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HomeMy WebLinkAboutB2004-0289 - MiscnRANSfrillTTAL Orange County 20532 El Toro Rd., Suite 108 Mission Viejo, CA 92692 (949) 455-0880 To: City of Newport Beach Building & Safety Department P.C. No.: 8 2 /1a - Z O 0.4 % Qt Dr pc.r calk -zo-oy Date: 7- Z /—O Project Name:,ll04-4 AthosctQ/4-4 , t'r..41m, Address: / A404-4- ,D.2,iv12' Description:.//:lu 013-4)/4.10 /4,6 Valuation: $ 40,0, Oez Plan Check Status: .41oioter2fl toll/ ctaafo/r/aclS Attn: Permit Tech We are forwarding within: 2. Set of Plans 2 Set of Structural Calculations Z Soil Report (4 4 6-77Z92.j Title 24 Energy Calculations Set of ES Reports Plan Check Correction List Approved Plan Check Correction L l 90v to a /exile AS .$iQ66C# etc.4 rnau r o,e/ Remarks: OUI VINii IAtYAklAfEn CHY OF NEWPORT BFACH, CA. VPROVAE OF THESE PLANS DOES ?OT CONSTITUTE EXPRESS OR IM _ AUTHORPZATIOH 10 C r Tg; r D r Rp+ OING iN VIOUTION OF, OR INCON TENT WEIR, THE ODD' IRO POLICIES OF THE CITY OF SEW/OOP MEACN THIS APprt 'N'F( THAT 111ESE PLANS ARE, 1M Au RESPECTS iY .U; r NG PUNS ANC ",• 11 RHO SERVESNING H RIGHT T REQRIRE AN' "' +. N RESERVES THE RIGHT T4' MENr AUTHu STRUCTURE OR IMPROVE VON, IF TH ES ° I`P 1'ANLPG OR AFTER CONSTRUG OF THE CITY Or Y .. r Uni•(NANCFS, PUNS ANO POLICIES APPLICANT'SAf,XNUrd 1O;;VM QEPART FyT (signature) P pBS--•-__.__, I NATURE , APPROVAL TO ISSUE OATS i .1 r If enclosures received are not as listed, please notify us. Thank you. CHARLES ABBOTT ASSOCIATES CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O.BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 FLAN CHECK RESUBMITTAL FORM PLAN CHECK NUMBER: CZLto —Zetv* PROPERTY ADDRESS: O$&6 F6as The attached plans do not contain any changes/revisions that would change the project design requiring additional review by a previously approved department. (Please see list below and check accordingly): ❑ Building Department Eleetrical/Mechanical/Plumbing Planning Department Public Workst.C, ❑ Fire Department ❑ General Services ❑ Utilities ❑ Harbor Resources ❑ Unsure, please route to previously approved department(s) By signing below, I certify that I have reviewed the corrected plans and that the above reported information is accurate to the best of my knowledge. I understand that I am responsible if I inaccurately report the above information, which may result in delays to the City's plan review process. thktit<4 9iritnek si2-,, Print Name / Title Signature Date **THIS FORM MUST BE FILLED OUT PRIOR TO RESUBMITTAL** Forms\PlanCheckR.e-SubmfttaMorin \5-04 CITY OF NEWPORT BEACH FIRE DEPARTMENT 3300 Newport Boulevard, P.O. Box 1768, Newport Beach, CA 92658-8915 HAZARDOUS MATERIALS QUESTIONNAIRE If the answer to any of the questions below is yes, applicant must contact the Fire Prevention Office, 3300 Newport Boulevard, P.O. Box 1768, Newport Beach, CA 92658-8915. Telephone: (714) 644-3106. Business Name Site Address oht rL. Contact Person dear' Mailing Address City gate Os- G_ Pious 1l2 Mca..'03-q- *At-04 - City Fitns 17 2?-2- NeevPv " 13etb4- YES NO Telephone 9l 5 ¢4la -7 Zip Zip 12-6-sg, Will your business activity generate Hazardous Waste in any quantity, in any physical form (solid, liquid, gas)? 2. ❑ 1:Will your business at any one time stole, use or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds or 200 cubic feet of compressed gas? 3. ❑ Ft Will your business store, use or handle Carcinogens or Human Reproductive Toxins in any amount? 4. ❑ Will your business use an existing or install an Underground Storage Tank for Hazardous Substances or Hazardous Wastes? 5. ❑tgy Will your business store, use or handle Acutely Hazardous Materials? 6. ❑ If your business will be handling Acutely Hazardous Materials, will your business be located within 1,000 feet from the outer boundary of a school? 7. ❑ Is your business identified under Item VIII of the Disclosure Requirements for Hazardous Materials? Briefly describe nature of the business activity. Printed Name of Respondent: I declare under penalty of perjury that to the best of my knowledge and belief the responses made herein are true and cot. t�z7/o4 Date Circle one: owner tenant agent lessee engineer Signature of espondent • revised 8/26/94 South Coast AIR QUALITY MANAGEMENT DISTRICT 21865 E. Copley Drive, Diamond Bar, CA 91765-4182 (909) 396-2000 AIR QUALITY PERMIT CHECKLIST for non-residential buildings only Location of Property: Ohl 14003 (1 . Company Name: ` 243 ..1414 . ,11-t Contact Person: 3 Iwo r 1 Telephone Number: 141 ?(PA— &41e-7 Zip Code Z. @S3 bineveip-e. P iT -4) Title: S P-. -PRaj ec7 k11 A4r mi) frn c Fax Number:. i 7co 4.441.4q) Type of Industry/Business: Any person applying for a non-residential building permit must complete this checklist. If you have any questions about completing this checklist, please call 1 800 388-2121 for assistance. 1. Will the building house a restaurant (with a charbroiler)? 2. Will any internal combustion engines with greater than 50 Horse Power operate at the facility? (excludes motor vehicles) 3. Will operations at the facility involve the mixing, blending, or processing of solvents, adhesives, paints or coatings? 4. Will any dust or smoke be generated at the facility? 5. Will refining of any liquids or solids be done at the facility? 6. Will any plating or coating of materials be done at the facility? 7. Will any combustion equipment rated greater than 2,000,000 Btu/hr be operated at the facility? 8. Will any acids, solvents, or motor fuel be handled or stored at the facility? 9. Will any organic liquids or gases be reacted or produced? 10. Will any ovens be used to dry or cure products at the facility? 11. Will any CFC recycling machines operate at the facility? Person Preparing this Form : Name: / <t-nmg.A7 Signature: (rint Clearly) If you have marked "No" injlj the boxes, an air quality permit isms needed at this time. This checklist is your written release. If you marked "Yes" in any of the boxes, you must contact the South Coast Air Quality Management District (AQMD). Please read the requirements on the back of the checklist. 1 800 388-2121 (FAX 1909 396-3335) [) I i NO EA [ X) [A NOTICE OF GOVERNMENT CODE SECTION 65850.2 (AB 3205) REQUIREMENTS California State Law (Govt. Code 65850.2) prohibits the Building Departments from issuing a final certificate of occupancy unless all requirements of the local air quality agency are met. All applicants are required to complete the air quality permit checklist. The checklist is designed to aid the applicant for non-residential buildings only and excludes motor vehicles. If the answer to any of the questions is "YES", the Building Department must obtain a written release from the local air quality agency verifying that the applicant is in compliance. 1. All non-residential building permit applicants must complete this checklist. 2. If the answers to ill questions are "NO", the Building Department can accept the checklist as the Written release. 3. If any questions are answered "YES", the applicant must contact the District by calling 1 (800) 388-2121 to determine whether air quality permits are required for any equipment which may be operated at the site. If the District determines that air quality permits are not required or that all requirements have been met, a written release will be issued. 4. If air quality permits are required and applications have not been submitted, the applicant must submit the necessary permit application(s) and appropriate fees before a written release will be issued. AQMD is committed to expediting all clearance letter requests. However, it may take several weeks to verify compliance with all requirements. Therefore, you are advised to contact AOMD immediately after applying for building permits. 1 800 388-2121 REVIEWED BY CONSULTANT FOR CODE COMPLIANCE REVt WEOFPLANS AND AND FOUNDSUPPORTING TO SHOW COMPLIANCE WITH TENTS HAVE HE CALIFORNIA BUILDING p CODE AS ADOPTED BYTHIS JURISDICTION. RE�MENp D SUBJECDT TO APPMIT ROVAL BY OTHER APPLEDJJPON THESE ICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN. E STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS OR BE AN APAL OF VIOLATION OF ANY PROVISONSIT OFF ANY ST T OR LOCAL 4 4J 0.erecodlortovs TMENT Ab"°"rRCIAL PLAN CHECK CORRECTION LIST 4 nlr 0/e: 7/r./o Or -tub 3N %, r'�' c�0,sq rat t3 cir~Iofr t 7/2//00-/q-to/AtelVeth 4� Plcc"�'l ',AAA., 4.2;3.4 • MAKE ALL CORRECTIONS CIRCLED BELOW • RESUBMIT ORIGINALLY CHECKED PLANS AND CALCULATIONS WITH CORRECTED PLANS • INDICATE THE LOCATION OF RESPONSE ON THIS SHEET • RETURN THIS SHEET WITH CORRECTED PLANS • FOR CHECKING STATUS OF PLANS: CALL (949) 644-3288 • DURING BUSINESS HOURS, OR MAY BE VERIFIED 24 HOURS, 7 DAYS A WEEK VIA THE INTERNET AT www.city.newport-beach.ca.us/Bulldinq/ • FOR CLARIFICATIONS ON CORRECTIONS, YOU MAY CALL THE PLAN CHECK ENGINEER OR SCHEDULE AN APPOINTMENT TO SEE HIM/HER. CODE USED: UBC 1997 FOR STAFF USE ONLY CHECKED BY: 4O CAFOGt DATE: 2 ZS" - 0 4' PHONE: CZ/4,-2000 Plan Check No. / ffo*Er D/d/PG Job Address /- 27-0a Date Filed 4.446 Z Ag0142/ .4 aP/7.4G Wit $794 0,6 Owner Phone A/X/GLLf 994-S74 /SC Architect/Engineer Phone ?YAW'S'-/r�. Const. Type -•. BUtleffiellainfa CITY OF NEWPORT BEACH, CA. "S ODES NOT rnNpguff EEPRESS al e ':AAN 4I1 1RG iN VIDUTRIE IT OF iN MI APPPCVA, rV o N. A IFEThyCIES IN DIE CITY OF iYE1YPORl RESPECTS 9N COyri ' R•N FE Thy TRESE PLANS ARE, fM AL4. luta f P Ter, 45.. tror ang rMtENr AUTHORdE[ 6 .. P I' " ^�%. STRUCTNR£ R !Mp OYt' YN]N, IF NECESSAA': f , .; lh if ! ORDiNANCEC pR AFRER CONSRRIIQ WARNING: PLAN CHECK EXPIRES 180 DAYS AFTER SUBMl r1014a1T OF Rt;yr n I iM q S UNS AND POLN IE� THIS PLAN CHECK EXPIRES ON: 7- •2 $ ..% CANRSACRNOW,Fn;Fu6N7 NR'eutikValiBO q` a sR ammo £fo expedite your project, please provide a written or oral response may delay approval. G.See corrections on submitted drawings - return red marked s 04II substantial revisions or additions must be fully clouded with-e revision m ©fwo wet signed sets are required for permit issuance. No. Stories Occupancy HERIGHT H re EQUiRE A �'i(7f RESERVES i ofproralmpas APPR3yM. TOOi CAII plan sheets and structural calculations are to be stamped and wet sign d y a licensed Civil Engineer or Architect. Company name, address and phone number must be on first sheet of calculations and on all plans sheets. All plan sheets must include project name and address in title block. PART I, GENERAL Plans and related documents, as submitted, are not complete. Additional reviewing time may be necessary upon re -submittal. Additional information and comments may be added to supplement this list. (Sec. 106.3.1). Valuation should be $ . Additional plan review fee is required and can be paid at permit issuance. Sheets M -Op PA-7 4•/6.04 are too light/dark and will not microfilm. /cDo/ roiaL plc Pe. --at NA), 13E- RC-OVID /i jtttn-a'- /s ae-- t4N w/r* 7 I`-1 tTi COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 2 of 20 40 Show on title page of drawings: e Job address and name of owner. j) Name and address of designer with wet signature. Legal description. A.,o.,V (PPto tq .t55t sale-) rd' List new, existing, converted and remodeled floor area. a! List deck area, covered porch and covered patio area. f. Show Construction type and occupancy group of building. Indicate occupant loads using occupant load factors of Table 10-A. f( Show sprinkled building for area increase, story increase, or other purpose. d Submit fully dimensioned plot plan including: Clear width of front, rear and side yards measured from property line to building face. Mertes-orrew-end centerline of street and street name and building address. Show grades around the building or structure, except minor permits. Show finished first floor elevations of all areas. S . Place of y of all recommendations onto the Plans. Wet signature is required on the report. Soil report must include corrosivity analysis with recommendations for buried pipe protection. Soil re must include liquefaction potential, No7TC .O+-fir' O,c, 3/64,1/ 343/ S'T 71 Submit truss drawings, layout plan, and calcs, wet stamped and signed by a licensed Civil Engineer '' P and reviewed and accepted by the Project Engineer with stamp and wet signature. The documents must be submitted, reviewed and approved prior to permit issuance. To avoid delay in plan check, submit calcs and drawings at first submittal. 0 Print State energy forms ENV-1, ENV-2, MECH-1, and LTG-1 on the plans. Forms must bey sionedbv the person resoonsib> g for its preparation PART II, APPROVALS d Obtain approval on plans from Planning Department, they are checking the plans concurrently. Call for status. All revised plans that change use, plot plan, height of building, or exterior of structure must be reviewed and approved by Planning Staff prior to permit issuance. vri) Contact Public Works Department concerning release status. This project must be approved by Public Works prior to issuance of Building Permit. vfy)Contact Fire Department at 644-3107 concerning release status. This project must be approved by v " Fire Department prior to issuance of Building Permit. ft OSHA permit must be obtained from the State Division of Industrial Safety for trenches or excavation 5' (1.52 meters) or deeper or building/structure over 3 stories high, or building over 36' (11 meters) high. Yl. A food service type of occupancy requires an approval letter from the County Health Department, which must be submitted before a building permit will be issued. Call 714-667-3600 for their plan check processing requirements. Note on the plans that a CALOSHA permit is required for elevators or wheelchair lifts. This may be obtained from the State Division of Occupational Safety & Health - CALOSHA Elevator Unit. Call (714) 939-7741. PART III, DISABLED ACCESS The building and facilities must be accessible to the physically disabled. Show ramps, toilet facilities, etc. (see attached Disabled Access check list) PART IV, BUILDING OCCUPANCY AND AREA ALLOWED Show on plans type of construction and the occupancy group classification of the buikfing and for each area. Refer to UBC chapters 3 (occupancy), 4 (special use), 5 (building limitations) and 6 (construction types). .on C,ry cAvtra -- rvpo Qom! A/arc,q.S a.vss t..U6 NG6K mits4GY<.4A av .a.ss ~ atr r ns a CM oat rf-t-v S" /406+ Te6,4t9' COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 3 of 20 W 9, Show purpose of sprinklers used for area increase (505.2 or 505.3) or one-hour,ggnstruction (50$),or req(]uired by UBC Chapter 9 (904.2.1 r other. Be specific for the use of wrinkling system. JAe/v£ct e. saaY ze? se ~0 ro "tic/Lean' Lean' s ca G sro SF swore:sae 7 Provide sprinkler system per (Sec. 904.2.1). ice. 6'c�Y>�ia,/ISd c,, +. t Identify on the site I n the yards used to increase allowable area of building (505.1). r'� ro U.cet /N CJ c4.c jr. Show by calculation that thactualr re area is less than the allow le area for each use. Uniform Building Code Sections 504.1, 504.2, 504.3. Ai. is over area for type of construction shown (504.1, 504.2, 504.3) Show location and indicate purpose of all fire rated walls used. Specify each type, such as, area separations, occupancy separations, type of construction separation, corridor or exit protection used. Use a legend to distinguish the difference between each. 04444' 4460-Afr 96*4 r6.4 a0.4&4 t A SSUa-rarD b/a AS"rr i+?/01 "easy a04-44 QV re/zse S <r4- 4 ,cGGC42. fc//'+C1SS AjRT V, BUILDING CODE AND CITY REQUIREMENTS rrf� Note on the drawings: "The final compaction report and soil engineer excavation inspection report must be submitted to the Building Inspector prior to foundation inspection and that City Inspector must inspect excavations before pouring any concrete? Post sign for each assembly, meeting or dining room with occupant load of 50 or more. Show Location on the floor plan. (Sec. 1007.2.6) PART VI, FIRE RESISTIVE CONSTRUCTION i. Clearly label and identify on plans all fire resistive corridors, area separation walls, shafts, occupancy separation walls and floors, exit courts less than 10' wide, and exit enclosures along with their hourly ratings (Sec. 106.3.3) Provide and show the following: Fire resistive construction assembly (cross section) view for h�� t pe rea-cep retierrwell used AG2,exrezna 404.L. flS49VSGY o.�fdC 4aiah.y A� cs, o�T. iaszv7,r a4 De.ey.Fj ,a? Fire resistive construction assembly (cro section) view -for each type of occupancy separation wall used (302.3). A! All openings to have appropriate hourly rated & labeled assemblies. Use assemblies in UBC Chapter 7, specify table and item number or provide copy of listed assembly on the plans. rV' Provide cross-section c one -hour corridor construction .(104.3.4.3.11. ) d <-LAG4/CY Co4,e✓a moos 4-2 • Co,`v<oo,Qs sF,e�a' ,a .. a U6�` h� Wok). i r' Provide cross-section of stair enclosure for it's full height. 4LSO , S Q eO07 . 71.1 Identify location and show details of vertical shaft construction and opening protection. See UBC Table 6-A and sections 304.6, 306.6 & 711. V Storage areas in connection with wholesale or retail sales shall be separated from the public area, e.g. sales areas, by a one -hour fire -resistive occupancy separation. (Sec 309.2.2) "-4 Exterior bearing and non-bearin walls must be of / hour fire resistive constr aion per Table 5-A. S4Crf7odi „Me ,004ss hear M4'4Vra tff 5 WS i</i�f,'irdey: Jaw .a0"�s • �-e. Pro ' nd show fire resistive construction assembly (cross section) view for extenor wall and ara et rotectr hen wall protection is required due to location on property or assumed property e. See ni orm Building Code Section 503.2 and Table 5A. 709.4 Ls0 ,44lfl Shlved 4•64e61hY• S i/D.V Imo%'-gri 06f Z . Projections over interior property lines are not allowed (Sec. 503.1 and 705). Projections beyond exterior walls to be non-combustible for Type I or II construction and combustible elsewhere in accordance with Section 503.2.1 and 705. Modify the plans to show no projections over property line including doors and awnings. Setback projection from property line to comply with UBC 503.2.1. 3' Modify the plans to show no openings at projecting floor, balcony, roof overhang greater than 24' adjacent to property line. Setback projection from property line to comply with Sec. 503.2.1 and Table 5-A. Or provide required wall and parapet of required hourly protection. Projecting windows not permitted closer to a property line than allowed per Table 5-A for location of openings. 4 Walls and permanent partitions in Types I and II buildings shall be of noncombustible fire resistive construction (Sec. 602.1, 603.1) COMMERCIAL PLAN CHECK CORRECTION LIST —Continued Page 4 of 20 1/ Provide hourly construction of floor -ceiling assemblies used and hourly construction of roof -ceiling assemblies used. Detail approved fire assemblies and identification numbers on plans along with the source from which they were obtained. See (Sec. 703). 1. Provide and show fire resistive construction assembly for individual member protection when required by Uniform Building Code Section 704.1 and/or 704.2.6. y{i. Detail columns fire protection per Table 7-A and specify column impact protection in garage areas (Sec. 704.2.5). �/. Structural members such as beams supporting more than one floor or roof must be individually fire protected (Sec. 704.2.6) Detail required protection. 18 Detail and reference ICBO-ES report number for horizontal fire assembly using trusses as part of the structural frame. (Sec. 704.2.8). j4 Clearly specify minimum thickness of walls and slabs to provide _ hour fire resistive rating UBC Table 7-B and 7-C. Specify minimum cover for bonded reinforcing at fire rated fioors fire rated columns, fire rated beams. Specify minimum cover for pre -stressed concrete tendons (Sec. 704.3.3). 24. Detail protection of all combustible eaves and balconies for one -hour fire -resistive construction (Sec. 705) 2/. Provide and show fire -resistive joint system used between rated floor and wall or rated ceiling and wall when required by Uniform Building Code Section 706.1 and meets UBC Standard 7-1 (706.2). Provide fire stops for double or staggered studs and concealed spaces (Sec. 708). Provide generic details. ,1 Ai 7/4., —8 V. Detail all furred ceilings as required in (Sec. 708). The hangers and assembly members of such dropped ceilings shall be noncombustible materials except that in Types III and V construction fire retardant treated wood may be used. 34f Delineate and show location of draft stops in suspended ceiling area (Sec. 708.3.1.1.2, 708.3.1.1.3, 708.3.1.2.1, 708.30102.2). Provide construction details. 7et. Draft stop suspended ceiling in wood frame floor construction every 1,000 sq. ft. (Sec. 708.3). Provide generic details. aDraft stop attics of combustible construction every 3,000 sq. ft. (Sec. 708.3 ). Provide generic details. 2 The fire resistive exterior wall construction must be maintained when passing through attic areas (Sec. 709.3.1) ?A. Show how fire resistive integrity is maintained at the floor/wall intersections to prevent vertical fire spread at exteriorwalls.(Sec. 709.3.2) 24. Provide parapets in accordance with Section 709.4.2. yr. Detail how fire resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents (Sec.709.6 & 710). Detail recessed light fixtures for the fire assembly. Fixtures must be a UL listed or ICBO approved assembly. Y. All wall, ceiling, and floor penetration protection must be shown and fully detailed on the plans. Penetration fire stop systems shall have an F rating of not less than the required rating of the wall penetrated and an F and T rating of not less than 1-hour for floor or roof ceiling assemblies. Show on the plans the listing agency and report number with installation diagram. [Sec. 709.6, 710.2, 714] 3/. Maintain hour fire resistive wall construction at built in fixtures such as mailboxes, medicine cabinets, fire extinguisher cabinets and electrical outlet panels exceeding 16 square inches in area as well as behind bathtub and shower enclosures (Sec. 709.6 or 709.7). 0. Detail all plumbing and electrical penetrations at occupancy, area, corridor or other fire separation walls or ceilings as specified in (Sec. 709.6 or 709.7). 31 Clearly identify location and hourly fire resistive rating of vertical shafts on plans. Provide construction section and detail. Show location of fire dampers and how fire resistivity will be maintained at floors and roofs. All bracing members and fasteners shall be fully detailed and specified. (Sec 711) COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 5 of 20 37 Detail factory built chimneys used with listed factory -built fireplaces in a common fire resistive shaft of the required rating and specify fire stopping around firebox opening (Sec. 711.3) p8. All fire dampered ducts and required access panels must be shown. Listing agency and report number with installation diagram must be shown/copy on the plans. Note on plans that fire damper assemblies, including sleeves, and installation procedures must be at the site for the building inspectors use. (Sec. 713.3) / Show all fire doors with frames and hardware and rated shutters. Labels for fire doors shall indicate that the temperature rise on the unexposed surface does not exceed 450° F [232° C] above ambient at the end of 30 minutes of fire exposure. (Sec. 713.3) Specify wall and ceiling finishes. Specify manufacturer and indicate flame spread rating per Table 8- B. (Section 804.10. 9pCc t yf oN PoM.oS Amer pt s . Caaiu y) ,4. Tunnel type fire -rated corridors are not acceptable unless they are shown to be braced from a protected braced wall or self bracing. Bracing members must be protected for one -hour construction. Provide complete details to verify construction. (Sec. 1004.3.4.3.1) 4D: All openings into the corridor for other than doors or ducts (glass windows or glass partitions) must be shown on the plans. Use fixed glass of 45 minute rated assembly (Sec. 1004.3.4.3.2.2) '0( Openings other than doors must not exceed 25 percent of the area of the corridor wall of the room that it is separating from the corridor. (Sec. 1004.3.4.3.2.2) 4/ Provide and Identify one -hour construction details for all corridor walls and ceilings. (Sec 1004.3.4.3) 0. Protect all interior openings in one hour corridor walls and ceilings (Sec. 1004.3.4.3.2). Door openings must be protected with a tight fitting smoke and draft control assembly having a fire rating of not less than 20 min. Doors must be maintained self -closing or automatic closing by actuation of a smoke detector (Sec. 1004.3.4.3.2.1). VAll exit stairs required to be enclosed must be two, or one -hour fire resistive construction and exit directly to the exterior or into a rated exit enclosure that leads to the exterior. (Sec. 1005.3.3, 1005.3.3.2, 1005.3.3.3, 1005.3.3.5) Provide class "A" or "B" roofing. Show roofing specification on plans or show ICBO-ES report number. (Sec. 1503, 1504 & Table 15-A) PART VII, EXITS Minimum width of the means of egress system shall be based on factors provided in Table 10-B. If the minimum required width increases along the path of exit travel based on cumulative occupant loads served, such width shall not be reduced or otherwise diminished to less than the largest minimum width required to that point along the path of exit travel. [Sec. 1003.2.3] ?: The means of egress system shall have a clear height of not less than 7 feet (2134mm) measured vertically from the walking surface to the lowest projection from the ceiling or overhead structure. [Sec. 1003.2.4] /Exit signs shall be readily visible from any direction of approach and shall clearly indicate the direction of egress travel. No point shall be more than 100 feet [30480 mm] from the nearest visible sign. All signs shall be illuminated and connected to an emergency electrical system. [Sec. 1003.2.8.2, 1003.2.8.5] Exit doors shall have a minimum nominal width of 36" and 6'-8" in nominal height [Sec. 1003.3.1.3] Note on plans "Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort." [Sec. 1003.3.1.8] Note on plans "Provide a sign over main exit door - THIS DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS." [Sec. 1003.3.1.8] Travel through adjoining rooms shall comply with Section 1004.2.2. Hallways shall be considered as intervening rooms. In other than dwelling units, a means of egress shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. Show travel distance to comply with Section 1004.2.5. Maximum travel distance shall not exceed 200 feet for buildings not sprinklered throughout and 250 feet for buildings sprinklered throughout. 4 COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 6 of 20 9? Where more than one exit or exit -access doorway is required, the exit access shall be arranged such that there are no dead ends in hallways and corridors more than 20 feet in length. [Sec. 1004.2.6] )46. Hallways shall be considered as intervening rooms. Hallways shall have a minimum width of 44" [Sec. 1004.3.3.2]. 1/. Corridors shall have a minimum width of 44". When serving an occupant load of less than 50 said corridor may have a minimum width of not less than 36". Corridors shall be constructed of materials approved for one -hour fire -resistive construction. All exit -access doorways and doorways from occupied or unoccupied areas to a corridor shall be protected by self -closing, tight -fitting smoke- and draft control assemblies having a fire -protection rating of not less than 20 minutes.[Sec. 1004.3.4.3.1] 1/. A occupancies: Any room that is used for an assembly purpose shall have the capacity of the room posted in a conspicuous place on an approved sign near the main exit or exit -access doorway to each room or area. PART VIII, GUARDRAILS, HANDRAILS AND STAIRWAYS / Detail plans to show the following: Of Stairway construction details per Section 1003.3.3 including width, rise and run, handrails, guardrails, connection details, headroom clearance, etc. Provide complete connections at top and bottom of stairways. i . The handgrip must be minimum 1-1/4" (32 mm) to maximum 1 '/:" in cross section, spaced 1-1/2" (38 mm) from wall. The top of handrails and handrail extensions to be positioned not less than 34" (864 mm) to not more than 38" (965 mm) above the nosing of treads and landings. (Sec. 1003.3.3.6) See Disabled Access Check List for additional requirements. Guardrails on balconies or open part of stairs must comply with Sec. 509. Guardrail must have open space less than 4" (102 mm). Provide engineered design Per Table 16-B and connection details of guardrail and handrail. Footnotes explain loading to use. / Interior stairs must be enclosed. The enclosure must include an exit enclosure on the ground floor leading to the exterior of the building per Section 1005.3.3.2 & 1005.3.3.3. Enclosure must meet 2 or 1-hour fire resistive time period. Stairway enclosure must be without openings other than permitted exterior openings or openings necessary for exiting into the enclosure from a normally occupied space. Exit doors in exit enclosure must be protected for 1-hour or 1-% hour rating.(1005.3.3.5) PART IX, SANITATION AND VENTILATION In buildings and portions thereof natural or mechanical ventilation must be provided as stated in chapter 12 or as an alternate by Sec. 1205. In rooms and enclosed spaces or areas of human occupancy (including warehouse and manufacturing) a mechanical system must be capable of supplying a minimum of fifteen (15) cubic feet per minute of outside air per occupant. Toilet rooms must have mechanical system capable of providing a complete change of air every 15 minutes (1202.2.1) Provide separate toilet facilities for both sexes with more than 4 employees (2902.3): Restaurants with seating of 20 or more persons must provide separate male and female restrooms. / Floors of water closet compartments shall have a smooth, hard nonabsorbent surface such as Portland cement, concrete, ceramic the or other approved material that extends upward onto the walls at least 5 inches. Modify the floor details to comply. (Sec. 807.1.1) Walls within 2 feet of the front and sides of urinals and water closets shall be finished 4 feet above floor with similar materials as required for floors. y Show non -absorbent finish on showers in toilet rooms per (Section 807.1.3) 70" minimum above drain. Water Resistant Gypsum Board must be used behind surface finish materials. / Shower doors shall be shatterproof (2406.4) and to be made to swing outward from the enclosure (2407) COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 7 of 20 PART X, NON-STRUCTURAL ,1% Safety glazing material is required for fixed glass panels larger than 9 sq.ft. and less than 18" (457 mm) from floor, or panels within 24" (610 mm) of doors (Sec. 2406). Detail roof drains and overflow drains per Section 1506. Drains and overflow drains must have separate plumbing. Show termination outside building, devices must not flow over walks. Scuppers may only be used as an overflow device. Provide details and ICBO ES report approval number for skylights or provide a compete design for the system. PART XI, STRUCTURAL ITEMS © Provide the following on the plans: �,� r9�ii�s Show all anchor bolts, hold downs and 3 x sills on thgroundation plan.) Show pour joints on the foundation details and detail bolts for embedment into first pour. mac! Show typical foundation details. 4, ra Show 28-day design strength of concrete. Ste+ S t*q7 ) Show size, pnel span indegr and nailing schedule for all plywood sheathing.— "psi —rr Show specification ofstructural steel a: frii Show grade of lumber on plans. — sae4C1 .tv U(i444 F/a CAa..CM " Show continuous chords and drags on the framing plans. di Note that glue -lam beams must bear certificate of inspection that must be submitted to City Inspector ����"" prior to calling for inspection. 3y+l� Reference all details to plans and omit ones that do not apply. // .81 Foundations supporting wood must extend at least 6" (152 mm) above the adjacent finish grade. Provide weep screed for stucco at a minimum of 4" (102 mm) above grade, or 2" minimum above concrete. 1/ Specify type, strength of masonry unit, and mix of mortar and grout. 1 Specify shear wall material, thickness, size and spacing of nailing. Note on the plans: "Continuous special inspection reports must be submitted to the city inspector for the following": refer to UBC Chapter 17 for special inspections. D Welding ❑ H.S. Bolting ❑ Masonry ❑ Piling/Caisson 0 Concrete ❑ Prestressing ❑ Spray -On Fire Proofing ❑ Other Y Note on the plans when STRUCTURAL OBSERVATION and SPECIAL INSPECTIONS are required. Specify who will perform the inspections and specify when inspections take place. See UBC (Section L 106.3.5). ?v. Show "shear transfer" connection details and cross reference to plans. A. Provide schematic plan of building in structural calculations to assist plan checking. As a minimum. Diagram structural frame systems used in resisting lateral forces for location and magnitude of forces to them in the schematic. ,ti. Diagram and show magnitude of diaphragm shear forces chord forces and drag forces at critical connections to diaphragms in the schematic. Diagram frame forces when moment frames are used. 7-Cose, 4 1ratrata4-4 ,0t tss .t t. tier S7l41. 5 ., et* Cali 04'rato BY 9-r*.ocnia L G.c/6/.un'C At. so, „t'. ,E . YAWL. ..0*rh' c*c. cs . Cs/ 4.4aciar an) Set P1.4.00 pa. ,lie 0 driact#,[ n: COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 8 of 20 ADDITIONAL CORRECTIONS 0 ~Via , r .5s4494.J ko0.* sta,974//4/,J!' r1.lO i?f/e 80200M. PG4-C'. a et5140CAPPY Tee , o,,z fD 41:40SAc /,v �%r' rxt024916 aJ660 f ,4:72ovroe Ai.ic/.re,e ,&t' ,tflc Tin' .eleed& `5 rL.W /L aisicc GOB+'oes a)/ 'scn f/ /63 . ,�2/.ic 6�f4Zr ✓✓ te c vory C.o r2vc>/av .LL- /G. {.M44/s-4,9 .r1O6c y Covrhts 4- —.c. 0., i NrotnA739$4 �.. 0owe S s ,,.)" c44dr c AIAGo', <4 93(1 seariSiktetiCar C.474 4/4, 6 .0074,4 5 O.v r41f Pa.Q/S. R1reca,cr t 4-r O,v A -a .8./ o'a•z aev re roz-s'S o,a. .04-rj azat14..r ,c/o r- list° an/G Q-.retfrd •! : MereriO 4 -o.b402. -74404Jry 4'65% cf w cy co/ 0,..c444 ,o, rco/-a Gzsty>s . cs.5\5lj, a v 7,5'11 , aL,,g�,Us. Csgw6r/1, ,e,¢, 63 ' •P_J 56y5 hvcce,pala4-Tv Tom' J racry a.�. DES/O /,�d T/l, r J"' C.4C. cs. ONTO rile ,4c.4 Ci c. 1. .biX/�,,m %/VASA"7- 4. G,52,,A t/A/dr /,c,O4 /4J4* ,O M/ `l c• Mit4eeo%t0> , vldlc' .a,v ,4,42,°,cerID Mar ,91..+e-" ever , `CeC" fed cac, :y CoArae /.00/zs /00 de /0s #s r le 41a,°ty CAC ,/007• S. 3 9eb4e- pwt, C - �� ear 4004.,5 sorb C.tt4% won-. HlYCLIC4474• aJ .o, 0/oa- ,WA', !%® `a6.4, D/sy*Cece-0 A- 4.0 044f3. P,E-C vra e' Z `-s4 ant, 4 ,4. -ZO' k'4€4 9 S COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 9 of 20 TITLE 24 DISABLED ACCESS CORRECTION LIST SITE DEVELOPMENT & ACCESSIBLE ROUTE OF TRAVEL Show on site plan the accessible path of travel from parking to building entrance. Show all grade changes, ramps, etc. ACCESSIBLE PARKING Provide disabled parking spaces as required by Table 11B-6 for parking lot/structure. (1129B.1). Specify the total number of parking spaces and disabled parking spaces required by Table 118-6. x Accessible parking spaces serving a particular building shall be located on the shortest accessible route of travel from adjacent parking to an accessible entrance (as near, as practical to an accessible entrance). (1129B.1 & 1129B.4) L Where single accessible parking spaces are provided, they shall be 14' wide and 18' long and outlined to provide a 9' parking area and a 5' loading and unloading access aisle on the passenger side of the vehicle. The words, "No parking" shall be painted within the loading area with 12" high letters located where it is visible to parking enforcement official.(112913.4.1, Fig 18B & 18A) - 9n One in every eight accessible spaces, but not less than one, shall be served by an access aisle 96" /G'!I wide minimum and shall be designated "van accessible".. All such spaces may be grouped on one level of a parking structure. The words, 'No parking" shall be painted within the loading area with 12" high letters located where it is visible to parking enforcement official.(1129B.4.2) .tWind aoltravi OG ",04*.c.-c/6, " Accessible parking spaces shall be so located that persons with disabilities are not compelled to wheel or walk behind parked cars other than their own. (1129B.4.3) f8' Curb ramps shall not encroach into any parking space beyond the wheel stop. (1129B.4.3) . i See figures 11 B-19A, B, C; 11 B-20A, B, C, D, E. �f�►���J( Each parking space reserved for persons with disabilities shall be identified by a reflectorized sign permanently posted immediately adjacent to and visible from each stall or space, consisting of a profile view of a wheelchair with occupant in white on dark blue background. The sign shall not be smaller than 70 square inches in area and, when in a path of travel, shall be posted at a minimum height of 80" from the bottom of the sign to the parking space finished grade. (1129B.5, Fig 116- 18A, B & C) fi&emy ,max'/s>nt/t . Signs to identify accessible parking spaces may also be centered on a wall at the interior end of the parking space at a minimum height of 36" from the parking space finished grade, ground or sidewalk. (1129B.5) Van accessible parking spaces shall have an additional sign stating "Van Accessible" mounted below the symbol v accessibility. L1129 .51� & An additional sign sshhaallll/also beeppoklsted,Yin a conspicuous place, at each entrance to off-street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be not less than 17" by 22" in size with lettering not less than 1" in height, which clearly and conspicuously states the following: (11298.5) "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed by telephoning the Police Dept. (949) 644-3681." COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 10 of 20 The surface of each accessible parking space or stall shall have a surface identification duplicating either of the following schemes: (11296.5, Fig 118-18A, B & C) By outlining or painting the stall or space in blue and outlining on the ground in the stall or space in white or suitable contrasting color a profile view depicting a wheelchair with occupant: OR IS. By outlining a profile view of a wheelchair with occupant in white on blue background. The profile view shall be located so that it is visible to a traffic enforcement officer when a vehicle is properly parked in the space and shall be 36" high by 36" wide. RAMPS (EXTERIOR OR INTERIQR1 fa( The maximum slope of a ramp that serves any exit way, provides access for persons with disabilities, or is in the path of travel shall be 1" rise in 12" of horizontal run. (11336.5.3) p! The width of ramps shall be as required for stairways and exits. (11336.5.2, Fig 11B-38 & 39) g! Pedestrian ramps serving primary entrances to buildings having an occupant load of 300 or more shall have a minimum clear width of 60". (11336.5.2.2) All other pedestrian ramps serving primary entrances shall be a minimum width of 48". (11336.5.2.2) ?� Intermediate landings shall be provided at intervals not exceeding 30" of vertical rise and at each change of direction in excess of 30 degrees (1133B.5.4.1, Fig 116-38 & 39) Y Top landings shall be not less than 60" wide and shall have a length of not less than 60° in the direction of ramp run. (11336.5.4.2, Fig 11B-38 & 39) Doors in any position shall not reduce the minimum dimension of the ramp landing to less than 42" and shall not reduce the required width by more than 3" when fully open. (1003.3.4.4, Fig 11-13-38 & 39) The width of the landing shall extend 24" past the strike edge of any door or gate for exterior ramps and 18" past the strike edge for interior ramps. (1003.3.4.4, Fig 11 B-38 & 39) intermediate landing at a change of direction in excess of 30 degrees and bottom landings shall have a dimension in the direction of ramp run of not less than 72" to accommodate the handrail extension. (11336.5.4.6, Fig 1113-38) Other intermediate landings shall have a dimension in the direction of ramp run of not less than 60". (11336.5.4.7 Fig 11B-38) ta! Handrails are required on ramps that provide access if the ramp sbpe exceeds 1" rise in 20" of / horizontal run, except that at exterior door landings, handrails are not required on ramps less than 6" rise or 72" in length. (1133B.5.5.1) p!' Handrails shall be placed on each side of each ramp, shall be continuous the full length of the ramp, shall be 34" to 38" above the ramp surface, shall extend a minimum of 12" beyond the top and bottom of the ramp. The extension may be turned 90° if it creates a hazard or returned smoothly to wall, floor, or post. (11336.5.5.1 Fig 11 B-27(b) &(c) The grip portion of handrails shall be not less than 1-1/4" nor more than 1 '/:" nominal diameter, or the shape shall provide an equivalent gripping surface, and all surfaces shall be smooth with no sharp comers. Handrails shall not rotate within their fittings. (11336.5.5.1, Fig 11B-36) Handrail projecting from a wall shall have a space of 1 '/z" between the wall and the handrail. (11336.5.5.1, Fig 11B-36) COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 11 of 20 7 Where the ramp surface is not bounded by a wall or fence and the ramp exceeds 10' in length, the ramp shall comply with one of the following requirements. (11336.5.6, Fig 11 B-27(A & 6) / A guide curb a minimum of 2" in height shall be provided at each side of the ramp: (11336.5.6.1) $ A wheel guide rail shall be provided, centered 3" + 1" above the surface of the ramp. (11336.5.6.2) ENTRANCES & EXITS f. Every required exit doorway, which is located within an accessible path of travel shall be of a size as to permit the installation of a door not less than 3' in width and not less than 6'-8" in height. (113313.1.1.1.1) The space between two consecutive door openings in a vestibule shall provide a minimum of 48" plus the door width when the door is positioned at an angle of 90 degrees from its closed position. Doors in a series shall swing either in the same direction or away from the space between the doors. See Figures 116-30 & 31 for strike edge clearance. (11336.2.4.4) DOORS �1!t Latching and locking doors that are hand activated and which are in a path of travel shall be operable with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. (11336.2.5.1) When installed, exit doors shall be capable of opening so that the clear width of the exit is not less than 32°. (1133B.1.1.1.1, Fig 116-56 & 11B-33) Where a pair of doors is utilized, at least one of the doors shall provide a clear, unobstructed opening width of 32" with the leaf positioned at an angle of 90 degrees from its closed position. (11336.2.3.1) There shall be a level and clear floor or landing on each side of a door. The level area shall have a length in the direction of door swing of at least 60" and the length opposite the direction of door swing of 48" as measured at right angles to the plane of the door in the closed position. (11336.2.4.2, Fig 116-26) The width of the level area on the side to which the door swings shall extend 24" past the strike edge of the door for exterior doors and 18" past the strike edge for interior doors. Doors recessed 8" or more require this clearance within the recessed area adjacent to the door. (11336.2.4.3, Fig 11 B-26(a)) Provide clear space of 12" past strike edge of the door on the opposite side to which the door swings if the door is equipped with both a latch and a closer. (Fig. 11B-26(a)) The floor or landing shall be not more than Y:" lower than the threshold of the doorway. (113313.2.4.1) The bpttom 10" of all doors except automatic and sliding shall have a smooth, uninterrupted surface to allow the door to be opened to a wheelchair footrest without creating a trap or hazardous condition. Where narrow frame doors are used, a 10" high smooth panel shall be installed on the push side of the door, which will allow the door be installed on the push side of the door, which will allow the door to be opened by a wheelchair footrest without creating a trap or hazardous condition. (11336.2.6, Fig 116-29) S4rpCs /a'"' 04/ fiC4'ijS Maximum effort to operate exterior or interior doors with closers shall not exceed five pounds. This may be increased to 15 pounds for fire -rated doors. COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 12 of 20 ELEVATOR 1. Comply with circled items on these diagrams. Provide actual drawings and details. Do not paste these diagrams on your plans. (A) SIDE OPENING DOOR (B) CENTER OPENING DOOR THESE DIAGRAMS ILLUSTRATE THE SPECIFIC REQUIREMENTS OF THESE REGULATIONS AND ARE INTENDED ONLY AS AN AID FOR BUILDING DESIGN AND CONSTRUCTION. COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 13 of 20 1 NOTE: THE AUTOMATIC DOOR REOPENING DEVISE IS ACTIVATED IF AN OBJECT PASSES THROUGH EITHER LINE A OR LINE B. LINE A AND LINE B REPRESENT THE VERTICAL LOCATION OF THE DOOR REOPENING DEVICE NOT REQUIRING CONTACT. (A) ELEVATOR CONTROL PANEL DETAIL (b) MAXIMUM INSTALLATION HEIGHTS ABOVE CAB FLOOR STAIRWAYS Handrails shall extend a minimum of 12" beyond the top nosing and 12" plus the tread width beyond the bottom nosing and ends shall be returned or terminate in newel posts or safety terminals. (11336.4.2, Fig 118-35 & 37) Where the extension of the handrail in the direction of the stair run would create a hazard, the termination of the extension shall be made either rounded or returned smoothly to the floor, wall, or post. Where the stairs are continuous from landing to landing, the inner rail shall be continuous and need not extend out into the landing. At least one handrail shall extend in the direction of travel. (1133B.4.2.4, Fig 11B-37) The handgrip portion of handrails shall be not less than 1-1/4" nor more then 1-1/2" in cross sectional nominal dimension or the shape shall provide an equivalent gripping surface. The handgrip portion of handrails shall have a smooth surface with no sharp corners. Gripping surfaces (top and sides) shall be uninterrupted by newel posts, other construction elements, or obstructions. Any wall or other surface adjacent to the handrail shall be free of sharp or abrasive elements. Edges shall have a minimum radius of 1/8. (1133B.4.2.6.1, Fig 11B-36) COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 14 of 20 1 The upper approach and the lower tread of each stair shall be marked by a strip of clearly contrasting color at least 2" wide and not more than 4" wide placed parallel to and not more than 1" from the nose of the step or landing to alert the visually impaired. The strip shall be of material that is at least as slip resistant as the other treads of the stair. (11336.4.4, Fig 116-35) Where stairways occur outside a building, the upper approach and all treads shalt be marked by a strip of clearly contrasting color at least 2" wide and not more than 4" wide placed parallel to and not more than 1" from the nose of the step or landing to alert the visually impaired. The strip shall be of a material that is at least as slip -resistant as the other treads of the stair. A painted strip shall be acceptable. (11336.4.4, Fig 116-35) Open risers are not permitted. FIXED OR BUILT-IN SEATING. TABLES & COUNTERS Where fixed or built-in seating, tables, or counters are provided for the public, and in general employee areas, 5% but never less than 1 must be accessible, as required in Section 1122B. (1122B.1) y. If seating spaces for people in wheelchair are provided at fixed tables or counters, clear floor space complying with Section 1186.4 shall be provided. Such clear floor space shall not overlap knee space by more than 19". (1122B.2, Fig 116-13) pr If seating for people in wheelchairs is provided at fixed tables or counters, knee spaces at least 27" high, 30" wide, and 19" deep shall be provided. (11226.3, Fig 11 B-13) ce The tops of tables and counters shall be 28" to 34" from the floor or ground. (11226.4) Where a single counter contains more than one transaction station, such as a bank counter with multiple teller windows or a retail sales counter with multiple cash register stations, at least 5%, but never less than 1, of each type of station shall be located at a section of counter that is at least 36" long and no more than 28" to 34" high. (11226.4) SIGNS & IDENTIFICATION I. All building entrances that are accessible to and usable by persons with disabilities and at every major junction along or leading to an accessible route of travel shall be identified with a sign displaying the International Symbol of Accessibility, and with additional directional signs, as required, to be visible to persons along approaching pedestrian ways. (1117B.5.7 & 1127E1.3) NOTIFICATION APPLIANCES FOR THE HEARING IMPAIRED Visual warning devices for the hearing impaired are required to be installed (added) within the suite per T-24 requirements under one of the following conditions. �. Building is equipped with visual warning devices. p! Existing fire alarm panel can support visual warning devices for the entire building. The fire alarm panel is being upgraded to support visual warning devices for the entire building. / The occupancy group is changing. 2. Approved notification appliances for the hearing impaired shall be installed in accordance with the provisions of NFPA 72 in the following areas: Restrooms 1. Corridors p'. Music practice rooms COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 15 of 20 i X Band rooms Gymnasiums Multipurpose rooms Occupational shops Occupied rooms where ambient noise impairs hearing of the fire alarm Lobbies Meeting rooms Any other area for common use Notification appliances for the hearing impaired shall also be provided with the following: Placement that results in the lowest of a minimum of 80" (2 meters) above the floor or 6" (0.15 meter) below the ceiling. (NFPA 72, Sec 4-3.5.1) Strobe spacing to comply with NFPA table 4-4.4.1.1(a) for wall -mounted and table 4-4.4.1.1(b) for ceiling -mounted strobes. When strobes are added or relocated, add the following note to the drawings. Strobes in the same room and all strobe visible from the same location shall be synchronized to flash simultaneously. SANITARY FACILITIES (GENERAL) se Doorways leading to men's sanitary facilities shalt be identified by an equilateral triangle 34" thick with edges 12" long and a vertex pointing upward. Women's sanitary facilities shall be identified by a circle %" thick and 12" in diameter. (1115B.5) 15. Unisex sanitary facilities shall be identified by a circle %" thick, 12" in diameter, with a ' " thick triangle superimposed on the circle and within the 12" diameter. (11158.5) Geometric (circle & triangle) symbols on sanitary facility doors shall be centered on the door at a height of 60" and their color and contrast shall be distinctly different from the color and contrast of the door. (111513.5) NOTE: See also Section 1117B.5.9 for additional wall -mounted signage requirements applicable to sanitary facilities. COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 16 of 20 SINGLE ACCOMMODATION SANITARY FACILITIES Comply with circled items on these diagrams. Provide actual drawings and details. Do not paste these diagrams on your plans. ALL DISPR*BU$ +40' MAX TO HIGHX TOPtiRABLH PART SINGLE OCCUPANCY TOILET SIDE ELEVATION COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 17 of 20 MULTIPLE ACCOMMODATION SANITARY FACILITIES TON TRANSFE MP PLAN fiIOIIET EIOET �MM9�MNETOMET I -1/C TO I -1 2' NOMINAL DIAMETER WALL SECTION THROUGH TYPICAL GRAB BM THESE DIAGRAMS ILLUSTRATE THE SPECIFIC REQUIREMENTS OF THESE REGULATIONS AND ARE INTENDED ONLY AS AN AID FOR BUILDING DESIGN AND CONSTRUCTION. COMMERCIAL PLAN CHECK CORRECTION LIST - Continued Page 18 of 20 BATHING FACILITIES Comply with circled items on these diagrams; provide actual drawings and details. Do not paste these diagrams on your plans. SHOWER SEAT ELEVATION AT SHOWER TYPICAL FOR A-C COMMERCIAL PLAN CHECK CORRECTION LIST —Continued Page 19 of 20 PERSPECTIVE OF ROLL -IN SHOWER•—B 4T' X 48" CALIFORNIA SIZE ROLL -IN SHOWER—B 42" X 48" CALIFORNIA SIZE PLAN SECTION THESE DIAGRAMS ILLUSTRATE THE SPECIFIC REQUIREMENTS OF THESE REGULATIONS AND ARE INTENDED ONLY AS AN AID FOR BUILDING DESIGN AND CONSTRUCTION. COMMERCIAL PLAN CHECK CORRECTION LIST — Continued Page 20 of 20 ASSEMBLY OCCUPANCIES /i: Provide seats/spaces for people using wheelchairs. (11048.3, T11B-1) DINING, BANQUET & BAR FACILITIES R( Wheelchair access shall be provided in all areas where a different type of functional activity occurs. Provide wheelchair access to . (1104B.5.3) Provide seats/spaces for people using wheelchairs (at least one space for each 20 seats, with at least one space per functional area) integrated with general seating to avoid having one area specifically highlighted as the area for person with disabilities. (1104B.5.4) it Access to disabled seating shall be provided with main aisles not less than 36" in clear width. (1104B.5.4) 7'. Food service aisles shall be a minimum of 36" in clear width with a preferred width of 42" where passage of stopped wheelchairs by pedestrians is desired. Tray slides shall be mounted no higher than 34" above the floor. If self-service shelves are provided, a reasonable portion must be within the ranges shown in Fig. 11B-16. (1104B.5.5) SALES FACILITIES Employees' workstations shall be located on accessible levels and shall be sized and arranged to provide access to employees in wheelchairs. (11106.1.2) The customer side of sales and checkout stations shall be accessible. (11108.1.2) 7' Where fitting or dressing rooms are provided for male or female customers, patients, employees, or the general public, 5 percent, but never less than one, of dressing rooms for each type of use in each cluster of dressing rooms shall be accessible by providing the following: (11106.1.7) a. Entry doors conforming to the requirements of Section 1133B.2 and aisles leading to such doors conforming to Section 1133B.6.1 & 1133.6.2. b. Full-length mirrors at least 18" wide by 54" high, the bottom of which is no higher than 20" from the floor, and mounted in a position affording a view to a person on the bench as well as to a person in a standing position. c. Clothing hooks located no higher than 48" from the floor. d. A 24" by 48" bench mounted to the wall along the longer dimension of the room 17" to 19" above the floor with a clear space alongside the bench to allow a person using a wheelchair to make a parallel transfer onto the bench. The structural strength of the bench and attachments shall comply with Section 11156.8. e. A minimum clear space within the room shall be 60" in width and length. No door shall encroach into the required space. DOCUMENTATION OF UNREASONABLE HARDSHIP 1� Provide documentation of unreasonable hardship for providing full compliance for Please fill out attached form and pay the applicable fee at the Building Department permit counter prior to resubmittal. Forms\CommercPCCorr List_8-27-03 4a1it-awal titOas4- REVIEWED BY CONSULTANT FOR CODE COMPLIANCE THIS SET OF PLANS AND SUPPORTING DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO SHOW COMPLIANCE WITH THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN. THE STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS SHALL NOT BE CONSTRUED TO PERMIT OR BE AN APPROVAL OF THE VIOLATION OF ANY PROVISIONS OF ANY STATE OR LOCAL LAW. BY Charles Abbott Associates, Inc. 7frarEbY Structural Calculations Revised for Building Department Corrections for HOAG MEMORIAL HOSPITAL PRESBYTERIAN James Irvine Surgery Center Building Addition Newport Beach, California SAY DING utrARIMtnI CITY OF NEWPORT BEACH, CA. APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLItf AUTHORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION OF, OR INCONSIS TENT WITH, THE ORDINANCES. 7LANS AND POLICIES OF THE CITY OF NEWPOR1 REACH. THIS APPROVAL DOE::'?O' GUARANTEE THAT THESTI E PLANSING ARE, IN A I RESPECTS, IN COMP LANCE �' S PLANS ANC POLICIES. 'I. ' +^r;aT PLACH RESERVES THE RIGHT TO REQUIRE fl ' Fv'M !M'.' U, STRUCTURE OR IMPROVE RIM A ,t, E 4ntir I:URING OR AFTER CONSTRUG �� Il to „AF,r 1,7 en. ONOiNANCES, PLANS AND POLICIES OF TV C;SY TN R; Ar„.w .. Ap,LDsrSACANOWLEDGEMEVT: — (signature) SIGNATURE fLEMeiFllj APPROVAL TO ISSU€ AT William C. Taylor Structural Engineer S702 Taylor & Associates Architects Project No. 1975.21 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR 0ESIGN TAYLOR & ASSOCIATES AEUIi1CIS PROJECT ,iJO„ 4.1' Jiang / W4: a/Razey CP.S17a 4 attrJPN SHEET OF BY, VC 7' PROJECT NO. % /7� -J DATE 1-o2 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660.3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN T% LQR & ASSOCIATES AR(RIIE(rS r/ G • ✓A<%�1E5 444 wAi 7 PROJECT 57-)AatoY CEAfdrf A04v2?o ✓ SKEET OF BY f IFPWAV PROJECT Na DATE AQ'STs i Trec 343 /7*/ 5/G XQ ,? ti %.+4129 2 591& c,54 A= 8. `51-Gees' J26:e r2.13x% "330 2 3 e7i CNA Cole In fie . - !9/ laG as4`, Y TES AeY, 3 -J5 ✓o 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660.3319 949.574.1325 FAX 949.574.133E ARCHITECTURE AND INTERIOR DESION S ASSOCIATES ARCHITECTS. /-/O6e - ./.09444 v LAY/ PROJECT S'Qg egr c&VTM Ascp12 SHEET ��8 OF BY Alex - PROJECT NO / 74W DATE /eg`13. eg" Nato 1tr /2,4, X /, /.3 , J, Claw, Y4R7/ca meg A" • 45> 2/A 3x/M -act(' '� _°Yak► 1�._ • 2d4e R he" •?/,3or %+i 11,5 AtY,. 3-15-04- S!!a- fir. TAYLOR 8 ASSOCIATES A E n1fEt15 SHEET OF 2220 NORTH UNIVERSITY DRIVE 1R4+/rr NEWPORT BEACH, CA 92660-3319 BY 949.574.1325 FAX 949.574.1338 / O4 - �/Ililt C `��z, /y(�,hr��, ARCNITECTURE AND INTERIOR DESIGN PROJECT/" PROJECT NO.I j'�'`+Fi; x 2r c-4litK AA 2ZW DATE 010. 20'44 /91/Co r (c vc) 14 745 4 3t, ezzs 14 s, f 34.E 30k s 400 h3 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE ANO INTERIOR DESIGN TAYLOR 6 ASSOCIATES ARCHITECTS PROJECT SHEET ✓ OF BY ,C'/rc - 4 1 5" 4407,E /Fla PROJECT NO. . V/ Oagre C 4"7+A eqp4/7/oy DATE /'2'? "'?g. /i/'7 Wit 1 n LG S Nil 440 G9Tsl9C. / 4 T xlV Cam- z & a5t Nr s v s2c %%)#C R E� ,✓' TL Ct (.4 ! ! t— 4 d 2Ga 01-5/ 4 Jr X0.S J Sr� T /t4 4G.7'4-Wye :.ic .a'. as%d/ (see SHE eve) &War /} € it seA e (t) s /6 /i%!$CG /4,2 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN TAYLOR S. ASSOCIATES se(117Ft1S ,yoga- i, nnn ,xm t,z PROJECT ivmactiy a/42AAtiarmv SHEET 4 44Cr PROJECT NO. DATE /2• 1411' 44 GAinterfotz. kick / z ) 0.5 Se"-.wa'sr CM' Fenew hr. 54/5k1/G le, ea sit-c:/4St/9,G7=331 C s ��x /2a72- 357 /5'41i7 = Orfit 416 ^_ y 9g.ie 0.24 x Ae4 /.4 and 14 e--- /7.'7 71 ,TACYCrivE - rAOrel D/Rtrio/ z Selektic l AF=/G, Re37:4? M4t&4 a; 4 d 4-57 12,0,57 e G-t-4 C.7 MPAMAll ,4 75® G`t vI/yto 4�i 1.4 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN TAYLOR & ASSOCIATES RECRITECES SHEET 7 NOF ct - .14,0475 if lt1S MS; it PROJECT PROJECT NO 50.40EAY C*Ttl ADI?17/&h'' DATE /' y2 $-a 371��• Pits AtV, .N-5 I!= 3744 9,83 5a784" SF78 ; �E3' 31,47 :2 5l 'a 1D. /a i t L ! ,. A 4 • 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE ANO INTERIOR DESIGN 6 ASSOCIATES ARCHITECTS /16pG - JI94MS /RV/. PROJECT - 5.0Aaar C A/ 7,0t PIP /%% SHEET te OF 8Y ir� PROJECT NO /� %"- 2/ it DATE /E..,2+(i-0 Let/ L (as,v ) +ig X/RGG /V4k/ ,A fitetir/e8315'kt1 /Jfr 54B/ 071 * /747 Al) F=279 I/,5z320v* F * 21/ 4iettlts s54 ' n < t ,34e15 dx a,5G05r s 41/7 1 F r 3714 9a- G.7 *"' /J 0 =/Q5 e/1 fa /41t * /s >c .9446 r,. 54'74 z✓ pp-/' MC% _/08 c/1.51y/238rn A44 u 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574-1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN & ASSOCIATES A R[IIIEE TS /-7/0,0 - J CS /,cwde PROJECT 5V/2-COen7- C4MY44 ACV/4WW/ SHEET BY /Ycf PROJECTl��e24Ni2O 47737. DATE -' t //9,vx 5D& t IC. _ /aoo /tf 4GwU' l* 4 4 afa/rGFLELa 53.0R /l,17 64 # /dui %it s S S.&3 = /l 2 // 77 Av. . 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92640-3319 949.514.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN & ASSOCIATES ARJIIIIFEES /40 SHEET OF c heyva •N.Astleiv• ,vAve PROJECT PRQJE; NO n4S:21 avail reA' are7140 DAie a sps -03 •Otier aiios/ 044, asi (e)--Asesoie 3"o" #7 12,s bi ,57.24" OLC7" re-)042,okij GCS. IV,k/O 47 ;i5v2,5 is 3 411 fifl 53 ',ayes: 3gs Al f44 3 III aek. 1714 /76 4° It/7 -z '268 ." t. -4 • „ . OP8 sr' a '41 9 • 149000e43, Igo .678 44 „,/,e_yx 5- aviTer Avatiameeoae 7 Iteksvo. VI17-4 Zyte 72er 7e ti cod Q "we yivrace t air 77e 41 gt.ai 0,41 ale so,E740, 55 r- ira 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTfRtOt DESIGN -- TAYT O R 6 ASSOCIATES AICNI.IFCIS mOJECT ,.. - ✓A4/1LV /4 V/ e ,ADo"m,9,4/ SHEET [I/ OF EY Jvcr PROJECT NO /•� 74'2I DATE - -"i!-6 4 /W,�4N of >tt340s=" /G ././O4 5= l" 14/ 7, z 5074 Ct. se 6, T'7F A/6 044.'a.I, 3 are ,m$4.oYa4 el3101 o� a,* C4 ,gp /j,4 3 k„t xi Qci,Ap /59 7. /,a40 fK/A3. 41/004/)6Vr 1. 1,4* /fi wiSo �6,74)/41 '*r la T#904 t 4-7 4t Z,. k4 s 0...4D Woo �? 431 4 s t.`?o k -r pstwo 2 2/.5.0 Cott ;0 34,8.0 I. hark C90 le 2,4e1. 7,01 lek /24.4 • .67X2;71':/4.98 No Alafi E. .7.`7 oo A/o, of 4,44: '*Ira V,/ L.44 /o V,31 xt,It/ 6 ASSOCIATES ES(NITE E1S SHEET /12 Of BY fetr PROJECT NO /975".2 f DATE .. 434 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE ANO INTERIOR DESIGN PROJECT.FAT SQUARE le— SEE NOTE BELOW —1 PM111.7) jL .A..m DAMPER ROOF OPENING H + 50INCHES 1749f /Ul. 1 suers r r 4$.r 0 5¢ 7;932 I ©.T.M / a,r _ $`ova # ,CfT 145 K/7' ' 4/46 " t No Nit antifr S es 4A; 5"10, 4 7oz a / 35 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-33151 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN TAY L O R. 6 ASSOCIATES RtCtlITEttS PROJECT A/dAG - ,�/9dl&&S /AP ADO/7/0A/ EU Of BY der PROJECT NO / 770 z' DATE 37/ -04 11UC 7 0 /olf " ,*?7, Ck/ Ancies flsQ/.3x6,b h eta 39; 1»1 "j 1./CN4. E eltZ J4 1,4//` ,ss to K2l +7.8C>441 a0 4.8 -/? 444, esic 1572 Atw K 18 / p A•,rm h; ma's P•JAW - - hyF 2220 NORTH UNIVERSITY DRIVE NEWPORT HACK CA 92660-3319 949.574.132E FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN 7nyCOR & ASSOCIATES RI [RIIU IS .._ 4EE1 t4 OF BY 44/C7 PROJE �FCT 04/04 - J4de / vdvE PROJECT NO /'�/✓0/✓ DATE '' "/'3 -4)4 sc !Vd'OSA'ATE /4ST1JRN par A 4-- /e 4 .ate C¢ 1+1%/ 40 l XR No;S F a< IS; ,v' NAi city 4/ 0 atioop es 44s review Ps. Avg se kv 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN TAYL.QR E ASSOCIATES RR[R11T[TS Y. ,. 6 - d locfr/4'C PROJECT API%fMPAI SHEET /S OF Afficr Br PROJECT NO DATE 7r* A+.A (-2Apmr tJ*'4C i41/7 Ni'r S7502 =to,e xa<29 * t _ev Ef i t pPle7 bete, +-/00 # el e' ',RV `Att ` * 37ah4 C&5X) Ie)" • /7f" nottg' _ tor4 '100 rap 1r so 26 442..M TS.K :83 'P.o?.v24 .,, A- ` ?:'o w «c +la, 2720 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660.3319 949.574.1375 FAX 949.574.1330 ARCHITECTURE AN INTERIOR DESIGN S. ASSOCIATES ARCII1[IIS ,//WAIT 7Er w PROJECT Atien7 '� SHEET b OF PROJECT NO DATE 37,7-tea. A0T aditirda sr.+ o(cw%) nechfactspae f i THY %`fd .ado de aer /Ace ea 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN T Art 01 & ASSOCIATES 11 CH Il ET15 SHEET // OF BY At - -AAk9&a //cviue 5�7 • PROJECT PROJECT NO - _.. 5SEN7' Ogret 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE ANC. INTERIOR DESIGN TAYLOR 6 ASSOCIATES AEERIIECIS SHEET 8 OF i/1- Ver A a '� N1l7E(44 d!W4t" BY -7 PROJECT - ♦ PROJECT NO. /�y�/ I�JEvY4� DATE 4C„CS ;72>A4 r 7:44/A-- ..fA k» cc- W?,e!,': `a-"'t/nn/c Pikinae 4/201,= a'3 A4 4°7;0 v c IichWtS~ I _/O3?!$ ° A /$2O4 # O e 4401* No T O - 4/D C1,l'i/P'' Jae f 4;4t- mce r r A .Wk Saar -.:. ye tti'ooA' OtUL -2414 KLEINFELDER An employee owned company March 17, 2004 Proposal No. 42171/001 Mr. James Easley Senior Project Manager Hoag Memorial Hospital Presbyterian 4040 West Coast Highway Bldg 55 Newport Beach, CA 92663 REVIEWED BY CONSULTANT FOR CODE COMPLIANCE THIS SET OF PLANS AND SUPPORTING DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO SHOW COMPLIANCE WITH THE CALIFORNIA BUILDING CODE AS ADOPTED BYTHIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY CONDITIONS NOTED HEREIN. THE STAMPING OF THESE PLANS AND SUPPORTING DOCUMENTS SHALL NOT BE CONSTRUED TO PERMIT OR BE AN APPROVAL OF THE VIOLATION OF ANY PROVISIONS OF ANY STATE OR LOCAL LAW lit lib`, BY Chines Associates, Inc. TE Subject: Response to City Comments J B��e�i AdWItIOfl vine Surgery Center t : hospital Presbyterian Rl�i S71TUTf ERPRESS OR I RESpFCTS IN COMP , F:.rye? Y rc�1`!" q,ryD illiiIN IIOIATH N Dry R INI - PUNS AND Pna IT vt .1 „I ,;:, a 7 r,n 41:;�� jE PIANS AREEiNNI Dear Mr. EaslogOsiRP, pr sr' MENT'AlITH +ep ;l c r,. 'RESERVES PIING ORDINANCES As authorize�F }1f�i Rthrtt fidetter re>tt§,&lu�D4f our review of the geotechnical investigation ;I ,pct for Itt 'project aiS'd0 M'r'f sp Wptbecreview comments from the Cityof Newport Beach iibbir`tffetrecta . James Irvine Surger? Liter located at' the subject site. Our scope of serves performed in genera]- rdacc� ce with our proposal dated March 9, 2004. Project Ba The projec building. The a Overexcavation of the ex and fills. Letter of ReportLR®hiljt Mactec Engineering and geotechnical investigation the City of Newport Beac provided to us by you. Scope of Work PJ' IC WORHS SIGNATURE (signatois AT single story addition to an existing e a . • t with slab on grade floors. Except for its wawk is anticipated to included minor cuts To ssa-� II' 0 ting of Georgia; Tnc (Mactec), previously prepared a report of d April 4, 2003 for the subject site. The report was reviewed by reviewer, Charles Abbott and Associates, and comments were As authorized by you, our scope of services included the following: • Review of the geotechnical report with the intent of assuming Geotechnical Engineer of Record for the project • Supplemental recommendations, as needed. • Response to the City comments • Geotechnical review of the project plans for submittal to the City. Geotechnical Engineer of Record As requested, we have reviewed the geotechnical data and recommendations presented in the April 4, 2003 geotechnical report by Mactec. Based on our review, we concur with the conclusions, findings and recommendations presented in the report with the inclusion of the supplemental recommendations presented in this letter. The supplemental recommendation U:VKEMPTON\00-Projects\HoagVames Irvine\GER Letter.doc Copyright 2004 Kleinfelder, Inc. KLEINFLLDER 1370 Valley Vista Drive, Suite 150, Diamond Bar, CA 91765-3910 (909) 396-0335 (9091 396-1324 fax Page 1 of 3 March 17, 2004 } presented herein and the corrosion protection recommendations attached to this letter should be included as part of the project documents. Provided that Kleinfelder performs the geotechnical construction observation and testing services for the project, Kleinfelder accepts the responsibility of Geotechnical Engineer of Record for the subject project discussed in this letter. Supplemental Recommendations for Excavations Adjacent to Existing Foundations We understand that footings along the east boundary of the proposed addition will be constructed adjacent to the existing surgery center building. To reduce the potential of undermining the existing footings, we recommend that during the fill overexcavation phase of grading, the initial excavation of the fill soils adjacent to the existing building should not extend below a 1:1 (H:V) plane projected down from the bottom of the existing footings. Following the overexcavation, the condition of the fill adjacent to the existing building should be evaluated by field density testing. If the fill is considered unsuitable for support of the proposed addition, ABC slot cutting methods should be used to overexcavate and recompact the fill soils adjacent to the existing building. The slots should not be more than 4 feet in width and should not be left open for more than a few hours. If the fill is evaluated to be suitable for support of foundations and floor slabs, it may be left in place. Response to City of Newport Beach Comments The following presents our response to comments by the City of Newport Beach reviewer, Charles Abbott and Associates, regarding the geotechnical report by Mactec dated April 4, 2003 for the subject project. Prior to addressing the City comments, we contacted Mr. Ed Chock of Charles Abbott and Associates, on March 8, 2004, to discuss the comments and clarify his expectations as the reviewer. The review comments and response is presented below. A copy of the review comments is attached. Comment 6 — Place copy of all recommendations onto the plans. Wet signature is required on the report. Soil report must include corrosivity analysis with recommendations for buried pipe protection. Soil report must include liquefaction potential. Place copy of all recommendations onto the plans — Based on our conversation with Mr. Chock, we recommend general structural notes be incorporated as part of the "Notes" sheet of the plans for the subject project. The notes should include allowable bearing value for foundations underlain by engineered fill. Wet signature is required on the report — This letter has been prepared with the intent of assuming responsibility as Geotechnical Engineer of Record on the project. This letter has been signed and stamped as required. The owner should submit a copy of the original geotechnical report by Mactec with wet signatures. Soil report must include corrosivity analysis with recommendations for buried pipe protection — As part of our scope of work, we preformed three hand auger borings to a depth of 2 to 5'/ feet below existing grade in the vicinity of the proposed addition. Our staff geologist logged the borings and collected disturbed bag samples of the onsite near surface soils encountered. The soils encountered are consistent with those presented in the Mactec report and consisted of silty sand fill materials. Possible native silty sand soils were encountered in one hand auger boring (HA-1) at a depth of approximately 3'% feet below existing grade. U:VKEMPTON\00-Projects\Hoa \lames Irvine\GER Letter,doc Pa e 2 of 3 Matcp 17, 200A Q1/4119ght Suite 150, Diamond Bar, CA 91eI65-3910 (909) 396-0335 (909) 396-1324 tax We subcontracted M.J. Schiff and Associates to perform a corrosion evaluation of the onsite soils and testing of the soil samples collected during our field investigation. The results of their corrosion testing and their corrosions mitigation recommendations are presented by M.J. Schiff in the attached letter. Soil report must include liquefaction potential — We have performed a geotechnical review of the report prepared by Mactec for the subject site. The liquefaction potential of the site was discussed in Section 5.0 on Page 3 of the April 4, 2003 report. We understand that due to the relatively small size of the proposed building addition, deep borings were not performed within the addition footprint. Deep boring information was used from an investigation performed for the East Parking Structure (EPS), located approximately 320 feet east of the subject addition. Based on our review, it is our professional opinion that the conclusions and recommendations presented in the Mactec report adequately address the liquefaction potential at the subject site. Structural Plan Review As requested, we have performed a geotechnical review of Sheets S1 and S2 of the structural plans for the proposed addition, prepared by Taylor and Associates, dated June 27, 2003. Based on our review, the project structural plans are in general conformance with the recommendations presented in the April 4, 2003 geotechnical report. Limitations This letter has been prepared for the exclusive use of Hoag Memorial Hospital Presbyterian and their agents for the specific application to the proposed James Irvine Surgery Center located on the campus of Hoag Hospital in Newport Beach, California, The findings, conclusions and recommendations presented in this letter were prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, expressed or implied, is made. We appreciate the opportunity of providing geotechnical engineering services to you on this project. If you should have any questions or require additional information, please contact us. Respectfully submitted, KLEINFELDER, INC. Armen G.pr- ian, P.E. Project Engineer EN GAPp, . 61053 Z Exp. 12-31-09 CfV0- OQPOF ESS/o Q4 0) 6 44 OF CAUtf Attachments: Plate 1 — Plot P an Plates A-1 through A-4 — Log of Borings Plate 2 — Copy of Review Comment by Charles Abbott and Associates Corrosion Report — M.J. Schiff and Associates (*Mick*, -' No.2385 pt+r P.E., G.E. Manager, Geotechnical Engineering st e iyot cc: Mr. Gary Simmons/Taylor and Associates (6 copies) `�A c> OF CO pP, 3/r7 KLEINFXWIC (Ida VriWPliUVa Irvine \ teter.d c page 3 of 3 17, 2004 rive,Swte 150Diamond Bar, CA 9165-3910 (909) 396-0335 (909) 396-1314 tax EXPLANATION In KLEINFELDER 1ES IRVINE i f •>_ , ! URGE�^^RY-�..,.=. CENTEI�F ��--- . IIIIY vitt Lseisibw` tas sn■un ra tiviramarnseggisimamr9� at��ia�i®� e APPROXIMATE SOIL BORING LOCATION JAMES IRYINE SURGERY CENTER ADDITION HOC NOSP/TAL Newport Beech. California Project: 42171 March 2004 ,, PLATE PLOT PLAN r Date Drilled: Drilled By: Drilling Method: Logged By: Water Depth: Date Measured: Reference Elevation: Datum: m 0. E 0 to GEOTECHNICAL DESCRIPTION AND CLASSIFICATION 1 2 5 6 12 (1) (2) (3) (4) 10— (5) NOTES ON FIELD INVESTIGATION 1. SAMPLE - Grpphiml representation o1 sample lype as shown below. Sprd Spoon - Standard Penetration lest Sample (SPT) Drive Sample - Casten Semple (Cot) Bulk Sample - Obtained by collecting callings in o plastic bog Tube Somple - Shelby/Pitcher tube Sample 2. SAMPLE NO. - Sample Number 3. BIOWS/Fl - Number of blows required to advance sompler 1 foot (unless o lesser distance is specified). Sompers in central were driven into the soil of the bottom el the tole with o Woodard (140 M) hammer dropping a Menderd 30 inches. Drive samples collected in bucket auger borings may be obtained by dropping non-slondad weight Irom variable heights. When o SPT server is used the blow count conform. to AS1M 0-1586. SCR/ROD - Sample Core Recovery (SCR) in percent (%) and Rock Ounfity Designation (R00) in percent (%). ROD is dell ed os the percentage of core in eoch run which the spacing between natural fracture is greater thou 4 inches. Mechanise! breaks of the core ore not considered. 108 10 DS, SE GS (6) (6) (7) 4. GRAPHIC LOG - Stondord symbols for soil and rock types, os shown on plate B- lb. 5. GEOIECHNICAL DESCRIPTION Soil - Soil clossiticotions ore bored on the Unified Soil Classification System per ASTM 0-2467, and designations include consistency, moisture, color and other modifiers. Field descriptions hove been modified to reflect results of laboratory analyses where deemed appropriate. t ic - Rock clossilicolions generally include a rock type, color, moisture, minerol constituents, degree of weathering, alerolion, and the mechanical properties ol the rock. TOMS, Iineatiins, bedding spacing, fokotions, and degree ol cementation ore also p.esenled where appropriate. Description ol sal origin or rock lormohon is placed in brackets at the beginning of the description where oppficobe, tor esompte, Resided Soil, 6. DRY DENSITY, MOISTURE CONTENT: As estimated by loborotory or Field testing. 7. ADDITIONAL TESTS - (Indicates sample tested ksAX - Maximum Dry Density GS - Groin Site DistrdulAn SE - Sand tquivolenl El - Exponsion Index CHEM - Sudote and Chloride Content, pH, Res PM - Permeability U81 - U nccnsordoted Unchained lresal for properties other Than the obove): SG - Specific Gravity HA - Hydrometer AMdy1is AL - Alltrberg Limits RV - R-Value liv:ty CN - Consolidation CU - Consolidation Undroired lrioeel CD - Consolidated Drained biaxial 8. ATTITUDES - Orientation of rock dgcontinuily observed in bucket auger boring or rock core, expressed respectively, preceeded by a one -letter symbol denoting nature of discontinuity os shown below. 8: aeddeg Plane J: Jointing C: Contact F: Fault 5: Sheor PP - Pocket Ptntlromete. WA - Lath ASAiyN- DS - Direct Shrew CP - Cotapst Potential UC - Unconfined Compression T - lancite strike/dip and dip on*, 11/1 KLEINFELDER EXPLANATION OF LOGS PUTE A-10 UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) PRIMARY DIVISIONS GROUP SYMBOLS SECONDARY DIVISIONS z '^ i 1° “lifpya�y 0 r i!.5' a u 2 V y 4' a $¢E W a 3 N i e In � Ina$ �v w..2. �" > WV1 CCfr u$0`S_ / CLEAN GRAVELS (LOSS THAN) SA FINS GW , 0 0 0] WELL GRADED GRAVELS. GRAVEL -SAND MIXTURES, LITTLE OR NO FINES 0. 0, GP I -feI POORLY GRADED GRAILS OR GRAVEL -SAND MIXTURES. LITTLE OR NO INC e GRAVEL EPOS GM SILTY GRAVELS, GRAVEL -SA Ip-SR.1 WR1LIRES GE �! !. CLAYEY GRAVELS, GRAVEL -SAID -CLAY MIXIRN TES z � Z :u u W Wy y O13 5I-r1_ w CLE CLEAN (LSRSFINC SW ; WELL GRADED SANDS, GRAVELLY SANDS. LITTLE OR NO FINES SF ' POORLY GRADED SANDS OR GRAVELLY SANDS, LIME OR NO FRCS SANDS WITH riICS SN SILTY SANDS, SAND-Sttl MIXTURES SC CLAYEY SANDS, SAND -CLAY MIK1tNRES IA t� l y W44 N o i y'�' z 2 y „ klyyQQ. i agl� PS u Y�/ yS yj '—^u,=� clu ,�� .4 In !1 INORGANIC SILTS. VERY FINE SANDS, ROCK FLOUR. SILTY OR �I CLAYEY (d1[ SANDS Cl / IHDRGANIC CUPS Or LOW TO IKORNI PLASIKRY.GRAYELLY CLAYS: / SANDY CUK, SILT CUPS, LUN LUYS OL I/ I I ORGANIC SILTS AND ORGANIC SRl-CUPS OF LOW PLASTICITY 0 ag j Wia �' Ci uH I INORGANC SILTS. MICACEOUS OR DLAIOLMCCOIPS FINE SANDS OR SILTS. ELASTIC SILTS CH a INORGANICCLAYS Of Wel PLASTICITY, FA1 CLAYS OH 'ij.0 iii ORGANIC CLAYS Or MCDL M 10 HIGH PLASTERY. ORGuaC SILTS IIGHtY ORGANIC SOILS PT - . _ j t PUT. LUCKID A01241 HOMY MANIC SOILS $i In WI- 2 SANOS1OICS 55 =— SRIS1 5 5H CLAY51ONC5 CS LIMESTONES LS • SHKE St __._..._... CONSISTENCY CRITERIA BASED ON FIELD TESTS RELINE DENSITY: COARSE-GRAa4cD SOS FRS -GRAINED sot TWwk[ POCKET - P[tCTRDKCT[R R DE fRrs • 140 HAMMER REU1M IX NSRY ba • (1 bbwa/11) ROUT( DE NWT (A) EONSISIE ICY SPT (Y °IOC/tt) UNORAINED SHEAR SIRfNGTH flat) UNCONfRCD COMPRES$AC STRENGTH (NI) 30 IJIC FALLING 30 INCHES 10 DRtaC A 2 INCH OA. ft 3/B INCH lD.) BARREL SAMPLER Very Loose <4 0 - 15 Very Soft <2 <0.13 <0.25 (*511 PINCIRALON 86 TEST)ARD Loose 4 - 10 15-35 Soil 2-4 0.13-0.25 0.25-0.5 Medium Dense 10 - 30 35 - 65 Medium <1i11 4 - 8 0.25 - 0.5 0.5 - 1.0 u411St 51RENGTH IN SGII 8 - 15 0.5 - 1.0 1.0 - 2.0 TON$/son. READ FROM POCKET Dense 30 - 50 65 - 85 Very Stilt 15 - 30 1.0 - 2.0 2.0 - 4.0 PENEIROKTER Very Dense >50 05 - 100 Hord >30 >2.0 >4.0 MOISTURE CONTENT CEMENTATION DESCRIPTION FELD 1051 DESCRIPTION FIELD TEST Dry Absence of moietiue. dusty, dry to the touch Weakly Crumbles or breaks with handling or sSOW Boyer Presawe Moist Domp bit no visible water Moderote N Crumbles or McPAs riFlb senskero0k linger PreseuR Wel Visible tree rioter, u<IJ011y soil is below woler lobk Strongly Will not crumble or breok Fit° linger pressure in KLEINFELDER EXPLANATION OF LOGS PLATE A —lb Date Drilled: 3/9/04 Water Depth: > 5.6 feet Drilled By: Kleinfelder Date Measured: 3/9/2004 Drilling Method: Hand Auger 3.5" Approximate Elevation: 81.0 feet Logged By: D. Hasham Reference Datum: MSL y .e o 00a 00 •u z5g 114 's g SOIL DESCRIPTION AND CLASSIFICATION a " -- w ., 0 0P • 0i 0 i A O G~ u0 SU M ' Artificial Fill 1: _(A r t o mediium (NW ained, some se gravel 5e' fine clay, clay trace comedium IL CI 1- = M ,= -- Dark gray, less sand. r - .} J = -12 -- Orange brown, possible native soil, increase in sand. -- Light brown. .75 3 1-, IJ :, CORR S `'...1 Total depth = 5.6 feet. Groundwater not encountered. Boring backfilled with soil cuttings and replaced turf plug. James Irvine Surgery Center PLATE InK L E I N F E L D E R Hoag Memorial Hospital Presbyterian Newport Beach, California A-2 PROJECT NO. 42171-02 LOG OF BORING HA-1 Explanation To Logs On Plate A-1 Date Drilled: 3/9/04 Water Depth: > 4 feet Drilled By: Kleinfelder Date Measured: 3/9/2004 Drilling Method: Hand Auger 3.5" Approximate Elevation: 81.5 feet Logged By: D. Hasham Reference Datum: MSL o "> o .mi w® °° "0 • W pp to a i 0 0. 1 vj a a° corm S O 0 .i pap A N , P. d ID SOIL DESCRIPTION CLASSIFICATION a N.4 w a 0 D a Pi 48 �, N a a m a ..4 O O o a sa .+a a -.I m .. �o} r. n i W -80 34A-2.1 _ _' i= n ° j im Artificial Fiji (Afl: brown, moist, medium dense, fine clay, trace coarse gravel, some CORR Silty Sand (SM): dark to medium grained, some pieces of concrete. a -+ - Wet. ✓X Total depth = 4.0 feet, termination due to refusal. Groundwater not encountered. Boring backfilled with soil cuttings and replaced turf plug. lin K L E I N F E L D E R PROJECT NO. 42171-02 James Irvine Surgery Center Hoag Memorial Hospital Presbyterian Newport Beach, California LOG OF BORING HA-2 PLATE A-3 Explanation To Logs On Plate A-1 Date Drilled: 3/9/04 Water Depth: > 2 feet Drilled By: Kleinfelder Date Measured: 3/9/2004 Drilling Method: Hand Auger 3.5" Approximate Elevation: 80.5 feet Logged By: D. Hasham Reference Datum: MSL c o >• ®u W t% G ®� .1Q� s .1 al m w U= 1.0 x Alt SOIL DESCRIPTION CLASSIFICATION ATION a 0 wpp 0 W GY00. v w u y0p a "� or N w `� F m so - ;? = , - - rtificial Fill (Alb brown, moist, medium dense, fine clay, some pieces of concrete and thich layer of black clay, organic, Silty Sand (SM)• dark to medium grained, some asphalt. -- Approximately 3 inch slight odor. Total depth = 2.0 feet, termination due to refusal. Groundwater not encountered. Boring backfilled with soil cuttings and replaced turf plug. lia K L E I N F E L D E R PROJECT NO. 42171-02 James Irvine Surgery Center Hoag Memorial Hospital Presbyterian Newport Beach, California LOG OF BORING HA-3 PLATE A-4 Explanation To Logs On Plate A-1 COMMERCLN. PLAN CHECK CORRECTION UST - Continued C Show on title page of drawings: pt 6 Job address and name of owner. Name and address of designer with wet signature. Legal description. A. fo4/ 0 it List new, existing, converted and remodeled floor area. e( List deck area, covered porch and covered patio area. building. Indicate occupant loads usingf. Show Construction type and occupancy group occupant bad factors of Table 10-A. it Show sprinkled building for area increase, story Increase, or other purpose. 13) Submit fully dimensioned plot plan including: Clear width of front, rear and side yards measured from property One to building face. lileftp.ewew and centerline of street and street name and bulking address. Show grades around the building or structure, except minor permits. Show finished first floor elevations of all areas. of all recommend i . Wet skmatura is required on the report. reSod repoit must include cortosivlbr.anelysts Norte Amens � for buried pipe protectioit.��o s4.V ,ems must include Rauefaction4gle0.f�L ltSubmit truss drawings, layout plan, and aloe, wet stamped and signed by a licensed Cron Engineer and reviewed and accepted by the Project Engineer with stamp and wet signature. The documents must be submitted, reviewed and approved prior to permit issuance. To avoid delay ki plan check submit talcs and drawings at first submittal. ® Forms be Print State energy forms ENVl1, ENV-2, MECH-1, and LTG-1 on the plans. s PART tt, APPROVALS p concurrently. Cant 19 t Obtain approval is puns from Planning Department,plot plan, hey are chocking the height at building, or exterior of structure roust for status. All revised plans that change use, p, P permit issuance. be reviewed and approved by Planning Staff prior to perm CV Contact Public Works Department concerning release status. This project must be approved by Public Works prior to issuance of Building Permit. 0must approved by Contact Fire Department at 644-3107 concerning release status. This project V Fire Department prior to issuance of Building Permit. A OSHA permit must be obtained from the State Division of industrial Safety for trenches or excavation 5' (1.52 meters) or deeper or building/sbucture over 3 stories high, or building over 36' (19 meters) high. if. A food service type of occupancy requires an approval letter from the County Health Department, which must be submitted before a building permit will be issued. Call 714-667-3600 for their plan check processing requirements. J� Note on the plans that a CALOSHA permit is required for elevators or wheelchair lifts. This may be obtained from the State Division of Occupational Safety & Health - CALOSHA Elevator Unit Car (714) 939-7741. PART 01, DISABLED ACCESS f' The building and facilities must be accessible to the physically disabled. Show ramps, toilet fadlties, etc. (see attached Disabled Access check fist) PART IV, BUILDING OCCUPANCY AND AREA ALLOWED eShow on plans type of construction and the occupancy group classircaticn of the building and for each area. Refer to UBC chapters 3 (occupancy), 4 (special use), 5 (building limitations) and 6 (construction types). 03/15/2Q04 17:27 9096263316 M.J. SCHIFF & ASSOCIATES, INC. MJ SCHIFF AND Ate' PAGE 01 Consulting corrosion Engineers - Sine f959 431 W. Baseline Road Claremont, CA 91711 March 15, 2004 KLEINFELDER, INC. 1370 Valley Vista Drive, Suite 150 Diamond Bar, CA 91765 Attention: Mr. Armen Gaprelian Phones (909) 626.09471 Fax: (900) 625-3316 E-malt: mjsaen seidff.axm+ httpJiwww.m*schllf oom Re: Soil Conosivity Study Hoag Irvine Surgery Newport Beach, California MJS&A #04-0327HQ INTRODUCTION Laboratory tests have beat completed on two soil samples you provided for the iefcaproject. The purpose of these tests was to determine if the soils might have deleterious effects on underground utility piping and concrete structures. We assume that the samples provided are representative of the most corrosive soils at the site. However, MJS&A has tested soil samples from the Hoag Hospital area at various depths that have been more corrosive than the soils tested for this report. It is highly recommended to verify that these soils are truly representative of soils in the area. The proposed project consists of a n ew addition to the James Irvine S urgcry C enter. T he n ew addition is located on the west of the existing James Irvine Surgery Center. The water table is more than 49 feet deep. The scope of this study is limited to a determination of soil corrosivity and general corrosion control recommendations for materials 1 ikely to be used for construction. Our nw zsuue dations do not constitute, and are not meant as a substitute for, design documents for the purpose of construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, we will be happy to work with them as a separate phase of this project. TEST PROCEDURES The electrical resistivity of each sample was measured in a soil box per ASTM 057 in its as - received condition and again after saturation with distilled water. Resistivitie s are at about their lowest value when the soil is saturated. The pH of the saturated samples was measured. A 5:1 water:soil extract from each sample was chemically analyzed for the major soluble salts commonly found in soils and for ammonium and nitrate. Test results are shown in Table 1. CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES PUNS & SPECIFICATIONS • FAILURE ANALYSIS • EXPERT WITNESS • Cacnostvm AND DAMAGE ASSESSMENTS S 03/15/Z004 ,17:27 9096263316 MJ SCHIFF AND ASSOC PAGE 02 KLErNFELDER, INC. MJS&A #04-0286HQ SOIL CORROSIVITY March 15, 2004 Page 2 A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from higher moisture and soluble salt contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is: Soil Resistivity in ohm -centimeters Corrosivity Category over 10,000 mildly corrosive 2,000 to 10,000 moderately corrosive 1,000 to 2,000 corrosive below 1,000 severely corrosive Other soil characteristics that may influence corrosivity towards metals ere pH, soluble salt content, soil types, aeration, anaerobic conditions, and site drainage. Electrical resistivities were in moderately corrosive category with as -received moisture and when saturated. Soil pH values were 6.9 and 7.2, which is neutral. The soluble salt content of the samples was low. Ammonium and nitrate were detected. Tests were not made for sulfide and negative oxidation-reduction (redox) potential became these samples did not exhibit characteristics typically associated with anaerobic conditions. This soil is classified as moderately corrosive to ferrous metals. 03/15/2p04 -17:27 9096263316 MJ SCHIFF AND ASSut. PACE 03 KLEINFELDER, INC. MJS&A #04-0286HQ March 15, 2004 Page 3 CORROSION CONTROL RECOMMENDATIONS The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc., in addition to soil corrosivity, and is, therefore, difficult to predict, Of more practical value are corrosion control methods that will increase the life of materials that would be subject to significant corrosion. Steel Pipe Abrasive blast underground steel piping and apply a dielectric coating such as polyurethane, extruded polyethylene, a tape coating system, hot applied coal tar enamel, or fusion bonded epoxy intended for underground use. Bond underground steel pipe with rubber gasketed, mechanical, grooved end, or other nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. Electrically insulate each. buried steel pipeline from dissimilar metals and metals with dissimilar coatings (cement -mortar v s. dielectric), and above ground steel pipe to prevent dissimilar m etal corrosion cells and to facilitate the application of cathodic protection. Apply cathodic protection to steel piping as per NACE International Standard RP-0169-02. As an alternative to dielectric coating and cathodic protection, apply a'k inch cement mortar coating or encase in concrete 3 inches thick, using any type of cement. Iron Pipe Encase cast and ductile iron piping per AWWA Standard C105 or coat with epoxy or polyurethane intended for underground use. Note: the thin factory -applied asphaltic coating applied to ductile iron pipe for transportation and aesthetic purposes does not constitute a concision control coating. Electrically insulate underground iron pipe from dissimilar metals and from move ground iron pipe with insulating joints per NACE International Standard RP-0286-02. Bond all nonconductive type joints for electrical continuity. Copper Tube Wrap copper tubing for cold water in 20 mils thick plastic pipe wrapping tape over primer, or bed and backfill in cement slurry at Ieast 2 inches thick surrounding the tubing, or protect the same as copper tubing for hot water. Hot water tubing may be subject to a higher corrosion rate. Protect hot copper by applying cathodic protection or preventing soil contact. Soil contact may be prevented by placing the tubing above ground or inside a plastic pipe. The amount of cathodic protection current needed can be minimized by coating the tubing. Plastic and Vitrified Clay Pipe No special precautions are required for plastic and vitrified clay piping placed underground froma corrosion viewpoint. Protect all fittings and valves with wax tape pa AWWA Standard C217-99 or epoxy. 03/15/43e4 ,17:27 90962E3316 MJ SCHIFF AND ASS PAGE 04 KLEINFELDER, INC. MJS&A #04-0286HQ March 15, 2004 Page 4 All Pipe On all pipes, appurtenances, and fittings not protected by cathodic protection, coat bare metal such as valves, bolts, flange joints, joint harnesses, and .flexible couplings with wax tape per AWWA Standard C217-99 after assembly. Where metallic pipelines penetrate concrete structures such as building floors, vault walls, and thrust blocks use plastic sleeves, rubber seals, or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. Concrete Any type of cement may be used for concrete structures and pipe because the sulfate concentration is negligible, 0 to 0.1 percent, per 1997 Uniform Building Code (UBC) Table 19-A-4 and American Concrete Institute (ACI-318) Table 4.3.1. Standard concrete cover over reinforcing steel may be used for concrete structures end pipe in contact with these soils. CLOSURE Our services have been performed with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed ox implied, is included or intended. Please call if you have any questions. Respectfully Submitted, M J. SCHIFF & ASSOCIATES, INC. Reviewed by, Adrineh Avedisian Steven R. Fox, P. E. Enc: Table 1 33/1E/4304 .17:27 9096263316 MJ SCHIFF AND ASSOC M. J. Schiff St Associates, Inc. Consulting Corrosion Engineers -Since 1959 Phone: (0059 626-0967 Far: (909) 626-3316 431 W. Baseline Rand E-mail labignsjschiff.com Claremont, C4 91711 mast* stifseitiffeem Sample m Table 1 - Laboratory Tests on Soil Samples Hoag Irvine Surgery, Neuron Beady CA MJS&A 4004-0327W 9-Mar-04 HA-1-3 HA-2-1 Resistivity Units as -received ohm -cm 6,400 5,600 saturated 011111-CM 4,000 2,600 PH 7.2 6.9 Elect/leaf Conductivity mS/cro 0.12 0.14 Chemical Analyses Cations calcium Ca2+ mg/kg 32 20 magncsium Me m1/48 27 ND sodium Na'* mg/kg 13 108 Anions carbonate C012 mg/kg ND ND bicarbonate HC031- rag/kg 156 140 chloride Cr mg/kg ND 20 sulfate SO t mg/kg 87 137 Other Tests aminonnnn NH414 mg/kg 0.5 1.2 nitrate NO' mg/kg ND ND sulfide Sr qual na na Redox neof na na . . PAGE 05 Electrical conductivity in millisier»ens/cm and chemical analysis were made on a 1:5 soil -to -water extract. mg/kg" milligrams per kilogrant (parts per million) of dry soil. Redox oxidation-reduction potential in millivolts ND not detected as not analyzed Page 1 of 1 roc REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED ADDITION TO JAMES IRVINE SURGERY CENTER NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PREBYTERIAN Newport Beach, California Prepared by: MACTEC Engineering and Consulting of Georgia, Inc. Vida Law/Cnadall, A Division of Law Eagineerng and Environmental Serviais, Inc. April 4, 2003 Project 4953-03-0931 MACTEC • MACTEC April 4, 2003 Mr. James Easley Hoag Memorial Hospital Presbyterian One Hoag Drive P.O. Box 6100 Newport Beach, California 92658-6100 Subject: Report of Geotechnical Investigation Proposed, Addition to James Irvine Surgery Center Hoag Memorial Hospital Presbyterian Newport Beach, California MACTEC Project 4953-03-0931 Dear Mr. Easley: We are pleased to submit the results of our geotechnical investigation for the proposed addition to James Irvine Surgery Center at Hoag Memorial Hospital Presbyterian. This investigation was conducted in general accordance with our proposal dated January 21, 2003. The scope of our services was planned with you. Mr. William C. Taylor of Taylor and Associates, Architects, has furnished us with a sketch showing the proposed location and structural details. The results of our investigation and design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a building permit. 0 MACTEC Engineering and Consulting, Inc, 200 Citadel Drive • Los Angeles, CA 90040 323689-5300 • Fax: 323-721-6700 Hoag Memorial Hospital Presbyterian— Geoteclmical Investigation MACTEC Project 49534-0931 April4, 2003 It has been a pleasure to be of professional service to you. Please contact us if you have any questions or if we can be of further assistance. Sincerely, MACTEC Engineering and Consulting of Georgia, Inc. f/kh Law/Crandall, A Division of law Engineering end Environmental Services. form JJL C.47A, Jaime A. Albornoz Staff Engineer Marshall Lew, Ph.D. Senior Principal Engineer Vice President Carl Kim Senior Engineer/Project Manager G:1ProjecfsV0131 Geotec/A2003proft30931 Hoag Memorial MLlDeliverablesW953-03-0931 rp01.DOCVA (4 copies submitted) cc: (2) Taylor and Associates, Architects Attn: Mr. William C. Taylor REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED ADDITION TO JAMES IRVINE SURGERY CENTER HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California MACI'EC Engineering and Consulting of Georgia, Inc. Mda Law/Crandall, A Division of Law Engineering and Environmental Services. Inn Los Angeles, California April 4, 2003 Project 4953-03-0901 Hoag Memorial Hospital Presbyterian — Geotechnieal Investigation April 4, 2003 MACTEC Project 4953-3-0931 TABLE OF CONTENTS Page SUMMARY 1.0 SCOPE 2.0 PROJECT DESCRIPTION AND SITE CONDITIONS 2 3.0 EXPLORATIONS AND LABORATORY TESTS 2 4.0- SOIL CONDITIONS 3 5.0 LIQUEFACTION POTENTIAL 3 6.0 RECOMMENDATIONS 4 5.1 FOUNDATIONS 4 5.2 SITE COEFFICIENT AND SEISMIC ZONATION 5 5.3 FLOOR SLAB SUPPORT 6 5.4 GRADING 6 5.5 GEOTECHNICAL OBSERVATION 8 6.0 BASIS FOR RECOMMENDATIONS 9 APPENDIX: CURRENT AND PRIOR EXPLORATIONS AND LABORATORY TESTS 11 Hoag Memorial Hospital Presbyterian— Ceotechnical Investigation April 4, 2003 MACTEC Project 4953-3-0931 SUMMARY We have completed our geotechnical investigation of the site of the proposed addition to James Irvine Surgery Center at Hoag Memorial Hospital Presbyterian campus in Newport Beach, California. The proposed building addition will be a one-story wood -frame structure, with a footprint of approximately 800 square feet. Our current and prior subsurface explorations, engineering analyses, and foundation design recommendations are summarized below. To supplement our current geotechnical analyses, we also reviewed our report of an investigation conducted at a nearby site in September 10, 1999 for a proposed parking structure about 320 feet east of our subject site. We explored the soil conditions by hand-augering five borings at the site. Fill soils, up to 4 feet thick, were found in our borings. The natural soils consist of medium stiff to stiff sandy clay to the 51-foot depth explored. Deeper natural soils beneath the site are expected to consist of silty sand, sand, clayey sand, and clay with lesser deposits of silt to the 401/2-foot maximum depth explored in the previous investigation for the East Parking Structure (EPS). The silty sand, sand, and clayey sand deposits throughout the depths explored are dense; the clay and silt deposits are stiff. Water was not encountered within the depths explored in our current borings or the EPS borings. 'However, water was measured at about 49 feet bgs at a boring performed for the Women's Pavilion, which is southeast of the project site. The existing fill soils are not suitable for support of the proposed addition on spread footings. The proposed structure can be supported on spread footings established in the undisturbed natural soils. The on -site soils are suitable for use as compacted fill, and the building floor slab can be supported on grade. 0 iii Hoag Memorial Hospital Presbyterian — Geatechnica! Investigation April 4, 2003 MACTEC Project 4953-3.0931 1.0 SCOPE This report provides geotechnical design information for the proposed addition. The project location is shown on Figure 1, Site Location Map. The locations of the proposed addition, existing structures, and exploratory borings used in the current study are shown on Figure 2, Plot Plan. In addition to the current explorations and laboratory testing, we also relied on the results of a prior geotechnical investigation for the nearby existing EPS performed by our predecessor firm Law/Crandall (L/C Job No. 70131-9-0330.0002). The recommendations in the current report were developed in part using geotechnical information from the previous investigation. This investigation was authorized to determine the characteristics of the soils at the project site and to provide recommendations for foundation design and earthwork. We were to evaluate the existing soil conditions at the site and develop recommendations for the following: • A feasible foundation system design along with the necessary design parameters, including the estimated settlement due to the expected Loadings; and • Earthwork, including excavation, placing of backfill, and quality control measures. The assessment of general site environmental conditions for the presence of contaminants in the soils and groundwater of the site was beyond the scope of this investigation. The results of the current and previous field explorations and laboratory tests, which form the basis of our recommendations, are presented in the Appendix. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for Hoag Memorial Hospital Presbyterian and their design consultants to be used solely in the design of the proposed walkway. The report 1 Hoag Memorial Hospital Presbyterian — Geotechnical investigation April 4, 2003 MACTEC Project 4953-3-0931 has not been prepared for use by other parties, and may not contain sufficient information for purpose of other parties or other uses. 2.0 PROJECT DESCRIPTION AND SITE CONDITIONS The proposed building addition will be a one-story wood frame structure, with a footprint of approximately 800 square feet. We understand that no basement levels are planted. The estimated maximum wall loads are on the order of 1,000 pounds per foot. The site is currently surfaced with an existing concrete slab and used as a trash container enclosure. The ground surface of the site is generally level. Various underground utilities cross the site. 3.0 EXPLORATIONS AND LABORATORY TESTS The soil conditions beneath the site were currently explored by hand-augering five borings to depths ranging from 3 to 5' feet below the ground surface (bgs) at the locations shown on Figure 2. Details of our current and prior explorations and the logs of the borings are presented in the Appendix. Laboratory tests were performed on selected samples obtained from current and prior borings to aid in the classification of the soils and to determine the pertinent engineering properties of the foundation soils. The following tests were performed: • Moisture content and dry density determinations. • Direct shear. • Consolidation • Particle size distribution • Expansion Index. AD testing was done in general accordance with applicable ASTM specifications. Details of the current and prior laboratory testing program and test results are presented in the Appendix. 2 Hoag Memorial Hospital Presbyterian — Geotechnical Investigation April4, 2003 MACTEC Project 4953.3-0931 4.0 SOIL CONDITIONS Fill soils, up to 4 feet thick, were found in our current borings. The fill soils consist of loose silty sand. Deeper fill could be encountered between boring locations. The natural soils consist of medium stiff to stiff sandy clay to the 51-foot depth explored. Deeper natural soils beneath the site are expected to consist of silty sand, sand, clayey sand, and clay with lesser deposits of silt to the 4044-foot maximum depth explored in the previous investigation for the EPS. The silty sand, sand, and clayey sand deposits throughout the depths explored are dense; the clay and silt deposits are stiff. Water was not encountered within the depths explored in our current borings or the EPS borings. However, water was measured at about 49 feet bgs at a boring performed for the Women's Pavilion, which is south of the project site. 5.0 LIQUEFACTION POTENTIAL Liquefaction potential is greatest where the groundwater level is shallow, and loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. Groundwater is not expected above 49 feet below existing grade. The natural soils beneath the site consist primarily of dense silty sand, sand and clayey sand, and stiff clay and silt. In addition, based on the results of the standard penetration tests (SPTs), the granular soils underlying the site are dense with relative densities in excess of 80% and soils with such characteristics have a low liquefaction potential. Therefore, Iiquefaction will not have any adverse effects on the proposed development. 3 Hoag Memorial Hospital Presbyterian — Geotechnical Investigation MACTEC Project 4953-3-0931 April 4, 2003 6.0 RECOMMENDATIONS The existing fill soils are not considered suitable for foundation or floor slab support. The proposed addition may be supported on spread footings established in the undisturbed natural soils. To prevent surcharging of existing footings, which may induce settlement of structures supported thereon; new footings should extend below a 1:1 plane extending upward from the bottom of the adjacent existing footings. However, new footings should not extend below a 1:1 plane extending downward from the bottom of adjacent existing footings, which may undermine bearing support for existing footings. The horizontal and vertical alignment of existing utility lines should be verified and new footings should be located to extend below a 1:1 plane extending upward from the bottom of adjacent utilities. Alternatively, the integrity of existing utility lines surcharged by new footings should be evaluated to confirm that surcharge pressures imposed by new footings can be accommodated without damage or distress. Surcharge pressures from footings at various depths may be assumed to increase with depth based on a 1:1 downward plane projection from the bottom edges of footings. The building floor slab can be supported on grade if the recommendations presented in Section 5.4, Grading, are implemented. 6.1 FOUNDATIONS Spread Footings Spread footings that are 12 inches wide or larger, established in the undisturbed natural soils or properly compacted fill and at least 1 th feet below the lowest adjacent grade, may be designed to impose a net dead -plus -live load pressure of 1,500 pounds per square foot. 4 Hoag Memorial Hospital Presbyterian — Geotechnical investigation April 4, 2003 MACTEC Project 4953-3-0931 A one-third increase can be used for wind or seismic loads. The recommended bearing value is a net value, and the weight of concrete in the footings can be taken as 50 pounds per cubic foot; the weight of soil backfill can be neglected when determining the downward loads. We estimate the settlement of the proposed addition, supported on spread footings in the manner recommended, will be less than / inch. Differential settlement is expected to be less than rA inch across the addition. At least half of the total settlement is expected to occur during construction, shortly after dead loads are imposed. Lateral loads can be resisted by soil friction and by the passive resistance of the soils. A coefficient of friction of 0.4 can be used between the footings and the floor slab and the supporting soils. The passive resistance of natural soils or properly compacted fill soils can be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value can be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils can be combined without reduction in determining the total lateral resistance. 62 SITE COEFFICIENT AND SEISMIC ZONATION The site coefficient, S, can be determined as established in the Earthquake Regulations under Section 1629 of the California Building Code (CBC), 2001 edition, for seismic design of the proposed addition. Based on a review of the local soil and geologic conditions, the site may be classified as Soil Profile S,,, as specified in the 2001 CBC. The site is located within CBC Seismic Zone 4. The site is near the Newport -Inglewood fault, which has been determined to be a Type B seismic source by the California Division of Mines and Geology. According to Map M-33 in the 1998 publication from the International Conference of Building Officials entitled "Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada," the proposed addition is located within 2 kilometers from the Newport -Inglewood fault. At this distance for a seismic source type B, the near source factors, N, and N„ are to be taken as 1.3 and 1.6, respectively, based on Tables 16-S and I6-T of the 2001 CBC. 5 Hoag Memorial Hospital Presbyterian — Geotechnical investigation April 4, 2003 MACTEC Project 4953-3.0931 6.3 FLOOR SLAB SUPPORT If the subgrade is prepared as recommended in the following section on grading, the building floor slab can be supported on grade. Construction activities and exposure to the environment can cause deterioration of the prepared subgrade. Therefore, we recommend our that our field representative observe the condition of the final subgrade soils immediately prior to slab -on -grade construction, and, if necessary, perform further density and moisture content tests to determine the suitability of the final prepared subgrade. If vinyl or other moisture -sensitive floor covering is planned, we recommend that the floor slab in those areas be underlain by a capillary break consisting of a vapor -retarding membrane over a 4-inch-thick layer of gravel. A 2-inch-thick layer of sand should be placed between the gravel and the membrane to decrease the possibility of damage to the membrane. We suggest the following gradation for the gravel: Sieve Size Percent Passing '/a" 90 - 100 No.4 0-10 No. 100 0 - 3 A low -slump concrete should be used to minimize possible curling of the slab. A 2-inch-thick layer of coarse sand can be placed over the vapor retarding membrane to reduce slab curling. If this sand bedding is used, care should be taken during the placement of the concrete to prevent displacement of the sand. The concrete slab should be allowed to cure properly before placing vinyl or other moisture -sensitive floor covering. 6.4 GRADING Within the proposed building footprint and at least 5 feet beyond in plan view, the existing fill soils should be excavated and replaced as properly compacted fill. All required fill should be uniformly well compacted and observed and tested during placement. The en -site soils can be used in any required fill. 6 Hoag Memorial Hospital Presbvterian — Ceotechnical Investigation April 4, 2003 MACTEC➢roject 4953-3-0931 Site Preparation After the site is cleared and any existing fill soils are excavated as recommended, the exposed natural soils should be carefully observed for the removal of al] unsuitable deposits. Next, the exposed soils should be scarified to a depth of 6 inches, brought to near -optimum moisture content, and rolled with heavy compaction equipment. At least the upper 6 inches of the exposed soils should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557 method of compaction. Excavations and Temporary Slopes Where excavations are deeper than about 4 feet, the sides of the excavations should be sloped back at 1:1 (horizontal to vertical) or shored for safety. Unshored excavations should not extend below a plane drawn at 11/2:1 extending downward from adjacent existing footings. We would be pleated to present data for design of shoring if required. Excavations should be observed by personnel of our firm so that any necessary modifications based on variations in the soil conditions can be made. All applicable safety requirements and regulations, including OSHA regulations, should be met. Compaction Any required fill should be placed in loose lifts not more than 8-inches-thick and compacted. The fill should be conpacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557 method of compaction. The moisture content of the on -site soils at the time of compaction should vary no more than 2% below or above optimum moisture content. Backfill All required backfill should be mechanically compacted in layers; flooding should not be permitted. Proper compaction of backfill will be necessary to reduce settlement of the backfill and to reduce settlement of overlying areas. Backfill should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557 method of compaction. The on -site soils can be used in the compacted backfill. The exterior grades should be sloped to drain away from the foundations to prevent ponding of water. 7 Hoag Memorial Hospital Presbyterian—GeotechnlcalInvestigation April 4, 2003 MACTEC Project 4953-3-0931 Material for Fill The on -site soils, less any debris or organic matter, can be used in required fills. Cobbles larger than 4 inches in diameter should not be used in the fill. Any required import material should consist of relatively non -expansive soils with an expansion index of less than 35. The imported materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be approved by representatives from our firm prior to being placed at the site. 6.5 GEOTECHNICAL OBSERVATION Foundation excavations and the compaction of all required fill should be observed and tested during placement by a representative of our firm. This representative should perform at least the following duties: • Observe the clearing and grubbing operations for proper removal of all unsuitable materials. • Observe the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished subgrae. • Evaluate the suitability of on -site and import soils for fill placement; collect and submit soil samples for required or recommended laboratory testing where necessary. • Observe the fill and backfill for uniformity during placement. • Test fill and backfill for field density and compaction to determine the percentage of compaction achieved during placement. • Observe and probe foundation materials to confine that suitable bearing materials are present at the design foundation depths. The governmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits can be obtained and arrangements can be made for required inspection(s). The contractor should be familiar with the inspection requirements of the reviewing agencies. 8 Hoag Memorial Hospital Presbyterian— Geotechnical Investigation MACTEC Project 4953-3-0931 7.0 BASIS FOR RECOMMENDATIONS April 4, 2003 The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during our current and prior subsurface explorations. We have made our recommendations based upon experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in the structure configuration, loads, location, or the site grades should be provided to us so that we can review our conclusions and recommendations and make any necessary modifications. The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to verify that the actual soil conditions are as expected. This also provides for the procedure whereby the client can be advised of unexpected or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechnically related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be limited to the extent that we would not be the geotechnical engineer of record. 1 Q Y U w 0 w 0 117°57.000' w E' • iaN 2 0 0 0 m m m 117°57.000' W TN 117°56.000' W WG584117°55.000' W 117°56.000' W W6S84117°55,000' W Mit °0I000IEE 0 f0°scan 10004ENM Prided from TOPOI ®7J01 National Gag,* Holding hn°°'.top°.u0°J SITE LOCATION MAP �3°37.00D ERkRLiG �� /MACItC FIGURE 1 CHEMICAL 1)E: P1 N.1 NCY PROPOSED ADDITION v ASSCCLUES. 11ll111L11111111,r`; 4111111,E 11 q111111 ` 1l14 w1110 EAST PARKING STRUCTUR u 111111111111111 1! tt CURRENT INVESTIGATION BENCHMARK FOR CURRENT INVESTIGATION ASSUMED TO BE 100.0' PRIOR INVESTIGATION (70131-9-0330.0002) MACTEC FIGURE 2 PLOT PLAN APPENDIX CURRENT AND PRIOR EXPLORATIONS AND LABORATORY TESTS Hoag Memorial Hospital Presbyterian — Ceotechnical investigation April4. 2003 MACTEC Project 4953-3-0931 APPENDIX CURRENT AND PRIOR EXPLORATIONS AND LABORATORY TESTS CURRENT AND PRIOR EXPLORATIONS The soil conditions beneath the site were explored by hand-augering 5 borings. In addition, data were available from our prior investigation adjacent site (our Job No. 70131-9-0330.0002). The locations of our current and prior borings are shown on Figure 2. The current borings were hand - angered to depths of 3 to 51/2 feet below the existing grade. The prior borings were drilled to depths of 40 to 40' feet below the existing grade using 18-inch-diameter bucket -type or 8-inch-diameter hollow -stem auger -type drilling equipment. The elevations for the prior explorations are based on a datum different than what was assumed for our current explorations. Caving and raveling of the boring walls did not occur during the drilling; casing or drilling mud was not used to extend the borings to the depths drilled. The soils encountered were logged by our field technician, and undisturbed and bulk samples were obtained for laboratory inspection and testing. The logs of the current borings are presented in Figures A-1.1 through A -I .5; the logs from our prior nearby borings are presented in Figures A-1.6 and A-1.9. The depths at which the undisturbed samples were obtained are indicated to the left of the boring logs. The energy required to drive the Crandall sampler 12 inches is indicated on the logs. In addition, standard penetration tests (SPTs) were performed in one of our prior borings; the results of the tests are indicated on the logs. The soils are classified in accordance with the Unified Soil Classification System described in Figure A-2. CURRENT AND PRIOR LABORATORY TESTS Laboratory tests were performed on selected samples obtained from our current and prior borings to aid in the classification of the soils and to determine their engineering properties. The field moisture content and dry density of the soils encountered were determined by performing • tests on the undisturbed samples. The results of the tests are shown to the left of the boring logs. A-1 Hoag Memorial Hospital Presbyterian — Geotechnical Investigation April 4, 2003 MACfEC Project 4953-3-0931 Direct shear tests were performed on selected undisturbed samples to determine the strength of the soils. The tests were performed at field moisture content and after soaking to near -saturated moisture content and at various surcharge pressures. The yield -point values determined from the direct shear tests are presented in Figure A-3.I through A-3.2, Direct Shear Test Data. Confined consolidation test was performed on an undisturbed sample to determine the compressibility of the soils. Water was added to the sample during the test to illustrate the effect of moisture on the compressibility. The results of the test are presented in Figure A-4, Consolidation Test Data. To determine the particle size distribution of the soils and to aid in classifying the soils, mechanical analyses were performed on a prior sample. The results of the mechanical analyses are presented in Figure A-5, Particle Size Distribution. The Expansion Index of the soils was determined by testing one sample in accordance with the Uniform Building Code Standard No. 29-2 method. The results of the test are shown on Figure A-6, Expansion Index Test Data. A-2 3 .<i 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 1 DRILLED: March 26, 2003 USED: Hand Augers DIAMETER (in.): 6 101.8'• ELEVATION (ft) V x Fa isl o MOISTURE ('% of dry wt.) DRY DENSITY (pet) BLOW COUNT* (blows/ft) SAMPLE LOC. DATE EQUIPMENT HOLE ELEVATION: '.•.•. SM �;•;•; ... FILL - SILTY SAND - loose. moist, brown, with some Clay. some gravel and asphalt and concrete pieces • lOD— •�.; .•Ji 8.7 117 35 .CC. • - CL CL - SANDY CLAY -medium stiff, moist, light brown. fine sand 5 12.S 120 SO ; - END OF BORING AT 5.5' - Notes: Water not encountered. Boring backfliled with soil cuttings and tamped. 95— - - * Number of blows required to drive the Crandal sampler - 12 inches using a 50 pound hammer falling 12 inches. - .. Elevations based on benchmark shown on Figure 2, Site Plan. 10 90— 15 85— 20 Field Tech: GMC/AR Prepared By: IA Checked By: Hoag Memorial Medical Center LOG OF BORING n �„�,ur Torrance, California A Project:495303.0931 'Figure: A-3.1 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 2 DATE DRILLED: March 26, 2003 EQUIPMENT USED: Hand Augers HOLE DIAMETER (in.: 6 ELEVATION: 101.2** ELEVATION (ft) DEPTH (ft) MOISTURE (% of dry wt.) DRY DENSITY (Pcf) BLOW COUNT* (blows/ t) SAMPLE LOC. - '• ' •,t, • •100— SM FILL - SILTY SAND - loose. moist. light brown. with some asphalt and brick i0:: AO' stiff. most, light brown, fine sand CL CL - SANDY CLAY -medium 35 • 12.1 118 35 5 - END OF BORING AT 5.0' 95— Notes: Water not encountered Boring backfilled with soil cuttings and tamped. 10 90- 15 85— 20 Field Tech: OMCfAR Prepared By: lA Checked By: Hoag Memorial Medici Center 'MACTEC LOG OF BORING Torrance, California Project 4953-03-0931 Figure: A-12 0 ce 0 'm 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 RE GRADUAL BORING 3 DRILLED: Match 26, 2003 USED: Hand Augers DIAMETER (in.): 6 99.9 n z W x MOISTURE (% of dry wt.) DRY DENSITY (Pcn) BLOW COUNT" (blows/ft) SAMPLE LOC DATE EQUIPMENT HOLE ELEVATION: •••;p! SM FILL - SILft SAND - loose. moist. Tight brown. with some Clay. fine, with some •; •••. •••••• fine gravel and concrete 15 :••••p!.1.404 00•! VX •••. END OF BORING AT 4.33' 95. 5 Notes: Water not encountered. Unable to advance due to asphalt obstructions. - Boring baclfiilled with soil cuttings and tamped. 9a to 85 15 :e Field Tech:. GMCIAR Prepared By: JA Checked By: Hoag Memorlal Medical Center Torrance, California 1VIACTEC LOG OF BORING Project: 4953-03-0931 Figure: A-1.3 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 4 DRILLED: March 26, 2003 USED: Hand Augers DIAMETER (in.): 6 99.1 " o j a. _ u; cot A MOISTURE (16 of dry wt.) DRY DENSITY I (pct) BLOW COUNT* (blows/ft) SAMPLE LOC. DATE EQUIPMENT HOLE ELEVATION: p•�•� SM Oi❖i FILL - SILTY SAND - loose, moist, brown, some gravel and asphalt ••vi. .•.•.� J - •�•i i ••i••! i+•i' " END OF BORING AT 3' Notes: Unable to advance due to possible utilities in area. Boring backfilled with 95—r _ soil cuuings and tamped. 5 - J _ 90—r - r 10 2- r - J 851 r 15 a- - J' - 80—r - 20 Field Tech: GMCJAR Prepared By: JA checked By: Hoag Memorial Medical Center d®, nr LOG OF BORING Torrance, Californiaa'A Project: 4953-03-0931 Figare: A-1.4 THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITION$ AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. BORING 5 DRILLED: March 26. 2003 EQUIPMENT USED: Hand Augers HOLE DIAMETER (in.): 6 ELEVATION: 99.3 "' 1 ELEVATION (ft) CI MOISTURE (% of dry wt.) ›- ADATE y, G BLOW COUNT* (blows/ft) SAMPLE LOC. _ •'•;,. OON.O'.,•, SM FILL - StLTY SAND -loose, moist, tight brown. with gravel • •• A little concrete and gravel found - 45 CL e, CL - SANDY CLAY - light brown, medium stiff i /,,, END OF BORING AT 3.5' 95— Notes: Water not encountered. Boring Ittihad with soil cuttings and tamped. 5 _ 90— 10 85— 15 ' 80— 20 Field Tech: QMCIAR Prepared By: 3A Checked By: Hoag Memorial Medical Center �(MArmcr LOG OF BORING Torrance, California » Project: 4953-03-0931 Figut:e: A-1.5 j j 1 1 J m a only at the specific boring location and at the date Indicated. conditions at other bonbons and times. ELEVATION ( (ft.) W` 0 cc n > 1. rn1:2 0 o 2 DRY DENSITY (Ibs./cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT" (blows/ft.) SAMPLE TYPE (PREVIOUS INVESTIGATION 70131-9-0330.0002) BORING 1 DATE DRILLED: June 3 and 4, 1997 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION: 77 *' . 75 — .,.x•, I SM 3" Asphalt Paving 4" Base Course FILL - SILTY SAND - fine, some debris, light brown ENCOUNTERED A 3/4"-DIAMETER ELECTRIC LINE AT A DEPTH OF 2' - 5 8.6 109 2 SM SILTY SAND - fine to medium, light brown 70 — 9.2 108 3 Thin layers of Clayey Sand - 7 4liritdrr SC -,. CLAYEY SAND - fine to medium, reddish brown 1011. "' 65— 23.1 103 3 ,� CL SILTY CLAY - light brownish grey - SILTY SAND - fine, light grey 15 11.3 104 3 60 — - 7.0 99 4 "�.. �1. "` SP SAND - fine, lenses of Silty Sand, light brown 20 wn hereon appte 55 — - 105 r3 4 `• • ' Number of blows required to drive the Crandall sampler 12 inches for depths of: 0' to 25' using a 1600 pound hammer falling 12 inches; Below 25' using an 800 pound hemmer falling 12 inches. •• Elevations refer to datum of topographic map dated 45 ,.,. October 1993 by David A. Boyle Engineering. Note: The log of subsurface conditions sho It Is not warranted to be representati 50— 7.0 108 10 ..I•t :-• .. - 30 SANDY SILT - light and tight brown 16.7 107 9 ML grey 45 — 35 6,9 97 14 - .; tv. •• SP SAND - fine, tight brown 40 — 40 7.8 93 14 -;.• : b • NOTE: Water not encountered. No caving. END OF BORING AT 40'. LOG OF BORING LAW/CRANDALL FIGUIRF A-1.6 J J J J Jw O Joz N 0 r Jo 0 J J Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated. • It is not warranted to be representative of subsurface conditions at other locations and times. Z _ aw w w DEPTH (ft.) 1 MOISTURE 1% of dry wt.) DRY DENSITY flbs./cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT* (blows/ft.) SAMPLE TYPE (PREVIOUS INVESTIGATION 70131-9-0330.0002) BORING 2 DATE DRILLED: June 3, 1997 EQUIPMENT USED: 18" • Diameter Bucket ELEVATION: 77 3" Asphalt Paving - 6" Base Course 75— 8 5.9 117 2 SM a SILTY SAND - fine, brown Some medium Send 70 — 5.0 115 5 Y/ , SC CLAYEY SAND - fine to medium, reddish brown - 24 9 102 3 ma%//� CL SILTY CLAY - light brownish grey 65 — 10 24.4 101 2 ML CLAYEY SILT - light grey and light brown 0 26.4 98 3 .• f..,is ;. .. SP SAND - fine, light brown 6.7 96 3 4:•-' Few Gravel 5 20 5.7 106 4 I ' .•••• 1rjg- 25 72 102 5 • . 50 —. 3.4 105 10 45— 30�f.-: 8.6 107 14 ■.. i. 35 22.6 106 12 ✓�/r j 4 aSILTY CLAY - light brownish grey 40 —. 40 4.5 104 10 IIIr SM SILTY SAND - fine to medium, light greyish brown NOTE: Water not encountered. No caving. END OF BORING AT 40'. LOG OF BORING LAUV/CRANDALL FIGURE A-1.7 se i at r r ri r 0 _ 4.IlPV /• location and at the date indicated. end times. ELEVATION (ft.) DEPTH (ft.) MOISTURE t% of dry wt.) DRY DENSITY (Ibs,/cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT* (blows/ft.) SAMPLE TYPE (PREVIOUS INVESTIGATION 70131-9-0330.0002) BORING 3 DATE DRILLED: June 6, 1997 EQUIPMENT USED: 8" - Diameter Hollow Stem Auger ELEVATION: 77 3" Asphalt Paving - 5" Base Course 75 — 6 9-3 119 37 r' , SM SILTY SAND - fine, brown Some Clay 70 — 30 10 �,. •, a Sp SAND - fine, light brown Thin layers of Clayey Sand 25.9 101 46 _// CL SILTY CLAY - fight brownish grey o 15 *Number of blows required to drive the Crandall sampler 12 inches 140 hammer failing � using a pound 30 inches. Note: The log of subsurface conditions shown hereon applies only at the specific It is not warranted to be representative of subsurface conditions at other Ioi 60 1 18.5 109 46 23 20 ML SANDY SILT - light brown 55 — 66 - 3.1 110 19 W-• ` .X Sp SAND - fine, light greyish brown 50— 25 30 66 Fine to medium - 12.7 111 55 CL SILTY CLAY - Thin layers of Clayey Sand, light brownish grey 40 — 35 - 40 77 J' . :�'r, Sp SAND - fine, light brown (CONTINUED ON FOLLOWING FIGURE} LOG OF BORING LAW/CRANDALL FIGURE A-1.8a i Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated, IIt is not warranted to be representative of subsurface conditions at other locations and times. 3 (Continued) DRILLED: June 8, 1997 USED: 8" - Diameter Hollow Stem Auger 77 ELEVATION (ft.) DEPTH (ft.) MOISTURE (% of dry wt.) DRY DENSITY (Ibs.fcu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT• (blowstft.) SAMPLE TYPE BORING DATE EQUIPMENT ELEVATION: OF END OF BORING AT 4075'. NOTE: Water not encountered. BORING LAW/CRANDALL LOG FIGURE A 1.8b n 0 O J eon applies only al the specific boring location and at the date indicated. ubsurface conditions at other locations and times. (PREVIOUS INVESTIGATION 70131-P-0330.0002) BORING 4 DATE DRILLED: June 3, 1997 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION: 76 ELEVATION (ft.) DEPTH Ift.) MOISTURE (% of dry wt.) DRY DENSITY (lbs./cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT" (blows/ft.) SAMPLE TYPE 75 — 3" Asphalt Paving - 8" Base Course SM FILL - SILTY SAND - fine, some pieces of concrete, light brown 8.8 98 1 • / , 5 ; SC 70 — CLAYEY SAND - fine to medium, lenses of Silty Sand, yellowish brown 6.5 117 3 . 10 12.8 107 5 Thin layers of fine Sand 65 — SILTY CLAY - thin layers of Clayey Sit, light brownish grey /J�/j GCL 24.8. 101 2 • 15 8 8 102 2 - c�M 80 — SILTY SAND - fine, light brown 21.1 103 5 Ill- ? Light greyish brown 20 55 — 'D O SP SAND - fine, light brown 4.2 103 7 II- ''ry shown hen dative of s _ 7.6 98 7 ■ • * Number of blows required to drive the Crandall sampler 12 inches for depths of: 25 50 — * = •'4 0' to 25' using a 1800 pound hammer falling 12 inches; • . i.? Below 25' using an 800 pound hammer falling 12 inches. Note: The log of subsurface conditions It is not warranted to be repress 8.1 96 9 �t^ ' 30 45 — 4.3 97 9 rs', : .h;• Y 9.7 92 12 •-;";' 35 40— ""� NOTE: Water not encountered. No caving. _ 40 6.0 94 12 r,y- ` END OF BORING AT 40'. LOG OF BORING LAW/CRANDALL FIGURE A-1.9 MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES Undisturbed Sample Auger Cuttings COARSE GRAINED SOILS GRAVELS (Marc than 50% of coarse fraction h LARGER than the No. 4sieve siize) • CLEAN GRAVELS 1.11 a ra eAft_ G W Well graded gravels, ravel - sand gg mixwus,littlewnofincs. • ' Split Spoon n Sample P P P Bulk Sample (Little w no fines) *pp ) rip Poorl gradedor gravels fines. -sand Y S • lal or mixwres, iliac or no Rock Core Crandall Sampler GRAVELS WITH FINES ai. 3� GM Silty gravels, gravel-sand-siwnixtures. '. ?; Dilatometer . ._ Pressure Meter (Appreciable amount of lines) r.4fdi =� GC Clayey gravels, grovel - sand - clay mixtures. Packer 0 ' No Recovery (More than 50% of )material is LARGER than No. 200 sieve size) SANDS (More than 50% of coarse fraction is SMALLER that the No. 4 Sieve Size) CLEAN SANDS ,• S W Well graded sands, gravelly sands, little or■� no lines, 1�/ Water Table at time of drilling IF Water Table after 24 hours (Little at no fines) sp Poorly graded sands or gravelly sands, little or no fuss. SANDS WITH FINES SM Silty sands, sand - silt mixtures (Appreciable amount of 0ncs) /� :/ j SC Clayey sands, wart - day mixtures. ML Inorganic stag and very (inc sands rock flour, silty of clayey fine sands or clayey silts and with slight alastici -Correlation of Penetration Resistance with Relative Density and Consistency FINE SILTS AND CLAYS ILiyuki limit LESS Iran 50) / CL Inorganic lays of low to ram plasticity, gravelly days, sandy clays, silty clays, lean arts 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 - I Very Soft 5 - 10 Loose 2 - 4 Soft (More than 50% of material is SMALLER than MH Inor sole silts, mieaccous or diaumiace<tis g8 tint sandy ar silty soils, elastic sills. - 1 1 - 20 Firm 5 - Firm 21 - 30 Very Firm 9 - 15 . Stiff No. 200 sieve size) SILTS AND CLAYS {Liquid limit GREATER than 50) CH Inorganic clays of high plasticity, fat days 31 - 50 - ' Dense 16 - 30 Very ry Stiff Over 50 Very Dense Over 31 Hard -::4 OH Organic days of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS t,, PT Peat and other highly o genic soils. !BOUNDARY CLASSIFICATIONS; Soils possessing charac eristics of two groups are designated by combinations of group symbols, KEY TO SYMBOLS AND SILT OR CLAY SAND . GRAVEL FiMediumCoarse Medium Coors. Fine Coarse Cobbles Boulders No.200 No.40 • No 10 No.4 3/4" 3" 12" U.S. STANDARD SIEVE SIZE Reference: The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical j L Aar LAVNGIBB Group Member A. Memorandum No. 3-357, Vol. I, March, 1953 (Revised April, 1 60) FIGURE A-2 0 r U W 0 4 cc 0 JOB 4953-03-0931 DATE 4/3/03 SURCHARGE PRESSURE in Pounds per Square Foot 100 200 300 400 5000 6000 0 1000 SHEAR STRENGTH in Pounds per SquareFoot 2000 3000 V \ \ \ \ \ D \ 82@4.5 O ---- — \ \ BORING NUMBER SAMPLE DEPTH & (FT.) / \ . \ \ 8204.5 0 i \ \ \ \ VALUES IN USED / \ \ \ \ \ ANALYSES KEY: o Samples tested after soaking to a moisture content near saturation '—Natural soils DIRECT SHEAR TEST DATA (PEAK VALUES) MACTEC 0 FK,URE A - 3.1 0 0 LL 10 A Cr CO 100 a 20C er 8 e 0 a0 ce 300 0 1A ill 5000 6000 0 1000 SHEAR STRENGTH in Pounds per Square Foot 2000 4000 u00 ---- ......., c �3\ O\ O\ 406 t 1621 \• •3612 4c18 0 2024-* \ \ \ } \ \ \ N. \ BORING NLAMBER & SAMPLE DEPTH (FT.) _ .. 4060 2030 \ \ •11221 \ ♦ 4018 ♦ 3Q12 VALUES IN USED # 2624 \ \ ANALYSES \ \ KEY: • Samples tested atMeld moisture content C Samples tested after soaking to a moisture contentnearsaturation l—Naturat soils DIRECT SHEAR TEST DATA (PREVIOUS INVESTIGATION 70131-9-0330.0002) J LAWCRANDALL FIGURE A-3.2 j l J 0 0 DATE 6/26/97 DR JB 7-013170254.0001 J J J 0. Z o.o CC a N W V o.o: Z Z 20.or 0 0 0o U 0.06 0.07 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 Boring SAND 4 at 34' •� Boring \ 2 at 27 SAND oA • +tea N. ri NOTE: Samples tested at field moisture content CONSOLIDATION TEST DATA (PREVIOUS INVESTIGATION 70131-9-0330.0002) LAW/CRANDALL Ake - SIEVE ANALYSIS U.S. Sid. Sieve Openings US.Stendard Sieve Numbers HYDROMETER ANALYSIS Id" 1.112" 3/4" 318' s4 #10 *20 #40 #100 #200I 90 ! I 1III I & S 8 8 8 0 0 RETAINED BY WEIGHT = eo F. ! I c 3 70 1 ! t CO 80 _ _ i 0 = 50 I to CO a 40 I II I2 30 - � w C.)I 20 Bang3st29Wto303i I a 10 SANDCC I I 80 a ` I so r n W r m PARTICLE Q 00 O 2. a CO C SIZE IN MILLIMETERS C O O o GRAVEL SAND Coarse Fine Coarse Medium I Fine SILT OR CLAY PARTICLE SIZE DISTRIBUTION (PREVIOUS INVESTIGATION 70131-9-0330.0002) LAW/CRANDALL FIGURE A-5 2 x 0 0 0 BORING NUMBER AND SAMPLE DEPTH: SOIL TYPE: CONFINING PRESSURE: (lbs./s9t) 5 at 2 1/2' SILTY CLAY 144 INMAL MOISTURE CONTENT: 8.0 (% of dry wt.) FINAL MOISTURE CONTENT: 15.8 (%ofdrywt.) DRY DENSITY: (lbs./cu.ft.) 117.7 EXPANSION INDEX 9 TEST METHOD: ASTM Designation D4829-88 EXPANSION INDEX TEST DATA MACTEC FIGURE A - 6