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HomeMy WebLinkAboutX2012-0631 - Misc'Please print 3 copies 0143-2iz Print Form Worksheet for Building Combo Permit Application City of Newport Beach - Building Department go .....Li ig Building XGrading [`Drainage j— Elec r Mech j— Plum 1. Project Address (Not mailing address) !One Hoag Drive, Newport Beach, CA 92658 Tenant Name(if Applicable)'Hoag Memorial Hospital Presbyterian Floor Suite No # Units (if Residential) 2. Description of Work Si{-0 wo-e_1c u, S 0.as -4.0 1315 Use I misc• Widen and realign a portion of the existing site driveway a d assgciated landscape d v Extg Building SF Demo Building SF I Add/Reconstruct Bldg SF Extg Gar sf Demo Garage sf f New r Add V Alter r Demo Add/Reconstruct Garage sf TOTAL BLDG SF TOTAL GARAGE SF Valuation $ 800,000 # Stories CuYdCu4942 a8� Cur n5 co Cu Yd Fill 9 Check Appropriate Box for Applicant P 3. Owner's Name Last Owner's Address (Brooks First Owner's E-mail Cary Address 1500 Superior Ave. Ste 300 cary.brooks@hoaghospital.org City Newport Beach State CA Zip 92658 Telephone1949-764-4496 P 4. Architect/Designer's Name Last Architect/Designer's Address IRegier First Architect/Designer's (Randy E-mail Lic. No. Address C23842 2220 University Dr. rregier@taa1.com City (Newport Beach State ICA Zip 192660 Telephone1949-574-1325 f 5. Engineer's Name Last Gharibans Engineer's Address First Engineer's lEd E-mail Address Lic. No. 2942 I300 N. Lake Ave, 14th Floor egharibans@tmadtg.com City Pasadena State ICA Zip 91101 Telephone1626-463-2800 r 6. Contractor's Name Last Contractor's Address lics p 0/41:602eS First Contractor's I Lic. No. E-mail Address %Milllass I 0/4 «BZ5 .ttfi<cd „ .5enn',41 Ric/eft aspgv/oit COm City /Si Ai Ve6 0 State I (A Zip l en I Z t Telephonel97CI'..7,Sr.- 0039 OFFICE USE ONLY ENERGY P/C FEE $ PERMIT NO. GRADING P/C FEE $ FIRE P/C FEE $ PLAN CHECK NO. el '1 I. ZO it Rev4/16/09 ELEC/MECH/PLUM P/C FEE $ PLAN CHECK FEE $ FL Print Form J Please print 3 copies Worksheet for Building Combo Permit Application City of Newport Beach - Building Department IX Building r Grading [—Drainage VElec $.Mech Plum 1. Project Address (Not mailing address) One Hoag Drive, Newport Beach, CA 92658 S3S Tenant Name(if Applicable) Haag Memorial Hospital Presbyterian Floor Suite No # Units (if Residential) 2. Description of Work EA -CAA, p� P se p S-t'R- Valuation $ Add/Reconstruct Bldg SF Add/Reconstruct Garage sf I TOTAL BLDG SF lNA TOTAL GARAGE SF Extg Building SFI Demo Building SF I Extg Gar sf I— New Demo Garage sf r Add X Alter r Demo # Stories l5 i Cu YdC „ r-13SPC Cu Ned Fil _Z Check A ronriate Box for Applicant r 3. Owner's Name Last Owner's Address (Brooks First (Cary Owners E-mail Address 1500 Superior Ave. Ste 300 cary.brooks@hoaghospital.org City (Newport Beach State ICA Zip 192658 Telephonel949-764-4496 r 4. Architect/Designer's Name Last Address IRegier First (Randy ArchitectDesigner's Lic. No. E-mail Address C23842 ppArchitect/Designer's y2220 University Dr. Irregier@taa1.com City Newport Beach State CA Zip 192660 TelephoneI949-574-1325 r 5. Engineer's Name Last Engineer's Address IGharibans First Engineer's IEd Lic. No. E-mail Address 2942 300 N. Lake Ave, 14th Floor legharibans@tmadtg.com City (Pasadena State CA Zip I91101 Telephone1626-463-2800 I— 6. Contractor's Name Last Contractor's Address I » MU tthecerst Contractor's I Lic. No.VW? Class{ E-mail Address BSZS Rgragc 2a4 fvi 7-a¢ City f 544v # ieet State I Of Zip 17Z, Z) Telephone) ppiti C/� 97f 111r��7 7 r OFFICE USE ONLY ENERGY P/C FEE $ PERMIT NO GRADING P/C FEE $ FIRE P/C FEE $ PLAN CHECK NO. 01Y3"lib 0.— Rev 4/16/09 ELEC/MECH/PLUM P/C FEE $ PLAN CHECK FEE $ WA, 2mi GeoTek, Inc. 4130 Flat Rock Drive, Suite 140, Riverside, CA 92505-5864 c'�ft�R4iGq� REVIES BEA�filg�l+L�IaaEPA1ENTl-710-1167 Fax www.geotekusa. corn PLAN APtlRwaL These plans have been reviewed and are found to be in substantial A;., P <PT r� ES NOT CONSTITUTE E /PRESS OR IMSLte(pi =nce 1�:'ith the applicable grading Odes adopted by City of Tt CC JSTRUCT P �s Si t"rR IN VIOLATION Or OR INCCAlsi , Beach. W'P ri ! O 1'..gl,Cr ,, PLANS A\n o 7 ir,r. F THE CI t} OF NEWPORT PFFACH o t mach. Approval is recommended for permit issuance A'?•fir 11 7OEN N )I CIJAP.AN tl nit ESE PANS ARF IN ALL PESPEC lrl� y Cur rri , NC W:rH CM, 0-.:.I_ �inf approval by all applicable City d met s ruies. TTHE t iA Of NE:NPOR D N Af l� ZONING ORDINANCES, PLANS AND PC et y,i,-,eC shall ensile Lhat all puns, c 01 E Sc THE 2L'ILD OS BEACH RESERVES ES Tf SIGHT TO REQUIRE ANY PERMrrr alnOtra, Loin CnndUuted hereon and by h,encmg +'oaths to the J" U Ora MOVEMENT AUTHORIZED QY THESE P eE' :„3e. IN, �'f�(� r �p�y ,.Sz9rjytt7,bl;,pq�lR � - - Ic:I�e codes and ordinances and by commencing construction ORt tJANC R?liSAn6FK?lt'St5 lam WR �a�rrttr�� CC e �Vt IVEWPORT EACH Htl � codex, agrees to release and in City and it's Consultants PERMITTEe<SM[+KNI�fiI rMEN enUe, Suite 300 from and against any code violations in the completed work. he issuance or granting of a permit based on approval of these pPPnRTMRlewort 4eae{�R�alifornia uE) nl rrc shall not allow or approve any violation of the applicable codes PUtl U 4 cfa DATE Szt,ERg c Rw . rdmances. No permit presumed to give authority to violate or R line provisions of such codes or ordinances shall be valid. LA BAGAHI E er ct: Su lementalA6l Hoag Hospital HVI Entry mprovem Newport Beach, Orange County, California References: See Page 12 Dear Mr. Brooks: RING INC. / e/2-sill a� `,//?J/( In accordance with your request, GeoTek, Inc. (GeoTek) is providing this Supplemental Geotechnical Report for currently proposed improvements at the subject site. This report presents 2010 CBC seismic design parameters, foundation, flatwork and pavement design recommendations, and earthwork considerations. The referenced reports by LeRoy Crandall and Associates (1971) and MACTEC (2006) provide preliminary geotechnical information for the site area completed by their respective firms and are the primary basis for this firm's recommendations. This report presents a statement of geotechnical consultant of record for the currently proposed improvements. Upon review of the referenced reports, GeoTek generally concurs with the findings, conclusions and recommendations provided. The recommendations provided are considered suitable from a geotechnical perspective, unless otherwise superseded herein or in future reports by this firm. GeoTek herein assumes the responsibility as geotechnical consultant of record henceforth for the subject improvements. SITE DESCRIPTION EXISTING CONDITIONS The project site, Hoag Hospital — Heart and Vascular Institute (HVI), is located at One Hoag Drive in the City of Newport Beach, Orange County, California. The area of currently proposed site improvements is located within and adjacent to an existing driveway area between an existing multi -story parking structure to the south, and an existing hospital building *Revised 7/20/2011 to correct a typographical error on page 10. GEOTECHNICAL ENVIRONMENTAL MATERIALS HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements June 14, 2011* Newport Beach, Orange County, California Page 2 structure (HVI) to the north. It is not precisely known the age of the existing site improvements, but the parking structure and related improvements were likely constructed in the early 1970's, and the existing HVI building is on the order of roughly 20± years old. Based on review of the referenced reports by LeRoy Crandall & Associates (1971) and MACTEC (2006), and our recent site reconnaissance, the area of currently proposed improvements is likely underlain by some engineered fill and/or Pleistocene age marine terrace deposits. Based on the descriptions of materials presented in the boring logs in the referenced reports, the terrace deposits are predominantly comprised of silty sand materials, with some silty clay interbeds. No report of previous grading activities for the area of currently proposed improvements was provided or reviewed by this firm. However, based on field observations and our review of the referenced reports, the existing site fills are likely relatively shallow (pre-existing and existing site grades are similar, and previously described site conditions did not appear to necessitate deep over -excavations prior to site development). No obvious signs of settlement, distress, or slope instabilities were noted during our site reconnaissance, nor have such occurrences been reported to us for the subject site area. CURRENTLY PROPOSED DEVELOPMENT Currently proposed improvements include the widening and realigning of a portion of the existing site driveway, associated landscape and hardscape improvements. The proposed driveway widening will require the construction of a retaining wall along an existing 5-20± foot high I'h:l (h:v) gradient slope that descends from the HVI drive area to the existing parking structure. The proposed retaining wall is on the order of roughly 150 lineal feet and is understood to range from approximately 2 to 12± feet in height. Based on conversations with the project team, and review of preliminary site plans, it is our understanding that the proposed retaining wall will be partially founded on caissons in order to avoid surcharging the existing subterranean parking garage wall. The entry, drive will likely be reconstructed with Portland cement concrete (PCC). EARTHWORK CONSIDERATIONS Earthwork associated with the currently proposed site improvements will likely include foundation excavations, retaining wall backfill, and pavement and flatwork subgrade preparation. All earthwork should be performed in accordance with the applicable grading ordinances of the City of Newport Beach, County of Orange, the 2010 California Building Code (CBC), and recommendations contained in this report. 'Revised 7/20/201 I to correct a typographical error on page 10 GEOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County, California Site Clearing Project No. 0775-CR3 June 14, 201 I* Page 3 Proposed site improvement areas should be cleared of existing improvements, vegetation, roots, trash, and debris prior to earthwork activities. These materials should be properly disposed of offsite. Grading ,,n Based 'the information in the referenced reports and our recent site observations, we recommend that the existing site area be scarified to a minimum depth of 12 inches, moisture conditioned to at or above optimum moisture content, and then re -compacted to at least 90% relative compaction (as determined per ASTM D 1557) subsequent to removals of any existing site improvements. Reprocessing should extend to a depth where soils are sufficiently compacted and have moisture contents of optimum or above. The depth of reprocessing may need to be increased beyond a depth of 12 inches based on the results of the field density testing, moisture content testing, or observations of the soils during the construction process. Also, additional removals beyond the 12 inch scarification depth may be required in the, locally weathered areas in order to expose dense/firm engineered fill soils or competentnative materials, prior to placement of additional engineered fill materials. Street, parking, driveway and flatwork areas will need to be similarly reprocessed prior to placement of additional fill materials. Engineered fill materials should be evenly spread, moisture conditioned, processed and compacted in thin lifts, six (6) to eight (8) inches in compacted thickness, to obtain a uniformly dense layer. The fill should be placed and compacted on a nearly horizontal plane, unless otherwise found acceptable by our representative. A representative of GeoTek should perform observation and testing services during the grading procedures. If import soils are proposed for use as engineered fill, GeoTek should observe, test and approve prior to importing in order to confirm that these materials are suitable for the subject site. Underground Utility Construction Utility trench excavations should be shored or laid back in accordance with applicable CAUOSHA standards. All utility trench and/or irrigation line backfill should be compacted to at least 90% relative compaction (as determined per ASTM D 1557). Under -slab trenches should also be *Revised 7/20/201 1 co correct a typographical error on page 10 G EOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County California Project No. 0775-CR3 June 14, 2011* Page 4 compacted to project specifications. On -site materials may not be suitable for use as bedding material, but should be suitable as backfill provided it is placed in accordance with recommendations provided herein. Compaction should be achieved with a mechanical compaction device. Jetting of native soils will not be acceptable. If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. SEISMIC DESIGN CONSIDERATIONS 2010 CBC Criteria The site is located at approximately 33.6236 Latitude and -I I7.929199 Longitude. Site spectral accelerations (Ss and Si), for 0.2 and 1.0 second periods for a Class "D" site, were determined from the USGS Website, Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude/Longitude, 2009 Data. The results are presented in the following table: SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss 1.827., Mapped 1.0 sec Period Spectral Acceleration, S I 0.684g Site Coefficient for Site Class "D", Fa 1.0 Site Coefficient for Site Class "D", Fv 1.5 Maximum Considered Earthquake Spectral Response Acceleration Parameter at 0.2 Second, SMS 1827g Maximum Considered Earthquake Spectral Response Acceleration Parameter at I second, SM I 1.026g Design Spectral Response Acceleration for Parameter for 0.2 Second, SDS 1218g Design Spectral Response Acceleration for Parameter 1.0 Second, SD I 0.684g RETAINING WALL DESIGN AND CONSTRUCTION Foundation design criteria for a conventionally reinforced foundation system, in general conformance with the 2010 CBC, are presented below. These are typical design criteria and are not intended to supersede the design by the structural engineer. Based on the test results of Expansion Index testing and descriptions presented in the referenced reports the onsite soils near subgrade may generally be classified having potential expansion ranging from "very low" to "low" in general accordance with ASTM D 4829. *Revised 7/20/2011 to correct a typographical error on page 10 5k C EOTEK F., HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach. Orange County. California Project No. 0775-CR3 June 14,2011* Page 5 The following criteria for design of foundations should be implemented into design. General Design Criteria Recommendations presented herein apply to typical masonry or concrete vertical retaining walls to a maximum height of up to 13 feet. Additional review and recommendations should be requested for higher walls. These are typical design criteria and are not intended to supersede the design by the structural engineer Retaining wall foundations embedded a minimum of 24 inches into engineered fill or dense formational materials should be designed using an allowable bearing capacity of 2,000 psf (minimum two feet embedment below lowest adjacent grade). The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,750 psf. A coefficient of friction between soil and concrete of 0.35 may be used. The upper one foot of soil below the adjacent grade should not be used in calculating passive pressure. Passive pressure and frictional resistance may be combined as allowed by code. Passive resistance for sloping conditions should be reduced by 50 percent for those elements near the slope face. The above values may be increased as allowed by Code to resist short-term transient loads (e.g. seismic and wind loads). Continuous footings should have a minimum reinforcement consisting of four (4) No. 4 reinforcing bars, two (2) top and two (2) bottom. Structural concerns may govern and are under the purview of the structural engineer. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 13 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. 'Revised 7/20/2011 to correct a typographical error on page 10 GEOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach Orange County California Project No. 0775-CR3 June 14, 20I 1* Page 6 Surface Slope of Retained Materials, (h v) Level ACTIVE EARTH PRESSURES. ,Equipalept.Fiuld Pressure (pcf) lete%kfiillt 35 Equivalent Flvld Press Native,BaEIt' 45. 2:1 50 60 *Select backfill may consist of Class 2 permeable filter materials, Class 2 aggregate base or imported Sand with an SE>30. Backfill zone includes area between back of wall to plane (I:I, h:v) up from back of wall foundation to ground surface. Additional lateral forces can be induced on retaining walls during an earthquake. For level backfill and a Site Class "D", the minimum earthquake -induced force (Feq) should be I2H2 (lbs/linear foot of wall). This force can be assumed to act at a distance of 0.6H above the base of the wall, where "H" is the height of the retaining wall measured from the base of the footing (in feet).. Wall Backfill and Drainage The onsite soils characterized as having "very low" to "low" expansion potential may be used for backfill provided they are screened of greater than 3-inch size gravels. Wall backfill should include a minimum one foot wide section of 3/4 to I -inch clean crushed rock (or approved equivalent). The rock should be placed immediately adjacent to the back of wall and extend up from the back drain to within approximately 12 inches of finish grade. The upper 12 inches should consist of compacted onsite materials. Presence of other materials might necessitate revision to the parameters provided and modification of wall designs. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted to a minimum of 90% relative compaction in accordance with ASTM Test Method D 1557. Proper surface drainage needs to be provided and maintained. Retaining walls should be provided with an adequate pipe and gravel back drain system to prevent build up of hydrostatic pressures. Backdrains should consist of a 4-inch diameter perforated collector pipe embedded in a minimum of one cubic foot per lineal foot of 3/4 to one inch clean crushed rock or equivalent, wrapped in filter fabric. The drain system should be connected to a suitable outlet. A minimum of two outlets should be provided for each drain section. Spacing between drain outlets should not exceed 100 feet. Waterproofing of site walls should be performed where moisture migration through the wall is undesirable. "Revised 7/20/201 1 to correct a typographical error on page 10 CaL CEOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County, California Restrained Retaining Walls Project No. 0775-CR3 June 14, 201 1* Page 7 Retaining walls that will be restrained prior to placing and compacting backfill material or that have reentrant or male corners, should be designed for an at -rest equivalent fluid pressure of 65 pcf, plus any applicable surcharge loading. For areas of male or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Additional lateral forces can be induced on restrained walls during an earthquake. If required by Section 1610.1 of 2010 CBC, for level backfill and a Site Class "D", the minimum earthquake -induced force (Feq) should be 32H2 (lbs/linear foot of wall). This force can be assumed to act at a distance of 0.6H above the base of the wall, where "H" is the height of the retaining wall measured from the base of the footing (in feet). CAISSON DESIGN PARAMETERS GeoTek understands that caissons will be used to support the proposed retaining wall located near the existing parking structure, in order to not surcharge the existing structure. Design parameters for such a system are presented below. Proposed caissons can be designed to resist passive pressures of 500 psf per foot of depth to a maximum of 6,000 psf (dead plus live load), plus 1/3 increase for seismic (at least four feet embedment into competent natural ground). The per foot depth passive resistance values should be reduced by 50 percent for caissons founded on slope faces or near top of slopes. Passive pressures should be ignored in the upper five (5) feet for caissons located on slope faces or near the top of slopes or within the upper one (I) foot for caissons located on level areas. If caissons extend to depths below the toe of slope, no reduction in passive resistance is necessary for that portion of the caisson embedded below the toe of slope. The passive values presented incorporate "3-dimensional" effects. Thus, passive values should not be increased to account for an "effective width" beyond the actual width of the caissons. The 500 psf passive resistance and 6000 psf lateral capacity is applicable for caissons located a minimum distance of 8 diameters from the existing retaining wall. Caissons located a distance of 5 diameters from the wall should use 50 percent of those values; values for intermediate locations may be interpolated. In order to reduce the potential imposition of additional lateral loads on the wall, placement of caissons (that are subject to lateral loads) closer than 5 times the caisson diameter should be avoided. If passive resistance of the caissons and the wall key are combined, then the passive resistance of the caisson at the same elevations as the key. should be ignored. 'Revised 7/20/2011 to correct a typographical error on page 10 GEOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County, California Project No. 0775-CR3 June 14, 2011* Page 8 Caissons should not be spaced closer than 3 diameters, center -to -center. Caissons should be connected with a grade beam designed by the structural engineer. Friction along the bottom of the grade beam may be considered when evaluating lateral resisting forces. A coefficient of friction between soil and concrete of 0.35 may be used. Depth of fixity for caissons on the order of 2 to 3 feet in diameter can be approximated as 5 times the caisson diameter. Axial load capacity versus depth plots for 2 and 3 foot diameter caissons are attached as Plates I through 4. Other Design Considerations • Retaining wall foundation elements should be designed in accordance with building code setback requirements. • Passive earth pressure coefficients used in the design of retaining walls should consider descending slope conditions. Passive pressures should be reduced by one-half in the case of descending 2:1 (h:v) gradient slopes. • Retaining wall design should consider the additional surcharge loads from superjacent slopes and/or footings, where appropriate. • No backfill should be placed against concrete until minimum design strengths are evidenced by compression tests of cylinders. • The retaining wall footing excavations, backcuts, and backfill materials should by approved the project geotechnical engineer or their authorized representative. SULFATE AND CORROSION TESTING Type 5 concrete with a maximum water to cement ratio of 0.45 and minimum strength of 4,500 psi is recommended for the site, due to the site's proximity to the ocean and industry standards used in the area. The MACTEC (2006) report includes a "Soil Corrosivity Study" performed by M.J. Schiff and Associates, Inc. The project design team should incorporate the recommendations presented in the "Soil Corrosivity Study" into the proposed improvements, as appropriate. *Revised 7/20/2011 to correct a typographical error on page 10 G EOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County, California PAVEMENT DESIGN AND CONSTRUCTION Project No. 0775-CR3 June 14, 2011* Page 9 Based on the results of our evaluation and field observations, we recommend that subgrade materials in areas where existing flatwork/pavement is to be razed be over -excavated a minimum one foot below final subgrade elevation subsequent to removal of the existing concrete pavement. The removal bottom should be scarified a minimum of 12 inches after over -excavation, and then re -compacted to project standards (see below). The subgrade soils may need to be allowed to dry out if overly moist or pumping. The recommended concrete pavement section provided below is based on the known site use (driveway area, with potential for heavy traffic loads). Performance of this pavement section will ultimately be based largely on construction methods and traffic loading, and subgrade performance. Asphaltic Concrete Pavement The recommended pavement section provided below is based on the laboratory testing of the subgrade soils andthe resulting R-Value (41) by MACTEC (2006). Performance ;of this pavement section will ultimately be based largely on construction methods and traffic loading, and subgrade performance. The traffic index assumed for pavement design should be reviewed by a traffidcivil engineer. Additional testing may be necessary depending on exposed conditions during earthwork construction. MINIMUM RECOMMENDED ASPHALTIC CONCRETE PAVEMENT SECTION Location Assumed Traffic Index R-Value Depth of Asphaltic Concrete (inches) Depth of Aggregate Base (inches) Drive and Parking Areas .6 41 4.0 4.5 Drive and Parking Areas 8 41 5.0 - 8.0 Drive and Parking Areas 10 41 7.0 10.0 Portland Cement Concrete Pavement It is recommend that 6 inches of Portland Cement Concrete (PCC) pavement be used in heavy truck traffic areas such as fire lanes, trash dumpster pads and approaches. The PCC pavement should have a minimum compressive strength of 3000 psi and be placed on a minimum of 4 inches of aggregate base. For concrete paved areas with other than occasional traffic, the following. PCC pavement sections are presented. The recommended pavement section provided below is based on the laboratory testing of the subgrade soils and the resulting R- Value (41) by MACTEC (2006). Performance of this pavement section will ultimately be based *Revised 7/20/2011 to correct a typographical error on page 10 G EOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach Orange County California Project No. 0775-CR3 June 14, 2011* Page 10 largely on construction methods and traffic loading, and subgrade performance. The traffic index assumed for pavement design should be reviewed by a traffic/civil engineer. Additional testing may be necessary depending on exposed conditions during earthwork construction. MINIMUM RECOMMENDED PORTLAND CEMENT CONCRETE PAVEMENT SECTION Location Assumed Traffic Index R-Value Depth of Portland Cement Concrete (inches) Depth of Aggregate Base (inches) Drive and Parking Areas 6 41 7'/a 4.0 Drive and Parking Areas 8 41 8 4.0 Drive and Parking Areas 10 41 81/2 4.0 Requirements of Section 90 of Caltrans Standard Specifications regarding mixing and placing concrete should be followed. Keyed joints should be provided in the longitudinal direction spaced at a maximum of 10 feet on center. Crack control joints should be provided in the transverse direction spaced at a maximum of 10 feet on center and at corners. Proper reinforcement should be considered for the concrete construction. Utilization of #3 rebar, placed on 24" centers, is recommended to be considered to PCC sections. Pavement Construction Considerations All pavement installation, including preparation and compaction of subgrade, compaction of base material, placement and rolling of asphaltic concrete, should be done in accordance with City of Newport Beach and County of Orange specifications, and under the observation and testing of GeoTek. The aggregate base should consist of crushed rock with an R-Value and gradation in accordance with Class II Aggregate Base (Section 26 of the Standard Caltrans Specification) or Crushed Aggregate Base (Section 200.0.0 of the Standard Specification for Public Works Construction). Minimum compaction requirements should be 90 percent for subgrade and 95 percent for aggregate base, as per ASTM D 1557 (modified proctor). *Revised 7/20/2011 to correct a typographical error on page 10 GEOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County. California ADDITIONAL TESTING, PLAN REVIEW AND ANALYSES Project No. 0775-CR3 June 14, 2011* Page II Plans should be provided to GeoTek to review and comment on as the project progresses. Such plans include, but are not limited, to those covering: grading, foundations, retaining walls, and utilities. LIMITATIONS Our findings are based on site conditions observed and the stated sources. Thus, our comments are professional opinions that are limited to the extent of the available data. These opinions have been derived in accordance with current City/County standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Respectfully submitted, GeoTek, Inc. Edward H. LaMont CEG 1892, Exp. 7/31/12 Principal Geologist EssI0&I F 0.Free 4y'3 cc 4 OD. 64(Y1S EYE %TEG` C61/47E ay. Ronald A. Reed GE2524, Exp. 6/30/ 13 Senior Project Engineer Distribution: (3) Addressee Enclosures: Axial Load Capacity versus Depth for Caissons - Plates 1 through 4 G1Prajects\0751 to 080010775CR3 Haag Hospital, HVI Entry Improvements1077SCR3 Hoag Hospital, Limited Geotechnical Report HVI Entry Improvements Ldoc 'Revised 7/20/2011 to correct a typographical error on page 10 GEOTEK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements Newport Beach, Orange County, California CITED REFERENCES Project No. 0775-CR3 June 14, 2011* Page 12 LeRoy Crandall and Associates, 1971, "Report of Foundation Investigation, Proposed Parking Structure, 301 Newport Boulevard, Newport Beach, California," Job No. A-71235, dated November 23. MACTEC, 2006, "Report of Geotechnical Investigation, Proposed South Building, Hoag Memorial Hospital Presbyterian, One Hoag Drive, Newport Beach, California," Project 4953-05-2451, dated February 20. *Revised 720/201 I to correct a typographical error on page 10 G EOTEK 0.00 5.00 10.00 t5.00 ✓ 20.00 m a E w 25.00 0 o. e 30.00 35.00 40.00 45.00 24" Dia. CIDH PILE CAPACITY Allowable Axial Capacity (kips) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 ✓ III G EOTEK Plate 1 Proj. No. 0775-CR3 0.00 5.00 10.00 g 15.00 c m E '0 20.00 V E w 25.00 w 0 r 2.( 30.00 35.00 40.00 45.00 36" Dia. CIDH PILE CAPACITY Allowable Axial Capacity (kips) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 • • • 0 EOTEK Plate 2 Proj. No. 0775CR3 0.00 5.00 10.00 15.00 c 15 20.00 a 2 E w 25.00 t G 30.00 35.00 40.00 45.00 24" Dia. CIDH PILE UPLIFT CAPACITY Uplift Capacity (kips) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 1.13 5k G EOTE K Plate 3 Proj. No. 0775-CR3 a 0.00 5.00 10.00 x 15.00 c d E .o a E w 25.00 a 20.00 0 30.00 35.00 40.00 45.00 0.0 10.0 36" Dia. CIDH PILE UPLIFT CAPACITY 20.0 Uplift Capacity (kips) 30.0 40.0 50 0 60.0 • 5k G EOT E K Plate 4 Proj. No. 0775-CR3 4 GEOTEK GeoTek, Inc. 710 E. Parkridge Avenue, Suite IOS,Corona, California 92879.i 097 (951) 710.1160 Office (951) 710-I 167 Fax www,geotekutn,com Hoag Memorial Hospital Presbyterian 500 Superior Avenue, Suite 300 Newport Beach, California 92663 Attention: Mr. Cary Brooks Subject: References: See Page 7 Dear Mr. Brooks: September 13, 2011 Project No. 0775-CR3 CRY OF NEWPORT BEACH BUILDING DEPARTMENT APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUTHORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION OF OR INCONSISTENT WITH THE ORDINANCES, PLANS, AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, IN COMPLIANCE WITH CITY, BUILDING AND ZONING ORDINANCES, PLANS AND POLICIES THE CITY OF NEWPORT BEACH RESERVES THE RIGHT TO REQUIRE ANY PERMIT7EE TO REVISE THE BUILDING STRUCTURE OR IMPROVEMENT AUTHORIZED BY THESE PLANS BEFORE, DURING OR AFTER CONSTRUCTION, IF NECESSARY TO COMPLY WITH THE ORDINANCES, PLANS AND POLICIES OF THE CITY OF NEWPORT BEACH Response to City GeotechniMscgmg sT; Hoag Hospital HVI Entry Im(p pts, One Weoguqrive Newport Beach, Orange Col�Faia FIRF S39P PI P:O FtMIPANN BY (SIGNATURE) DATE APPROVAL TO ISSUE DATE GeoTek, Inc. (GeoTek) is pleased to present herein our response to review comments dated July 27, 2011 by the City of Newport Beach reviewer, Mr. Ken Bagahi. Review comments were provided to GeoTek by the project architect. For clarity and ease of review, each of the reviewer's comments is reiterated below and is followed by this firm's response. Item No. I /"Page 2. Report is based on previous findings by Crandall and MACTEC. Please provide relevant portions of the previous reports utilized in this study including boring locations, logs and relevant lab data." Response Relevant portions of the referenced reports are included in Appendix A of this response report. Item No. 2 7 "Page 5. Passive earth pressures and coefficient of friction exceed code values. Please provide supporting computations." L GEOTECHNICAL I ENVIRONMENTAL I MATERIALS HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Response to City Geotechnical Review Comments September 13, 201 I Hoag Hospital HVI Entry Improvements. Newport Beach. Orange County, California Page 2 Response Based on the information from the referenced reports (LeRoy Crandall, 1971; MACTEC, 2006) a friction angle of 29 degrees and a moist unit weight of 105 pcf were selected to represent the on -site formational materials. Using those values the following can be calculated: Rankine passive coefficient (Kp) = 2.882; / Passive resistance = (2.882) x (105) = 302.6 psf/ft, USE 250; v Maximum passive resistance _= 15 x 250 = 3,750 psf/ft; Coefficient of Friction = tar 1)(29)/ 1.5 = 0.37, USE 0.35. Item No. 3 X "Pages 6 and 7. Please provide computations for recommended earthquake forces for active and restrained cases. Please note that Section 1601.1 deals with static loading. Seismic loading is discussed in Section 1803.5.12." Response The earthquake foy6es were computed for the active condition using the Mononobe- Okabe/Seed-Whitnian procedure using Kh=0.15. Therefore, the additional seismic increment, APae, equals 0.75 x (Kh) x (y) x H2= 0.75 x (0.15) x (105) x H2 = 11.8 H2, use 12 H2. .-V Similarly, using Wood (1973) for restrained condition, APae, equals (Kh) x (y) x H2 = (0.15) x (105) x H2 = 16.5 H2, use 17 H2. Note this value was incorrectly reported as 32H2 in the referenced report by GeoTek (201 I). Item No. 4 "Page 6. Wall backfill. Please provide separation fabric between crushed rock and on -site soil backfill." Response The first paragraph under the heading "Wall Backfill and Drainage" on page 6 of the referenced report (GeoTek, 2011) has been revised as indicated below. The added text relevant to the reviewer's request is underlined. The onsite soils characterized as having "very low" to "low" expansion potential may be used for backfill provided they are screened of greater than 3-inch size gravels. Wall backfill should include a minimum one foot wide section of 3/4 to I -inch clean crushed rock (or approved equivalent). The rock should be placed immediately adjacent to the back of wall and extend up from the back drain to within approximately 12 inches of finish grade. A geotextile fabric, such as Mirafi 140N (or approved equivalent) should be placed between the crushed rock and the backfill materials. The upper 12 inches should consist of compacted onsite materials. Presence of other materials might necessitate revision to the parameters provided and modification of A GUOTIK HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Response to City Geotechnical Review Comments September 13, 2011 Hoag Hospital HVI Entry Improvements Newport Beach Orange County, California Page 3 wall designs. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted to a minimum of 90% relative compaction in accordance with ASTM Test Method D 1557. Proper surface drainage needs to be provided and maintained. Item No. 5 "Page 7. Caisson Design. Please review Structural Plans Sheets S-2.01 and S3.02 and supporting computations for conformance with your recommendations and in particular provide (a) passive earth pressure for caissons in close proximity of the basement wall and resulting surcharge loading and its distribution on the wall (b) in caisson supported footings, provide footing surcharge (vertical and lateral) on caissons below (c) vertical and lateral bearing for footings located in the active failure plane behind the caissons (d) provide computations for the axial capacity of the belled caissons (e) expected differential settlement between the wall supported on caissons and wall supported on footings and (f) provide subsurface profile on a typical section. Response GeoTek's responses to the reviewer's comments 5(a) through 5(f) are presented below. ,, (a) It is this firm's understanding that the passive resistance for those caissons near the wall (i.e. Details L13, AI, A5 and A13 on Sheet S3.02 of the structural plans) will be provided by the concrete keyways depicted on the details. (b) In situations where two rows of caissons are utilized (i.e. Section LI on Sheet 3.02), GeoTek suggests deepening the upper caisson below a 45 degree projected from the bottom portion of the caisson bell located furthest away from the wall in order to �( reduce the surcharge on the lower, adjacent caisson. c) Since the lateral resistance is being provided by the keyway on the conventional footing, it is not anticipated that an active failure plane will develop behind the caissons. zx (d) See attached computations for the axial capacity of caissons in Appendix B. (e) Assuming an allowable bearing of 6000 psf for the caissons and 2000 psf for the continuous footings, a differential settlement of approximately I -inch over 40 horizontal feet has been estimated. I(f) The subsurface materials anticipated to be encountered at the site consist primarily of Pleistocene -aged Terrace Deposits and possibly some fill materials. The Terrace Deposits are generally massive and have a typical near -surface weathered profile (approximately 2-3 feet thick). Detail AS from Sheet S3.02 of the structural plans has been modified to depict the anticipated subsurface profile on a typical section. See below. COOTS HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Response to City Geotechnical Review Comments September 13, 201 I Hoag Hospital HVI Entry Improvements, Newport Beach. Orange County, California Page 4 Ft — Item No. 6 "Page 7. Please provide recommendations for caisson installation including caving, temporary shoring, maximum diameter of the bell, minimum embedment required, and bell clean out and inspection. oeocechnical Legend Qt - Terrace Deposit Note; Section io trots Detail AS on Sheet Sl.02 of the Structural Plana by MAD Taylor Gaines Response The diameter of the caisson bell should not exceed three and one-half (31/2) times that of the caisson. The caisson excavation bottoms should be cleared of loose soil at the completion of drilling and reaming. Temporary casing of the shafts and shoring of the bells must be provided to allow for personnel to clean and observe the excavations. Prior to concrete or steel placement, the caisson excavations should be observed a by GeoTek representative to confirm the anticipated geologic conditions, depth, and loose soil removal. Caissons should be embedded a minimum of two (2) feet into dense formational material. Concrete placed for the caissons should not be allowed to fall more than four (4) feet. A tremie tube should be used to place concrete deeper than four (4) feet. Excavations should be free of loose soil at the time of concrete placement. Item No. 7 "Page 7. Sulfate. Please revise to read Type V cement" Response The paragraph under the heading "Sulfate and Corrosion Testing" on page 9 of the referenced report (GeoTek, 2011) has been revised as indicated below. The revised wording relevant to the reviewer's request is underlined. GEOT1K J HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Response to City Geotechnical Review Comments September 13, 2011 Hoag Hospital HVI Entry Improvements Newport Beach Orange County. California Page 5 Concrete utilizing Type V cement with a maximum water to cement ratio of 0.45 and minimum strength of 4,500 psi is recommended for the site, due to the site's proximity to the ocean and industry standards used in the area. The MACTEC (2006) report includes a "Soil Corrosivity Study" performed by M.J. Schiff and Associates, Inc. The project design team should incorporate the recommendations presented in the "Soil Corrosivity Study" into the proposed improvements, as appropriate. Item No. 8 "Please provide a statement that the proposed construction is feasible and would not adversely impact adjoining improvements." Response Provided that the recommendations presented herein and this firm's referenced report are incorporated into the design and construction, it is our opinion that the proposed construction is feasible and is not anticipated to adversely impact adjoining improvements. Geotechnical observation and testing should be performed during construction. If field conditions differ from those anticipated based on the referenced field investigative work and laboratory test results, additional recommendations may be necessary. Item No. 9 "Review. Please review and comment upon the geotechnical aspects of the grading and foundation plans and verify that the plans are in conformance with the geotechnical recommendations in the referenced report. Please include a copy of the plans with your response." Response GeoTek has reviewed the civil plans titled "HVI Entry Improvements" by Halladay and Mimmack, Inc. and the structural plans by TMAD Taylor Gaines, both with latest revision dates of September 13, 201 I, and found them to be in general conformance with the geotechnical recommendations presented in this and the referenced report (GeoTek, 201 I ). It is this firm's understanding that the project architect will submit copies of the plans with this response. 0lOT!K HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Response to City Geotechnical Review Comments September 13, 2011 Hoag Hospital HVI Entry Improvements Newport Beach Orange County, California Page 6 LIMITATIONS Our findings are based on site conditions observed and the stated sources. Thus, our comments are professional opinions that are limited to the extent of the available data. These opinions have been derived in accordance with current City/County standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. The opportunity to be of service is sincerely appreciated. If you should have any que please do not hesitate to call our office. Respectfully submitted, GeoTek, Inc. zrix Edward H. LaMont CEG 1892, Exp. 7/31 / 12 Principal Geologist Distribution: (3) Addressee Carntia4411 �rFno Enclosures: Appendix A — Excerpts from Previous Reports Appendix B — Caisson Axial Capacity Computations Ronald A. Reed GE2524, Exp. 6/30/13 Senior Project Engineer G:\Projects1075I to 08001077SCR3 Hoag Hospital, HVI Entry Improvements\0775CR3 Haag Hospital, Response to Geotechnical Review Comments, HVI Entry Improvements I.doc GNOT [K HOAG MEMORIAL HOSPITAL PRESBYTERIAN Project No. 0775-CR3 Response to City Geotechnical Review Comments September 13, 2011 Hoag Hospital HVI Entry Improvements. Newport Beach Orange County, California Page 7 CITED REFERENCES Geotek, Inc., 2011, "Supplemental Geotechnical Evaluation, Hoag Hospital HVI Entry Improvements, One Hoag Drive, Newport Beach, Orange County, California," Project No. 0775CR3, dated June 14 (revised July 20, 201 I). LeRoy Crandall and Associates, 1971, "Report of Foundation Investigation, Proposed Parking Structure, 301 Newport Boulevard, Newport Beach, California," Job No. A-71235, dated November 23. MACTEC, 2006, "Report of Geotechnical Investigation, Proposed South Building, Hoag Memorial Hospital Presbyterian, One Hoag Drive, Newport Beach, California," Project 4953-05-245 I, dated February 20. GIOTIK APPENDIX A EXCERPTS FROM PREVIOUS REPORTS 5k GEOTEK ORfNG DATE . DRILLED O P bet 35, 347J 00P40NT USED 1$' blapteferE Ckej $ORING 2 '(«QNT(NUD bATE,;.;apILLEU., CScto er 25, 1�771 EQUIPM l�fi USED, 18"-Riometer8uckgt QATE 'OF1ILLEQ Qctolser 2., 1`971 ' QU IPMENT USED F8"-0'aarneter,8uckel ING..::4 "DATE=tSRiLLED October 80, �:971 :EQUIPMENT USLO Bucket. i�4 YAM, FJtt .. r`rF =i P.l 53 z 4 Nfi�AY, d� 5 3} ) rtf4, 'a-y Ib li .Vtf Fi3i41IC" 41 S1� 4 .y M1 IA'��T a 3) S,az 16 F 'f a {� af»v'�fi�fr JJ �r`i�f .h I�fl�%, .9 8 1 4�1 .4� vi �K ri!"U4iFN } QiY Y31{ �f3f t�1j�f ,I 'J 1 �i�'if a. 3 1 #8 ♦: r. 3b j: f " 04. ,{ R) CONIINUECi''Q `EoLLO f t BORING::''$' DATE <DR1L LFD Oefober 28, .1971 QUIPMENT USED: 481;4).ibmeterBJcke1: t 4 ;; ';' ,/ VI ,1y1 �f 1 L�YJ:11l :� hri,"J '4a Y 574, V.S�rr f rt �eifi;�t • / F. t r�i Y4.. ji�At Yf ;'� tY)N Z 1 3 1 ,y d p.� F.IS4a stx r �r A 61yr r iT nnv "`y Nr w�1r "• ! j r[`n`(. 3 i/xii . t 3 'A YS. d A r.k (rai+ {St r/i #L'trr-g' k,{� yy�� •r` n�'YI( s+ va,!•r Ft• . v r �.i��r+1•C Ar kfax s 3d Y '!t EPR �lrti PiP1J[}.J �kl h'.IA' 4 �31 av�L,�L f JLu fi p fl i� �, pi 7r �ISJ I i�sq¢ u1 ,s 25 -'2.8 93j tY1 32 9rJ 4.1-. r+ ,, r QO b 7 $8 Bpf DRI.LLE;Q EQUIPMENT USEL1';,`. ru VG,9 DATE :DAJLLED:S.9RII.: Ogtob,,er27, 1971 EQUIP�IENt U D;: J$n-DiarnetgrBu&'ket MAJOR DIVISIONS COARSE GRAINED SOILS [Mae than 50% of malarial is LARGER than Na:200 sieve FINE GRAINED:`" SOILS:: (More then 50% of material is SMALLER than No.200 sieve GRAVELS (More than 50% of coatis fraction is LARGER than The No. 4 sieve size) - SANDS (More than 50 % of coarse fraction. Is: SMALLER than the No. 4-sieve. si19) CLEAN GRAVELS (Little or no fines ) GRAVELS--.': WITH FINES (Appreciable ems.. of fines)•._'. CLEAN SANDS (Little or no fines ) WITH FINES' (Appreciable 'amt of fines)_:.. SILTS.AND -CLAYS (Liquid limit LESS than SO).r. `".SILTS -AND CLAYS -, (liquid limit GREATER than 50).. GROUP SYMBOLS OW P GM GC- • W. ML H TYPICAL NAMES Well graded gravels, gravel -sand mixtures, little or no fines.: Poorly graded grovels or grdvel-sand mixtures, little or no fines. Silly grovels,' gravel sand -lilt Iniktarss; Clayey gravels, giavel-sand•cloy -mixtures.• Vial] graded sands, gravellysends, little or -- Pearly graded sands Cr gra,elly. scads, IIple Sande; -sand -silt. Militates ,-...• Clayey sands 'sand=6ley mixlures: - Inorganic silts- and very fine ianda, 'rack flour,: silty or clayey tine -'sands or clayey silts with; slight: plus licity:,'-:-:: Inorganic clays: `of IS to 'medium plasticity,- : gravelly clays, sandy clays, silty clays, lean Ottgunia.. sllte;'and'bigdnia silty -cloys iifleyy Inorganic silks, micaceous- aer. diatomaceous fine sandy or silty' soils, elastic silts. Inorganic clays of high plasticity fat clays,; Organic' clays_ of medium fo high-plasticity,.--1 HIGHLY.•`ORGANIC. SOILS -. - -Pt ` Peat and other highly organic:soils 24'C, SOUNGARY CLASSIFICATIONS: Soils possessing:chore lariat co' of Ilia groups are designated by comb inal ions of group 'symbol s PA. R.. T I:C. L. E- .. EINE MEDIUM COARSE - GRAVELI.--'_ 'COARSE. PM GTS. COSRLESI- BOULDERS NO.200 NO.40 _. _ NO IO N0.4 . - a/ in.. 3n.., U. S. -- STANDARD : SIEVE SIZEE Reference : The Unified Soil Classiticafion System, Corps of Engineers, U.S. Army technical Memorandum No. 3-357, Vol. I, March, 1953. (Revised. April, 1960) (12in) _. LEROY CRANDALL S. ASSOCtATES PLAT€. B SHEAR STRENGTH in Pounds per Squgre Fool I.000 • 20o0.>. 3.000 4004. 5(J.GO Ar BDRNG S.NLIMOtli 5 AMPLE DEPTN (FS) .,• IM ANALYSES, 6000' r Yes s at field moisture %onten. ",•:.. o lists at increased moisture conia'nt DIRECT SHEAR TEST DATA i6.0 LEROY CRANDALL...a Agspesi TEm;; .at.` fief d',moisturecontbht. CONSQt1 DATI ON TEST DATA LEROY ,CRANDALL. .a ASSOC,IATFS u LOAD j§ \ p / SQ A (.Foot . , . . . . � . . 44z: ? 4RRmo l: « /2 .<%«ed» « »«:� ¢ $\ §/\ / TEST DATA & PROPOSED SOUTH BUILDING `r. .IIIII1III III METE 111111IIL[-I- -2.. ainflalEgt SITE 2PLAN PROVIDEDaT KAPIAN N4AUGNLINOIAZ MA EIUIL ON EWEN • Iriga 3rCURRENT INVESTIGATION NIIYS 162450 ao PRE WOVE OVESTIGATICN (10121-7.02N0001) 130 PREVIOUS INVESTIGATION (70121-5.02OAOO2) 28 PREVIOUS M/EETIGATION COSOB2A(N se PAMPA M'BSTIGATON (A-041Ea) 30 PREVIOUS a01ESTICATION Ma1229) 180 PREVIOUS INVESTIGATION /A.aofl L. ammo LOCATIONMO NUMMI' Bk2 OEOLC005ECTION LINE MACTEC QLnea Law 1b Meta. minas* OS&4 so INIINNRN rAX11110 MINH FIGURE 2 PLOT PLAN PROPOSED SOUTH GUIDING N WG MEMORIAL NOSPMMEL PRESBYTERIAN NEWPORT BEACH. CALIFORNIA ALPO ern I4 I4-OO5.1j�1 RAC rt. LL MOIR THIS RECORD [S A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. BORING 1 DATE DRILLED: September 1,2005 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 - ELEVATION: 97.7** ELEVATION (ft) 4: 'TF' VALUE STD.PEN.TEST MOISTURE (% of dry wt.) DRY DENSITY (Pet) ; a deF 4 W SAMPLE LOC. 3" Thick Asphalt Concrete over 6" Thick Base Course - - •:Q•p SM FILL - SILTY SAND -moist, brown, fine to medium, some coarse .'.00 •• + ti Si 120 32 . :4'. ... i• 1 '•'•• .'O••. _ = SM SILTY SAND - medium coarse dense, moist, brown, fine to medium, some - 10 _ _ 1.7 105 19 m R',':;} 16% Passing No. 200 Sieve 65-- _ Becomes dense and light brown 32 Layer of Sandy Silt ; •;. Sr ` IS POORLY GRADED SAND - verydense, moist, light some li t P,h gh gray, fine to medium so- t _ 6.0 104 64 - - 211 Becomes dense 75-_ 3.3 93 64 Becomes very dense t - t25 - - 52 70-- *Number of blows required to drive the Crandall sampler 12 inches using a 140 pound hammer falling 30 inches. **Boring elevation based on assumed datum with Elevation 100. (please see Plot Plan). -. _ L9 93 64 ik. - 30 . - 48 �:'{:•' • Becomes dense 65-Z ;: l 35 4.S 89 64 )$:::' Some imn staining -\- i. Becomes very dense 60-- 52::'.:: 40 Y Field Tech: AR Prepared By: IR (CONTINUED ON FOLLOWING FIGURE) Checked By: Newport AGeliOSCalifo California MAGI LOG OF BORING "EC Project 4953-05-2451 Figure: A-1.la THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL BORING I (Continued) DATE DRILLED: September 1, 2005 • EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 97.7" ELEVATION (ft) p�t~ aH a; pp en MOISTURE (% of dry wt) DRY DENSITY (Pef) ,Ad = i W I SAMPLE LOC. n - 6.4 93 46 ��:.;.:,: Y Becomes fight brown and light gray Becomes dense 55— . _ 45 '_ 5.8 89 51 . 50— _ . SM SILTY SAND -very dense, moist, brown to dark brown, very fine - - :.. SP POORLY GRADED SAND - dense, moist, light brown and light gray, fine to medium 45-- Layers of Silty Sand • - 55 26.0 89 34 l_:.-=, 40— - - . ML SANDY SILT - hard, moist, brown and gray, very fine, lenses of Silt - 60' No. 200 Sieve, LL = 35.8, P1= 9.4 ��x775.6%Passing a1•.r: - Some Clay 35Th ML - CLAYEY SILT - hard. moist, dark gray, very fine sand 65 38 5 78 38 al l 301 - 70 37 25— -- 75 391 78 45 i8 - _ , END OF BORING AT 75 FEET 20 - NOTE: Hand angered upper 5 fed. Water not encountered. -_ - Boring backfihlcd with soil cuttings and tamped. 80 Field Tech: AR Prepared By: JR Checked By: HOAG HOSPITAL Newport Beach, MACTEc LOG OF BORING California Project 4953-05-2451 Figure: A-1.t6 BLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS fIMES MAY D1rrtR. INTERFACES BETWEEN STRATA ARE APPROXIMATE TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. BORING 2 DATE DRILLED: September 1, 2005 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 96.5** z CH W UJ W Q I"N" VALUE STD.PEN.TEST -. i• w O o DRY DENSITY (pct) 4-i >•.S W 4 SAMPLE LOC. I - a 3" Thick Asphalt Concrete over 6" Base Course II ML CLAYEY SILT -moist, light brown, fine sand i SP POORLY GRADED SAND medium, some coarse - moist, light brown to yellow, fine to — 5 90— _ ML CLAYEY SILT- hard, moist, light brown, very fine sand _ _ 11.3 113 32 e _to - - 22 Becomes very stiff 85- - .. ML SANDY SILT - hard, moist, light brown and light gray, fine to medium _ 20.0 101 45 !$ • 15 SP - POORLY GRADED SAND -medium dense, moist, light brown and 80J _ - 47 gray, fine to medium t 75— r _ 53 Becomes very dense — 25 _ _ 5.8 93 54 70— 76 30 65-- 5.8 102 28 �:-'`: Becomes medium dense 35 45 Becomes dense 60— _ 8.6 90 45-:• ao Field Tech: AR Prepared By: JR (CONTINUED ON FOLLOWING FIGURE) Checked BY HOAG HOSPITAL Newport Beach, ow MACTEC LOG OF BORING California Project: 4953-05-2451 Figure: A-1.2a 55- 45 s0- 50 45— f r 55 40- 35- 65 30, 70 25- 20-- 75 80 1 75 68 37 35 50/6" o4 v 7.1 771 31,0 11.6 r0 A n A 95 90 87 172 .64 55 22 64 BORING 2 (Continued) 6 DATE DRILLED: September 1, 2005 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 96,5" ML V Becomes very dense CLAYEY SILT - hard, moist, light brown to brown, fine sand Becomes dark gray Becomes very stiff Some fine shell fragments Becomes hard WELL -GRADED SAND and SILT - very dense, moist, dark gray, fine to coarse END OF BORING AT 75 FEET NOTES; Water encountered at 728 feet I O minutes after completion of boring. Boring backfilled with soil cuttings and tamped. Field Tech: AR Prepared By: JR Checked By: HOAG HOSPITAL Newport Beach, California %MACTEC LOG OF BORING Project: 4953-05-2451 Figure: A-1.2b THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER, INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. BORING 3 DATE DRILLED: January 5, 2006 EQUIPMENT USED; Rotary Wash HOLE DIAMETER (in.): 5 ELEVATION: 96.5** ELEVATION (ft) DEPTH (ft) "N°VALUE STD.PEN.TEST MOISTURE (% of dry wt.) DRY DENSITY (Pcfl y3 ^ C✓4 W SAMPLE LOC. I 3'r tc Asphalt Concrete over 6" Base Course 95— = ML CLAYEY SILT - moist, light brown - - - moist, light brownish gray, fine to coarse .11 . SW WELL -GRADED SAND 5 - - 15 ;;i ML CLAYEYSILT - stiff moist light brown 90— 1— 10 - - 17 ig Becomes very stiff, very fine sand 85— f- 15 .. SP POORLY GRADED SAND - dense, moist, light gray, fine to medium 80— ^ 20 31 75f - 25 -- Some coarse — 30 _ _ 30 65— -- — 35 *Number of blows required to drive the Crandall sampler 12 inches using a 300 pound hammer falling 24 inches. 60-- 40 Field Tech: AR Prepared By: JR (CONTINUED ON FOLLOWING FIGURE) Chimed By: a HOAG HOSPITAL NevrportBeach, California MACTEC LOG OF BORING s' Project:4953-05.2451 Figure: A-1.3a THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE ORADUAL. BORING 3 (Continued) DRILLED: January 5, 2006 EQUIPMENT USED: Rotary Wash HOLE DIAMETER (in.): 5 ELEVATION: 96.5** ELEVATION (ft) DEPTH (ft) "N" VALUE STD.PEN.TEST kG�] 4 4. O ° e- DRY DENSITY (pet) EQUIVALENT "N" VALUE* I SAMPLE LOC. I i.. Becomes light brownish gray 55- - 45 SO— Layers of silt and some clay — 50 45— _ 30 SM SILTY SAND - dense, moist, light brown, fine - 6" gravel _ ML SANDY and CLAYEY SILT - medium stiff, moist, light brown _-55 40— • - Becomes dark gray, organic smell — 60 7 35— • —65 30__ . SW WELL -GRADED SAND- very dense, moist, dark gray, fine to coarse, _- up to 25%gavel and small cobbles — 70 _ 50/11" ilc _ : 25- - 40% gravel 75 10— :. • - - Fewer gravel Field Tech: AR Prepazed By: JR, (CONTINUED ON FOLLOWING FIGURE) Checked By: ROAGHOSPITAL Newport Beach, iIMACTEC LOG OF BORING California Project 4953-05.2451 Figure: A-1.3b 6 A C ci O BORING 3 (Continued) DATE DRILLED: January 5, 2006 EQUIPMENT USED: Rotary Wash HOLE DIAMETER (in.): 5 ELEVATION: 96.5** 15- 10- 5- 0- -10- -15- 85 90 95 100 105 110 115 120 50/4' • It l8 25 25/10" 25 XX, X x X X , X X , XX, X X , XX, X X X k X X X X X X XX XX XX XX. XX X X X X X X X X X X X X X n X X, ,XX Xx• X X X X , x X X X X X X X x x X X X X X X Y X X X X X X X X X X X XX' XX. XX• XX XX XX X X X x X X X X X X X X X XX: X X X x x X X % X x X X X X' x X X X X k X X X it X X X X X X X X X X X X X X X X X I. X X X X X x X X X X X X X X X X XX XX: XX XX HOAG HOSPITAL Newport Beach, California (CONTINUED 0 Layer of sandy clayey silt Becomes 50% gravel SILTSTONE - medium dense, moist, greenish gray, slightly bedded, caliche pods Less weathered, dark grayish green, massive Becomes unoxidized, clayey N FOLLOWING FIGURE) 5MACTEC Field Tech: AR Prepared By: 3 Checked By: LI LOG OF BORING Project: 4953-05-2451 Figure: A-1.3c THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL BORING 3 (Continued) DATE DRILLED: January 5, 2006 EQUIPMENT USED: Rotary Wash HOLE DIAMETER (in.): 5 ELEVATION: 96.5*4 ELEVATION (ft) gx A 1 'Nu VALUE STDPEN.TEST in, DRY DENSITY (pot) t Pea k a u es. 'Ai -25— - 20/10" gi;`, , x x x x x x x x x x x x x x x x I-- 125 x x xx x x x x -30— I - xx x x xx x x x x x x - I 130 x x x xx .. x x - _ 25/10" la x x -3J— - - x x x x x x - x x _ _ x x x x x x - - 135 x x x x I- x x x x - - x x -40— x x x x x x x x - - x x - x x x x X x —Ho X x x 25/10" ix qp x x -45— END OF BORING AT 141 FEET NOTE: - Water level not established. - 145 Boring bachtilled with soil cuttings and tamped. -50- 150 -55- 155 -60— ' 160 Field Tech: AR Prepared By: JR Cbedood By: LI HOAG HOSPITAL Newport Beach, OVIACTEC LOG OF BORING California Project: 4953-05-2451 Figure: A-1.3d MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES • Undisturbed Sample Auger Cuttings COARSE GRAINED SOILS GRAVELS (More than 50% of coarse traction is No. a sa ) then the CLEAN or i 1,�IGetrlieort sand Standard Penetration Test Bulk Sample GRAVELS mixtures, ,ittlno fins. (Little acne fines) att. 7 Q�` GP mo Y gradedlittlea no ve - sand Rock Core . Crandall Sampler GRAVELS • WITH FINES j ( o� GM Silty gravels, gravel - send - silt mixtures. Dilatometer - ^. ^. Pressure Meter (Appreciable amount of fines) OC Clayey gravels, gravel -sand • clay mixtures Packer O No Recovery (More than 50% of material is LARGER than No. 200 sieve size) SANDS (Mae than 50%of coarse fraction is SMALLER than the No.4 Sieve Size) CLEAN SANDS ; S W Well graded sands, gravelly sends, little or to fig V Water Table at time of drilling I Water Table after 24 hours (Little or no tunes) ':. Sp Poorly graded sands or gravelly sands, little or no fines SANDS WITH FINES • SM Ski sands, sand - sift mixtures (Apprecofiabfile ) amount ces SC Clayey sends, sand- ctay mixtures ML inorganic silts and very fne sands rock crow, silty of clayey fine sends or clayey silts with sli& elasticity. Correlation of Penetration Resistance with Relative Densityand Consistency FINE SILTS AND CLAYS (Liquid limit LESS than 50) j / CL Inorganic lays o ow to medium plasticity, gravelly clays, sandy clays, silty clays, lean claws. SAND & GRAVEL SILT & CLAY No. of Blows Relative Density No. of Blows Consistency GRAINED SOILS _ = - OL Organic silts and organic silty clays of low plasticity. 0 - 4 Very Loose 0 - 1 Very Soft 5 - 10 Loose 2 - 4 Soft (Moresthan 50% of terial is SMALLER than j MH tnorgansilts, miaceous or diatomaceous fix sandic y or nifty soils, elastic silts. 11 - 30 Medium Dense 5 - S Medium Stiff 31 - 50 Dense 9 - 15 Stiff No. 200 sieve size) SILTS AND CLAYS4 (Liquid limit GREATER than 50) CH inorganic clays of high plasticity, fat clays Over 50 Very Dense 16 - 30 Very Stiff Over 30 Hard Organic ltnediam to high Gas *14 OH organic HIGHLY ORGANIC SOILS 1 _ a PT Peat and other highly organic soils. BOUNDARY CLASSIFICATIONS: Soils possessing charac eristics of two groups are designated by combinations of group symbol. KEY • DESCRIPTIONS TO SYMBOLS AND SILT OR CLAY SAND GRAVEL Cobbles Boulders Fine Medium Coarse Fine Coarse No200 No.40 No 10 No4 3/4" 3' 12" U.S. STANDARD SIEVE SIZE Reference: The Unified Soil Classification System, Corps of Engineers, U.S. Any Technical MACTEC . Memorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1960) FIGURE A-2 a 0 1000 w° a�+ ci a 2000 En b a. . a g 3000 tin “1 4000 U 5 5000 6000 0 SHEAR STRENGTH in Pounds per Square Foot 1000 2000 3000 4000 5000 6000 Q \t®a.ci \ 0 s. tigi es \ o i®lor, \ q_ Boring Number Sample De2th and \ 2 s% \ \ \ \ i 2@ IA • I®I6/, (ft.) \ \ \ \` 0 i®46Y. • i` ®59'/: 2®I91/4 Values Used in Analyses \ \ \ - \ 0 1(42111i • \ \ \ \ KEY: • Samples tested at field moisture content ° Samples tested after soaking to a moisture content near saturation DIRECT SHEAR TEST DATA MACTEC j FIGURE A - 3 N 6 A CO 0 0.0 0.0 6 0. 4 A4 W A, to 0.06 4 z E„ 0.08 e u o.lo 0.12 0.14 LOAD IN KIPS PER SQUARE FOOT 0.4 05 06 07 08 0.9I0 2.0 3.0 4 0 50 60 7 J Bor POORLY ng 2 at GRADED 191/21 SAND Boring 2 at 31W' — -a. POORLY GRADED SAND NOTE: Water added to samp e after consolidation under a load of 1.8 kips per square foot. CONSOLIDATION TEST DATA • MACTEC FIGURE A-4.1 0 e2 j 0 LOAD IN HIPS PER SQUARE FOOT • 0.4 0.5 06 07 0.8 091.0 0.00 0.02 6 0.04 00 0.06 4 4 H 0.08 0 0.10 U 0.12 0.14 2.0 3.0 40 5.0 60 7.0 8.0 Boring 1 at GRADED 34'%' SAND tL POORLY Boring2at5914' CLAYEY ti� SILT • ♦ r ♦ ♦ ,..•••• d ••••--... Sik ea' 40 • , NOTE Samples tested at field moisture content. CONSOLIDATION TEST DATA MACTEC FIGURE A - 4.2 BORING NUMBER AND SAMPLE DEPTH: SOIL TYPE: MAXIMUM DRY DENSITY: (lbs.cult.) OPTIMUM MOISTURE CONTENT: 0/0) TEST METHOD: ASTM Designation D1557 COMPACTION TEST DATA Iat0'to5' FILL - SILTY SAND 134.9 6.3 MACTEC FIGUREA-5 0 0 u m BORING NUMBER AND SAMPLE DEPTH: SOIL TYPE: CONFINING PRESSURE: (lbs./sq. ft.) INITIAL MOISTURE CONTENT: (% dry wt.) FINAL MOISTURE CONTENT: (% dry wt.) DRY DENSITY: (Ibs/cu.R.) EXPANSION INDEX: 1at16%i POORLY GRADED SAND 144 11.1 21.7 EXPANSION INDEX TEST DATA 96 MACTEC FIGUREA-6 U U g A 9 tat inCC 5 el Z... �•' �> Z Qit 2 O a f- BORING 6 > O. o u o. ° a .DATE DRILLED: June 8, 1997 !ES; �a � g o ° Q EQUIPMENT USED: 8" - Diameter Hollow Stem Auger o Co m N ELEVATION: 79 4' Concrete Slab SILTY SAND - fine, brown CLAYEY SAND • fine to medium, light reddish brown Thin layers of Sand and Silty Sand Lenses of Silty Clay SAND - fine to medium, light brown SILTY CLAY - IIght brownish grey Layer of Clayey Sand END OF BORING AT 20'. NOTE: Water not encountered. • Number of blows required to drive the Crandall sampler 12 Inches using a 140 pound hammer falling 30 inches. LOG OF BORING LAW/CRANDALL • FIGURE A-1.6 BORING 7 �-- Q I- a« = te z. lit 2 • w3 1� <z' Oc.a w of o V O o 2® c a . Zoi 3 S a a DATE DRILLED: June 6, 1997 w Mdz cr USED: 8" - OtameterHo(fow Stem Auger m ELEVATION: 8 • 4' Aaphah Paving - 6" Base Course SM -SILTY SANO - fins to medium, fight brown 76 — 7.2 123 _ 38 Some Clay 0 $ 7.9 113 41 Thin layers of Clayey Sand LC l ro 70 — 36 SC CLAYEY SAND - fine, light teddiuh brown ea p a m m m 10 ! a 0 et 4 8 65—i 16 23:3 102 • 46 CL SILTY CLAY - light brownish grey m g g o _ 34 Spq SILTY SAND - fine, Tight brava') eggg 60 E .a 4_ 20 f CL SILTY CLAY - light grey 26.9 100 60 m g e- U - ' o ,14;.: gp SAND • tine, light brown w g 55-r •. "If I4 its e m - 25 - 50 4'i rr•A .. , :g B 65 • V r a i 50— .' 30 -- a a •. i o a 7.4 95 46 . 4e; v • •+- i ✓ -, !I ti 45— ....! nc 35 61 C."Zi = 40— . • .nt • 53 -., t t (CONTINUED ON FOLLOWING FIGURE} • LOG OF BORING LAW/CRANDALL . FIGURE A-1.7a. i 02 •0 : BORING 7 (Continued) . DATE DRILLED: June 6, 1987 EQUIPMENT USED: 8" - Diameter Hollow Stem Auger ELEVATION: 78 ELEVATION DEPTH Ift.I MOISTURE I% of dry %ern DRY DENSITY (lbs./cu. fr VALUE STD.PEN.TEST BLOW COUNT* •(blows/ft.1 , it F. 3.• I- u., ..J t cca" or .. ..,..; . . re '' ..-:•-; _ 6.9 104 81 • :.:.• • for .3- 1 11* .. .. 45 ..-1 • .3: 1 SM ') SILTY SAND - flne to medium, light brown . . 67 f : :1 • • . • • ...wsuar—an. jj0 ij.t. MS CHKD — Note: The log of subsurface conditions hown hereon applies only at the specific boring location and at ft It Is not warranted to be representative of subsurface conditions at other locations and times. 50 A Some coarse Sand, few Gravel 82 ro . END OF BORING AT 51X. • - - NOTE: Water measured ar a depth of 49', 10 minutes after campledon af driffing. ' • . . , • • • • . . ' . • . . ' • • ' . • . . . 1. • LOG OF BORING Al • LAW/CRANDALL FIGURE A-1.7b f zI— til wen 0 �_ Th 3 . 7x ? BORING 8 Q.K t—• <z O m w a aloV at }4 Yes z 1 DATE DRILLED: June 4, t997 w 2a2 'tr.. z D— .< EQUIPMENT USED: 18' - Diameter Bucket ' 4 en m CO ELEVATION: 79 75 — 8 a 70 — o 44 V a C SILTY SAND.- fine, brown CLAYEY SAND - fine to medium; light brown Thin layer of Sand SILTY CLAY • light grey and fight brawn SAND - fine, some Silt, light brown Then layers of Silty Sand END OF BORING AT 35', NOTE: Water not encountered:. No owing. • Number of blows required to drive the, Crandall sampler 12 inches for depths of: 0' to 26' using a 1600 pound hammer falling 12 inches; Below 25' using an 800 pound hammer feting 12 inches. LOG OF BORING • LAW/CRANDALL S PIGURE A-1.8 0 0 0 0 . 10 a `mom. 200d a 0 a 3000 co m a. a 111 4 4000 Ed co m 1000 5000 1000 2013 • •®2 8�9 O el 7@11 • 3012 468 • EQ15 1�21 �• 4®18 • S©ta 2Q24-} \\ \ • \ • \ \ SHEAR STRENGTH in Pounds per Square Foot 2000 3000 • 4000 5000 8000 BORING NUMBER A. SAMPLE DEPTH (FT.) VALUES USED IN ANALYSES \off . 07@2 40)80 •7011 2Q3 0 \ • 1621 \ • v18 • I1Q18 6000 \ • • 3i 212 • • 5Q15 • \\\ • KEY: • Samples tested at field moisture content O Sampies tested after soaking to a moisture content near saturation '—Natural soils DIRECT SHEAR TEST DMA LAW/CRANDALL FIGURE A - • 0 w en 0 Z z 0 0 en 0 Z 0 V LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0.6 0.7 0.8 0.9 1.0 2.0 3.0 4.0 5.0 6 0 00 0,01 o 0.02 - 1 Baring SILTY 5 at 18' CLAY 0.0a 0.04 N Baring 7 at 11' Stn. CLAY N . \ 1 1 V 0.05 ` 0.06 \ 1.67 NOTE Simples testd•atfetl ndsnre canent CONSOLIDATION TEST DATA LAW/CRANDALL AL FIGURE A-4.2 • LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0.6 0.7 0.8 0.9 1.0 2.0 0.00 3.0 40 5.0 6 0 7.0 8.0 0.01 0.06 baring 8 al 18' SAND 0.07 NOTE Water added to sample at!erconsolidation under aload of1.8Wpsper square foot CONSOLIDATION TEST DATA LAW/CRANDALL Ai FIGURE A - 4.3 SIEVE ANALYSIS U.S. U.S. Std. Slew Openings U.S. Standard Slew Writ 1003" 1-1/2- 3/4' 3/8" #4 . #10 , #20 #40 #100 #200 0 ANALYSIS 90 80 10 70 20 Y m" 80 30 \\.._ a 40 C > W eo w U d20 Boring 3 at29K'ta 30'r4 SAND 70 8 8wi$ - 10 80 ; 90 0'.. ! . . ... I l 100 1C01 PASSING BY WEIGHT S 8 8 c 8 8 i (� 8 8 S r .o a 0 .TRETAINED BY WEIGHT ej 30. 2 al 20 Boring 7at4835'to47'S . SILTYSAND - 70 a. is 80 W a 90 ' 0 ..,—. a .% e. . s--- ..gg.... . _., 12 n et — oi d cb v, PARTICLE SIZE [ gg 8 E S IN MUJMETERS ss o §. o yyp� (100 c§.� S g g § . qo 0 GRAVEL •SAND l Coarse I 'Fine Camel Medium I Fine SILT OR CLAY PARTICLE SIZE DISTRIBUTION LAW/CRANDALL A• • ;q 40 FIGURE A - 8 APPENDIX B CAISSON AXIAL CAPACITY COMPUTATIONS GEOTEK k I PILE CAPACITY PROGRAM USING ALPHA METHOD PROJECT NAME: HOAG Project NO:0775. CR3 _-.. HVI ENTRY -..--. PILE LENGTH (FEET) GAMA (PCF) ----. COH (PSF) --..- PHI DEG Khc ---.-.-.-- FRICTION (KIPS) UPLIFT (KIPS) END BEAR TOTAL (KIPS) ELE (Ft. ---. (KIPS) ---- -.----. STRUCTURE: 24"DIA.PILE 1.00 110 50 29 N I L N NLO N N N h N NLC) N N N N U) U) N In NLI) N U) U) U) N L NLO N N N N U) N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 9 2.00 110 50 29 0.0 0.0 0.0 0.0 9 PILE SHAPE(1=ROUND,2=SQUARE) 1.0 3.00 110 50 29 0.0 0.0 0.0 0.0 9 4.00 110 50 29 0.0 0.0 0.0 0.0 9 PILE DIMENSION(FEET) 2.00 5.00 110 50 29 0.4 0.3 4.7 5.1 9 PILE AREA (SOFT) 3.14 6.00 110 50 29 0.8 0.6 5.6 6.4 9 COEF OF FRIG. UPLIFT 0 TO 1) 0.70 7.00 110 50 29 1.4 1.0 6.4 7.8 9 - -- -... ---- 8.00 110 50 29 2.0 1.4 7.3 9.3 9 FRICTIONAL FACTOR OF SAFETY: 3.00 9.00 110 50 29 2.6 1.8 8.2 10.8 9 10.00 110 50 29 3.3 2.3 9.1 12.4 9 ENO BEARING FACTOR OF SAFETY: 4.00 11.00 110 50 29 4.1 2.9 9.9 14.0 8 12.00 110 50 29 4.9 3.4 10.8 15.7 8 EFFECTIVE GROUND ELEVATION: 100 13.00 110 50 29 5.8 4.1 11.7 17.5 8 14.00 110 50 29 6.8 4.8 12.5 19.3 8 PILE CUT-OFF ELEVATION: 100 --- 15.00 110 50 29 7.8 5.5 13.4 21.2 8 16.00 110 50 29 8.9 6.2 14.3 23.2 8 DENSITY OF FILL ABOVE 110 17.00 110 50 29 10.1 7.1 15.1 25.2 8 CUTOFF 18.00 110 50 29 11.3 7.9 16.0 27.3 8 '_ 19.00 110 50 29 12.6 8.8 16.9 29.5 8 CALCULATION LAYER --- 1.00 20.00 110 50 29 13.9 9.7 18.8 32.7 8 THICKNESS(ft) --- 21.00 110 50 29 15.3 10.7 18.8 34.1 7 22.00 110 50 29 16.8 11.8 18.8 35.6 7 DATE: 23.00 110 50 29 18.4 12.9 18.8 37.2 7 Allowable Bearing Per Report (psf) 6000 24.00 110 50 29 20.0 14.0 18.8 38.8 7 Max End Bearng (ksf) 18.84 25.00 110 50 29 21.6 15.1 18.8 40.4 7 26.00 110 50 29 23.4 16.4 18.8 42.2 7 27.00 110 50 29 25.2 17.6 18.8 44.0 7 SOIL INPUT DATA 28.00 110 50 29 27.0 18.9 18.8 45.8 7 29.00 110 50 29 28.9 20.3 18.8 47.7 7 DEPTH TO GAMA C PHI Khc 30.00 110 50 29 30.9 21.7 18.8 49.7 7 LAYER (pcf) (psf) (deg) 31.00 110 50 29 33.0 23.1 18.8 51.8 6 BOTTOM(ft) 32.00 110 50 29 35.1 24.6 18.8 53.9 6 33.00 110 50 29 37.3 26.1 18.8 56.1 6 40.0 110.0 50_ 29 0.5 34.00 110 50 29 39.5 27.7 18.8 58.3 6 _ _ 0.5 35.00 110 50 29 41.8 29.3 18.8 60.6 6 36.00 110 50 29 44.2 30.9 18.8 63.0 6 37.00 110 50 29 46.6 32.6 18.8 65.4 6 38.00 110 50 29 49.1 34.4 18.8 67.9 6 39.00 110 50 29 51.7 36.2 18.8 70.5. 6 40.00 110 50 29 54.3 38.0 18.8 73.1 6 Pile Capacity by Friction.XLS G EOTEK PILE CAPACITY PROGRAM USING ALPHA METHOD .. .............. ...... PROJECT NAME: HOAG HVI ENTRY CR3 PILE LENGTH (FEET) GAMA (PCF) COH (PSF) PHI DEG Khc FRICTION (KIPS) UPLIFT (KIPS) END BEAR (KIPS) TOTAL (KIPS) ELE (Ft. Project N0:0775 STRUCTURE: j 1.00 110 50 29 N U) 0. U) N to N N N N U) N U) O U) U) N h N U) N U) N U) N N in U) N N N N U) N N in N N U) N 0000000000000000000000000000000000000000 0.0 0.0 0.0 0.0 9 '•- 2.00 110 50 29 0.0 0.0 0.0 0.0 9 PILE SHAPE( =ROUND,2=SQUARE) 1.0 3.00 110 50 29 0.0 0.0 0.0 0.0 9 4.00 110 50 29 0.0 0.0 0.0 0.0 9 PILE DIMENSION(FEET) 3.00 5.00 110 50 29 0.6 0.4 10.6 11.2 9 PILE AREA (SOFT) I 7.07 6.00 110 50 29 1.3 0.9 12.5 13.8 9 COEF. OF FRIC UPLIFT(0 TO 1) 0.70 7.00 110 50 29 2.1 1.4 14.5 16.5 9 8.00 110 50 29 2.9 2.0 16.5 19.4 9 FRICTIONAL FACTOR OF SAFETY: 3.00 9.00 110 50 29 3.9 2.7 18.4 22.3 9 10.00 110 50 29 5.0 3.5 20.4 25.3 9 END BEARING FACTOR OF SAFETY: 4.00 11.00 110 50 29 6.1 4.3 22.3 28.4 8 12.00 110 50 29 7.4 5.2 24.3 31.7 8 EFFECTIVE GROUND ELEVATION: 100 13.00 110 50 29 8.7 6.1 26.2 35.0 8 14.00 110 50 29 10.2 7.1 28.2 38.4 8 PILE CUT-OFF ELEVATION: 100 15.00 110 50 29 11.7 8.2 30.2 41.9 8 16.00 110 50 29 13.4 9.4 32.1 45.5 8 DENSITY OF FILL ABOVE 110 17.00 110 50 29 15.1 10.6 34.1 49.2 8 CUT-OFF 18.00 110 50 29 16.9 11.9 36.0 53.0 8 --- - -_ 19.00 110 50 29 18.9 13.2 38.0 56.8 8 CALCULATION LAYER 1.00 20.00 110 50 29 20.9 14.6 39.9 60.8 8 THICKNESS(ft.) 21.00 110 50 29 23.0 16.1 41.9 64.9 7 22.00 110 50 29 25.2 17.7 42.4 67.6 7 DATE: 23.00 110 50 29 27.5 19.3 42.4 69.9 7 Allowable Bearing Per Report (psf) 6000 24.00 110 50 29 29.9 21.0 42.4 72.3 7 Max End Bear ng (ksf) 42.39 25.00 110 50 29 32.4 22.7 42.4 74.8 7 26.00 110 50 29 35.0 24.5 42.4 77.4 7 27.00 110 50 29 37.7 26.4 42.4 80.1 7 SOIL INPUT DATA 28.00 110 50 29 40.5 28.4 42.4 82.9 7 29.00 110 50 29 43.4 30.4 42.4 85.8 7 DEPTH TO GAMA C PHI Khc 30.00 110 50 29 46.4 32.5 42.4 88.8 7 LAYER (pcf) _ (psf)... (deg)._. 31.00 110 50 29 49.5 34.6 42.4 91.9 6 BOTTOM(ft) _.. 32.00 110 50 29 52.6 36.9 42.4 95.0 6 33.00 110 50 29 55.9 39.1 42.4 98.3 6 40.0 110.0 50 29 0.5 34.00 110 50 29 59.3 41.5 42.4 101.7 6 0.5 35.00 110 50 29 62.7 43.9 42.4 105.1 6 _.... _.._. 36.00 110 50 29 66.3 46.4 42.4 108.7 6 37.00 110 50 29 69.9 49.0 42.4 112.3 6 38.00 110 50 29 73.7 51.6 42.4 116.1 6 39.00 110 50 29 77.5 54.3 42.4 119.9 6 40.00 110 50 29 81.5 57.0 42.4 123.9 6 Pile Capacity by Friction.XLS C E O T E K 4 0Ita-toot 3 -14• ■ MI ■ MI STRUCT Anaheim Phoenix TMAD TAYLOR & GAINES OPAL MECHANICAL Austin Bellevue San Antonio San Diego ELECTRICAL AND CIVIL ENGINEERS Dallas Inland Empire Pasadena San Francisco Thousand Oaks Walnut Creek STRUCTURAL CALCULATIONS FOR HEART & VASCULAR INSTITUTE SITE IMPROVEMENTS HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA CITY OF NEV,FORT BEACH BUILDING DEPARTMENT of Th+''gr- PLANS DOENOT CONSTITUTE EXPRESS OR IMPLIED 2 i,: 51� 'P V C,. ':ON OF OS INCONSISTENT P THE CI'i1 OF NEWPORT REACH. THIS 'I F:;'• I G- E PLANS ARE, IN ALL RESPECTS, IN 0 OI WANCES, PLANS MO POLICIES ' Fl iT TO REQUIRE ANY PERMI !TEE TO t_MFNT sum '-ORliED by THESE PLANS Y,lc N ES FP. TG COMPLY WITH THE 1;'!:i'.:ITV OF NEWPOrIT BEACH 300 N. Lake Avenue, 14th Floor, Pas „-cEMENL. (SLINArui S.) L'CTE "iA-YLOR- AO- ro IS GATE Ed T. Gharibans Structural Engineer S2942 TMAD TAYLOR & GAINES TTG# 4209.113.15 (Jena, CA 91101 (626) 463-2800 Fax (626) 463-2801 „Sr '- www. ttgcorp.com TMAD ■•■ TAYLOR & ■••GAINES rinatetsiete STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks Tre" o? Cott4Ter4r v> 4 g t-Oes 1 Th toN kle F'itgk»JC. £rp.uavets sheet of by Mtn job no �1`tx n 1179 date JM.! � I L pRAiL ablizoi2AtL L 111" NDM ).D • (T M A D 1.4o H VZ sheet of ■■■ TAYLOR & ■ ■E GAINES Sr Ir+19ZCVEMMUNre by .4 STRUCTURAL MECHANICAL Anaheim Austin Bellevue Phoenix San Antonio San Diego ELECTRICAL Dallas San Francisco AND CIVIL ENGINEERS Inland Empire Pasadena Thousand Oaks VVakiut Creek AtkVAlat LOAD TA-Ia "`:.:HArr t)e l TxrNCAl 144.)Lh `-tbf,4 M FM ... .. c,u (uQAR, c) r�Iu 1rN Pt; job no. 42D1-�I date 05/ --oi 40 7x. 112 ( VATN ll,�-7 1.2- 7.0 fP ( cas) b '4'-- 6+zA)= _ .111g114 tl•IA LIP(gill r� (21M,0) 40\i iw fmn fr loC1122�i'ow Ipe rl4 L1p- (.044f, hel ., �i(.- ttM+ IN.,D eE ¥C7LL.0 I nge z • TA,YLOR PROJECT: %�.:,,,'(* '='"s PAGE: '& AINEs CLIENT: - DESIGN BY: JOB NO. : r .�'"�'] > DATE: W. a*'6 REVIEW BY: INPUT DATA tit �10 4$ Exposure category (B, C or D) _ Importance factor, pg 73, (0.67, 1.0or 1.15) I = Basic wind speed (3 sec. gust wind) V Topographic factor (Sec.6.5.7.2. pg 26 s 45) Ka Height of mean roof h a " ft Roof slope 12 Roof length L= it Roof horizontal projected width B = Effective area of component / cladding A = __.,; ft B dedl DESIGN SUMMARY 1. Main Wind -Force Resisting System Max horizontal force / base shear from roof Max vertical download force Max vertical uplift force Max moment at centroid of base from roof 2. Component and Cladding Elements Max Inward pressure `G2:4-1IJ WktS7 Max net outward pressure t(,(( 1/C($-P 0.34 kips + 0i95 kips (eave & columns increasing) £ 0.38 kips = 3.84 kips 4.10 kips = 10.25 ft-kips i r .1'T ft-kips (save & columns increasing) £ 11.28 ft-kips 26 psf 38 psf . (=oa PeTA I v> ANALYSIS Velocity pressure cis =0.00256K,,KrtK V2l = 11.01 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3. case 1,pg 79) Ke = wind directionality factor. (Tab. 6-4, for building, page 80) h = height of mean roof Main Wind -Force Resisting System (Sec. 6.5.13.2) p=ghGCN F= PAt where: G = gust effect factor. (Sec. 6.5.8, page 26). 0 = roof angle A, = roof actual area. CN = net force coefficients. (Fig. 6-18A, page 66) Check Fig. 6-18A limitation • 0.70 ▪ 0.85 10.00 ft = 0.9s' I: = 4.76 degree < 45 deg. [Satisfactory) = 199.0 ft2. windward = 199.0 gr, leeward h / L = 0.35 within [0.25 , 1.01 [Satisfactory] h / B = 0.71 within (0.25 , 1.01 [Satiefacto 6 CASE WIND TO BOTTOM, y=0° WIND TO TOP, y= 180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED CNW CNL C CNL CNw CNL C CNL 4.76 A 0.06 -0.53 -0.82 -1.39 1.01 1.06 -0.31 -1.20 p (psf) 0.53 -4.92 -7.65 -13.01 9.44 9.94 -2.89 -11.23 F (kips) 0.11 -0.98 -1.52 -2.59 1.88 1.98 -0.58 -2.23 B -1.29 -0.04 -1.48 -0.73 0.61 0.15 0.11 -0.41 p (psf) -12.07 -0.34 -13.85 -6.80 5.75 1.44 1.00 -3.83 F (kips) -2.40 -0.07 -2.76 -1.35 1.14 0.29 0.20 -0.76 (confd) WIND TO BOTTOM, y = 0° WIND TO TOP, y = 180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED CASE A CASE B CASE A CASE B CASE A CASE B CASE A CASE B Horizontal force / base shear Vertical download force Vertical uplift force Bending moment at centroid of base H (kips) V (kips) V (kips) M (ft-kips) -0.07 0.00 0.87 -3.083156 -0.21 0.00 2.46 10.2514 -0.34 0.00 4.10 -0.3325 Component and Cladding Elements (Sec. 6.5.13.3) p=ghGCN where: Cry = net force coefficients. (Fig. 6-19A, page 70) a = Max( Min( 0.1L 0.1B , 0.4h) , 0.04E , 0.04B , 3ft , (Fig. 6-19B, footnote 6) For effective area, 15 sq.ft. as given CLEAR WIND FLOW -0.34 0.00 4.10 8.344375 0.32 3.84 0.00 3.54765 0.12 1.43 0.00 -1.824418 -0.23 0.00 2.80 -8.1566 3.0 ft OBSTRUCTED WIND FLOW -0.05 0.00 0.56 -3.84343 ZONE 3 ZONE 2 ZONE 1 ZONE 3 ZONE 2 ZONE 1 i.N 2.75 -3.45 2.18 -1.95 1.45 -1.29 1.31 -4.05 1.05 -2.31 0.69 -1.52 P (Psf) 25.69 -32.23 20.40 -18.28 13.60 -12.07 12.24 -37.92 9.86 -21.59 6.46 -14.20 (a N 0 O N N M N N C C O O N . N "NV, CANP(11"4 a2F FizAm I ivq !._o/ri' Cemest r : 1,1 P+ L-( .. I,IX-4 (C) F O rj�j. r- + \0-1- 3ci+ 12r�-: 42 V 4 h1 I1 (i' T M A D HH VL sheet of MN II TAYLOR & ■•■GAINES SIT (1-1F oVEM by .A STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS job no. 420 1-11W2- Anaheim Austin Bellevue Dallas Inland Empire Pasadena �I,n l Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek date Oo/1"oI I 4-cpt;Ny Alfr 1[2)4 u. _ . _ _ 1.2 � 5 Oil/fix = °et ` Z,= 1&& 11 q12 s t,7. - +4+vt clot+ I II'! - I tv6 = 4,Ie3f2+ OfjOL i P> s lit '# t 1e8'*z-- *9eVI4 c2ixil, 12- iMIRTMAD 14O& H ■■■ TAYLOR & ■II■ GA I N E S Sn ►N192:NEM.4T STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek ? M1t% 4 sheet of by --"X'7A job no 4W.e1-I1 w7. date OW,40/ 4P 14e)*(eR or Re71) t��o gL5 +%) 'g bg;*4 oJ'tz, Hiss 1A1ft214 /Z.+ 14,8 s ,b0; - �2:#+2,1; 1(, ,l skxSx,Z7� I, Itto-+=ZZ - talk I) a20.46 NOTIOCS17 (Per. 11,E c- P to 11340-10`/8 z4Wt l 44l* Gt$ II1 UFICeiTMAD ■■■ TAYLOR & ■•■ GAINES HVI Brit Ir1FP-MEMb-T%We. STRUCTURAL MECHANICAL Anaheim Austin Belevue Phoenix San Antonio San Diego ELECTRICAL Dallas San Francisco A N ❑ CIVIL ENGINEERS Inland Empire Pasadena Thousand Oaks Walnut Creek actF M/tJc fit sheet of by •A job no. 4120c/-ii date a/1-240/ `'_ WOt(E oe 2) 1c2:ad"WeVs°161*14+ °P� tek$1 61/2..X F = I-4 Ms 4O x , Z(= I 2I`�-` + � = 1�; i ' \4t" lb V„ r ,Cpg9eatilAt ,,2 s I,°/l,c 2 - \48x1et) cm - I111RTMAD dry HV ■ ■■ TAYLOR & ■ ■• GAIN ES 'S(T- (ME OVEN1&T4' STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek LAT6Td1/41.- billi0M �G I w: wt, sheet of by • f4 job no. 420q'11 date 05/24211 i-eo 2-I lb IU'S 910 Wit. x ILA-x 1003% f 171AfieHtZes I Ate tecaeaSt> TO ' p E t-t .► /r), s '4p% Lon, hilN7TMAD ■ ■E TAYLOR & ■ ■■ GAINES STRUCTURAL MECH Anaheim Phoenix Austin San Antonio Was ci H VI sheet of 'Sr1-. I r197-0VEMeNFe by`telc ANICAL ELECTRICAL Bellevue Dallas San Diego San Francisco AND CIVIL ENGINEERS Inland Empire Pasadena Thousand Oaks Walnut Creek LA-11W-AL, N-� l rwN StS f. qI �7ds iWJ "I r ' 4 �vf icads- 111 i940 o 0, 2. adismila SIMMS PAFHW6P1 ;Thb ®4 Job no. 4zogal l W7. date 05/201 ! MA)( tar* 1:414;n4rAPC440teeis teree 120. t = 100' 9 HEIR TMAD ■ ■■ TAYLOR & ■ 01■ GAINES d H Srr h-1920VEVIENtle STRUCTURAL MECHANICAL Anaheim Austin Bellevue Phoenix San Antonio San Diego ELECTRICAL AND CIVIL ENGINEERS Dallas Ireland Empire Pasadena San Francisco Thousand Oaks Walnut Creek N-- -SUM IC. PRiu FCIZere P cat„ irsiAptcfr) Pb vs sheet of by A job no. 4 w't-iI 42- date 00/2011 Pe Wei M2P-= Pre 7A J 5 v:004)1 ,,, sd ' a" m2 1 /tt to 2 1 9% -S Dz$,Malness 4 1 \lc ro f ze z Mire TMAD ■■■ TAYLOR & ■nGAINES H VI. Sn• Ir1Fi VEM - STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Greek E 1^1 ea7eMI G. u), VI bey wHwitM 4114 fl 0,00 1ngz4 sheet of by job no. 4W el-11 W 2. date eft -all L C 12i24/ j = 2211- * iiiiR TMAD WOE TAYLOR & ■■■ GAINES STRUCTURAL Anaheim Austin Phoenix San Antonio i-icwz? H VI trw I ri FtzcV relet4r• MECHANICAL ELECTRICAL Bellevue Dallas San Diego San Francisco AND CIVIL ENGINEERS Inland Empire Pasadena Thousand Oaks Walnut Creek P02,4 Fee I- ._---- sheet of by •fi job no. 4 2c1-ii W2- date OS/%01 1 i-� ii ii Ce3 T M A D ■ ■■ TAYLOR & ■ ■•GAINES S'fT thl F9245VEM.ENTe STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek iIll`]s \Szio e P -,_4c a sheet of by job no. 420 q-ii %%,02- date 05/Z01 I U4C VETZW 14—UP 10 w(jv\le142PRO:LWGer a w/;-+r4 - uc @1 r7 c � 4'<L �r Torte, OF GA& 2t tnNnt r; M S• °tFes.a ��-+I /(l uN p ziafowo 41,b Type HSB1-36 177 I 5 Weld Pattern at Supports ■ Button Punch or 1'/:' Top Seam Weld ■ Primer Painted or Galvanized Allowable Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in./lb)x106, (mm/N)x106) �a SPAN (ft-in., mm ATTACH- 4'-0" 5•-0,• 6'-0" 7'-0" 8•-0" GAGE MENT 1,220. 1,520 1,830 2,130 2,440 22 SIDELAP BP @ 24" 451 445 416 407 351 q 6.58 6.49 6.07 5.94 5.12 10'-0" 11'-0" 12'-0" 3,050 3,350 3,660 284 4.66 4.14 F 4.5+157R 5.4+126R 6.9+105R 8.4+90R 10.6+79R 12.8+70R 15.8+63R 25.7+896R 30.8+719R 39.4+600R 48.0+514R 60.5+451R 73.1+400R 90.2+380R BP@12" q 511 492 476 458 405 364 331 7.46 7.18 6.95 6.68 5.91 5.31 4.83 F 4.3+157R 5.2+126R 6.3+105R 7.8+90R 9.5+79R 11.6+70R 13.9+63R 24.6+896R 29.7+719R 36.0+600R 44.5+514R 52.4+451R 66.2+400R 79.4+360R TSW @ 24" 699 627 525 496 437 423 383 q 10.20 9.15 7.66 7.24 6.38 6.17 5.59 F 26.3+77R 22.8+62R 29.6+51R 26.4+44R 32.1+39R 29.1+34R 34.1+31R 150.2+440R 130.2+354R 169.0+291R 150.7+251R 183.3+223R 166.2+194R 194.7+177R q 780 687 576 538 508 454 439 TSW @ 18" 11.38 10.03 8.41 7.85 7.41 6.63 6.41 F 16.8+77R 16.5+62R 21.2+51R 20.2+44R 19.6+39R 23.2+34R 22.3+31R 95.9+440R 94.2+354R 121.1+291R 115.3+251R 111.9+223R 132.5+194R 127.3+177R 854 744 669 615 574 541 516 TSW @ 12" 12.46 10.86 9.76 8.98 8.38 7.90 7.53 12.4+77R 12.9+62R 13.3+51R 13.7+44R 14.0+39R 14.2+34R 14.4+31R r S F 70.8+440R 73.7+354R 75.9+291R 78.2+251R 79.9+223R 81.1+194R 82.2+177R 0: 0 It LA: t 1115 993 910 850 804 768 738 TSW @ 6" q 16.27 14.49 13.28 12.40 11.73 11.21 10.77 F 6.5+77R 6.6+62R 6.7+51 R 6.7+44R 6.8+39R 6.8+34R 6.9+31R BP @ 24" 37.1+440R 37.7+354R 38.3+291R 38.3+251R 38.8+223R 38.8+194R 39.4+177R q 690 675 590 516 447 405 361 334 304 10.07 9.85 8.61 7.53 6.52 5.91 5.27 4.87 4.44 F 4.0+91R 5.1+73R 6.5+61R 8.2+52R 10.4+45R 12.8+40R 15.9+36R 19.0+33R 23.1+30R 22.8+520R 29.1+417R 37.1+348R 46.8+297R 59.4+257R 73.1+228R 90.8+206R 108.5+188R 131.9+171R BP@12" TSW @18" 762 733 656 568 501 450 408 374 346 q 11.12 10.70 9.57 8.29 7.31 6.57 5.95 5.46 5.05 F 3.9+91R 4.9+73R 6.1+61R 7.7+52R 9.5+45R 11.7+40R 14.3+36R 17.2+33R 20.6+30R 22.3+520R 28.0+417R 34.8+348R 44.0+297R 54.2.+257R 66.8+228R 81.7+206R 98.2+188R 117.6+171R 991 872 730 679 598 i 572 i 518 504 465 14.46 12.73 10.65 9.91 8.73 ( 8.35 7.56 7.36 6.79 20.5+43R 18.2+34R 23.7+28R 21.5+24R 26.2+21R 2 19R 28.3+17R 26.3+16R 30.2+14R 117.1+246R 103.9+194R 135.3+160R 122.8+137R 149.6+120R 137.6+108R 161.6+97R 150.2+91R 172.4+80R 1084 941 788 727 680 608 583 561 518 q 15.82 13.73 11.50 10.61 9.92 8.87 8.51 8.19 7.56 F 13.4+43R 13.4+34R 17.2+28R 16.6+24R 16.3+21R 19.4+19R 18.8+17R 18.5+16R 21.1+14R 76.5+246R 76.5+194R 98.2+160R 94.8+137R 93.1+120R 110.8+108R 107.4+97R 105.6+91R 120.5+80R TSW @12" 1169 1006 895 816 756 709 672 641 615 9 17.06 14.68 13.06 11.91 11.03 10.35 9.81 9.35 8.98 10.0+43R 10.6+34R 11.0+28R 11.4+24R 11.8+21R 12.1+19R 12.4+17R 12.6+16R 12.8+14R 57.1+246R 60.5+194R 62.8+160R 65.1+137R 67.4+120R 69.1+108R 70.8+97R 71.9+91R 73.1+80R F TSW @ 6" 1469 1293 1174 1088 1023 972 931 818 688 q 21.44 18.87 17.13 15.88 14.93 14.19 13.59 11.94 10.04 F 5.4+43R 5.5+34R 5.6+28R 5.7+24R 5.8+21R 5.9+19R 5.9+17R 6.0+16R 6.0+14R 30.8+246R 31.4+194R 32.0+160R 32.5+137R 33.1+120R 33.7+108R 33.7+97R 34.3+91R 34.3+80R BP = Button Punch; TSW = Top Seam Weld Cf; if. Of (f if. Si. O, [i Si if. Of. Rf 50 • VERCO MANUFACTURING CO. Catalog VR1 a t4 N3 T M A D OotkG! H sheet of ® ■■ TAYLOR & ■ ■■ GAIN ES `Jill Ir1Ip yEMesW by }}.^'aA [[��+y 7 STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS job no. 4Z-JJ4f— Anaheim Austin Belevue Dallas Inland Empire Pasadena �j Phoenix San Amonio San Diego San Francisco Thousand Oaks Walnut Creek date O✓/7-0/ J hiv c N d r►i'% New"L iMs 110" (5)C NC. wAttla 96" i t'h vAM ON I1 VI [�7 T M A D }.40A1 H V sheet of ■ M■ TAYLOR & S NUGAINES tit IhiF1oVEMSt2 by •A STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL Anaheim Austin Bellevue Dallas Phoenix San Antonio San Diego San Francisco ENGINEERS Inland Empire Pasadena Thousand Oaks Walnut Creek Liocia E cr4 Ira v2 'wn free FROM I- cest.c T At L AC a Ps, over LoA = F- Qw1/4-1:7 Li, job no. 4120 �1-117JOZ- date 0/2o1I �(LoA2 Alec 447,411-1 I -Am y.. N-er.) 30t - C 026 -2.137k-1.746k .66k/ft Loads: LC 2, 1.174D+_7E Results for LC 2, 1.174D+.7E Member Bending Moments (k-ft) Reaction units are k and k-ft r -1.366k .8k KoMENT' c rent akriex lip' i....,.L1�.il...r,� In,. :a.. •:., Idel MO I.. I.IS ,: :, • • • 1 -3.6 Cpc.uMrJ prle%.4g "aZ�I -15.4 3 -2.2 a CoWt-+l3 -2.137k July 14, 2011 at 1:11 PM Frame at 4.r2d 11- .TAYLO & GAINE5 PePnFsougeix PROJECT: CLIENT : JOB NO. : INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe) COLUMN YIELD STRESS DIMENSION AXIAL LOAD, ASD STRONG AXIS BENDING ? (1=Yes, 0=No) UNIFORM LATERAL LOAD, ASD CONCENTRATED LATERAL LOAD, ASD THE DESIGN IS ADEQUATE. Tube yes, strong axis, x-x, bending. k/ft +Sr .....ice ft from bottom ANALYSIS CHECK COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1) Pr+— 8 May ry for=r>_0.2 Pc 9 Ma Mry Pc Pr + M x+Mry , for Pr <0.2 2Pc Mrs Mc), Pc Where KL„ = (KL I M,x = My= Pc =Pn / nc = 54 9.7 25.11 0.00 Mcx 'Mn Me), =Mn / pb= CHECK LATERAL DEFLECTION 4 mar = Where Es = %x = Jy = PAGE: DESIGN BY : REVIEW BY: 10117 %zeG1 °. To rauc6" 25, I I s`- = 0.95 < 1.0 [Satisfactory] ft, for x-x axial load. KL y = r -, T?a ft, for y-y axial load. < 200 [Satisfactory] kips ft-kips, at 3.50 ft from bottom S 233 / 1.67 = 139.81 kips, (AISC 360-05 Chapter E) > P [Satisfactory] 45.617 / 1.87 = 27.315 ft-kips, (AISC 360-05 Chapter F) > M„ [Satisfactory] 34.27 / 1.67 = 20.521 ft-kips, (AISC 360-05 Chapter F) > M,y [Satisfactory] 0.27 in, at 3.50 ft from bottom 29000 ksi 28.3 in° 14.9 in4 L /"- 160iT = 0.47 in [Satisfactory] MIRTMAD ■■■ TAYLOR& ■nGAINES 4-63 N\ rev tot4 STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks IGt hcrautrUzz $*,InC -e ad dra y era 'a y lEi r, WCR' sheet of byA job no.4741. Ili. I date c11 MU 112.. Oftean,C+4*r1 Millar) CAC LOMoi ac: r� Lcto -io>i\NYa (4) 1 �v1-00 tN L 64OPLP ree.. -F-erxE 6-+= I " L,Ns WC, a 13NT Azz A : a > oIMut,.TAb.teta1 4 'claw$. eJsiz. IO' LAt4E. iiiIRTMAD ■•■ TAYLOR & ■■■ GAINES -1-64+-N I C— 1n is 2.0\I I itnie STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks sheet of by 1�rAA job no. `Tsz t t ti11, date JAN 412 i•Li =11\Ya Uear W=ZI1:raE ?w THSc rate" OF- A 100 F 1-N ta#4:, OR. AN -Sfl J-44 iz.oc4 LeAPfitlz- ea. 2t:110. rl T►Fa N P ya,1 i J O w©'—11Z-1L2= I'�'j" emu_= IDpTFx (1,07,) =1, wu= LZ O+ II i,=vievi hire%es etrA. /4- Vq 46•—2>eVz ReikaN ito1/42I c = vs"-2.'I-11'-. ' - 12e ►tea. h= Z2' a.=1,'tzO/.tvn4t'sZo = I,?r" oprzorm n-ha lei. kLc SSLts .ax(Iv'-1,?�/z /i2 Mr?'' a-„) VG= 244 ))( 7. x I Z,e = n re --0 0\ka=1 z &v>v, M i Nl Mu M . H 1.. No' tom' P, }4t'.4 letz—i ;eat \ 1u. grreaor c-.ctr' -tv.* -4 LM - lat<Pt,, 60: \j,,s,jj x?,Os IZsSf -s 1602 # 0\n=IS vL AN a 1 l� /"� 4 ins Y� k'�/.. e;,,,, 0= IV" N a II t,,8" pi a `rYP- 2D iiiiRTMAD MO TAYLOR & ■■■GAINES sheet of by actA STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS job no. date fiI\"�'V,�f{11 ,. ,w.1 1g Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks , 14 Ocseti VIa..PIc,N0 4sr f -L'-+ NCB 1"v tuv..e elC,CAE5 Genes r% - N (ftv- ee s II,e) -malt I pp. f «f u vE La'co ticmiams ?Lie. = \\a-rJJ c)=, rolz.0 GARccri c 'tr-re-P pee ►I,b,I \y = `z' 9x x Imo`-+ 4 $4* \bs2,&s('=e#4` Nu =,Zy\lu= 01`(11.8,1) 'Ft a -a'TV =z Qy= ID Cat CAPACATI Ucs2.1 s 12s2 d- tea'! T-Iibt.t C-Hec4,kb:IZ2 Yn,,,,,y , 2x ax2,8=2b1 Gol`Sa4�L- oR Yh +i, xt2x28s 24l PIL rnr.-/ rI1,2k<1v„„ ous ilhi[il T M A D ■ ■■ TAYLOR & ■ t♦•GAINES tB th-rfiztvErtsNir, STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks z4 sheet of by 6.4A job no *cot ill*, I , date 1/4..SA4S1 �2 mot' e{1 A i'UaB Vxices Canet,101.1 reNT'1:> a 'EtN09,ailci /9)*,)<17., Il&J�j IM4--st3A-14-s Id+ tri-kv(7411-213)4,469/14- 41 Kn_,b 3LOOKi6x(2t-,4112)42 • it sties Axiom.. i U N t I I6,7),Ar AAiek Vary,oct 11 MaA +4 n=,0- 4,02,&ar-,111, ©ram Mot 2A,4+Awls 2x:m1/72 ?t'o"" -c t/k0,G=1 'al, Wit4 ttL&4 fisti/kg:sibN, VA110&eca *II t 4-4a 114426= ,a4 .040/10)= 'eta uuM=. � t61 MIR TMAD ■•■ TAYLOR & ■•■ GAS N ES I--b4 I Ir�rgrVEMa STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks W f ` k-INc2iS ,rtucNeZ pat tas A IT P&usp _, . Or Li w +&*4e)/z, a4 ( ems. ) c Cry c )S $ Main, cove/ CA I t a'A W/4-eat �. t/'� i) &J.Zl.e. `SITS)=,x,60,xtee x,P1"x/22'--4x, - )(4)w J.J zr. Col 4 /4" -74 adetittx /,02/2, r *ZS nue> cy, 04XL . 611) s'# Peti.80 O1tsC► i eakfriestriCi 2" 416 46-titellOtat eat CARttY 2gs orx Bets. '>SI >4 41, E ' — , 2iC sheet of by A job no.__4201 II���77,I ' date V d. i zz_ 145(96 7-77 HEIR TMAD S UN TAYLOR& ■ nGAINES Aa 1"T V l Ir-WEOVEt-teNT STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks WrIt5r FAimtNia • Pt v"F'Q in. �a-ttG atil sheet of by job no/tc \Z.. I1I 1S date AN1 L (62%)-,4'` 1,0 1,22" (.a /f,a) ¥ = L,&ox tat* n I &* I O4= Inewp Ia% Wr Nana cr4.c j rJ ►owii.+U gal fiwt, etektnZE taanaNinirif, (0,es CA.C- w ^Foudi wire, Yam) 24 HIM T M A D iltyca i4�( ■ ■■ TAYLOR & ■ EM GA I N E S I MfRc'I T67 STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks sheet of by •• A job no. 4i 1,iI?J, date JAIJ ' I Z 4431 tenAtri owns 217, [iTMAD ■ ■■ TAYLOR & ■ ■• GAINES <.. 75INMx/BMtNTt. 140,4 vt STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Inland Empire Pasadena Phoenix San Diego San Francisco Thousand Oaks sheet of byd.6‘. job no.d41^�'� 2 ,1(%'7: V ts, date /IL 1,-teor ?A-JaNI -77--k.)CrOM 'F tlP E f L. rz> . i NT' i=aN Vi =4,0&`" GL_ or FLATee- ® a42Ae.arrl = s,15%d8 A ®%%\4; =„c"cagtsge. e t co m ade1•, ‘ T >VN off... y" Citokni. IiiirE Y' 6100 g, (oiX 1 ti �ILTI K?.�TL pi itte,G es--- 1 aOF- ®Cbr mean lidscra te +05%4 nA19 let•i f $" Le ca wet", s ',re; L sr pA 7(9 L /ftf4- v ► u41e 4,12) oN Fou mwOtt.) oVh =, x,Gx30xwa ritra4 l04=.Mess„ ' 45540)vi 14* st< 01g. I SitP 0k 01t-. ■ E■TMAD' ■ I■ TAYLOR III &GAINES STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks Project sheet - by job no date POST INSTALLED ANCHOR BOLT DESIGN PER 2010 CBC SECTION 1912A, ANCHORAGE TO CONCRETE SHALL BE DESIGNED IN ACCORDANCE WITH APPENDIX D OF ACI 318 AS MODIFIED BY SECTION 1908A.1.47. POST INSTALLED ANCHORS FOR USE UNDER 0.2.3 SHALL HAVE PASSED THE SIMULATED SEISMIC TESTS OF ACI 355.2. THIS CALCULATION SHEET USES THE DESIGN OF ANCHORING SYSTEMS WITH THE PROVISIONS OF ACI 318 AND ICC-ES AC193 (ACCEPTANCE CRITERIA FOR POST -INSTALLED MECHANICAL ANCHORS IN CONCRETE ELEMENTS). n = 1 = NUMBERS OF ANCHOR BOLT AT EACH LOCATION Tbolt = 0 LB = Pt, TENSION FORCE AT ANCHOR BOLTS \bolt = 4920 LB = Ps, SHEAR FORCE AT ANCHOR BOLTS Na = 6266 = miMesafiS, QcNNcb, WcNNpa) <== CONCRETE BREAKOUT GOVERNS Va = 9259 = min(rp vVaa, "cvVeb, .p Vcp) <= STEEL YIELD GOVERNS UC = 0.92 0.00 0.92 _ (1.3*Vbolt)/(0.75`Va) < 1.0, Okay (1.3•Tbolty(0.75aNa) < 1.0, Okay = (1.3aTbolty(0.75*Na) + (1.3*Vbolt)f(0.75*Va) < 1.2, Okay 1.3 FACTOR PER ASCE/SEI 7-05 SECTION 13.5.A 0.75 FACTOR PER CBC'07 SECTION 1908A.1.4tt ension Breakout NOTES: ANCHOR = Code = Conc. Type = Load Type = Edge a factor = Cal = cat e'N = h= a• do= he, = hma, _ rinn = Salm = acr Ca,min = Ca,ma = Sre4d = Pain = ww = Pav ,PcV = , ACI 0.7.1 ACI D.7.2 , ACI D.7.3 } Taoa., Ca3 Shear Breakout Elevation = seismic or others = if edge distance Is not a factor, then Concrete Breakout will not be calculated. ca3 = All Edge must be greater than Cmin and can = Ca4 z 1.5hef e'V = 0.000 = tension and shear eccentricity = actual base material thickness = strength of concrete = 0.75 for LWC, 0.85 for SLWC and 1.00 for NWC 0.750 = diameter of fastener 4.750 = effective embedment 8.000 = min. base material thickness 4.125 for S > 8.750 4.000 for C > 7.750 9.000 = critical edge 24.000 = min(Cal, Ca2. Ca3) 24.000 = max(Cal, Caz, Ca3) 4.000 = max(S,[min{CmH,[S-(Cmio-Ca,,,,J(C„an C)./(S-Smin))}) 0.75 = stength reduction factor for steel in tension 0.65 = strength reduction factor for concrete in tension 0.65 = strength reduction factor for steel in shear 0.70 = strength reduction factor for concrete in shear Plan ACI D.3.4 ICC ESR ICC ESR ■�■TMAD ■ in TAYLOR ■ ■■ &GAINES STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks Project: POST INSTALLED ANCHOR BOLT DESIGN (CONT.I Nominal Tension Stre N„ = Nob = h',1= ANc = 25120 9639 4.75 203 ANco = 203 kc = Nb = Npe= Np = nath Calculations = n„ N� steel strength of anchors _ (AN/ANbnI1a4N 114E,Nlk,NNIcp,N'Nb'k, concrete breakout strength = if (Cal, Cap and C,3) < 1.5h,1 than max(Ca,ma„/1.5. Sa113) else hef = (Ca1+Caa)'(C83+Ca3); Ca•,01.5h0, projected concrete failure area of anchor(s) in tension = 9*(hy2), projected concrete failure area of (1) anchor iwith no limits sheet by job no date ICC ESR ACI D.5.2.1 ACI D.5.2.3 ACI D.5.2.1 1.000 = min[1,0.7+0.3'C,,min1(1.511,1)1, edge distance factor ACI D.4.2.5 1.000 = cracked or uncracked concrete factor ACI D.5.2.6 1.000 = min[(1 , max(Ca,m,n/Ca, 1.5'h,dCu)j, uncracked concrete w/o supp. reinforcement to ACI D.5.2.7 control splitting. Equal to 1.0 for cracked concrete or undercutting type anchors. 17 = concrete effectiveness factor ACI D.5.2.2 9639 = Nb=k,(Tc)'5h,11'5, basic concrete breakout strength of (1) anchor N/A = Noa=nNe(Pc/2500)49, nominal pullout strength ICC ESR n/a = pullout strength in tension ICC ESR Nominal Shear Strenoth Calculations V„ = 14245 Vcbg Cai = Avc = Avm= 4tec.v = �w.v= *c.V = le = Vb Vw= kcp = = nV„ steel strength (AvJAveb)'11ree,v theav NavNlikv*Vb'a, concrete breakout strength = min[C,1, max(C,2/1.5,C,3/1.5, h/1.5)] = min[(C,2+C,3)'h,n'A,,J; Css1.5C,1• & hsCa1, projected concrete failure area of anchors in shear = 4.5C,12, projected concrete failure area of (1) anchor With no limits = 1/(1+2'e'V/(3'C,1')) s 1.0 = min[1,0.7+0.3*min(C,2,Ca3)/1.5*C,1')j, edge distance factor = reinforcement factor = max[1,(1.5C,1/h)°'5J, thin slab factor (ACI 318-05, $h.v = 1.0) = h,1, load bearing length of anchor = 7(1,/d,)'2(da)5(Tcp5c,113, basic concrete breakout strength of (1) anchor 19279 = kcpN,b, concrete pryout strength 2.000 = pryout factor (1.0 for hef<2.5 and 2.0 for hef>2.5) ICC ESR ACI D.6.2.1 ACI D.6.2.4 ACI D.6.2.1 ACI D.6.2.6 ACI D.6.2.7 ACI D.6.2.2 ACI D.6.3.1 2' 245 IH1N TMAD ■ ■■ TAYLOR & ■ ■•GAINES STRUCTURAL MEC Anaheim Austin Phoenix San Antonio 6alTE HANICAL EL Bellevue San Diego I MPIOIet ECTRICAL Dallas San Francisco AND CIVIL ENGINEERS Inland Empire Pasadena Thousand Oaks Walnut Creek sheet of by job no. 4201 Jll &O7 date —^� 1= ,h1 thNK E,1/411-- Ar UAW li t .-- gezrlGh"l+6 F_ N' -tap = 2aO s'2" = a:)"4 k- utsc1ZC erro. 01.4 at" i-. CoNNC, Cab �-z 41)(0, Lb= n.,y hit: *x, aAleek `11013 etz- 1=0oP2--,2.t4 44.] l-f)"*- 4'l wOLO TNe.D :7-14061014Slic.`i '7-7' Vwew = ROI /ristitat'Le) Viz= ZOC4.0s //z X Z.Ard /' / was? I0g t t H�� \ A -enc' atiNs -01 y''x2z v-_ zX uNvER. PLt 49 O hl RTMAD AOirdieN•v' ■•■ TAYLOR & ■ G A I N E S C$ \HP2ANSIAIEStsni STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek sheet of byl61/4 job no. A261 Ui*.b2 date _ �L1 tf I, wit x �ljal 1•111=otflt > , Vh= -144t >rZOOtbc. it = 4c-hew roLuiv.5twisA rivit. cr diciPfitani em.05) 414ep i-fecete - °ice Tat fMn & PesN g Vim'', ...' CLeupt. S,27.co xz) tam4At 4, etc St - ts) Hb ta,t„ t9t) r ri thxtot Att 4cl" 1Pa?W CV- 111 1111TMAD sheet :::TAYL©R&GAINES job no. STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS date Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks Nominal Strength of Cast in Place Concrete Anchor Calculation for Single Anchorw/ (1) Edge: Based on ACI 318-05 Appendix D co het = Cal = h= fc= 9sN 9cN = Psv = PcV = n= Ase = Abra = fora = Au = min((c1+1.5he,r(3hed.9*(he,211 Au.. =9'(h, 2) _ Ava = min(3*c1*h....4.5`c12) = A,,..., =4.5c,2 = WaNNsa =<PaNnAse.(futa) = $ed,N = 41c,N = $cD.N = kc = Ns=k..(fcY5h.41.5 = 9cNNcb—<PcN(AN/ANo)$ad.N$cN$co.NNb= Wc.P = ND= 6Abrafc= cPcNNDn—<PcN$c.PND= .759K, = .75cpmin(Ns, Nei), NDn, Nsb) = 0.75 0.7 0.65 0.7 1 0.334 0.654 336 576 18 18 14529 0.750 1.000 1.000 24 29745 9109 1.000 15696 10987 9922 6832 <PsvVsa = Wavn0.6Assfut = 7555 *ed.V = 1.000 $c.v= 1.000 le = 6.000 V., = 7(IJd.) 2(d 5(f.V5c1'5= 1423 NcvVcb = 9cv(AvJAvco)$ed.v$c.vVb= 996 kcD = 2.000 PevVcD=WcvkcoNcb= 18219 0.759VD =0.75min(cpVsa, (pVcb, c,Vc,) = 747 ■ ■■T MAD • in T A Y L O R Project ■ NS &GAINES STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks sheet by job no. date POST INSTALLED ANCHOR BOLT DESIGN PER 2010 CBC SECTION 1912A, ANCHORAGE TO CONCRETE SHALL BE DESIGNED IN ACCORDANCE WITH APPENDIX D OF ACI 318 AS MODIFIED BY SECTION 1908A.1.47. POST INSTALLED ANCHORS FOR USE UNDER D.2.3 SHALL HAVE PASSED THE SIMULATED SEISMIC TESTS OF ACI 355.2. THIS CALCULATION SHEET USES THE DESIGN OF ANCHORING SYSTEMS WITH THE PROVISIONS OF ACI 318 AND ICC-ES AC193 (ACCEPTANCE CRITERIA FOR POST -INSTALLED MECHANICAL ANCHORS IN CONCRETE ELEMENTS). n = 1 = NUMBERS OF ANCHOR BOLT AT EACH LOCATION Tbolt = 1400 LB = Pt, TENSION FORCE AT ANCHOR BOLTS Vbolt = 200 LB = Ps, SHEAR FORCE AT ANCHOR BOLTS Na= Va = UC = 3500 = min(kp,NNa, Wa+Ncb, caiNpn) <_= ANCHOR PULLOUT GOVERNS 2433 = min(IppvV,a, NcvVcb • pavVcp) <_= CONCRETE BREAKOUT GOVERNS 0.14 = (1.3*Vbolty(0.75*Va) < 1.0, Okay 0.69 = (1.3*Tbott)/(0.75*Na) < 1.0, Okay 0.84 = (1.3*Tbolt)/(0.75*Na) + (1.3*Vbolty(0.75*Va) < 1.2, Okay 1.3 FACTOR PER ASCE/SEI 7-05 SECTION 13.5.A 0.75 FACTOR PER CBC'07 SECTION 1908A.1.47 Tension Breakout NOTES: ANCHOR = Code = Conc. Type = Load Type = Edge a factor = Cal = Cu = e'N = h= cc a= do hat= hmin = Cmin = Smin = Cc1= Comm = Ca.man Sm,rd = PaN = IPCN = 'Pay Pcv= , ACI D.7.1 , ACI D.7.2 , ACI D.7.3 TOOL, Elevation = seismic or others = if edge distance is not a factor, then Concrete Breakout will not be calculated. caa - All Edge must be greater than Cmin and eta = Ca4 z 1.5hef e'V = 0.000 = tension and shear eccentricity = actual base material thickness = strength of concrete = 0.75 for LWC, 0.85 for SLWC and 1.00 for NWC 0.500 = diameter of fastener 3.250 = effective embedment 8.000 = min. base material thickness 2.375 for S > 5.750 2.375 for C > 3.500 6.000 = critical edge 6.000 = min(Ca1, Cez• Ca3) 6.000 = max(Ca1, Caz, Ca3) 2.375 = max(S,[min(Cmm,[S-(Cmin Ca.min)*(Cmin-Cy(S-Smm)IT) 0.75 = stength reduction factor for steel in tension 0.65 = strength reduction factor for concrete in tension 0.65 = strength reduction factor for steel in shear 0.70 = strength reduction factor for concrete in shear ( seACCItht T Mcd j a i Ca3 Plan ACI D.3.4 ICC ESR Shear Breakout ICC ESR ■■TM AD' MOM T AY L O R Project: MUM &GAINES STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks POST INSTALLED ANCHOR BOLT DESIGN (CONT.I Nominal Tension Strength Calculations Nss = 10705 = nN„ steel strength of anchors Nth = 5456 = (A arig k. N*$sd.e*$CNN, N*Nb*A, concrete breakout strength h'd= 3.25 = if (C,,, Ca, and C,3) < 1.5hd than max(Ca,m„/1.5, Sal/3) else hef ANc= 95 = (C,i+Ca4T(C,2+C,3); C,.,s1.5hd, projected concrete failure area of anchor(s) In tension ANw = 95 = 9*(hd2), projected concrete failure area of (1) anchor with no limits sheet by job no. date Sad,N= 1.000 = min[1,0.7+0.3*C,,,N,v(1.5hd)], edge distance factor gre.N = 1.000 = cracked or uncracked concrete factor 44cp.N= 1.000 = min[(1 , max(C,,m„ /Co, 1.5"hd/C,)], uncracked concrete w/o supp. reinforcement to control splitting. Equal to 1.0 for cracked concrete or undercutting type anchors. kc = 17 = concrete effectiveness factor Nb = 5456 = Nb =k,(fc) 5hd' 5, basic concrete breakout strength of (1) anchor NP„ = 5384 = N,,, =nN,(Pe/2500).51t, nominal pullout strength hip = 4915 = pullout strength in tension Nominal Shear Strength Calculations V„ = 6405 = nV„ steel strength \lobs = 3476 =(AvclAvc,)*iNc,v*$Ved.v*$404h.v*V,ta, concrete breakout strength Ca, = 6.00 = min[C,1, max(C,2/1.5,CS1.5, h/1.5)] Avc= 108 = minl(Ce2+C,3)*h,n"A,m,]; C,•,51.5Cap & hsCa„ projected concrete failure area of anchors in shear Avec = 162 = 4.5Cal, projected concrete failure area of (1) anchor iwith no limits *ec,v= 1.000 = 1/(1+2*e'V/(3*C,i')) 5 1.0 ''ed.v= 0.900 = min[1,0.7+0.3*min(CO3C,3)I1.5C,{)j, edge distance factor *c,v= 1.000 = reinforcement factor ijJ ,v= 1.000 = max(1,(1.5C8i/h)9, thin slab factor (ACI 318-05, gry,.v = 1.0) le = 3.250 = hd, load bearing length of anchor Vb = 5794 = 7(1,/d0)2(d0).5(1c).5c„' 5, basic concrete breakout strength of (1) anchor Vn, = 10911 = kc„Ncb, concrete pryout strength kW = 2.000 = pryout factor (1.0 for hef<2.5 and 2.0 for hef>2.5) ICC ESR ACI D.5.2.1 ACI D.5.2.3 ACI D.5.2.1 ACI 0.4.2.5 ACI D.5.2.6 ACI D.5.2.7 ACI 0.5.2.2 ICC ESR ICC ESR ICC ESR ACI D.6.2.1 ACI D.6.2.4 ACI D.6.2.1 ACI D.6.2.6 ACI D.6.2.7 ACI D.6.2.2 ACI D.6.3.1 32- 1177 ii FI R TMAD P are\ t'l q ■■■ TAYLOR& ■■■ G A I N E S t1E IMP(za/ste'h1T STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek sheet of by talAt job no. 401 111,42.6 date 1 idf . F13,„%ti 'l 44 44 = 102- ip Fps ,q. Z44W4,; . IlI 610'; 1 14440 =42 °' Del ?we. 1,10421 F kt->EW P444NINA petty row. W'N.P irt7CxGaCont.) R* l-t614T Fete 1AiT= lab's (A eur 6) Tza, = V•tr: R J J . FT. NT= \O'©'t INA ( LISIWr PI%, 4 pore INFO IN I°JiA.awlraat fxh14) fIxrue I-o,0 ‘OMPAriZIN Fp = lr4(o)<V 0 kict 1 4i7•-s I al - ►�� Low Le,- trA1Z- - x "Fr Iv4 cM = ref* 1-40. - wkr► oc,ost dn woe t-Am4a q' Mom-- l 04,16+ X =18 ' PROJECT: CLIENT : JOB NO. : INPUT DATA Exposure category (B, C or D) Importance factor, pg 73, (0.87, 1.0 or1.15) Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, pg 26 8 45) V K,, Height of top h Vertical dimension (for wall, s = h) $ Horizontal dimension B Dimension of return corner DESIGN SUMMARY Max horizontal wind pressure Max total horizontal force at centroid of base Max bending moment at centroid of base Max torsion at centroid of base Lr n. PAGE: DESIGN BY : REVIEW BY: Category II mph Flat ft ft ft p 26 psf F = 0.03 kips M = 0.24 ft-kips T = 0.00 ft-kips S L sonar.' i+ ANALYSIS Velocity Dressure qh = 0.00256 Kh Ka IQ V2 I = 13.36 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case tag 79) = 0.85 Ka = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of top = 10.00 ft Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20) P = qh G Cf = = 20 psf F=pA, = 0.02 kips M = F (h - 0.5s) for sign, F (0.55h) for wall = 0.19 ft-kips T = = 0.00 ft-kips where: G = gust effect factor. (Sec. 6.5.8, page 26). Cr = net force coefficient. (Fig. 6.20, page 73) A,=Bs Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) p = Case A = 20 psf F = Case A = 0.02 kips M = Case A = 0.19 ft-kips T = 0.2 F 8 = 0.00 ft-kips Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20) p=ghGCf F=EpAs M = E [ F (h - 0.5s) for sign, F (0.55h) for wall I T=ET, Distance Cf PI A,, F; MI Ti (ft) (Fig.6-20) (psf) (ft2) (kips) (ft-kips) (ft-kips) 1.0 2.250 26 1 0.03 0.24 0.00 1.0 1.500 17 0 0.00 0.00 0.00 E 0.03 0.24 0.00 Balance 1 1.80 1.0 ft2 s `?1 I t N Wino Dir. <== Case C may not be considered, footnote 3 of Fig. 6-20 PROJECT: CLIENT : JOB NO. : INPUT DATA Exposure category (8, C or D) Importance factor, pg 73, (0.87, 1.0 or 1.15) Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, pg 26 & 45) Height of top Vertical dimension (for wall, s = h) Horizontal dimension Dimension of return corner DESIGN SUMMARY Max horizontal wind pressure Max total horizontal force at centroid of base Max bending moment at centroid of base Max torsion at centroid of base I= V = Kr = h = s = B = Lr Category II mph Flat ft ft ft p 29 psf F = 0.03 kips M = 0.87 ft-kips T = 0.00 ft-kips PAGE: DESIGN BY : REVIEW BY: M S fT ANALYSIS Velocity pressure qh = 0.00256 Kh Ka1 Kd V2l = 15.41 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) Ke = wind directionality factor. (Tab. 6-4, for building, page 80) h = height of top Wind Force Case A: resultant force though he geometric center (Sec. p=q GCf= F=pA, _ M = F (h - 0.5s) for sign, F (0.55h) for wall = T= where: G = gust effect factor. (Sec. 6.5.8, page 26). Of = net force coefficient. (Fig. 6-20, page 73) As=Bs 6.5.14 & Fig. 6-20) 24 0.02 0.70 0.00 psf kips ft-kips ft-kips Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) p = Case A F = Case A M Case A T = 0.2 F = 24 psf = 0.02 kips 0.70 ft-kips 0.00 ft-kips Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20) p=ghGCf F=£pA5 M = £ ( F (h - 0.5s) for sign, F (0.55h) for wall T=£Ts Distance CI (ft) (Fig.6-20) 1.0 2.250 PI (psf) 29 As, (ft2) 1 M; Ti (kips) (ft-kips) (ft-kips) 0.03 0.87 0.00 1.0 1.500 20 0 0.00 0.00 E 0.03 0.87 0.00 0.00 Balance • 0.98 • 0.85 • 30.00 ft _ 0.85:., 1.80 1.0 ft2 Wind Dir. <== Case C may not be considered, footnote 3 of Fig. 6-20 REB ELLE ARCHITECTURAL I. I 0 H T I H G 13.125' 2C lizot2 I� I�tl rc (f4 1,(02 Orchestra Circle 2756T Maxi Streetscape Post Top EXTERIOR MODEL LAMP VOLT SHIELD DIFFUSER REFRACTOR OPTIONS COLOUR 2756T 150H 100H 70H metal halide ed-17 mecum metal halide can medium metal halide eR-17 medium 120' GG' glare guard RF" frost 208 PF perforated liner CL clear 240 277 347 'Standard configuration unless otherwise specified ® EISA Compliant T5' type V refractor F fusing T3 type III refractor Wr white texture BT black texture SM silver metallic AN aluminum natural BZ bronze GM gunmetal WS white satin BM black matte RAL specify no. SAMPLE CATALOG NUMBER: 2756T - 150H - 120 - GG - RF - T5 - WT Using this catalog number would order 1 model 2756T post top luminaire with a 150 watt metal halide ballast wired to 120 volts with frosted acrylic lens and a glare guard, supplied with a type V refractor and painted with white texture polyester powder coat. Poles are supplied separately. Lamps by others. CONSTRUCTION MOUNTING OPTICAL PROTECTION Materials Support frame: Heavy aluminum plate. Hinge/Lock up: Pressure die cast aluminum. Reflector disks / Reflector / Glare guard I Lampholder cover: Aluminum sheet, die formed. Diffusers (side): Thermo -formed acrylic. Pole fitter 4.5" OD x 12' long, aluminum. Bottom plate: Aluminum. Glass refractor: Type V or Type III distribution. Electrical Components Ballast HID - Core & coil, -20°F start. Unit is designed to fit a 4" OD, 1/8" wall pole with an inside diameter of 3.75" minimum. Three 1/4 - 20 stainless steel set screws lock the head to the pole. Unit is fitted with a Type V glass refractor that directs light downward. An optional Type ill refractor provides an asymmetric lighting distribution to direct more light on to the street side. A glare guard or perforated metal liner provide for glare control. While a 24" diameter reflector disk directs stray light downward. The Orchestra maxi post top is listed for use in wet locations to UL and CSA Standards. Windloading EPA 1.35 Sq. Ft. www.rebelleNghting.mm N8 2010 REBELLE All rights reserved. REBELLE ARCHITECTURAL I. tan T ING 775- OPTIONAL ROUND BASE COVER r BOLT PROJECTION Piz m lXa= ”9l Poles 3027 Steel Straight 3" Diameter .180 Wall EPA RATING MODEL HEIGHT WEIGHT 70 ea Ian ANCHOR BOLTS OPTIONS COLOUR 3027 B 43 24.5 18.5 11.5 3/4 - 24 110 ,_- 54. 18.7 14.0 85 3/4 24 I 12 14 16 65 76 87 14.6 10.8 6.4 12.0 8.7 4.9 9.4 6.7 3.5 OPTIONAL POLE TOP CONFIGURATION Specify: - Tenon - Drilled Hole Pattern - Plain (no holes) - Top Cap 3/4 - 24 3/4 - 24 3/4 . 24 DR duplex receptacle weather right Oft ground fault Interrupting duple" receptacle TP tamper proof head hole screws RCR two piece round base cover WT BT SM AN white texture black texture sliver meta/hc aluminum natural BZ bronze ' GM gunmetal W S white satin BM black matte RAL specify no. SAMPLE CATALOG NUMBER: 3027 -12 - WT SPECIFICATIONS FINISH Pole: Made from high strength electric welded steel tubing that is welded to the top and bottom of a steel base plate. Maintenance opening (2- x 4") is provided for with ground lug and cover. Base Cover: One piece spun aluminum. Finish - Galvanized 'Hot etch' chemical bath process with polyester powder coat. 4 milthickness top coat Standard colours: See Rebelle colour chart. RAL colours optional U v resistance to ASTM 167 and salt spray resistance to ASTM 802247. 4 • — IB — I,. — 12' — 10' 0 a r x 4' NREdhale� i en 12' a' BCD IC www.retellelighting.com 02010 REBELLE All rights reserved. R10.1 iii7Ce3TMAD ■■■ TAYLOR & ••• GAINES •&ri$ IHPPONt6M STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek Aar Zvi ANPA4/ , (awr'P) PereuE L as-►r ?%Lr '2 N r'P) mickazecrin. 1/ a40+- -11)/4= 2* sheet of by sift job no. .11.26051113132. .. date 0svc. )146x 0% gµtvtar, Grktc.a/ FouovJ,,.ie p rat) t o X L.k¢,Hr F&tt klrrpx= ae# 15zoti Aka/as = ,2, r rr FIS locirsturaeil Sow A = ,�?� .Fr mr z5' &Pee P ix, A xttE ,pro Nu FCuOLUits ..%) 1,..L114P OM I. H6#S r AHCH-OR CNWOL Hpottle x22Y 7S+'xa3t s/2 5'-IO,Ck'do'4 l q- =` So /&// 4Xrt " /ZICZ 1 s I fSE74 voot-T.= ( + n/z)/ti x s, z /9Sik Co t rio s i ele%f 1 I qVrty •=-, 8, 1, 2r *1 S t? GX'-!IJ Cow Cfakeng Gsk t . rtctww) eon CirtZ yt° '.4 frkora ■ OITMAD ON TAYLOR N O &GAINES Project: STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks sheet by job no. date POST INSTALLED ANCHOR BOLT DESIGN PER 2010 CBC SECTION 1912A, ANCHORAGE TO CONCRETE SHALL BE DESIGNED IN ACCORDANCE WITH APPENDIX D OF ACI 318 AS MODIFIED BY SECTION 1908A1.47. POST INSTALLED ANCHORS FOR USE UNDER D.2.3 SHALL HAVE PASSED THE SIMULATED SEISMIC TESTS OF ACI 355.2. THIS CALCULATION SHEET USES THE DESIGN OF ANCHORING SYSTEMS WITH THE PROVISIONS OF ACI 318 AND ICC-ES AC193 (ACCEPTANCE CRITERIA FOR POST -INSTALLED MECHANICAL ANCHORS IN CONCRETE ELEMENTS). n = 1 = NUMBERS OF ANCHOR BOLT AT EACH LOCATION Tbolt = 2783 LB = Pt, TENSION FORCE AT ANCHOR BOLTS Vbolt = 56 LB = Ps, SHEAR FORCE AT ANCHOR BOLTS Na = 4854 = min(q,:NN:, PcNNcn, perNDn) a= CONCRETE BREAKOUT GOVERNS Va = 3759 = minksvV,a, WevVm, (pcvVcp) <_= CONCRETE BREAKOUT GOVERNS UC = 0.03 = (1.3*Vbolty(0.75 Va) < 1.0, Okay 0.99 = (1.31.Tbolty(0.75*Na) < 1.0, Okay 1.02 = (1.3*Tbolt)/(0.75*Na) + (1.3Wbolty(0.75*Va) < 1.2, Okay 1.3 FACTOR PER ASCEISEI 7-05 SECTION 13.5.A 0.75 FACTOR PER CBC'07 SECTION 1908A.1.47r . ension Breakout NOTES: ANCHOR = Code = Conc. Type = Load Type = - seismic or others Edge a factor = = If edge distance Is not a factor, then Concrete Breakout will not be calculated. c,a =— ca3 =- I,f a.� All Edge must be greater than Cmin and c,z = caa (i, '' ' Ca4 2 1.5hef , ACI D.7.1 , ACI D.7.2 , ACI D.7.3 f Ta«, e'N = 0.000 e'V = 0.000 = tension and shear eccentricity h = = actual base material thickness fc= t u . «. . = strength of concrete = =0.75 for LWC, 0.85 for SLWC and 1,00 for NWC da 0.750 = diameter of fastener h<= 4.750 = effective embedment hmin = 8,000 = min. base material thickness rinia = 4.125 for S > 8.750 Smn = 4.000 for C > 7.750 cU = 9.000 = critical edge Ca,min = 5.000 = min(C,1, Ca, Ca) Ca,maa = 8.000 = max(Ca1, Cap, Ca3) Srega = 7.603 = max(S,[min{Cmin,{S{Caro Ca,Mnr(Cm,n C)f(S-Smin)])) '9 h = 0.75 = stength reduction factor for steel in tension WON = 0.65 = strength reduction factor for concrete in tension W,v = 0.65 = strength reduction factor for steel in shear +pcv = 0.70 = strength reduction factor for concrete in shear Plan ACI D.3.4 ICC ESR ICC ESR ■.■TMAD ■ N■ TAYLOR ■ ■■ &GAINES Project: STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks POST INSTALLED ANCHOR BOLT DESIGN (CONT.) Nominal Tension Strength Calculations Ns, = 25120 = nN„ steel strength of anchors Ncb = 7468 = (ANIAw,)iy,,,N'$.d,N'd$c,N'4Ucp,N*Nti a, concrete breakout strength h',r = 4.75 = If (Cal, Cc2 and Ca3) < 1.5h,, than max(C,,m„/1.5, S,1/3) else hef ANC= 173 = (Ca1+C,4)*(C0.3+C,3); Ca•,s1.5h,f, projected concrete failure area of anchor(s) in tension ANCC = 203 = 9*(he12), projected concrete failure area of (1) anchor iwith no limits 0.911 1.000 1.000 kc = 17 Nb = 9639 Na = N/A NP = n/a sheet by job no. date = min[1,0.7+0.3*Ca,ad&(1.5'hs)], edge distance factor = cracked or uncracked concrete factor = min[(1 , max(C,,m„/Ca, 1.5'h,1/Ca)), uncracked concrete w/o supp. reinforcement to control splitting. Equal to 1.0 for cracked concrete or undercutting type anchors. = concrete effectiveness factor = Nb=kc(fc).5he11.5, basic concrete breakout strength of (1) anchor = Non =nN,(Tc/2500)'S*X, nominal pullout strength = pullout strength In tension Nominal Shear Strength 14245 5370 5.00 113 Avcc= 113 $ec,v= 1.000 1Uec.v= 1.000 11c,v= 1.000 1'h,v = 1.000 le = 4.750 Vb = 5370 V*a = 14936 kw = 2.000 Calculatons = nV„ steel strength _(AvJAVc.YW.C.v*$eav*$av*41h,v'Vb*a, concrete breakout strength max(CO2/1.5,Ca3/1.5, h/1.5)] = min[(C,2+C,3Yh,n*AN91; C;,s1.5Ca1• & hsC*1•, projected concrete failure area of anchors In shear = 4.5C ,1• ,projected concrete failure area of (1) anchor iwith no limits = 1/(1+2*e'V/(3*Ce1)) 5 1.0 = min[1,0.7+0.3'min(Ca2,C,3)/1.5*Ca{)], edge distance factor = reinforcement factor = max[1,(1.5Ca1/h)°'5], thin slab factor (ACI 318-05,1rh.v = 1.0) = het, load bearing length of anchor = 7(I,/d,)'2(d0)5(fc)'2c,11'5, basic concrete breakout strength of (1) anchor = k„N„, concrete pryout strength = pryout factor (1.0 for hef<2.5 and 2.0 for hef>2.5) ICC ESR ACI D.5.2.1 ACI D.5.2.3 ACI 0.5.2.1 ACI D.4.2.5 ACI D.5.2.6 ACI D.5.2.7 ACI D.5.2.2 ICC ESR ICC ESR ICC ESR ACI D.6.2.1 ACI D.6.2.4 ACI D.6.2.1 ACI D.6.2.6 ACI D.6.2.7 ACI D.6.2.2 ACI D.6.3.1 1 41 FIXTURE CONFIGURATIONS TYPE 1,4 D.c TYPE 2 LJ TYPE 3 TYPES 1.2,3 - 20' TYPE 4 B' VARIES FROM 12' - 48' DIA. 20' REMOVE (E) HPS AREA LIGHT t. REPLACE WITH FLUORESCENT AREA LIGHT BOLT TO POLE WITH 2 BOLTS WITH LOCKING NUTS. RECONNECT TO (E) CIRCUIT (E)POLE-VARIES 3' 0/A. IR 4' S0. STEEL (E) 3' DIA STEEL POLE (E) HANDLEHOLE/RECEPT. EIBOLT COVER (E)CONCRETE BASE VARIES FROM 24' - 36' DIA r<E)FINISH GRAZE OR PAVING AREA LIGHTING MOUNTING DETAIL AREA LIGHTING FIXTURE COMPARISON EXISTING REPLACEMENT FIXTURE FIXTURE DIMENSIONS 19'Y X 19'L X 12'I1 1I'W. X 24'L X 3.3'H. EFFECTIVE PROJECTED AREA (EPA) 2.2 SU FT. 1.04 SO. FT. WEIGHT 65 LBS 24 LBS INPUT WATTS 295 84 LAMP 250 WATT HIGH 3-24 WATT PRESSURE SODIUM FLUORESCENT LAN' COLOR TEIPETURE 21000K 30000K ■ T MAD sheet r r II T AY L O R'' Project: by ■OM &GAINES' job no. STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks date Nominal Strength of Cast In Place Concrete Anchor Calculation for Single Anchor w/ (1) Edge: Based on ACI 318-05 Appendix D do hef = Cat = h= fe= wsN — wcN — wsv = wcv = n= Ase = Abe= furs = Au = min((c1+1.5h,.)*(3h,,).9*(h,..2)) = Ani„=9*(h)) = Ay,= min(3*c1*h.4.4.5*c12) _ A,,..,=4.5c,2 = <PsNNsa=PsNnAse.(futa) _ $ed.N = = ,I1Pc,N Wco.N = kc = NI.., =It t'cV5he 1.5 = wcNNcb =�PeN(AN(ANo)wod.Nwe.N$co.NNb= $c.P = No = 8Aerers = wCNNee =wcN$e.PND = °N,,, = e160c,s(A,,..13(f,.)3 = .759N„ = .75wmin(Ns, Nob, Nom Nab) = wsVVse = csvn0.6Asefut = IPed.V = $c.V = le = V,, = 7(1./d,.) 2(d.,) 5(f,15C).5= wcvVcb = ccv(Ave/Avw)Sed.vilic.VVb = ke„ = wcvvco =wcvkcoNcb = 0.759V„=0.75min(cVsa, wVcb, PVco) = 0.75 0.7 0.65 0.7 1 0.606 2.356 1080 1296 432 648 26361 0.900 1.000 1.000 24 54644 28688 1.000 56544 39581 n/a 19771 13708 1.000 1.000 8.000 24157 11273 2.000 57376 8455 z ■•• 1 !A A C1 lira TAYLOR •/■ AGAINILS PROJECT: CLIENT: JOB NO.: DATE: PAGE: DESIGN BY : REVIEW BY: Flagpole Footing Design Based on Chapter 1s of IBC & CBC 25' Light Standard INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) 0 no LATERAL FORCE @ TOP OF POLE P = 0.335 k HEIGHT OF POLE ABOVE GRADE H = 30 ft DIAMETER OF POLE FOOTING B = 3 ft LATERAL SOIL BEARING CAPACITY S = 0.25 ksf/ft ISOLATED POLE FACTOR Ilec'sox 31 or uec nate S an Tab le -I -Al F = 1 FIRST TRIAL DEPTH =__> D = 5 ft Use 3 ft dia x 4.90 ft deep footing unrestrained @ ground level ANALYSIS LATERAL BEARING @ BOTTOM : LATERAL BEARING @ D/3: REQUIRD DEPTH LATERAL FORCE @ TOP OF POLE HEIGHT OF POLE ABOVE GRADE DIAMETER OF POLE FOOTING LATERAL SOIL BEARING CAPACITY 1ST TRIAL LAT SOIL BEARING @ 1/3 D LAT SOIL BEARING @ 1.0 D CONSTANT 2.34P/(BS1) REQD FOOTING DEPTH 2ND TRIAL : LAT SOIL BEARING @ 1/3 D LAT SOIL BEARING @ TO D CONSTANT 2.34P/(BS1) REQD FOOTING DEPTH 3RD TRIAL : LAT SOIL BEARING @ 1/3 D LAT SOIL BEARING @ 1.0 D CONSTANT 2.34P/(BS1) READ FOOTING DEPTH 4TH TRIAL : LAT SOIL BEARING @ 1/3 D LAT SOIL BEARING @ 1.0 D CONSTANT 2.34P/(B51) REQD FOOTING DEPTH 5TH TRIAL : LAT SOIL BEARING @ 1/3 D LAT SOIL BEARING @ 1.0 D CONSTANT 2.34P/(BS1) REQD FOOTING DEPTH , FOR NONCONSTRAINED , FOR CONSTRAINED NONCONSTRAINED CONSTRAINED P => 0.34 k 0.34 k H => 30.0 ft 30.0 ft B => 3.00 ft 3.00 ft FS => 0.25 ksf/ft 0.25 ksf/ft TRY Di=> => S3 => A => RQRD D => TRY D2=> S, _> S3 => A => RQRD D => TRY D3=> S, => S3 => A => RQRD D => TRY D4=> Si => S3 => A => RQRD D => 5.00 ft 5.00 ft 0.42 ksf 0.42 ksf 1.25 ksf 1.25 ksf 0.63 - - 4.85 ft 3.37 ft 4.93 ft 4.19 ft 0.41 ksf 0.35 ksf 1.23 ksf 1.05 ksf 0.64 - - 4.89 ft 3.69 ft 4.91 ft 3.94 ft 0.41 ksf 0.33 ksf 1.23 ksf 0.98 ksf 0.64 - - 4.90 ft 3.80 ft 4.90 ft 3.87 ft 0.41 ksf 0.32 ksf 1.23 ksf 0.97 ksf 0.64 - - 4.90 ft 3.84 ft TRY D5=> 4.90 ft 3.85 ft S, _> 0.41 ksf 0.32 ksf S3 => 1.23 ksf 0.96 ksf A => 0.64 - RQRD D => 4.90 ft 3.84 ft 1997 UNIFORM BUILDING CODE CHAR. 18, DIV. I 180&8.1 1 1807.2 t 1. Sill bolt diameter and spacing for three-story raised wood floor buildings shall be specifically designed. 2. Plate washers a minimum of 2 inch by 2 inch by 3/16 inch (51 mm by 51 rum by 4.8 rum) thick shall be used on each bolt. 1806.7 Seismic Zones 3 and 4. In Seismic Zones 3 and 4, hori- zontal reinforcement in accordance with Sections 1806.8.1 and 1806.8.2 shall be placed in continuous foundations to minimize differential settlement. Foundation reinforcement shall be pro- vided with cover in accordance with Section 1907.7.1. 1806.7.1 Foundations with stemwalls. Foundations with stem - walls shall be provided with a minimum of one No. 4 bar at the top of the wall and one No. 4 bar at the bottom of the footing. 1806.7.2 Slabs -on -ground with turned -down footings. Slabs -on -ground with turned -down footings shall have a mini- mum of one No. 4 bar at the top and bottom. EXCEPTION: For slabs -on -ground cast monolithically with a footing, one No. 5 bar may be located at either the top or bottom. 1806.8 Designs Employing Lateral Bearing. 1806.8.1 General. Construction employing posts or poles as columns embedded in earth or embedded in concrete footings in the earth may be used to resist both axial and lateral loads. The depth to resist lateral loads shall be determined by means of the design criteria established herein or other methods approved by the building official. 1806.&2 Design criteria. 1806.8.2.1 Nonconstrained. The following formula may be used in determining the depth of embedment required to resist lat- eral loads where no constraint is provided at the ground surface, such as rigid floor or rigid ground surface pavement. d z(1++4.3A_6h) WHERE: 2.34P Sib b diameter of round post or footing or diagonal dimension of square post or footing, feet (m). d = depth of embedment in earth in feet (m) but not over 12 feet (3658 mm) for purpose of computing lateral pres- sure. h = distance in feet (m) from ground surface to point of application of "P." P = applied lateral force in pounds (kN). St = allowable lateral soil -bearing pressure as set forth in Table 18-I-A based on a depth of one third the depth of embedment (kPa). S3 = allowable lateral soil -bearing pressure as set forth in Table 18-I-A based on a depth equal to the depth of embedment (kPa). 1806.8.2.2 Constrained. The following formula may be used to determine the depth of embedment required to resist lateral loads where constraint is provided at the ground surface, such as a rigid floor or pavement. A (6-1) d2 = 4.255 bb (6-2) 1806.8.2.3 Vertical load. The resistance to vertical loads is de- termined by the allowable soil -bearing pressure set forth in Table 18-I-A. 1806.8.3 Backfill. The backfill in the annular space around col- umns not embedded in poured footings shall be by one of the fol- lowing methods: 1. Backfill shall be of concrete with an ultimate strength of 2,000 pounds per square inch (13.79 MPa) at 28 days. The hole shall not be less than 4 inches (102 mm) larger than the diameter of the column at its bottom or 4 inches (102 mm) larger than the diag- onal dimension of a square or rectangular column. 2. Backfill shall be of clean sand. The sand shall be thoroughly compacted by tamping in layers not more than 8 inches (203 mm) in depth. 1806.8.4 Limitations. The design procedure outlined in this section shall be subject to the following limitations: The frictional resistance for retaining walls and slabs on silts and clays shall be limited to one half of the normal force imposed on the soil by the weight of the footing or slab. Posts embedded in earth shall not be used to provide lateral sup- port for structural or nonstructural materials such as plaster, ma- sonry or concrete unless bracing is provided that develops the limited deflection required. 1806.9 Grillage Footings. When grillage footings of structural steel shapes are used on soils, they shall be completely embedded in concrete with at least 6 inches (152 mm) on the bottom and at least 4 inches (102 mm) at all other points. 1806.10 Bleacher Footings. Footings for open-air seating faci- lities shall comply with Chapter 18. EXCEPTIONS: Temporary open-air portable bleachers as de- fined in Section 1008.2 may be supported upon wood sills or steel plates placed directly upon the ground surface, provided soil pressure does not exceed 1,200 pounds per square foot (57.5 kPa). SECTION 1807 — PILES — GENERAL REQUIREMENTS 1807.1 General Pile foundations shall be designed and in- stalled on the basis of a foundation investigation as defined in Sec- tion 1804 where required by the building official. The investigation and report provisions of Section 1804 shall be expanded to include, but not be limited to, the following: 1. Recommended pile types and installed capacities. • 2. Driving criteria. ' 3. Installation procedures. 4. Field inspection and reporting procedures (to include proce- dures for verification of the installed bearing capacity where re- quired). 5. Pile load test requirements. The use of piles not specifically mentioned in this chapter shall be permitted, subject to the approval of the building official upon submission of acceptable test data, calculations or other informa- tion relating to the properties and load -carrying capacities of such piles, 1807.2 Interconnection. Individual pile caps and caissons of every structure subjected to seismic forces shall be interconnected by ties. Such ties shall be capable of resisting, in tension or com- pression, a minimum horizontal force equal to 10 percent of the larger column vertical load. 2-45 Ar3it SOILS AND FOUNDAMIONS als such as plaster, masonry or concrete unless brac- ing is provided that develops the limited deflection required. Wood poles shall be treated in accordance with AWPA Ul for sawn timber posts (Commodity Specification A, Use Category 4B) and for roundtimber posts. (Commodity Specification B, Use Category 4B). 1807.3.2 Design criteria. The depth to resist lateral loads shall be determined using the design criteria established in Sections 1807.3.2.1 through 1807.3.2.3, or by other meth- ods approved by the building official.:; 1807.3.2.1' Nonconstrained, The following formula shall be used in determining the depth of embedment required to resist lateral loads where no lateral constraint is provided at the ground surface, such as by arigid floor or rigid ground surface pavement, and where no lateral constraint is provided above the ground surface; such as by a structural diaphragm. 'd=O.SA(1+[i .(4:36h/A)]a]' (Equation18-1) A = 2.34P)S; b: Diameter of round post or footing or diagonal dimension of square post or footing, feet (m). Depth of embedment in earth in feet (m) but not over 12 feet (3658 mm) for purpose of. comput- ing lateral pressure. Distance in feet (m) from ground surface to point of application of P , P = Applied lateral force in pounds (kN). S. = Allowable lateral soilbearing pressure as set forth in Section 1806.2 based on a depth of one-third the depth of embedment in pounds per square foot (psf) (lea). 1807.3.2.2 Constrained. The following formula shall be used to determine the depth of embedment required to resist lateral loads where lateral constraint is provided at the ground surface, such as by arigid flooror pavement. d=j4.25Ph S3b.; or altetnatively "' d— r4.25Mg S3b where: M8 = Moment in the post at grade, in foot-pounds (kN-m). S3 = Allowable lateral soil -bearing pressure as set forth in Section 1806.2 based on a depth equal to (Equation 18-2) (Equation 18-3) the depth of embedment in pounds per square foot (kPa). 1807.3.2.3 Vertical load. The resistance to vertical loads shall be determined using the vertical foundation pres- sure set forth in Table 1806.2. ' 1807.3.3 Baekfill. The backfill in the annular space around columns not embedded in poured footings shall be by one of the following methods: 1. Backfill shall be of concrete with a specified com- pressive strength of not less than 2,000 psi (13.8 Ml'a)i The hole shall not be less than 4 inches (102 mm) larger than the diameter of the column at its hot- tom'or 4 inches (102 mm) larger' than the diagonal dimension of a square or rectangular column." 2. Backflllshallbeofcleansand.Thesandshallbethor- oughly compacted by tamping in layers not more than 8 inches (203 mm) in depth. 3. Backfill shall be of controlled low -strength material (CLSM). SECTION 1808 FOUNDATIONS 1808.1: General. Foundations :shall be designed and con- structed in accordance with Sections .1808.2 through 1808.9. Shallow foundations shall also satisfy the requirements of Sec- tion 1809. Deep foundations shall also satisfy therequirements 18084 S Design for capacity 'and settlement. Foundations shall be'so designed that the allowable bearing capacityof the soil is not exceeded, and that differential settlement rs mized. Poundations'm areas with expansive soils shall' be designed in accordance with the provisions bf Section 18086. 1808.3 Design loads. Foundations shall be' designed for the most unfavorable effects due to the combinations of loads spec- ified in Section 1605.2 ot.1605.1, The dead load is permitted to include the weight of foundations and overlying fill,. Reduced live loads, as specified in Sections 1607.9 and 1607.11. shall be permitted to be used in the design of foundations. 1808.3.1 Seismic overturning. Where foundations are pro- portioned using the load combinations of Section 1605.2 or 1605.3.1, and the computation of seismic overturning effects is by equivalent lateral force analysis or modal anal- ysis, the proportioning shall be in accordance with Section 12.13.4 of ASCE 7. 1808A Vibratory loads. Where machinery operations or other vibrations are transmitted through the foundation, consider- ation shall be given in the foundation design to prevent detri- mental disturbances of the soil. 1808.5 Shifting or moving soils. Where it is known that the shallow subsoils are of a shifting or moving character, founda- tions shall be carried to a sufficient depth to ensure stability. 2010 CALIFORNIA' BUILDING CODE 187 k1h1rr7TMAD ■ I■ TAYLOR & ■ ■■ GAINES 1-10#( err I riIR2.0VWVIwNTe STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Austin Bellevue Dallas Inland Empire Pasadena Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek 14 sheet of by A job. no. 42.oi sRzOZ date 11 Goy Wet, U\IAu e �1G-rHT= t" HA% r"4t N fl4I 2' H C)C GM u \N/ E>crstioz. R P-a-r Z g'rH PCSr Lo#C at- A'E t-ce 12 ,11, I V 44 2I Jr=44x(rny I X #'-r # till W ios Pra Awii t> 1.• N ) Title : Dsgnr: Description : Scope: Job # Date: 8:42AM, 31 AUG 11 Rev: 580014 User: KW-0600115. Ver 5.8.0, 1-Dec2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 caIce.ecw:Calculalions Description Site Walls Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stern 3.00 ft = 9.00 ft = 0.00: 1 = 12.00 in = 110.00 pcf 0.0 psf Lateral Load Applied to Stem Design Summary Total Bearing Load ...resultant ecc. 1,879 lbs = 9.82 in Soil Pressure @ Toe = 2,251 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,151 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 18.4 psi OK 6.9 psi OK 93.1 psi Soil Data Allow Soil Bearing = 2,666.7 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootirgilSoil Friction Soil height to Ignore for passive pressure Lateral Load 34.0 ft/ft Stem Construction Design height Wall Material Above Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 1.60 OK 1.93 (Vertical Co Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 552.0 lbs less 100% Passive Force= - 500.0 lbs less 100% Friction Force= - 563.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK _ Footing Design Results Toe Factored Pressure = 3,151 Mu': Upward = 1,745 Mu' : Downward = 266 Mu: Design = 1,479 Actual 1-Way Shear = 18.42 Allow 1-Way Shear = 93.11 Toe Reinforcing = None Spec'd Heel Reinforcing = None Speed Key Reinforcing = None Speed I Heel 0 psf 0 ft-ft 491 ft-ft 491 ft-# 6.86 psi 93.11 psi "Ht" 0.0 psf/ft = 250.0 psf/ft = 0.0 ft 0.300 Footing Strengths & Dimensions I fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi 0.0014 1.04 ft 1.71 2.75 m�MIN 12.00 Key Width = 0.00 in 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm = 3.00 in ...Height to Top = 8.00ft ...Height to Bottom = 0.00 ft I Top Stem Stem OK 0.00 Masonry y, Ee't 16.00 (✓\ Center ft= fb/FB+fa/Fa = Total Force @ Section lbs = Moment....Actual ft-ft = Moment Allowable = Shear.... Actual psi = Shear Allowable psi = Bar Develop ABOVE HL in = Bar Lap/Hook BELOW Ht. in Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi Fs psi = Solid Grouting = Special Inspection Modular Ratio'n' Short Term Factor 1.005 429.5 1,245.5 1,238.8 10.7 38.7 30.00 7.77 84.0 3.81 1,500 24,000 Yes Yes 25.78 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi = Other Acceptable Sizes Si Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S* Fr Key: No key defined Title : Dsgnr: Description : Scope : Job # Date: 8:42AM, 31 AUG 11 Rev: 580019 User: KW-0800115, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Site Walls Cantilevered Retaining Wall Design Page 2 calcs.ecw:Calculalions LSummary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 280.0 1.33 373.3 Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 272.0 5.00 1,360.0 Load @ Stem Above Soil = SelsmicLoad = Total = 552.0 O.T.M. = 1,733.3 Resisting/Overturning Ratio = 1.60 Vertical Loads used for Soil Pressure = 1,878.8 lbs Vertical component of active pressure NOT used for soil pressure I RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight Vert. Component Total = 343.7 2.23 114.6 1,008.0 412.5 766.2 0.00 0.52 59.7 1.37 1,385.9 1.37 567.1 1,878.8 lbs R.M.= 2,778.9 RTM D 1--kp/j {-.��(Z sheet of ■ ■ ■ A E S 2 (N ■ ■■GAI PgatsK 1T� by 'e. ANES `TT STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS job no. AS. — Anaheim Austin Bellevue Oats Inland Empire Pasadena � Phoenix San Antonio San Diego San Francisco Thousand Oaks Walnut Creek date ,i. L Wiwavvein. WALL LoMP BIZ ,�kMftti' 1 aN NWT ?gig: P- z�Pi* akie Pt'NEt Q fr1 = zni*= ilei0t vier = 2*4t1',, LlAis- 4 , ¶E'bt *4 do wAu. w/St I b �.c. Tt-A.Q` TAYLOR 8ibAINES PROJECT: CLIENT : JOB NO. : INPUT DATA Exposure category (B, C or D) Importance factor, pg 73, (0.87,1.0 or 1.15) Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, pg 26 8 45) I = V Ka = Height of top h = Vertical dimension (for wall, s = h) s = Horizontal dimension B = Dimension of return corner DESIGN SUMMARY Max horizontal wind pressure Max total horizontal force at centroid of base Max bending moment at centroid of base Max torsion at centroid of base Lr = Category II mph Flat ft ft p = 23 psf F = 2.34 kips M = 9.00 ft-kips T = 8.77 ft-kips J PAGE: DESIGN BY : REVIEW BY: e ANALYSIS Velocity pressure qh=0.00256KhK, K4V21 = 13.36 psi where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of top = 7.00 ft Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20) p=q GCf= = 16 psf F=pA, M = F (h - 0.5s) for sign, F (0.55h) for wall T= where: G = gust effect factor. (Sec. 6.5.8, page 26). Cf = net force coefficient. (Fig. 6-20, page 73) A,=Bs 2.19 kips 8.44 ft-kips 0.00 ft-kips Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) p = Case A F = Case A M = Case A T = 0.2 F B 16 psf 2.19 kips = 8.44 ft-kips 8.77 ft-kips Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20) P=c1hGCf F=£pA, M = £ [ F (h - 0.5s) for sign, F (0.55h) for wall T=£T, Distance Cf Pi A,; Fi Mr Ti (ft) (Fig.6-20) (psf) (ft2) (kips) (ft-kips) (ft-kips) 7.0 2.040 23 49 1.14 4.37 7.38 14.0 1.337 15 49 0.74 2.87 -0.37 20.0 0.960 11 42 0.46 1.76 -3.21 £ 2.34 9.00 3.80 Balance fib. 1.38 - 140.0 ft2 s s s ) 1 1 1 1 ) t I- Wind Dir. ■■■T'MA'D all TAYLOR ■■■ &GAINES STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks Project: sheet by job no date Al POST INSTALLED ANCHOR BOLT DESIGN PER 2010 CBC SECTION 1912A, ANCHORAGE TO CONCRETE SHALL BE DESIGNED IN ACCORDANCE WITH APPENDIX D OF ACI 318 AS MODIFIED BY SECTION 1908A.1.47. POST INSTALLED ANCHORS FOR USE UNDER D.2.3 SHALL HAVE PASSED THE SIMULATED SEISMIC TESTS OF ACI 355.2. THIS CALCULATION SHEET USES THE DESIGN OF ANCHORING SYSTEMS WITH THE PROVISIONS OF ACI 318 AND ICC-ES AC193 (ACCEPTANCE CRITERIA FOR POST -INSTALLED MECHANICAL ANCHORS IN CONCRETE ELEMENTS). n = 1 = NUMBERS OF ANCHOR BOLT AT EACH LOCATION Tbolt = 932 LB = Pt. TENSION FORCE AT ANCHOR BOLTS Vbolt = 35 LB = Ps, SHEAR FORCE AT ANCHOR BOLTS Na = 1655 = min(q,NN„ PCNNu„ WCNNP„) <_= CONCRETE BREAKOUT GOVERNS Va = 1003 = min(gr,vVsa, PavVcb. pcvVea) <== CONCRETE BREAKOUT GOVERNS UC = 0.06 = (1.3*Vbolty(0.75*Va) < 1.0, Okay , ACI D.7.1 0.98 = (1.3*Tbolt)/(0.75*Na) < 1.0, Okay , ACI D.7.2 1.04 = (1.3*Tbolt)l(0.75*Na)+ (1.3'Nbolt)I(0.751•Va) < 1.2, Okay , ACI D.7.3 1.3 FACTOR PER ASCE/SEI 7-05 SECTION 13.5.A 0.75 FACTOR PER CBC'07 SECTION 1908A.1.47t ension Breakout NOTES: ANCHOR = Code- Conc. Type = Load Type = Edge a factor = cal = Cat Elevation = seismic or others = If edge distance is not a factor, then Concrete Breakout will not be calculated. co • ±:. All Edge must be greater than Cmin and cad > "'�. Ca4 a 1.5hef e'N = 0.000 e'V = 0.000 = tension and shear eccentricity h +++'+= actual base material thickness 11 = strength of concrete = 0.75 for LWC, 0.85 for SLWC and 1.00 for NWC do 0.375 = diameter of fastener by = 2.000 = effective embedment had, = 4.000 = min. base material thickness cmin = 2.500 for S > 5.000 Smm = 2.500 for C > 3.625 cp = 4.375 = critical edge Came, = 3.000 = min(C,l. Ca2, Ca3) Ca,max = 3.000 = max(Cal, C,z, Co) Brea = 3.889 = max(S,[min(Cmm.[S-(C en C,.mafCm1n-C)/(S-Smm1))) P,N = 0.75 = stength reduction factor for steel in tension Pau = 0.65 = strength reduction factor for concrete in tension Psv = 0.65 = strength reduction factor for steel in shear Pcv = 0.70 = strength reduction factor for concrete in shear Ca3 Ca2 a ACI D.3.4 ICC ESR Shear Breakout V,nT ICC ESR M1ITMAD ■'II■ TAYLOR MUM &GAINES STRUCTURAL MECHANICAL ELECTRICAL AND CIVIL ENGINEERS Anaheim Ontario Pasadena Phoenix Riverside San Diego San Francisco Thousand Oaks Project: POST INSTALLED ANCHOR BOLT DESIGN (CONT.' Nominal Tension Strength Calculations N„ = 6500 = nN„ steel strength of anchors Nab = 2546 = (ANIAra $%dN`$cN'$ N'Nb'A, concrete breakout strength h'ar= 2.00 = if (Cal, C,2 and C,3) < 1.5har than max(Ca,a11.5, S,0/3) else hef Ant= 36 = (Ca,+Co4)*(C,2+Ca3): Ca•s51.5har, projected concrete failure area of anchor(s) in tension ANco = 36 = 9'(har2), projected concrete failure area of (1) anchor iwith no limits sheet by job no. date ICC ESR ACI 0.5.2.1 ACI D.5.2.3 ACI D.5.2.1 1.000 = min[1,0.7+0.3*Ca,n,j&(1.5*hr)I, edge distance factor ACI D.4.2.5 yc,N = 1.410 = cracked or uncracked concrete factor ACI D.5.2.6 'lcp,N = 0.686 = min((1 , max(Ca,a,iniCcr, 1.5'h,r/Cc,)], uncracked concrete w/o supp. reinforcement to ACI D.5.2.7 control splitting. Equal to 1.0 for cracked concrete or undercutting type anchors. ko = 17 = concrete effectiveness factor ACI D.5.2.2 Nb = 2634 = Nb=kc(fc)5haf'.5, basic concrete breakout strength of (1) anchor Nan = 2755 = N,a=nN,(fc/2500)5"a, nominal pullout strength ICC ESR Nip = 2515 = pullout strength in tension ICC ESR Nominal Shear Strength Calculations Va, = 2255 = nVa, steel strength Vcby = 1432 = (A, 2dAvcors.c,v*Vkav'$c,v* ,,v'Vb'a, concrete breakout strength = 3.00 = min[Ca,, max(Ca2l1.5,C,311.5, h/1.5)] Avc= 27 = min[(Ca2+Ca3)'h,n'A„c0]; Ces51.5Cai. & hsCar, projected concrete failure area of anchors in shear Avon = 41 = 4.5C,12, projected concrete failure area of (1) anchor iwith no limits 1' v= 1.000 = 11(1+2'e'V/(3'C31')) 51.0 *ea,v= 0.900 = min[1,0.7+0.3*min(Ca2,Cd/1.5*C,{)], edge distance factor $c,v= 1.400 = reinforcement factor = 1.000 = max[1,(1.5Ca,1h)°'5], thin slab factor (ACI 318-05, 4,b.v = 1.0) la = 2.000 = hd, load bearing length of anchor Vb = 1705 = 7(1a/da)'2(d0)3(f j5ca,15, basic concrete breakout strength of (1) anchor Vep - 2546 = knaNd„ concrete pryout strength k,Q = 1.000 = pryout factor (1.0 for hef<2.5 and 2.0 for hef>2.5) ICC ESR ACI D.6.2.1 ACI D.6.2.4 ACI D.6.2.1 ACI D.6.2.6 ACI D.6.2.7 ACI D.6.2.2 ACI D.6.3.1 Title : Dsgnr: Description : Job # Date: 11:24AM, 31 AUG 11 Scope : IThRes: 580014 User. 580014 0115, Ver 5.8.0, 1-0ec-2003 (01983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 calcs.ewrCalculatons Description Wind Break Wall Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = 1.00ft = 2.50 ft = 0.00 : 1 = 12.00 in = 110.00 pcf 0.0 psf [-Cetera! Load Applied to Stem Design Summary Total Bearing Load ...resultant ecc. 948 lbs 10.01 in Soil Pressure @ Toe = 1,168 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,636 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning = 3.2 psi OK = 3.8 psi OK = 93.1 psi 1.65 OK Sliding = 3.49 (Vertical Co Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 237.0 lbs less 100% Passive Forts - 542.5 lbs less 100% Friction Force= - 284.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK (Soil Data Allow Soil Bearing = 2,666.7 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Water height over heel = FootingiiSoil Friction 0.300 Soil height to ignore for passive pressure 0.00 in Lateral Load 35.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width Heel Width Total Footing Width Footing Thickness = 13.00 in 1.12 ft 1.62 2.75 Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 23.0 #/ft ...Height to Top = 7.00 ft ...Height to Bottom = 0.00 ft Stem Construction Footing Design Results Toe Heel Factored Pressure = 1,636 0 psf Mu' : Upward = 796 0 ft-# Mu' : Downward = 241 241 ft-tk Mu: Design = 554 241 ft-# Actual 1-Way Shear = 3.18 3.76 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Speo'd Key Reinforcing = None Speed Design height Wall Material Above "HY' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data tb/FB + fa/Fa Total Force @ Section Moment...Actual Moment Allowable Shear Actual ShearAllowable ft= Top Stern Stem OK 0.00 Concrete 6.00 # 4 18.00 Center lbs = ft-# _ psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in = Masonry Data 0.582 303.5 967.9 1,721.3 8.4 93.1 17.09 6.00 72.5 3.00 fin psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc Fy psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < SFr Heel: Not req'd, Mu < S * Fr Key: No key defined 3,000.0 60,000.0 Title : Dsgnr: Description : Scope : Job # Date: 11:24AM, 31 AUG 11 Rev 580014 User: KW-0600115, Ver 5.80, 1-Dec-2003 _(cM1983.2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 calcs.ecw:Caiculations Description Wind Break Wall Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 76.0 0.69 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 161.0 4.58 Load @ Stem Above Soil = SeismicLoad = Force lbs RESISTING Distance ft Moment ft-# 52.7 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = 737.9 Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Total = 237.0 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 790.7 1.65 948.1 lbs Vertical component of active pressure NOT used for soil pressure Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component 123.7 123.7 253.8 446.8 2.19 0.00 0.56 1.37 1.37 270.7 69.6 348.9 614.4 Total = 948.1 lbs R.M. 1,303.5 2" X 4" Base Shoe US ,UNC� Aluminum Base Shoe 2 1/2" X 4" Base Shoe y 2" X 7" Fascia Base Shoe I rk"-7q,.e•r,l't. Clear Anodized 700 GSBS ACLS 10' 2" x 4" x 10' Structural Base Shoe Holes 4" O.C. E3r?LTr:ITItd^6rsaKn_ 2" x 4" x 10' Structural Base Shoe Holes 4" O.C. r r a' r 2" x 4" x 10' Structural Base Shoe Holes 4" 0.C. Preheated 700 GSBS PRE 10' 2" x 4" x 10' Structural Base Shoe Holes No Holes Mill 700 GSBS MILL 10' 2" x 4" x 20' Structural Base Shoe Holes 4" O.C. Clear Anodized 700 GSBS ACL-S 20' 2" x 4" x 20' Structural Base Shoe Holes 4" 0.C. Standard Powder Coat 700 GSBS STDPC 20' 2" x 4" x 20' Structural Base Shoe Holes 4" 0.C. Preheated 700 GSBS PRE 20' 21/2" x 4" x 10' Structural Base Shoe No Holes 2 1/2" x 4" x 10' Structural Base Shoe No Holes 2 1/2" x 4" x 10' Structural Base Shoe No Holes Clear Anodized Standard Powder Coat Pretreated 700 GSBS 2 1/2' ACL 10' 700 GSBS 2 1/2' STDPC 10' 700 GSBS 2 1/2' PRE 10' 2" x 7" x 12' Fascia Mount Base Shoe No Holes 2" x 7" x 12' Fascia Mount Base Shoe No Holes 2" x 7" x 12' Fascia Mount Base Shoe No Holes Clear Anodized Standard Powder Coat Pretreated 700 FGSBS 2' ACL 12' 700 FGSBS 2" PC 12" 700 FGSBS 2' PREE 12' (Use With Base Shoe Vinyl BSV 100' ROLL 100.00') (Use With CRL TAPER LOCKS with our Base Shoe) 1 0(43 -20 lit `^ Cam" d o HANSON STRUCTURAL PRECAST CITY OF NEuvFJR'.. .. DING DEPARTMENT APPROVAL CE THESE P r PEH7H TE t.cf ,I CAIBCPP kgPtaF-OR c. r HOAG HOSPITAL BRIDGE EXPANS A r FOL,L,r G CITY Cb -DESIGhttRITERIA: BUILDING TYPE:' STR. FRAME: FLOOR -ROOF: SEPARATION: CONCRETE: PLANK: TOPPING: LOADING: LIVE: DEAD: TYPE V NONE NONE NONE 4000 psi HR 4000 psi 4" HR N SUBMITTAL REVIEW XNO EXCEPTION NOTED ❑ SUBMIT SPECIFIED ITEM ❑ MAKE CCRRECTIONS NOTED 0 REVISE AND RESUBMIT Checking fo, general Cortformamce with desigri concept and oompilance we: :de Contract Documents. Markirgs or comments shall not be construed as relieving :Ie Conbanor from comp'i.ance wth the Contract Documents end Speoificabons nor departure therefrom- The Contractor remains respons:bie for details aid accuracy cortr.ng and correatng quantities and dimensions and lc the se'Xmiois of fabrication processes and techniques of assembly act for performing 'be Work in a safe manner O stribution of documents. by :ce Genera, Contract°r shall constitute Ms approval in accordance w'sh tee requirements of Ine Soecifations. TAYLOR ARCHITECTURE, PANNING. INTERIOR DESIGN Reviewed 6y _Rtt.. _... _... Date _5/2212012. 100 psf PEDESTRIAN HL-93 TRUCK LOADING SELF WEIGHT + TOPPING (Z t£lf t ssD ?LP.M . TC te Vint tZn NOITMAD DUD TAYIOR alp &GPrES SUBMITTAL REVIEW No Excepa ons holed Submit SpecIterd ItEtrr Make Coneetkue Noted Revise and Resurwmt 0 Reekxnntttei Not Requited Re{GCrad Review is foe gents* emitormanoo 'Mth dealan concept and compNence with tee center} deemberat, Markings or eommerkte 4VIf mat be construed is 'ds'P'o tiw ^OMTeftar from compliance Protect dill t.gs owl speednoaeona no. ,aperture Tern Doer,. (tie. centraCdof terrains reaperWtr4 (Or clebla end accuracy to 4nnfirmrn:, and correlating quen84ee see dimensions *act nor the selection: sl labriestioo promisee, ba wtjuss of eseerNxy, coordinatpn cif n:s WON with that of as other Mites old fOr performing The work in a e:e&e manner © Pontine D OW © cMw Qa. 4/30/12 EDP GOVERNING AGENCY: CITY OF NEWPORT BEACH GOVERNING CODE: 2010 CBC SPECIAL PLANT INSPECTION: NO SPANCRETE JOB: 228 TOTAL PAGES: 13 RESUBMITTED FOR APPROVAL MAY 2 I ZOIZ TO STOARRTTO A UFA TTUURRING SPECIFICATIONS HOAG HOSPITAL BRIDGE EXPANSION 4/30/2012 HANSON STRUCTURAL PRECAST CERTIFIES THAT ITS PRODUCTS ARE PRODUCED WITH MATERIALS CONFORMING TO AND / OR UNDER THE AUSPICES OF THE FOLLOWING: MATERIALS: STEEL: REINFORCING STEEL: REINFORCING STEEL: STRUCTURAL STEEL SHAPES: PRESTRESSING STRAND: WELDED WIRE FABRIC: DEFORMED WWF: ANCHOR BOLTS: CONCRETE: CEMENT: NATURAL AGGREGATE: LIGHTWEIGHT AGGREGATE: WELDING: PLANT FILLET WELD: CAZALY FLARE -BEVEL: CAZALY FILLET WELD: APPROVALS: 0 IAS ICC-ES LOS ANGELES CITY PCI CERTIFIED PLANT NPCA MEMBER PCMAC MEMBER ENGINEER REVIEWED SPECS DRAWING DATE A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M, A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M.. A.W.S. A.W.S. A.W.S. A706-00 A615-01 b GR 60 A36-05 A416-06 A185-06e1 A497-06e1 F1554-04e1 GR 36 C150-07 TYPE 2 C33-03 C330-05 A5.20-05 A5.28-05 A5.20-05 FA-183 & FA-411 ESR-2660 R.R. 23257 & PC/PSC 619 Feb-12 U. U.�i.�J: ��.Il 12" HOLLOW CORE PLANK 8-112"0 270 ksl-LL STRAND @ 2" COVER OVERALL LENGTH= 30'-0" Pc= 4000 psi Pa= 3500 psi w=141 pcf TOPPING: Pct= 4000 psi MIN. THICKNESS= 4" HOAG HOSPITAL BRIDGE EXPANSION ...P .....e�.»<.�....d., Hanson "'n akan q.A "w y14,y .nu.o. wfllfle JOB NO.228 DESIGNED SY: ERIN PRATT DATE: 5.18.12 SHEET: 1 OF B ( FILE: 228-1S 1S SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP INPUT DATA ( Data file : 228-1SE ) PROJECT DATA Project Id : HOAD HOSPITAL BRIDGE EXPANSION Task Id : HL-93 LOADING - SHEAR REGULAR PLANK PRECAST DATA Section ID Type Area,in2 Yb,in M.I.,in4 Bf1-top, in Tf1-top, in H,in Bfl-bot,in Tfl-bot,in Web extnt,in: Shear wid,in: Stems, No. . top wid,in : bot wid,in : '7/5, in 4x2y,in3 x1,in yl,in 12SC HC 325.0 6.20 4981 40.00 1.75 12.00 40.00 1.75 40.00 17.00 1 17.00 17.00 1.56 0.00 0.00 0.00 LOAD MULTIPLIERS DL Factor : 1.200 LL Factor : 1.600 Self Weight At Release : 1.000 At Final : 1.000 Bearing : 1.150 SPAN DATA Overall Len Support Loc Release Final Trib. wid Location Exposure • . 30.00 ft Left,ft Right,ft 0.00 0.00 0.17 0.17 1.67 1.67 : INTERIOR : INTERIOR ALLOWABLE CONCRETE Release Comp,psi Prec-top 2100.0 Bottom 2100.0 Final Topg-top Prec-top Bottom CAMBER AND 1800.0 1800.0 1800.0 STRESSES Tens,psi -355.0 - 177.5 - 379.5 - 379.5 -379.5 DEFLECTION MULT. W/o Topg W/ Topg At erection Self wt Prestress Final Self wt Prestress S.D.L. Topg wt . 1.85 1.85 1.80 1.80 • • 2.70 2.45 3.00 0.00 2.40 2.20 3.00 2.30 CONCRETE DATA Precast fcc,psi f'ci,psi Wc,pcf Ec,ksi Eci,ksi fct,psi ecu Topping f'ci,psi Wct,pcf Ect,ksi PHI FACTORS 4000 3500 141 3494.4 3268.7 0.0 0.0030 4000 145 3644.1 Flexure 0.90 Shear 0.75 Concrete 1.00 Steel 1.00 Bearing 0.65 MISCELLANEOUS DATA Shoring Transformed: Recapture . Comp shear : Bi-Linear . NONE YES NO YES YES TOPPING DATA Dimension Topg,in/Gap,in Ecc., in : Width : 40.00/ 0.08 Thickness : 4.00/ 4.00 for 30.00 ft 0.0 OPENING DATA None LOADING DATA DL 0.318 k/ft at 0.00 ft to DL 0.161 k/ft at 0.00 ft to L 6.340 k at 12.00 ft uL 8.340 k at 18.00 ft 0.318 k/ft at 30.00 ft 0.161 k/ft at 30.00 ft Ecc,in Description 0.00 Self Weight 0.00 Topping Weight 0.00 HL-93 CARRAIGE 0.00 HL-93 CARRAIGE PRESTRESSED STRAND DATA 3 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PT;ONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP Losses : PCI Strand ID: 1/2-270K-LL Area,in2 : 0.153 Dia,in 0.500 Ld Mult 1.00 Loss at release at final Hrs to release Days to topping Days to Comp DL 0.0% 0.0% 24 30 60 Fpu,ksi : 270.00 Fpy,ksi : 243.00 Eps,ksi : 28500 Rel Hum : 65% PRESTRESSED STRAND PATTERN DATA Strands : 8.00 Type : LOW RELAXATION Profile : STRAIGHT Pull : 0.70*fpu = 28.9k /Str Template: 8 at 1.25 in 12 at 1.75 in 12 at 2.25 in Strand Patterns Left: 8.00 at 2.25 in Right : Equivalent to left end pattern Y-cg,in : Left= 2.25 STRAND GROUPS, Group No. of No Strands 1 2.00 2 2.00 3 2.00 4 2.00 SHIELDING AND PULL DATA Strand Height,in Pull Left----Depr---Right Frac 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 Shielding,ft Left ---Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type ENDS ENDS ENDS ENDS REBAR DATA TENSION STEEL �s,kai : 29000 Fy,ksi : 60 Fs,kai : 30 SHEAR STEEL Fy,ksi : 60 REBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi 60 Length,in : 0.00 Theta,min : 0.00 Nu/Vu Width, in Theta,max 0.200 0.00 0.00 Dist to Brg,in 0.00 Theta,increment : 0.00 4 { SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.1a by LEAP Software Inc., Tampa, Florida PRONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP DESIGN SUMMARY ( Data file : 228-1SE ) Loc, ft> 0.79 2.00 3.00 4.00 8.00 10.00 11.00 12.00 13.00 14.00 REINFORCED CHECK POINT SECTION PROPERTY DATA Zone 1 1 1 1 1 1 1 1 1 1 A,in2 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 I,in4 5114 5114 5114 5114 5114 5114 5114 5114 5114 5114 Yb,in 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 Ic,in4 12295 12295 12295 12295 12295 12295 12295 12295 12295 12295 Ybc,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 RELEASE STRESSES (psi) Total (Prestress + Self-wt) Top -69 -179 -137 -87 70 123 142 158 169 175 Bottom 575 1461 1472 1423 1267 1215 1196 1180 1170 1163 Losses 5.7% 5.7% 5.5% 5.4% 4.9% 4.8% 4.7% 4.7% 4.6% 4.6% FINAL STRESSES (psi) Total (Prestress + All LL + LL) Topping 38 113 175 236 483 606 668 730 730 730 Top -26 -40 57 158 498 629 685 734 750 760 Bottom 429 1049 957 817 315 101 2 -90 -105 -114 Losses 19.6% 19.6% 19.1% 18.5% 16.9% 16.3% 16.1% 15.9% 15.8% 15.7% JLTIMATE STRENGTH Mu,k-ft 13.4 39.1 59.6 79.6 153.7 187.3 203.2 218.6 220.0 220.9 Msc,k-ft 71.2 174.4 206.6 233.0 306.6 306.6 306.6 306.6 306.6 306.6 Mor,k-ft 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 pMn,k-ft 71.2 174.4 206.6 233.0 306.6 306.6 306.6 306.6 306.6 306.6 phiMn/Mu 5.30 4.46 3.47 2.93 2.00 1.64 1.51 1.40 1.39 1.39 VERTICAL SHEAR AND TORSION Vu,k 21.5 20.8 20.3 19.7 17.4 16.2 15.6 15.1 1.2 0.6 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vci,k 172.2 112.6 76.4 57.4 29.7 24.1 23.7 23.7 23.7 23.7 Vcw,k 55.7 66.8 70.0 72.5 80.3 82.9 83.8 84.6 85.1 85.5 Vc,k 55.7 66.8 70.0 57.4 29.7 24.1 23.7 23.7 23.7 23.7 Vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Av,1n2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A1,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 HORIZONTAL SHEAR Ahs,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBERS AND DEFLECTIONS (in) 'e1ease: 0.05 0.13 0.19 0.25 0.41 0.46 0.47 0.49 0.50 0.50 Erect. : 0.08 0.22 0.33 0.43 0.71 0.80 0.83 0.86 0.87 0.89 Final 0.04 0.12 0.18 0.22 0.30 0.31 0.31 0.31 0.31 0.31 5 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida *ONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP INPUT DATA ( Data file : 228-1SA ) PROJECT DATA Project Id : HOAD HOSPITAL BRIDGE EXPANSION Task Id : HS-20 MIDSPAN PRECAST DATA Section ID : 12SC Type : BC Area,in2 325.0 Yb,in 6.20 M.I.,in4 4981 Bfl-top,in 40.00 Tfl-top,in 1.75 H,in 12.00 Bfl-bot,in 40.00 Tfl-bot,in 1.75 Web extnt,in: 40.00 Shear wid,in: 17.00 Stems, No. 1 top wid,in : 17.00 bot wid,in : 17.00 V/S,in 1.56 Sx2y,in3 0.00 xl,in 0.00 yl,in 0.00 LOAD MULTIPLIERS DL Factor LL Factor Self Weight At Release At Final Bearing : 1.400 : 1.700 : 1.000 : 1.000 : 1.150 SPAN DATA Overall Len Support Loc Release Final Trib. wid Location Exposure . 30.00 ft Left,ft Right,ft 0.00 0.00 . 0.17 0.17 1.67 1.67 : INTERIOR : INTERIOR ALLOWABLE CONCRETE Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp,psi 2100.0 2100.0 STRESSES Tens, psi -355.0 -177.5 1800.0 -379.5 1800.0 -379.5 1800.0 -379.5 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg At erection Self wt 1.85 Prestress 1.80 Final Self wt 2.70 Prestress 2.45 S.D.L. 3.00 Topg wt 0.00 1.85 1.80 2.40 2.20 3.00 2.30 CONCRETE DATA Precast f'c,psi 4000 f'ci,psi 3500 Wc,pcf 141 Ec,ksi 3494.4 Eci,ksi 3268.7 fct,psi 0.0 ecu 0.0030 Topping f'ct,psi : 4000 Wct,pcf 145 Ect,ksi 3644.1 PHI FACTORS Flexure Shear Concrete Steel Bearing 0.90 0.85 1.00 1.00 0.85 MISCELLANEOUS DATA Shoring : NONE Transformed: YES Recapture : NO Comp shear : NO Bi-Linear : YES TOPPING DATA Dimension Topg,in/Gap,in Ecc., in : Width 40.00/ 0.08 Thickness : 4.00/ 4.00 for 30.00 ft 0.0 OPENING DATA None LOADING DATA DL 0.318 k/ft DL 0.161 k/ft ' LL 8.000 k at 0.00 ft to at 0.00 ft to at 15.00 ft 0.318 k/ft at 30.00 ft 0.161 k/ft at 30.00 ft Ecc,in Description 0.00 Self Weight 0.00 Topping Weight 0.00 HS-20 AXLE PRESTRESSED STRAND DATA Losses : PCI Loss at release : 0.0% Fpu,ksi : 270.00 6 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP Strand ID: Area,in2 : Dia,in . Ld Mult . 1/2-270K-LL 0.153 0.500 1.00 at final 0.0% Hrs to release 24 Days to topping : 30 Days to Comp DL : 60 Fpy,ksi : 243.00 Eps,ksi : 28500 Rel Hum : 65% PRESTRESSED STRAND PATTERN DATA Strands : 8.00 Type : LOW RELAXATION Profile : STRAIGHT Pull : 0.70*fpu = 28.9k /Str Template: 8 at 1.25 in 12 at 1.75 in 12 at Strand Patterns Left: 8.00 at 2.25 in Right : Equivalent to left end pattern Y-cg,in : Left= 2.25 2.25 in STRAND GROUPS, SHIELDING AND PULL DATA Group No. of Strand Height, in Pull No Strands Left----Depr---Right Frac 1 2.00 2.25 2.25 2.25 0.70 2 2.00 2.25 2.25 2.25 0.70 3 2.00 2.25 2.25 2.25 0.70 4 2.00 2.25 2.25 2.25 0.70 Shielding,ft Left ---Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Type ENDS ENDS ENDS ENDS REBAR DATA Es,ksi : 29000 TENSION STEEL Fy,ksi : 60 Fs,ksi : 30 SHEAR STEEL Fy,ksi : 60 .tEBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi 60 Length,in : 0.00 Theta,min : 0.00 Nu/Vu 0.200 Width,in 0.00 Theta,max : 0.00 Dist to Brg,in 0.00 Theta,increment : 0.00 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.1a by LEAP Software Inc., Tampa, Florida PT -TONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP DESIGN SUMMARY ( Data file : 228-1SA ) Loc, ft> 2.00 4.00 6.00 8.00 10.00 11.00 12.00 13.00 14.00 15.00 REINFORCED CHECK POINT SECTION PROPERTY DATA Zone 1 1 1 1 1 1 1 1 1 1 A,in2 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 I,in4 5114 5114 5114 5114 5114 5114 5114 5114 5114 5114 Yb,in 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 Ic,in4 12295 12295 12295 12295 12295 12295 12295 12295 12295 12295 Ybc,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 RELEASE STRESSES (psi) Total (Prestress + Self-wt) Top -179 -87 0 70 123 142 158 169 175 177 Bottom 1461 1423 1336 1267 1215 1196 1180 1170 1163 1161 Losses 5.7% 5.4% 5.1% 4.9% 4.8% 4.7% 4.7% 4.6% 4.6% 4.6% FINAL STRESSES (psi) Total (Prestress + All LL + LL) Topping 54 113 172 232 291 320 350 380 409 439 Top -65 105 261 390 493 535 571 600 622 638 Bottom 1117 959 770 605 465 403 348 299 255 219 Losses 19.6% 18.5% 17.6% 16.9% 16.3% 16.1% 15.9% 15.8% 15.7% 15.7% JLTIMATE STRENGTH Mu,k-ft 29.5 59.3 86.3 110.6 132.3 142.1 151.3 159.7 167.5 174.7 Msc,k-ft 174.4 233.0 284.6 306.6 306.6 306.6 306.6 306.6 306.6 306.7 Mor,k-ft 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 pMn,k-ft 174.4 233.0 284.6 306.6 306.6 306.6 306.6 306.6 306.6 306.7 phiMn/Mu 5.90 3.93 3.30 2.77 2.32 2.16 2.03 1.92 1.83 1.76 VERTICAL SHEAR AND TORSION Vu,k 15.5 14.2 12.8 11.5 10.2 9.5 8.8 8.1 7.5 6.8 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vci,k 108.9 53.8 35.3 26.2 20.7 18.6 16.9 16.8 16.8 16.8 Vcw,k 47.4 51.4 54.5 56.9 58.8 59.4 60.0 60.4 60.6 60.7 Vc,k 47.4 51.4 35.3 26.2 20.7 18.6 16.9 16.8 16.8 16.8 Vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max 79.1 79.1 79.1 79.1 79.1 79.1 79.1 79.1 79.1 79.1 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Av,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Al,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 HORIZONTAL SHEAR Ahs,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBERS AND DEFLECTIONS (in) 'e1ease: 0.13 0.25 0.34 0.41 0.46 0.47 0.49 0.50 0.50 0.51 Erect. : 0.22 0.43 0.59 0.71 0.80 0.83 0.86 0.87 0.89 0.89 Final 0.16 0.29 0.37 0.43 0.46 0.47 0.48 0.48 0.49 0.49 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida T"JONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP INPUT DATA ( Data file : 228-1SC ) PROJECT DATA Project Id : HOAD HOSPITAL BRIDGE EXPANSION Task Id : PEDESTRIAN WALKWAY PRECAST DATA Section ID : 12SC Type : HC Area,in2 325.0 Yb,in 6.20 M.I.,in4 4981 Bfl-top,in 40.00 Tfl-top,in 1 1.75 H,in 12.00 Bfl-bot,in . 40.00 Tfl-bot,in 1.75 Web extnt,in: 40.00 Shear wid,in: 17.00 Stems, No. 1 top wid,in : 17.00 bot wid,in : 17.00 V/S,in • 1.56 Sx2y,in3 •▪ 0.00 xl,in 0.00 yl,in 0.00 LOAD MULTIPLIERS DL Factor LL Factor Self Weight At Release At Final Bearing : 1.400 : 1.700 : 1.000 : 1.000 : 1.150 SPAN DATA Overall Len Support Loc Release Final Trib. wid Location Exposure 30.00 ft Left,ft Right,ft . 0.00 0.00 0.17 0.17 . 1.67 1.67 : INTERIOR : INTERIOR ALLOWABLE CONCRETE Release C Prec-top Bottom Final Topg-top Prec-top_ Bottom CAMBER AND omp,psi 2100.0 2100.0 1800.0 1800.0 1800.0 STRESSES Tens, psi -355.0 -177.5 -379.5 -379.5 -379.5 DEFLECTION MULT. W/o Topg W/ Topg At erection Self wt Prestress . Final Self wt Prestress . S.D.L. Topg wt 1.85 1.85 1.80 1.80 2.70 2.40 2.45 2.20 3.00 3.00 0.00 2.30 CONCRETE DATA Precast fct,psi f'ci,psi Wc,pcf Ec, ksi Eci,ksi fct,psi ecu Topping f'ct,psi Wct,pcf Ect,ksi PHI FACTORS Flexure Shear Concrete Steel Bearing 4000 3500 141 3494.4 3268.7 0.0 0.0030 4000 145 3644.1 0.90 0.85 1.00 1.00 0.85 MISCELLANEOUS DATA Shoring Transformed: Recapture . Comp shear : Bi-Linear . NONE YES NO NO YES TOPPING DATA Dimension Topg,in/Gap,in Ecc., in : Width 40.00/ 0.08 Thickness : 4.00/ 4.00 for 30.00 ft 0.0 OPENING DATA None LOADING DATA DL 0.318 k/ft DL 0.161 k/ft )L 0.333 k/ft LL 0.100 ksf at at at fr 0.00 ft to 0.00 ft to 0.00 ft to 0.00 ft to 0.318 k/ft at 30.00 ft 0.161 k/ft at 30.00 ft 0.000 k/ft at 30.00 ft 30.00 ft Ecc,in Description 0.00 Self Weight 0.00 Topping Weight 0.00 EX CONCRETE 0.00 PEDESTRIAN LL PRESTRESSED STRAND DATA 9 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida FIJONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP Losses : PCI Strand ID: 1/2-270K-LL Area,in2 : 0.153 Dia,in 0.500 Ld Mult 1.00 Loss at release : at final . Hrs to release . Days to topping : Days to Comp DL : 0.0% 0.0% 24 30 60 Fpu,ksi : 270.00 Fpy,ksi : 243.00 Eps,ksi : 28500 Rel Hum : 65% PRESTRESSED STRAND PATTERN DATA Strands : 8.00 Type : LOW RELAXATION Profile : STRAIGHT Pull : 0.70*fpu = 28.9k /Str Template: 8 at 1.25 in 12 at 1.75 in 12 at 2.25 in Strand Patterns Left: 8.00 at 2.25 in Right : Equivalent to left end pattern Y-cg,in : Left= 2.25 STRAND GROUPS, Group No. of No Strands 1 2.00 2 2.00 3 2.00 4 2.00 SHIELDING AND PULL DATA Strand Height, in Pull Left----Depr---Right Frac 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 Shielding,ft Left ---Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type ENDS ENDS ENDS ENDS REBAR DATA TENSION STEEL is,ksi : 29000 Fy,ksi : 60 Fs,ksi : 30 SHEAR STEEL Fy,ksi : 60 REBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi 60 Length,in : 0.00 Theta,min : 0.00 Nu/Vu Width, in . Theta, max : 0.200 0.00 0.00 Dist to Brg,in 0.00 Theta,increment : 0.00 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida r'TONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP DESIGN SUMMARY ( Data file : 228-1SC ) Loc, ft> 2.00 4.00 6.00 8.00 10.00 11.00 12.00 13.00 14.00 15.00 REINFORCED CHECK POINT SECTION PROPERTY DATA Zone 1 1 1 1 1 1 1 1 1 1 A,in2 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 I,in4 5114 5114 5114 5114 5114 5114 5114 5114 5114 5114 Yb,in 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 Ic,in4 12295 12295 12295 12295 12295 12295 12295 12295 12295 12295 Ybc,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 RELEASE STRESSES (psi) Total (Prestress + Self-wt) Top -179 -87 1 70 123 142 158 169 175 177 Bottom 1461 1423 1336 1267 1215 1195 1180 1169 1163 1161 Losses 5.7% 5.4% 5.1% 4.9% 4.8% 4.7% 4.7% 4.6% 4.6% 4.6% FINAL STRESSES (psi) Total (Prestress + All LL + LL) Topping 63 122 172 211 241 252 260 267 270 272 Top 13 249 449 605 717 757 787 807 816 815 Bottom 1035 814 589 414 287 240 206 183 172 172 Losses 19.2% 17.8% 16.6% 15.7% 15.0% 14.8% 14.6% 14.5% 14.4% 14.4% ULTIMATE STRENGTH Mu,k-ft 39.2 75.6 105.5 128.9 146.0 152.2 156.9 160.1 161.7 161.9 Msc,k-ft 175.3 234.3 286.3 306.7 306.7 306.7 306.7 306.7 306.7 306.7 Mor,k-ft 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 pMn,k-ft 175.3 234.3 286.3 306.7 306.7 306.7 306.7 306.7 306.7 306.7 phiMn/Mu 4.47 3.10 2.71 2.38 2.10 2.01 1.95 1.92 1.90 1.89 VERTICAL SHEAR AND TORSION Vu,k 19.9 16.6 13.3 10.1 7.0 5.4 3.9 2.4 0.9 0.6 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vci,k 102.4 47.3 29.0 19.9 16.8 16.8 16.8 16.8 16.8 16.8 Vcw,k 49.1 54.6 58.9 62.1 64.5 65.3 65.9 66.3 66.5 66.5 Vc,k 49.1 47.3 29.0 19.9 16.8 16.8 16.8 16.8 16.8 16.8 Vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max 79.1 79.1 79.1 79.1 79.1 79.1 79.1 79.1 79.1 79.1 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Av,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A1,1n2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 HORIZONTAL SHEAR Ahs,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBERS AND DEFLECTIONS (in) telease: 0.13 0.25 0.34 0.41 0.46 0.47 0.49 0.50 0.50 0.51 Erect. : 0.22 0.43 0.59 0.71 0.80 0.83 0.86 0.87 0.89 0.89 Final 0.08 0.14 0.16 0.17 0.16 0.16 0.16 0.16 0.16 0.17 I I SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP SHEAR AND TORSION ANALYSIS ( Data file : 228-1SD ) VERTICAL SHEAR AND TORSION ( Ref: Zia & Hsu, ASCE Convention, 1978) Loc, ft> 0.79 2.00 3.00 4.00 8.00 10.00 11.00 12.00 13.00 14.00 Vu,k 36.8 36.1 15.5 14.9 12.6 1.9 2.5 3.0 3.6 4.2 Mu,k-ft 22.9 67.0 82.7 98.0 153.0 150.4 148.3 145.5 142.2 138.3 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 bw,in 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 Aps,in2 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 d,in 13.75 13.75 13.75 13.75 13.75 13.75 13.75 13.75 13.75 13.75 Vd,k 6.8 6.2 5.8 5.3 3.4 2.4 1.9 1.4 1.0 0.5 Md,k-ft 4.3 12.2 18.2 23.7 41.0 46.7 48.9 50.6 51.8 52.5 Vi,k 30.0 29.8 9.7 9.6 9.3 -0.5 0.5 1.6 2.6 3.7 Mmax 18.6 54.8 64.5 74.2 112.0 103.7 99.3 94.9 90.4 85.8 Mcr,k-ft 97.5 180.3 177.9 169.8 144.3 135.8 132.6 130.1 128.4 127.3 Vci,k 172.3 112.9 41.0 35.7 23.7 23.7 23.7 23.7 23.7 23.7 P-eff,k 70.5 178.6 187.2 188.4 192.3 193.7 194.1 194.5 194.8 194.9 Ycrit,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 fpc,psi 98 256 302 338 448 485 499 510 518 522 Vp,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vcw,k 55.7 66.8 70.0 72.5 80.3 82.9 83.8 84.6 85.1 85.5 V'c,k 0 0 0 0 0 0 0 0 0 0 T'c,k-£t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 /c,k 55.7 66.8 41.0 35.7 23.7 23.7 23.7 23.7 23.7 23.7 Vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tu,max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tu,min 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 AtC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AvMin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Al,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 HORIZONTAL SHEAR Vnh,k 38.1 38.1 11.4 11.4 11.4 6.3 6.3 6.3 6.3 6.3 bv,in 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 Vnh,max 5760 5760 5760 5760 5760 5760 5760 5760 5760 5760 Avh-min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahs,1n2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,1n2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lz. CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 949-644-3200 PLAN PROCESSING REQUEST ADDRESS: L i ° 04- . DESCRIPTION: egertillf Co .16421 _ SY2-1 Dot_ l c, -- -Stabwront Steue - e^cLY PLAN,CK #: t CI3- ID I 'y NEW(OTC/APC/SUBMIT) ?j 174$ ❑ RESUBMIT ( recheck / process RFI ) ❑ REVISION (delta # # of PAGES (plans pc hit. 8' xf1 BLDG STATUS: AP/PA/CO/PP EMP STATUS: AP/PA/CO/PP DEPT/DIV REVIEW NEEDED: (circle & strikeout) PW EMP HARBOR�FIRE GRADING Engineer: SU 741-A ate � �rJl> Z Comments: Qgr&^A'n12 SJa 9117-rL �i * Page 1 of 1 TAYLOR 1 2220 University Drive Newport Beach, CA 92660 Project: Number: To: From: HOAG-HVI Documentation -Bid 3160.300L Suzanne Kusik City of Newport Beach 3300 Newport Blvd. P.O. Box 1768 Newport Beach, CA 92658-8915 (949) 644-3277 (Phone) (949) 644-3250 (Fax) rive Subject: feferred: Via: Hand Purpose: For your review and comment Remarks: CC: Transmittal ID: 02682 Date Sent: 5/24/2012 Suzanne, Please refer to the attached sheets for the deferred approval the Precast Pre- stressed Concrete Planks for the Hoag Site Improvements Project plan check number #0143-2012. Thanks Brad Fowers Description of Contents Quantity Title Date Size Revision 2 Structural Sheets and Shop Drawings -- 2 Structural Calculations -• - about:blank 5/24/2012 DEFERRED APPROVAL ITEMS 1. ELEVATOR �r�� L O BUILDING INFORMATION THE EXISTING PARKING GARAGE (BLDG #38) IS A POST -TENSION CONCRETE STRUCTURE. THE EXISTING PERMITTED OCCUPANCY IS GROUP Sd (S-2 PER 2010 CBC) THE EXISTING CONSTRUCTION IS TYPE II - F.R. (TYPE I-B PER 2010 CBC) THE AREA PER PARKING TIER (FLOOR PLATE) IS 85.000 SF, THERE ARE 5 TIERS. ALLOWABLE AREA: 125,000 PER TIER FOR MAXIMUM OF B TIERS. THE EXISTING BUILDING IS PARTIALLY FIRE SPRINKLERS). THERE ARE HOSE REELS IN THE UN-SPRINIOERED PORTIONS OF THE BUILDING. SEPARATE PERMIT ITEMS 1. COURTYARD MASONRY WALLS. VINE SUPPORTS. AND WINDBREAKS 2 NEW AND RELOCATED LIGHT STANDARD 3. NJ(=W fj(JD RELOCATED MONUMENT SIGN IGHT POLE SUMMARY QUANTITY MAX HEIGHT REMOVED AND RELOCATED 3 25 FT. NEW 8 10 FT. WALL SUMMARY MAX_ HE GH ABOVE FINS D GRADE MAX. OVERALL RETAINED RETAINING HEIGHT WALL HEIGHT WALL TYPE TOTAL LENGTH ff 1. COURTYARD MASONRY WALLy(RETAl I 90 FT. 8 2 FT. 10 FT. 2. WINDBREAK WALLS NS 32 FT. 7 FT. (- 3. SEAT WALLS 207 FT. 18 IN. - 1) N SITE MA PA SILL HOSPITAL ROAD EMERGENCY OEM'. - ELEVATOR POWER WEST MI Intmci TONER PROJECT AREA — FICANTER PACIFIC COAST HWY. 13 n PYMINGSTRUCTUIE TA ENTRMICE <N> HOAG MEMORIAL HOSPITAL PRESBYTERIAN One Hoeg Drive. Ne pon Rainy, Ca 92888 HEART AND VASCULAR INSTITUTE SITE IMPROVEMENTS TITLE SHEET CITY S BMITYALM QA P414 CHECK RESUBM?AL SI PWI CHECK RESUBMTAL e2 Q BO SET ADDEAC 1M 01 OWKERRECUESTED Env15I014 ? eE SET /& PLAN CHECK RESIBMIRAL R2 PLAN O.EPX Res me-5* ww e *0143.2012 3160.300 wn OHM REGIER M RODRIGUES aviEll G0.00 014 31 21•, El General Conformance Confirmed ❑ Make Corrections Noted ❑ Revise and Resubmit Job: 125925 Hoag Hospital HVI Site Improvements Reviewed By: Jon Hustedt, BSD Builders, Inc. This submittal has been reviewed for general conformance with the Contract Documents. Any markings by BSD Builders, Inc. should not be construed as the opinion of the Designer of Record, nor shall any markings made here relieve the contractor from compliance with the Contract Documents and Specifications. DTAtIcia UD &GAINES SUBMITTAL REVIEW Noted Butknt Spend'sd {tram Make CarrwttloM Noted Revise end Resubmit Re,ubneaai Vol Required Rejected Review le fot genera+ '»*tnis ae with design concept end compliance with tit contractztxximenta. Markings or txinwnsnts sr,ata not be construed es reaming Me "anoaelot from oomp9ance olth tt; project mewing* srat Ipealllcetlors no, ,lepertwe there from, me contractor termini teeporitibin to details end accuracy lot **Miming end correlating � QIst*laa and dimensions at for ins selection nit fabricatiProcesses. MOMtques of latently, coordination of rtis work was that of at oasts trades and for performing his wort In ■ sale matnsr ❑ electrc Kerwwud G. O Q Cara 0 Other 411 Ott *Me tea Bever awl 1411 Size. **whi s at i/s, Moped SUBMITTAL REVIEW X NC EXCEPTION NOTED J SUt91df' SPECIFIED ITEM ❑ MAKE CORRECTIONS NOTED '] REVISE AND RESUB1.117 Checking is for general conformance refit' design concept end comphanoe anth the Contract Documents "Aark'ngs o comments sna i sot be consmhed as relieving the Contractor from corapiance with the Contract Documents ens Specifications nor depa':tare therefrom, The Contractor rerna -s -espons hie for deta,a and accuracy confirming and correlating quenches and simensbre and for file selections of 'ahii:a:ion processes and techniques of assembly and for pedo,ming the work in a sale manner. Distribution of documents by the General Contractor stall constitute his approval in accordance wch me requvefienne e' the Speoillcaeons_ TAYLOR hoa Exterior Improvements Spec. Section sequence a PM Date 03300 04Rit MP 5/22/12 Submiealt ARCKITECTURE PLANNING. 1'ITERIGR DESIGNN Reviewed By RI< Date 5/22/2012 aim mum "'Hanson HEIDELBERGCEMENTCaoup Hanson Structural Precast 13131 Los Angeles Street Irwindale, CA 91706 Tel 626-982-8751 Fax 626-982-8752 License No. 437987 www.hanson.com May 21, 2012 Justin Scholz Submittal #2 Lyn/Mar Company Email justinlynmar@hotmail.com 714-920-7607 Regarding: Hoag Hospital Bridge Expansion Hanson Job No. 228 Dear Justin, We are transmitting the following re -submittal for your approval. Please return one (1) approved copy for our files. • Hanson Structural Precast drawings C-0, E-1 (both Rev 1) • Spancrete Schedule and Cut Sheet ■ Hanson Structural Precast design calculations dated 4/30/12 (Rev 1) A delivery/installation date of July 18, 2012 has been established for the above referenced project. In order for this delivery/installation date to be maintained, the above -transmitted drawings must be approved and received at our office by June 1, 2012. Your approval will allow us to start manufacturing your products. If you are unable to meet this approval date, a new delivery/installation date will be established when approved drawings are received. Sincerely, HANSON STRUCTURAL PRECAST Greg m1 Proje Coordinator "'Hanson HEIDELBERGCEMENTGroup Hanson Structural Precast SPECIFICATIONS „rr.ra.rar NPiESRIl 111914 1WalitINC MIL MIA A776Ib so e mn.i�awa &Mt Pawl PRESIKIWG CAWS WI %UM WM Came ISM AMINO Cerealati VW. Wm 4.1400 CaatIle Mint WPWIACOIESAIS et AI. COES PO tERTROPIne Intl CM. MC Cna SHEET INDEX Co COVER COMET E, EHECTICM PLAN t DETAILS Yt SPANCRETE SCNEDDLE to t?Lit' FmNt I o DESIGN SCHEDULES [Job Letter= 'NH' 1 SPANCRETE DESIGN SCHEDULE in wi WW1 own. um I MIMEO anlION m pry. saw ABBREVIATIONS Imfrox 411711.71 ass Yours ▪ itftw CinUthe CmanttWorrillt Wet Dwim switlirg tedli row • Wet. hal M▪ VOs Owns WI •.... War Rtirwa ItwrIOSIO froars W W IOW um WWI *OWN LEGEND 1_0 .rm .. Wr�a.a I tiuiu Q wua —I W. . cni W!MY .ww•+arr WwWWWWWW 1G�ra..+..rwrr.. N._�...rwa.wr rrr C —u BL — ..w G - P S — SF —..r SP — — $5 — .rr ST — •" Tr -- OSMOTIC wp— rrr Product Designations GENERAL NOTES M_ W.r anat., awn. MAW Wwwilfirr wick" Irdshilt awirwcwINI staurbaw raw. le row Mk 11.41•11WW • Miotpwc•WIL WW1, wag.= Ewa b. WW1 Pawls., e.rr err rw..a5.r::.. Lat.wcied'Ir'ilbutime""nten."."...dtrrprOrib"w• •Ey®W/.w.rr "r. Wow wr.. semi madN Mar M.w.r earl .r.wwr M1P.W WWI ` ......� aT .Srr •=r.ra.. Cade w.ran van ..... W a.tea r..rrN...+W raw r...,rr.r....a..r.ar W..w me n is wt.), .r..'. aaa'b. *MSnostssWia.arr �.� as •dw.n mme•WWWw IMPEOWNIII NIT label �uNdY4ra. .iaiw--+rr..r.wr a.w.-Walt COVER SHEET z as 6 w m a a. g Ou o a g 3 Zx Lg LOWY MINIM mu VW 228 �ao 4 xa Jr sap tar Ma• ti d _ 1 j/ m 0 0 / 3.e R+FOY JYia.ma t 81 PARTIAL PLAN AT EXISTING WEST BRIDGE PLANK LAYOUT NOTE NFESTRUCTURaLVMS. FOR RSNFORUN1 ANOmfiRNwO- NOT SHOWN ON MIS MC A. Mx,] me Yy TOPS Si Bid fI SECTION A ate Palatial Wallasey Ja We Ytl I Pi 6 aery Or. Se. Ma e� NOTwN9n RaiyiY sN Mutton Mg a Epagr u.-' Towing s.. awmrNFPI Fs brol span / (NOT Rrnsn, plj �.� ,___ ... m J—Tyy • a 1 ..a Fa Vie iJ.f Pi llnm 3IF=l01INq nag .Su Pa•MFRI M1i I•a SECTION B ssJ 9 ECTlON PLAN IL --1M" = 1'-0" • OOP MIP• 228 E-1 , PlankList Report For: 228 HOAG HOSPITAL BRIDGE EXPANSION. MK N-1 yB NGTt+ _ yB/ Q MK N-2 LENGTH MK B-✓ iN-3 CUT PLANK TYPE LENGTH MK N--6_ EGEND B - 1 B-3 LENGTH A\MK l�k B - 5 LENGTH HorR SPANCRETE SCHEDULE SED JOB LETTER; " NH " TOPPING = 4" HAMMOCK CODE AUTHORITY 2010 C.B.C. ALL PLANK ARE 3'- 4" WIDE U.N.O. IN ( CUT WIDTH )' f'c = 4000 P.S.L HARDROCK f'ci = 3000 P.S.L FOR 3/8" STRAND AND 3000 P.S.L FOR 1/2" ST'RAND 4000. P.S.I.. NOTES 1. STRAND DATA: 5/16" A = 250 K Pl = 10.15 K 3/8" fU = 270K Pl= 16.10 K 1/2",O = 270 K PI = 28.90 K 2., BOTTOM STRAND COVER G1 = 1" C2 = 1 1/8" C3 = 1 1/2" C4 = 2" 3. ALTERNATE STRAND DESIGN OF EQUIVALENT FORCE MAY BE USED. 4. * INDICATES SPECIAL CUT SHEET - REFER TO JOB ENVELOPE I mark Grizzle, Jerry DAM ....- Report Generated: 5JT J{l012 &04:0I A CHECKED: DATE:. Sob No 228 DATE: Cover Page SPANCRETE SCHEDULE Job 228 Letter: NH Name HOAG HOSPITAL BRIDGE EXPANSION PRODUCTION INFORMATION [ CUT PLANK DOIENSIONS QUANTITY PER SHEET Total Strand Pattern Rev. Mark Qp Thfc Length Bottom Top Design 111 2 Total Plank 2 Revisions DRAWN: Grizzl • 12 29L10 8412 Total Kerala* = 0 PCs. DATE: SI R C4 3" x 2/8" x3'- 2" 2" x 1/8" x Cut Cat Width Type El El E9 itorolath Quantity Per Level CHECKED I1i DATE: ReportGeatrated: 5/21/2012 8:00:04 After Jab No. 228. 4 0 0, 0 0 0 0 0 b 0 MAY $1 Zola DATE: Page I of 12" Spancrete 29'-10" 11 { 1 11 1 -- 1_ 4'"6 4'-6" Grout Cells wl #4 Rebar 4 �� I Grout All Other Cells Grout 6" From Each End Grout Embed Plate See Detail /`,.,`_F Mk SCO1 (Each End) SECTION A ®.r ®w®®®ssn Embed Plate •a MKSCO1 �®®,_ r saris. 1'_0" «rye DETAIL 1 MAY S X. rumor t+cr1" "NH" JOB LETTER S-Q1 Job HOAG HOSPITAL ■om fm»=sr':e°`Mo,sSt 11 For Spancrete Cut Sheet insHanson 8972 c.: ,:„.. „,.;,r,; Hanson Structural Precast niaA' draft""`"'raft""�°c@"tate`o�" - - Job No 228 Des By ? Dwn By JG Ckd By Date 5103/12 Sht 01 of 01 HANSON STRUCTURAL PRECAST CALCULATIONS FOR HOAG HOSPITAL BRIDGE EXPANS DESIGN CRITERIA: FIRE: BUILDING TYPE: STR. FRAME: FLOOR -ROOF: SEPARATION: CONCRETE: PLANK: TOPPING: LOADING: LIVE: DEAD: TYPE V NONE NONE NONE 4000 psi HR 4000 psi 4" HR N 100 psf PEDESTRIAN HL-93 TRUCK LOADING SELF WEIGHT + TOPPING SUBMITTAL REVIEW MNOEXCEPTION NOTED ❑ SUBMIT SPECIAED:TEM 0 M.AKECORRECTiGNS NOTED 0 REVISE AND RESUBMIT Checking s for genera'. conformance with ces:gn concept and compliance enlb ;F.e Coatract Doewnents. Marktios or comments shall not be construed as relieving fie Contractor from cone pllance with Ine Contract Documents and Specificattns nor cepa:lu e ihaefrom_ TTie Contractor remains respoos!bie to: de'a.c end accuracy con'rang and a «salt g oaanntes and dimensions and for :he selecllops c! fabrication processes and techr.:ques of assembly and to' per'orming :he Wcxk _n a safe manner. Dlsinhuion of documents by the General Contractor snail coesetu:e his approval en accordance with the regavements er the Speclfioatlons_ (z,f t►sET1 PLANK TO tE6vti4 limit gitto Exceptions Noted Submit Spadtheo risen ❑ Make Con•uuticwat Noted and fteetnin O Resittereltsi root Reputed Rejb4ted Revere is Vol general .....&+.sine with design conexpl and compliance *VI the rontrecdOorumenta, Marino or cornmeal; shall ;sot be construed et relieving the tvantrector fruen compliarioo Airth IPC protect crvainge mrf weriecaVona ter aperture dicere froro. find contactor remains refedgreble 5oe details end accusa^f no conferrer, and correlating guanteles and dS.mnadens end Rtr the Se-eotion Ut fabrication prooeesse, techniques of assembly. cxtordinatwn of 'its WOO; with that of ek Other tredve and far pedonnkhg the work in a sok: manner IY S'auaa,ral a Plumbing Cl Mechanical 0 Ceri U €tactical © ono kovkrwed ley ■rrTMA0 AYNES I SUBMITTAL REVIEW TAYLOR ARCHITECTURE. PLANNNING, INTERIOR DESIGN Rev le:aee By RK. _... _... Date 5122/2012 -_ 4/30/12 EDP GOVERNING AGENCY: CITY OF NEWPORT BEACH GOVERNING CODE: 2010 CBC SPECIAL PLANT INSPECTION: NO SPANCRETE JOB: 228 TOTAL PAGES: 13 RESUBMITTED FOR APPROVAL MAY 21 2012 TO MANUFACTURING NOT SPECIFICATIONS HOAG HOSPITAL BRIDGE EXPANSION 4/30/2012 HANSON STRUCTURAL PRECAST CERTIFIES THAT ITS PRODUCTS ARE PRODUCED WITH MATERIALS CONFORMING TO AND / OR UNDER THE AUSPICES OF THE FOLLOWING: MATERIALS: STEEL: REINFORCING STEEL: REINFORCING STEEL: STRUCTURAL STEEL SHAPES: PRESTRESSING STRAND: WELDED WIRE FABRIC: DEFORMED WWF: ANCHOR BOLTS: CONCRETE: CEMENT: NATURAL AGGREGATE: LIGHTWEIGHT AGGREGATE: WELDING: PLANT FILLET WELD: CAZALY FLARE -BEVEL: CAZALY FILLET WELD: APPROVALS: NO IAS ICC-ES LOS ANGELES CITY PCI CERTIFIED PLANT NPCA MEMBER PCMAC MEMBER ENGINEER REVIEWED SPECS DRAWING DATE A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M. A.S.T.M.. A.W.S. A.W.S. A.W.S. A706-00 A615-01 b GR 60 A36-05 A416-08 A185-06e1 A497-06e1 F1554-04e1 GR 36 C150-07 TYPE 2 C33-03 C330-05 A5.20-05 A5.28-05 A5.20-05 FA-183 & FA-411 ESR-2660 R.R. 23257 & PC/PSC 619 Feb-12 ,00mo 12" HOLLOW CORE PLANK 8-1/2" O 270 ksi-LL STRAND @ 2" COVER OVERALL LENGTH= 30'-0" Pc= 4000 psi Pci= 3500 psi w=141 pcf TOPPING: Pct= 4000 psi MIN. THICKNESS= 4" HOAG HOSPITAL BRIDGE EXPANSION l: MAMMA..W* ,Hanson ears JOB NO.228 DESIGNED 8W. ERIN PRATT r DATE: 5.1842 SHEET: 1 OF 9 I FILE: 226•7S 1S SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PRONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP INPUT DATA ( Data file : 228-1SE ) PROJECT DATA Project Id : HOAD HOSPITAL BRIDGE EXPANSION Task Id : HL-93 LOADING - SHEAR REGULAR PLANK PRECAST DATA Section ID : 12SC Type : HC Area,in2 325.0 Yb,in 6.20 M.I.,in4 4981 Bfl-top,in 40.00 Tfl-top,in 1.75 H,in 12.00 Bfl-bot,in 40.00 Tfl-bot,in 1.75 Web extnt,in: 40.00 Shear wid,in: 17.00 Stems, No. 1 top wid,in : 17.00 bot wid,in : 17.00 'T/S, in 1.56 6x2y,in3 0.00 xl,in 0.00 yl,in 0.00 LOAD MULTIPLIERS DL Factor : 1.200 LL Factor : 1.600 Self Weight At Release : 1.000 At Final : 1.000 Bearing : 1.150 SPAN DATA Overall Len Support Loc Release Final Trib. wid Location Exposure . 30.00 ft Left,ft Right,ft . 0.00 0.00 . 0.17 0.17 1.67 1.67 : INTERIOR : INTERIOR ALLOWABLE CONCRETE Release Prec-top Bottom Final Topg-top Prec-top Bottom Comp, psi 2100.0 2100.0 1800.0 1800.0 1800.0 STRESSES Tens, psi -355.0 - 177.5 - 379.5 - 379.5 -379.5 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg At erection Self wt Prestress Final Self wt Prestress S.D.L. Topg wt 1.85 1.80 2.70 . 2.45 3.00 0.00 CONCRETE DATA Precast fct,psi f'ci,psi Wc,pcf Ec,ksi Eci,ksi fct,psi ecu Topping f'ct,psi Wct,pcf Ect,ksi PHI FACTORS Flexure Shear Concrete Steel Bearing 4000 3500 141 3494.4 3268.7 0.0 0.0030 4000 145 3644.1 0.90 0.75 1.00 1.00 0.65 1.85 MISCELLANEOUS DATA 1.80 Shoring : NONE 2.40 Transformed: YES 2.20 Recapture : NO 3.00 Comp shear : YES 2.30 Bi-Linear : YES TOPPING DATA Dimension Topg,in/Gap,in Ecc., in : Width 40.00/ 0.08 Thickness : 4.00/ 4.00 for 30.00 ft 0.0 OPENING DATA None LOADING DATA DL 0.318 k/ft DL 0.161 k/ft L 8.340 k iL 8.340 k at 0.00 ft at 0.00 ft at 12.00 ft at 18.00 ft to 0.318 k/ft at 30.00 ft to 0.161 k/ft at 30.00 ft Ecc,in Description 0.00 Self Weight 0.00 Topping Weight 0.00 HL-93 CARRAIGE 0.00 HL-93 CARRAIGE PRESTRESSED STRAND DATA 3 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PTTONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP Losses : PCI Strand ID: 1/2-270K-LL Area,in2 : 0.153 Dia,in 0.500 Ld Mult 1.00 Loss at release at final Hrs to release Days to topping Days to Comp DL . 0.0% . 0.0% . 24 30 60 Fpu,ksi : 270.00 Fpy,ksi : 243.00 Eps,ksi : 28500 Rel Hum : 65% PRESTRESSED STRAND PATTERN DATA Strands : 8.00 Type : LOW RELAXATION Profile : STRAIGHT Pull : 0.70*fpu = 28.9k /Str Template: 8 at 1.25 in 12 at Strand Patterns Left: 8.00 at 2.25 in Right : Equivalent to left end pattern Y-cg,in : Left= 2.25 1.75 in 12 at 2.25 in STRAND GROUPS, SHIELDING AND PULL DATA Group No. of Strand Height,in Pull No Strands Left----Depr---Right Frac 1 2.00 2.25 2.25 2.25 0.70 2 2.00 2.25 2.25 2.25 0.70 3 2.00 2.25 2.25 2.25 0.70 4 2.00 2.25 2.25 2.25 0.70 Shielding,ft Left ---Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type ENDS ENDS ENDS ENDS REBAR DATA TENSION STEEL ^s,ksi : 29000 Fy,ksi : 60 Fs,ksi : 30 SHEAR STEEL Fy,ksi . 60 REBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi 60 Length,in : 0.00 Theta,min : 0.00 Nu/Vu Width, in Theta, max : 0.200 0.00 0.00 Dist to Brg,in 0.00 Theta,increment : 0.00 4 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP DESIGN SUMMARY ( Data file : 228-1SE ) Loc, ft> 0.79 2.00 3.00 4.00 8.00 10.00 11.00 12.00 13.00 14.00 REINFORCED CHECK POINT SECTION PROPERTY DATA Zone 1 1 1 1 1 1 1 1 1 1 A,in2 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 I,in4 5114 5114 5114 5114 5114 5114 5114 5114 5114 5114 Yb,in 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 Ic,in4 12295 12295 12295 12295 12295 12295 12295 12295 12295 12295 Ybc,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 RELEASE STRESSES (psi) Total (Prestress + Self-wt) Top -69 -179 -137 -87 70 123 142 158 169 175 Bottom 575 1461 1472 1423 1267 1215 1196 1180 1170 1163 Losses 5.7% 5.7% 5.5% 5.4% 4.9% 4.8% 4.7% 4.7% 4.6% 4.6% FINAL STRESSES (psi) Total (Prestress + All LL + LL) Topping 38 113 175 236 483 606 668 730 730 730 Top -26 -40 57 158 498 629 685 734 750 760 Bottom 429 1049 957 817 315 101 2 -90 -105 -114 Losses 19.6% 19.6% 19.1% 18.5% 16.9% 16.3% 16.1% 15.9% 15.8% 15.7% JLTIMATE STRENGTH Mu,k-ft 13.4 39.1 59.6 79.6 153.7 187.3 203.2 218.6 220.0 220.9 Msc,k-ft 71.2 174.4 206.6 233.0 306.6 306.6 306.6 306.6 306.6 306.6 Mor,k-ft 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 570.2 pMn,k-ft 71.2 174.4 206.6 233.0 306.6 306.6 306.6 306.6 306.6 306.6 phiMn/Mu 5.30 4.46 3.47 2.93 2.00 1.64 1.51 1.40 1.39 1.39 VERTICAL SHEAR AND TORSION Vu,k 21.5 20.8 20.3 19.7 17.4 16.2 15.6 15.1 1.2 0.6 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vci,k 172.2 112.6 76.4 57.4 29.7 24.1 23.7 23.7 23.7 23.7 Vcw,k 55.7 66.8 70.0 72.5 80.3 82.9 83.8 84.6 85.1 85.5 Vc,k 55.7 66.8 70.0 57.4 29.7 24.1 23.7 23.7 23.7 23.7 Vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Av,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Al,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 HORIZONTAL SHEAR Ahs,1n2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,1n2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBERS AND DEFLECTIONS (in) 'e1ease: 0.05 0.13 0.19 0.25 0.41 0.46 0.47 0.49 0.50 0.50 Erect. : 0.08 0.22 0.33 0.43 0.71 0.80 0.83 0.86 0.87 0.89 Final 0.04 0.12 0.18 0.22 0.30 0.31 0.31 0.31 0.31 0.31 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida *ONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP INPUT DATA ( Data file : 228-1SA ) PROJECT DATA Project Id : HOAD HOSPITAL BRIDGE EXPANSION Task Id : HS-20 MIDSPAN PRECAST DATA Section ID : 12SC Type : HC Area,in2 325.0 Yb,in 6.20 M.I.,in4 4981 Bfl-top,in 40.00 Tf1-top,in 1.75 H,in •• 12.00 Bfl-bot,in 40.00 Tfl-bot,in : 1.75 Web extnt,in: 40.00 Shear wid,in: 17.00 Stems, No. 1 top wid,in : 17.00 bot wid,in : 17.00 V/S,in 1.56 Sx2y, i,n3 0.00 xi,in 0.00 yl,in 0.00 LOAD MULTIPLIERS DL Factor : 1.400 LL Factor : 1.700 Self Weight At Release : 1.000 At Final : 1.000 Bearing : 1.150 SPAN DATA Overall Len Support Loc Release Final Trib. wid Location Exposure . 30.00 ft Left,ft Right,ft 0.00 0.00 . 0.17 0.17 1.67 1.67 : INTERIOR : INTERIOR ALLOWABLE CONCRETE STRESSES Release Comp,psi Prec-top 2100.0 Bottom 2100.0 Final Topg-top 1800.0 Prec-top 1800.0 Bottom 1800.0 Tens, psi -355.0 - 177.5 - 379.5 - 379.5 -379.5 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg At erection Self wt Prestress . Final Self wt Prestress . S.D.L. Topg wt 1.85 1.85 1.80 1.80 2.70 2.45 3.00 0.00 2.40 2.20 3.00 2.30 CONCRETE DATA Precast f'c,psi . 4000 f'ci,psi : 3500 Wc,pcf 141 Ec,ksi 3494.4 Eci,ksi 3268.7 fct,psi 0.0 ecu 0.0030 Topping f'ct,psi 4000 Wct,pcf 145 Ect,ksi 3644.1 PHI FACTORS Flexure Shear Concrete Steel Bearing 0.90 0.85 1.00 1.00 0.85 MISCELLANEOUS DATA Shoring : NONE Transformed: YES Recapture : NO Comp shear : NO Bi-Linear : YES TOPPING DATA Dimension Topg,in/Gap,in Ecc., in : Width 40.00/ 0.08 Thickness : 4.00/ 4.00 for 30.00 ft 0.0 OPENING DATA None LOADING DATA DL 0.318 k/ft DL 0.161 k/ft ' LL 8.000 k at 0.00 ft to at 0.00 ft to at 15.00 ft 0.318 k/ft at 30.00 ft 0.161 k/ft at 30.00 ft Ecc,in Description 0.00 Self Weight 0.00 Topping Weight 0.00 HS-20 AXLE PRESTRESSED STRAND DATA Losses : PCI Loss at release : 0.0% Fpu,ksi : 270.00 6 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PRONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BX EDP Strand ID: Area,in2 : Dia,in . Ld Mult . 1/2-270K-LL 0.153 0.500 1.00 at final . Hrs to release . Days to topping : Days to Comp DL : 0.0% 24 30 60 Fpy,ksi : 243.00 Eps,ksi : 28500 Rel Hum : 65% PRESTRESSED STRAND PATTERN DATA Strands : 8.00 Type : LOW RELAXATION Profile : STRAIGHT Pull : 0.70*fpu = 28.9k /Str Template: 8 at 1.25 in 12 at Strand Patterns Left: 8.00 at 2.25 in Right : Equivalent to left end pattern Y-cg,in : Left= 2.25 1.75 in 12 at 2.25 in STRAND GROUPS, Group No. of No Strands 1 2.00 2 2.00 3 2.00 4 2.00 SHIELDING AND PULL DATA Strand Height,in Left----Depr---Right 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 Pull Frac 0.70 0.70 0.70 0.70 Shielding,ft Left ---Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type ENDS ENDS ENDS ENDS REBAR DATA Es,ksi : 29000 TENSION STEEL Fy,ksi : 60 Fs,ksi : 30 SHEAR STEEL Fy,ksi : 60 .tEBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi 60 Length,in : 0.00 Theta,min : 0.00 Nu/Vu Width, in . Theta, max : 0.200 0.00 0.00 Dist to Brg,in 0.00 Theta,increment : 0.00 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PRONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP DESIGN SUMMARY ( Data file : 228-1SA ) Loc, ft> 2.00 4.00 6.00 8.00 10.00 11.00 12.00 13.00 14.00 15.00 REINFORCED CHECK Zone 1 A,in2 333.8 I,in4 5114 Yb,in 6.10 Ic,in4 12295 Ybc,in 8.73 POINT SECTION PROPERTY DATA 1 1 333.8 333.8 5114 5114 6.10 6.10 12295 12295 8.73 8.73 1 1 1 333.8 333.8 333.8 5114 5114 5114 6.10 6.10 6.10 12295 12295 12295 8.73 8.73 8.73 1 1 1 1 333.8 333.8 333.8 333.8 5114 5114 5114 5114 6.10 6.10 6.10 6.10 12295 12295 12295 12295 8.73 8.73 8.73 8.73 RELEASE STRESSES Total (Prestress Top -179 Bottom 1461 Losses 5.7% (psi) + Self-wt) -87 0 1423 1336 5.4% 5.1% 70 1267 4.9% 123 1215 4.8% 142 1196 4.7% 158 1180 4.7% 169 175 177 1170 1163 1161 4.6% 4.6% 4.6% FINAL STRESSES (psi) Total (Prestress + All Topping 54 113 Top -65 105 Bottom 1117 959 Losses 19.6% 18.5% LL + LL) 172 232 291 320 261 390 493 535 770 605 465 403 17.6% 16.9% 16.3% 16.1% 350 571 348 15.9% 380 600 299 15.8% 409 622 255 15.7% 439 638 219 15.7% JLTIMATE Mu,k-ft Msc,k-ft Mork-ft pMn,k-ft phiMn/Mu STRENGTH 29.5 59.3 174.4 233.0 570.2 570.2 174.4 233.0 5.90 3.93 86.3 110.6 284.6 306.6 570.2 570.2 284.6 306.6 3.30 2.77 132.3 306.6 570.2 306.6 2.32 142.1 306.6 570.2 306.6 2.16 151.3 306.6 570.2 306.6 2.03 159.7 306.6 570.2 306.6 1.92 167.5 306.6 570.2 306.6 1.83 174.7 306.7 570.2 306.7 1.76 VERTICAL SHEAR AND TORSION Vu,k 15.5 14.2 12.8 Tu,k-ft 0.0 0.0 0.0 Vci,k 108.9 53.8 35.3 Vcw,k 47.4 51.4 54.5 Vc,k 47.4 51.4 35.3 Vs,k 0.0 0.0 0.0 Vs,max 79.1 79.1 79.1 Tc,k-ft 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 Av,in2/ft 0.00 0.00 0.00 Al,in2 0.00 0.00 0.00 S-Max,in 9.00 9.00 9.00 HORIZONTAL SHEAR Ahs,in2/ft 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 11.5 0.0 26.2 56.9 26.2 0.0 79.1 0.0 0.0 0.00 0.00 9.00 10.2 0.0 20.7 58.8 20.7 0.0 79.1 0.0 0.0 0.00 0.00 9.00 9.5 0.0 18.6 59.4 18.6 0.0 79.1 0.0 0.0 0.00 0.00 9.00 8.8 0.0 16.9 60.0 16.9 0.0 79.1 0.0 0.0 0.00 0.00 9.00 8.1 0.0 16.8 60.4 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 7.5 6.8 0.0 0.0 16.8 16.8 60.6 60.7 16.8 16.8 0.0 0.0 79.1 79.1 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 9.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBERS AND DEFLECTIONS (in) '.elease: 0.13 0.25 0.34 Erect. : 0.22 0.43 0.59 Final 0.16 0.29 0.37 0.41 0.46 0.71 0.80 0.43 0.46 0.47 0.83 0.47 0.49 0.86 0.48 0.50 0.87 0.48 0.50 0.89 0.49 0.51 0.89 0.49 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida nTTONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP INPUT DATA ( Data file : 228-1SC ) PROJECT DATA Project Id : HOAD HOSPITAL BRIDGE EXPANSION Task Id : PEDESTRIAN WALKWAY PRECAST DATA Section ID : 12SC Type : HC Area,in2 325.0 Yb,in 6.20 M.I.,in4 4981 Bfl-top,in 40.00 Tfl-top,in 1.75 H,in •▪ 12.00 Bfl-bot,in 40.00 Tfl-bot,in 1.75 Web extnt,in: 40.00 Shear wid,in: 17.00 Stems, No. 1 top wid,in : 17.00 bot wid,in : 17.00 V/S,in 1.56 Sx2y,in3 •0.00 xl,in 0.00 yl,in 0.00 LOAD MULTIPLIERS DL Factor : 1.400 LL Factor : 1.700 Self Weight At Release : 1.000 At Final : 1.000 Bearing : 1.150 SPAN DATA Overall Len Support Loc Release Final Trib. wid Location Exposure . 30.00 ft Left,ft Right,ft . 0.00 0.00 . 0.17 0.17 1.67 1.67 : INTERIOR : INTERIOR ALLOWABLE CONCRETE Release Prec-top Bottom Final Topg-top Prec-top. Bottom Comp,psi 2100.0 2100.0 1800.0 1800.0 1800.0 STRESSES Tens,psi - 355.0 -177.5 CAMBER AND DEFLECTION W/o Topg At erection Self wt 1.85 Prestress 1.80 Final Self wt Prestress . S.D.L. Topg wt 2.70 2.45 3.00 0.00 -379.5 - 379.5 - 379.5 MULT. W/ Topg 1.85 1.80 2.40 2.20 3.00 2.30 CONCRETE DATA Precast fcc,psi f'ci,psi Wc,pcf Ec,ksi Eci,ksi fct,psi ecu Topping f'ct,psi Wet,pcf Ect,ksi PHI FACTORS Flexure Shear Concrete Steel Bearing 4000 3500 141 3494.4 3268.7 0.0 0.0030 4000 145 3644.1 0.90 0.85 1.00 1.00 0.85 MISCELLANEOUS DATA Shoring : NONE Transformed: YES Recapture : NO Comp shear : NO Bi-Linear : YES TOPPING DATA Dimension Topg,in/Gap,in Ecc., in : Width 40.00/ 0.08 Thickness : 4.00/ 4.00 for 30.00 ft 0.0 OPENING DATA None LOADING DATA DL DL )L LL 0.318 k/ft 0.161 k/ft 0.333 k/ft 0.100 ksf at at at fr 0.00 ft to 0.00 ft to 0.00 ft to 0.00 ft to 0.318 k/ft at 30.00 ft 0.161 k/ft at 30.00 ft 0.000 k/ft at 30.00 ft 30.00 ft Ecc,in Description 0.00 Self Weight 0.00 Topping Weight 0.00 EX CONCRETE 0.00 PEDESTRIAN LL PRESTRESSED STRAND DATA SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.la by LEAP Software Inc., Tampa, Florida PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP Losses : PCI Strand ID: 1/2-270K-LL Area,in2 : 0.153 Dia,in 0.500 Ld Mult 1.00 Loss at release : at final . Hrs to release . Days to topping : Days to Comp DL : 0.0% 0.0% 24 30 60 Fpu,ksi : 270.00 Fpy,ksi : 243.00 Eps,ksi : 28500 Rel Hum : 65% PRESTRESSED STRAND PATTERN DATA Strands : 8.00 Type : LOW RELAXATION Profile : STRAIGHT Pull : 0.70*fpu = 28.9k /Str Template: 8 at 1.25 in 12 at Strand Patterns Left: 8.00 at 2.25 in Right : Equivalent to left end pattern Y-cg,in : Left= 2.25 1.75 in 12 at 2.25 in STRAND GROUPS, Group No. of No Strands 1 2.00 2 2.00 3 2.00 4 2.00 SHIELDING AND PULL DATA Strand Height,in Pull Left----Depr---Right Frac 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 2.25 2.25 2.25 0.70 Shielding,ft Left ---Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type ENDS ENDS ENDS ENDS REBAR DATA TENSION STEEL ss,ksi : 29000 Fy,ksi : 60 Fs,ksi : 30 SHEAR STEEL Fy,ksi : 60 REBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi 60 Length,in : 0.00 Theta,min : 0.00 Nu/Vu Width, in Theta, max : 0.200 0.00 0.00 Dist to Brg,in 0.00 Theta,increment : 0.00 Io SPANCRETE OF CALIFORNIA PHONE: (626) 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.1a by LEAP Software Inc., Tamp T'TONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813- 962-8751 a, Florida 985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP DESIGN SUMMARY ( Data file : 228-1SC ) Loc, ft> 2.00 4.00 6.00 8.00 10.00 11.00 12.00 13.00 14.00 15.00 REINFORCED CHECK POINT SECTION PROPERTY DATA Zone 1 1 1 1 1 1 1 1 1 1 A,in2 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 333.8 I,in4 5114 5114 5114 5114 5114 5114 5114 5114 5114 5114 Yb,in 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 6.10 Ic,in4 12295 12295 12295 12295 12295 12295 12295 12295 12295 12295 Ybc,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 RELEASE STRESSES Total (Prestress Top -179 Bottom 1461 Losses 5.7% (psi) + Self-wt) -87 1 1423 1336 5.4% 5.1% 70 123 1267 1215 4.9% 4.8% 142 158 1195 1180 4.7% 4.7% 169 1169 4.6% 175 1163 4.6% 177 1161 4.6% FINAL STRESSES (psi) Total (Prestress + All Topping 63 122 Top 13 249 Bottom 1035 814 Losses 19.2% 17.8% LL + LL) 172 211 241 252 449 605 717 757 589 414 287 240 16.6% 15.7% 15.0% 14.8% 260 787 206 14.6% 267 807 183 14.5% 270 816 172 14.4% 272 815 172 14.4% ULTIMATE STRENGTH Mu,k-ft 39.2 75.6 Msc,k-ft 175.3 234.3 Mor,k-ft 570.2 570.2 pMn,k-ft 175.3 234.3 phiMn/Mu 4.47 3.10 105.5 286.3 570.2 286.3 2.71 128.9 306.7 570.2 306.7 2.38 146.0 306.7 570.2 306.7 2.10 152.2 306.7 570.2 306.7 2.01 156.9 306.7 570.2 306.7 1.95 160.1 306.7 570.2 306.7 1.92 161.7 306.7 570.2 306.7 1.90 161.9 306.7 570.2 306.7 1.89 VERTICAL SHEAR AND TORSION Vu,k 19.9 16.6 13.3 Tu,k-ft 0.0 0.0 0.0 Vci,k 102.4 47.3 29.0 Vcw,k 49.1 54.6 58.9 Vc,k 49.1 47.3 29.0 Vs,k 0.0 0.0 0.0 Vs,max 79.1 79.1 79.1 Tc,k-ft 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 Av,in2/ft 0.00 0.00 0.00 Al,in2 0.00 0.00 0.00 S-Max,in 9.00 9.00 9.00 HORIZONTAL SHEAR 10.1 0.0 19.9 62.1 19.9 0.0 79.1 0.0 0.0 0.00 0.00 9.00 7.0 0.0 16.8 64.5 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 5.4 0.0 16.8 65.3 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 Ahs,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 3.9 0.0 16.8 65.9 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 2.4 0.0 16.8 66.3 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 0.9 0.0 16.8 66.5 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 0.6 0.0 16.8 66.5 16.8 0.0 79.1 0.0 0.0 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CAMBERS AND DEFLECTIONS (in) release: 0.13 0.25 0.34 Erect. : 0.22 0.43 0.59 Final 0.08 0.14 0.16 0.41 0.71 0.17 0.46 0.80 0.16 0.47 0.83 0.16 0.49 0.86 0.16 0.50 0.87 0.16 0.50 0.89 0.16 0.51 0.89 0.17 11 SPANCRETE OF CALIFORNIA PHONE: (626) 962-8751 13131 LOS ANGELES STREET IRWINDALE, CA 91706 Program: Presto -V7.1a by LEAP Software Inc., Tampa, Florida PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) SHEET OF JOB NO 228 Date 5/18/11 BY EDP SHEAR AND TORSION ANALYSIS ( Data file : 228-1SD ) VERTICAL SHEAR AND TORSION ( Ref: Zia & Hsu, ASCE Convention, 1978) Lac, ft> 0.79 2.00 3.00 4.00 8.00 10.00 11.00 12.00 13.00 14.00 Vu,k 36.8 36.1 15.5 14.9 12.6 1.9 2.5 3.0 3.6 4.2 Mu,k-ft 22.9 67.0 82.7 98.0 153.0 150.4 148.3 145.5 142.2 138.3 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 bw,in 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 Aps,in2 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 1.22 d,in 13.75 13.75 13.75 13.75 13.75 13.75 13.75 13.75 13.75 13.75 Vd,k 6.8 6.2 5.8 5.3 3.4 2.4 1.9 1.4 1.0 0.5 Md,k-ft 4.3 12.2 18.2 23.7 41.0 46.7 48.9 50.6 51.8 52.5 Vi,k 30.0 29.8 9.7 9.6 9.3 -0.5 0.5 1.6 2.6 3.7 Mmax 18.6 54.8 64.5 74.2 112.0 103.7 99.3 94.9 90.4 85.8 Mcr,k-ft 97.5 180.3 177.9 169.8 144.3 135.8 132.6 130.1 128.4 127.3 Vci,k 172.3 112.9 41.0 35.7 23.7 23.7 23.7 23.7 23.7 23.7 P-eff,k 70.5 178.6 187.2 188.4 192.3 193.7 194.1 194.5 194.8 194.9 Ycrit,in 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 fpc,psi 98 256 302 338 448 485 499 510 518 522 Vp,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vci,1k 55.7 66.8 70.0 72.5 80.3 82.9 83.8 84.6 85.1 85.5 V'c,k 0 0 0 0 0 0 0 0 0 0 T'c,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 /c,k 55.7 66.8 41.0 35.7 23.7 23.7 23.7 23.7 23.7 23.7 Vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max " 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 111.6 AvC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ts,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tu,max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tu,min 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 AtC,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At,min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av+2At 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AvMin 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Av,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A1,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 HORIZONTAL SHEAR Vnh,k 38.1 38.1 11.4 11.4 11.4 6.3 6.3 6.3 6.3 6.3 bv,in 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 Vnh,max 5760 5760 5760 5760 5760 5760 5760 5760 5760 5760 Avh-min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahs,1n2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 J2.