevant drainage areas are too large to depict on the map, map notes or inserts illustrating the upstream drainage areas are sufficient. (c) Temporary on -site drainages to carry concentrated flow shall be selected to comply with local ordinances, to control erosion, to return flows to their natural drainage courses, and to prevent damage to downstream properties. 3. Information presented in the SWPPP may be represented either by narrative or by graphics. Where possible, narrative descriptions should be plan notes. Narrative descriptions which do not lend themselves to plan notes can be contained in a separate document which must be referenced on the plan. b. Pollutant Source and BMP Identification The SWPPP shall include a description of potential sources which are likely to add pollutants to storm water discharges or which may result in nonstorm water discharges from the construction site. Discharges originating from off -site which flow across or through areas disturbed by construction that may contain pollutants should be reported to the RWQCB. 11 • The SWPPP shall: (1) Show drainage patterns and slopes anticipated after major grading activities are completed. Runoff from off -site areas should be prevented from flowing through areas that have been disturbed by construction unless appropriate conveyance systems are in place. The amount of anticipated storm water run-on must be considered to determine the appropriateness of the BMPs chosen. Show all calculations for anticipated storm water run-on, and describe all BMPs. implemented to divert off -site drainage described in section A. 5 a. (2) (c) around or through the construction project. (2) Show the drainage patterns into each on -site storm water inlet point or receiving water. Show or describe the BMPs that will protect operational storm water inlets or receiving waters from contaminated discharges other than sediment discharges, such as, but not limited to: storm water with elevated pH levels from contact with soil amendments such as lime or gypsum; slurry from sawcutting of concrete or asphalt ;washing of exposed aggregate concrete; concrete rinse water; building washing operations; equipment washing operations; minor street washing associated with street delineation; and/or sealing and paving activities occurring during rains. (3) Show existing site features that, as a result of known past usage, may contribute pollutants to storm water, (e.g., toxic materials that are known to have been treated, stored, disposed, spilled, or leaked onto the construction site). Show or describe the BMPs implemented to minimize the exposure of storm water to contaminated soil or toxic materials. (4) Show areas designated for the (a) storage of soil or waste, (b) vehicle storage and service areas, (c) construction material loading, unloading, and access areas, (d) equipment storage, cleaning, and maintenance areas. (5) Describe the BMPs for control of discharges from waste handling and disposal areas and methods of on -site storage and disposal of construction materials and construction waste. Describe the BMPs designed to minimize or eliminate the exposure of storm water to construction materials, equipment, vehicles, waste storage areas, or service areas. The BMPs described shall be in compliance with Federal, State, and local laws, regulations, and ordinances. (6) Describe all post -construction BMPs for the project, and show the location of each BMP on the map. (Post -construction BMPs consist of permanent features designed to minimise pollutant discharges, including sediment, from the site after construction has been completed.) Also, describe the • • (7) agency or parties to be the responsible party for long-term maintenance of these BMPs. Show the locations of direct discharge from the construction site into a Section 303(d) list water body. Show the designated sampling locations in the receiving waters, which represent the prevailing conditions of the water bodies upstream of the construction site discharge and immediately downstream from the last point of discharge. (8) Show the locations designated for sampling the discharge from areas identified in Section A. 5. b. (2), (3), and (4) and Section A. 5. c. (1) and (2). Samples shall be taken should visual monitoring indicate that there has been a breach, malfunction, leakage, or spill from a BMP which could result in the discharge in storm water of pollutants that would not be visually detectable, or if storm water comes into contact with soil amendments or other exposed materials or contamination and is allowed to be discharged. Describe the sampling procedure, location, and rationale for obtaining the uncontaminated sample of storm water. c. Additional Information (1) The SWPPP shall include a narrative description of pollutant sources and BMPs that cannot be adequately communicated or identified on the site map. In addition, a narrative description of preconstruction control practices (if any) to reduce sediment and other pollutants in storm water discharges shall be included (2) The SWPPP shall include an inventory of all materials used and activities performed during construction that have the potential to contribute to the discharge of pollutants other than sediment in stonn water. Describe the BMPs selected and the basis for their selection to eliminate or reduce these pollutants in the storm water discharges. (3) The SWPPP shall include the following information regarding the construction site surface area: the size (in acres or square feet), the runoff coefficient before and after construction, and the percentage that is impervious (e.g., paved, roofed, etc.) before and after construction. (4) The SWPPP shall include a copy of the NOI, and the Waste Discharge Identification (WDID) number. Should a WDID number not be received from the SWRCB at the time construction commences, the discharger shall include proof of mailing of the NOI, e.g., certified mail receipt, copy of check, express mail receipt, etc. (5) The SWPPP shall include a construction activity schedule which describes all major activities such as mass grading, paving, lot or parcel improvements at the site and the proposed time frame to conduct those activities. (6) The SWPPP shall list the name and telephone number of the qualified person(s) who have been assigned responsibility for prestorm, poststorm, and storm event BMP inspections; and the qualified person(s) assigned responsibility to ensure full compliance with the permit and implementation of all elements of the SWPPP, including the preparation of the annual compliance evaluation and the elimination of all unauthorized discharges. 6. Erosion Control Erosion control, also referred to as "soil stabilization" is the most effective way to retain soil and sediment on the construction site. The most efficient way to address erosion control is to preserve existing vegetation where feasible, to limit disturbance, and to stabilize and revegetate disturbed areas as soon as possible after grading or construction. Particular attention must be paid to large mass -graded sites where the potential for soil exposure to the erosive effects of rainfall and wind is great. Mass graded construction sites may be exposed for several years while the project is being built out. Thus, there is potential for significant sediment discharge from the site to surface waters. At a minimum, the discharger/operator must implement an effective combination of erosion and sediment controlton all disturbed areas therainy seam. These disturbed areas include rough graded roadways, slopes, and building pads. Until permanent vegetation is established, soil cover is the most cost-effective and expeditious method to protect soil particles from detachment and transport by rainfall. Temporary soil stabilization can be the single -most important factor in reducing erosion at construction sites. The discharger shall consider measures such as: covering with mulch, temporary seeding, soil stabilizers, binders, fiber rolls or blankets, temporary vegetation, permanent seeding, and a variety of other measures. The SWPPP shall include a description of the erosion control practices, including a time schedule, to be implemented during construction to minimize erosion on disturbed areas of a construction site. The discharger must consider the full range of erosion control BMPs. The discharger must consider any additional site -specific and seasonal conditions when selecting and implementing appropriate BMPs. The above listed erosion control measures are examples of what should be considered and are not exclusive of new or innovative approaches currently available or being developed. • • • The SWPPP shall include: (1) An outline of the areas of vegetative soil cover or native vegetation onsite which will remain undisturbed during the construction project. (2) An outline of all areas of soil disturbance including cut or fill areas which will be stabilized during the rainy season by temporary or permanent erosion control measures, such as seeding, mulch, or blankets, etc. (3) An outline of the areas of soil disturbance, cut, or fill which will be left exposed during any part of the rainy season, representing areas of potential soil erosion where sediment control BMPs are required to be used during construction. (4) A proposed schedule for the implementation of erosion control measures. b. The SWPPP shall include a description of the BMPs and control practices to be used for both temporary and permanent erosion control measures. e. The SWPPP shall include a description of the BMPs to reduce wind erosion at all tinnes, with particular attention paid to stock -piled materials. 7. Stabilization (1) All disturbed areas of the construction site must be stabilized. Final stabilization for the purposes of submitting a NOT is satisfied when: -All soil disturbing activities are completed AND EITHER OF THE TWO FOLLOWING CRITERIA ARE MET: -A uniform vegetative cover with 70 percent coverage has been established OR: -equivalent stabilization measures have been employed. These measures include the use of such BMPs as blankets, reinforced channel liners, soil cement, fiber matrices, geotextiles, or other erosion resistant soil coverings or treatments. (2) Where background native vegetation covers less than 100 percent of the surface, such as in arid areas, the 70 percent coverage criteria is adjusted as follows: If the native vegetation covers 50 percent of the ground surface, 70 percent of 50 percent (.70 X .50=.35) would require 35 percent total uniform surface coverage. s. Sediment Control The SWPPP shall include a description or illustration of BMPs which will be implemented to prevent a net increase of sediment load in storm water discharge relative to preconstruction levels. Sediment control BMPs are required at appropriate locations along the site perimeter and at all operational internal inlets to the storm drain system at all times during the rainy season. Sediment control practices may include filtration devices and bathers (such as fiber rolls, silt fence, straw bale barriers, and gravel inlet filters) and/or settling devices (such as sediment traps or basins). Effective filtration devices, barriers, and settling devices shall be selected, installed and maintained properly. A proposed schedule for deployment of sediment control BMPs shall be included in the SWPPP. These are the most basic measures to prevent sediment from leaving the project site and moving into receiving waters. Limited exemptions may be authorized by the RWQCB when work on active areas precludes the use of sediment control BMPs temporarily. Under these conditions, the SWPPP must describe a plan to establish perimeter controls prior to the onset of rain. During the nonrainy season, the discharger is responsible for ensuring that adequate sediment control materials are available to control sediment discharges at the downgrade perimeter and operational inlets in the event of a predicted storm The discharger shall consider a full range of sediment controls, in addition to the controls listed above, such as straw bale dikes, earth dikes, brush barriers, drainage swales, check dams, subsurface drain, sandbag dikes, fiber rolls, or other controls. At a minimum, the discharger/operator must implement an effective combination of erosion and sediment control on all disturbed areas during the rainy season. If the discharger chooses to rely on sediment basins for treatment purposes, sediment basins shall, at a minimum, be designed and maintained as follows: Option 1: Pursuant to local ordinance for sediment basin design and maintenance, provided that the design efficiency is as protective or more protective of water quality than Option 3. OR Option 2: Sediment basin(s), as measured from the bottom of the basin to the principal outlet, shall have at least a capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length of the basin shall be more than twice the width of the basin. The length is determined by measuring the distance between the inlet and the outlet and the depth must not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency. • • OR Option 3: Sediment basin(s) shall be designed using the standard equation: As=1.2Q/Vs Where: As is the minimum surface area for trapping soil particles of a certain size; Vs is the settling velocity of the design particle size chosen; and Q=C x I x A where Q is the discharge rate measured in cubic feet per second; C is the runoff coefficient; I is the precipitation intensity for the 10-year, 6-hour rain event and A is the area draining into the sediment basin in acres. The design particle size shall be the smallest soil grain size determined by wet sieve analysis, or the fine silt sized (0.01mm) particle, and the Vs used shall be 100 percent of the calculated settling velocity. The length is determined by measuring the distance between the inlet and the outlet; the length shall be more than twice the dimension as the width; the depth shall not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency (two feet of storage, two feet of capacity). The basin(s) shall be located on the site where it can be maintained on a year-round basis and shall be maintained on a schedule to retain the two feet of capacity; OR Option 4: The use of an equivalent surface area design or equation, provided that the design efficiency is as protective or more protective of water quality than Option 3. A sediment basin shall have a means for dewatering within 7-calendar days following a storm event. Sediment basins may be fenced if safety (worker or public) is a concern. The outflow from a sediment basin that discharges into a natural drainage shall be provided with outlet protection to prevent erosion and scour of the embankment and channel. The discharger must consider any additional site -specific andseasonal conditions when selecting and designing sediment control BMPs. The above listed sediment control measures are examples of what should be considered and are not exclusive of new or innovative approaches currently available or being developed. The SWPPP shall include a description of the BMPs to reduce the tracking of sediment onto public or private roads at all times. These public and private roads shall be inspected and cleaned as necessary. Road cleaning BMPs shall be discussed in the • SWPPP and will not rely on the washing of accumulated sediment or, silt into the storm drain system. 9. Non -Storm Water Management Describe all non -storm water discharges to receiving waters that are proposed for the construction project. Non -storm water discharges should be eliminated or reduced to the extent feasible. Include the locations of such discharges and descriptions of all BMPs designed for the control of pollutants in such discharges. Onetime discharges shall be monitored during the time that such discharges are occurring. A qualified person should be assigned the responsibility for ensuring that no materials other than storm water are discharged in quantities which will have an adverse effect on receiving waters or storm drain systems (consistent with BATJBCI'), and the name and contact number of that person should be included in the SWPPP document. Discharging sediment -laden water which will cause or contribute to an exceedance of t'•s- applicable RWQCB' s Basin Plan from a dewatering site or sediment basin into any receiving water or storm drain without filtration or egnivalent treatment is prohibited. 10. Post -Construction Storm Water Management • The SWPPP shall include descriptions of the BMPs to reduce pollutants in storm water discharges after all construction phases have been completed at the site (Post - Construction BMPs). Post -Construction BMPs include the minimization of land disturbance, the minimization of impervious surfaces, treatment of storm water runoff using infiltration, detention/retention, biofilter BMPs, use of efficient irrigation systems, ensuring that interior drains are not connected to a storm sewer system, and appropriately designed and constructed energy dissipation devices. These must be consistent with all local post -construction storm water management requirements, policies, and guidelines. The discharger must consider site -specific and seasonal conditions when designing the control practices. Operation and maintenance of control practices after construction is completed shall be addressed, including short -and long-term funding sources and the responsible party. 11. Maintenance. Inspection. and Repair • The SWPPP shall include a discussion of the program to inspect and maintain all BMPs as identified in the site plan or other narrative documents throughout the entire duration of the project. A qualified person will be assigned the responsibility to conduct inspections. The name and telephone number of that person shall be listed in the SWPPP document. Inspections will be performed before and after storm events and once each 2A-hour period during extended storm events to identify BMP effectiveness and implement repairs or design changes as soon as feasible depending upon field conditions. Equipment, materials, and workers must be available for rapid response to failures and emergencies. All corrective maintenance to BMPs shall be performed as soon as possible after the conclusion of each storm depending upon worker safety. For each inspection required above, the discharger shall complete an inspection checklist. At a minimum, an inspection checklist shall include: a. Inspection date. b. Weather information: best estimate of beginning of storm event, duration of event, time elapsed since last storm, and approximate amount of rainfall (inches). c. A description of any inadequate BMPs. d. If it is possible to safely access during inclement weather, list observations of all BMPs: erosion controls, sediment controls, chemical and waste controls, and non -storm water controls. Otherwise, list result of visual inspection at relevant outfall, discharge point, or downstream location and projected required maintenance activities. e. Corrective actions required, including any changes to SWPPP necessary and implementation dates. f. Inspectors name, title, and signature. The dischargers shall prepare their inspection checklists using the inspection checklist form provided by the SWRCB or RWQCB or on forms that contain the equivalent information. 12. Training Individuals responsible for SWPPP preparation, implementation, and permit compliance shall be appropriately trained, and the SWPPP shall document all training. This includes those personnel responsible for installation, inspection, maintenance, and repair of BMPs. Those responsible for overseeing, revising, and amending the SWPPP shall also document their training. Training should be both formal and informal, occur on an ongoing basis when it is appropriate and convenient, and should include training/workshops offered by the SWRCB, RWQCB, or other locally recognized agencies or professional organizations. 13. List of Contractors/Subcontractors The SWPPP shall include a list of names of all contractors, (or subcontractors) and individuals responsible for implementation of the SWPPP. This list should include telephone numbers and addresses. Specific areas of responsibility of each subcontractor and emergency contact numbers should also be included. • 14. Other Plans This SWPPP may incorporate by reference the appiopilate elements of other plans required by local, State, or Federal agencies. A copy of any requirements incorporated by reference shall be kept at the construction site. 15. Public Access The SWPPP shall be provided, upon request, to the RWQCB. The SWPPP is considered a report that shall be available to the public by the RWQCB under section 308(b) of the Clean Water Act. 16. )'reparer Certification The SWPPP and each amendment shall be signed by the landowner (discharger) or his representative and include the date of initial preparation and the date of each amendment. SECTION B: MONITORING PROGRAM AND REPORTING REQUIREMENTS 1. Required Changes The RWQCB may require the discharger to conduct additional site inspections, to submit reports and certifications, or perform sampling and analysis. 2. Implementation a. The requirements of this Section shall be implemented at the time of commencement of construction activity (see also Section A. 2. Implementation Schedule). The discharger is responsible for implementing these requirements until construction activity is complete and the site is stabilized. b. For ongoing construction activity involving a change in ownership of property covered by this General Permit, the new owner must complete a NOI and implement the requirements of this Section concurrent with the change of ownership. For changes of information, the owner must follow instructions in C. 7. Special Provisions for Construction Activity of the General Permit. 3. Site Inspections Qualified personnel shall conduct inspections of the construction site prior to anticipated storm events, during extended storm events, and after actual storm events to identify areas contributing to a discharge of stone water associated with construction activity. The • • name(s) and contact number(s) of the assigned inspection personnel shall be listed in the SWPPP. Pre -storm inspections are to ensure that BMPs are properly installed and maintained; post -storm inspections are to assure that the BMPs have functioned adequately. During extended storm events, inspections shall be required each 24-hour period. Best Management Practices (BMPs) shall be evaluated for adequacy and proper implementation and whether additional BMPs are required in accordance with the terms of the General Permit (see language in Section A. 11. Maintenance, Inspection, and Repair). Implementation of nonstorm water discharge BMPs shall be verified and their effectiveness evaluated. One time discharges of non -storm water shall be inspected when such discharges occur. 4. Compliance Certification Each discharger or qualified assigned personnel listed by name and contact number in the SWPPP must certify annually that construction activities are in compliance with the requirements of this General Permit and the SWPPP. This Certification shall be based upon the site inspections required in Item 3 of this Section. The certification must be completed by July 1 of each year. 5. Noncompliance ReAorting Dischargers who cannot certify compliance, in accordance with Item 4 of this Section and/or who have bad other instances of noncompliance excluding exceedances of water quality standards as defined in section B. 3. Receiving Water T imitations Language, shall notify the appropriate RWQCB within 30 days. Corrective measures should be implemented immediately following discovery that water quality standards were exceeded. The notifications shall identify the noncompliance event, including an initial assessment of any impact caused by the event; describe the actions necessary to achieve compliance; and include a time schedule subject to the modifications by the RWQCB indicating when compliance will be achieved. Noncompliance notifications must be submitted within 30-calendar days of identification of noncompliance. 6. Monitoring Records Records of all inspections, compliance certifications, and noncompliance reporting must be retained fora period of at least three years from the date generated. With the exception of noncompliance reporting, dischargers are not required to submit these records. 7. Monitoring Program for Sedimentation/Siltation Dischargers of storm water associated with construction activity that directly enters a water body listed in Attachment 3 shall conduct a sampling and analysis program for the pollutants (sedimentation/siltation or turbidity) causing the impairment. The discharger shall monitor for the applicable parameter. If the water body is listed for sedimentation or • • siltation, samples should be analyzed for Settleable Solids (ml/1) and Total Suspended Solids (mg/1). Alternatively or in addition, samples may be analyzed for suspended sediment concentration according to ASTM D3977-97. If the water body is listed for turbidity, samples should be analyzed for turbidity (NTU). Discharges that flow through tributaries that are not listed in Attachment 3 or that flow into Municipal Separate Storm Sewer Systems (MS4) are not subject to these sampling and analysis requirements. The sampling and analysis parameters and procedures must be designed to determine whether the BMPs installed and maintained prevent discharges of sediment from contributing to impairment in receiving waters. Samples shall be collected during the first two hours of discharge from rain events which result in a direct discharge to any water body listed in Attachment 3. Samples shall be collected during daylight hours (sunrise to sunset). Dischargers need not collect more than four (4) samples per month. All samples shall be taken in the receiving waters and shall be representative of the prevailing conditions of the water bodies. Samples shall be collected from safely accessible locations upstream of the construction site discharge and immediately downstream from the last point of discharge. For laboratory analysis, all sampling, sample preservation, and analyses must be conducted according to test procedures under 40 Curt Part 136. Field samples shall be collected and analyzed according to the specifications of the manufacturer of the sampling devices employed. Portable meters shall be calibrated according to manufacturer's specification. All field and/or laboratory analytical data shall be kept in the SWPPP document, which is to remain at the construction site at all times until a Notice of Termination has been submitted and approved. S. Monitoring Program for Pollutants Not Visually Detectable in Storm Water A sampling and analysis program shall be developed and conducted for pollutants which are not visually detectable in storm water discharges, which are or should be known to occur on the construction site, and which could cause or contribute to an exceedance of water quality objectives in the receiving water. Pollutants that should be considered for inclusion in this sampling and analysis program are those identified in Sections A.5.b. and A.5.c. Construction materials and compounds that are not stored in water -tight containers under a water -tight roof or inside a building are examples of materials for which the discharger may have to implement sampling and analysis procedures. The goal of the sampling anc. analysis is to determine whether the BMPs employed and maintained on site are effective in preventing the potential pollutants from coming in contact with storm water and causing or contributing to an exceedance of water quality objectives in the receiving waters. Examples of construction sites that may require sampling and analysis include: sites that are known to have contaminants spilled or spread on the ground; sites where construction practices include the application of soil amendments, such as gypsum, which can increase the pH of the runoff; or sites having uncovered stockpiles of material • • exposed to storm water. Visual observations before, during, and after storm events may trigger the requirement to collect samples. Any breach, malfunction, leakage, or spill observed which could result in the discharge of pollutants to surface waters that would not be visually detectable in storm water shall trigger the collection of a sample of discharge. Samples shall be collected at all discharge locations which drain the areas identified by the visual observations and which can be safely accessed. For sites where sampling and analysis is required, personnel trained in water quality sampling procedures shall collect storm water samples. A sufficiently large sample of storm water that has not come in contact with the disturbed soil or the materials stored or used on -site (uncontaminated sample) shall be collected for comparison with the discharge sample. Samples shall be collected during the first two hours of discharge from rain events that occur during daylight hours and which generate runoff. The uncontaminated sample shall be compared to the samples of discharge using field analysis or through laboratory analysis. Analyses may include, but are not limited to, indicator parameters such as: pH, specific conductance, dissolved oxygen, conductivity, salinity, and TDS. For laboratory analysis, all sampling, sample preservation, and analyses must be conducted according to test procedures under 40 CFR Part 136. Field discharge samples shall be collected and analyzed according to the specifications of the manufacturer of the sampling devices employed. Portable meters shall be calibrated according to manufacturer's specification. All field and/or analytical data shall be kept in the SWPPP document, which is to remain at the construction site at all times until a Notice of Termination has been submitted and approved. SECTION C: STANDARD PROVISIONS FOR CONSTRUCTION ACTIVITY 1. Duty to Comply The discharger must comply with all of the conditions of this General Permit. Any permit noncompliance constitutes a violation of the Clean Water Act (CWA) and the Porter -Cologne Water Quality Control Act and is grounds for enforcement action and/or removal from General Permit coverage. The discharger shall comply with effluent standards or prohibitions established under Section 307(a) of the CWA for toxic pollutants within the time provided in the regulations that establish these standards or prohibitions, even if this General Permit has not yet been modified to incorporate the requirement. General Permit Actions This General Permit may be modified, revoked and reissued, or terminated for cause. The filing of a request by the discharger for a General Permit modification, revocation • and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not annul any General Permit condition. If any toxic effluent standard or prohibition (including any schedule of compliance specified in such effluent standard or prohibition) is promulgated under Section 307(a) of the CWA for a toxic pollutant which is present in the discharge and that standard or prohibition is more stringent than any limitation on the pollutant in this General Permit, this General Permit shall be modified or revoked and reissued to conform to the toxic effluent standard or prohibition and the dischargers so notified. 3. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for a discharger in an enforcement action that it would have been necessary to halt or reduce the permitted activity in order to maintain compliance with the conditions of this General Permit. 4. Duty to Mitigate The discharger shall take all responsible steps to minimize or prevent any discharge in violation of this General Permit, which has a reasonable likelihood of adversely affecting human health or the environment. Proper Operation and Maintenance The discharger shall at all times properly operate and maintain any facilities and systems of treatment and control (and related appurtenances) which are installed or used by the discharger to achieve compliance with the conditions of this General Permit and with the requirements of Storm Water Pollution Prevention Plans (SWPPP). Proper operation and maintenance also includes adequate laboratory controls and appropriate quality assurance procedures. Proper operation and maintenance may require the operation of backup or auxiliary facilities or similar systems installed by a discharger when necessary to achieve compliance with the conditions of this General Permit. 6. Property Rights This General Permit does not convey any property rights of any sort or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor does it authorize any infringement of Federal, State, or local laws or regulations. 7. Duty to Provide Information The discharger shall fumish the RWQCB, State Water Resources Control Board, or USEPA, within a reasonable time, any requested information to determine compliance • with this General Permit. The discharger shall also furnish, upon request, copies of records required to be kept by this General Permit. 8. Inspection and Entry The discharger shall allow the RWQCB, SWRCB, USEPA, and/or, in the case of construction sites which discharge through a municipal separate storm sewer, an authorized representative of the municipal operator of the separate storm sewer system receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: a. Enter upon the discharger's premises at reasonable times where a regulated construction activity is being conducted or where records must be kept under the conditions of this General Permit; b. Access and copy at reasonable times any records that must be kept under the conditions of this General Permit; c. Inspect at reasonable times the complete construction site, including any off -site staging areas or material storage areas, and the erosion/sediment controls; and d. Sample or monitor at reasonable times for the purpose of ensuring General Permit compliance. 9. Signatory Requirements a. All Notice of Intents (NOIs), Notice of Terminations (NOTs), SWPPPs, certifications, and reports prepared in accordance with this Order submitted to the SWRCB shall be signed as follows: (1) For a corporation: by a responsible corporate officer. For the purpose of this Section, a responsible corporate officer means: (a) a president, secretary, treasurer, or vice president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision -making functions for the corporation, or (b) the manager of the construction activity if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; (2) For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or (3) For a municipality, State, Federal, or other public agency: by either a principal executive officer, ranking elected official, or duly authorized representative. The principal executive officer of a Federal agency includes the chief executive officer of the agency or the senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of USEPA). b. All SWPPPs, reports, certifications, or other information required by the General Permit and/or requested by the RWQCB, SWRCB, USEPA, or the Iocal storm water management agency shall be signed by a person described above or by a duly authorized representative. A person is a duly authorized representative if: (I) (2) The authorization is made in writing by a person described above and retained as part of the SWPPP; or The authorization specifies either an individual or a position having responsibility for the overall operation of the construction activity, such as the position of manager, operator, superintendent, or position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position). c. If an authorization is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization must be attached to the SWPPP prior to submittal of any reports, information, or certifications to be signed by the authorized representative. 10. Certification Any person signing documents under Section C, Provision 9 above, shall make the following certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." • • i 11. Anticipated Noncompliance The discharger will give advance notice to the RWQCB and local storm water management agency of any planned changes in the construction activity which may result in noncompliance with General Permit requirements. 12. Penalties for Falsification of Reports Section 309(c)(4) of the CWA provides that any person who knowingly makes any false material statement, repzesentation, or certification in any record or other document submitted or required to be maintained under this General Pemut, including reports of compliance or noncompliance shall upon conviction, be punished by a fine of not more than $10,000 or by imprisonment for not more than two years or by both. 13. Oil and Hazardous Substance Liability Nothing in this General Permit shall be construed to preclude the institution of any legal action or relieve the discharger from any responsibilities, liabilities, or penalties to which the discharger is or maybe subject to under Section 311 of the CWA. 14. Severability The provisions of this General Permit are severable; and, if any provision of this General Permit or the application of any provision of this General Permit to any circumstance is held invalid, the application of such provision to other circumstances and the remainder of this General Permit shall not be affected thereby. 15. Reopener Clause This General Permit may be modified, revoked and reissued, or terminated for cause due to promulgation of amended regulations, receipt of USEPA guidance concerning regulated activities, judicial decision, or in accordance with 40 Code of Federal Regulations (CFZt) 122.62, 122.63,122.64, and 124.5. 16. Penalties for Violations of Permit Conditions a. Section 309 of the CWA provides significant penalties for any person who violates a permit condition implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the CWA or any permit condition or limitation implementing any such section in a permit issued under Section 402. Any person who violates any permit condition of this General Permit is subject to a civil penalty not to exceed $27,500 per calendar day of such violation, as well as any other appropriate sanction provided by Section 309 of the CWA. • • • b. The Porter -Cologne Water Quality Control Act also provides for civil and criminal penalties which in some cases are greater than those under the CWA. 17. Availability A copy of this General Permit shall be maintained at the construction site during construction activity and be available to operating personnel. 18. Transfers This General Permit is not transferable. A new owner of an ongoing construction activity must submit a NOI in accordance with the requirements of this General Permit to be authorized to discharge under this General Permit. An owner who sells property covered by this General Permit shall inform the new owner of the duty to file a NOI and shall provide the new owner with a copy of this General Permit 19. Continuation of Expired Permit This General Permit continues in force and effect until a new General Permit is issued or the SWRCB rescinds this General Permit. Only those dischargers authorized to discharge under the expiring General Permit are covered by the continued General Permit. SWRCB AND R Please see Storm Water Contacts at http://www.swrcb.ca.gov/stormwtf/contact.html • • NOTICE OF ]NTENT (NOI) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WADS ASSOCIATED WITH CONSTRUCTION ACTIVITY GENERAL INSTRUCTIONS 'Who Must Submit Discharges of storm water associated with construction that results in the disturbance of one acre or more of land must apply for coverage under the General Construction Activities Storm Water Permit (General Permit). Construction activity which is a part of a larger common area of development or sale must also be permitted. (For example, if 4 acres of a 20-acre subdivision is disturbed by construction activities, and the remaining 16 acres is to be developed at a future date, the property owner must obtain a General Storm Water Permit for the 4-acre project). Construction activity includes, but is not limited to: clearing, grading, demolition, excavation, construction of new structures, and reconstruction of existing facilities involving removal and replacement that results in soil disturbance. This includes construction access roads, staging areas, storage areas, stockpiles, and any off -site areas which receive run-off from the construction project such as discharge points into a receiving water. Construction activity does not include routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of the facility. The owner of the land where the construction activity is occurring is responsible for obtaining a permit. Owners may obtain coverage under the General Permit by filing a NOI in accordance with the following instructions. Coverage for construction activity conducted on easements (e.g., pipeline construction) or on nearby properties by agreement or permission, or by an owner or lessee of a mineral estate (oil, gas, geothermal, aggregate, precious metals, and/or industrial minerals) entitled to conduct the activities, shall be obtained by the entity responsible for the construction activity. Linear construction projects which will have Construction activity occurring in one or more than one Region should contact the State Water Resources Control Board at the number listed below prior to submitting an NOI application for specific information related to the use of the NOI form. Construction Activity Not Covered By This General Permit Storm water discharges in the Lake Tahoe Hydrologic Unit will be regulated by a separate permit(s) adopted by the California Regional Water Quality Control Board, Lahontan Region, and will not be covered under the State Water Resources Control Board's (SWRCB) General Permit. Storm water discharges on Indian Lands will be regulated by the U.S. Environmental Protection Agency. • 1 • Where to Apply The NOI form, vicinity map, and appropriate fee must be mailed to the SWRCB at the following address: State Water Resources Control Board Division of Water Quality Attn: Storm Water Permit Unit P.O. Box 1977 Sacramento, CA 95812-1977 When to Apply Property owners proposing to conduct construction activities subject to this General Permit must file a Notice of Intent prior to the commencement of construction activity. Fees The total annual fee is the current base fee plus applicable surcharges for all construction sites submitting an NOL Checks should be made payable to: SWRCB. Completing the Notice of Intent (NOD The submittal to obtain coverage under the General Permit must include a completed NOI Form (Notice of Intent, attached), a vicinity map, and the appropriate annual fee. The NOI must be completely and accurately filled out; the vicinity map and annual fee must be included with the NOI or the submittal is considered incomplete and will be rejected. A construction site is considered to be covered by the General Permit upon filing a complete NOI submittal, and implementation of a defensible Storm Water Pollution Prevention Plan (SWPPP). Upon receipt of a complete NOI submittal, each discharger will be sent a receipt letter containing the waste discharger's identification (WDID) number. Ouestions? If you have any questions on completing the NOI please can the SWRCB at (916) 341-5537. • NOI-LINE-BY-LINE INSTRUCTIONS Please type or print when completing the NOI Form and vicinity map. SECTION I—NOI STATUS Mark one of the two boxes at the top portion of the NOL Check box 1 if the NOT is being completed for new construction. Check box 2 if the NOT is being submitted to report changes for a construction site already covered by the General Permit. An example of a change that warrants a resubmittal of the NOI is a change of total area of the construction site. The permit is non- transferable, a change of ownership requires a Notice of Termination (NOT) submittal and a new NOI. Complete only those portions of the NOI that apply to the changes (the NOI must always be signed). If box 2 is checked, the WDID number must be included. SECTION II —PROPERTY OWNER Enter the construction site owner's official or legal name and address; contact person (if other than owner), title, and telephone number. SECTION III --DEVELOPER / CONTRACTOR INFORMATION Enter the name of the developer's (or general contractor's) official or legal name, address, contact person, title, and telephone number. The contact person should be someone who is familiar with the construction site and is responsible for compliance and oversight of the general permit. SECTION IV -CONSTRUCTION PROJECT INFORMATION Enter the project name, site address, county, city, (or nearest city if construction is occurring in an unincorporated area), zip code, and telephone number (if any) of the construction site. Include an emergency contact telephone or pager number. Construction site information should include latitude and longitude designations, tract numbers, and/or mile post markers, if applicable. The site contact person should be someone who is familiar with the project, site plans, SWPPP, and monitoring program. All NOIs must be accompanied by a vicinity map. Part A: Enter the total size in acres of all areas associated with construction activity, including all access roads. Part B: Enter the total size in acres of the area to be disturbed by construction activity and the percentage of the area listed in Part A above that this represents. Part C: Enter the percentage of the site that is impervious (areas where water cannot soak into the ground, such as concrete, asphalt, rooftops, etc.) before and after construction. Part D: Include tract numbers, if available. • • Part E: Enter the mile post marker number at the project site location. Part F: indicate whether the construction site is part of a larger common plan of development or sale. For example, if the construction activity is occurring on a two -acre site which is within a development that is one acre or greater, answer yes. Part G: Enter the name of the development (e.g. "Quail Ridge Subdivision", "Orange Valley Estates", etc.). Part H: Indicate when construction will begin (month, day, year). When a NOI is being submitted due to a change in ownership, the commencement date should be the date the new ownership took effect. Part L• Indicate the percentage of the total project area to be mass graded. Part 3: Enter the estimated completion dates for the mass grading activities and for the project completion. Part K: Indicate the type(s) of constriction taking place. For example, "Transportation" should be checked for the construction of roads; "Utility" should be checked for installation of sewer, electric, or telephone systems. Include a description of the major construction activities, (e.g., 20 single family homes, a supermarket, an office building, a factory, etc.) SECTION V—BILLING ADDRESS To continue coverage under the General Permit, the annual fee must be paid. Indicate where the annual fee invoice should be mailed by checking one of the following boxes: Owner: sent to the owners address as it appears in Section II. Developer/Contractor: sent to the developer's address as it appears in Section III. Other: sent to a different address and enter that address in the spaces provided. SECTION VI --REGULATORY STATUS Indicate whether or not the site is subject to local erosion/sediment control ordinances. Indicate whether the erosion/sediment control plan designed to comply with the ordinance addresses the construction of infrastructure and structures in addition to grading. Identify the name and telephone number of the local agency, if applicable. • s SECTION VIE —RECEIVING WATER INFORMATION Part A: Indicate whether the storm water runoff from the construction site discharges indirectly to waters of the United States, directly to waters of the United States, or to a separate storm drain system_ Indirect discharges include discharges that may flow overland across adjacent properties or ruts -of -way prior to discharging into waters of the United States. Enter the name of the owner/operator of the relevant storm drain system, if applicable. Storm water discharges directly to waters of the United States will typically have an outfall structure directly from the facility to a river, lake, creek, stream, bay, ocean, etc. Discharges to separate storm sewer systems are those that discharge to a collection system operated by municipalities, flood control districts, utilities, or similar entities. Part B: Enter the name of the receiving water. Regardless of point of discharge, the owner must determine the receiving water for the construction site's storm water discharge. Enter the name of the receiving water. SECTION 'VICE —IMPLEMENTATION OF NPDES PERMIT REQUIREMENTS Part A: Indicate the status of the SWPPP, date prepared, or availability for review. Also indicate if a tentative construction schedule has been included in the SWPPP (the inclusion of a construction activity schedule is a mandatory SWPPP requirement). Part B: Provide information concerning the status of the development of a monitoring program, a component of the SWPPP which outlines an inspection and maintenance schedule for the proposed Best Management Practices (BMPs). Provide name and phone number of program preparer. Part C: Provide the name and phone numbers of the responsible party or parties designated to insure compliance with all elements of the General Permit and SWPPP. SECTION IX --VICINITY MAP AND FEE Provide a "to scale" or "to approximate scale" drawing of the constructionsite and the immediate surrounding area. Whenever possible, limit the map to an &5" x 11' or 11" x 17" sheet of paper. At a minimum, the map must show the site perimeter, the geographic features surrounding the site, and general topography, and a north arrow. The map must also include the location of the construction project in relation to named streets, roads, intersections, or landmarks. A NOT containing a map which does not clearly indicate the location of the construction project will be rejected. Do not submit blueprints unless they meet the above referenced size limits. • SECTION X—CIR11I4ICATIONS • • This section must be completed by the owner or signatory agent of the construction site. The certification provides assurances that the NOI and vicinity map were completed in an accurate and complete fashion and with the knowledge that penalties exist for providing false information. Certification also requires the owner to comply with the provisions in the General Permit. * For a corporation: a responsible corporate officer (or authorized individual). For a partnership or sole proprietorship: a general partner or the proprietor, respectively. For a municipality, State, Federal, or other public agency: either a principal executive officer, ranking elected official, or duly authorized representative. lima War Mauna Control Board NOTICE OF INTENT TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (WO ORDER No. 99-08-DWO) I. NOI STATUS (SEE INSTRUCTIONS) MARK ONLY ONE ITEM 1. ❑ New Construction 2. 0 Cherie of Information for WDIDS Attachment 2 Name Contact Person Melling Address ?Ns aty State 21p Phone ( I _—...__...._._. _.. .... _- Developeneantractor Contact Person Meiling Address Tlllo City State Lp Phone — IV. CONSTRUCTION PROJECT INFORMATION eject Name ' Site Contact Person ..yskal Address/Location latitude ii Longitude • County Oily (or nearest OM lip She Phone Number Emergency Phone Number k Total she of construction site area: Acres C. Percent of sate Inner/lousiness encludhg rooftops): Before Construction: % D. Tract Number(s)- E. Mile Post Mather B. Total area to be disturbed: Acres (% of total _._--) After Cdnabucaon: _% F. Is the construction site pert of a arger common plan of development or sale? ❑ YES Q NO G. Name of plan or development H. Construction commencement date: J. Projected consimclbn dates: Complete grading: Compel Project _J_/ L %ot sites be mass graded: _J. __J _J_J v K. Type of Construction (Check all that apply): - 1. 0 Residential 2. 0 Commercial 9. 0 Indwtryl 4. 0 Reconstruction 5. D Transportation 6. ❑ Description: 7. 0 Other (Please List): Utility V. BILLING INFORMATION Name SEND BILL TO: ❑ OWNER (as h II. above) Contact Person 'VELOPER In III. above) Mailing Address City OTHER («aer htammtian al;%�nt) PhonMrex State 7. REGULATORY STATUS A. Has a local agency approved a required erosion/sediment control plan? ...................._..._....._...__..............__........._......_...._._..__.. 0 YES 0 NO Does the emsiontaedmbnt control Plan address construction activities such as 6dreesuc4ae and structures? ......... ._......... .._......... _._........ _..._.a.._.._ ❑ YEs ❑ NO Name of local agency: Phone: ( • s project or any pad thereof, subject to condMons Imposed under a CWA Section 404 pennk of 401 Water Duality Certification? ❑ YES ❑ NO If yes, provide details: 71. RECEIVING WATER INFORMATION A. Does the stone water runoff from the construction site discharge to (Check ail that apply): 1. ❑ Indirectly to waters of the U.S. 2. ❑ Storm drain system - Enter owner's name. 3. ❑ Directly to waters of U.S. (e.g. , river, Nike, creek, stream, bay, ocean, etc.) B. Name of receiving water. (river, lake, creek, stream, bay, ocean): MI. IMPLEMENTATION OF NPDES PERMIT REQUIREMENTS A. STORM WATER POLLUTION PREVENTION PLAN (SWPPP) (check mite) ❑ A SWPPP has been prepared for this facility and Is available for review. Date Prepared: _!_-1 Date Amended: ❑ A SWPPP will be prepared and ready for review by (enter date): _J_J - ❑ A tentative schedule has been included in the SWPPP for activities such as Ong, street construction, tome construction, etc. B. MONITORING PROGRAM • A monitoring and maintenance schedule has been developed that includes Inspection of the construction BMPs before anticipated stone events and after actual storm events and is avabble tor review. If checked above: A qualified person has been assigned responsibility for pre -atom and post -stone BMP inspections to Identify electiveness and necessary repairs or design changes ❑ YES ❑ NO Name: Phone: ( C. PERMIT COMPLIANCE RESPONSIBILITY A qualified person has been assigned responsibility to ensure full compliance with the Pam*, and to implement all elements of the Stone Water Pollution Prevention Plan Including: 1. Prepadrg an annual compliance evaluation 0 YES 0 NO Name: Phone: ( 2. Elminatlro duneulhodudmbclwgea. __.. _ -- YES • NO IX. VICINITY MAP AND FEE ust show she location In relation to nearest named streets Intersections etc. Have you included a vicinity map withthts submittal? JA YES / NO Have you included payrnent of the annual fee with this submittal? EprEs❑ No X. CERTIFICATIONS 'I certify under penalty of law that this document and all attachments were prepared -under my direction and supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persona direly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there ars significant penatlios for submitting false information, including the possibility of fine or imprisonment. In addition, I certify that the provisions of the permit, including the development and implementation of a Storm Water Pollution Prevention Plan and a Monitoring Program Plan will be complied with." Printed Name: Signature: • Date: 2 • 303d Listed Water Bodies for Sedimentation ATTACHMENT 3 REGION I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 •2 2 WATER BODY NAME MATTOLE RIVER TRINITY RIVER, SOUTH FORK REDWOOD CREEK MAD RIVER ELK RIVER EEL RIVER, SOUTH FORK EEL RIVER, NORTH FORK TRINITY RIVER EEL RIVER, MIDDLE FORK MAD RIVER TEN MILE RiVER NOVO RIVER BIG RIVER ALBION RIVER NAVARRO RIVER GARCIA RIVER GUALALA RIVER RUSSIAN RIVER TOMKI CREEK VAN DUZEN RIVER EEL RIVER DELTA EEL RIVER, MIDDLE MAIN FORK ESTERO AMERICANO NAVARRO RIVER DELTA EEL RIVER, UPPER MAIN FORK FRESHWATER CREEK SCOTT RIVER TOMALES BAY NAPA RIVER SONOMA CREEK PETALUMA RiVER LAGUNITAS CREEK WALKER CREEK SAN GREGORIO CREEK CODE I POLLUTANT 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siftation 1100 Sedimentation/Siftation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 2500 Turbidity 1100 - Sedimentation/Siltation 1100 Sedimentation/Siftation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation • 2 SAN FRANCISQUITO CREEK 2 PESCADERO CREEK (REG 2) 2 BUTANO CREEK 3 MORRO BAY 3 SAN LORENZO RIVER ESTUARY 3 SHINGLE MILL CREEK 3 MOSS LANDING HARBOR 3 WATSONVILLE SLOUGH 3 SAN LORENZO RIVER 3 ELKHORN SLOUGH 3 SALINAS RIVER LAGOON (NORTH) 3 GOLETA SLOUGH/ESTUARY 3 CARPINTERIA MARSH (EL ESTERO MARSH) 3 LOMPICO CREEK 3 MORO COJO SLOUGH 3 VALENCIA CREEK 3 PAJARO RIVER 3 RIDER GULCH CREEK 3 LLAGAS CREEK 3 SAN BENITO RIVER 3 SALINAS RIVER 3 CHORRO CREEK 3 LOS OSOS CREEK 3 SANTA YNEZ RIVER 3 SAN ANTONIO CREEK (SANTA BARBARA COUNTY) 3 CARBONERA CREEK 3 SOQUEL LAGOON 3 APTOS CREEK 4 MUGU LAGOON 5 HUMBUG CREEK 5 PANOCHE CREEK 5 FALL RIVER (PIT) 6 BEAR CREEK (R6) 6 MILL CREEK (3) 6 HORSESHOE LAKE (2) 6 BRIDGEPORT RES 6 TOPAZ LAKE 6 LAKE TAHOE 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1•100 Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siitation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 1100 Sedimentation/Siltation 6 6 6 6 6 6 6 6 6 6 6 6 6 6 7 7 7 8 8 8 8 9 9 9 9 i PINE CREEK (2) TRUCKEE RIVER CLEARWATER CREEK GRAY CREEK (R6) WARD CREEK BLACKWOOD CREEK GOODALE CREEK EAST WALKER RIVER HEAVENLY VALLEY CREEK WOLF CREEK (1) WEST WALKER RIVER HOT SPRINGS CANYON CREEK BRONCO CREEK SQUAW CREEK IMPERIAL VALLEY DRAINS NEW RIVER (R7) ALAMO RIVER SAN DIEGO CREEK, REACH 1 RATHBONE (RATHBUN) CREEK SAN DIEGO CREEK, REACH 2 UPPER NEWPORT BAY ECOLOGICAL RESERVE BIG BEAR LAKE ELSINORE, LAKE SAN ELIJO LAGOON LOS PENASQUITOS LAGOON AGUA HEDIONDA LAGOON BUENA VISTA LAGOON 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 - 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Sittation Sedimentation/Siltation Sedimentation/Sittation Sedimentation/Siltation Sedimentation/Siltation Sedimentation/Siltation • NEW OWNER INFORMATION AND CHANGE OF INFORMATION (COI) FORM FOR THE GENERAL CONSTRUCTION PERMIT NO. CAS000002 Owners Name: Date: WDID No.: Prepared By: Date of Last NOI Change: Signature of Preparer. Area Transferred (acres? column 1 Area Remaining (acres)2 column 2 Lot/Tract Numbers Transferred Contact Person and Company Name of NewOwner(s) Address(es) of the New Owner(s) Phone # of New Owner Is Const/Post Construction Complete? Yes/No Date of Ovmersbd p Transfer 4 5 10 ., Jse approximate area (in acres) if no exact figure is available. calculate running total in this column as follows: Enter in column 2, line 1, the area from NOI minus the area in column 3.. Enter in column 2, line 2, the area in column 2, line I, minus the area in line 2, column 1. Enter in column 2, line 3, the area in column 2, line 2, minus the area in line 3, column 1, and so forth. S T O T E R COMPLIA! .... >w+'CIALISTS APPENDIX L CITY OF NEWPORT BEACH, BUILDING DEPARTMENT, EROSION CONTROL SPECIFICATIONS 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com SECTION A-4, LEGAL AUTHORITY A-4.0 LEGAL AUTHORITY A-4.1 Introduction The Third Term Permits require implementation of a program to reduce pollutants in storm water discharges from commercial, industrial, and residential areas to the "maximum extent practicable." Central to these programs is the establishment, by the City of Newport Beach, of adequate legal authority to regulate the discharge of pollutants to the municipal separate storm sewer. In 1993, the Orange County Permittees prepared a Model Water Quality Ordinance to provide a more uniform, countywide approach and a legal underpinning to the area -wide stormwater program. Subsequently, the City of Newport Beach adopted a largely similar version of the Water Quality Ordinance as Ordinance Number NBMC 1436 and provided certifications of their adoption to the Regional Boards in 1997. A corresponding Enforcement Consistency Guide (2003 DAMP Exhibit 4.1) was also developed and implemented by the Permittees in 1997 to accompany the ordinance. In addition, the City has designated the Authorized Inspector(s) responsible for enforcing the Ordinances (Section A-10). The Authorized Inspector is the person(s) designated to investigate compliance with, detect violations of and/or take actions pursuant to the City Ordinance. A-4.2 Assessment of Water Quality Ordinance Upon adoption of the Third Term Permit, the City in conjunction with the Principal Permittee and other Permittees, collectively reviewed all applicable ordinances. The specific elements covered were as follows: • Reviewed the legal authority to enforce the permit requirements; • Reviewed the grading and erosion control ordinances and recommended model language changes; • Reviewed the water quality ordinances; • Reviewed the effectiveness of water quality ordinances on prohibiting discharges; Reviewed and revised litter/trash control ordinances; • Developed and submitted a model statement for signature by legal counsel verifying adequate legal authority to enforce permits (Section A-4.3.1); and • Developed a long-term strategy for assessing the effectiveness of the legal authority program component. City of Newport Beath Local Implementation Plan (LIP) Legal Authority A-4-1 July 1.2003 SECTION A-4, LEGAL AUTHORITY 7f..«'pfi'ka tr- As a result, the City has concluded that the City's ordinances (once amendments to those ordinances are final by November 15, 2003) grant the City the adequate legal authority necessary to implement and enforce the requirements of the permit. A4.3 City of Newport Beach Authority to Control Pollutant Discharges The City has undertaken its own review and enacted measures to ensure adequate legal authority within its corporate boundaries. Based on the models, the City incorporated the recommended changes to its Ordinances. Other local authorities were separately enacted that included controls for specific discharges to the storm drain system. These provisions include: 1) The City of Newport Beach Municipal Code, (NBMC 14.36), Water Quality prohibits unpermitted discharges to the municipal storm drain system. Refer to Exhibit A-4.I for a copy of the ordinance. Note the Water Quality Ordinance will be reviewed and revised (if needed) to comply with the NPDES Third Term Permit. Also included is a copy of City Council Policies L- 18, Pro ration of Water Quality: Drainage -Public Rights -of -Way, and L-22, Protection of Water Quality: Water Quality Management Plans for New Development / Redevelopment. 2) The City of Newport Beach Municipal Code, (NBMC 15.10), Excavation and Grading regulates excavation, grading, and establishes administrative requirements for the issuance of permits in accordance with the requirements in the Uniform Building Code. The City of Newport Beach Municipal Code, (NBMC 15.10), Excavation and Grading was recently amended to require all Permittees to comply with the relevant provisions of the 2003 DAMP and LIP governing grading activities. Refer to Exhibit A-4.II for a copy of the revised ordinance. Section 106.4.1 of the California Building Code, which has been expressly adopted by the City of Newport Beach (NBMC 15.04.010) provides: The application, plans, specifications, computations, and other data filed by an applicant for a permit shall be reviewed by the Building Official. Such plans may be reviewed by other City departments to verify compliance with any applicable laws and ordinances under their jurisdiction. If the Building Official finds that the work described in an application for a permit and the plans, specifications and other data filed therewith conform to the requirements of this Code and other pertinent laws and ordinances, and that the fees specified in section 107 have been paid, he shall issue a permit therefore to the applicant. The California Building Code and local building ordinances therefore expressly permits the Building Official to include as a condition of the Building Permit compliance with City Ordinances other than the Building Ordinance. This would include the Water Quality Ordinance and the requirements contained in the 2003 DAMP enacted under the Water Quality City of Newport Beach Local Implementation Plan (LIP) Legal Authority A-4-2 July 1, 2003 SECTION A-4, LEGAL AUTHORITY Ordinance. The Building Official, therefore has the authority to enforce the water quality requirements contained in the 2003 DAMP and LIP relevant to construction activities that have been incorporated as part of a building permit both during the grading phase of construction as well as during construction subsequent to completion of grading. 3) The City of Newport Beach Municipal Code, (NBMC 6.04), Garbage, Refuse, and Cuttings, prohibits the disposal of any waste material on any public or private property. Note the Garbage, Refuse, and Cuttings Ordinance will be reviewed and revised (if needed) to comply with the NPDFS Third Term Permit. Refer to Exhibit A-4.IV for a copy of the ordinance. 4) The City of Newport Beach Municipal Code, (NBMC 12.63), Solid Waste Management, regulates where solid and liquid wastes, including hazardous and industrial wastes, may and may not be deposited or discharged. Refer to Exhibit A-4.V for a copy of the ordinance. 5) The Uniform Fire Code, which has been adopted into the codified ordinances of the County and the cities and prohibits the discharge of any waste liquid containing crude petroleum or its products' into or upon" any drainage canal or ditch, storm drain, sewer, or upon the ground. 6) The City of Newport Beach Municipal Code, (NBMC 17.32), Waste and Refuse - Small Vessel Moorage, regulates the discharge of solid and liquid wastes from a vessel into the waters of Newport Bay. Refer to Exhibit A-4.VI for a copy of the ordinance. 7) The City of Newport Beach City Council Policy, (K-3), Implementation Procedures for the California Environmental Quality Act, ensures City compliance with the California Environmental Quality Act (CEQA). Refer to Exhibit A-4.VII for a copy of the policy. The detection, elimination and enforcement activities undertaken by the City are described further in 2003 DAMP Section 10.0. In addition to prohibiting unpermitted discharges, the Water Quality Ordinance also provides the legal authority for requiring BMPs in new development and significant redevelopment found in 2003 DAMP Section 7.0. A-4.3.1 Statement of Legal Authority As a result of the Program Effectiveness Assessment (2003 DAMP Section 4.3), a Statement of Legal Authority (Exhibit A-4.III) signed by legal counsel, was completed to certify that the City of Newport Beach has the legal authority to implement and enforce the requirements in 40 CFR 122.26(d)(2)(i)(A-F) and the permit. City of Newport Beach Local Implementation Plan (LIP) Legal Authority A-4-3 July 1, 2003 S T O COMPLIA T E R CIALISTS APPENDIX M CITY OF NEWPORT BEACH LOCAL IMPLEMENTATION PLAN (LIP) 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com 07-1B-2005 10:55 im PtL MELISSA LIFDBLOM B585702218 my of avow 5UCa 1YILOla5 IMPARTMENT Ee0SI 4 Contest SFECffICATloas RENEW, REQUIREMENTS: • 1, All work Shall he in ecardance with the ;fading Code of the City of Newport eeetthe teeth, the recommendations of the project sells report and any uncial esquire - meats Temporary erosion control plait are rewired tray October IS to key 15. 3. Between October 1S and hey 1S. crosier control measeres shall be ie plea at the end of each working day whenever the five -lay probability of rein enamel SO:. poring the remainder of the year, they shall be In place at tee eed of the working day weenever the pity rainfall probability exceeds SOS. s. A stand-by Crew for esereency verb shall be iv/gable at all times during the . relay season. Necessarymateriels shall he available on site and stockpiled Ai tsnrenlent locations to fecilltste rapid construction of temporary devices when rain It imminent. ' S. Devices shell net be moved or modified without the approve! of the luildiee Department. 6. All desiltieg basins shall be clnred of silt, es needed, to provide the necessary volumetric capacity, end standing toter, turbid-frea of silt, shall be owned out e/ the basins to assist in keeping the volumetric capacity end assisting In silt removal. 7. All slopes et the tract perimeter shall drain -emy from the top of steps et the conclvslen of each working day. a. A guard will be posted and/or be enclosure eetablished whenever the depth of water in any device exceeds two feet. S. Placement of devices to reduce erosion demeoe within the tract is left to the discretion of the engineer. These devices. If any, must show en the plan because their presence will the required capacity tf the desiltf rep basin. le. Outlet conditions are not to vetoed dvwnstrne limttetiont. with eateptto., of overflow *etch is to puerile tepidly of I.S Q. 11. If erosion control problems actor the developer shall cerr,n the condition Iacedietely prier to receiving a correction notice from the City Grading Engineer. but If s notice Is Issued end the erosion problem is met earteeted the debris deposit shall he forfeited end ell tanstrvetton wort thall be hopped Until the problem It corrected and a new deposit is reeeteed by the ty, 12. lee developer end the civil engineer saw review end coordinate changes fa the eretien control gystem es the tepogepwy dictates during the grading phase. Ii. The standards to ae used in designing the volrsmtrfe capacity of desiittes haslet Censltes of: I. Universal Soil best Eowatton for tint load. , S. kittens' forwele for water teed. 3. ES year storm. 4. Overflow designed for 1.5 maximum Q. 14. In case at esergoncy, tall it (responsible persoaT 124 hour peens no.f 15. The undesired civil engineer will supervise erasion central wort end verify that work is in accordance with the approved plans. r gnaeure TIWr T E R ALISTS APPENDIX N BMP IMPLEMENTATION SCHEDULE 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Su'rte 203 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5772 E-mail: kazemi@noerasion.com I s of Construction BMP Install )r Will Be Installed Date Complill'Comments Street and Utilities Phase (Cont'd) appropriate BMPs prior to rainy season covering from toe to about 5 to 10 feet beyond the lot's crown. Dry Utilities BMP's stockpiled on site — Including plastic to cover stockpiles. Sweep Streets a minimum of once a week in dry months and prior to rain storms. Monitor concrete washout weekly prior to rainstorm. Cover the area before rain. Maintain, replace or repair BMPs. Keep all portable toilets at a minimum of 25 feet from nearest storm drains and behind curb or sidewalk. Curb & Gutter/Street Paving Install check dams every 25 to 50 feet intervaL Protect all active storm drains with gravel bags. Framing Through Stucco (vertical construction) Maintain silt fence /fiber roll around active and inactive Lots perimeter. Install & maintain gravel base driveways to all lots to minimize tracking. BMP's stockpiled on site — Including plastic to cover stockpiles. Sweep streets at a minimum of once a week and prior to rain. Monitor concrete washout and other designated washouts weekly and prior to rain. Maintain or replace check dams on streets and around storm drains. Cover all stockpiles with plastic sheet or other appropriate BMP for wind erosion and prior to rain storm. Temporary Sediment Traps Install at multiple locations to control run off and remove sediment prior to discharge into storm drains. All cut and fill slope should be 3:1 or flatter, side and the bottom should covered with plastic sheet. Stabilize outlet with rocks as energy dissipater. Sediment Basin Designed according to construction NPDES Permit Specs or local ordinance S T O COMPL T E R CIALISTS APPENDIX 0 SUB -CONTRACTORS LIST 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-7884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com S T O COMPLIA T E R CIA LISTS APPENDIX P NOT FORM 6920 Miramar Road, Suite 303 • San Diego, CA 92121 Office (858) 527-1795 • Fax (858) 527-1884 Toll Free (888) 794-6255 • E-mail: joe@noerosion.com 991 Tyler Street, Suite 200 • Benicia, CA 94510 Phone (707) 747-1126 • Fax (925) 871-5172 E-mail: kazemi@noerosion.com n Winston H. Hickox Secretary for •oental Protection • State Water Resources Control Board Division of Water Quality 1001 'Street • Sacramento, California 95814 • (916) 341-5537 Mailing Address: P.O. Box 1977 • Sacramento, California • 95812-1977 FAX (916) 341-5543 • Internet Address: httpliwww.swrcb.cagov To: Storm Water Permit Holder RE: NOTICE OF TERMINATION OF COVERAGE UNDER THE GENERAL CONSTRUCTION STORM WATER PERMIT (GENERAL PERMIT) In order for us to terminate your coverage under the General Permit, please complete and submit the enclosed Notice of Termination (NOT) your local Regional Water Q i:fi ty Control Board (RWQCB). Refer to the last page of the NOT packet for RWQCB locations. Please note that you are subject to the annual fee until you file a NOT and the RWQCB approves your NOT. Should you have any questions regarding this matter, please contact your local RWQCB at the number listed on the back page of the NOT package, or the Storm Water Unit at (916) 341-5537. Sincerely, Storm Water Unit Division of Water Quality Enclosure Gray Davis Governor • • State of California State Water Resources Control Board NOTICE OF TERMINATION OF COVERAGE UNDER THE NPDES GENERAL PERMIT NO. CAS000002 FOR DISCHARGES OF STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY Submission of this Notice of Termination constitutes notice that the owner (and his/her agent) of the site identified on this form is no longer authorized to discharge storm water associated with construction activity by NPDES General Permit No. CAS000002. 1. WDID NO. 11. OWNER COMPANY NAME CONTACT PERSON STREET ADDRESS TITLE GITY STATE ZIP PHONE III. CONSTRUCTION SITE INFORMATION A. DEVELOPER NAME CONTACT PERSON STREET ADDRESS TITLE CITY CA ZIP PHONE B. SITE ADDRESS COUNTY CITY IV. BASIS OF TERMINATION CA ZIP PHONE 1. The construction project is complete and the following conditions have been met. - All elements of the Storm Water Pollution Prevention Plan have been completed. - Construction materials and waste have been disposed of properly. - The site is in compliance with all local storm water management requirements. - A post -construction storm water operation and management plan is in place: Date of project completion / / 2. Construction activities have been suspended, either temporarily or indefinitely and the following conditions have been met. - All elements of the Storm Water Pollution Prevention Plan have been completed. - Construction materials and waste have been disposed of properly. - All denuded areas and other areas of potential erosion are stabilized. - An operation and maintenance plan for erosion and sediment control is in place. - The site is in compliance with all local storm water management requirements. Date of suspension / / Expected start up date 1 / 3. Site can not discharge storm water to waters of the United States (check one). • • All storm water is retained on site. _ All storm water is discharged to evaporation or percolation ponds offsite. 4. Discharge of storm water from the site is now subject to another NPDES general permit or an individual NPDES permit. NPDES Permit No. Date coverage began / / 5. There is a new owner of the identified site. Date of owner transfer Was the new owner notified of the General Permit requirements? YES _ NO NEW OWNER INFORMATION COMPANY NAME CONTACT PERSON STREET ADDRESS TITLE CITY STATE ZIP PHONE V. EXPLANATION OF BASIS OF TERMINATION (Attach site photographs - see instructions). VI. CERTIFICATION: I certify under penalty of law that all storm water discharges associated with construction activity from the identified site that are authorized by NPDES General Permit No. CAS000002 have been eliminated or that 1 am no longer the owner of the site. I understand that by submitting this Notice of Termination, I am no longer authorized to discharge storm water associated with construction activity under the general permit, and that discharging pollutants in storm water associated with construction activity to waters of the United States is unlawful under the Clean Water Act where the discharge is not authorized by a NPDES permit. I also understand that the submittal of this Notice of Termination does not release an owner from liability for any violations of the general permit or the Clean Water Act. PRINTED NAME TITLE SIGNATURE: REGIONAL WATERBOARD USE ONLY DATE / / This Notice of Termination has been reviewed, and I recommend termination of coverage under the subject NPDES general permit. Printed Name Region No. Signature Date / / State of California State Water Resources Control Board INSTRUCTIONS FOR COMPLETING NOTICE OF TERMINATION FOR CONSTRUCTION ACTIVITY Who May File Dischargers who are presently covered under NPDES General Permit No. CAS000002 for discharge of storm water associated with construction activity may submit a Notice of Termination when they meet one of the following criteria. 1. The construction project has been completed and the following conditions have been met: all elements of the Stormwater Pollution Prevention Plan have been completed; construction materials and equipment maintenance waste have been disposed of properly; the site is in compliance with all local storm water management requirements including erosion/sediment control requirements and the appropriate use permits have been obtained; and a post -construction storm water operation and management plan is in place. 2. Construction activities have been suspended, either temporarily or indefinitely and the following conditions have been: all elements of the Stormwater Pollution Prevention Plan have been completed; construction materials and equipment maintenance waste have been disposed of properly; all denuded areas and other areas of potential erosion are stabilized; an operation and maintenance plan for erosion and sediment control is in place; and the site is in compliance with all local storm water management requirements including erosion/sediment control requirements. The date construction activities were suspended, and the expected date construction activities will start up again should be provided. 3. Construction site can not discharge storm water to waters of the United States. Please indicate if all storm water is retained on site or if storm water is collected offsite. 4. Discharge of construction storm water from the site is now subject to another NPDES general permit or an individual NPDES permit. The general permit or individual permit NPDES number and date coverage began should be provided. 5. There is a new owner of the identified site. If ownership or operation of the facility has been transferred then the previous owner must submit a Notice of Termination and the new owner must submit a Notice of Intent for coverage under the general permit. The date of transfer and information on the new owner should be provided. Note that the previous owner may be liable for discharge from the site until the new owner files a Notice of Intent for coverage under the general permit. Where to File The Notice of Termination should be submitted to the Executive Officer of the Regional Water Board responsible for the area in which the facility is located. See attached. If the Executive Officer, or his designated staff, agrees with the basis of termination, the Notice of Termination will be transmitted to the State Water Board for processing. If the Executive Officer, or his designated staff, does not agree with the basis of termination, the Notice of Termination will be returned. The Regional Water Board may also inspect your site prior to accepting the basis of termination. • • • LINE -BY-LINE INSTRUCTIONS All necessary information must be provided on the form. Type or print in the appropriate areas only. Submit additional information, if necessary, on a separate sheet of paper. SECTION I—WDID NO. The WDID No. is a number assigned to each discharger covered under the General Permit. If you do not know your WDID No., please call the State Water Board or Regional Water Board and request it priorto submittal of the Notice of Termination. SECTION II —OWNER Enter the owner of the construction site's official or legal name (This should correspond with the name on the Notice of Intent submitted for the site), address of the owner, contact person, and contact person's title and telephone number. SECTION III —CONSTRUCTION SITE INFORMATION In Part A, enter the name of the developer (or general contractor), address, contact person, and contact person's title and telephone number. The contact person should be the construction site manager completely familiar with the construction site and charged with compliance and oversight of the general permit. This information should correspond with information on the Notice of Intent submitted for the site. In Part B, enter the address, county, and telephone number (if any) of the construction site. Construction sites that do not have a street address must attach a legal description of the site. SECTION IV —BASIS OF TERMINATION Check the category which best defines the basis of your termination request. See the discussion of the criteria in the Who Mav File section of these instructions. Provide dates and other information requested. Use the space under Explanation of Basis of Termination heading. SECTION V—EXPLANATION OF BASIS OF TERMINATION Please explain the basis or reasons why you believe your construction site is not required to comply with the General Permit. To support your explanation, provide a site map and photograph of your site. SECTION VI —CERTIFICATION This section must be completed by the owner of the site. The Notice of Termination must be signed by: For a Corporation: a responsible corporate officer For a Partnership or Sole Proprietorship: a general partner or the proprietor, respectively. For a Municipality, State, or other Non -Federal Public Agency: either a principal executive officer or ranking elected official. For a Federal Agency: either the chief or senior executive officer of the agency. STATE AND REGIONAL BOARD CONTACT LIST Contact List is located at www.swrcb.ca.gov/stormwtr/contact.html under Contacts • • • • NEW OWNER INFORMATION CHANGE OF INFORMATION (COI) FORM FOR THE GENERAL CONSTRUCTION PERMIT NO. CAS000002 Owner's Name: Date WDID No. Date of Last NOI Change: Signature ofPreparer: Prepared By: Area Transferred (acres) Area Remaining (acres) Lot/ Track Numbers Transferred Contact Person and Company Name of New Owner(s) Address(es) of New Owner(s) Phone # Of New Owner Is Const/Post Construction Complete? Date of Ownership Transferred 1 sq ft sq ft Yes 2 sq ft sq ft Yes 3 sq ft sq ft Yes 4 sq ft sq ft Yes 5 sq ft sq ft Yes 6 sq ft sq ft Yes 7 sq ft sq ft Yes 8 sq ft sq ft Yes 9 sq ft sq ft Yes 10 sq ft sq ft Yes Use approximate area (in acres) if no exact figure is available Calculate running total in this column as follows: Enter in column 2, line 1, the area from NOI minus the area in column 1 Enter in column 2, line 2, the area in column 2, line 1, minus the area in line 2, column 1 Enter in column 2, line 3, the area in column 2, line 2, minus the area in line 3, column 1, and so forth • • Prepared By: NEW OWNER INFORMATION CHANGE OF INFORMATION (COI) FORM FOR IRE GENERAL CONSTRUCTION PERMIT NO. CAS000002 Owner's Name: Date WDID No. Date of Last NOI Change: Signature of Preparer: Area Transferred (acres) Area Remaining (acres) Lot/ Track Numbers Transferred Contact Person and Company Name of New Owner(s) Address(es) of New Owner(s) Phone # Of New Owner Is Const/Post Construction Complete? Date of Ownership Transferred 1 sq ft sq ft Yes 2 sq ft sq ft Yes 3 sq ft sq ft Yes 4 sq ft sq ft Yes 5 sq ft sq ft Yes 6 sq ft sq ft Yes 7 sq ft sq ft Yes 8 sq ft sq ft Yes 9 sq ft sq ft Yes 10 sq ft sq ft Yes Use approximate area (in acres) if no exact figure is available Calculate running total in this column as follows: Enter in column 2, line 1, the area from NOI minus the area in column 1 Enter in column 2, line 2, the area in column 2, line 1, minus the area in line 2, column 1 Enter in column 2, line 3, the area in column 2, line 2, minus the area in line 3, column 1, and so forth