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HomeMy WebLinkAbout1824 MARRON RD; BLDG B; 86-450-B; Permit- ., . - . ' • . . A ' " USF BAR.POINT PFN ANLY & PRFS.HARD. TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. ':1ict - 0'1— I hereby affirm that am licensed under' U, 5r0v1a1ona. of Chapter 9 (commencing with Section 7000) of Division 3 of the Business - I 'nd Professions Code/and my license is in - . L 'ufuil force and effect."-. — - — 5. •a( -V.' I hereby affirm that -I am exempt from the 'Contrac'' 4' ; for's' bicense Law for the following reason (Sec. 7031.5 Business and Professions Code: Any City or County which re- I quires a permit to construct, alter, improve, demolish, or repair any structure. prior to its issuance also requires the ap- ,.plicanl for such permit to file a signed statement that he is licensed such to the provisions 'of the. Contractors - License Law (Chapter 9 commencing with Section i000 of Division 30f the Basinebs and Professions Code) or that is'ex- empt therefrom and the basis for the alleged exemption; Any violation of Section 7031,5 by an applicant fora permit sub' jects the applicant lox civil penalty of not more tha'o'tive hun',- fred dollars (9500). I, as owner of the property. or my employeeswith wages I ' as their sole compensation,' will do the work, and the 5truc ,ture is not intended or offered for sale (Sec. 7044, Business ..a and Professions Code: ,The Contractors License Law does •nuf apply to an owner of property who builds or improves "thereon and'who does such work himself or through his own employees, provided that Shch im5r0v0r70n15 are not intend' . 151 ,'ed or,ullered for sate. It, however, the building or improve-- Z mentis sold within one'year of comptotion,'theowner-builder -,,, will have the burden of pruning that he did not build or im' 0 - prove tot he purpose of sale). -j' 0 I, as owner of thu property, am exclusively contracting I withliceosed contractors to cunst ruct the project (Sec. 7044, P - Business and Professions Code: The Contractor's License , Law does not apply to an owner of property who builds or im- t proves 'thereon, and who contracts Or each projects with a. I..-.' - cuntractur(s) license pursuant to the Contractor's License' 'Z 0) Law) -. 0' I... tJ As a homeowner lam improving my home, and the follow' .ing conditions exist:cc _ The work is being performed prior to sate... ... 2. 1-have lived' in my home for -twelve:months . .prior to completion of this work. t . 151 • . . '3." I have not claimed this euemptioodurin the' 0 ' ' , fast three years. . . . . . .0_-'-,•-. ',," O ia`rhexeirpteer B&PC '( ''0 . - t ° ,•.• . , ',.. . _•S. '• '_• '- •.. ', .'-t. ', 4 a. '.., 4. ' for this reason -,r F •/n 0, thereby affirm that I have a certificate of consent to 'selfinsure, yr a certificate of Workers Compensation In. suravcv.oract'tiIiedcopythereeflSec.38O0.CaborCodel I I poucv No ' ''u °' Z COf5ANY ; 2 . ._,-. •. ' . . "TM Copy is. tiled with the City • . —* ,D,CvrtIlief copy.is he,bfurp.i5hed_,,..,.' Ulu .:, •,.. 0 CEA IL TlFlCATEOFEXEMP'rlON FROMr , 1 0 •... "WORKERS COMPENSATION INSURANCE - U) ,-( 7'e"'(This section need not be completed if the permit for one hundred dollars l$100I.or less) Io.0 Ui. ,'' 0 ,I certify, that in the performance of the work for which this permit is isued, i shalt not employ any person in any 0 ,, manner so as to become subject to the Workers' Compen. I sation Laws of California. •' ._ , ... . NOTICE TO'APPLICANT: ff,9'after making this Certificate1 f of Exemption. you should odcume subject to the Workersa' Compensation provisions of the Labor Code, you must' forlhwith comply with such pro talons or this permit shall I - , . be deemeoLievoked., ' r' • ' .-,'_' '-..•'-• .'• p •1 ' [_ 01.1 hereby atiiim that there is a Construction lending CC agency for theperformance of the work for which this per. ol - mit Is issued (Sec. 3097. Civil Code) . . ',.,.... ZI.. " '."--'.. WI Lender's Name .5.'. - •*..' ' •'00 L Lender's Address_______________________________ - CARLSBAD BUILDING DEPARTMENT V D1IT 'C' ' •', - 2075 Las Palmas Dr., sbad,'CA 92009-4859 (619) 438-1161 . . APPLICATION.0 O . , . - . . .,.. ,,.-, .. ..'. '',.' '* 0''' _,, •- " ' ,• ., - .1 ••f_••._ 0.0_j - -.'.,..' ....." ' - .108 AD RSS AV. S .R . NEAREST CROSS ST. 7471 LOT DATE OF APPLICATION BUSINESS LICENSE # (44Z ' VALUATION , .,.. PERMiT NUMBE LBLOCK\ ' S DIVISIO ASSESSOR PAELNO ZONE-4xe '154*A&T us72A1(iItWAf?Y. ONTRA9TOR ii IJIt4'VMT.? PCONTRA CONTRACTORS PHONE a OWNEA'S NAME £ . CTf E4.., OWNE A'S PHONE _ • SlATE LICENSE NO. ' . BUILDING SO. FOOTAGE .__- 'OWN E A'S MA IL JG A DR ESS, - A A •'je-fl, DESIGNER 2t?7_OI4 DESIGNER'S PHONE •., , I UU.f°f üUii2/U/ãóP,i 54767.. ' • -' - - . - - • -. u .-- Nor Valid Unless Machine Certified STATE LICENSE NO. -v4 . TIOFWORKL' DESIGNER'S ADD E S i17t C 'A F/P FjLEV,. pj7ZO -r#-' L _ 2_ DND' - NO ' STORIES 0CC OP EDU PARKING SPACE 1 ., RES UNITS - GRADING PERMIT ISSUED 00-ND__vOND REDEVELOPMENT AREA , ' - TYPE , CONST • . '- • 0CC LOAD - - • FIRE SPA - _V N D QTY PLUMBING PERMIT ISSUE 7 _SQ.. °W MECHANICAL PERMIT ISSUE 3 s..- SUMMARY/ACCOUNT NUMBER EACH FIXTURE,TR\1,'S ,, ''.- OL.•— INSTALL FURN. DUCTS UPTO100,000 BTU •' -- — BUILDING PERMIT 001-810-00-00-8220 - EACHBUILDINGSEWER -', _• '' - - '' _-"'OVER 100,000_BT U - - - -' SIGN PERMIT - "001-810-00-00-8221- E ACHWATERHEATERAND/ORVENT BOILER/COMPRESSORUPTO3 HP. ., -.-' , 'PLAN CHECK I.-'- _001-810-00-00-8821 - EACH GAS SYSTEM I104OUTLETS, .'-,. '; BOILER/COMPRESSOR 3-15HP - _-. .-- ,TOTAL PLUMBING 001-810-00-00-8222 • EACH _GASSYSTEMSOR0RE -"'''. -, -' " METAL FIREPLACE '"''•' ",'' ,ELECTRICAL ' °'001-810-00-00-8223'' EACH _INSTAL,: ALTER, REPAIR WATER PIPE " . VENTFANSINGLEDUCT __,. 0 _,-, 'MECHANICAL __.001-810-00-00-8224 .EACH _VACUUM BREAKER -'I _'- ,.,..' '2-fMECH EXHAUST -HOOD/DUCTS _'I - ,-' MOBILEHOME --001-810-00-00-8225 WA TER SOFTNER ',.''•' ",,'- RELOCATION OF EA FURNACIE/HEATER. SOLAR ___'001-810-00-00-8226. _______• EACH ROOF DRAIN )INSiDE) __', '- '• ,' "' DRYER VENT . - . ' ' . ;STRONG MOTION '880-519-92-33 ,T i-. . - 'I'. '. rji ", • - TOTAL MECHANICAL -..''-.. _•' '..33. FIRE SPRINKLERS' -810-00-00-8227 TOTAL PLUMBING __ '_I_ ..PUBLIC FACILITIES FEE320'810'00-00'8740 0Th'. -• --- ELECTRICAL ,PERMIT - ISSUE QTYf S ' I MOBILE HOME SETUP,' ' - BRIDGE FEE ' 360-810-00-00'8740- PARK'IN-LIEU (AREA NEW CONST EAAMP/SWT./BKR - -• . • • . . - ' CAR PORT . , ,.• .-. - _-TIF O34-810-00-00-8835 PH ____•, _" .''''• AWNING ' - -'.,, ' LA COSTA TIF' . - 133-81000-00-6835 _- EXIST BLDG EAAMPISWT/BKF __ ' GARAGE FMF ,JPH _', _.e f_3PH• _______' ' __S.•, _ - .-_ • LICENSE TAX.. __- _001-810'00'008162 ..,'..,,•..'- __.' MODEL ER CIRCUIT MFF/ I__880_519_92_57 - .ãE PJO L E' 600'AMP,S 4'0,,_ __- '.''' - - , ' '. . '' S ___•' _. __-" _- ' ' - " 00 AMPS _______- _• . - • - . ' ' • ' . ' - EMPOCCUPANCY60 DAYS) , , :,, '' , • - -1 -• - ' - ' - . , - . . - • - . "CREDIT DEPOSIT !" - TOT ALL ' .. -j _ , TOTAL FEES PAYABLE, , a ' 77; — I HAVE CAREFULLY EXAMINED TNE'COMPLETED "APPLICATION AND PERMIT' AND DO HEREBY Expiration. Every permit issued by the Building Official under the provisions of this * AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER CERTIFY UNDER PENALTY OF PERJURY,.THAT ALL INFORMATION HEREON INCLUDING THE expireCode shall by limitation and become null and void. Itine building or work 5' 0"such permit is not commenced within 180 days from the date of such ,8€4D DEMOLITION OR CONSTRUCTION OF authorized bDECLARATIONS ARE TRUE AND CORRECT' AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS permit, or 15'the building or work authorized by Such permit is suspended or STR'fltS OVER 3 STORIES IN HEIGHT ISSUED TO COMPLY WITH ALL CITY COUNTY AND STATE LAWS GOVERNING BUILDING CON abandoned at any time after the work is commenced for a period 01180 days. A I STRUCTION, WHETHER SPECIFIED HEREIN 08 NOT. I ALSO AGREE TO SAVE INDEMNIFY AND 'APPIR:01vt 11 KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND 6RPLICANT'S SIGNA,-CME PkWNEJJ~6~TIOR EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE -GRANTING OF THIS PERMIT. BY PHONE 173 '-S.. - •••-- . :.'- _ - - - ' e- •'-'"' '.:---j - •. ---- -- - TYPE DATE INSPECTOR BUILDING FOUNDATION' 1 - REINFORCED STEEL MASONRY GUNITE ÔR;GROUT SUB FRAME E FLOOR fl CEI1LING - SHEATHING -DROOF D SIHEAR- FRAME-- - EXTERIOR LATH' - ______ -• :L INSULATION-. INTERIOR LATH & DRYWALL '.1. •'' - PLUMBING - LI SEWER AND BL/CO LI qL/CO UNDERGROL.ND 0 WASTE WATER TOPOUT1 ' D'WASTE. U-WATER : All !TUB AND SHOWER PAN - GASTEST -- WATER HEATER UJ SOLAR WATER, ELECTRICAL 0 ELECTRIC UNDERGROUND. th UFEER -. - ROUGH ELECTRIC 0 ELECTRIC SERVICE b TEMPORRY U BONDING EIPOOL ______ - / --tMECHANICAL 0 DUCT & PLEM, 0 REF PIFING - - HEAT - AIRCOND.SYSTEMS 1. --?'-.-t VENTILATING SYSTEMS _____________________ I. I --•- PLUMBING ELECTRICAL: •,,. ' - '. MECHANICAL - I BUILDING SPECIAL CONDITIONS I - :--.- - ;:- FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPEC'TOR'S NOTES r INSPECTION" REQ. IF INSPECTOR'S - - CHECKED APPROVAL DATECHECKED -. - - -.--'- - .- SOILS COMPLI-ANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE - - - POST TENSIONED - - - - - -' CONCRETE - ________ - ' - -• •• - \- - - FIELD WELDING. •-- --- , ' -. -' HIGH STRENGIH BOLTS- SPECIAL MSNRY -' - ' - - PILES CAISSONS - '••-. ,• - - k •' •1- - ' :, ' - --, - - ---- - ) L - - \ - ,l -- -. -. .'--.-' - - - -- - '- - - - •- - - .----_ __'-.-- - - - - ' ,K. I. - • - , - '• ' ' - - - • " - -t • - - - - - - -.- --' '- - - .--- - -- - - -- _--- --- -,- _--.-•-----,-_. --'------------ - - GALL' FOR FINAL INSPECTIONRWEN-LL RPROPRI4TE -ITFM ABOVE-HAVE RP APPRttv.cflT.' FINAL - - - -. City of Carlsbad I 12OOELM,cS,92O8.TEL.6438525.. RECEIPT . . Si ,. ressE4 _1 ._WXI MISCELLANEOUS FEE RECEIPT PLAN CHECK FEE _001_810_00_00_8821 VALUATIONAdd______________________________ LI 2 Acld Ownerflj Ncr4I__CIXJ?J1'(_Acx._ Mai '::s1jb____OOKJ41E__P,,4T4 2' _ k°it y wPc,r i&3a4 Tel / LI__________________ Contractor Orriu'-iicJ 1Dit7o i7JLI i(,'iPO ,State Lic. S. Ciassut.& Lic. No. . . i LII . . .5, . __5 5 .. 5. LEGAL DESCRIPTION 1111 El 7/IP, MP P'4 . ...El ASSESSORS PARCEL NO.. OI O S . / UUUb..UUI U/t7(I t., vjI DESCRIPTION OF WORK y3 ;; LI. . •/' 1. _____ &24 1 P) IJ 11P2tr) Pit I) Lit - E< . .7 . . - .. I . 1,4t'tr": rJTAIL tW. _ - LL PLAN ID NO 9 4 c o LI__________________ [I]: , . . - . - LII •' .• S - ••, S.. S -,. - S 'S 5 . -S _- _"TOTAL FEE $ . S CbNTACTPERSON _M _.S*WARNING:. PLAN C(ECI FEES. WHERE- NO 4CTIONIS TAKN Y THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE FORFEITED TO THE CITY I - COMMENTS: ADDRESS __c&s__kofIL('_tQ,f 2i-f? ZIP2. PHONE. # AP _ giature of PIuca(_j_t/!%o' - White - Applicant Yellow -File.,.'. Pink - (1) Finance (2) Data Process Gold -.Assessor - CASHIER'S VALIDATION Qitg of (1tartBt1ai 1• It), •Ut)1. .LtJU'4/ttiN1 4'b(J.DU SEWER PERMIT APPLICATION APPLICANT TO FILL IN SHADED AREA SEWER PERMIT NUMBER: SE q4f BUILDING PLAN CHECK NUMBER:PC Øb±TZ BUILDING TYPE: BUILDING ADDRESS: !2f2 Ib24 I7t' f4O 1 AAM01 RO /'44.I64(i' NUMBER FD1YS ' CALCULATIONS: 1 '6 tI/4 4i filD(I E WW 3. 1 h i37W< OWNER: thYJ11:)WyCft (9 i44CC1AT5 MAILING ADDRESS:iO OMMMPLAA f%99 NJTt1 3 2o? ct? 1ki/• 1L7' CONTRACTOR:("hLIL) 111SO 4i)eAL5TD Vb( Pt7 2c MAILING ADDRESS: Aii OI7iO, ('La. G12/j/ IYi LEGAL DESCRIPTION: /i 2(' &/ CONNECTION FEE '1r214cr JO 0 So COST PER UNIT x NO UNITS 1 LATERAL CHARGE: TOTAL CHARGES: J1 J ASSESSORS PARCEL NUMBER:'PREPARED BY: (PRINTED NAME) COMMENTS 1,. /(i / / (J Hi /i 4.7(C/4f ti y c.', , Qu yj / 4] WHITE: OPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant C C San Diego V V 8533-84-09 November 13, 1986 V V 8533-86-11 V V Collins General Contractors V 11750 Sorrento Valley Road V V V V V V V Suite 209 San Diego, CA 92121 Attn:- Gil Marshall Subject North County Plaza Pads CA", RB", and Dear Mr. Marshall V 0nNovernber:10, 1986, Vour fleidsurvey crew checked the vertical : V V V V configuration of the subject pads. bur ..fieVldV crew verified that the V V V• pads are -in substantial conformance. with the configuration and V V V location shown on the grading plan and that the elevations are- 18.33-,- plus or minus 0.10-foot. V Sincerely, V V V V V V V V V V NOLTE and ASSOCIATES ' 100 'James R Hettinger Senior Engineer JRH aw 094 CC: V Tom Purcell, Hughes Investments Geoff Reeslund, SGPA NOLTE and ASSOCIATES Engineers,/ Planners/ Surveyors 9755 Clairemont Mesa Boulevard San Diego CA 92124 Tel (619) 278-9392 FAX No (619) 278-4628 ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers 10505 ROSELLE STREET SAN DIEGO, CALIFORNIA 92121 (619) 453-5605 ZAAJ e:::; 0 e>-;e TO DATE PROJECT O. N 7237-6e- LOCATION CONTRACTOR . OWNER WEATHER TEMP. ° at A.M. ° at P.M. PRESENT AT SITE THE FOLLOWING WAS NOTED: I have inspected the materials exposed in the footing excavations for the bjlding(g). The materials consist essentially of as anticipated *n our rt-pnrt, Accnrcienally, depth and that the materials. exposed are stjitahle—f Ranrt of tTh.T.L wer4nV =I - R11111111mr-TROI 1''1! ommi, W.. liii n .w.riri jiI&vr.i.ri. F.rri FI1] .T.i I .Tr] I .T. .I IY I rx-1.Y. --------.-"--.—.-----.--- I rx 11 L-"I1.I .1 . _ II ri, aEJ1. Iri-i LI .T3 i.Jt-4-.1 ME COPIES TO 1-91q91mm— ©IR SIGNED ' I 2 ) jj TO I DATE JOB NO. - 43 . 9-(,E PROJECT LOCATION Cr\c LR CONTRACTOR OWNER WEATHER TEMP. ° at, AM. 0 a P.M. PRESENT AT SITE I - - ROBERT PRAT ER ASSOCIATES Consulting Soil, Foundation & Geological Engineers 10505 ROSELLE STREET SAN DIEGO, CALIFORNIA 92121 (619) 453-5605 THE FOLLOWING WAS NOTED: > Jt• . - J 4a'I' R;J ft 3 - L BES TC pp 0 y > - r COPIES TO . MD 32)8R&Ur - SIGNED I wk FINAL--BUILDING INSPECTION - 86-4 -L PLAN CHECK NUMBER: ______________________________________ DATE: ___________________ 1 PROJECT NAME: : ADDRESS: 1824 Marron. Rd Bdg S . ; 7,8 PROJECT NO.: _________________ UNIT NUMBER: _________________ PHASE NL1 TYPE OF UNIT: store .NUMBER OF UNITS: '• vr i Mj"cô t_J' CONTACT PERSON John OEpAR1A1Vr 'J • - CONTACT. TELEPHONE: _431540 . • . a14 dept I BY: INSPECTED: NSPECTED DATE 7 APPROVED DISAPPROVED ______ 'INSPECTED ''. DATE .. •• S - BY: ____________________ INSPECTED: __________ APPROVED _____ DISAPPROVED 'S INSPECTED ' DATE; , BY: •• INSPECTED: . APPROVED DISAPPROVED COMMENTS: — — / Rev. 1186 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire 4qVIN ;P1 f44 FINAL BUILDING INSPECTION RECEIVED OVO 9198? PLAN CHECK NUMBER: 06-450-0 . DATE: 11-6-87 PROJECT NAME: ADDRESS: 1824 MCtTOfl 'Rd ffldg PROJECT NO.: _________________ UNIT NUMBER: . PHASE NO.: TYPE OF UNIT: romit re NUMBER OF UNITS: CONTACT PERSON: Min CONTACT ,TELEPHONE: _341S4O ; am dept . . BY: INSPECTED DATE .INSPEC TED:97 APPROVED 01 DISAPPROVED: INSPECTEDU DATE BY: ' INSPECTED: APPROVED ' DISAPPROVED INSPECTED, ..DATE BY: ''INSPECTED: _________ APPROVED .DISAPPROVED ' , \ COMMENTS: •• '•• , : , i' 2' Rev. 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire t - •....:.-: •. ., •'.•'-...' ,'"'. '. '''.'•'" '''•- ' " .' ' ' .',.•",•'••. ••- ,,'• .• FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 86-450-B . DATE: 11-6-87 PROJECT NAME: ADDRESS: 1824 Marron Rd Bldg B PROJECT NO.: __________________ UNIT NUMBER: PHASE NO.: • TYPE OF UNIT: retail store NUMBER OF UNITS: • CONTACT PERSON: John ..... . CONTACT TELEPHONE: 4341540 .. •• ••• aN dept • .. I • VINSPECT, J •j7 DATE _ 7 ,. 0 BY INSPECTED ( APPROVED _____ DISAPPROVED INSPECTED, DATE • BY: INSPECTED: - APPROVED DISAPPROVED INSPECTED DATE BY INSPECTED APPROVED ______ DISAPPROVED COMMENTS: . .: • 0 ••00• 0 • 0 / 1. •. • . • _* . . - I • . • 0 j • 0: . : • 0 Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPEcTIOk&a — PLAN CHECK NUMBER: DATE: 1187 / PROJECT NAME: 1821 Marron ADDRESS: PROJECT,NO.:. _________________ UNIT NUMBER: PHASE NO.: TYPE OF UNIT 3tOP NUMBER OF UNITS CONTACT PERSON: John S CONTACT TELEPHONE:, 434-1540 1 aUdept ..• INSPECTED _ DATE c - ?7 APPROVED DISAPPROVED INSPECTED DATE • BY: INSPECTED: APPROVED ______ DISAPPROVED' INSPECTED DATE • '• BY: S INSPECTED: APPROVED DISAPPROVED 'S S ',.: • S ' 0 . • :'' • '' '•• • COMMENTS: • ' S S S / S • S • S • S S .5 • S •• Rev: 1/86 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire 5 5•5 5 ' S • S 5 •. • 0 • • • MAW e *- FINAL BUILDING INSPECTION I -PLAN1HECKNUMBER: 86-450-B 116-87 DATE: PROJECT NAME: . ADDRESS: 1824 Marron Rd Bldg B •i- PROJECT4NO.: _________________ UNIT NUMBER: PHASE NO.: TYPE OF UNIT: retail store NUMBER OF UNITS: CONTACT PERSON: John CONTACT TELEPHONE: 434-1540 aiddeot. INSPECTED DATE . . BY: ________ INSPECTED: ____________ APPROVED DISAPPROVED .L . 0 INSPECTED DATE BY: .._.•.. INSPECTED: ___________ APPROVED ______ DISAPPROVED INSPECTED".DATE . BY: ._- INSPECTED: APPROVED DISAPPROVED Costa Heal Municipal WaterDistrict. - COMMENTS: Engineering Department (619)438-3367 4.' . . . . --. Rev. 1/86 WHITE Suspense BLUE Wate District GREEN:,Engineering CANARY Utilities PINK Planning GOLD Fire GOLD SEAL Standard of 11 Excellence Continuous mixing of liquid to liquid adhesive. Adhesives comply with ASTM D 2559-82. - Member cross-section average moisture content, 12% maximum. Proof-loaded Tension Zones. Certified Tension graded lumber to AITC 302 specification. Lumber 100% inspected by a grader certified by an ICBO- - approved independent agency. T imber Products Inspection, Inc. hereb,ë`evfifies that the products identi- ed below and on attached sheets Nos._4.- re marked with the Official Mark of Timber Products Inspection, Inc. (T}'ai1d were manufactured in conformance with applicable provisions of Amer )ato'taV$tndard ANSI A190.1-1983, Structural Glued Laminated Timber, Uniform Building Code 1985, Section 2511, and as modified by and that such maiufactire has beenby 3!DRD STRUCTURES, INC. in WINDSOR, , which plant has a quality control system - approved by the Inspection Bureau of Timber Products Inspection, Inc. and inspected by a. full-time, resident inspector of the Bureau, periodically audited by a Bureau Supervisor and Bureau management. -. The manufacture of these members complies with the manufacturing and fabricating provisions of Chapter 25 of the Uniform. Building Code. Further, these described products were manufactured in conformance with the Gold Seal Standard of Excellence as summarized on this certificate. JOB NAME: NORTH COUNTY PLZA JOB LOCATION: MARROU RD & JEFFERSON ST. CARLSBAD, CA. CUSTOMER ORDER NO.: ______ DATE: 12/12 MFGR. ORDER NO.:50562 ORDER SPECIFICATIONS: Fb 24uU Appearance 31 GLULANBE'AMS/:NDUSWRIAL Adhesive ( Signature Title Q - C. IIiSPECTOR Timber Products Inspection, Inc. Date iLi - 2 , I ')S 7 Portland, Oregon Timber Products Inspection Inc., an APPROVED COMPLIANCE AGENCY NER #275 (superseding ICBO AA507, originally, dated 1946), hereby certifies that said company at its said plant is licensed by Timber Products Inspection, Inc. to use the TP Mark in respect of products which comply with applicable provisions of said Standard; that the adequacy of the quality control system in effect at said plant is daily inspected and verified by the Inspection: B Oreau of TP and that in the judgement of TP, said company is capable of complying with applicable manufacturing and testing provisions of said Code, Standard, and Report in respect of products manufactured at said plant. TP guarantees that said manufacturer is qualified to produce a product meeting ANSI A190.1-1983 and that its plant is daily inspected and verified by TP Inspection Bureau. TP GOLD SEAL CERTIFICATE NO. A 10835 Timber Products Inspection, Inc. • P.O.' Box 20455 • Portland, Oregon 97220 PAGE 2 OF 4 ..MA.1'UFACTUF.ING ORpER . . 24-FE-S7 . N0 CT.Y PLAZA S-H-5O'562-RM-.1 36-DEC-12 'NORTH COUNTY PLAZA .' : .. . . .. .• MARROF'J . RD 9 JEFFERSON ST '. . . 6.194552770 . CARLSBAD . ,. . . '. 0 , . . . •. . . CA RES - COM BLDR INC 4 LEEKS 5120 GUILD STREET " 0 • : AFTER I RECEPT OF APPROVED SD., LA MESA.. '. CA' 92041' '•. " - . . . . F'OB'ON' TK/'JCS'T-E DRAJINS BY 551 IND 2 NOM LAM COMB 24F ENDS BUNJ WAD OUG FIR I'D MARK QTY WID'TH DEPTH LEN.GT ri CANT L CA?'SER RADIUS .CAN.T R SOARD TAG ELEV L '" " . E L E V P FEET NUMBER D 037 .46 3.-.1/4 21. , '35 0-1/2. 1200* ' i570' , 52 -97. D 56A 7 3-1/4 21 : 0 : 4 1 -5/3 1200* 2535 98-104 O D161 0- 5 3-1/4 21 42 0 6 6 NON E 1933 1O-1C A ABS 24 3-1/+ 19-112 30 1-1/3 1200* 4 4 2- 110-1 .. 1 3-1/4 21/2 . 30 .5"'' . 1-1/8 1200* ' 310 13 B 632' 1.1 3-1/4 16-1/2 .3.3 .o .. , 1 ' 1'20C* '5" .6 2703 . 13,514 '3 BIB 13. '3-1/4 .15 . 23 0 , 1-3/3 600*' . '303 "14'61 B 689 39 3-1/4 16-1/2 23 0 1 1200* 12303 16-22 C,... .C8 11 '.3-1/4 15.. ' 25 ' 0-7 /3 1'2013* . . icci '22.3-2,3 C .C39 1-3-1/4 15 , 25.. 6 , , 0-7/3 1203. .'' '13' 234•. C CB1D 12 3-1/4 12 0 -3/4 80C* 1304 235-2' C C311 9 3-1/4 13 33 6 1-1/3 1203* 2231 247-2: EB11 1 3-1/4 13-1 /2 11 o 0-1/2* 307 71 256 ECEVED COLLINS 4 OF 7 MarUFCTURING LPJER 24E-7 NO CTY PLAZA Srf5O5ô1RG1 3 6-DEC-12, SD COP.142., NORTH COUNTY 'PLAZA'., '. - - . ''.' • MARRON Ri 'JEFFERSON ST '\ ,619-4o5-277C CAPLS33 C, - -: RES - COM' ELOR INC . S 4 WEEKS •::': • 5120'.-GUIL0' ST.EET - - 5 AFTER ,RECE-IPT OF APPROVED s: LA: NESA CA - 92041 - . '.• S ,S F.03 ON TR:KIJOSSITE DRAWING'S S - S : S IN D, • 2 NON LAM CONE 24F ENDS EUD W DOUG FIR ID t1AK Qw T WIOTH DEPTH LENGTH CANT L C4BR RADIUS CANT R BOD TA' ELEV L '" . ELE,V R - FEET NUM3E,T 583 2 -6-3/4 16 -1/2 3,3. 0 1-3/3 300*' 5 6 '.9B3 74-75; B 34 4 5-1/ 22-1/? 0 1-1/2 333* 1707 76-7° 85 8. 5-1/€ 21 30 -0 ' '1-1/3 .1200* , 3413 EO-37 E6 1 5-1/8 15 34 5 6 NONE. , . ••53 B- 557 ' 1 5-1/8 15 -" 41 6 NONE - 4211 9; C C51 '.. 4' 5-1/8'25-1/2 33 0-5/3 • :• 1 .1oOO* 7 2R.2' 90-93 C , C2 1 51/.E'-25-1/2 ' 34 5 3 1-113.. 1,50C* . 533 94 C. .:C33 -'.. -1. 5-1./ 30. .. .34' O -3/.. , 1-1/3. 1'00*" ,, , 692 95. C C4 1 5-1/3 15 23 0 'toN: 23 4 96 0 CB5 '1 5-1/3 15 1.3 -.2, ' ', ' NONE ' . 5 2 . -1S4 97 5 C COo 1 5-1/3 30 30 1-3/4 C* 620 98 C .0 7 2 5-1/ 21 6 11/ 12C0* E63 99-10 S S S ..• .. ' " ' . 5 5 5 S _; 5 5 5 'S. ,'S• 5 5 5 5 , 5 '• ' L, . '4 - .5 5 -'S'S 5 5, 5'SS S . - S -• COLLINS PAGE O 7 1UCTuR:N'G cRo: - S 24HEe-37 . N.O C T Y PLAZA :.. SHO561 RG1 S - 36-OEC-12 -S SD CG PG.14-A2 S .• :,-. -. N0RTH COUNTY PL.AZA S S M3NRD & JEFESON ST . . 51465-2-770 • - CARLSAD : S .. . 'S • _•5. 5 • CA . 5 ES-CM:Lo IC - 4 WFEKS 5120 'GUILDSTEET S AFTER RECEIPT OF APPROVED. S LA MESA CA 9204.1 ;5••_ 5. . S .. S • . - S ON TRKIJO3ST •DRAW.INGS..8Y SSI • - - . . IND 2,NOM, L A N, C0M E 24F ENDS . 3Ut 30U FR S ID. MARK S Q-TY WICT H -DEPTH' LENGTh CANT L' CA3E;R RADIUS CANT R SOARD 'S TAG •• 'S . ELEV L.• C LEV R FEE-T NUMBES D 0.3 21 5_3/4 30 37 5 . •. .1 2000* 2029. 4,3-44 . 0 C34 2 6-31.4 30 • 3 6'' . 1. '20CC 2029 45-46 035 2 -3/'+ j. 3 22_i/2 31 3 C-7/ i60* 1E95 47 -I+ C .. D33 . . 3'- 5-1/S•21 -35' 0-1/2 . . S 1-5/S 1O0* . . 2550 4-53 '0' 039 . 2 .5-1/S. 21. • 42 0 - S .6 NONE 5 . 119-3 54-55 A . 3 5-1/S 22-1/2', 27 6-5/3 5 03'I4 . 1,sc-0* - 1263 56-5-5 A 4a2 1 51/3 27. 27 55;/3 03/4 160 504 -59 ',A83 1 51/ 22-1/2 32-. 61/2 -.i-3/ 12CC 496 6,0 1 5-1/3.24 4 95 i A ASS ,1 5-1/316-1/2 21 • 0 -. 0-3/3 16O0 • - 2.36 52 A A37 - 2 5-1 1 3 1 17 - 0 • - - '3-1/2 - IS 00* • . 417 63-64 A - A34 1' 5-1/5 -300*2 . 5 • 5 147-65. 551 E 3-1/3 22-1/2 31 350 66-73 55 - - - S - L; ' '- - 5 - - 5 5 5 5 • •. I! -' COLLINS Leo BN FORM 116 , BIA FORM 1486 ..• INSULATION CERTIFICATION, This is to certify that, in conformance with the current energy regulations (( a b f o r n i u A d m r n i s - trative Code, Title 25, State of Cahfornla*) and approved plans, insulqtion has been Iflst9Hed in the building located at ---... J ,. city Ivy I b SIit tu (If Av.II.bl.) /7 Umt i.of Number Trt t$q ," DESCRIPTION OF INSTALLATION '.. ROOFS Type of Material - Manufacturer Thickns ft VIue EXTERIOR WALLS . . Type of MateriaL.harg1aS Rtts Thcknes R y1I ** (Or trade (l,nt, . ..•. ' CEILINGS tr . pe~, i Type ofMaterial ?iber1as Batts 71LR yIu'_9 (Os Trade Name) We . •. .. Sq. Ft. Covered . .•. . BLOWN: . Type of Material .. ., Mnufacturer . .. Thicknss. No. 040s.__ - '. ....(Ge Trade Name) -- •. . * Sq. Ft. Covered— ft VaIue_____ 0. . :.- •. FLOORS Type of Material_________________________ Manufacturer Thickqes _R Value*! (Or Trade Namo) . . . . :. .-. SLAB QN GRADE Type of Material Manufacturer— Thicknas ft V3jue * (Or Trade Nm.) r Width of Insulation _______— lncIis 4 fOUNDATION WALLS (If required) Type of Malerial_______________________ Manufacturer _Thickjies R o . REMARKS (if desired) S .... .•.i. General Contractor ..ç8uuder )_ ._. License Number :.. .......... .. .. ,;. By — Title $qb Coritract9r (Insu1ation Appiictpr)_UNITED CALIF INSULATION Nmer_2 342 88 (Ipi.sIstton t-ry Etc) (St.t. SAME if G.,rerii Coatructor) urns . '44 L VICE PRI Date I Cullturn dmini.l,aliv. Codes Energy nsulotion 'Standards, declares EXCERPT it from Sec. 19875 of , I$iit qr qfory .44Ø the tot 'Complj c . Upon completion f she In ollallon of insulation, a card ceritlyln I I she InsulatIon has been Installed In conformance the with of California, . ........- 4; .-... . . require s of thme r.gulalless, shell be completed and eo.cutod by . . . No certlficatis of occePuncy or ulorila, asolficallon that g.r.y con- Its. Insulation eppllcato, and by the builder. This losalprion compliance-$t,oted hotel. motel, 000rtm.ttl hon., (temp or oth,- residential '. card shell b. posted at a censplcuos1 location with!n thi dw.tling.f de.lting Is hobigabi. shall b. Issued by tech e bvlllIng d.parInent : .. ------- R Value Is th. measure of the res stance at a mate lat a build , g unless she slrwclsre as least still ifs. mlolmem ..csry Innulollon standards established ppravonp to tbI g(ppIgr yc component to the passege of heat. The no.1,5mg. yak.. (A) of mess-typo . ' • 4 1rsjul.tseitu shall nor Include any eels,, for refleclin. facing.) .• .. -S S h,t-mn 116 BUILDING NEWS, INC., 3055 Overland Ave.. Los Angeles, Calif. 9003"213)870-9871 • - Fonii1486-0 BUILDING INDUSTRY ASSOCIATION OF CALIFORNIA, INC., 1571 Beverly Blvd., Los Angeles, Calif. 90026 (2i3)62S-S77 .- . .,77'R S!OFTILE FASTENING AIETHODS. 77xIZnew ' THE RINESS TILETIETM METHOD The Riness Tile-Tie' System (also known as Single Line Tile-Tie) is a labor saving device . for tile attachment and a low cost alternative to the Twisted Wire Tyle-Tye' System. Riness Tile Tie is U BC approved for slopes of 2:12 to 12:12 and crr"ed with most clay .... Mission or clay Shingle Tiles. Use of the ties as directed results in a non- penetrated membrane and locks together the rows of tile to prevent wind damage, earth- . quake damage or shifting oftile from other causes. The system consists of interconnecting a - RIDGE OR UPPER END Or RINESS series of prefoImed wire ties through the RUN holes of the tile to provide a continuous an- . . chorage against sliding off. Besides being r &- RIDS anchored at the ridge and eave line the wire QI BOARD - M ties are anchored at intermediate points as: (RINESS TILE-TIE'S) required to avoid overstressing the individual DETAILS fasteners. Use the wood deck anchor from the. Twisted Wire System or the special 9 gauge Riness Anchor if the deck can be nailed. All anchors are given a coat of roofers mastic to seal the underlayment. For added strength and in wind areas use the appropri- ate size Wind Lock for all cover tiles or at least the first three courses at the eave. 1.0 5.MI ài° 161 i u i is i u is i.j I i u I I I I '° 11106 1 I 412_1 LAVE DETAIL WITH WIND-LOOT WIND-LOOT IS COMPATIBLE WITH ALL FORMS OF Ivir.ryr BRASS 10 5* (102) COPPER ID 5* (1021 GALVANIZED SIIIL I? GA () - .. . h STAINLESS SILT). (084) - WIND LOCK AUTOMATICALLY .10 GA BRASS OR V GA GAIV STEEL FOR CLAY MISSION & 'SlUi CONTROLS ' WIND (OCR PN V5 EXPOSURE A I*AD LAP t s,'tcir r ' WIND LOOTS AN COMPAIWLI WITH ALL ME 11(105 OFTfli W A2O4 ST. HEAD LAP -, NAILS SINGLE LINE TWISTED WIRE WIND LOCKS Also known as "Tile Locks." Wind Locks are for use with clay roofing tiles to all slopes. They provide a locking device for the butt edge of each cover tile. Wind Locks achieve greater holding power and are used in high wind designated areas. Wind Locks are compatible with all methods of tile attach- ment and are U.B.C. approved for all slopes. HURRICANE CLIPS Also known as Storm Locks. The Hurricane Clip is a strap-type locking device for the side edge of several types of roofing tile. It provides maximum holding power when used in conjunction with Wind Locks and one of the other Tyte-Tye Systems. Hurricane Clips are especially suited for concrete roof tiles. Advantages of the Hurricane Clips include excellent holding power and invisibility of the part after installation. Hurrican Clips are U.B.C. approved for all slopes. HURRICANE Cu! FcThe.C1i1 'S' or siuiigleble (*Jso2) CONCRETE TILE Fiblosi& idrioki uud (2) nOils To1enrathin9 Uviong lUit Clip HURRICANE CUP X or X 3 -. - - - ESGIL CORPORATION,.. S 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 . (619)560-1468 DATE: ,4?E'iLZ1 /7 S RISDICTIO JURISDICTION: ER FILE C - PLAN - CHECK NO 4s-'o wo , '1ST A'&jii',o,J []UPS ODESIGNER PROJECT ADDRESS: . Nôe7,1 .- PROJECT NAME: ___7o5_D7qil: The plans transmitted herewith have been corrected where ,necessary and substantially comply with the jurisdiction's building codes. : D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified . are resolved and S • checked by building department staff. - • [I]The plans transmitted herewith have significant deficiencies identified on the enclosed check list, and should be corrected' and resubmitted for a complete recheck. • .D The check list transmitted.herewith is for your information.: . The plans are 'being held at Esgil Corp. until corrected plans are submitted ,for recheck. , The applicant's copy 'of the check list is enclosed for the -jurisdiction.-to return to the applicant contact person. -0 The applicant's copy of the check -list has been sent to: •. Esgil staff did not advise the applicant.contact person that • plan check has been completed. El Esgil - staff did advise appliäant that the plan check has been completed. Person contacted: -S Date contacted: Telephone # S • -• REMARKS: • - - Dy; ESGIL CORPORATION 9320 CHESAPEAKE bR. SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE:. JURISDICTION: PLAN CHECK NO: _45 DESIGNER PROJECT ADDRESS: PROJECT NAME: No ouJT'1 ftA The plans transmitted herewith.have been corrected where necessary and substantially comply with the jurisdiction's building codes. . . The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified JBeLovj - I are resolved and checked by building department staff.. The plans transmitted herewith have significant deficiencies . . . U identified on the enclosed check list and should be corrected .. . and resubmitted for a complete recheck. . . .. The check list transmitted herewith is for your information fl The plans are being held at Esgil Corp until corrected plans are submitted for recheck fl The applicant's copy of the check -list is enclosed for the - jurisdiction. to return to the applicant contact person. The applicant's copy of the 'Check list has been sent to: . D Esgi]. staff did not advise the applicant contact person that plan check ha s been completed. Esgil been staff did advise applicant that the plan check has completed. Person contacted: DRoJE Date contacted: . Telephone REMARKS: - i 54QJ ((.côA By: Enclosures: ESGIL CORPORAION // /. ESGIL CORPORATION . 9320 CHESAI'EAKE DR.. SUITE 208 SAN DIEGO,CA 92123 (619) 560- 1468. . DAPPLICANT DATE rsi 2c , - - JURISDICTION: OPY PLAN CHECK NO: ,_4-a . . flUPS o DESIGNER PROJECT -ADDRESS: WAt26j go PROJECT NAME fJ4 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building, codes. The plans transmitted herewith will sübstantiallycomly U cies with the jurisdiction's building codes when minor deficten- identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies • identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck.,, • • The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the checklist has been sent to: -94 .Ati.k rI1L 1!I&L (irr . q1 aS 41i1u U€flS -icY4 'Esgil staff did not advise the applicant contact. person that plan check has been completed. - • • Esgii staff did advise applicant that the plan check has been completed. Person contacted: ur-l-( De Date contacted: q/(0/L Telephone # 2~f-)_Ct3I • REMARKS: . • • - • • Encloures:Af T(OAJ ' • • ESGIL CORPORATION • • • . • I ct/Ic., • . .. .. . 'S 5f PLAN CEMCK NO.. -450 . FOREWORD: PLEASE READ JURISDICTION: Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code; Uniform Mechanical Code, Naional C. Electrical Code and state laws regulating energy TO:, '€nS t)41 16 L2 conservation, noise attenuation and access for ffl the handicapped. The plan check is based on . 4151E1_' Ciei P S5Q'fl+ regulations enforced by the Building Inspection Department. You may have other, corrections . 5 '• based on laws and ordinances enforced by the . . Planning Department, Engineering Department or PROJECT DATA other dpartments. - Present California law mandates thAt' - OCCUPANCY.: 'E) •Z. construction comply with Title 2'. and the . . . .. . . applicable model code editions adopted, with or BUILDING .UE: 1rfttt_- without change, by the various state agencies authorized to: propose building regulations for TYPE OF NSTRUCYION: -J—t __, - enforcement at the local level. Code sections cited are based on the 1982 UBC. ACTUAL AREA: , • . . . •, . - The above regulations apply to construction; ALLOWABLE AREA: '1L~' . ' regardless of the code editions adopted by - ' ordinance at the local level. . STORIES: _.1 _-' ,• The circled itemi listed need clarification, HEI: modification or change. All items have to be satisfied before the plans will be in SPRINKLERS:— 9_4_0'122 Ô_hM - . conformance with the cited codes and - regulations. Per Sec. 303 (c), 1982.Uniform . OCCUPANT LOAD: . Building Code, the approval of the plans does . . . not permit the violation of any state, county or city law. •. RIARKS: _LcS PAR'flO '1 4 1 &JfiAf3 To speed up the recheck process, note on this - - • list (or a copy) where each correction item has PLAN CORRECTION SREET • been addressed, i.e., plan sheet, specification, GENERAL. COMMERCIAL ' . . ' etc. Be sure to enclose the marked up list when you submit the revised plans. - Date plans received by jurisdiction: _. . 'Date plans received by Esgil Corp.:-27 /H&, . . . . Date initial plan check completed: By:(Dkfl N&,L S Applicant contact person: . S • . ,' • Lin C?Q.FflL( Tel.Lefl b/) - .• S • . S NOTE:. 'PACE NUMBERS ARE NOT IN SEQUENCE AS PAGES HAVDG' NO ITEMS ?DIG CORRECTION WERE DRTRTVi). • -, - List No. 30, . GENERAL COMMERCIAL, WITHOUT ENERGY • OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS S -• 1 • S. •• S . - - 5 4/23/86 . . S . . • S A. PLANS . . /. Show on the Title Sheet all,buildings, structures, walls, etc. included under this 1. Please make all corrections on the original application. Any portion of the project shown tracings and submit two new sets of prints, and on the site plan that is not included with the any original-plan sets that may have been . building permit application filed should be returned to you by the jurisdiction, to: . clearly identified as "not included" on the site • plan or Title Sheet. Esgi]. Corporation, 9320.Chesapeake Drive, •' Suite #208, San Diego, California 92123, Ø'. Provide a Building Code Data Legend on the (619) 560-1468. . . . 1'Title Sheet. Include the following code - information for each building proposed: Please make all corrections on the /original. tracings and submit two new sets of . ' Occupancy Group prints, and any original plan sets that-may . Description of Use have been returned toyou by the jurisdiction, . Type of Construction to: " ' ' Sprinklers: Yes or No Stories The jurisdiction's building department. Height Floor Area . B. GENERAL ' S ' Justification to exceed allowable area Provide the site address and a vicinity , ' in Table 5-C. / sketch on the Title Sheet. , Justification to exceed allowable height or 4. Provide the names, addresses and telephone. ' ,' stories in Table 5-D. fnumbers of, the owner and the responsible design professionals on the Title Sheet. , C. SITE PLAN All sheets of the plans and the first sheet f. , Provide a fully dimensioned site plan /of the calculations are required to be' signed by. drawn to scale. Show: North arrow, property' the California licensed architect or engineer ' lines, easements, streets, existing and proposed responsible for the design. Please include the buildings and structures, location of yards used California license number and the date the plans for allowable increase of 'building area and are signed. ' . ' dimensioned setbacks. Indicate on the Title Sheet whether or not ' 10. Provide a statement on the site plan , ' 'a grading permit is required for this project. stating: "All property lines, easements and - . S buildings,' both existing and proposed, are shown on this site plan". ' 2 • - '• ' •- - 4/23/86 , • S • , , • ' - . ' ' • . ' . . / S • 3/1. Clearly designate on the site plan existing /buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. @12 Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. l AQPLLR'L 1h. Clearly dimension building setbacks from /property lines, street centerlines, and from all adjacent buildings and structures on the site plan- 2kf 6v oc Srtt Show and dimension on the site plan all 'building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. . Show on the site plan, or provide the [grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including y required handicap access spaces. Show the location of any designated flood ains, open space easements, or other development restricted areas on the site plan. if Puc*ié. D. LOCAflON ON Picrx t When two or more buildings are on the same operty, the buildings shall have an assumed property line between them for the purpose of " determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section505. 3 4/23/86 /Buildings over one story and containing courts shall have an assumed property line, for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). Q20. The exterior walls less than 'Lo feet o a property line or an assumed property line, shall be !i H fire-rated construction. Section 1-c, 03 (a). NouJ iO I%' s/e.' ,,i-n&ci -Au _.2 4i - 9vc c, M AAD 1. Exterior walls shall have a 30 inch parapet when less than feet to a property line or an assumed property line. (See exception, Section 1709.) The exterior wall shall have protected 1openings (3/4 hour) when closer than feet to a property line or an assumed property line. Section 03 (b). ,3. The exterior walls shall have no openings / when closer than feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 03 (b). kless Eaves over required windows shall be not than 30 inches from side and rear property lines. Section 504 (a). l5. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. t-ches,into Projections may not extend more than 12 areas where openings are not allowed. Section 1710. S - . Projections over public property must comply - 5. Structural -elements exposed in walls / with chapter 45. * required to be fire-resistive construction due to. location on property must have the same . Projections may not extend more than ' fire-resistive rated protection as the wall, or 'one-third the distancefrom the exterior wall to as required for ,thestructural frame for the • the property line or one-third the distance froiii type of construction, whichever is greater. an assumed vertical plane located where Table 17-A footnote 1, and Section 1702. - . fire- resistive protection of openings is first required, whichever is least restrictive. . Openings for scuppers, 'mechinical equipment .' Section 504 (b). . . ' . vents, foundation vents and similar openings Fire-resistive exterior wall construction . Qs11 have to be protected where openings are required to be protected: be maintained'.through attic areas. Table 5-A, Section 03 (b). Section 4304 (c) . B. BUILDING AREA I •• ). When openings are required to be protected. • due to location on property, the sum of openings 3ft. When a building has more than one occupancy, shall not exceed 50 percent of the total area of - ' (the, area shall 'be such that the sum of the. the wall in each story. -Section 504 (b). ratios of the actual area divided by the allowable area for each occupancy shall not 1. A covered passageway connecting separate exceed one. Section 503 (a). buildings must comply with the requirements for -' an arcade. Section'509. , . As shown, the building(s) is/are over area :- or the Type of Construction shown. Table 5-C. Exterior exit balconies cannot be located in - an area where openings-are required to be . 'The total floor area of a multi-story protected. Section 3305 (i). 1building cannot exceed twice the basic area ' - ' . - , allowed by Table 5-Cafter incrasing the basic ?j3. •Exterior stairways shall not project into - area, per Section 506. S/yards where protection of openings is required. Section 3306 (n). ' ' • ' No single story can exceed thebasic area ~allowedby Tabl&5-C plus the increases allOwed - - 4. Yards or courts sering as required exits • ., by Section 506. f for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction 4/. Unless considered a separate story, the for a height of 10 feet above the court or yard - '1floor area of a mezzanine shall be included in . grade. Openings shall be protected by fir- ', - -. calculating the rea of the story in which it is • assemblies having a rating of not less than -- . located. Sectioi 505 (c). three-fourths-hour. Section 3301 (b) definition 'and -Section 3311 (d) 4i A basement need not be included in the total allowable area, provided such a basement does - not qualify as 'a story'nor exceed the area -• 0. • -' ' - ' permitted' for a one story building. - . • - -•• - - , • Section 505 (d). - ' ' 4i • . ' ' - ' - * ' • - ' - 4/23/86 ' • ' ' - 5_ - • 5 '- ' * 0 , - .• ' '. ' ' - - -• - I. F. AREA SEPARATION WALLS 4/3. Two-hour area separation walls may terminate • .1at the roof sheathing provided that: 44. Area separation walls may separate portions - ' of a building and allow each portion to be a. Where the roof/ceiling framing elements considered a separate building, however, the are parallel to the walls, such framing area separation wall must be four-hour in , and elements supporting such framing Type-I, II-F.R., III and IV buildings; and shall be of not less than one-hour two-hour in Type '.II-one-hour, Type Il-N and fire-resistive construction for a Type V buildings. Section 505 (e) 1. width of not less, than 5 feet on each side of the wall. . Ly. Openings in four-hour area separation walls 'are required to be protected with three-hour b. Wheie roof/ceiling framing elements are fire-resistive assemblies, and 1-1/2 hour perpendicular to the wall, the entire fire-assemblies in two-hour area separation - span of such framing and elements walls.. Section 505 (e) 1. . supporting .such'framing-shall be of not S less than one-hour fire-resistive • X . Openings in area separation walls are construction. limited to 25 percent of the length of the wall 0, in each story. Section.505 (e).- . C. Openings in the roof shall not be located within 5 feet of the 'area 1. If area separation walls do not extend to separation wall. Section 505 (3). 'the outer edge of horizontal projections, . -: (balconies, roof overhangs, canopies, marquees No openings in the roof are permitted within -' and architectural projections), the exterior .5 feet of a two-hour area separation wall 'if walls,. and projecting elements above, must be of parapets are not provided. • Section 505 (e) 3. S one-hour construction on each side of the area . separation wall for a distance equal to the 50. Area separation walls, which separate depth of the projecting elements. Openings in portions of buildings, having different heights, the one-hour walls must be protected with . may terminate 30 inches above the lower roof - three-fourth-hour assemblies. . level, provided the exterior wall for a height Section 505 (e) 2. • . • of 10 feet above the lower roof is of one-hour - S fire-resistive construction with openings Lfr. All area separation walls must extend in a protected by three-fourths-hour assemblies. As 5 continuous straight vertical plane from the . an alternate, the wall may-terminate' at the foundation to a point 30 inches above the roof, sheathing of the lower roof, provided ......... •- but may terminate at the underside of the roof . roof /.ceiling elements, if parallel to the wall, sheathing if the roof/ceiling is two-hour - are one-hour construction for a 10 foot width construction. Section 505 (e) 3. - along the wall at the lower roof;where the - - . S ', lower roof/ceiling elements are perpendicular to - - -••• •.• ''S 5 . the wall, the roof/ceiling elenients shall be - -. one-hour for the entire span. In each case, - . 0 . construction supporting the roof/ceiling shall -, . . also be one-hour construction. . . - . - . . . . .• - Section 505 (e) 5. 'EL •fl?4j ji . - • Ao r) t A-fl •, - PAP rit AJ WFU. -_41ELT1D O1J6s LETh - I6;s1-( 'A 1? -&J r't Po Piiep-i LiE 95 (LtD(I\), C. - Zbor )VI EsS LDLa-ntQd - - - ?,o'' .VCAIP, LKb LLJ-'1 rWM OF 4 ge WW &O 1Yb -P&1eT41 LI. - LLfl1i4 Lrj(ft1(tjI\, ' - (tOLK'-rtuJ_POtJ2 4- 'WhIA, t1 .F. M M 1:~Wt 6 k - tJ frfl/E Cs -. 0 - -- •-' ':' • 0 - • • '4/23/86 - -• - • • • -• : - 0 - • ' - • • 0 Qi1 0 openings in the lower roof are permitted thin 10 feet of the area separation' wall if parapets are not provided. Section 505 (e) 5. Show the basis for the approved tfire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 43-A, B, C or U.L. Directory, etc. (Note' that trusses require two layers of 5/8 inch Type 'X', per Gypsum Fire Resistance Design Manual, Item FC 5406). 53. See the attached article, "Area Separation ails Revisited", and incorporate appropriate data and details on your. plans. Provide complete details of the area (separation wall(s) to show compliance with Section 505 (e) 1-5. Provide a note on the plans stating: f "Plumbing and conduit penetrations of the area separation wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall". Section,4304 (e). G. B=IIRG if I(J STORIES 6. Clearly show the maximum building height (based on the definition in Section 409. 47 . Clearly show if the lower level is a ibasement or story, based on the definitions in ,Section 403 and 420. 8. Plot the finish grade (adjacent ground ./level) on the elevations and dimension the distance to the floor above for story determination. See definition of grade, Sectio'n408. ,The height and 'number of stories cannot' / exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. qo. One additional story would be .peritted 1beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise' required by Section 506 (area) or Section 508 (substitute for one-hour). Section 507. Towers,' spires and steeples shall comply with Section 507, Exception 1. H. FIRE-RESISTIVE aM4SIEUcrIoN 6. Where one-hour fire-resistive construction us required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements for:' occupancy separations, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. 6p.' Provide details of the one-hour f ire- /resistive construction. Include roof/ceiling assembies, floorlceiling assembies, wall assemblies, post and beam assemblies,' etc. 4. Maintain one-hour fire-resistive wail' construction at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 4304 (e). 6 4/23/86 ' . l. Glazing in shower and tub enclosures shall be . Provide plastic roof panel details to show 1/compliance 7' tempered, laminated or approved plastic , with Section 5206 or provide ICBO or (including windows within 5 feet of tub or other recognized approval listing. shower floor). Section 5406 (d) 5. 176. 4 Show attic ventilation. Minimum vent area is p ROOF 1/150 of attic area 0r 1/300 of attic area if at S least 50 percent of the required vent is at 1,44. A fire-retardant roof covering is required. least 3 feet above eave or cornice vents. - See exceptions under Section 3202 (b). •- Section 3205 (c). Specify roof pitch. 1/7. Provide a minimum 22" x 30" (or 30" x 30" if 0 I equipment is in attic) attic access opening. Roof pitch is not adequate for roof covering Section 3205 (c). specified. Specify minimum pitch of 0 Q. FIRE EUMIGUIMMC l,7. Specify roof material and application. 1/8. Fire sprinklers are required for any story or 168 Specify ICBO, UL or.other recognized listing S (basement when the floor area exceeds 1,500 sq. 0 approval number for roof materials not covered ft.and there is not provided at least 20 sq. ft. in UBC. 2L)O ,r(L4 - 5S tt3 5V 0 of 0 opening entirely above the adjoining ground 0 0 0 . in each 50 lineal feet or fraction thereof of 19. Specify roof- slope for drainage or design to - exterior wall on at least one side, or when • (support accumulated water. Section 3207 (a). 0 ' openings are provided on only one side and the- opposite side is more than 75 feet away. 110. Show roof drains and overflows. Size drains 0 0 0 Section 3802 (b). 0 0 'per Appendix D of UPC. Section 3207 (a). 0 0 0 0 0 0 0 9. Fire sprinklers are required in a basement if . 0 lany 1. Show the legal basis to allow roof drainage Yto portion of a basement is more than 75 feet 0 • flow onto the adjacent property. 0 0 from openings in an exterior wall. 0 0• 0 0 Section 3802 (b). •. 0 •0 1/2. Draft stop roof/ceiling area, attics, 0 0 0 0 0 mansards, overhangs, false fronts and similar to • ]0. Fire sprinklers are required at the top of 0. limit area to 3,000. sq. ft. or 60 LF (9,000 sq. 0 ' (rubbish and linen'chutes and in their terminal ' ft. and 100 LF, if sprinklered). 0 roams.' chutes extending through three or more •• ' O Section 2516 (f). • 0 0 •• , 0 floors shall have additional sprinkler heads 0 ' 0 0 • 0 0 0 installed within such chutes at alternate 0 0 •: 1t3. B-2-and B-4 occupancies with over 50,000 sq. 0 floors. Sprinkler heads shall be accessible for 0 1 ft. of undivided, area and H occupancies over servicing. Section 3802 (b). • 0 15,000 sq. ft. of single floor area shall have • O smoke and heat vents per Section 3206. • ' 11. Fire sprinklers are required in retail sales • •0 • 0 '0 1 rooms where the floor area exceeds 12,000 sq. • 114. Provide skyliht details to show compliance • ft. on-any floor or 24,000sq. ft. on all - with Section 3401 and 5207 or provide ICBO or floors. Section 3802. • . 0 • other recognized approval listing. 0 - • , , 0 • 0 , 142. Provide fire sprinklers ,h8. The foundation plan does not comply with the / - following soil report recommendation(s) for this project Section 506, 507, 508 or 3802. See also .. jurisdiction ordinance. 183 When serving more than 100 sprinkler heads,. Provide notes on the foundation plan listing automatic sprinkler systeis shall be supervised e soils report recommendations for foundation by an approved central, proprietary or remote, slab and building pad preparation. station service, or shall be provided with a local alarm which' will give an audible signal at ifro. Note on the foundation planthat: "Prior to A constantly attended location. the contractor requesting a Building Department - foundation inspection, the soils engineer shall 1/4. Provide class standpipes per Section advise the Building Official in writing that: I 3807. A first story as allowed bySection 702 shall be included in determining the number of the building pad was prepared in stories when determining if standpipes are accordance with the soils report: .required. •Section 3806. the utility trenches have been properly R. v(xJNnArIoN - backfilled and compacted, and;, Provide a copy of the project soil report , c.',the foundation excavations, forming and prepared by a California licensed architect or. - reinforcement comply with the soils civil engineer. The report shall include report and approved plan". foundation, design recommendations based on the . engineer's findings and shall comply with UBC 191 Provide spread footings for concentrated Section 2905. oáds designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or 186 Specify on the foundation plan or structural architect. Chapter 29. Woi.fltE. IL'5 'Refoer TD specifications sheet the soil classification, . \1Z1tM )bb fG DL'tU.. etPrQ%P)C, CfFUtI', 12. aI ,ation walls • the soils expansion index and design bearing capacity of the foundation.. (chapter 23. '. 187 Provide a letter. from the soils engineer 143. Show height of retained earth on all confirming that the foundation plan, grading •• foundation walls. Chapter 23. plan and specifications have been reviewed and •- -. that it has been determined that the 14. Show. distance from foundation to edge of cut - recommendations in the soil 'report are properly . or fill slopes and show slope and heights of incorporated into the plans.' (When required by cuts and fills. Chapter 29. the soil report). -. -- • ,, 195 Note on the plans that wood shall be 6'inches ' above finish gradei Section 2516 (c) 7.ixes1146' WL4 Q_ pTh5 10 AW070k H 8PtT -\ ?- 16 . • ' • 4/23/86 "- . H • * • • - r : () Note on plans that surface water will drain - 2ç18. Show minimum under floor ventilation equal to away from building and show drainage pattern and ii sq. ft. for each 150 sq. ft. of under'floor key elevations. Section 2905 (f). area. Openings shall be as close to corners as : practicable and shall provide cross ventilation T. Dimension foundations per Table 29-A. on at least two approximately opposite sides. Section 2516 (c) 6. FNuIIDGRO9 I OO fl RS SUPPORTED BY THE ThICKNESS OF FOUNDAflOjI WALL 1 WIDTH OF I FOOTING I lIneN..) I J THICKNESS OF FOOTING I (IndIne) DEPTH BELOW I I UNOISTURBEO I I GROUND I SURFACE I UNIT I FOUNDATION' I CONCRETE GIASONRY (meN..) I I lI6I6112I61.I2I I 2 III 8.1)5171 18 I 13 I10 10 IS 8 24 2,1)9. Specify that posts embedded in concrete shall. be pressure treated per UBC Standard No. 25-12. Section 2516 (c) 1. S. HAWN" . 8. Show foundation sills to be pressure treated, or equal. Section 2,516 (c) 3. 0. Show veneer support and connections in . ~Seismic Zones 3 and 4, comply with Section 3002,: iØ. Show foundation bolt size and spacing. 4, 5, 6 and Section 2515 (a) regarding ties and 'Section 2907 (e). #9 wire in horizontal joints or show construction to be per attached sheets 30-1 or 200 Specify size, ICBO number and manufacturer of 30-2. power driven pins.. Show edge and end distance and spacing. Section 306 (f).( r3oU- 211 ShOw height and construction details of all Q• sonry walls. Chapter 24. • 401. Show size, embedment and location of hold . down anchors on foundation plan. . .212 Note that cleanout openings shall be provided Section 2303 (b) 4. . at the bottom of all cells to be grout filled over 4' in a single pour. Cleanout shall be Note on the plans that hold down, Anchors must sealed before grouting, after inspection. be tied in place prior to foundation Section 2414 (a) 8. i M&k LWT o1-r' U 40' inspection. . . . 1 . 21t3. Show floor and roof connections to masonry Show adequate footings under all bearing I walls. Connection shall resist 200 pounds per 'walls and shear walls. Section 2907 (d). lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in Show stepped footings for slopes steeper than . woodledgers is not permitted. 1:10. Section 2907 (c). . . Section 2212 (j) 3. A. 15. Show minimum 18 inch clearance from grade to ' 2]/4. Provide details for damp proofing the bottom of floor joists and minimum 12 inch /foundation walls, below finish grade, where clearance to bottom of girders. I useable space exists on the interior side of the Section2516 (c) 2. . walls. Section 1707 (d). . 26. Show pier size, spacing and depth into lundisturbed soil. Table 29-A. Show minimum under flooraccess of 18 inches Jby 24 inches. Section 2516 (c)'2. -• . • . 17 . .. 4/23/86 . S S 18i. Show stud,size and spacing. Maximum . .28. Specify all header sizes for opening over 4' alowable stud heights;. bearing wall: .2 x' 4 wide. Section 2517 (g) 5. and 2 x 6 max. 101; non-bearing: 2 x 4 max. ' . 141, 2 x6 max. 201 . Table 25-R-3. , . . 39 Provide calculations' for main vertical and. horizontal framing members and post footings. 2/9. Studs supporting two floors, a roof and , Section 302 (a) 7.; ceiling must be 3 x 4 or 2 x 6 at 1611 O.C. . . Table 25-R-3. . , 2e0. Provide calculations for lateral loads, shear 1 panels, shear transfer and related. t. Note an A.I.T.C. Certificate of Compliance Section 302 (9) 7. or glued laminated wood members shall be given to the building inspector prior to erection. . Section'306 (f). 2,1. Detail all post to beam and post to footing . . connections and reference the detail to the plan. Section 2516 (in). , 2,42. Detail shear transfer connections, including ' . . ' • , ' ' ' roof and floor diaphragms, to shear walls. . '...' 2/1 Show on the plans all structural requirements Section 2513. , . . . , I developed in the structural calculations. 2/33. Specify nail size and spacing for all shear ' ' 22. Columns and posts located on concrete or walls, floor and roof diaphragms. Indicate (masonry floors or decksexposed to the weather required blocking. Maintain maximum diaphragm or to water splash or in basements and which , dimension ratios. (Tables 25 I, .1, K) and support permanent structures shall be supported' - Section 4713 (d). . ' , by concretepiers or metal pedestals projecting ., 2/34. Show 3" x 4" or 2" x 6" studs in first story above floors unless approved wood. of natural. . resistance to decay or treat wood is used. , of three story building. Table 25-R-3., Section 2516 (c) 4. ' Provide truss details and truss calculations 143..Individual concrete or masonry piers shall • or this project. • . • project at least 8 inches above exposed ground . • • . • • , unless the columns or posts which they support 26. Provide roof framing plan and floor framing • are of approved wood of natural resistance to plan. Section 302 (a) 7. • • . • decay or.-treated wood is, used. .. ' • • . , Section 2516'(c) 4. - • • - 217.-Provide framing sections through . • . • • • • • '- -7.- - • • • Section 320 (a) 7. • • • . • • .••: • • • • ' .19 • • • . ' • •• • • • ' 4/23/86 • • : • • ' • • . • • • • . '.5 • I Incorporatein the plans or speific.tions Qe 6D A W1 attached "Title 2'e Mandatory Requirements" and the "Title 2 Construction Coiliance -: Statement Requirements" I 4 .' -. - . 260. Please see additional corrections, or remarks, onthe following page.' •• - - . - The jurisdiction has coritractd with Esgil ' Corporation located at 9320 Chesapeake Drive, - I Suite 208, San Diego, California 92123;.. telephone number of-619/560-168,to perform the S plan check for your project. If, you have any questions regarding these'plan check items, - * 6it4 please contact ItL._- at Esgil Corporation Thankyou - - : Enclosures: - -. - - - - 5 • --'S. • - - . •• I . • .- 1 2 - -S •' --S - * - -- - 4 * • 13. -.5 • i--. S -S - • • - * . - .- -- S -' • S -- 4_ • - .t. - - - S • -S. ••• - '- - -. - - -I. - •. ;S -- S - . . S.. - S --.. 5 •• --S. I - 4 I 21 4/23/86 -* * I•S -. TITLE 24 MANDATORY REQUIREMENTS (To be noted on plans or specifications) 'H AC Controls I Sec. 2-5315. (,4) Each HVAC system shall: 7. 1. Be-equipped with at least one- automatic .device for reducing HVAC energy use during periods of nonuse.or alternate uses of the building. spaces or zones served by the system; Be able to maintain space temperature set points from 55°F to 85°F. Two or more replaceable fixed set-point devices shall be perthitted if installed so as to maintain space temperature set points inthe zone that they control; Be able to provide sequentialtempérature• control of heating and cooling capacity in each zone, if both -heating and cooling are provided; Provide a range -of temperatures up to 10°F in which no heating or cooling, is provided to the space, if the HVAC system has both heating and cooling capability; . 5. Be able 'to terminate all heating at 70°F or less; and 6. Be able to terminate all cooling at 78°F or more. EXCEPTION: Multiple zone HVACsytemâ requiring concurrent operation of .independent heating and cooling 'systems need not comply with Section / • 2-5315(à) 4,, 2-5315 (a)5, and 2-5315(a)6. '(,b) Zoning. Each zone shall be provided with at least / one of the devices specified in subsection (a) to control the.HVAC system which serves the zone. Each floor of a building with conditioned space shall contain at least one zone. y'ntilation Systems 7. Sec. 2-5316. On mechanical Ventilation supply and exhaust systems capable of moving more than 5,000 cfm of air, auto- matic dampers interlocked and closed on fan shut-, down shall be provided. On gravity ventilating systems, either automatic or readily accessible °• ' . • • manually operated dampers in all openings -to the outside, other than combustion air openings, shall be. provided. * • ODoors and Windows •* • Section 2-5317. • . (a) Doors and windows between conditioned and uncon- •• ...ditioned spaces, such as garages and closets for • central forced air gas furnaces using outside air •. for combustion,.shall be designed to limit air leakage intoor from the building envelope. TITLE 24 CONSTRUCTION COMPLIANCE STATEMENT REQUIREMENTS (To be noted on plans or specifications) QCONSTRUCTION COMPLIANCE * (a) Prior to occupancy of the building,the person responsible for the construction or installation * shall provide the building department a signed statement, showing the building permit number, and listing all the manufactured devices.in- stalled, including the name of the manufacturer, model number date of manufacture:, manufacturer's stated efficiency, including the source cooling power index, source heating power index and fan performance index of each HVAC system. In • lieu of the list reference may be made to the plans and specifications, if all the above in- formation was contained in the plans and specifications. Each document shall be signedbythe person re- sponsible for its preparation. The signer shall be a civil engineer, mechanical engineer, • electrical engineer, architect, building designer, - . general building contractor, or specialty con- tractor, licensed or registered to practice by the State of California, or shall be the building owner if he or she is allowed by law to prepare - • the document. If More than one person has - responsibility for building design or construc- • • tion, each person may prepare and sign the document -or documents applicable to that portion of the design or construction for which the •- - person was responsible; or the person with chief responsibility for design or construction may . - prepare and sign the document for the entire • • • design-or constructiorf. QINSULATiON CERTIFICATION S - * Prior to occupancy the insulation installer .• shall post ma conspicuous location in the build- ing, a signed certificate containing the build - • •in g permit number and stating the insulation was .5 installed in accordance with the approved plans and specifications. The certificate should alo show the manufacturer's name, material identif i- cation, "R" value and, for blown insulation, the • . -• minimum weight per square foot consistent with -• - manufacturer's design data. • TITLE 24: DISABLED ACCESS REGULATIONS [NON—RESIDENTIAL CHECK LISTI AT EACH CIRCLED ITEM, NOTE THE PLAN SHEET THAT SHOWS THE CORRECTION. A. WALKS AND SIDEWALKS (SEC. 2-3325) Walks and sidewalks shall have a continuous com. man surface, not interrupted by steps or by abrupt changes in level exceeding Vs inch. and shall be a minimum of 48 inches in width. Surfaces with a slope of less than 6 percent gradient shall be at least as slip-resistant as thas described as a medium salted finish, Surfaces with a slope of 6 percent gradient or greater shall be slip-resistant. Surface cross slope, shall not exceed ¼ inch per foot. Walks, sidewalks and pedestrian ways shall be free of gratings whenever possible. For gratings located in the surface of any of these areas, grid openings in gratings shall be limited to 14 inch in the direction of traffic flow. When the slope in the direction of travel of any walk exceeds I vertical to 20 horizontal it shall comply with the provisions for Pedestrian Ramps. Abrupt changes in level along any accessible route shall not exceed Vs inch. When changes in level do - occur, they shall be beveled with a slope no greater than 1:2 except that level change, not exceeding ¼ inch may be vertical. When changes in levels greater than Vs inch are necessary they shall comply with the requirements for curb ramps. Walk, shall be provided with a level area not less than 60 inches by 60 inches at a door or gate that swings toward the walk, and not less than 48 inches wide by 44 inches deep at a door or gate that swings away from the walk. Such walks shall extend 24 inches to the side of the strike edge of a door or gate that swings toward the walk. AU walks with continuous gradients shall have level areas at least 5 feet in length at intervals of at least every 400 feet. B. HAZARDS (SEC. 2-3326) Warning curbs, Abrupt changes in level, except between a walk or sidewalk and an adjacent street or driveway, exceeding 4 inches in a vertical dimen- sion, such as at planters or fountains located in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in height above she walk or sidewalk surface to warn the blind of a potential drop off. When a guardrail or handrail is provided, no curb is required when a guiderail is provided centered 3 inches (plus or minus one inch) above the surface of the walk or sidewalk: the walk is 5 percent or less gradient or no adjacent hazard exists. Overhanging Obstructions: Any obstructions that overhangs a pedestrian's way shall be a minimum of 80 inches above the walking surface as measured' from the bottom of the obstruction. C. PARKING (SEC. 2.7102) I. The following table establishes the number of handi- capped parking spaces required: Total Number of Number of Handicapped Parking Parking Spaces Spaces acquired I- 40 .......1 41. 80 .......2 81-120.. Z,.. . - 3 121.160 .......4 161-300 ........ 301-400 ........6 401.500 .......7 over 500 . . . . . . . I for each 200 additional spaces provided When less than 5 parking spaces are provided, one shall be 14 feet wide and lined to provide a 9 foot parking area and a 5 loot loading and unloading area. 2. Physically handicapped parking spaces shall be lu- sated as near as practical to a primary entrance. If only one space is provided, it shall be 14 feet wide and lined to provide a 9 loot parking area and a 5 foot loading and unloading area. When more than one space is provided in lieu of providing a 14 foot wide space 'for each parking space, two spaces can be provided within a 23 foot wide area lined to provide a 9 (out parking area on each side of a 5 foot loading and unloading area in the center. The min- imum length of each parking space shall be 18 feet, In each parking area, a bumper or curb shall be-pro. vided and located to prevent encroachment of cars over the required width of walkways. Also. the space shall be so located that a handicapped person is not compelled to wheel or walk behind parked cars other than their own. Pedestrian ways which are accessible to the physi- cally handicapped shall be provided from each such puking space to realted facilities, including curb cuts or ramps as needed. Ramps shall not encroach into any parking space. EXCEPrIONS: 1. Ramps located at the front of physically handicapped parking spaces may encroach into the length of such spaces when such encroachment does not limit a handicapped person's capability to leave or enter their vehicle thus providing equivalent facilitation. Surface slopes of parking spaces for the physically handicapped shall not exceed ¼ inch per foot in any direction. Entrances to and vertical clearances within parking structures shall have a minimum vertical clearance of 8 feet 2 inches where required for accessibility to handicapped parking spaces. Handicap parking identification signs shall be provided as required by Section 2-7102(e) in the following locations: I. On the pavement within each required park- log space b. At the entrance to the parking facility. D. SANITARY FACILITIES (SEC. 2-511) 1. Where separate facilities are provided for non-handi- capped persons of each sex, separate facilities shall be provided for handicapped persons of each sex also. Where unisex facilities are provided for non. handicapped persons, such unisex facilities shall be provided for the handicapped. 2. Where sanitary facilities are located on accessible floors of a building, they shall be made accessible to the physically handicapped. 3. Passageway, leading to sanitary facilities shall have a clear access width as specified in Chapter 33. All doorways leading to such sanitary facilities shall have: A cleat unobstructed opening width of 32 inches. A level and clear area for a minimum depth of 60 inches' in the direction of the door swing is measured at right angles to the plane of the jour in its closed position, and 44 inches where :he door swings away from the level and clear area, 4. Multiple accommodation toilet facilities shall have the following: A clear space measured from the floor to a height of 27 inches above the floor, within the sanitary facility room, of sufficient size to inscribe a circle with a diameter not less than 60 inches, or a clear space 56 inches by 63 inches in size. Doors other than the door to the handicapped toilet compartment in any position may encroach into this space by not more than 12 inches, A water closet fixture bated in a compartment shall provide a 28 inch wide clear space from a fixture or a 32-inch wide cleat space from a wall at one side of the water closet and a 48 inch long clear space in front of the water closet if the compartment has an end opening door (facing the water closet). A 60 inch minimum length clear space shall be provided in a compartment with the door located at the side. Grab bars shall not project more than 3 inches into the clear spaces as specified above, A water closet compartment shall be equipped with a door that has an automatic closing device, and shall have a clear unobstructed opening width of 32 inches when located at the end and 34 inches when located at the side with the door positioned at an angle of 90 degrees from its closed position. Except for door opening widths and door swings, a cleat unobstructed access not less than 44 inches shall be provided to water closet compartments designed for use by the handicapped and the space immediately in front 102385 PAGE 2 of a water closet compartment shall be not less H. DRINKING FOUNTAINS (SEC. 5-1507, 2-511) th si48 inches aa measured at right anglcstOcam. pasiment door in its dosed position. 1. The drinking fountain shall be a minimum of IS toilet facillUes Shill 3, Slnol.accommodation structed inches in depth and there shall be cleat and unob' spaces under the drinking fountain not less have the following: Then shell be sufficient than 27 inches in height and 18 inches in depth, the spece in the toilet room for a ansetctsair avea- depth measurements being taken from the front edge urinq JO inches aide by 48 inches long to enter of the fountain. A side approach drinking fdun&ain the to= and permit the door to close. The is not acceptable. 2. The bubbler shall be activated by a control which a aster closet shall be located in a 595CC anlch easily operated by a handicapped person such as a provides a 28 inch aide clear space trov a fix- hand-operated lever type control located within ture or a 32 inch aid, clear apace from a well 6 inches of the front of the fountain, a push bat at me aid, of the aster closet and 48 inches control along the front of the, drinking fountain, of cleat space it, front of the aster closet. etc. The bubbler outlet orifice shall be located within 6 inches of the front of the drinking fountain 6. In an existing building a single accommodatiân toilet and shall be within 36 inches of the floor. The water facility may have the water closet fixture located in stream from the bubbler shall be substantially a compartment which provides a clear space of not parallel to the front edge of the drinking fountain. less than 56 inches wide by 48 inches long in front 3. Where water fountains are provided, they shall be of the water closet. lsc.sied completely within alcoves, or otherwise 7. Grab bats located on each side, or one side of the positioned so as not to encroach into pedestrian back of the physically handicapped toilet stall or ways. compirsmcnt shall be securely attached 33 inches above and parallel to the floor. Grab bars at the side I, DOORS Sc HARDWARE (SEC. 2.3301, 3304) shall be at least 42 inches long with the front end 1. All primary entrances to buildings shall be made positioned 24 inches in front of the water closet accessible to the handicapped. stool and grab bats at the back shall be not less than 2. Hand activated door opening hardware shall be 36 inches long, centered between 30 inches and 44 inches above the The diameter or width of the gripping surfaces of a floor. Latching and locking doors that are hand acti grab bat shall be 1% inch to 14 inch or the shape vated and which are in a path of travel, shall be oper. shall provide an equivalent gripping surface. If gab able with a single effort by lever type hardware, by bass are mounted adjacent to a wall, the space be. panic bars, push-pull activating bars, or other hard. sween the wall and the grab bass shall be I 16 inches. ware designed to provide passage without requiring S. A dear floor space 30 inches by 48 inches shall be the ability to grasp the opening hardware. Locked provided in front of a lavatory to allow a forward exit doors shall operate as above in egress direction. approach. Such clear floor space shall adjoin or Doors to individual hotel or motel units shall oper. overlap an accesibic route and shall extend into knee ate similarly, except that when bolt and unlatching and toe space underneath the lavatory, operation is key operated from corridor or.cxtcrior Where urinals are provided, at least one shall have a side of unit door, large bow keys (2 inch) full bow or cleat floor space 30 inches by 48 inches in front of 11.4 inch (half bow) shall be provided in lieu bf lever the urinal to allow forward approach, type hardware on the corridor side. Separate dead Where facilities for bathing are provided for lock activation on room side of corridor doors in the public, client, or employees, including hotels or motels shall have lever handle or large showers, bathtubs or lockers, at lesit on. thumb turn in an easily reached location, such facility shall comply with the hsndi- Cap access standard, in Section 2511 ( a) 9. 1.1. 114 inch thick identification symbols shell be provided on doors to sanitary teiit.i. 5. Width and Heights. 1. Every required exit doorway A 12 inch triangle for won and 12 inch dia- shall be of a size as to permit the installation of a door not less than 3 feet in width and not less than avtar circle for vosen is required. 6 feet, 8 inches in height. When installed in exit doorways, -exit doors shall be capable of opening at E. WATER CLOSETS (SEC. 5-1502) . least 90 degrees and shall be so mounted that the 1. The height of accessible water closets shall be a mm. clear width of the exitway is not less than 32 inches. imum of 17 inches and a maximum of 19 inches 4. For hinged doors, the opening width shall be mea' measured to the top of the toilet seat. Flush controls sured with the door positioned as an angle of 90 shall be operable by an oscillating handle with , degrees from its closed position. At least one of a maximum operating force of 3 lb or by a remote past of doors shall meet this opening width require. low voltage button. The handle or button shall be mcns. Revolving doors shall not be used as a required located so they arc operable without requiring entrance for the physically handicapped. excessive body movement. - - 5. Maximum effort to operate doors shall not exceed F. URINALS (SEC. 5-15.03)• . 8.5 pounds for exterior doors and 5 pounds for interior doors, such pull or push effort being applied 1. Where urinals are prpvidcd at least one elongated as right angles to hinged doors and at the center rim at a maximum of 17 inches above the floor is plane of sliding or folding doors. Compensating required. devices or automatic door operators may be utilized 2. Flush controls shall be hand operated, and shall be to meet the above standards. When fire doors are mounted no more than 44 inches above the floor, required, the maximum effort to operate the door G. LAVATORIES (SEC. 5-1504) may be increased not to exceed 15 pounds. I. Lavatories shall be mounted with .a clearance of at 6. Construction. The bottom 10 inches of all doors least 29 inches from the floor to the bottom of the except automatic and sliding shall have a smooth apron with knee clearance under the front lip ex. uninterrupted surface to allow the door to be tending a minimum of 30 inches in width with 8 opened by a wheelchair footrest without creating a inches minimum depth at the top. Toe clearance - - - trap or. hazardous condition. Where narrow frame shall be the same width and shall be a minimum of doors are used, a 10 inch high smooth panel shall be 17 inches deep from the front of the lavatory, installed on the push tide of the door, which will 2. Hot water and drain pipes under lavatories shall be . allow the door to be opened by a wheelchair footrest insulated or otherwise covered. There shall be no without creating a trap or hazardous condition. sharp or abrasive surfaces under lavatories, . 7. Thresholds shallnot exceed 16 inch in height. 3. Faucet controls and operating mechanisms shall be S. Where turnstiles are used a door or gate that is. operable with one hand and shell not require tight accessible to the handicapped shall be provided grasping, pinching or twisting of the wrist. The force within 30 fret. r.luired to activate controls shall be no greater than 9. There Shall be a l.a.l clear area on each side 5 lb. Lever-operated, •push-type and electronically of an calL or passage door. Provide 60 Inches - controlled mechanisms are examples of acceptable designs. Self-closing valves are- allowed if the faucet clear in the direction of the door saing and remains open for at least 10 seconds. U inches on the side opposite the door acing - direction. Psssjray.nts are to be at right • angles to the elc..d door. - . 102385 BUILDING AREA, IILI6111 & STORIES' DATA SH JURISDICTION PLAN CHECK NO .w NOTE Each portion of a building separated by area separation walls is to be shown as a separate building. Building Designation 1 PSI A ype Construction No-.'Stories & Height Occupancy Class THRO-OUT f ATHRO-OUT . H THRO-OUT Sprinklers: '- (1 1st STORY t) 1st STORY (1 1st STORY (1 BSMT: () BSMT. j) )SMT. L-Y'NONE (1 NONE •WNONE Sprinklers (]'AREA INCR-. I/AR INCR. H AREA INCR. Provided For: (I 1HR1CONST. (1 1HR-CONST. (I 14R,CONST. (1 NO-STORIES (1 NO.STORIES (1 NO.STORIES (1 ATRIUM (1 ATRIUM (I ATRIUM () OCCUPANCY. Li OCCUPANCY 1) OCCUPANCY (]OTHER_____ (1 OTHER.' (1 OTHER_____ 4 Basic Allow. Area Increases. For:' MultiStory . Sprinklers S Yards On Sides TOTAL ALLOW AREA 24óo ~2 006 MAX.SINGLEFLR/BSMT. ACTUALTOTALAREA .e7b . - MAX. SINGLE FLRAREA BASEMENTAREA - MIXED OCCUPANCY-RATIO 1 -- BUILDING IS: OVER AREA ()YES rINO (]YES - '1NO V( ()YES {1'NO OVER HEIGHT. - (]YES L'INO []YES (4O (]YES (jNO OVER STORIES (]YES (00 11 YES L-PO ()YES (-)140 UBC. 702 - - (O- t$o • (JBSMT. (IBSMT. flBSMT. . (list _STORY (list -_STORY (list STORY * 0 - I 4- S. •• - 1' 4 BUILDING AREA, HEIGHT, & STORIES DATA SHE JURISDICTION-O PLAN CHECK NO.6.150 Z03 . NOTE: Each portion of a building separated by area separation walls is to.be shown as a separate building. Building Designation : ' 1 . I yje Constrtction Vi \It'J _I v-ti No.;StoriésaHeight Occupancy Class (1 TIIRO-OUT (I THRO-OUT (3 THRO-OUT Sprinklers: (3 1st STORY (3 1stSTORY (3 1st STORY (3 SMT. •• (1 •BSMT. .11 SMT. ESJ/SIONE: LkoNE NONE Sprinklers (1 AREA INCR. (3 AREA INCR. I AREA INCR. Provided. For: (1 1}IR CONST. (.1 1HR CONST. (1 14R.CONST. (] NO..STORIES H NO.STORIES (3 NO.STORIES • [3 ATRIUM [1 ATRIUM 1) ATRIUM (3 OCCUPANCY (3 OCCUPANCY (]OCCUPANCY - []'OTHER j OTHER [I OTHER_____ BasicAllow. Area MultiStory Increases For: Sprinklers ______• .-.-• ______________ ______________ _Yards On _Sides TOTAL ALLOW AREA • €b,- _____________ MAX.SINGLEFLR/BSMT. • . ______________ ACTUAL TOTAL AREA _• •••_ 4 c MAX.SINGLEFLRAREA BASEMENTAREA - MIXED _OCCUPANCY _RATIO • . . BUILDING IS:. • OVER AREA • • [PiES 4O (]YES (O (IYES -o OVER HEIGHT []YES ,flio (lYEs •t'INO [)YES 14140 OVER STORIES YES 1O (IYES* 1,1-NO ()IES (,PiO UBC. 702* - IKNO • flIO - • 410 (JBSMT. (IBSMT. HBSMT. (list STORY (list_ STORY . 131st STORY -4 4 1 I - - • :/- i S BUILDING AREA, hEIGhT, & STORIES DATA SHEET . JURISDICTION CArkL:`~)95ATQ PLAN CHECK NO. 5 NOTE: Each portion of abuilding separated by area separation . walls is to be shown as asepara•tebuilding. . . . .• I— - -. - Building Designation j--d Type Construction - No.. Stories & Height Occupancy Class *IS .._ __. '. () THRO-OUT (i THRO-OUT I) THRO-OUT Sprinklers: (1 1st STORY (1 lst.STORY () 1st STORY (-) BSMT fl BSMT. (1 BSMT. - . NONE (1 NONE - H NONE. Sprinklers 1] 'AREA INCR-. (1 AREA INCR. [1 AREA INCR. Provided For: (] 1HR CONST. (I 1HR CONST (] 1HRCONST. (] NO. STORIES H NO. STORIES .( ] NO. STORIES (1 ATRIUM . fl'ATRIUM (I ATRIUM (3 OCCUPANCY (1 OCCUPANCY (1 OCCUPANCY [3 OTHER (I OTHER. (3 OTHER _- Basic Allow. Area Increases For: Multi Story . Sprinklers S . Yards On 2- Sides TOTAL ALLOW AREA : -'- MAX. SINGLE FLR/BSMT. . .. . . 0 -ACTUAL TOTAL AREA MAX. SINGLE FLR AREA BASEMENT AREA MIXED OCCUPANCY RATIO BUILDING IS: OVERAREA . . (]YES * E4o (J YES, (]NO (]YES (]NO OVER HEIGHT (IYES '(4O []YES (]NO (]YES ()NO -OVER STORIES - ()-YES -(4NO -[YES .- flNO ()YES flNO UBC. 702*.. : -. (r(O .(INO . HNo S (JBSMT. (IBSMT. (ISSMT. 131st STORY (3-1st STORY [list STORY S .. S 5-- - 0. VALUATION AND PIN UlS 0 sgi PLAN C,K---CK NO ,-4D BUILDING ADDRESS i1 Ro rot oiui - A APPLICANT/CONTACT 'o -n PHONE NO.i -Oil BUILDING OCCUPANCY . DESIGNER PHONE____________ TYPE.OF CONSTRUCTION CONTRACTOR PHONE__________ BUILDING PORTION BUILDING AREA. VALUATION MULTIPLIER VALUE 217 AirConditionirtz .Commerc ial 2. Qb Residential _0 _ 0 _I_. Res. or Comm. FireSorir.kler 0 0 - - Total Yalue 0 - 23 ro 2 Fee Adjsted To Reflect 0 Energ.Reulations.(Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee $ $ Plan Check Fee S COM MENTS: . 8 /4/82, Datei'I-'L5-o Jurisdiction C1?JAO Prepared by. S Bldg. Dept. VALUATION AND PLAN CHECK FEE o Esgil: .5 ...•.-. iv.. PLAN CHECK N0._4 . BUILDING ADDRESS &OI4 APPLICANT/CONTACT fo PHONE NO._______________ BUILDING OCCUPANCY DESIGNER PHONE____________ TYPE OF CONSTRUCTION CONTRACTOR ,PKONE____________ BUILDING PORTION EUILDIING ,AREA VALUATION- MULTIPLIER .1 VALUE _________ iovh oo -_bz.s~- -. '5 • ______ ____ • 4. S. • 1- I___________ Air Conditioninz . .1. 1 Cornmercial I 2. 96 • Residential Res. or. Comm. - Fire Spririders T • - S I — @. I.cb• - 37ç .,.Total Value 732c Fee Adjusted To Reflect 0 Enery'Regu1ations (Fee x .1.1) S - OHandicap.ped Regulations (Fee x 1.065) Building Permit Fe $ -- S s 2-12-3 06 Plan Check Fee S • - S I 37i- -' 'S - 4 - • -u - 70 8/4/82 S S 5 - I- •- - ,p-t • _ . S S. - Date _____ Jurisdiction______________ Prepared by Bldg.. Dept. & VALUATION AND PLAN CHECK FEE Q Esgil PLAN CHECK NO._-4 BUILDING ADDRESS i&tt'I 40 UILI APPLICANT/CONTACT. [- _ PHONE NO._______ BUILDING OCCUPANCY -a. DESIGNER PHONE____________ TYPE OF CONSTRUCTION \J-r) CONTRACTOR. PHONE___________ BUILDING PORTION BUILDING AREA I MULTTPLIER VALUATION I VALUE Air ConditioninE 5 Commercial j tb @ 2. 2tth -- Residential S S Res. or Comm. S -Fire :!otal Value Date'j45 JurisdictioCL5-O Prepared by t E3 - ld g. De -. VALUATION AND ',PLAN C-tECK EE Esgll PLAN CEC< NO BUILDING ADDRESS MA,kff 40, APPLICANT/CONTACT i- R AaO PHONE NO. _______ BUILDING OCCUPANCY - - DESIGNER PHONE____________ TYPE OF CONSTRUCTION CONTRACTOR "PHONE___________ BUILDING PORTION BUILDING AREA VALUATION I MULTTPLIL'R VA5LUE Tft\L I 46 th I5tD Air ConditioninE * Cornercial @. 2. 2,b Residential Res. or Comm. -Fire Sprinklers 5 - .otal Value J Ifi Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1-1) OHandcapped Regulations (Fee x 1 065) Building Permit Fee $_________________________________ S ' Plan Check Fee S $ COMMENTS: S / 8/4/82 - S Dates ¶'l5 Jurisdiction (fttL5-O Prepared byf •• Bld g. •Dept.. (. VALUATION AND ,PLAN CHECK FEE E3 Esgil * PLAN CHECK NO. -4 BUILDING ADDRESS A(t O iLniMr,S APPLICANT/CONTACT (j-n± PHONE NO.i-h BUILDING OCCUPANCY ____________ DESIGNER PHONE____________ TYPE OF CONSTRUCTION •. CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ° I Air Conditioninz Commercial j 2a _@ Residential SI S - ____________ S Res. or Comm. Fire Sprinklers S S otal Value -S -Z 3'Z-706 S DateiL5'&' Jurisdction(ft?L5ri -O Prepared byt Bldg D.ept. VALUATION AND PLN CriECK EE 0 Esgil PLAN CHECK NO._____ BUILDING ADDRESS 1A1)1 APPLICANT/CONTACT, Eo -n PHONE NO. —(:) BUILDING OCCUPANCY DESIGNER PHONE_____________ TYPE OF CONSTRUCTION CONTRACTOR PHONE__________ ____________________________________ _____________________________ ______________________ ____________________________________ BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER I - 00 I p7 1_ - A ir Cond1.tlonlnE Convnercial 2.9 Residential • Res or Comm '1 FireSorir.klèrs rota1 Value 1745ac Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1.1)' OHandicapped Regulations (Fex 1.065) • • Building Permit Fee $ $_122 Plan Check Fee $ $An -33 COMMENTS 8/4/82 BUILDING :PORTION BUILDING AREA VALUATION I MULTIPLIT-., VALUE TflL ACf4 V_e -J - _ 1 1 Air ConditionirtE 7 Commercial @ Residential 1 Res. or Comm. FireSorir.klers -otalVa1ue Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1 1) •. OHándicapped Regu13tions (Feex 1.065) - 8ui1din Permit Fee 5 Plan Check Fee C0MMEN TS: - -' 9 8 /4 82 I S Date __ JurisdictlonCftt?L')MO : Pparedby D E1d. Dept. VALUATION AND PLAN CHECK FEE 0 Esgil: PLAN C{ECL< NO _4 BUILDING ADDRESS _i9ôl O )IL1tPJ( APPLICANT/CONTACT (uknS bQU PHONE NO. — P1 BUILDING OCCUPANCY ?,-Z- DESIGNER PHONE____________ TYPE OF CONSTRUCTION 'Jl\ CONTRACTOR. PHONE : ENVIRONMENTAL REQUIRED: • AD ITIONAL ZJPLAN CHECK NO. ADDRESS -b&___ DATE PLANNING ZONE: TYPE OF PROJECT AND USE: h 'kOflL,l I SCHOOL DISTRICT: SAN DIEGUITO ENCINITAS -CARLSBAD',I[A SAN MARCUS SETBACKS: FRONT SIDE 01C REAR DISCRETIONARY ACTIONS: 2(41c l(ci)/c' 19t REDEVELOPMENT PERMIT REQUIRED: LANDSCAPE PLAN COMMENTS:(%flflj7,O'/O [S1iIU11ISSUE : —N— rrfl nr ñnrinWn innnnInnnnnM nThnn n ENGINEERING n nrpnnnpnnnnn - ---- IQøO SpeAf etZfi))t. LEGAL DESCRIPTION VERIFIED?, APN CHECKED?____________________________ PARK-IN-LIEU QUADRANT: ,,FEE PER UNIT: TOTAL FEE:__________________ P.F.F.:(0,04)JIJ tFFIC IMPACT FEE PER UNIT: TOTAL FEE:_________________ FACILITIE'MGMT. FEEI/dffst tRIDGE & THOROUGHFARE FEE:_______________ vv ki IMPROVEMENTS:utir ?6I FIELD CHECK DATE & INITIALS: RIGHT-OF-WAY:j oK DR I VEWAY: EASEMENTS: 7L&yj& _o.k E.D.U.: SEWER: LATERAL:__________________ INDUSTRIAL WASTE PERMIT: DRAINAGE:______________________ w*4f1 . '1ADING PERMIT: _GRADING COMPLETION CERTIFIED:__________ AA A 1/ F OK TO ISSUE: _DATE: DPD2:DPD6:07/17/86 0 .. • 1200 ELM AVENUE CARLSBAD, CA 92008-1989 TELEPHONE (619) 438-5523 ( -- Citp of fCartbab FIRE DEPARTMENT PLAN' CHECK REPORT PAGE 1OF_L - APPRO DISAPPROVED PLAN CHECK# PROJECT /JôiQTI-i GiTi PLAZA ADDRESS esô,.j ARCHITECT ScPA S ADDRESS IS-16 HOP OR, PHONE. 4197-0131 OWNER /IWo1c /1/,. ('ii. I4kc'OC. ADDRESS (Tt PHONE 'J 9,210 1 OCCUPANCY ___________ CONST /N TOTAL SQ. FT £9 (moo STORIES 2: 1J SPRINKLERED 0 TENANT IMP. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKINGS. THE FOLLOWING CORRECTIONS: ( PLANS, SPECIFICATIONS,AND PERMITS 1 Provide one copy of floor plan(s), site plan sheets 2 Provide two site plans showing the location of allex,sting fire hydrants within 200 feet of the project 3 Provide specifications for the following .&. 4 Permits are required for the installation of all fire protection system s(TinkI stand pipes dry chemical halon CO2 alarms hydrants) Plan must be approved by the fire department prior to installation / I -, 5 The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT 6 The following fire protection systems are required - HJAutomaticfiresprinklers(DesignCriteria NFPA I? (e1,,iI.1i.t, I-bA,/J IT) O Dry Chemical Halon CO2 (Location 1 I O Stand Pipes (Type:,— O Fire Alarm (Type/Location '--- 7 Fire Extinguisher Requirements '- - %One 2A rated ABC extinguisher for each 4000 sq n ft or pothereof,.with a travel distance to the nearest extinguisher not to exceed 75 feet of travel o An extinguisher with a minimum rating of to be located Other A-( Tp,j.e,.,r , cc Iø I 1 Li c 8 Additional fire hydrant(s) shall be provided 4 ' iW1 EXITS - . 9 Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort _i_10. A sign stating, "This door to remain unlocked during businesd hours" shall be placed above the main exit and doors AIL..j. IA1-,I,7,,Iq pAJd),er3JO I--- •,-,, - _11. EXIT signs (6" x 3%" letters) shall be p1acedover all required exits. and directional signs located as necessary to clearly indicate the location of exit doors GENERAL 12 Storage dispensing or use of any flammable or combustible liquidsflamrfiulliquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code i.13 Building(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in height 12 feet on pallets or in racks and 6)eet for tires plastics and some flammable liquids If high stock pu ing is to be done comply with Uniform Fire Code Article 81 14. Additional Requirements. 5 U '- /1. ply iofis on 15 Plan Examiner regulat taceets7 Date /J21 Rt Report mailed to architect Met with _____ Attach to Plans S T RU CT UR AL ~- R "'w C A t C U L'A T. 10 N ". s 4 i to for NORTH COUNTY PLAZA '4 CARLSBAD, CA — — 110 fo 0 0 4 o . - ..0 -. _,., 0 0 - - 00 0 - 0• 0 . '4 :_ -. J -0p I •• - 0 0 .-. 1 1 Date 8/25/86 a TRAYS, VERDUGO, CURRY &ASSOC STRUCTURAL CONSULTANTS 7851 MISSION CENTER COURT SUITE 250 J (( ( No SE 226 ) SAN DIEGO CAJCORNIA 92108 - A {h. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE . . . JOB NO. BY SUBJECT 14T' SHEET________ OF________ fl' .. - • __-•.., 'LP6 . •-. •- .. . . . _•_•7__•_________------.----fc .. .. ••FL ... al . .. ----• . . . -----,--.------.-----.--, . '.• . S . .: • S L. 'TRAVIS, VERDUGO, 'CURRY & ASSOCIATES STRUCTURAL CONSULTANTS 'SAN DIEGO. CA DATE ' .' '. ' JOB NO. _• BY________________ SUBJECT -ti'V* LOPd7 SHEET ,k! OF________ Øtf' 1b M -------------- 2 . ' ' 'S . • ' • i . . '.' L-L 1 ('iP L-2Et7 _-L6' 14 a4v • . .. • .. .. pL.;.e, L9 . .." . Lj . '( • ' ' .' ' 1ML1L1 ... ...'... : :. ''. . T•. . -I. .-. .. ... ... .. . ., . TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE . . . .. . . . JOB NO. 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'.3' p) , Oy- I. * • .• . .. fl •• ,rC)( f4,Ok .. i)-(1• 4F7 1 34 fr1 7 1;: t4)/ , : . •. ----- 4'• • fl .( •• fl fl •• -'i i, -114- TRAVIS, VERDUGO, CURRY & ASSOCIATES . STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE _____ JOB NO. L A. : .: BY 4-j SUBJECT 1'f SHEET ø. OF_______ j: 4. . . .• + (4)(o 060 . ... 143,4 112-•- H . .. . . V . . . . -. •. 4• •: • I . .•. . . . •. . .• . / • JL4/.J . • •. V443 4 /11 TRAVIS, VERDUGO, CURRY & ASSOCIATES' STRUCTURALCONULTANTS SAN DIEGO, CA DATE__________ I JOB NO. . BY__ SUBJECT_ SHEET OF________ ------------- = r r 1' .1 (I) 7,0k /b'%' v"*, 4 ,1171-,i( ; I,14.11 ; Al TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE _7 7' JOB NO 44A BY_ SUBJECT -27 ?ic N SHEET_i2b OF________ f'PMIh T) 'uk .frZ -j4 no 02 '2. 2" . iii ?'t4' •• - 4 I -67 je7 I ;7/fr 7 ra.Y%4 ' • Ø+ •: TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL'CONSULTANTS SAN DIEGO CA DATE ' '20- ;•. JOB NO. BY 4V SUBJECT_12 _ • SHEET_ OF________ i17 P P AI1_L-- 1'4-IM - '-' f4'X. O - CI13 4 I ATL' I 44 -' '44e - I'ic i4- ---1..ii 'i! LktY4U VLO 'p iW,4, TRAVIS, VEROUGO, CURRY & ASOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE V JOB NO. AV BY__ SUBJECT_. . SHEET_'I3 OF________ MVi fWU'6_i I I I f'P L 1 • ..1 'b' T . 1 .. Is o:Q- I (o b • .. i.., •'/Al/ . . . oz -MI1 -27 I i 4) IM 2,4 2 - ma,-I o -I' TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA I t I DATE . JOB NO. BY 74 k' SUBJECT 'tZ7IM t'l SHEET tP5_ OF_____ X, lap z7 __WkM14i:Lcor7) '' 42 . z 12, .5. 5 £ 141 II ' ± xlE'I . S S ,24". • S Ic • - '_••_ . . : ___ - 1-: .°' x4. 4_fJ7T 4 _( W-= i1 • S -f1.t,. S • S S • 5. ;5 S JI2. • .. :' • a:-. '• S • -Vx4 ___ wx 1-7 S * • • S.. S ________ S -3'aó3I214 ? .S. •55 TRAVIS. VERDUGO, CU RRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE : JOB NO: BY fri SUBJECT_Z* __F12AfrI I Nkf SHEET _'f 1 OF________ z7t ?1ij&i (r) iI! Lii Cci*ff kip Ae1 12-4 : • .4'z 4 : c • M - 4 A • • • Ii, • • f • Mic 17c20 X 8714 S S • • • • 5, 5 5 5 5. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE JOB'NO._______ ) I BY SUBJECT __ I SEET b 'OF______ i I {4 1L 7w'W 4kt4i 2r7-) 1M j : ' ,4. • • • LI ' • .' '••'. • • •• •• p11? LLN ' • I • • tklo •• • -• • • • • ••' • • TrAk • ,1 (flii-'v?. )/ ii • • • • •• • • TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA I 1 DATE '2-I - JOB NO;__ .' BY__ SUBJECT 'PFk11 1 SHEET 'i OF________ __ z j2r) I 1Q4 _2f_1-C h '66 C (tr ••t I: •. ..IF , ,- I 4• ' ' • • • ' i l'eY 6p W,i ..-• • • •• . • yr JP4I 41 ' kl4qt o1u • TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS • SAN DIEGO. Ok • DATE _&2i-k :• • JOB W: • • BY SUBJECT • SHEET 'Q OF_______ Aso- : (L) to - — 4J M , ___ : ... . • . ,0 ': ' H ____ -(ao, TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE 1W /Ay-1 V JOB NO. IA BY_ SUBJECT V SHEET OF________ V •V V • V•• V V V • V ___ V V V V V V V • 2; V V V V V V ( r) V V V V V V V VV V V V V V V V V V V V VV fl(( V) V V V V V V: V VV V V V V V • c41)(*)(le ISV V16)()(s V V V • VV V V V V V V V V V V V V V V V V V V V V V V V S1 V V V V L VV:. V V V V Vr ,1s)tfr I1 /VS V V V V-os fr& rp& 4 t4O 4 * J7 VJ( V V V 24 air- 0. ~pL. V V TRAVIS, VERDUGO, CURRY '& ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE . . . JOB NO. A'R •; .• BY SUBJECT_•. 122 11.1b . SHEET __ . .•,• 2' OF________ . ei c5 (i)c H • --' • : •. • f, I.7 • ,. • 2f ,•. •• . 10 Tr 41,111ztlW i - LL N • H ,4. -I[ . • . f --------------------- . k/i Jf 1 L'i , . +,I'tF • . : & r ' •, Fm VOé' fr2b1 g4 ç is(14)/471 le •fr' " 24 S - . 5,. 5 •4 -,. • :' ''./' " 4 . TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE S S -JOB NO. tJfr.-. • BY_ SUBJECT______________________________________________ ry SHEET__'24 OF________ 4w*1 ASP ' - yj -' W) - I 4(4' S ( jr(4--7k-)I . , S • . .. - ' r !4r S S $ Ole 4 I 27 V 4 4 (l 1r/ ) L.F S4. I 4 - S.- * - '. . - -. -• .- .- TRAVIS,. VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA I I DATE • ; • JOB NO. !A • BY • •. SUBJECT SHEET OF________ p :, • : ; o1kAI/14 j __ • • ry' • •; ••• • • : VJA • • 'r 1 - • • .• L • . i I • • • • $ IJ S. I24 s '-!("- 1,2./ 4cl~ 9 asp Y*). -e- Z+ a*- • : : TRAVIS, VERDUGO, CURRY ,& ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE JOB N0 i'1JA BY SUBJECT F SHEET E7V OF________ ,2-g, • • 14 5,7 • r- i — Mi 0 < Id 0 • • o ?-A VKA44 O -- p • 1• 0• LoocZ )I tA .7!c4— ' iv ai:,- I • • 0 • (.01. c1E...°• Clio 7 0 W 0 -• 1e : 0 TRAVIS, VERDUGO,' CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE JOB NO. BY SUBJECT SHEET_'' OF_______ 4. < ) ____ TA 2 44OF 4 4, At7 ig ' I4 (i) V x . I. c4,' 4.x& TRAVIS, VERDUGO. CURFY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE JOB NO. ___________ • BY SUBJECT SHEET '3'2- OF_______ 4r4 cA -r Vj H (i1x 74 53c97 c4 s. -4 , , - .I• S 4 / - - p Izz 4o Y- 4: 7.4' - 4 i4 < ¶27 tv1:ro 2L . .. . . -. . . .. . .. TRAVIS, VERDUGO, CURRY .& ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE JOB NO , BY SUBJECT ioIL_l,JC-. F4 SHEET '4 OF_______ 14 u = 7€4-,f'< u4' 24 14 14 Is i 'PA IU t • 1- I; 3ê- 1.7 to r 4c'i -<44i- [.2 s (IP 1.14:' 00,6 02-P 4. 8:' 1-7+ U -. - . .. - t 4)4 1 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO,CA DATE. JOB NO. • BY SUBJECT SNEET 7 OF_________ tr (l ; r 00 i1wi - . . S .4- ci S. J- f: 2-1 I7c -_ 1Lp: ____ Vic t3J3 /'4 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA • DATE ... JOB NO. &MA ' BY SUBJECT ... SHEET '3' OF_______ 2 S 7 Ilk— V'4L. 1• . . 1.3'-S.' 41,xI •7 frJ ') I . I-Il 11 ,C L4 .. (S1'x 4I4+'2i) Ic(c 'Z.3 (c4i . M.fo,4:+2..4' t2Yf; 21&Le~ PIP Y. • ••., ..fl • ••• • (i ~I7'i)/ • 'b4 o4-17 1hI,< TRAVIS, VERDUGO, CURRY & ASSOCIATES . STRUCTURAL CONSULTANTS SAN DIEGO CA • DATE JOB NO. 9661A • BY - SUBJECT SHEET _e1 OF_______ Pi • . . . •... '• -. . : • . • F. • •. . • , , . (v.. __ 1l . .. UJI .• . .• •. . / ..t ..• .• . - (i- + 9L1= . .t4It4(. •• •••. ZP < 4a 1 IPfJ . 1L41'3 1, /PZ I i'- ts 4c 4t4- 1 I cc7 bPA L-L p . . • ... 4e' ) . • . '4" • I' 47. ' . ' ' i • M: 4'o •' (k2./4 ((éì fr ' !' • ' • TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE . JOB NO. BY '2'M SUBJECT e4*'j k9 SHEET b A Z7 j4Pi c Peer elzomoo- ião JL: (iY+ ) -(i')(* - roFr,th '••i t '.o;o' ,: • •. akto1 4 - 4 P' 4 '4 14 14 f Lr. -f •• . • VP pte1+ (i-i c'r- '222 (.4)(— • WA r (14 -et{ li -e'crs ' iP) - • • • . . )'(oI! . _____ . Iq-op- ___ - •• . • O • • V- A4!'+ •: . • 2 _Q,I'- . • • TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN .DIEGO, CA DATE JOB NO , BY tZ411 SUBJECT_.{"*1k' SHEET OF________ IL1 () ) of*7 AVF t( (t)(4)(5 . i1 L4frW ('r ' 4 W* z'e' (1440 *c- 4Au* - ___ (m t)o; I/.. vfllw 4M.t4' H TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS . SAN DIEGO CA DATE. . JOB NO.. • BY______________________ SUBJECT b5-'1 LC.- SHEET i'# OF________ p, .. . . . . .. . -(r1kt. $vr (i'M.) 27'' Pr .. . .. . ... . 1 . . . K1OWAVVP 4.j . . . • 14'w': , • .• . •• • .. • • S • S •5 5 • . I ipprz &:etav Lk t- . .. Wi-';- £--• ___ • •p - '4 Pr)(t1 r) ____ • S.. • 1.2'• 411' .5. . 5 ii c1'2)(e,i9 v*_2ar . • 5 • ••• :. iè S S • • S S t 5 5 S V %k H; • ,55 •• .: : S 'j S • S S • S • S • • S. S ••, : TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE JOB NO z'I •• BY SUBJECT 2+4 b—' SHEET -1 OF________ IL471 (w),')' t'e' & S (ti i) tiI')(') 4 )(4)(Ib)01. Fri- 4ci-- cMi6 (J) (iU)()+(, • PW P Pra)-( o;'--'a, • 4,uz'; ( p'2)( _____ k; tV; ( -f_ (( :r .)C,1i P5: g,p1'- q4Jz\( 1ftcW' 1E ('21 +(~MPY-01sp • 4cUA ; ___ • )(bk± ,-j-ik- • 4 D1 t7.t1-H+' j1i • TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS.' SAN DIEGO; CA DATE S ' S JOB NO. _____________ I : BY__ SUBJECT SHEET_ OF________ pI Sr S.. sc -ac)( i /-' (1.'4() (4?(.)- (1 10 (i)( S . S . S S oA14 4tL 'i iF: . S & f 1' I S • S S (t 'A' ()( 2t S S S • __ • t'fCi1 ___ S S • S •,• • 5•5 • S. • S ___ S 1)(,* *) I)(1('D '#) __ S ' IL±. . S ' S S • S • • 'I S • S • S , J S •S , S •. S l(it*i.,ikti + Ib S. IS e.k S SS TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE • JOB NO. BY -tfr' SUBJECT_______________k~ll SHEET OF________ • 1°9- $ 4Ts' • . • opow 3Z'f t r, 'r •. -' ''- 4L4 (7b f Y4 4wv) •. •:. • '- W's ( i,o 4 7J i'i')= 70 r(1) • 1fr1L)) i')(&) eS+ 4ILf fl': 1tt . 4um ') 1- ~ '(b) + 4•Sp 19 u7 • -: t' (i & r)(ô- y-r ''4i - •. t4kr p.€*- ( r' ,i -___ •. • • • +i I I --)7, (i. ____ •. __ • g(J/ ___ fTT' LL:(')(IY,cS )+(')'7'1 •...• S. OLO ) S . I H2 H7 ,4- 1-.5 • S •, • • . •55, •• . S S. S •,'. • S • • .S S TRAVIS, .Ii VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE ________________ JOB NO: BY 12N1 SUBJECT_________________________________________ SHEET P,40 OF_______ * (PI'Y~i 1) (14(14 t VIA ~-,Aevk'l 14:~;Vfo 0,~r,-7,yww) t ell tI7pi( /4IIJ) 4Aui ku— 27] (*-)Ui') (citO r4.Cj,ps) 1• 'f'4 1It I41IbI4*I + 7) TRAVIS, VERDUGO, CURRY .& ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE . . ... JBNO. ______________ BY 7t1 SUBJECT_,if'le, SHEET _t'1I OF________ 4M 4'cr*- 'vL)11I V ((47) . .. f _,jjl . . . - 17, A7 OO( - Jp et E-4 F ()i)7+7 - ' 2 11 vl/ Ap 4f p 3 M9 €tf IS .. .. .. .. . V V.4 ev 2-Et? 'I. W1 14 ,S2b . . . . .. ••,.. . VA Kt TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE JOB NO. BY SUBJECT SHEET_______ OF________ Vp: :- : çzfl c L v1 Ki# k)OL)LP LV ( IF ii v Loi,D l- z4/ J'z P' I' L3AP • V P 417 1b. 1,2 • • 17' ' •,j.:i J2A- • Ii' 12I ____ H • • • ;44 1 L4,AL h • • ev - g\ !P11_ • • • • • WkL \- • ••j ,I' _.• , ; •. •• V V & S TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE (I •. JOB NO. I . BY ' SUBJECT . SHEET fn OF____ - Ub ,A ; .4 . ., . - 't A c AL4V 'i64 L . .044TIFe UK I•r A 1Pt7 . • • V4 : ('o V/1-; k/4i ___ ,.• __ : ,.• r 2I&- #./i +'frr . . ., . '7'cr oil 04 VAu--;~ (' (4vm) -('f A7-,15 ir4/r fc4-" Vr H ' : ii. 7I 4 WIF7 . . . . •.: • , I )L ,( . . .• . . j .j - fr • . .. • - . • -; .. • •. •. .. I •I••I_I IAL •• • . TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE JOB NO. '* • BY SUBJECT I'fr1 tc ,4icL1' '' SHEET I' OF________ 77)() I1?Pol - frwa7rPe I_IL - - -------------- - •. vi V/ 1I -u VLPP TO Ø-t7 t7 V1 - Vie, f) ffrji I 6 SM -f _ '- TRAVIS, VERDUGO, CURRY & ASSOCIATES . STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE . JOB NO. L. • BY 0 SUBJECT tlk:2 ,A4ci*t'E SHEET '"f OF_____ V4 - •0 + ' 7 " MA11 ''P •. . :1 ,ct')+ . --• . .. •• : I fr( 4WV r Dt.47' f V ) ••• : t'"i 0 0 ; V. V (.)('z1 4 0 0 • :. t . NMt 4' \f -1 . ••. • • TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE JOB NO. • : BY_ SUBJECT _ SHEET _OF____ ___ • .J1tL-f 24'fk. Ol't • •• • a•' b1'Z' 4I " Lii ' H ' IJ '' U "U ' • • • V-1'i'11 4I' 7.99k 14k LolL oil fr1i 1'%r-_ 11 *U/ NMk fA • :• f?M(-• • • • • • •• •° • • : ;; • • : tPOF • • • •: 2 _FAN +2U iw • ,+. • % __ _______ ________ le'the" • '- 'Q-' An ~. • y 'iio : ,V TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE ______________ JOB NO. A ••. BY______________________ SUBJECT !,4M .L 4w.-- • SHEET OF •• •P'I 4-1t2 kVIL-& H P F 7 • - c2. X • r1 i I tL i .L J14 Ar . II / I \II • Il' \.Ik 1/ II UUPF1 _• .r II • •, • II/ I '• II I I/"iI - 5-nJt:7. w f • • / A fl. '. I / I \ II' II' Ii• 'II IL I J • • II . A- i-i +4t2 •U M -r. . . . -FZ 1 NMA.L. 1HI'KH 11J •• • • ..S. ALL.. .SkALL f- Z'Mfrt'N WU-- 4IÔJ L.. • • - 4. ALL. FLY\2 MU( F 'APA 1 X1 LLJ 5 'rLL- LE vHF-C76 I . fri N NIVI 'UAL P - LA1 VIM. 411 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO CA DATE .. JOB NO. k4A BY SUBJECT_A4 1IUc4 PA1 SHEET_JI OF______ SIMPLY SUPPORTED CONTINUOUS BEAUS Thin prnajwn, in combination with the beam ',rognm IMPt E. solves foe the. Skrk* Suppoeled Continuous Boom intennedsaio couples paeans the supports of a continuous beam. Resowkv Its fired end is specified, the wall reactions ate computed and output as if - i the lined end constituted *m41tet intermediate suppat. - . if a span has no loath. use a point kiod of located anywhere in the 'pan. 09 30 Each span of the beam nesy haw inique length. cross section. modulus of elasticity and/or loading. Beam ends may be rigidly fixed rw simply supported. The program SIMPLE is used to input the length. section moment of inertia. . and loading fw each span of the continwius beam. After the data for a particular - span has been keyed in using JU111 I program .1'.'N is executed to transform the data. ' '40N I is which is railed -after all spans have been emceed. - computes the internal bending tmstamts at each insenntdiate support. - It the left end of the consitmous beam is rigidly fired. execute FIXI instead of '.IMI'Il Aftcr.some ciwnsslatws time the promjs L.1 will he displayed indicating that the sakulatre is ready (ic the first span. If the right end of the, conlinsasus beam is rigidly fired., key in the span properties 'a'. usual. After all pans tincluding the last span) have been - .. . rompklcd. c'tccutc I UI.. If you find that you have male an ems' during input of a span or volt to modify a span after initial ownpwati.wi. the '9:"N program may be used. . Simply key in your daM. key in the span number' It leftmost spent and .s crct'Utc l:.iAN. . fl number of spans is limited only by the number of data .trwage registers. A rule of thumb (s' the required rise is: SIZE = 15 + 4 • (Number if + 4 • tNumber of fired ends) A ns.tely complea problem with 3 spars takes less than 50 regisans. With there optional plug in memory modules, over 50 spans could be combined. Sir you net the size larger than 23 but smaller than necessary for problem solution. die plot • ptjscm. DOW 10 ,r the rtannfNatrather Man — .......................... W" supportaii,• L-7 tt C*ukb . MOMFNTT tilT MOMPJITS rderto this MI Was ritt sides at . MIL- sub supp". EMD'. M14 Ma- (ED- I?' Fern new am. go to spa 2. . 1-7 Use lED it you at not In,. a The following definitions apply: st Ix is the dope at the right end olbesm one assuming M,- 0. . .. . is in the slope at the left end o(besm twoassuming M1 7 0. After calculation M is used in an analogous equation for the neat support. . • . .• . S This is repealed until the end of the beam is reached. The program repeats this porcdun until all ralculated moments remain unc?tangeii within the ING 3 . .1 display setting fit .me romplete yck of moment cak-ulatiotis. Reference- Roark. Raymond J.. Young. Warren C.; Fonrrarlw for Stress and Strata, ... .' * McGraw-Hill. 1975. . . . . . Si. __..•- . -. . . TT00IS . RIICT PL*T t' Sast a lattaty taItid tam Ml' t wibamua had tdlNW. . (-7 2 Kay N at ay , I, am 00Y 44 3 ttvu Nion he nansed at Osehe. Uy4r(o'uiI.00. 1)1) l . I 4 0ouNmatt*mow. S ttr kip 4rMissheant00,. Ell) S 1.1 S way Natlndisge 0Itsbnad . W am 0000 00 S / a And WIL • P (I) 0 00 TMONOW Nat meteig —. .4 . 4 stitttg had. W 0011) 0 00 - C 4' aid nsØSd mend. N 00W 0000 00 O OPfl0$lAL R.4..tder . W. SIMPlE your inose R.I. I I- wish 021 I- momy L. say tin me I. an. (I) 031 E.I. (!. oOw.ha yat nsss (!1).) (E.1) () 1040 An 4100 ntp Isv at Ova has £100 b- PIPI) Pressing 00 ago will SM the so roultras over. OPTIONI. 0oatrssm yost hnd mvow WOW NP00td3Aprtttv .03 • -Add ft spat N ItS tam . SPAN , L.t -•04 Ra pow apatu00iw. 5P4119 CONSPAN daft 9 Gob SNp2 lot =it apsi. Sbp sum 3iod4t the ascIois spe- dodo sotdntig. - will he displayed during djta input. This indicates that the size should be . 34 Srmpty, St4,poi'ted Ciorftsixxis omm increased to at least .• Algoettlam ,. . . . . . . The program stats by assuming that all internal momenta am zero. Based on * this assumption it calculates the moment across the first intermedian supports using; . . 44, .ML, ( -i)---- M - . 6Eiii 6E5l, i.'. 3E,I, * JE,lt . j TRAVIS, VERDUGO, CURRY & ASSOCIATES. STRUCTURAL CONSULTANTS SAN DIEGO CA DATE JOB NO. &4A (N 8Y SUBJECT '' -7T'' "fl'— SHEET i'-_OF______ -''- Deflnitlouu: • REINFORCED CONCRETE BEAMS— is the yield strength .f the steel (psi): IJL.I'IMAIE STRENGTH DESIGN F is the ultimate 17,.rn(*essive strength .f the conict*te psi): Using the ultimate strength method, this program will aid in tile design of his the beam width I flange width rue TheamMini: rectangulaT'or 1' shaped sections capable of resisting a specified moment. III is the 'tern sskiih (in): Roth tension and vornpressiam reinforcement may be ItictinponIted in the de,i . gn Special features if the program include: beam depth tni.m ciwtsjieensiur surface to centrnid is( tension tei forcing fin): - I The program checks for minimum reittiorceincot accondiog to die A C I code, if the calculated reinforcement is less than the mtnimiin. both dl the k,caut n of c mann. reinforcing from compression surface io calculated reinforcement and the minimum reinforcement we 000pi*. centroid of compression reinforcing (in) 2. Since deflection problems are rarely encountered when the sntei retnicice. I is the thickness of flange (in); ment ratio is less than 0.16 Fc/Fy. a user option is available to limit Al is the total tension reinforcing area (in I; tension steel. The program prompts LUT REId? Vii. If you wish toeli,ni.. - . A2 tc the compression reinforcing area tin2); nate deflection checks key in N if you ate willing to do deflection checks, key in Y . 73p is 7% of allowable halancesi steel ratio 3.' If a beam requires compression reinforcement, the calculator prompts for P 5 the feel mliii - the depth of the compression reinforcement, and asaonsaticaiIy,caku'.s A is the steel reinforcing required for tensile stress only (int): both the tension and compression steel areas. . Ag is the equivalent steel area to balance the force produced in a concrete Typical sections: . flange tint): . Ill __4 A2 j-wledoil • Mu is the ultimate design moment (kip.in);. dl ' ii .. . "]jT K is the flesurtal coefficient: K%1AXts the masimum flexural coefficient at bal,tncectnditio -hen AIA NA is the neutral ass tin): All _ a is the depth of the equivalent stress block. 'Remarks: in.sO., ' Si -I . Ibis prttgtarn us intended S.s a contpuiati.inal aid and is not it replacement tie a thiiriiugh-understanding ,if tvinfiurccd concrete design. REcrANKxAAA sEcTION r The program deals with flesure only. ,A complete design requires that shear also he .onsudered it _ The filmnufat used in this program may be found in the following to ref. L_1 ACF Stand., d Building C. ide Req.,, eu,terns fnr Reinforced Clincrete m 4C1 3I8•77,. American Concrete Institute 1' tLct'Cii r SEC1i win . Winter. Urguharsi. O'Rourke and 'Jitson. Design if C,,ncréie Si,'ui':a,es. . McGraw-Hill. (964. - - . 60 Reinforced Concrete Beams File Pleadavelid. I ' will..a. iMSTRlTJO RCT1C111 041UY H'titStn the sroQtws ' '- ": FY-? 2 Key.i ftylaidstrantItholstratlpdl. FY 3 Key is tie thmprest.e sunsgm at conic.,. (0) ale catauute n "turn ttnat(aiteindattnttmIle . m4t15n5 ttiouot coeticn.st !T . I Key hi tie wleit at siObe (le). b Cry in the dayhi of sMe1 (it). If . B]) • LId? REM? YM 6 'IT you man to limill reo at las ants so mat datn new not bed se. amniter N". ontàrane artriver 7 Key in ft appilialf no -Kip) and c.iatnn,nttennatcaàttsnrn. U B]) DEPTH COUP.? 8 tt you in,mngied for mat Medtof nstiorouOs(ñslarortsust, Snyt. dl ' B])- 9 see oslyuiaolmniro,n state Area 16 the ors.utr area is less than at. monmamt, tn'si.uimfo.enest Ar., ' Al- a". il you n.is asked tntdt, Steam at the tnguAnd conlyrnum, remtrnam, *2. TO OPTIONAL Key in stela itum based at ISe att.0 abe.e aid available bin sum in computer .ttAnai. Al ]]) *2.? AZ I'- ll , For a new Case. gotostl. ,IT you on, net vsft a p-rat, Reinforced Concrete Beams SI Isum.oie - STIP ttt$TRUCTE' . PIPIIT FLJiCTN DISPLAY tfl*udin me prograrn -' All . . Fy- 2 Keyntheyhildstrnttofttnd.). FT , FC? 3 Kayrn The usnnrrns.wttrnçnsat usta.tn and catamlat,tinmaximum Fe .75Pb- sled one. and 09 tries lit. masho main ttaI coemomm. . . 9KUAX -' Em* WIDTH.' Kay in SI. .tdti at ste Itaip cnt a , - sITU WIDTH-? 5 Key At this uhidst 01 the sten At). IT 1. DEFTtl-' 6 Key t the depth ot the section (in j. A THICKNESS-? 8 Kepn oil Thickness ol The Mantra (in f I. I,WTR(N?YM 9 If you anti to limO rento,cartent so That do rots reed not be c1ieid steer It , otrerwian assum V Von N (.5711 MOUtH?-? to gay nMiçIiidmotnn.tmn.K9sl . and caloalate lie teezithi corffciont. '- U ' K- BD DEPTH COUP-? It il you are crammed for the death ol comnemton'rmfnrcnnn. key dm At 12 See ouutsalmAtnnw,t steel ices tit tie creatted aeon At less thin tin ACt mrrrumt, n.e ama at tension . ANSI- rtntoreet.iert. aid dyou were liked • Al- for d 1. lie v.a of the retrmnle cr5. yrnosion seetfoicattetl. . - *2. At.? 13 Oyt'cinat Key r The ut,nlareatbased on tie outomate above. and 1simIU bar suen. 0 :omnste Mr ummim monled. - Al '*2.' *2 . At. IA For a new cam olnitn. t 'Ph011:31 if you do not taint pilirler - TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE . JOB NO. W BY SUBJECT •-L' '-' '.. SHEET _J OF______ J 7 1I'l1', iopJ('UJ) liT-i-'fl YO/ , Ti ,'? ,4 r44 Vt.. Vt. - + . ' 'f V... V. V... -.., V.', V-V - '..- V. V, •. / ...- . 'P'. . - •.. V+ - V V' - 4 4 ii' 4 V .. 4+ .' + VVV.VV I 4 44,.S' V V V V V V V RES-COM B1flLDUS February 25, 1937 4 4. V.V - -V •,• 4 V F V V.7777 Alvarado Rd , Ste 290 North County Plaza-Marehalle Vt 4 V Shops A, B, C, E, F, G, H, 3 & P .. La Mesa, CA 92041 Jefferson St No @ Marron P4 Carlsbad, CA Bill Kirwan 86-128 Vt I •VVV I V V VV ' •-' :. ' '- V *VV V 4 Vt p - +. V V - . - - V.V XX 4. 4 VI 4 ,- HII - I - xx xx Submittal .#22, * IL.JJ 4,4 4 V VV - V V V.' VWV V VV V ,VVV " V. V V V. U V.iIV.V VV VV V V - f Vi. •-' V . V V..V.+ V V , V ,ç i-7• .. . '..-. . •• . V V .4 V '• 'V . . ,•. . - •''Vt V ......... V Enc1osed 1ease find one . . (V1)*copy- df tour TRUSS.shop drawing brochure, V 13 sheets and your roof plan drawing d' 1-4 of 44, reiewed and marked by the architect and their consultant as a0 excptioñ taken'., for your use on the above referenced project I • . . V , V . '+ '• 'V I ,_, V •. V. Do Not -Reaubit,. V. • •. . - 'I *, • - •. Vt V p - Vt - It ..........V V 'L' -., V t• . V V V •V.V.V V •4VtV.V VV I.. V 'V V - , V V.,1 . *.- 4 - - V• ' F' .. V - 4' V .V 4V • •'V V V V V - . 4, V ,, V '• V . V , 'V 4 4 4 -I Vt - . + - V. - - ' •V . Vt * Vt '• - .V' - . •VVV, , V ' -. V lield/l Trauemittala/1 Shirley Atencio, Project Coordinator V..-- V V •VV V 'V ' VV . V • . V ' V + V. I / ., VV.+, . V -. V. •. -4 . .4V ,44, . 4; V V .• ,.. ; truss engineering for: ' r 1 NO EXECEPTION TAKEN D MAKE CORRECTIONS iNO1[E i p roject : REJECTED 0 REVISE AND RESUBMIT 0, SUBMIT SPECIFIED)TEM CIIECKING IS ONLY FOR GENERAL rOFORMr!E E'TH THE DESIGN CONCPE OF THU • Pi;UCI M. f.RM' COi.;HE IHii1 FIlE I(IFORM;'.UOfi CIVEN IN HT C(INRAGT i'.c:::'. AY AEION T1' A U i SHALL BE ChvlUI j.0 cr:: TiO' ISOTUS ,\l) i.C:L u. Of ins vOG IInI 1;;'A 1. Oi A:L OIliER TIADS w:o liii / - TORY PE1OIIMANC OF HIS :o;I. •. f NOEXtn — FU JIO 1? P' 8 SMflSPCIFIDITEM 0 R ASSOCIAIES VIANRSjDf..I1 . • . ., STRUCTURAL CONSULTANTS CALI., Q-A tr IEIA _ 12 tr&c... rcIwvin tn r t I rc &7 ; .. .0; 1 Ø4#fpø(r7 ri noP•J'uIrL: (4__) . J s s tradc! PLANN;Ni.. & AliCHFCflJR . . 1A~e )k' i. .-J.,1l 1X5 HOTEL CIRCLE SOUTH o SAN DIEGO. CAg1a$ I t/ . P.O. BOX 33326(92103) o(619)297.0131 . .- . I V - • CACIFOR N I A jj7 . . FEB 04 1987 COLLINS . -. RUSS C. . . . * 4' * . - 4 •- S - RNIA 14N II k c: H • 23665 Crn8ICO•Rd (t ,P() Box 1240 . C 9?370 •• (714657-7 - - *5 .4 .5 •• .1 ' •- - 1. - - -.-- -' S ' • - S . .• -S. S • ' • -..- - ---5--. t 4 5 - . .. 4 •• 41 ••* S -' -.. -S 5. * - 5 -., -.4 -5 .-. 4, .. - . ., . To Whom It May Concern This is a copy of our stamp, as requested, with all data requested Our ICBOI AA-583 is in strict accordance with the U13C45-17 pre- fabricated code Manufacturer - CALIFORNIA TRUSS COMPANY • P 0 Box 124O Perris, Ca 92370 Quality Control - WESTERN INSPECTION SERVICE P. o. .Box 562 '• ..- - Costa Mesa, Ca 92627 FR E C El V E D 4 1EB041987 COLLINS r - CALIFORNIATRUSSCO. CERTIFIED INSP-ECTION fl IC80AA'583 -- IN STRICT ACCORDANCE WITH UBC 2517 -PREFABRICATED International Confëreice of Building Officials TECHNICAL REPORT Report No 4211 April. 1984 flUng Categoq: FASTENERS—Stee4 Guuet Piate* . COMPUTRUS TRUSS PLATES report comply with the 182 Uniform Building Code, subject to the COMPUrRUS INC. following cooditloas: 1095 NORTH MAIN STREET . I. flcoanecion are installed as sri forth In this report. ORANGE, CALIFORNIA 92647 Allowable loads are as set forth In Thble No. I. I: Subject: Cocnpvuus Truss Plates The allowable loads may be Increased for duration. of load In accordance with Section 2504 (c) 4. U. Descirlp(loo: The Computrus Truss Plates am punched from Nos. 18 Connectors uv InstaLled te faces of . the rnern- and 20 gauge S&iv&nLxcd atect steel meeting tricchanics.1 requistments established in U.B.C. Standard No. 27-1 forA 446Gra&Aorhisher steel. pa"i's ben connected and art 'In M not I.t.Zd locations whery knots occur. The plates have 9.4 teeth per squat inch of plate. each appvzirr.ately Yi inch tnkngth and approximazd .iC inch i width. eteetha,e nchod' S. Applkatloo of truss plates o wood members with a moisture in pain. with each pair spaced ¼71nch on center along the width of J ' plate. conteol exceeding 19 percent requires thst only 80 percent o( the and .85 inch on center along the length gj ,. of teeth am load values In Thble No. I be used-Plans submitted to the staggered .10 inch from adjkxsl( rows. The "4 series pines are jencj. bLIdLng o(fld.ii for approval must Indkatt a maximum mo6- cal to the scncs, except that every third row of teeth is omiund. Plates turt content for the wood at the time of plate Installation. arc anAhbk in ina'crnentao( Yi inch in width, upto 12 inches. and .85 inch Stresses at the net secdoo of steel plates are not In eitrpg of the in kopls. as required by the design. The plates are applied to miss members valises permi&ed In Chapter 27 o(tbe code. The maximum tensile in pain on each face of each joint with a power press constructed in load Is dCitfndned by multiplying the efldtncy ratio times the scexird.ancc with the manufactwus specifications. VOns area of the plate times the sted design stress. IdentIfIcatIon: The Cocipumis series Cplate is embossed with the kuer - Where one-bone ftre.rtsisthe coosthsctloo La required, see 1cb- 'C•' (or the No.-20 gauge plate and "C18 for the No.18 gauge plate. The nical Reports No.. 1352 and 16.32. No. 20 gauge CN series is identified by the learn "CN embossed on the 8. The allowable load values are recommended only when plans, pLace, and "CN 18" for the No. 18 gauge plate. tn&u designs and caj ujatlons are submitted and accepted by the III. Eridenet Submitted: Descriptive Literature. details, calculations bulldLngollai as showing compliance with the Uniform Build- be pro- az submitted in ocnpliancc with U.B.C. standard No.vidWaccorditamwithSectloa the 9. Thisses are Individually designed In accordance with recognized ( Findings . -elnetring principles. fledlegs: That the Cociputrus Truss Plates described In this This report Is subject to re-w.mlnatlon In one year. TABLE NO. 1,—ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREA UJSSOE.R 5Pt3 . RAtIO I (54 PeRcexr so',rnseNc yeu. p.se OOUOLA* Pø-taMO-( rrpf oc PLAIt Obaon 04 load wl% M4940 lo the OW,c5om 04 low W' 5SsS lo S,• Oom 04 load ToftISD. lo Sw O4.scdom 04 load Wft foeved lo VW 04 w 4 __44- lo Or r1ow lo SO' 4- lo 45' w So' 4- C CN _r 204 136 161 107 _41• 163 146 110 97 . 204 136 _ar 161 . 107 59 74 _so' 42 42. RECED FEB O419! iCRO technical reports art issued iolrly loprórtd. lmforwialion to Class A members o/ths organization iülzing the code upon which the rrporf is based. Technical reports a,e not to be comuried a, ,Yprvsemnn( auth.ens-: or any other attributes not specifically addressed nor as an endori e m , n i o r rr(ommemdguiov,fo, ase of the subject report. - This report Is bai,d upon Independent tests or other technical data :ubm teed by the applicant. The 1(80 technical staff has re-viewed the lest rrsalti cr41 or 04 lS,r data, but do.', not possesi test/aciWtes to ma*t an Lmdepevideni rwrficairion. There is no warranty by ICRO. expressed or implied, Oslo any Fu.du.g" or other wiener in the report or as to any product coie red by the report. This disclaimer includ e s , b ut ii not limited to. mere hanlability. Page lofl ' FRAMING DETAILS4RE HIP iERNINATION POINT DOES NOT MEET VITH COKWHI-TRUSS. CONTRUS) RIQCE II FILE NO 1RU66 -72 - -40' DATE 6/1/84 REF 25-I DES BY Sc SEQ STANDARD RECEIVED - FEBO4ISB7. COL INS 177, LATERAL BR.ACINC REQUIREMENTS LOAD DUnAtONCULASE 1.25 (W2) (+) 2 Required on Spans Over 60'-2'*' SPACFD2j OC 04 m (W2) + I Required on Spans Over 44'-6" LOADING '(W4) (+) 2 Required on Spans Over 54'-10" LL - DL ON TOP CHORD 30 PsF (11,14) + I Required on Spans Over 40'-6" DIL ON BOTTOM CHORD - 10 PSF- TOTAL LOAD 40 PSI- ALL WEBS TO BE 2x4 'ON SPANS OVER 60'-0" 'S PST REDUCTION TAIEN ON BOTTOM CHORD ANAL STRESS ONLY REACTION . 2520 PEAE B N MAXIMUM TRUSS UEUBER FORCES - (2*6) C-70.4 to 7 V -0"' 7.0" 3.5" SPLICE 0 TI - -6581 81 • 6244 WI - 121 (2*6) C-5.50.7 to 54'-0" 5.5" 3.0" - (2*6) C-70.4 to 72'-0" 2.0' 12 - -I9I 82 - 6244 W2 - -1421 (24) C-5.5x6.0 to 50'-9" 3.5 3.2 (2*6) C-5.5x9.4 to 60'-0" 1.3" 13 • -3920 83 • 4903 V3 - 589 (2*4) C-4i6.0 to 48'-," 4.0" 3.0" (24) C-5.5x7.7 to 501-9" 2.0" W4 - -1446 (2*4) C-5x6.0 to 48'-8" 1.3" - 1775 - NO SPLICE B ' . . C-3x6.0 to 72'-0" SPLICE . C2.5x6.0 to 60'-0" ALTERNATE SPLICE (T2) 12 C.59.4 to 60-0' 1.511 50'-9" : 73 NO SPLICE 6 EOUAL PANELS TOP CHORD 2x4 BLOCK 2 .4 BWCK D Jr4 or 246 C-4:911.9 C-4 4 to to 51 E" 33 B2 Ci . 2x4 HEN-F I B - C-5x14.5 to 72'-O" ALTERNATE SPLICE (83) • NO SPLICE . ALTERNATE SPLICE (82)- . , C-4x11.9 to 65 -10" EN18-S.5x13.6 to 72'-O" CNI8-5.5j17.9 to 72'-O" _______________ C-4x9.4 to 31'-9" NO SPLICE CII -5.5x11.9 to 60'-O" C-3x6.0 to 72'-O" CII. -5.5*14.5 to 60'-O" . •SAN TO 72'-O' C-4x9.4 to 72'-0" , C-2.5x6.0 to 60'-O" C-3x9.4 to 60'-0" ' . SPLICE . SPLICE C-5.5xtI.-9 to 72'-0" C-2.5x2.6 to 72'-0" C-5x9.4 . to 60'" C-1.5x2.6 c 60'-0" -5.5xI4.5 to 72'-0" C - 5.59.4 to 60'-0" SYMMETRICAL ABOUT CENTERLINE - C..ne,al laolt, ......... .. 1. . ...........l'iS%',A .....'. .. . .-. .........,,, . a-', I?......... ....--.-s' :L'ua'-.:-..... ' LF lSl,bvl.C'.'a..tCS'tfifl ' U C 1 *LmCl'.tly BA,I V. •.4• l, Pale InSllufp - +4lC'iI co- D'iC'flQ *ne.- 1.0., t,'-fl"ç "'31e'i' ,,C.,,q ,f(.flr'r'enoelf 'IS'alliI'Ofl ot l'uS% .1 lt resDofls.b.hl, came 'ewe.",. Crn.Clo. Oes..j" a5smes FUSSeS iC TO be used .'a '.o'co"os.e rwnO#T- anT ac all Conolcal cause I' Deson bSsu"n'S lull beang a! all sçpflfl.TS 1"o-S-0* 00t 4 "CC PS Say 9 O"S'g'l allures lUCQuJIC 0*anage 'S P101-0CC III Plalles sll DC lociled On DOI'l laCeS Of 11145 inC QEICCC 10 lIl*i leflll" 'ne, CNnC-d 0,10011! ccntt,.hnes II D.q.Is •ndcale 51P Of QI4IC 'n .nc11e5 i:- c. talc d.,.- 0t'.. r.v'-,u"us Pale •lVTW'aled of 05.05." C S,.1lC8C, R 4211 :1 .-CI.'pu!'ssNl!I Sec-on P'.I.-s.'o-lal.-F:P.F"t'Pfe"s CN .Ie, l:'-.lJ',i101 8 •'ldCa'rS 1994 '.fle'al .5 WP All Ol"C'S ale 20 Qi Of' Panel Spice No". Off Panel 00,'! SPIICCS all' OCaICO at I Dice' l''", 9 at e-t'e' end 0' ISe P415.1 .CaTeC CHORD - SIZE FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND S P E C I E I N D I C A T E D 2400F 2250F 2100F 1950F 1800F 1650F 1450F SSDF N1 OF u2DF SSHF #1 HF 2*6 . 72'-O" 70'-O" 67'-4" 62'-7 67'-I0" 64'-)" 59'-!" 1 i'- I s,'-io TOP CHORD 2*4 50'-9" . 49'-7" . 48'-0" 46'-7" 44'-10 '43'-!" 40'-I" 45'-4" -43'-O" . 38'..1O" 41'-3" 38.6" ITTOM CHORD 2*4 72'-0" 69'-0"- 641-0" 1 381-2" 53-3 45'-3" 61'-1" 551-0" 46'-I0l 32'-0" 45'- WEB MEMBERS . 2 x 4 STANDARD OR STUD GRADE HEM . FIR, 2 x 3 82 HEM . FIR OR AS NOTED ON DESIGN NO SPLICE SPLICE -C-2.S.7.7 to48'-8" SPLICE C-50.7 .to 48'-8" STVMETRICA, A80UT CENTERLINE FILE NO ThU64 - 48 - 4 - 40 DATE 6/1/84 REF. 25-I DES BY SC SEQ STA"XRD BC BO LATEICAL BRACING KEQUIRMENTS .' LUAU ()uIlA',D 'CPLASt 1.25 EompuTrus Inc. (1,13) + I Required on Span. Over 41'-4" SPACEO24OC L OIONIOPCHORD 30 vt OLON BOTTOM CHORD . 10 PSF - -TOTAL 1080' • 40 PSF PSI AFOuCT,OP. TA*(N ON PEAK • B H 001 IOU C"ORO AXIAL SIR[ SS ONLY (2.6) C-Sell to 48'-8" 5.0" -3.0" SPLICE ' D REACTION. 1703 (2.6) C-5.6.0 to 42'-0" 5.0" 2.0 '- (2.6) C-5.50.7 to 48-8" 1.5" MAXIMUM TRUSS MEMBER FORCES (2.6) C-40.0 to 36--g" 4.0" 2.0" (26) C-5x6 0 to 42'-0" 1.5" TI - -4370 81 - 4146 VI - - 6 (2.4) C-4z6.O to 48'-B" 4.0" 3.0" , to 48'-8,, ., 12 - -3852 82 - 3243 V2 - 64 (2.4) C-4x4.3 to 36'-8"' 4.0", 1.5" 13 - -2629 ' : W4 I II NO SPLICE - C-2.5x4.3 to 48'4" '4 ALTERNATE SPLICE (12) SPLICE 0 12 . (2.6) C-4x6.0 to 48'-8" . .' (2.6) C-5.Sx7.7 to 48'-8" 1.5" 0 : : _ II (2x4)Cx4)-2 5.4 3 to 36'-8 OW " I :: 36'-8" 1.5" NO SPLICE o 48 ' .4' ............ . •'.' ..'•''lL •. ?'.' .'t9"," one . , • ............ 'tunes SWY Ix) .................& urn C.ac.r'ç •.... ,"SIJl,aI .4': :14.1,4% . Ire ".SPO'.S'O"l ijl "v esoech,. CS',t'act& ass,"" I'uS'.':5 we Ic be usec a flofl'CW'O" env,,On' nsenl 400 at '0' Op C0n0'I.&t 04 USe 8 Des.gn ass,"., lull btu'.OQ at all sU000'ls sno.n Sr- w -004 a rece.S.aty - 9 Deign assunses lOeduale o'aotage 4, tho'0r0 10 Pldtei bhall be totaled on both laces Of x,.es and ptoc.d so I,.. CeHep Ines co.nc.de eon IoXV case.. hnes II Ogat a'lo'c.ie Ste 01 platO as wiches 12 Pox bai.0 oes'gn xas,..ej at Its. Ce o,ln,a Plate. ..a,.d o Its. epsd'. C,neeICBOFIR 4211 I) The Coaso.v,s Net SecI'on Plates IndlIcated by Us. th*'4 'Cpa-. PSs 005.9'5010I 1181 .na.cate-S 18 9a tt%alO'al .4 used Al or 'e.3 WS 209a 014 Parlm SQAC. NOW On panel 00.151 sOlces we located II I/S Its. Dane' 'engi" ''8' at el's., end at Itt. pandl 4OcaWd I I' . ' --- \\ .. '•. '- ' ' EOUAL PANELS TOP CHORD L. 6 46 6.00 21(4 C;9o48'-8" ALTERNATE SPLICE (82) NO SPLICE L 32 Il CN-3x10.2 ~8- to 48 --8 C-2.5x4.3 to 48 -8 SPAN TO 48 C -3x6.0 to 45'-I0" SPLICE PC E I V o C-50.7 to 48'-8" '. , . I C-5x6 0 to 39'-6"IEB 04 37 I COLLINS FOR THE SPANS NOTED BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECI E I N D I C A T E D CHORD SIZE 2400F 2250F 2100F' 1-950F 1800F 1650F 1450F SS DF n1DF n2 DF SS HF #1 HF 2.62 , 48'-8" 48'-8" ' TOP-CHORD 2.4 48'_8'T 48'-3" 46'-9" 45'-O" 43'-3" 40'-3" 45'-6" 43-2" 39'-I" 41'-S" W-6" CHORD 2.4 48'-8" • 46'-2" 42'-II' 37'-S" 48'-8" - 44'-4" 38'-4" 42'-2. 37-7" WEB MEMBERS - 2 x 4 STANDARD OR STUD GRADE HEM . FIR. 2 x 3 82 HEM .FIR OR AS NOTED ON DESIGN ' • ' C-2.5s6 2x4 block C-7.71 No SpI I A1t.Sp1. C-5.519.41 SDI I CN-3x10.2 - A1t.Sp1. C-2.5s6l No SDI ) CNI8-3x13.6 C-5.50.71 Sol TRUSS SPAN SI'- .000 " LOAD DURATION INCREASE 1.25 SPACED 24.0 0. C. LOADING LL + DL ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF. TOTAL LOAD = 40.0 PSF. *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. -SINGLE MEMBER FORCES -06-00 1 1= -4843 8 1= 4597 U 1- -449 l 2= -4578 8 2= 3877 U 2- 633 I 3- -3644 B 3= 1 3266 U 3 -631 T 4= -2785 B 4= 3266 U 4= 587 T 3= -2785 8 3 3877 W 5= -903 T 6= -3644 B 6 4597 U 6= 1391 1 7= -4578 U 7= -903 1 8= -4845 U 8= 587 W9- -631 UIO- 633 S W11 -449 LEFT - 1785 RIGHT - 1783 BEARING AREA REQUIRED (SO. IN C5.5t1iI SDI IJOINT 1 2.86 OF / 4.41 HF C-2.516IHoHJoINI 9 2.86 OF I-- 4.41 HF C-3161 Alt-bpi I WAANlNOS -. I. Read all General Not., end War 61 bali.. ow,at,uclde,. CO bvae... 9uSd.w and s..cllon contractor should be advised of .9 Qansoel Not., and Warnings b.to.e constructIon eo..e,wno.s. ILX3 con.p..,slon web bracing i.uat be bsstad.d vishoom shoxxxxv +. & AS lateral 100c• ..sl.Itng .11nsants sudi .* lee.po.aoy b.eclng. no.1 be designed and p.00lded by deslWaI ci eampiel. etn.cturs. Computrus .ssanles no responsibility toar such brg. No load should be applied loan! co.npon.nt anti aft_ Si bmdi.q and l..I.ne.s am con.pl.te, and it no tbno should any toed. ,.e.ie. V.a.l d..lgn load, be applied to any cox ..,....Ot I. Conrput.us has no conSul ow. and assume, no responeWIy fear the tabotcatton% handlIng. shlp.neni and Installation of M Won- This d.,ign It furnished 9o510ct both. imItation. On Sues d.S Sal 10.15 by the lntis Plots, Institute In wBrbckq Wood Tn...... VWT.7S'. a utsfro. .W K. kwn&.h,i by Co.npubsas .po.i r Q.an.r.1 Note., unless otherwise flOISd I. Design to support loads Si shown. Design assume, the too and bottom d.o.d. 10 be tateritty boac.d at 3 o.c. and at tT.0 ic. respectively. 2. 41 ln.pact brIdging Or leto.el boack.g ,iccnVne.d wiso.. shown 4 +. Installation of truss lithe responsibility of the ,espectloe coldteCto.. DesIgn assumes trusses we to be used In a nOn-COa,oeisi eredron- nsent. and are Ict dry conditl 01 use. S. Design assumes hull beating it itt support. shown. SN,n of In It necessary. 7. Design assumes edeQuat. drainage Is provided5. Plate, shall he located on. both laces of In.... and placid .0 their center, lines coincIde wIth hint cent.. tIn... 9. Digits Indicate size of plate In Inches. IS. For basic design values of the Computnas Plat.. Indicated by the prefix C. see t.C.8.O. R.R. 4211 II. The Computrus Net Section Plate Ii Indicated by the prsfio CW. the designator (to) Indicates 50 go, material Is tread. All others... 20 go. CampuTrus RECEIVED FEB 04 1987 COLLINS To C-5.50.71 Sill I C-3161 Alt SO I S I.S'(Spl) OFF PANEL SPLICE NOTE: Off panel poirt sp).ices are located at I/S the panel length +1-6" at either end of-the panel indicated. FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED FILE NO.: Tpu-5I-4-40'.(26) CHORD SIZE DATE 12/30/86 . I I TOP CHORD REF 25-I DES BY LS I F.,2, [400F 2250F 21OO l , 950F 1800F 1650F 1450F SSDF I i OF I #2DF SS HF #1 HF l SEQ 28176 1BOTTOM CHORD1 xi I 'I WEB MEMBERS - 2 x 4 STANDARD OR STUD GRADE HEM . FIR OR AS NOTED ON DESIGN HIPSET TO 32'-0" LOAD DURATION INCREASE - 1.23 I"'.. / \ Notes.-oled [,rnnurrt 11-- . f4.%.nlo,.y.I'oaoas inoe i r . - . HIP NO.1 — SETBACK 8'-O" FROM END WALL. ' . .suc.Pl oe"ne'ia twoc.V so be LOADING or o4he's HIP NO.2-4 SPACED 24"o.c. DL ON TOP CHORD - 30.0 PBF DL ON BOTTOM CHORD'- 10.0 PBF. roc .co'g1a.a, TOTAL LOAD - 40.0 PSF• 16 by in Tuii Pijil Insz& 5 PSF REDUCTION T .' N = a Ia) con,r..n w..i w. .cag -BOTTOM CHORD, AXIAL STRf 08 oey, 5 ""PC? 1O•10fl9 of latWAl rXaCWV 'SC0iOn'0 (HIP NO.') ME?8B.R 6 lnilaiijt.o., Ca Ti3 ,1 Pie eap0'il.bwy Ca in. .e1pec6Cinl0' FORCES • TI- 7396 8.1- 7017 WI. 1163 nvrA and are for -dry comcmon" do vs4 • T 2- -7018 B 2 9454 U 2- -2627 6 Den lU0b. supports ii0 SRaii0'lRSd - -9392 B - 9433 U 3- 178 HIP NO.1 - Two Complete truaaee required. T 4. -7018 B 4 78117 U 4- 178 . 9 Oen.gn lbSCaiI adequate 0'a4age is 0'Oned I Join together with I6d nall8 . T 5 7396 U 5 2627 10 Platet, Shall tKI located On both faces 011 buse and pt" $0 0000 k staggered at I2"o.c. throughout. U 6- 1183 I . HIP ,N0.2-4 SINGLE MEMBER AS SHOWN. .. - REACT IONS. LEFT - 2640 RIGHT - 2640 C. s.eiC8O PR 4211 l.Cn,y.i Nei Sei.nP .e.delIpODyIh5peIo Cii In. oesgnato,1181,nacsles 1891 InaI..i a iaId Al 0'n.11 e 20.0a , OFF PA'IEL SPLICE NOTE: 24" . 24" 24" Off panel point splices are located c I/S the panel length •/- 6" at 1. 1 I 2x4 STUD WITH C-Ix2.6 TYPICAL . either end of the panel indicated. ALTER NA - SPLICE_.... 8'-O' ('lIp No.1) 3 . . . . SPLICE C-SzS.l S2 . . . . - - : - . * . ,. NO SPLICE • C-40.7 . . . . . . . - 13 C-2.5s4.3 _T7 2.4 DOUG.IFIR 4!r CM '7 (Hip . .. 12 C-30 24) . )4) C-3x6.O (Hip IT 1/4" NO STLICE'. ALTERNATE SPLIC E C-2.5x4.3 1/4" CN18-3.17.9 (Hip NO SPLICE 5z9 4 (Hip Mo I) SPLICE 3 -50.7 9 VC (Hip No 2 4) C 5.9 4(Hip No I) TO 32'-0" 9X1.Itflip NO.4 SY)*TR1CAL ABOUT CENTERLINE , • . FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE A N D S P E C I E I N D I C A T E D FILE NO.:9Hjp - 32-4-40 #I-#S . C SIZE HORD 2400F 2250F 2100F 1950F 1800F 1650 F 1 4 5 0 F S S D F NI OF -#2X . DF SS Ni HF DATE: 1211/94 . 2.6 . . . . X • REF.: 251 DES. BY: 5C I TOP CHORD-4 . . X. X X ST TT OUOM CHORD 2.4 - . x ' • WEB MEMBERS 2*4 STANDARD OR STUD GRADE HEM FIR 2*3 112 HEM FIR OR AS NOTED ON D E S I G N : 1-i44 : :. •. . amipuTrus saae,uCn.o . Isommone • cewanis sTous Hip set to 40'-0" 'Hip No.1: Setback 8'-0" from end wall. Three complete trusses required. Join togethpr with 16d nails - staggered at 12" o.c. throughout Bottom Chord, and 12" o.c. throughout Top Chord and Webs. Hip No.2-7: Sthgle member as shown. spaced 24" o.c. 40- 0- 0 HIP TRUSS SETBACK 8- 0- 0 FROM END WALL LOAD DURATION INCREASE - 1.25 LOADING TC UNIF LL+DL 60.0 PLF 0' .0' TO 8' VERT TC UNIF LL+DL 60.0 PLF 32' .0" TO 40' .0 VERT TC UNIF LL+DL- 150.0 PLF 8' .0" TO 32' .0" VERT BC UNIF LL+DL 25.0 PLF 0' .0" TO 40' .0" VERT TC CONC LL+DL- 560.0 LBS I? 8' .0" TC CONIC LL+DL- 560.0 LBS 0 32' .0" 3 MEMBER FORCES T 1- -9846 B 1- 9342 U Ia -21 T 2= -9756 B 2= 12555 W 2- 1914 .1 3- -9321 B -3= 14298 W 3- -3675 .T 4- -12936 B 4- 14880 W 4 1209 -14580 B 5- 14298 W 5 -1701 -14580 B 6- 12555 U 6- 504 -12936 B 7= 9339 U 7- -426 T 8 -9321 U 8- -426 T 9 -9756 ' U 9 504 riB- '-9846 ' WIB- -1701 6111- 1209 Wi2- -3675 U13 1914 W14 -21 LEFT - 3339 RIGHT - 3339 WAAPIIP$OL I. R..d all O.ner.l Notes and Wsa,a,g, babe. b,.cllm ab Sooa•e. 2. BuIld., and s.eslloa 550trestor sltesdd b. .d.W.d of NO 0.ne.sl Not,, and Wernings blbs.s coashuctlom 2x4 CO.rpm.lo., web bredng stied N. kma5.d 4en. +. 4. An tat..l torce resisting elersent. s.d. ii i,,.. sod _..__.s.t bracing. nomi be designed .nd ple.ld.d by designer lb esplat. structure. Computr,.s asmm,ss no ..spomemla?y bes suds loscfrsg. S. No toad should be applied to a" ,o=.,,.ne..A IMtI5 SIW. .1 1.de9 and t.st.00r, a.. Co.np1.45. and St no tinse d.o,id any toed. ,udsr Welt d..lgn load. b. sppllsd ID Sa7 & Cooqutn. has no Control o.er end .estmees tie .esponsp IsiS,. t.bric.tion. handling. al .nent end InSISIatlO., ci 7. This design Is banished sub(sct ID Wi lisnitattons on Wisa designs set tooth by the Truss Plate institute Ni 'B.a,g Wood Time....MT-Yr. copy at dsld, Will N. h.mI.h.d by Co0'putsue opee esopess. 0..si Notes, unless othet'wti not. I. Design to support lotaft as silo's,'. Design assumes the top and bottom chords fob. tatorely braced SI 3'.O' o.c. and at 124r o. respecttesby. 2. 4 Impact bridging or talssal bracing ..,.,.... 'Walked edisre shown * •. Installation at truss Is the responsibility 01 the r.specttn.calometm. S. Design assumes, tn,.a., are to be used Its a flofl.CO.TOSJnS 'sorifon. ment. and are for 'B'y condillon" Of use. - Design assumes lull bearing at an supports .ho'sn. 9,Ini or 'sedge It necessary. Design assumes adequate drainage Is prodded. Ptahes shall be located on both faces of truss, and placed 00 their center lines coincide sith )oint center tines. Digits IndIcate Ni. 01 plate In Inches, II. For basic design sal.is. 04th. Computnua Pt.t.. Indicated NI' till pratt. 'C. see i.c.ao. RR 4211 If. The Con,putrus NO Section Plate Is Indicated by the pratt. -CW. IN. designator (18) indicates 18 pa. material N used. AN others we 20 Os. 24 c-u5I1I I C. C-2.ssl.3I II, t1 I I C-5x6I 8)1 , C-3x6 + + C-2.5s4.31 Iq 8)11 I C-2.5z 2x4 Stub at 48" o.c. with C-I.5x2.6 Typical. C-Is?.? RECEIVED 1E13041907. COLLINS 1/4= -2-511-3 Ik,, SPI I C-2.5s4.31 Na SO I II I I1I C-3x7.7 C-.5.5x11.9 C-5.5xl1.9 WAN 10 40-00-00 S'QoICIAJCAL ABBJI CCXTEILDE FILE NO.: 8H-40-4-40 CHORD SIZE DATE 5/30/86 2x4 REF 25-I (DES BY AM TOP, CHORD SEQ BOTTOM CHORD 2x4 176%] FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED 2400F 2250-F 2100F 1950F 1800F 1650F 1450F SS OF #1 OF 92 D SSHF Ill HF X I I I I .1 'I I 'X I I I I I WEB MEMBERS - 2 a 4 STANDARD OR STUD GRADE HEM FIR. ?2 HEM ' FIR OR AS NOTED ON DESIGN RECEIVE6 !ED 04 1987 48- 0- 0 HIP TRUSS SETBACK 10- 0- 0 FROM END WALL LOAD DURATION INCREASE - 1.23 LOADING IC UNIF LL+DL- 60.0 PLF 0' .0" TO 10' .0' VERT TC UNIF LL+DL- 60.0 PLF 38' .0" TO 48' .0" VERT TC UNIF LL+DL-- 180.0 PLF 10' .0" TO 38' ,.0" VERT' BC UNIF LL+DL- 30.0 PLF 0' TO 48' .0" VERT TC CONC LL+DL- 900.0 LBS IP 10' .0" TC CONC LL+DL- 900.0 LBS • 38' .0" LEFT - - 4740 RIGHT - 4740 BEARING AREA REQUIRED (SQ. IN) JOINT 1 7.58 DF / 11.70 HF - JOINT 13 7.58 DF / 11.70 HF 5'1 .€.5 t.314.411 W 4li I C2.3X7.! 1-1.522.5 C-7t11.91 SpI I 1/4 C-2.514.3 - S'48 10 48-00-00 . - STIOETRICAL £83J1 IXNT8LDE CULL I r. S COMPUTrUS aia.PiCli. Fe .'qtiaoo . co-nnn.e sn'res Hij No.! trues setback-10'-O" from end wall. Three complete trusses required. Rip No.2-7: Spaced 24"o.c. Single member as shown. Hip No.1: - In'nc.coe41iete tru8e8r'EquirçzJ. Jofs tog'ether' with 164 nails ) staggered at 12"o.c. throughout bottom chords and 12" o.c. throughout 3 MEMBER FORCES 1 1- -14223 B 1- 13491 U I- 044 T 2- -13866- 8 2- 13491 U 2- -291 T'3- -13224 B 3- 16542 U 3- 2814 1 4-16342 -16542 B 4- 18642 U 4- -4200 T 5- -18642 8 5- 19902 U 5- 1950 T 6'. -19902 B 6- 20322 U 6-. -2790 T 7- -19902 8 7- 20322 U 7- 1206 1 8- -18642-.8 8- 19902 U 8- -1674 1 9- -16342 B 9- 18642 W 9- 471 T1" -13224 810- 1542 1410- -558 111- -13866 811- t'491 who 105 T12" -14220 812- 13491 W12- -558 . . W13- 474 W14- -1674 ' . . 1415- 1209 1416" -2790 14)7- 1950 WIB'. -4200 WI'S" 2811 W20' -288 142!- 144 WARNINOL - I. Raid ill O.n..at Not., and Wo ung. b14oa', conshvcSOm .45...... SolId., and erection conbsctsl should be .ddsed 04 on Seneral Noise and Warnings Isle.. censbcl$O. .,o.......sss. lx) ce.npus..lon web bracing eutb. Not.a.d sue,, skees s o ,. & Al I5t..•l ta. resisting 5effi.ns. audi as I...,, and ,....iieM bracing. must be designed and podded by desigee, of oanglv.. structure. Consçeath.s aesuenes no rauponeSielip Par and. breg, L No load should be ppded Pe any anus alter .5 brocloll and asians'S are øoanpPeis and .4N0 horn d.osld any loads s than dasig., Peed. be aggliad to" t Co.sput,us has ruo aonia,I 0Y end a0Wee .e...,4h..L7 hr Si. labrlcaflom handing sNpn.l and Installation of £4...,.,......d.. 7. ThIs design I. honufsh.d subaci to Si. hrltatlsns en Sias. deelgan s a t 10.11, by Si. Truss Plate insiNuate in 'B.ecMg Wood Tarn...6 lWT-7v. a copy 04 nhlcli will be 4w04,hed by Coasy.ufrus opsei 8.n..a1 Nolas, 5n153 otherwise soled. I. Design to support loads as shown. Design assumes the top and 00110.5 chords lose laterally braced at 3'-O' o.c. and at 12'0'0.c. reegecttnely. b 4. Impact bridging of lateral bracing •..........Was SW. Shown * .. InstallatIon of truss Pith. responsibility of the r.spscile. oorelscto.. I. Design assumes trusses are to be used In a ,i015.co.T05lo. .5*015. mont, and a,. for 'dry condition- 04 use. 0. Design assumes full bSe,tng stall i,drportp shown. 81s1n1 or sedge It V*cessa,y. Design assumes adequate drainage Is presided. Rates shall Is located on bitt laces of truss, and placed So llu.4r Center lines coincIde with joInt canter tins.. Digits indicate size of plate In inches. to. For basic design relies of the Co.nput.ue Rat.. Paddled by the prells C sea t.C.8.0. hR 4211 If. The Computrus Net Section Mat. Is Indicated by the grade CN. the designatOr 1151 Indicate, Ill ga. malarial is used. An othera we 20 - . . . . . FOR THE SPANS NOTED BELOW, LUMBER SHALL B E O F T H E M I N I M U M G R A D E A N D S P E C I E I N D I C A T E D FILE N019H1P-48-4-40HIPS I!-? CHORD SIZE 2400F I 2250F I 2100F I 1950F I 1800F 1650F I 1450F SS DF I Sn OF j n2 DF I SS HF I #1 HF DATE 12/30/86 REF 25-I DES BY LS f TOP CHORD f 2x4 I t I • I BOT TOM CHORDI 2x4 SEO 28177 WEB MEMBERS - 2 a 4 STANDARD OR STUD GRADE HEM - FIR. OR AS NOTED ON DESIGN Tra 51::~ P.-I -)47 - mwwm; . _h Ems, IN -- 2x4 Studs at with C-lx2.6 1-5 C-7.1 C-2. RECEIVED FED 04 1907 COLLINS 51- 0- 0 HIP' TRUSS SETBACK IC'- 0- 0 FROM END WALL LORD DURATION INCREASE - 1.25 [ / \CompuTrus In LOADING TC UNIF LL+DL- 60.0 PLF 0' .0" TO 10' .0" VERT, IC UNIF LL+DL- 60.0 PLF 41' .0" TO 51' .0" VERT IC UNIF LL+DL- 180.0 PLF 10' .0" TO 41' .0" VERT Drus&setbacklo'-O" from end wall. - BC UNIF LL+DL- '30.0 PLF 0' .0" TO 51' .0" VERT Three complete trusses required. - - IC CONC LL+DL- 900.0 LBS 0 10' Hip.NO.2-8: , ' ' IC CONC LL-DL- 900.0 LBS 0 41' 'spaced 24" o.c'. Single member as shown. 4 Hip No.1: LEFT - 5055 RIGHT - 3055' I complete trusses reqtilred. ,Thrus J'oih together with 16d nails .. BEARING AREA REQUIRED (SO. IN) ' I ( staggered atL2" o.c. throughout JOINT 1 8.09 DF / 12.48 HIP ' ' bottom chords and 12" o.c. throughout JOINT 13 , 8.09 DF / 12 (-ll44 - 3 MEMBER FORCES 1 1- -15219 8 1 14436 U I . 144 1 2- -14880 9 2- 14436 U 2 -264 1 3- -14193 B 3- 18213 U 3- 3084 1 4- -18213 B 4 20787 U.4 -4929 1 5- -20787 B 5- 22332 U 5- 2157 1 6- -22332 B 6- 22845 U 6- -3282 C-2.5it6 ' 1 7- -22332 B 7- 22845 U 7- 1338 1 8- -20787. 0 8- 22332 U 8-, -1968 T 9- -18213 B 9- 20787 U 97 522 - 110- -14193 810 18213 UIO- -67 111- -14880 B11- I436 W11 127 (A) 112- -15216' B12 14436 W12 -657 . W23 522 C-25143 .- 1114- -1968 • 1115 1338 1116 -3282 U17- 2157 W18 -4929 W19- 3084 W20 -261 W21 244 'CHORD FOR THE SPANS NOTED BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND S P E C I E I N D I C A T E D SIZE 2400F 2?50F 2100F 1950F 1800F 1650F 1450F SS DF n1DF #2 DF SSHF #1 HF TOP CHORD 2t4 ' . ' A )TTOM CHORD 2y4 C ' ' A WEB MEMBERS - 2 a 4 STANDARD OR STUD GRADE HEM . FIR OR AS NOTED ON DESIGN WASNINOS: Reed sit Gsa..., Notes Sad Wondags b.40n. ooas*VC0.O.dSVSs... Solids. and s.Satto,, confr.clo. should be advised of as Genaref Not.. and Warnings bets.e coa.tn.CtI0n c I x3 ccmp.-sssloa sob bnsclng ,sust be b,stssd adui.,u +. An iatS..t lone. resisting .iss.ss*s such S. I........... Red Pott.m* b.sclng. must be designed sad pnonldsd by d.eiso .4s1. structure. Co.nputrus ass..,,., so ,sspso ?y ho sB sock . & No load should b. -pp: les5y sofa slsv 55 W8.6v and laslsasos am comples., and .180 dmas shesid amp leads n S.am design loads b. applIed Is say S. Conwuln.s ha. no control omondesexanallatemeponeftift9w ilhe labitcalloI% handttna_. shipment and inetafl.tto. of ......,..N.. Y. This design Is furnished si4.ct 10 Si. Nndtatlons on bt.ee ,s..1 10.11, by the Tn.sa Plate Inetitut. in B,.cing Wood T.-..214IF14. copy of whidi .45 be hs,,IsMd by Cc..ufrva apon 0. NN NoteS. unlesS otherwise noted I. Design to soppO.1 loads is shown. '2. Design assumft the tog and bottom chords to be tatereftbreced 51 3'.O" o.c. and at t74r o.c. ,espectlnety. 2s4 impact budging on I.terel brecing recomnardad t.ti.is shown + 5. Installation of truss Is the r.spomslblsty of St. ,sapsdtes0eC?an. S Design assumes truss.s ate to be used in a nan.coilteine .mlten' meat, and we for "dry conditIon" 04 use, 6 Design .ss,mom Suit bearing stall supports shown. SitbeormudgO If necessary. 7. Design assumitilif adequate diinaQe Is provIded. S. Rates shaft S. located an both tac.s of truss. and planed so thak center tines coincide with IcItti center line.. DIgIts indicate size of plate In inches. For basic design n.h.., of the Gomputrus P1st., kw5ceasid by Itt. prefix 'C.. see I.C.B.0. R.R. 4211 II. It.. Computrus Net Secilon Plate Is Indicated by St. pr CW. the designator (l IndICat5. 1195 nt.te,lal Is used. All oom20 pa C-2.5z4.3 (ItS) C-2.5s6 CN 18-S .9 (Spi) - Note: Latin — Sn Sm in we. no, - Iwn.,s Sisel awl 5d0 Slew lewiS lowe in .1. awe_n.e Isv — _I — — — stem sto$s, 5.1., eq —Is— Msys one. Fie" 2fo) GrowS stare Graci liivivvix.ftviaW ste_n now u5 o,Sn ,.— Snqbe no A't P1gm, l(e) Flgota l(e) en.. d else Is- Ci Iowa W — Isom sin,,, --is. BRACING YI000 TRUSSES: COMMENTARY AND RECOMMENDATIONS © TRUSS PLATE INSTITUTE, INC.. 1976 INTRODUCTION In recognition of the inherent safety of • properly braced roof wetein. the apparent lack of knowledge of how, wften, arid wiap, to install adequate brecing. and in the interest of public safety, the Trust Plate Institute, Inc. in consultation with its Component Manufacturers Council 0 mas his undertak.n the preperstioss of theee recom. mendationt Substantial concentrstad study and deliberstme review by the TPI Technical Advisory Committee, (comprising • membership of the chief structural .ngm..n of member plate manufacturing tolilpenlea. rape* aentativee of the academic community, end indispis .de,.t consulting engineers) have been devoted to this*"on. Consultation with the TPI Component Manufacturers Council has resulted in bringing prectical field fiesidling and sraction problems into $ dwpar loon. Includun of the tentative recommendations for onsite handling and erection prosras is one direct result of the consultations. It is plannad to study further and enlarge upon thaw tentative ..,.........d.tions. While the r..m omendations for bracing co are ntained herein tedlnically sound. it is not intended that they be tonsiderad the Only method for bracing a roof system. Masher diould thew recon,n'ienda- tics, be Interpreted as superior to or a utand.d that would necessarily be preferred In hat of an erdsitect's or .ngsneer'a design for bracing for particular roof syttam. Them racom ass dations for bracing wood crusessforigingto from the Collective experience of leading technical papnnef In the wood trusts Industry, but must. due to the nature of reaponsiblitlee insofeed, be presented only as a guide for the was of a qualified building designer, builder, or .,,ction contractor. Thus, the Truss Place Institute expressly, disclaims env itsixot biIily for damages mixing from the us., applica' lion, or reliance on the recommendations arid information contained fapein by building designers or by erection contractors, Ho'arever carefully wood trues.s are designed arid fabricated, all this is at stake in the final erection and bracing of a roof or floor aystsns, It is at this Critical stage of construction that many of 0o really significant design assumptions are lithe, fulfilled or ignored, If ignored. the consequences may reatlt in a collapse of the structure, which at best is a.bstantial fo, of time arid materials, and which as worst todd result in. lost of life. The Trss, Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" we recoapnended for the dwign of individual wood truwes as structural Components Only. Lateral bracing, as may be required by design to reduce buckling length of individual trust members, is. pen of the wood trust design and is the only bracing that will be specified orn the trues design drewinps. Lateral bracing is to be supplied in the size specified end installed at the location specified on the trues design drawings by the builder or erection contractor. The building designer or inspector mutt ascertain that the specified lateral bracing is properly installed arid that this bracing is sufficiently anchored or restrained by diagonal bracing to present its mommetl. Special design requirensanta, such as wind bracift postal bracing, eeiw.ic bracing, diaphragm., shear walls, or other load transfer elements and their connections to the wood trusses nests be oonsidersd woorstaly by the building designer. He shall determine size, focetloss. and method of connections for diagonal bracing as needed to reeist I e.. forms. Diagonal or most bracing is retonsss.ndad in the psai formed by the top chords, in If.e plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Trues bracing and connection detail should be shown on the building designer's framing plan es pert of the design drawings. Bracing materials are not usually furnished as peal of the wood trues package, and should be provided by the builder or erection contractor. The bulldW or erection contracto, is responsible for proper wood MIND handling and for proper temporary bracing. He issues asures stilt the wood trustn are not structurally damaged during araction end that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, out not nac,waflly be limited to, the building designer's framing plan. it is recommended that erection bracing be applied.. each trust Is placed in Position. The design of wood trusses in accordance with TPI design miteria sup,mm. I. Trust members are initially straight, uniform in most wctios and uniform in design properties, 2. Trust, am plane components.structural componen, installed vertically, braced to present lateral movement, and parallel to each Otyan at the design spacing, 1 Trust mwnbem era pinned as lines for de1.rminetion of axial forces only. There is continuity of chord members at Joints for debenilo tion of moment stres, I. Compression members are laterally restrahod at specific low bans or inlsrs,Is, SuPwi-ONO dead or line loath act vertically, wind loads era applied normal to the plane of the top chord, and concentrated beds are applied at a point. 7. In addition to the lateral brecing specified by the truss designer, Ow building designer will specify sufficient bracing at right angles to the pfene of the trues to hold eawy Oman n'iwrsber in she pogisoon maimed for it in design. 5. The building desigren (not the leo, designeef will specify sufficient bracing and connections to withwand lateral loading of the entire structure. a The theory of bracing is to apply atfficieni support of right angles to the plane of the truss to 1CM every time member in the position assumed for it in design. This theory must be applied dire. stages. STAGE ONE: During Building Design and Trust Oeugn isidiniduaf Ovan members we checked for buckling, and lateral bracing is maciliad a required for each trust member. The building deeigw neat specify how this lateral bracing is to be anchored or neolined to present lateral movement alsould all siuw members, so bawd, send to bule together as shown in F4iea tlb). This may be nVlialod by: I. Anchorage tosolid end walls (Pigure tic)). Diagonal bracing in the plane of web ea sop IFigars tldhl. Other mans as dete,mined by the building designer. O,iS Lan , I. Sin 0'i .uata.i oate, aoweisme Flgma l(la) It is recommended that diagonal bracing Iminimum 2-inch thick nominal lumber) be installed at approximately a 45 degree angle to the Lateral brace. Diagonal bracing should be ettaot,ad to the opposite side of the sasse member requiring lateral bracing. s This bracing may be continuous or intermittent at the building designer's option: however. it is recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. PIp,,, l(d) STAGE TWO: During 'Trues Erection the builder or erection contractor must lake adequate precautions to awor, that the wood trues, are not structurally damaged. Proper rigoing, including the use of spreader bars ai.O multiple picb.up points, miter, required, is necessary to present damage during handling: tentative recommendations ate presented in the Appendix hereto. It is most important to brace the first trues as the end of the building securely. 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SHOWN IS UE TO HE F QJ TC LI S C L ri I FACTIONS Co 'TOT IS R 1 0 F ( I SHALL BE CO rD A D C IL j FAr CA I ON PROCESSAND Ii ni ' c. v OF HIS NORI WITH Ticu CF ILL Oi TnADtS AND THE SAUFL Uj: . TORY PERFORMANCE OF HIS NORK. • . . . TRAVIS, VERSUGO, CURRY & ASSOCIATES STRUCTURAL COF SULTANTS DAT I$ BY .-- H I?rr4 14 - - - _____• co fo 1D fc4voPI. - _____ RECElih bU)llh4JT SKClFhEO lTEli R EC E I V E 9 - U PEVISE.J,I.. 04 1'P ______ • U 'crc FUB 2 31987 • I of th@ VMjM Ind .. L COLLINS - the Coe,, 'flh ' - U, &OLLINS t f 1I strue. a rehtvn, 0' C01 "in dc* i -CIC frctr. • -.- - rob. ;nnfrm;rq in N I A . . 657 749 (714) J R O. I$65 HOrEcIr ,.LE LZt J3 OUTHa SAN DIEGO CA92 0. B 1240 •• . • 2602103 O13 23665 Rd. (At l-15E). Prrós. 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Box 1240 ---------.,--"n-. --. - • -5 _•4• ,; .. . ROBERT PRATER ASSOCIATES Robert R. Prater, C.E. 19424980 / Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler, CE. November 13, 1986. 239-6E, 7483 SGPA Planning & Architecture P.O. Box 33326 . ..' . .. . San Diego, California 92103 . Attention: Mr. Geoff Reeslund and Curt Drake, Re: Buildings A, .B; C, E; F, C', 'H and J' North County Plaza . . . . .. . . . ' . Carlsbad, California Gentlemen We have reviewed the foundation plans and accompanying specifications for the subject buildings. . It is our opinion that, the plans. and specifications have ' incorporated the recommendations presented in our reports titled "Preliminary Geotechnical Investigation' for NOrth County Plaza, Carlsbad-Oceanside, California," and "Update Report, North County Plaza, Carlsbad Tract 85-2, Carlsbad, California," dated April 30, 1982 and February 24, 1986, respectively. Our. services consist of. professional opinions and recommendations made in accordance 'with generally accepted'. geotechnical engineering principles and practices. This warranty' is in ljeu of. all other warranties either express or 0 implied. If you have any questiOns, please'call. Very truly yours, ASSOCIATES ROBERT PRATEIR Exp. 3-31-90 .. . ' ' Copies: 'Addressee (3)' • 0 • ' ' ' ' . ' " • .. " Hughes Investments, Attn: Mr. Brian Connell (1) •, ''. 0 ' ' 105,05. Roselle Street, San Diego, California 92121 (619) 4535605 , 5 INTRODUCTION In this report we present the results of our preliminary geotechnical investi- gation for the subject site located southeast of the intersection of State . Highway 78 and Marron Road. The northern portion of the site (about 8. acres) is located in the City. of Oceanside and the southern portion of the site (about 16 acres) is located in the City of Carlsbad. The purpose of this investiga-' tion was to,develop general information regarding foundation conditions at the site for use in the preliminary planning stages of the project. It is our understanding most of the site will probably be developed in one and two-story commercial/office buildings. However, two office buildings, five to six' stories high, may also be constructed. It is our understanding that building pads will be established at a minimum elevation of +19, requiring up to 4 feet of fill in most portions of the site. Dredged material from the Buena Vista Lagoon may be spread on the site and dried for useas fill in non-building areas. Drainage pipes will be placed in the two north-south trending channels in the northern portion of the site and the channels will be backfilled. In addition, the north-south trendiri.g channel along the east boundary of the southern portion of the site will be backfilled SCOPE The scope of work performed for this investigation included a review of avail- able reports regarding the soil and geologic conditions at the site, a review of reports regarding the history of previous fill placement, a limited subsur- face exploration program, engineering analysis of previous settlement and field data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing preliminary design and construction criteria related to the geotechnical engineering aspects of the proposed devel- opment SITE CONDITIONS ' A. Site History . . . . • , . . • . . The site was originally overgrown with tule bulrushes. Grading under the observation 'of LeRoy 'Crandall and Associates began in January 1968 when' 'the surcharge fills from the Phase I development of the existing 'Plaza Camino 'Real 239-6 Page 2 shopping center were removed and placed on the central portion of the site south of the main channel. The bulrushes were burned with diesel fuel and a platform fill was pushed out over the wet area. From an initial elevation of approximately +5 this portion of the site was raised to elevations ranging between +15 and +20. Sometime prior to this filling three settlement markers (Nos. 7, 8, and 9) were placed. Filling resumed in August 1968 and the result- ing finish elevations varied from +17 to +21. The settlement markers were read periodically from January 1968 until January 1972. Total recorded settlements ranged from approximately 23 to 25 inches due to the weight of about 14 to 15 feet of fill. Filling on the remaining portions of the site (the area north of the main channel, an area just south of the main' channel and extending about 250 feet east of Marron Road, and an area at the southeast corner of the site which extends about 200 feet north of Marron Road) began in May 1972 under the obser- vation of Woodward-Gizienski & Associates. This filling operation also included the placement of fill (and surcharge fill) along the alignment of Marron Road and at the intersection with Jefferson Street. Woodward-Gizienski & Associates monitored twenty-one settlement markers (15 of which were on site) and measured settlements up to about 16 inches under 16 feet' of fill. Our research has not revealed any documentation as to when the existing channels were constructed or any documentation regarding the placement of fill on the site since 1972. However, based on our review it appears that the southern channel was' not excavated until about 1978. Our comparison of the elevations and topographk features depicted on an A.L.T.A. Survey based on aerial photo- graphy dated August 1979 and a Boundary and Topographic Survey based on aerial photography dated January 25, 1982, indicates that in general the site eleva- tions have not changed significantly except for the southeast corner of the site which in 1979 was stockpiled with soil up to el. +42 and Area A indicated on the Site Plan, Figure 1, which had an elevation as low as +12 at that time. When and where the stockpile was disposed of and the length of time it was present are not known. A bibliography of materials reviewed regarding the site history is included following Appendix A. B. Surface The site of the proposed development is presently vacant and irregular in shape with a plan area of approximately 24 acres. The Buena Vista Creek, flowing to the west, divides the site into north and south parcels. Both north and south portionsof the site are relatively flat with ground surface elevations ranging from approximately el. +15 to el. +20. In general, the ground surface slopes gently towards the Buena Vista Creek. The northern portion of the site consists of approximately 8 acres, divided by two open, unlined drainage channels which begin at the northern boundary of the site. Each channel carries storm runoff to the Buena Vista Creek from culverts passing beneath State Highway 78. A relatively large pile of dumped fill is present along the western edge of the easternmost drainage channel. The remaining 16 acres are located south of the Buena Vista Creek. An unlined drainage channel is present in the northeast' portion of this parcel. The channel flows to the northwest and carries runoff from the paved parking east of the site. A man-made closed basin, with a plan area of roughly 40,000 square 239-6 Page 3 feet, is present in the southwest, adjacent to Marron Road (Area B on si t e plan). Surface vegetation, both north and south. of the creek, ranges from esse n t i a l l y nil areas to areas of dense short grass and weeds. In addition, dense gr o w t h s of weeds and bushes are present in some channel locations and in the p o n d e d , basin area adjacent toMarron Road. At the time of this investigatio n s e v e r a l locations at the site were flooded with shallow standing water from r e c e n t rainfall. Subsurface The preliminary subsurface exploration was performed using a truck-m o U n t e d , continuous-flight auger to investigate and sample the subsurface soil s . E i g h t exploratory borings were drilled during the period of February 5 to Marc h 5 , 1982, to a maximum depth of 132 feet at the approximate locations show n o n t h e Site Plan, Figure 1. Logs of the borings and details regarding the fi e l d investigation are presented in Appendix A. . The subsurface'soils encountered in the borings consisted in general of about 16 feet of compacted fill underlain in turn by; natural soft silty clay, me d i u m dense silty and clayey sands, and formational sandstones and clayston e s t o t h e depths explored. The soft silty clay varied in overall thickness from a b o u t 2 0 to 70 feet with thin to thick (up to 10 feet) interbedded layers of s i l t y a n d clayey sands. The medium dense silty and clayey sands are consid e r e d t o b e ancient alluvial soils and vary in overall thickness from £4 to 70 feet. The formational sandstones and claystones were encountered at depths ra n g i n g between 55-1/2 and 131 feet. The boring logs and related information depict subsurface conditions on l y a t the specific locations .shown on the site plan and on the particular dat e s designated on the logs. Subsurface conditions at other locations m a y d i f f e r from conditions occurring at these boring locations. Also,. the passage of t i m e may result in changes in the subsurface conditions due to environment a l c h a n g e s . Seismic Considerations The San Diego area is considered by geologists and seismologists to hav e a l o w to moderate seismic rating. Based on our review of some available p u b l i s h e d information including the County of San Diego Faults and Epicenters Ma p , t h e r e are no active or potentially active faults known to pass through the site. T h e prominent fault zones generally considered to have the most potentia l f o r earthquake damage in the vicinity of the site are the active Elsinore a n d S a n Jacinto Fault Zones located approximately 23 and £43 miles northeas t o f t h e site, respectively. The postulated off-shore extension of the Rose C a n y o n Fault Zone is located approximately 6 miles southwest of the site. N o e a r t h - quake epicenter clusters are associated with this fault system and the Ro s e Canyon Fault Set is not classified as active under current accepte d c r i t e r i a . Although research on earthquake prediction has greatly increased in re c e n t years, seismologists have not yet reached the point where they can p r e d i c t w h e n -1 and where an earthquake will occur. Nevertheless, on the basis of curre n t technology, it is reasonable to assume that the proposed buildings will b e 17- 239-6 Page Li subjected to at least one moderate earthquake during their design life. During such an earthquake, the danger from fault offset through the site is remote, but relatively strong ground shaking is likely to occur. Strong ground shaking not only can cause structures to shake, but it also has the potential for including other phenomena that can indirectly cause substan- tial ground movements resulting in damage to structures. These phenomena include seismically induced waves such as tsunamis and seiches, inundation due to dam or embankment failure, landsliding, lateral spreading, differential compaction, and ground cracking. Another potential hazard which can result from strong earthquake ground shaking is soil liquefaction. Based on our preliminary analysis, some of the natural sandy soils underlying the site are potentially liquefiable during the maximum anticipated probable earthquake on the Elsinore Fault Zone. However, in 1ight of the fact that the potentially liquefiable sands are at least 30 feet below the finish site grades, it is our opinion that liquefaction could result in severe architectural damage but the possibility of structural failure is remote. / E. Groundwater Free groundwater was encountered in all the exploratory borings at the time of drilling at depths of approximately 114 to 16 feet; the exact depth to a stabi- lized groundwater level was not established. It must be noted, however, that fluctuations in the level of groundwater may occur due to variations in the sustained level of water in the Buena Vista Creek, ground surface topography, subsurface stratification, rainfall, and other possible factors which may not have been evident at the time of our field investigation. CONCLUSIONS AND RECOMMENDATIONS From soil and foundation engineering standpoint, it is our opinion that the site is in general suitable for the proposed construction of. one to six-story buildings. The primary features of concern at the site are 1) the presence of underlying deep deposits of compressible lagoon sediments which are subject to relatively large long term settlements due to increased fill and/or building loads, and 2) the complex nature and history Of previous site loading which has resulted from earthwork operations dating back to 1968. Earthwork recommenda- tions for preparing the site to receive proposed dredge fill material and treatment of the dredge fill material are presented in the following section. In addition, our preliminary evaluation and recommendations regarding building siting and foundation types are also presented. A. Preliminary Earthwork Recommendations 1. Preparation for Filling After the site has been stripped of vegetation and the channels and basin have been cleared of vegetation, debris, and unsuitable material, the exposed subgrade soils in those areas to receive fill should be scarified to a depth, of 8 inches, moisture conditioned, and compacted to the requirements for structural fill. Any dumped fill soil's or loose surface soils should be completely removed down to well compacted soil and replaced as compacted structural fill. The depth and areal extent of any required removal should be determined by the soil L 239-6 Page 5 engineer's representative at the time of construction based on an examination j of the soil exposed. In addition, prior to filling with dredge material we. recommend that the site be surface graded to create a, flat planar surface and the 'resulting subgrade be compacted with rubber tired equipment to minimize infiltration of.water 'from the dredge materials. LI 2. Fill Adjacent to Existing Sewer No fill, including channel backfill, should be placed within 30 feet of the existing sewer line along the south edge of Buena Vista Creek during the initial filling operations. Depending on settlements observed adjacent to this ., area, it may be possible to place fill within those limits at a later date. 3.. Installation of Settlement Monuments To assure that, settlements are occurring at the 'rates estimated and to provide additional information on settlement characteristics of different portions of the site, it is essential that settlement measuring devices such as settlement plates be installed within the existing fills and monitored on a regular basis. These devices should be installed under the direction of the soil engineer prior to placement of any fill (including the proposed dredge fill) and should be read once immediately after installation, once a week during placement of fill and the subsequent month, and once a month thereafter. 4 Dredge Fill Materials It is our understanding that approximately 85,000 cubic yards of dredge material from the Buena Vista Lagoon may be spread on the site for use as fill in non- building areas. Based on our review of a report prepared for the 'California Department of Fish and Game, dated January 1982, the lagoon sediments consist of silty sands and silty clays. According to the report the silty sands had water contents that ranged between 10 and 20 percent and the clays between 50' and 110 percent; completely dry silty clay samples had a shrinkage factor of 46 percent. These test results indicate that 1) in general the dredged material will be of low strength characteristics and will be a poor pavement subgrade. soil, 2) an extensive period of time will be necessary to dry the more clayey soils so they can be properly compacted, and 3) after drying and compaction the more clayey soils will occupy only 55 to 65 percent of their original volume. With regard to drying back of the dredge material to allow for proper compac- tion, it is our opinion that the material should be placed in lifts no greater than approximately 1-1/2 feet' before drying and compacting. Based on coastal evapotranspiration rates and With continuous mixing we estimate that 1-1/2'feet of, dredge material could be dried back to near optimum moisture contents in about one month during the months of August through October. An alternative to drying back the dredge material by mixing would be to lime treat the dredge material. Lime treatment could reduce the dry back. time to several weeks. In addition, the lime treated soils would possess much better pavement's ubgrade qualities. 5. Compaction All fill should be compacted to a minimum degree of compaction. of 90 percent based upon ASTM Test. Designation D 1557-78. Fill material should be spread and 239-6 Page 6 compacted in uniform horizontal lifts. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: 1) aerating and/or lime treating the fill if it is too wet, or 2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. B. Foundations 1. One and Two-Story Structures Based on our review and analysis of the previous site history including settle- ment monument data by Crandall and Woodward-Gizienski, it is our opinion that relatively light one and two-story structures (column loads not exceeding 150 kips) with finish floor elevations not exceeding +19 may in general be supported on conventional footing foundations in most portions of the site. Due t0 reported marginal compaction of some of the previous compacted fill at the site it will be necessary to support these structures on mats of properly recompacted fill. With the exception of the areas labeled Bn the site plan, we estimate that the grade and building conditions described in the previous paragraph would result in long-term settlements of up to 5 inches over a period of 20 years. If the site is raised to approximately elevation +18 for a period of one year (as a result of dredge filling operations) we estimate that approxi- mately one inch of settlement would occur in that time period. Of the remaining 14 inches approximately 1-1/2 inches would occur throughout the site independent of loading conditions. 01 Based on the preceding, it is our opinion that differential settlements for proposed one and two-story buildings supported on footing foundations and a recompacted fill mat with finish floor elevations no higher than +19 should be within tolerable limits for most of the site (with the exceptions noted previ- ously). The recompacted fill mat beneath buildings should extend down to approximately elevation +8. The prism of recompacted fill beneath buildings should extend a minimum of 10 feet beyond the perimeter limits of the buildings at the base of the required excavations. Within the constraints outlined above, we recommend that proposed one and two-story buildings be supported on conventional, individual-spread and/or continuous footing foundations bearing on well-compacted fill material. All footings should be founded at least 18 inches below the lowest adjacent finished grade. Footings located adjacent to the tops of slopes should be extended sufficiently deep so as to provide at least 8 feet ofhorQtatcoLor 1-1/2 )Imes the width of the Jgng,_whicheverisgreater, between the slope face d an out1de edge of the footing at the footing1ng level. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1-1/2 to 1 plane projected upward from the bottom edge of the adjacent utility trench. At the recommended depths footings may be designed for allowable bearing pres- sures of 2,000 pounds per square foot (psf) for combined dead and live loads and 2,700 psf for all loads, including wind or seismic. The footings should, however, have a minimum width of 12 inches. All continuous footings should contain top and bottom reinforcement to provide structural continuity and to 239-6 Page 7 permit spanning' of local irregularities. In order to assure that footings are founded on soils of sufficient load bearing capacity, it is essential that the soil engineer inspect the footin.g 'excavations prior to the placement of rein- forcing steel or concrete. .With regard to. buildings encroaching on Areas A ' ad B, due to the variation in loading history between these areas and the remainder of the site it will be necessary to preload these building sites with surcharge fill to mitigate the potential for excessive differential, settlements. Surcharging (preloading) techniques' require' that several feet of fill '(in. addition to that required to raise the site grade to the desired level) be placed over the areas to be occupied by buildings. The additional fill weight consolidates the underlying soft deposits for a period of time such that a'major portion of the anticipated ultimate settlements, occur prior to construction'. The required thickness of surcharge fill is dependent upon the. anticipated building loads, the thickness of the compressible layer, the expected settlements under the proposed added fill and building loads, and the time available to complete the surcharge program. Due to the variable loading history, if building pads are constructed in these areas it would .be necessary to preload the areas to such an extent as to essentially preclude' consolidation settlements under permanent loads. We estimate that this could require surcharge fills of 15 to 30 feet for a period of one to two, years. If it is necessary to site buildings in these areas, detailed surcharging programs should be developed for the specific locations, final 'grade, and building size. Alternatively, driven pile foundations could be utilized with a reduced surcharging program. 2. Driven Pile Foundations Buildings which are higher than two stories or which. have individual column. loads which exceed about 150 kips should be supported on driven, end-bearing' pile' foundations.. Based on: our preliminary analysis, piles driven a minimum of five feet into dense 'formational material will develop an allowable end bearing resistance' of about 100 kips per square foot. The depth to formational material encountered in the exploratory borings and the anticipated lengths for piles driven in the vicinity, of the borings is presented in the following table. Exploratory ' Depth to *Formational Anticipated Boring No. Material (ft.) Pile Length '(ft.) 1 124 ' 129 2 ' ' 106 3 ' ' ' 13.1 ' . 136 4 55-1/2 60-1/2 5 ''102-1/2 107-1/2 6 . 124 ,• . . 129 7 . 75 . 80 8 ' .58 ' 63 In order to preclude damage to the ground floor slabs of buildings supported on pile foundations, resulting from long term settlement of the underlying compres- sible soils, ground floor slabs should be designed as a structural floor. In addition, utilities for pile supported structures should be designed to accom- modate the anticipated settlement of the surrounding ground 'surface relative to the structure. .5i ii 239-6 Page 8', 3 Drainage Pipes 5- --.5 It is our understanding that 42-inch and double 48-inch drainage pipes will be Installed , in the north-south trending channels in the northern portion of the site We estimate that up to 10 inches of settlement will occur along the channels resulting from the placement of 11 to 12 feetof compacted fill in the channels. We ecommend th-at.the- channels be properly- cleared and backfi!led before Installation of the pipes and that the backfill remain in place as long I as feasible prior -to installing. the. drain age pipes. In ;addition, we recommend that asphalt coated steel pipe be used in lieu of concrete pipe due to the anticipated settlements 4 5- C. Pavements In our opinion the proposed dredge fill materials would provide suitable support - for pavements.after they have been'dried' and prope'rly compacted. However, due - to rtheir inherent poor'-pavement subgrade characteristics, it will be necessary.. - .• ¶ - . to utilize heavier than normal - pavement structural sections. For preliminary planning purposes we estimate that the pavement sections should I consist of '2 inches of asphalt concrete on 9 Inches of aggregate base in auto-4 - - mobile. parking areas and minor.-traffic channels, 2-1/2 inches on 11 inches in major automobile traffic channels, and 3 inches on 13-1/2 inches in areas . subject to truck traffic. Detailed pavement .section recommendations should be - developed, at the completion of rough grading based on the results of R(Resis- tance)-value tests performed-on samples of.-the subgrade soils actual-ly exposed. - a .2 I .. I 4 - 4 M 4 4 . Robert R. Prater, C.E. 1942-1980 Wm. David Hespe!er, C.E. November 13, i9b 239-6E, 7482 .. - Hughes Investments 2. Corporate Plaza Suite 250 Newport Beach, California 92660 Attention Mr. Brian McConnell Re Earthwork Observation and Testing Services Building Pads A through H and J North County Plaza Carlsbad, California Specific Plan 187 Gentlemen In accordance with your request we are providing earthwork observation and testing services in connection with the subject project We previously per- formed a geotechnical investigation for the entire site the results of which were presented in our report titled "Preliminary Geotechnical Investigation, North County Plaza, Carlsbad-Oceanside, California," dated April 30, 1982 Earlier earthwork observation and testing services reports dated November 30, 1982 and November 28, 1983 were issued for the project A foundation investi- gation report for Buildings 1 through 5 dated August 16, 1983 was issued for the project An update report dated February 2441 1986 was issued for the project Earlier earthwork observation and testing services reports dated November 19, 1985 and November 5, 1986 were issued for Building Pads P and N, respectively. In addition, a letter dated November 11, 1986 was issued regarding building pad elevations Commencing on May 1, 1986 our representatives have been present at the site to observe the earthwork operations and to provide field density testing services in connection with the current grading operations The results of the field density and laboratory compaction tests for the building pads are presented in the attached Tables A and B, respectively. The approximate locations of the field density tests are shown on the attached Grading Plans, Sheets 2 and 3 of 3• . The grading operations for the building pad areas included the removal of the import fill soils from Buena Vista lagoon and the removal and recompaction of the underlying older fills as recommended in the April 30, 1982 report The approximate.,limits of the removal and recompaction areas are shown on the attached grading plans 10505 Roselle Street Son Diego California 92121 (619) 453-5605 4 November 13, 1986 239-6E, 71482 Page Based on our observations and the attached test results it is our opinion that Building Pads A through H and J have been satisfactorily completed and suitably prepared for construction of the proposed buildings with the following additional recommendations. . .i.. . .•.- '- . - The results of swell tests performed on samples of the exposed subgrade soils are presented in the attached Table C In order to mitigate the potential for slab damage as a result of the expansioncharacteristics of the exposed subgrade soils which possess a moderate potential for expansion (greater than 3.5 percent and less than ,S 0 percent), we recommend that the exposed subgrade soils for Building Pads A, D, E, F-, H and -J be scarified to a depth of 8 inches, moisture 'conditioned to 4 percent above laboratory optimum and recompacted to 90 percent relative compaction This condition should be maintained up until the visqueen and sand layer is placed for the slab areas For Building Pads B, C and G no remedial work is needed Our services consist of professional opinions and recommendations made in accordance, with generally accepted geotechnicral engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call Very truly yours, ROBERT PRATER ASSOCIATE : Attachment Copies Addressee (3) - SGPA Planning & Architecture, Attn Mr Curt, Drake (3) Collins General Contractors,.,Attn:, Mr Gil Marshall (2) 4- - - 00 . . . •- •0 *_I 4 ..-;• .. - -. - . . - . ,. - 8334 ______ ______ _______________ ____________________ ___________________________________ ______ _____________________________________________________ ________________________________ _______________________________ ______ _______ _____________________ --..-.--- -- --,.----,-.'- -.. - / /\ --------- _\ y A ° / " ---- :-- -- : -- - N - - ,- iaq 44 /2 - \ \ 3 - - - - - .- '- - ________________________________________________________________________________________________ _______ __________ ____________ - - - - - / / -/- 1 - / - - - -. - - --- - _________ -- - L } \j 3 ------ - _p,- - - - I NN /7' U - ,- ';N •/t F- --:-----.- .--:--. ----- ----- - - - - - - ---- -- ------ -- --- ---------------- 1 i_ --- - - -- - - - -- - - -- M/L : / / -- - - - - - - ---- -- _ -- I -- - - 51 - / : uE!1A - - - / / c ?/ - - /// / - I / / - - --- / - 1/ // -- I - _/ / - F / F/Zt NO 7c'25 - - -/ - // I - - 4 4 / / / -- / /__ - I < - 1 1 --- 7 1/ i 3 -______ _______ - i- FF/7 e - - o&• - - I _______ - ________ AC V 4 VT / / \ / 0 V/Ne / _---- \ I \ - -- i ///// / - / \\ •\ - - - - •- - - - - I I \ \ \ \ \ ) MATCH /NE EE 5HEErJ - \ \ \• / •. - \ -- • 'I - \ \ -__\ - - -. - - - - - - - / 1 - - /1l1I/AI/ 'tA/ PJ'iJJ//AT1 3 \ '-T • -- - - / - // - - - ( -_-- - uuIy_/ I YuII j 4y\f/ycl 1 -. \ - - - - - 41 - / I f D/L f 4J 1 I • - • - _ c- -• - • • - - - • • - 3' 3 • - -, -- 3 3 /42 d,c/s a/x/! // 3 - / )/ {,e/ dY'/ H 3 • - 3_ .\ - • - -• - - •-- • - I- _ -: \ \ \ I - - - ) f c a )( / i / 7' ' - • Construction contractor agrees that in accordance with eneral ft Cc- • I -- - ____ ____________ 'ov/ 'S - - - • '- • - ,- r / - • • - - - - - --- --- - - cepted construction prcct3ces ontructlon contractor vi be rquocd - - to assume sotc and complete resonsibii ctg f'or job site condhtlon tunin ca(/IOrn/a cOJflC// I ?-'M - — - CITY OF CfJLtAP cr1r and pnopent tht thie requiamrit chol I be mode to appt ccnt!uousi and r / V/ £ 2723 , - -- - _____________ _____ ________ ___________ / - 3 1 and ci 1 labi I it, real or ci Teged in conneetton with th performance of O - - _____ work an this prcjct excepting I Ichi I itq cr3 c)nq fr'vm the oIe negi igence I - /1 ' - - - _ - ____ - ,'VOPT// OL'Ai'TVPL4Z 3 - - I • -• • 0 0 g -' S • - - --_-••-_•---_--- _-- ------.- -_•-_---_-------_•-_-_-_-_-_-_•--- _------ -_-_- •-•-- - -- --a •-_-ft / RT7o/T47'2?-57NEc' ENGINE R OF WOR PHONE 619 278 9392 DATF -- - ___ -_-_ ____ ____ - - - '- - - - • - - - • - • 3/ 2Z4-7 -_----• --- - - - - -- - - - -- - - - I ---__ -- - - rII •_iL •.. •. 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Q , ~l , ,,c Al, I _-~ ,",, I - I //--,<--" 1~~_ ~, ~OiL, 1___~~~, , / ,~l k 4 ~ . - I . I I -.1 lik 4r4 F, ?'1~17c~,_,N - L~, . - ~ I - - - N ~ ____"' - - - i 11 : I I ,",~ , ~ ~ I __~ --, , t —, t I ~~' - 0101 I M~Yl~~ - i i ~ i I . ~ ~ ~ I I I . 0 1-111, I . - - . - I 1~_ - ~,,~~ I I , " - . I I 11 ,~ I I - ----_. 41;~~7 "I", "Ca - " V_, ~ ~, ! ~ . I I .- 1, I ~. -1. I ~ 1_, -,.~ ~ _. ~r D , \_,zm/, . P~ 04ill ~c ~",_27(~~(I!!m6 0 0. \; - - - . - :- - - ---5 - - -- T :-, - - 5- - 0 - - - 11 0 - - - - 11 J_ - 5 - - -/ - - - - - :. - S - - - , - - - 5 - - . - - 0 1/7 - 0 - ///Q/ do" /Ci/,0 - - 0 - - - / // /' - - it / C'7e1 # 717 \ \ 5- 5 -S 0 I Construction contractor agrees that in accordance with gencrat1 ac- - cepted construction practices construction contr.ctor will be required to assume sole and complete responsibi I itj for job site cdditlons during Ca/i /orn'5 Counci / t,\ -- - -- the course- of construct ion of the projects Including safety of -1 persons - - - - -- -, - - - - - '1 and property that this requirement shall be made to apply continuousi and 0/ C/V/( Engineers I 1 I 0 - / A not be I im'ted to normal working hours, and construction cóntbactdr further Srveors 0 \ I 4 - . 7 agrees to defend, indemnify and hold design professional hormless from any ____ ___________________ _________ _____ - _______________ - - ~'P , and all Iiabillty, real or alleged, In connection with the performance of -------- -------------- - -- -------- LlI! TC I labi ability arising from the sole negli gence ience____ - ______ ________________ ______ _______ - - - k - '\ - I - . - - - -- 11 11 I \/- -- __ _____________________ - - - - - S - __ il_i RAD//V PLAN FOR. _____ - __________ ____ _ __ _ __ -/VOgT//CuL/NIYPMZA' - 5ENCH . rr GEORG! S. OLTE AD ASSOCIATES DESIGNED ___ - . L 69f, - I - - - 5 6C,E/PT/,'V: LJ2 cz2// £/C// C/'C//T// L tjoe scrmento sn dIego wt!utcree¼ DRAWN - [A P PROVED: L-,)~[) ,I- ~;,~,= ' ,L - - - - I E - 9455 RIDGEHAVEN CT.. SAN DIEGO, CA 92123 ------- - --- — - -- H - --__. S -,.- - -- . -PHONL 619-278-9392 iflt 3O 'ITY 'IVT DATE 0 C j'/z7/(ri ___ - __________________________ or CVI b1- 1 Fir o j - i io - d/)-r!r)'7i/7: JOB DA lt V DCRtPTO - AP- CHPD,CY:_- II 0 - - - - - - C(JfJiT'Vf tIfV"/V7 S1I,I TPEAC.E TION U, ,,.,RcEi'l2732 DATE ' ____ -- T - FIELDI___ jV ___________ 0 S - r7 ,'7 771/4 4 ,7P4i I P4 / !/J ____________________ ______ / I' ' - ___________________ L- V. 0. / /r/c-/1V __- -.----.----)-------- -.-___-------- — - ---- -. - __________ --77------S.--5--- -------------------- ---- ------------------5-----------------------------------------.----- -5-- --------------------- --- ----------------------- ---- --5-- T -- --------------- -5-. , 1 =7 - - S - - - - 11 - -; $-- q '000n 9'r" Ili 5 V1SI50. - - 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS AASTM, D1556-64 aidIor ASTM 132922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date-of Test . Test Location (Féet) (%) (pd) (%) Curve No. Remarks-- Mass Grading .. . Pavement Area 1 5/2/86 Northeast of Pkd P 12 16 105 1 88 1 Test failed Material removed 2 5/2/86 Northeast of Pad P 12 16 03.3 87 - 1 Test failed Material removed 3 5/3/86 Northeast. of Pad P - 112 28 95.8 . 80 . 1 - Test failed Material removed 4 5/12/86 Northwest of Pad P 12 22 93 2 78 - 1 Test failed - - Material removed 5 5/13/86 Northwest.'of Pad 'P.- 12 20 94.3 79 1 Test failed Material removed 6 5/21/86 East of Pad R 8 13 101.7 86 4 "-ri- Test failed, See #11 7 - 5/21/86 Southeast of Pad Q 8 12 113.9 95 1 * 8 5/21/86 East of Pad 5 14 8 12 .5 , 94 1 9 5/21/86 East of Pad T 14 11 99 .2, 84 4 Test failed, See #23 10 5/21/86 Northeast of Pad S 14 13 105 1 89 4 Test failed, See #31 11 5/21/86 East of Pad ,R 8 10 107 5 91 4 Retest of #6 12 5/21 /86 Southeast of Pad R 9 10 110.21- 93 4 13 - 5/22/86 North&at - of Pad R . - 10 .---107.0 90 . .4 Notes 1) "Ccmpaction curve tb Uniess otnerwise noted u refers to Table B elevations r - shown are to nearest- foot. • - . . 0 239-6E '4.,. TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry. Degree of Test Elevation Content Density Compaction Compaction No. Date°of..Test . Test Location; (Fèét) (%) .(pcf) (%) Curve .No. Remarks. 14 5/22/86. East of Pad R . . 11 14 . 101.3 85 :. . Test failed, See #18 15 5/22/86 East of Pad R 11 12 98 6 83 4 Test failed, See #19 16 5/22/86 Northeast of Padd4Q 11 12 108.8 92 4 17 5/22/86 East of Pad 0 11 15 107.2 90 4 18 5/22/86 East of Pad R 11 12 107.7 91 4 Retest of #1,4- .191% 5/22/86 East of Pad R 11 12 106 9 90 4 Retest of #15 20 .' 5/22!86 Southeast of Pad R 13 14 107.2 90 4 S S -Alt 21 5/22/86 Southeast of Pad Q 13 10 109.5 92 4 22 5/22/86 Northeast of Pad R 14 11 111 1 94 4 4 23 5 /23/86 East of Pad T 14 8 108 2 91 4 Retest of #9 24 5/23/86 Northeast of '4 Pad S 14 14 103.3 87 4. 14 Test failed, See 931 25 5/23/86 West of Pad P 4 8 14 109.7187 5 --- Test failed, See 445 26- - 5/23/86 . East of Pad Q , .14 . . 12 108.6 92 . 4 - 27 - . 5/23/86 - East of Pad Q . 14 - 17 106.9 -, 90, 4 - - 28 5/23/86 East of Pad T 15 14 106.9 - 90 4 29 5/23/86 East of Pad R 15 17 108.4 91 4 30 5/23/86 East of Pad Q 16 14 109.7 93 4 Notes 1 'C9mpaction Curve No " refers 21, - Uniess otherwise.4noted:elevations to Table B - shown are to nearest foot. • S S 239-6E TABLE A -SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-614 and/or ASTM 02922-18, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date. of Test Test Location (Feet) (%) (pcf) '(%) CurveNo. - Remarks 31 5/27/86 Northeast of Pad S 14 15 106 7 90 4 Retest of #'S 10 & 24 - :32 5/27/86 Northeast of. Pad P. 12 13 101.4 85 1 Test failed, See #33 33 5/27/86 Northeast of Pad P 12 12 107.8', 90 1 Retest of #32 34 5/27/86 Northeast of Pad Q 17 15 10.1 92 4 :.35 5/27/86 East of Pad S 17 10 112.0 95 4 36 5/27/86 East of Pad T 17 16 107 8 91 4 37 5/27/86 Northeast of Pad P 13 13 108.5 92 4 38 5/27/86 Northeast of Pad P 14 .17 105.0 89 4 Test failed, See #44. 39 . 5/28/86 East of Pad .R 17 14 112.6 95 • 4 S • 40 5/28/86 East of Pad Q 17 15 108 1 91 4 41 5/28/86 East of Pad S 18 17 107.8 91 4 42 5/28/86 East of Pad S 18 15 109.7 93 4 43 5/28/86 East of Pad Q 18 15 112.0 93 2 44 5/29/86 Northeast of Pad P 14 12 11-1.2- 94 4 Retest of #38 455 5/29/86 West of Pad P • 8 11 11.2.9. - 90 5 Retest of.#25 46 5/29/86 North of Pad P • 15 . 9 • 111.5 94 • 4 47 5/29/86 North of Pad P 16 12 110.1 93 4 Notes 1) "Compaction Curve No " refers to Table B 2J Unless otherwise noted elevations.shown are to nearest foot 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78 ASTM D3017-78J Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 48 5/29/86 East of Pad R 18 15 1129 94 . 2 49 6/3/86 Northwest of Pad P 9 16 109 .*2 91 2 50 6/3 /86 West of Pad P 9 17 109.9 91 2 51 6/3/86.1 1 Southeast of Pad Q 9 14 1114 A 91 5 - 52 6/3/86 Northwest of Pad P 10 15 105.5 89 41 Test failed, See #58 53 6/3/86 Northwest of Pad P 10 15 103;$ 88 4 Test failed, See #58 54 6/3/86 Northwest of Pad P 10 16 _101-:4 86' - 4 Test failed, See #57 55 6/3/86 West of Pad .P. 10 16 105.6 89 4 Test failed, See #59 56 /3 6 /86 • Southeast of Pad Q 11 23 99 9 84 4 '. Test failed, See 460 57 6/3/86 Northwest of Pad P 10 17 106 9 90 14 - Retest of #54 58 6/3/86 Northwest of Pad P 10 16 107.0 . 90 4 Retest of #'s 52 & 53 59 6/3/86 West of Pad P ' 10 j4 108 8 92 - 4 Retest of #55 60 6/3/86 Southeast of Pad Q 11 14 108A 92 14 Retest of #56 61 6/3/86 Northwest of Pad ,O 12 13 '109A 91 2 62 6/3/86 West of Pad P 12 13 1108 92 2 63 6/4/86 West of Pad P 12 11 '116.6 93 5 64 6/14/86 West cif Pad P 0 0 - 12, 0 .14 113.7 • 90 6 0 - 00 - •0 Notes:...1) "Cmpacon Curve No " refers to Uniess otnerwise noted-elevations Table B. shown are to nearest foot - . - •00 - -- - 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 01556-611 and/or ASTM D2922-78 ASTM D3017-781 ou Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test , Test Location (Feet) (%) (pcf) M. Curve No. Remarks 65 6/4/86 Northwest of Pad P 12 114 1111.6 ,9V 6 '. . 66 6/4/86 Northwest of Pad P 14 14 110.1- 87 5 Test failed, See #69 67 6/4/86 West of Pad P 14 16 111 0 92 2 68 6/4/86 West -'of Pad ,P 13 17 111.4 93 2 69 6/4/86 Northwest of Pad P 14 13 113 2 90 5 Retest of #66 70 6/4/86 Northwest of Pad P 14 12 .. 113.5 90 5 . '..' • ., '. 71 6/14/86 West of Pad 'P 15 12 118.9 93 7 72 6/4/86 ' Northwest of. Pad P , . 15 17 111.3, 92... . 2 73 6/5/86 West of Pad P 16 16 109 1 91 2 74 6/5/86 Northwest of Pad P 16 20 103 5 87 4 Test failed, See #75 75 6/5/86 Northwest of Pad P ,. 16 19 )06-.'2.'-'90 14 Retest of #74 76 6/5/86 North of Pad P 14 16 1136 90 5 -. 77 6/5/86 West of Pad P 17 22 97.0 82 4 Test failed, See #81 78 .6/5/86 North of Pad P. . 114 15 1089 1 :90 .. 8. ' . . . ..•. ..,,, , ,,. 79 6/5/86 North of Pad P 15 14 _106.6 90 4 80 6/5/86 North of Pad P 11 18 108 5 90 8 . ', ', '. .• ., 81 6/6/86 West of Pad P 17 17 .106.7 90 4 Retest of #77 -Notes:' j) "CQmpact(on curve No ij Unies otnerwise noted " refe,s elevations to'slab le B. •. - • . . , .. •, . own are to nearest foot.. ' :. '. : • 239_6E: TABLE A SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-611 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test..Elevation Content Density Compaction Compaction No. Date of Tést Test Location (Feet) -_(.%) (pcf)' MY Curve No. Remarks 82 6/6/86 North of Pad P 13 19 100.4 85 4 Test failed, See 483 83 6/6/86 North of Pad P 13 9 110.9 92 2 Retest of #82 84, 6/6/86 North of Pad P 14 ' 13 106.3 90 . 4 Building Pad Area 85 7/11/86 Building Pad B 9 13 112,8 90 9 86 7/14/86 Building Pad A 11 16 1 10 2 91 8 87 7/14/86 Building Pad ,B 13 11 '108 9 90 88 7/14/86 Building Pad A 15 17 110 6 91 8 89 7 /15/86 Building Pad B 17 13 113.6. 90 5 90 7/15/86 Building Pad B 10 12 115.2 91 5 91 7/15/86 'Building Pad.0 .. ' 12. ' 14 .114.4 91 5 92 7/16/86 Building Pad -D 14 14 112.7 90 93 7/16/86 Building Pad D 16 12 116 8 93 94 . 7/17/86 Building Pad D . 8 ' , 21 102.2 84. . 8. ' .'Test failed.'. Material removed 95 ' 7/17/86. Building Pad D 8 . . 20 105.6' . ''87. .. 8 Test failed Material removed 96 7/17/86 Building Pad B 8 16 111.5 :92 8 97 7/18/86 Building Pad D 10 12 112.9 90 5 Notes 1) "Compaction Curve No " refers to Table B • 2) Unless . otherwise noted 'elevations . shown' are to 'nearest foot... •'' . . . • .' .. • , . . - 239-6E a TABLE A — I SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 131.556-64'.and/or a ASTM D2922-78, ASTM 63017-781 Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) - (%) Curve No. Remarks 98 7/18/86 Building Pad C 10 13 114.8 91 5 99 7/21/86 BuuldingPad C-_ 12 - 16 115.2 91 5 100 7/21/86 Building Pad D 12 15 112 9 90 5 'S 101 7/21/86 Building Pad B 14 14 1144 791 5 - 102 7 /21/86 Building Pad D 14 14 113.4 90 5 103 7/22/86 Building Pad A 10 16 113 5 90 5 4 •' 'S 5- a - a 104 7 /22/86 Building Pad B 10 18 113.0 90 5 105' 7 /22/86 k Building Pad B 10 18 110.3 88 ' 5 Test failed, See #106 106 7/23/86 Building Pad B 10 17 113 5 90 - 5 a Retest of #105 107 7/23/86 Building Pad B 12 16 113 8 90 5 108 7/23/86 Building Pad .A 14 16, 11314 90 5 109- 7 /24/86 Building Pad B 16 113 4 93 10 110 7 /214/86 Building 'Pad '-C 16 15 112 3 - 92 10 111 7/24/86 Building Pad D M. I5 112 3 92 10 112 8128/86 Building Pad M 11 14 109 6 90 10 113 8/28/86 Building Pad -M 11 14 11O ...'q 91 10 114 8/28/86 Building Pad N - 11 14 A 110 3 - 91 10 - - - -_ -- Notes 1) "Compaction Curve No " refers to1Table B --. - - - = 2) Unless otherwise noted elevations shown are to nearest foot - a .5 - - -.: -- -5 --.5 _5. I_S -; 5.-S 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM 133017-78j Approximate Water Dry Degree of Test • Elevation Content Density Compaction Compaction No. Date of Test Test Location - (Feet) (%) (pcf) (%) Curve No. Remarks 115 8/28/86 Building Pad N 11 15 109.8 90 10 116 8/29 /86 Building Pad M 13 - 13 110.7 91 10 * 117 8/29/86 BuildingPadN . . .13 14 112.0 92 10. .' 118 8/29/86 Building Pad N 15 16 113 0 90 5) 119 8 /29/86 Building Pad M - 151 16 110.9 91 10 120 9/2/86 Building Pad.M .... 16 16 .114.4 91 5 : 121 .9/2/86 . Building Pad M, .16. 13 110.9 .. .91 .. 10 ... 122 9/2/86 Building Pad N. 16 14 109.4 90 10 . 123 9/2/86 Building Pad N 16 17 115.0' 91 5 124 9/3/86 Building Pad M 17 17 110.8 91 .10 1. 12.5 9/3/86. Building PadM. . -17, 16 .' 114.7 9.1 - 5 . . ..- 126 9/3/86 Building Pad N 17 14 111.5 92 10 127, 9/3/86 Building Pad N ,. . 17. 17 114.8 91. . 5 . 128 9 /4 /86 - Building Pad K . 12 13 115.0 91 * '.. 5 . 129 9 /4 /86 Building Pad .k 12 13 109.6 90 10 130 9/4/86 Building Pad -L. 12 17 113.6 90 Pavement Area L 131 p9/4/86 West of Building Pad K 14 14 114.1 91 5 Notes 1) "Compaction Curve N "(refers to Table B ' - 2) Unless otherwise noted elevations shown are to nearest foot 239-6E '.. TABLE A'- SUMMARY OF FIELD DENSITY TEST RESULTS (AS-TM-'b 1-55644 and/or ASTM 132922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 132 9/4/86 West of Building Pad K 14 13 109.8 90 10 133 9/4/86 West of Building Pad L 114 13 111.1 91. - 10 • Building'. PadAras - 134 9/5 /86 Building Pad K 12 17 100.7 81 9 Test failed, See 4137 135 9/5/86..-.Building Pad K 12 21 104.2 84 9 Test failed, See #138 136 9/5/86 Building Pad L 12 17 113.7 90 5 137 9/8/86 Building Pad K 12 14 113 0" 90 5 Retest of #1314 138 9/8/86 Building Pad K 12 13 11 3 5 90 5 Retest of #135 139 9/8/86 Building Pad M 18(FSG) 14 '113.7 90 5 1140 9/8/86 Building Pad K 14 12 112 5 93 10 141 9/8/86 Building Pad L 14 12 112.3 92 10 142 9/8/86 Building Pad D 19(FSG) 10 109.1 90 10 143 :9/9186 Building Pad L 16 19 108.8 90 • 10 144 9/9 /86, Building Pad K • 16 18 110.0 91 10. 145 -.9/9 /86 Building Pad L 18 21 105.8 87 • 10 Test failed • . • - Material removed 146 9/9/86 Building Pad K 18 17 111.3 " 92 10 147 9/9/86 Building Pad J 10 10 113.0 93 10 148 9/9/86 Building Pad H 10 11 111.7 92 10 Notes 1) "Compaction Curve No." refers to Table B - - Unless otherwise noted elevations shown are to nearest foot. . • • • "FSG" denotes finish subgrade elevation 239-6E - r ' TABLE A- SUMMARY OF FIELD DENSITY TEST RESULTS (.ASTM.:b.1556_64 and/or AS,TMD2922-78, ASTM 13317-78). Approxim'ate Water. Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test : Test Location Feet) (%) (pcf) Ci.irve No. Remarks 1149 9/9 /86 Building Pad G 10 13 112.3 92 10 150 9/9 /86 Building Pad i 12 15 112.8 93 10 151 9/10/86 Building Pad H 12 A . 110 3 91 10 152 9/10/86 Building Pad G 12 18 109.7 90 10 153 9/10/86 Building Pad J 14 18 110 8 91 10 154 9/10/86 Building Pad H 14 19 111.5 92 10 155 9/10/86 Building Pad C 14 18 109.1 90 10 156 9/10/86 Building Pad J 16 18 109A 90 10 157 9/10/86 Building Pad H 16 17 110 4 91 10 158 9/10/86 Building Pad C ' 16 18 111 9 92 10 159 9/10/86 Building Pad J 18 19 106.8 88 10 Test failed, See #235 160 -9/10/86 Building Pd H 18 20 105.9 87 - 10 Test failed, S4e4236 161 9/10/86 Building Pad G 18 19 106 7 88 10 ' Test failed, See #237 162 ..9/10/86 Building Pad J • 10 . 14 112.0 92 10 163 9/10/86' Building Pad C. 10 14 112.6 93 10 . 1614 9/10/86 Building Pad 'F - 10 15 110 0 91 10 Notes:.1) "Compaction Curve No." refers to Table B ,. 21 Unless otherwise noted elevations shown are to nearest foot - - - 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or. ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test - Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pd) (%) Curve No. Remarks Pavement Area 165 9/10/86 West of Pad K 16 14 112 2 95 14 Building Pad Area 166 9/10/86 Building Pad F 12 17 111 0 91 10 167 9/10/86 Buiding Pad G 12 12 115 4 93 9 168 9Il0/86 Building Pad H 12 15 .111.4 92 10 169 9 /10/86 Building Pad ,F 14 17 110.6 91 10 170 9 /10/86 Building Pad H 14 16 113 5 91 9 171 9 /10/86 Building Pad J 14 16 .109.8. 90 10 172 9/11/86 Building Pad F 16 16 114 2 92 9 173 9/11/86 Building Pad H 16 17 115 4 93 9 174 9/11/86 Building-Pad -J. 16 - 16 1103 91 10 175 9/11/86 Building Pad F 18 16 114.7"92 9 1.7.6 9/11/86 Building Pad G 18 15 115.4 93 9 177 9/11/86 Building Pad H 18 14 114 0 91 9 Pavement Area 178 9/11/86 West of Pad K 17 14 112.3 95 4 Notes 1) "CompactionCurveNo " refers to .. Table B 2) Unless otherwise noted elevations shown aret0 nearest foot '. • .. . .•., ,• 239-6E -, . . * .,. -.- -- . •, TABLE -A.'7 SUMMARY OF FIELD DENSITY. TEST RESULTS (ASTM D1556-64 'and/or- t ..-- S ASTM D292-2---78, - S..- ASTM D30177-78) - .5- --,, - -. - 5_.. . . . : . . . •'• ..'-, . Approximate. S S Water - Dry . -S - Degree o -- 5• --S .• ,.•. - . .5 Test Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 179 11/,86,'West of Pad K 18 14 110.1 93 4 180 9/11/86 West of Pad K 18 14 110 2 93 4 Building Pad Areas 181 9/11/86 Building Pad ,E 10 16 110.9 91 10 182 9/11/86 Building Pad F 10 16 -111.5 , 92 10 183 9/11/86 Building Pad H 10 16 111.8 92 10 184 9/11/86 Building Pad J 10 - 17 109 9 90 1 10 185 9/12/86 Building Pad E 12 16 110 0 91 10 186 9/12/86 Building Pad F 12 15 110.5 91 10 - 187 9/12 /86 Building Pad J 12? 16 111 5 92 4 10 188 9/12 /86 Building Pad E 14 18 110 3 91 ' 10 189 9/12/86 Biilding Pad F - 14 118 109 7 90 10 - 190 9/12/86 Building Pad H 14 19 108.9 90 10 191 9/12/86 Building Pad J 14 18 109.4 91 10 -. Pavement Area - 192 9/13/86 South of Pad B 12 14 110.1 92 1 193 9/13/86 South of Pad 'A 13 14 110.7 93 1 Notes 1) tCQmpactLon Curve No " refers UnuesFotnerwlse noted elevatiOns_shown to Table B ij are to nearest foot .- - V V 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78} Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) M. Curve No Remarks 194 9/13 /86 South of Pad C 14 14 110.7 93 1 195 9/13/86 South of Pad 0 15 15 111.5 93 1 • V V Building Pad Areas V. S SVV 196 9/15/86 Building Pad L 18 21 '105A 86 10 Test failed - Material removed 197 9/15/86 Building Pad L 18 21 164.3' 86 10 Test failed Material removed 198 9 /15/86 Building Pad L 18 21 105.2 87 10 Test failed Material removed V V • V V Pavement Area V V V V V •V 199 9/15/86 South of Pad D 17 14 111 4 93 1 200 9/15/86 South of Pad C 16 14 112.2 94 1 201 9/15/86 South of Pad B 15 14 112 6 94 1 202 9/16/86 South of Pad A 16 14 113.7 95 1 203 9/16/86 South of Pad D 17 14 111.4 93 1 204 9/16/86 South of Pad C 17 14 V 111.3 93 1 205 9/16/86 South of Pad -A- - 17 14 112.4 94 1 206 9/17/86 South of Pad A 12 14 111 9 94 1 207 9/17/86 South of Pad B 13 6. 111.14 93 1 / 208. 9/17/86 South of Pad C 14 15 .111.4- 93 1 - V V '• • •V 4JI .. V ••VV - •: Notes-: i) • Compaction Curve No." refers to Table B • V V V 2) 5Unless otherwise noted elevations V shown are to nearest foot. - 239-6E TABLE A -SUMMARY 0F FIELD DENSITYTET RESULTS (ASTM D1556-614 and /or- ASTM 02922-78, ASTM D3617-78 Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. .Date of Test Test Location (Feet) (%) (pcfl (%) Ci.rve No. Remarks 209 9/17/86 South of Pad A 14 - 15 112.2 94 1 210 9/18/86 South of Pad A 16 15 110.7 93 1 211 9/18/86 South of Pad B 16 15 109 8 92 1 212 9/18/86 South of Pad ..D 16 15 11.1 .0 93 1 213 '9/18/86 South of PadB 17 14 111.0 93 1 Buildi Pad Areas ng - 214 9/18/86 Building Pad J • 16 19 .•.. 107.8 89 10 Test failed, See #215 215 9/18 /86 Building Pad J 16 18 • 109.8 90 10 Retest of #214 216 9/18/86 Building Pad J 17 18 110 7 91 10 217 9/18/86 Building Pad J 18 17 111 8 92 10 218 9/19/86 Building Pad H 16 15 110.6. 91 10 - 219 9/19/86 Biildin Pad H 18 - - 16 - 111.1 91 10 220 9/19/86 Building Pad ..G 16 16 109 4 90 10 221 9/19/86 Building Pad G 18 17 113.0 . 93 10 222 9/19/86 Building PadJ 16 17 110.6 91 10 223 9/19/86 Buiding Pad J 18 17 109.4 90 10 224 9 /19/86 Building Pad F 16 16 110 7 91 10 Notes 1) "Compaction Curve No " refers to Table B 2) Unless otherwise noted 7_ V elevations shownareto nearest ootill - - - - - --' .4 •• -. . --• : - .' 239-6E 1 TABLE A -SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM 02922-78, ASTM D3017"76)- ..Approximate Water Dry Degree of s Test El1.evation Content Density Compaction Compaction No. Date of Test Test. Location (Feet) (%) - (pcf) (%) . Curve No. -. Remarks. 225 9/19/86 Building Pad F 18 16 111 2 92 10 226 9/22/86 Building Pad J 18 19 109.4 88 11 Test failed, See #235 227 9/22/86 Building Pad H 16 16 110 7 91 10 228 9/22/86 Building Pad H 18 16 109.7 90 10 229 9/22/86 Building Pad G 16 17 111.8 92 10 230 9/22/86 Building Pad G 18 16.:,111.9 92 10 231 9/22/86 Building Pad F 16 16 110.2 91" 1 10 232 9/22/86 , Building Pad F 18.., 17 112 .1, 92 10 Stórm Drain Trench Back ill 233 9/23186 Rim-Road.- East of Pad E FSG 10 109 4 89 13 Test failed Material removed 2311 9/23/86 Rim Road - East of Fad H FSG 10 107 4 87 13 . Test failed • . - . .. - -, . '. - Material removed Building Pad Areas 235 9/23/86 Building Pad J 18 17 111 1 91 10 Retest of #'s 159&226 236 9/23/86 Building Pad H 18 17 109 .8 , 90 10 Retest of 4160 237 9/23/86 Building Pad G Ili 16 110.'0! 91 10 Retest of 1161 Notes "Compaction Curve No." refers to Table B , - Unless- otherwise noted elevations shown are to nearest foot.- "FSG" denotes finish subgrade elevation 239-6E TABLE ..-A -_SUMMARY, OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or. AST D2922-78, ASTM D3017-78-) Approximate Water' Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (%) Curve No Remarks Pavement Area 238 9/26/86 East of Pad R FSG 15 108 8 91 1 239 9/26/86 East of Pad R FSG 14 107.8 90 1 * ..240 9/29/86 East of Pad S FSG 14 109.8 92 1 241 9/29/86 East of Pad Q FSG 14 109 1 91 1 4 Building Pad Areas 242 4 9/30/86 Building Pad L 18 20 106.2 87 10 Test failed V V Material removed 2143 9/30/86: , Building Pad 1. V 18 V 20 V V .107 88 V .VV 10 V --test faild Material removed 244 9 /30/86 Building Pd %K 19 .21 105 6 87 10 Test failed - Material removed 245 10/1/86 Building Pad L 17 16 111 5 90 13 2146 10/1/86 Building Pad L 18 17 111 2 90 13 2147 10/1/86 Building Pad 'L 18 17 111 3 90 13 248 10/1/86 Building Pad L 19 19 109 2 88 13 Test failed, See #254 249 10/1/86 Building Pad L 19 19 108 8 88 13 Test failed, See 055 250 10/1/86 Building Pad L 19 19 109.8 89 13 Test failed, See #256 Pavement Area 250A 10/6/86 Rim Road - East-of Pad E FSG 14 126.3 94 12 1 - - V - - V V V Notes: "Compaction Curve 'No" refers to Table B. V 'V V V V V VVV V V V V V Unless otherwise noted elevations, shown, are to nearest foot., ."FSG"denotes finish. subqrade elevation. 239-6E TABLE A - SUMMARY OF FIELD DENSflY TEST RESULTS (ASTM Di556-64 and/or ASTM .D2922-78. AstM b3ói- Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 251 10/6/86 Rim. Road - Eastof Pad F FSG 13 . 117.7 95 11, 252 10/6/86 Rim Road -East of Pad _G FSG 12 .,116 .5 94 11 253 10/6/86 Rim Road -East of Pad.J FSG 12 119.1 96 . 11 Building Pad Areas 254 10/6/86 Building Pad L 19 17 112.;4 91 13. Retest of #248 255 10/6/86 Building Pad L 19 17 .111.4 90 13 Retest of #249 256 10/6/86 Building Pad L • 19 15 114.9' 93 13 Retest of #250 'Pavement Area . . . . . .,. . . . 257 10/6/86 Rim Road - East of Pad E . FBG 6 134.8 96 14 258 10/6/86 Rim Road - East of Pad J FBG 5 134.0 96--_14 259 10/6/86...,Rim Road,',- East of Pad .G FBG 4 134.4 96 114 260 10/6/86 Rim Road - Northeast of Pad KFBG 5 J34 -.9 - 96 14 - Sewer LinéTrench 261 . 10/6/86 North of Pad B . FSG-1' 16 111.6 90 13 . Lateral 262 1016/86 North ofPadC FSG-1' 16 112.4 91 13 Lateral 263 10/6/86 North of Pad B FSG 14 112.8 91 13 Lateral Notes: .1) "Compaction Cury .No.". refers to Table B. . . . . . . . .. . . Unless otherwise noted elevations shown are to nearest foot "FSG" denotes, finish subgrade elevation. "FBG" denotes finish base grade elevation - t 239-6E TABLE, A - SUMMARY IELb bEIT tESt TM D292278. ASTMD30i7-78) -- - .--.. Approximate Water Dry Degree of Test Elevation Content Density ompac Ct ion Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks Building Pad',Areas 264 10/9 /86 Building 4Pad E 16 17 '113,.7 91 11 Sewer Line Trench Backfill 265'.'10/9/86 West of Pad FSG10' 14 110.3 91 10 Building Pad Areas 266 10/9/86 Building Pad E 17 16 112.7 90 11 Sewer Line Trench Backfill 267 10/9/86 Southwest of Pad A FSG-9' 114 109A 92 1 - Building Pad Areas - 268 10/9/86 Building Pad E 19 15 113 9 91 11 * Sewer Line Trench Backfill 269 10/9/86 Southwest of Pad A FSG-8' 114 108 9 91 - 1 270 10/13/86 West of Pad 'A FSG-7' 16 116.0 93 11 S - * 271 10/13/86 East of Pad .T FSG-2' lIe 103 6 83 11 Test failed, See #272 Lateral 272 _101114/86 East of Pad T FSG2' 13 111 9 90 11 Retest of #271 Lateral 273 10/114/86 East of Pad S FSG-3' 15 107 8 86 11 Test failed, See #281 - Lateral Notes 1) "Compaction Curve No. refers to Table B 2) Unless otherwise-noted elevations shown are to ,iearest-foot. 31 "FSG" denotes finish subgrade elevation. 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM 03017-78) Approximate Water Dry Degree of Test • Elevation Content Density Compaction Compaction No. Date of Test Test Loèation (Ft) (%)' (pcf) '(%) Curve No. Remarks 274 10/114/86 East of Pad S FSG-3' 17 107.41,86 11 Test failed, See #281 - Lateral Building Pad Areas 275 10/14/86 Building Pad 0 19(FSG) 11 114 8 276 10/14/86 Buiding Pad D 19(FSG) 14 118 1 95 11 Sewer LineTrench Backfill 277 10/14/86 West of Pad A FSG-5' 15 1124 90 11 278 10/14/86 West of Pad A FSG-4' 14 117.5., 914 11 279 10/114/86 Station 15+25 FSG-8' 14 108 2 87 11 Test failed, Se #282 280 10/14/86 Station 16+25 FSG-8' 17 101 5 84 10 , Test failed, See #283 - - - 281 10/15/86 East of Pad S FSG-3' 13 115 5 93 11 Retest of #'s 2736274 282 10/15/86 Station 15+25 - FSG-8' 114 111.8 90 11 Retest of #279 283 10/16/86 Station 16+25 FSG-8' 16 109-.6 - 90 10 - Retest of 4280 284 10/16/86 - Station 15+20 FSG-6' 14 111.4 92 10 285 10/16/86 Station 14+50 FSG-6' 14 167.2 88 10 Test faiIed, See #286 286 10/16/86 Station 14+50 FSG-6' 14 114.5 914 - 10 Retest of#285 287 10/17/86 Station 16+55.,,'FSG-6' 14 112.6' 93 10 .4 288 10/17/86 Station 16+30 FSG-6' 114 112 0. ' 92 10 Notes j) "CQmpacon curve No " rfers to Table B z) Uniess otrierwisenoted' elevations,-shown are to nearest foot - - 3) "F SG" denotes finish subgrade eIevatior - 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78)4 Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 289 10/17/86 Station 18+40 FSG-2' 17. 108.8 90 10 V 290 10/17/86 Station 17+10 FSG-4' 16 108.8 90 10 291 10/17/86 Station 16+00 FSG-4' 15 108 9 90 19 292 10/17/86 Station.,15+02 FSG-4' 15 114.1 94 10 - 293 10/17/86 Station 20+00 FSG-2' 15 99 7 82 A0 Test failed, See #296 294 10/17/86 Station 19+40 FSG-2' 14 106.3. 87 10 Test failed, See #297- 5' 10/17/86 West of Pad K FSG-2' 19 100.1 82 10 Test failed, See #298' .LteaI 296 10/20/86 Station 20+00 FSG-2' IS 109.1 90 10 Retest of #293 297 10/20/86 Station 19+40 'FSG-2' 14 114 .5, 94 10 Retest of 1294 298 10/20/86 r West of Pad .-K FSG-2' 14 116 1 96 J 10 Retest of #295 Lateral 299 10/20/86 Station 20+35 - FSG 13 109.1-1 90 10 300 ;,)0/20/861 Station 21+00 - FSG 13 114.7- 94 10 • V 301 10/20/86 West of Pads K & L FSG-1' 16 112.1 92 10 Lateral 302 10/20/86 West of Pads '"K & L FSG 13 1.15 .0 95 10 Lateral I I - 303 10/20/86 Station 19+20 FSG 14 118.8 95 11 304 10/20/86 Station 17+60 FSG 15 112.2 90 11 'V ,1 V 'I V V V V S• V VS - V V V •;.:: -' V V Notes 1) "CQmp act ton Curve No It refers Unless to Table B 1) otherwise noted elevations shown are to nearest foot 3) "FSG"denotesfinush subgràde elevation V V - V - VS - - V -; V • V 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 305 10/20/86 Station 16+50 FSG-2' 14 11.2 .6 90 11 306 10120/86 Station 114+90 FSG-2' 14 115.6 93 11 307 10/20/86 Station 12+60 FSG-2' 14 119.3 96 11. 308 10/20/86 Station 10+90 FSG-2' 14 114.7 92 11 309 10/20/86 Station 16+40 FSG 14 114 1 92 11 310 10/20/86 Station 15+20 FSG 114 113 0 91 11 311 10/20/86 Station 12+10 FSG 13 120 8 97 11 312 10/20/86 South of Pad J FSG-1' 13 115'.'8.1 93 11 Lateral Storm Drain Trench BaèkfilI : 313 10/20/86 East of Pad R FSG-2' 114 111.9 90 11 314 10/21/86 South of Pad J FSG-6' 13 115 7 93 11 315 10/21/86 East of Pad Q FSG-2' 13 108.6,,-92 4 316 10/21/86 East of Pad J FSG 13 114 .9, 92 11 317 10/21/86 West of Pad J FSG-0 5' 15 112 8 91 11 318 10/21/86 South of Pad C FSG70 5' 13 110.7 91 10 319 10/21/86 South of Pad C FSG-0 5' 12 112.0 92 10 Notes "Compaction Curve No. refers to Table B Unless otherwise noted elevations shown are to nearest foot "FSG'!, denotes finish subgràde elevation. 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-614 and/or ASTM D2922-78, -ASTM D3017-78) Approximate Water' Dry , Degree of - Test. . Elevation Content Density Compaction Compaction . No. Date of Test '. Test Location . ' : (Feet) ' (%) (pcf) , (%)' Curve No. Remarks Sewer Line'Trench'Backfill 320' 10/21/86 Northwest of Pad A"' '. ' F.SG-6' 114 112.2 90 . .11 Manhole #2 321 10/21 /86 Northwest of Pad A FSG-4' 14 ' ',113.5 '91 , 11' ' Manhole #2 322 1O/22/86 North of Pad B ' FSG-7' 15 , 112.2 90 ' 11 323 10/22/86 North .of Pad A FSG-5' 16 110.14 89 11 Test failed, See #325 3214 10/22 /86 Northwest of Pad A . FSG-2' 16 ' 106.6 88 10. Test failed, See #326. Manhole #2 325 ' 10/22/86 North of Pad A FSG-5' ' 15 118.0 ,. . 95 '. '11' Retest of_ #323 ' 326 10/22/86 Northwest of Pad A FSG-2' 14 113.'3 93 10 Retest of #324 Manhole #2 'Bi.ii'ldi rig 'Pad 'Area 327 10/22/86 Between Buildings 'K.& L 18 17 1114.3 , 92 Water Line Trench,Backfull -. - - 328 10/22/86 West of Pad L FSG-2' 13 164 .,3 86 10 Test failed Material removed ,329 10/23/86 ' North of Pad 'B' ' . FSG-6' , 11 96.8 80 ' 10 Test failed;' See #332 Manhole #1 ..' 330 ' . 10/23/86 North of Pad B ' FSG-8' 10 97.5 ' 80' ' 10 4 Test failed, See #331' Manhole #1 Notes: "Compaction Curve No. refers to Table B. 'Unless otherwise rióted elevations shown are •to néarest foo.'......- "--- ' ' '- ' , :. 3) "FSG." denotes' finish subgrade elevation. 239-6E TABLE A SUMMARY OF FIELD DENSITY, TEST RESULTS(ASTM D1556-64 and/oASTM .D292278, 'ASTM 133017-78). A pproximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of .Test: Test' Loèation (Féet) (pcf): '(%) Curve No.' . Remarks 331 10/23/86 North of Pad B FSG-8' 13 1111.7 92 10 Retest of #330 Manhole #1: 1' 332 10/23186. .North of Pad B. .FSG-6'. ' : 11 . 115.1 .'.95— 10 .Retèst 6fl#329 Manhole #1 Building Pad Areas 333 10/23/86 Building Pad K 18 ' 14 '113.4 93 10 334 10/23/86 Building Pad K 19 21 107 1 88 10 Test failed, See #335 335 10/23/86 Building Pad K 19 14 112.4s.- 93 10 Retest of #'s 244&334 336 10/23/86, Building Pad K " 20(FSG) 11 117A 96 . 10 337 10/23/86 Building Pad .K 20(FSG) 8 109 7 90 10 ' ...4. 338 10/23/86 Between Pads K & L 20(FSG) 10 115 3 95 10 339 10/23/86 Building Pad L' 20(FSG) 15 112,6 93 10 -' 340 10/23/86 Building Pad L 20(FSG) 13 119 5 ." 94 7 Planter Backfill 341 10/28/86 South of Pad ,l) FSG-2' 7 116.1 2 96 10 Building Pad Areas 342 10/29/86 Building Pad N 17 18 112.2 89 5- -'Test failed Material -removed 4 Notes 1) "Compaction Curve No " refers to-Table B - Unless otherwise noted ele'ations shóvn are to nearest foot " "FSG" denotes finish subgrade elevation • . 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (AS TM' D1556-64 and/or ASTM 1)2922-78, ASTM 133017-7) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) (%) Curve No .- Remarks 343 10/29/86 0 •0 Building Pad M 8' 17 - 113 2 00 90 5 0 344 10/31/86 Building Pad N 16 15 15.7' 92 5 345 10/31/86 Building Pad -N , 16 17 115.2 91 5 346 11/1/86 Building Pad N 17 iLl 100.1'. 82 ,10 - S. - Test failed, See #348 347 11/1/86 Building Pad N 17 14 106 3 87 10 Test failed, See #348 348 11/1/86 Building Pad N 17 13 112 3 92 10 Retest of #15 346&347 . .349-. 11 /1 /86. Building Pad N . 17 . - 8- - 108.8 90 -. : -10 - 0 - -.• - .. . •. - .' •. 350 -11 /3/86 . Building -Pad N - 18 91. 109.6 - 90 . -- 10 - Water Line Trench Backfill 351 11/3/86 Station 22+65 -. FSG-1' 14 109.0 90 10 352 11/3 /86 Station 21+90 FSG-1' 11 109 3 90 10 353' 11/3/86 Station 19+50 FSG-1' 11 110.2. 91 10 0 .'354... 1 1/3/86 Station .18+00 - FSG-V 14 112.0 92 - -. 10 - 355 11/3 /86 •• Between- Pads M & P - FSG - 12 109.5 90 - 10- Service. 356 11/3/86 Between Pads N.,& P FSG 12 109A 90 • 10 Service Planter Backfill 357 11/3/86 South of Pad D FSG 11 112A. 93 10 Notes 1) "Compaction Curve No." refers to Table B - - Unless otherwise noted elevations shown are to nearest foot O • "FSG" - denotes finish subgrade elevation .' -- - V - -- 0 - • 239-6E - I + TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASIM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) • Approximate Water Dry Degree of Test-.'.'Elevation Content Density Compaction Compaction No. Date of Test '. Test Location (Feet) (%)i (péf) . (%) Curve No. - Remarks Building Pad Areas 358 11/3 /86 Building Pad N 19(FSG) 11 106.6 94 15 359 11/3 /86 Building Pad N 19(FSG) 11 107 .,8 95 15 Water Line Trench Backfill 360 11/4/86 Station 17+00 FSG-1' 15 108.8 90 10 361 11/4/86 Station 16+00 FSG-1' 12 108.9 90 ' 10 362 11/4 /86 Station 15+00 FSG-V 14 109 .,0 90 10 Building Pad Areas 363 11/5 /86 Building Pad N 19(FSG) 9 109.7 96 15 364 11/6 /86 Building Pad A 15 15 112.'0 90 11 365 11/6/8k Building Pad A 18(F5G) 13 121 1 95 7 366 11/6/86 Building Pad A 18(FSG) 10 .1,17,.3- 92 7.: - - 367 11/6/86 Building Pad B 18(FSG) 12 120.3 94 7 368. 11/6/86: Building Pad C 18(FSG) 11 123.4 97. .7 369; 11/6/86 Building Pad C - 18(FSG) 14 120.7 95 7 370 11/6/86 Building Pad D - 19(FSG) 10 113.2 91 11 371 11/6/86 Building Pad D 19(FSG) 11 .1,18 .7 95 11 Notes 1) "Compaction Curve No'..". refers to Table B -' Unless other wisenoted elevations are to nearest .shown - foot . "FSG" denotes finish subgrade elevation 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 131556-64 and/or ASTM D2922-78 ASTM D30I7-78) Approximate Water Dry Degree of Test'..Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 372 11/6/86 Building Pad D 19(FSG) 10 119 1 93 7 373 11/6 /86 Building Pad D 19(FSG) 11 118 1 93 7 374 11/6 /86 Building Pad E 20(FSG) 7 116 2 91 7 375 11/6/86 Building Pad E 20(FSG) 7 112.1 90 11 376 11/6/86 Building Pad F 20(FSG) 10 119.9 96 11 377 11/6/86 Building Pad ..F. 20(FSG) 11 111.5 90 11 378 1 1/6/86 Building Pad F 20(FSG) 11 116.6 94 11 379 11/6/86 Building Pad --F- 20(FSG) 12 118.0 95 11 380 11/6/86 Building Pad G 20(FSG) 11 ,,.1'24.6 98 7 381 11 /6/86 Building Pad G lot FSG) 12 123.7 97 7 382 1 1/6/86 Building Pad H lig(FSG) 12 120.8 95 7 383 11/6/86 Building Pad H 19(FSG) 12 123.'2 97 7 384 11/6/86 Building Pad J 19(FSG) 7 112.3 90 11 385 1 1/6/86 Building Pad J 19(FSG) 7 112 4 90 11 386 11/6/86 Building Pad J 18 15 121.7 95 7 387 1116/8&'.Building Pad H 18 15 114.8 92 Ai 388 11/6/86 Building Pad G 18 16 112.5 90 11 Notes 1) "Compaction Curve No " refers to Table B Unless otherwise noted elevations shown are to nearest foot "FSG" denotes finish sub grade elevation - 239-6E. TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or AS TM D2922-780 ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content ,Density Compaction Compaction. S No. Date of Test Test Location (Feet) (%) (péf) (%) Curve No. Remarks 389 11/6/86 Building Pad F 18 15 111.5 90 11 390 11/6/86 Building Pad E 19 12 1125 90 11 - 391 11/7 /86 Building Pad D 17 13 114.5 92 11 392 11/7 /86 Building Pad C 16 13 114.4 92- 393 A 1/7 /86 Building Pad B 17 12 112.6" 90 Ii 394 11/7 /86 Building Pad B 18(FSG) 9 114 4 92 11 395 11/7 /86 Building Pad 'M. 16 11 1,15 .5 93 11 396 11/7/86 Building Pad M - 18(FSG) 8 -109.9 -.96 is, 397 11/7/86 Building Pad M 18(FSG) 7 109 7 96 15 398 11/7/86 Building Pad Q 16(FSG) 11 119.4 94 - 7 399 11/7/86 Building PaI Q - 16(FSG)' 10 124.3 97 7 400 11/7/86 Building Pad R 16(FSG) 10 '-122.0 96 7- 401 11/7/86 Building Pad R 16(FSG) 10 124.2 '97 7 402 11/7/86 Building Pad, S - ' 16(FSG) A1 - 117.0 -. 93 -. 6 - S 403 11/7 /86 Building Pad S 16(FSG) 14 _121.1 96 6 404 11/7 /86 Building Pad T 16(FSG) 12 113 9 90 6 405 11/7/86 Building Pad T 16(FSG) 13 126 3 99 7 _Notes: . 1) "Compaction Curve No " refers to Table B - - 2) Unless -otherwise noted elevations shown are to nearest foot. - 3) ."FSG" denotes 'finish-subgrade elevation. - % 239-6E TABLE B LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) Compaction Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No of Material Material (pcf) (%) 1 SANDY CLAY (CL), On-site 119 14 13 8 dark grayish brown 2 SANDY CLAY (CL), On-site 120 14 .,.13 ,.5 dark gray , 3 . SILT Y ' CLAY'(CH), .. Onite 109.4 . . 17.1 dark gray 14 SILTY-SANDY CLAY On-site 118.5' 114 0 (CL), gray, 5 CLAYEY SAND (SC), On-site 126 0 10 0 grayish brown 6 CLAYEY SAND (SC), On-site 126.0 10 0 light yellowish brown 7 CLAYEY SAND (SC), On-site 127 5 9.5 grayish brown 8 SILTY SAND (SM), On-site 121.0 12.4 yellowish brown 9 CLAYEY SILT-CLAYEY On-site 124 7 10 5 SAND (ML-SC)., gray: '. .. . ... . 10 CLAYEY -SAND (SC), 'On-site ' 121.5 11.7 brown 11 CLAYEY SAND (SC), On-site 124 5 10.5 tan 12 WELL GRADED GRAVEL Ow site134.8 7 7 (GW), brown 13 SANDY CLAY-CLAYEY On-site 123.5 . . 10.7 SAND. (CL-SC), . . . . grayish brown 114 WELL GRADED GRAVEL Import 140 0 6.A (GW), gray, Class 2 Aggregate Base . 15 SILTY. SAND (SM), In o ort 114.0 14.8 yellowish brown S 1 . .- .' 239-6E - I TABLEC • - . '- 4 -' -. ...RESULTS OF. EXPANSION TESTS -.: .. * -- __•; 4 4 ii -•.. 4 4- .• . ;..,.S Water Content Water Content Sample Initial Before After Surcharge Test No & Depth Dry Density Saturation Saturation Pressure Swell • Location (Feet) 1-. (pcf) :- :-: •. • .. (sf). - (%). . 8 1 1 Pad A FSG' 77 111.4 6.4 26½ 144'-3 9 4 . - 1. - ., 4' 4 4 . 4, .•••., -... ' .• 4 Y 2 Pad B FSG 111 2 6.0 24.6 144 2:5 3 Pad C FSG 110A 8.8 ,23.5 144 1 6 4 PadD FSG 110 5 16.,l 27.9 144 4 8 5 Pad E FSG 108 5 It 7 26.3 144 4 5 6 Pad ',F. FSG 14r. 4 4 6 5 1 - 241.7 144 3.6 7 Pad .G FSG 115 7 7 0 23.8 144 3A : 8 Pad H FSG 12l.',3 -3.4 20.6 144 4.1 . - • 4 .•.•- 4 . . . •••4 •• • - - • -:.- -• 14 9 Pad -J . FSG 118 5 4 6 22 5 144 4.'8 4 - • -- tf. •" -" - ••_, - . . 4 :- - - 4 1 . '.• '.- . :"4 ' - . . -- . -• .4, t 4 5 L - . . ........... . . .';' -• 4 I • '-- ., .' • . . 5 . -•• - .-• - - 4. 4•'•'f • - .#4-. .• . • • . •••. - • • . . •. '. .4 . • 'I .4 - 4 . - - - -. • ..•• .. _ . '4.. . I • . - • . - . . . - .- .:- ., • • * . . - - - .• --- .' • , . - • - -. ,: • .. --. .\' .' ,---: ••5 - -• 4 -*_ • . . . . -. . -.• . . . - .. -------------------,--' - • - -• ,. -, • .- . . . .1 - ,, ', - -I -- - .-- _••t •- . ,,-- '- . - .., -: . '- ,• , -' - • , ,. 1 1 - ,. --4 . • . I.' 1. . . - . . -- . . - - .- - - , . -- . ,