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Home My WebLink About2731 LOKER AV WEST; ; CB960432; Structural Calculations07/15/96 14 Page 1 of Job Address BUILD 24 1 2731 LOKER AV WEST Permit Type INDUSTRIAL BUILDING Parcel No 209-081-20-00 Valuation 1,447,566 Occupancy Group ING PERMIT Permit No Project No Development No CB960432 A9600620 Suite Lot* Referenced 3?36 07/15/96 0001 01 02 Construction Type IIIN Description Appl/Ownr 49,839 SF TILT UP-P EDI 4832 SF OFFICE / 45007 SF MFG/WHSE SMITH, KEN 435 W BRADLEY AV EL CAJON CA 92020 Status ISSUED Applies^ 03^i^cA^6 Apr/Issue 07/l~5/9"§/) Entered By RMA 619-444-2182ADLE :** Fees Required & Credits * * *^f **,*' * m **">?t . .... 'fT- 1? ,r !*>„ yfcsff 1 1 ^ ^, ^* \p$ *!j; ^ °k &\ &I? * ™ 1,1s Y -^ -| 1? t ^ ^ jj *%, FT1 ta £a o 1 *1 "1 ^ 1 *1w *f1l jf^^1*1 '^k ^ ^ V ^ ^ ^ dS»" s ^ J'^1 f' *"• /^ x Adjustments A^^I'C*) 1*^"^^ V^^^f1' 4l**1^H|iS 00 Total Fees 111 fl|>>f „**> % 1% ^ 3,140 00 AV^V'' *''^/it 5W¥% 108,071 00 Fee description fi^/ffTf l\ /fft'l* Units V\j%gtot|4.t Ext fee Data*iiJ* *4i2if \j|-"a'-wl* f *^ Sji ^ ^ ,^ I / * "^ ^ 41, ™- ^ - £? « SS*. - Building Permit | i#t*-sC!*"":r*; % ^ " • • : ' Plan Check i5fj/^v* ,* Strong Motion Fee ^\wl-*/ |Cj Enter Number of ED^i1*1^1^ lfet,er Fee > Enter "Y" to Autoc^^e4^;IJt% F^> -- ", > Enter Ti~affic Impa«^*f"^f^\, *\ 1' . > Pass-Thiu Fees ( Y/N)^p;i,,;MSit%,ed("W),'? > '/- - Enter Park Fee ( Zone ^f*4,$*»16) /f* > '^i ' ***-> gf *< ' &* -y X f * '"^""J %/?//*»* 't^J 4436 00 / fA(f *'"**^fl 2883 00 .-•' >f s.sS^W 304 °° • * 1 3/ "b*al: / p" ' ""l"!^ 28032 00 ( / ft jC "* f»t? 4 '{|/ 2 6 3 4 6 t) 0 Y 6 7 |^* ^» «* ' J*| 679800 fa " A.^ v'V ^rily Y ¥§'36 OO.t'i,/ '/«';/ 13936 00 * BUILDING TOTAL \^'ff ' ' '* OHr^r¥r"° ^ «f^("^ y '?/ 88735 00 Enter "Y" for Plumbing/ *|*c*sue, Fee'^,^^ 4^ Each Plumbing Fixture ol|'*4J&pitp . r/i^f; "35, Each Building Sewer "*'*, H • /% >**t*" *rx a^ til f^r8!?Each Roof Drain ""-* ' * i JiJf^ ^ "^4(6 * 1 -M ^/ ^Each Install/Repair Water Line*^4iXt? 'jr ' - r f* Tt,\V! •-«/, y 20 00 Y J * ji^ »• S "/**' '7 0 0 1^500 f %t\>3Sl*-*|"f^| f/ 15 00 15 00 I'U^ll?^*" 7 00 70 00l.. - ^ ***• "-f 7 n n 7 n n Each Watei Heater and/or Vent ^ we &-» .^ 700 700 Gas Piping System > Each Vacuum Breaker > A PLUMBING TOTAL Enter "Y" for Electric Issue Fee > Ihree Phase 480 Per AMP > * ELECTRICAL TOTAL Enter Y' for Mechanical Issue Fee> Install Furn/Ducts/Heat Pumps > Each Exhaust Fan > * MECHANICAL TOTAL PLDA B > CITY OF CAF 2075 Las Palmas Dr , Carlsbad, 1 7 00 7 00 2 7 00 14 00 315 00 10 00 Y 4000 1 00 4000 00 4010 00 15 00 Y 7 9 00 63 00 6 6 50 39 00 117 00 3 26 18034 00 H em APPROVAL ,yv«cAP/£/ DATE //^-ILSBAE^*^ / / JEA1 92009^^19^8-1161 ______ — - — — — PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-1161 T PERMIT TYPE From List 1 (see back) give code of Permit Type For Residential Proiects Only From List 2 (see back) give Code of Structure Type Net Loss/Gam of Dwelling Units _ PLAN CHECK NO 2. PROJECT INFORMATION '/Z/14/96 FOR OFFICE USE ONLY Address o '"12 / Nearest Cross Street Building or Suite No rd. LEGAL DESCRIPTION o.-. Q-0 Subdivision Name/Number ?x .d,\fr Unit No Phase N CHEpK BELOW IF SUBMITTEDLllJ^lX U1^1~A_/*V 11 iJWUJVll 1. 1 l_il^ _. 02 Energy Calcs ETC Structural Calcs B2 Soils Report D 1 Addressed Envelope ASSESSOR S PARCEL '2-O'i ~2,0 EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQPT # OF STORIES # OF BEDROOMS # OF BATHROOMS 3 UUN TAUT FEKiiUN (.11 dltt NAME (last name first) CITY t irom appiicantj STATE ADDRESS ZIP CODE DAY TELEPHONE 4 APPLICANT LJ CONTRACTOR , Q AGENT FOR CONTRACTOR UQWNER 0 AGENT FOR OWNER NAME (last name first) Dm/V^T <-&f'l ADDRESS Yt5<T W CITY STATE D/ZIP CODE DAY TELEPHONE 5 PROPERTY OWNER ADDRESS CITY STATE £4-ZIP CODE DAY TELEPHONE / 6 CONTRACTOR CITY STATE LIC ZIP CODE /ZilCENSE CLASS DAY TELEPHONE CITY BUSINESS LIC # NAME uast name nrst) CITY 7 WO1 STATE ZIP CODE ^2-0 L~0 DAY TELEPHONE LIC # COMPENSATION Workers' Compensation Declaration I hereby atfirm that I have a certificate ofconsent to selfinsure issued by the Director ot Industrial Relations, or a certificate of Workers Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C) INSURANCE COMPANY POLICY -^? ^g^EXPIRATION DATE J - anyi Exemption—-kcertlry that in the performance of the work for which this permit is issued, I shall not employ any person in Libjact to the Workers Compensation Laws ~ SIGNA iy manner 8 OWN Owner Builder Declaration 1 hereby attirm that 1 am exempt from the Contractors License Law tor the lollowing reason I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section Business and Professions Code for this reason (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, poor to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor*3iieeftse4xjw (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or tfjat-hejsexempt thereffomandjheTj^sisfor the-^Beged exemption Any violation of Section 7031 5 by any applicant for a permit ejects thejpoh^SLtop-eirtrpmal]^ gfereriiiopejhan five hundred dollars [$500]) .-_ . DATESIGN, !>MPLETE Is ihe appljj prev! PERMITS ONLV t or future building'sceupafiTrequired to submit a business plan, acutely hazardous matenals registration form or nsk management and n program under Sections 25505, 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR KMEETmC THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 9 uuNS'iKuernuN LENDING AGENCY I hereby attirm that there is a construction lending agency tor the performance ot the work tor which this permit is issued (Sec 3097(1) Civil Code) LENDERS NAME LENDERS ADDRESS 10 APPLltANI CLRIIHCAHON I certify that I have read the application and state that the above intormation is correct 1 agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for mspecDon purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SATO CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA. An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stones in height Expiration Every permit issued by the Building Official u building or work authorized by such permit is not comme such permit is suspended or abandoned at any APPLICANTS SIGNATURE, irovisions of this Code shall expire by limitation and become null and void if the 365 days from the date of such permit or if the building or work authorized by noted for a period of 180 days (Section 303 (d) Uniform Building Cod / DATE -° plicant PINK. Finance DEPT BUILDING FINAL BUILDING INSPECTION ENGINEERING CFIRE jliPLANNING U/M PLAN CHECK# CB960432 PERMIT# CB960432 PROJECT NAME* 49,839 SF TILT UP-P EDI WATER DATE 12/24/96 PERMIT TYPE INDUST 4832 S ADDRESS C2~T31r LOKER' CONTACT PERSON/ PHONE # SEWER DIST. CA INSPECTED _ n BY J^fcAO Pv^ T INSPECTED BY INSPECTED BY* COMMENTS F OFFICE / 45007 SF MFG/WHSE AV^ WEST - ~/j MW/JOHN/520-2284 WATER DIST CA n DATE ijlfl^ CJL- INSPECTED (dssffi APPROVED ( DATE INSPECTED. APPROVED DATE INSPECTED: APPROVED Or * -\\ n| DEC 2 4 1996 j Bv7 T@> DISAPPROVED DISAPPROVED DISAPPROVED DEPT BUILDING FINAL BUILDING INSPECTION ENGINEERING FIRE PLANNING U/M PLAN CHECK*• CB960432 PERMIT* CB960432 PROJECT NAME. 49,839 SF TILT UP-P E D.I 4832 SF OFFICE / 45007 SF MFG/jWHSEi WATER DATE. 12/24/96 PERMIT TYPE INDUST ADDRESS 2731 LOKER AV WEST CONTACT PERSON/PHONE* MW/JOHN/520-2284 SEWER DIST CA WATER DIST: CA = INSPECTED -,. n /} , INSPECTED BY INSPECTED BY COMMENTS DATE / INSPECTED //// DATE INSPECTED DATE INSPECTED: */?? APPROVED A DISAPPROVED APPROVED DISAPPROVED APPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT BUILDING ENGINEERING FIRE HPLANNING^ U/M WATER FLAN CHECK* CB960432 "PERMIT! . CB960432 PROJECT NAME 49,839 SF TILT UP-P.E.D I 4832 SF OFFICE / 45007 SF MFG/WHSE ADDRESS LOKER CONTACT PERSON/PHONE #. MW/JOHN/520-2284 SEWER DIST CA WATER DIST: CA DATE 12/24/96 PERMIT TYPE INDUST INSPECTED BY INSPECTED l~£- ^ ^7 APPROVED A INSPECTED BY INSPECTED BY DATE INSPECTED DATE INSPECTED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS FINAL BUILDING INSPECTION DEPT BUILDING ENGINEERING FIRE PLANNING U/M PLAN CHECK# CB960432 PERMIT*. CB960432 PROJECT NAME- 49,839 SF TILT UP-P EDI 4832 SF OFFICE / 45007 SF MFG/WHSE ADDRESS: 2731 LOKER AV WEST s CONTACT PERSON/PHONE*• MW/JOHN/520-2284 SEWER DIST CA WATER DIST- CA WATER DATE 12/24/96 PERMIT TYPE. INDUST INSPECTED BY INSPECTED BY: DATE INSPECTED DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED \ DISAPPROVED COMMENTS DEPT-BUILDING FINAL BUILDING INSPECTION ENGINEERING FIRE PLANNING U/M CWATER PLAN CHECK* CB960432 PERMIT* CB960432 PROJECT NAME 49,839 SF TILT UP-P E.D I 4832 SF OFFICE / 45007 SF MIJG/WHSE ADDRESS: \2731 LOKER AV WEST , CONTACT PERSON/PHONE* MW/JOHN/520-2284 SEWER DIST CA WATER DIST' CA DATE 12/24/96 PERMIT TYPE INDUST~_ INSPECTED ~fi BY (U. ^ INSPECTED BY. INSPECTED BY DATE INSPECTED DATE INSPECTED DATE INSPECTED: APPROVED Y> DISAPPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED COMMENTS CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB960432 FOR 01/09/97 DESCRIPTION- 49,839 SF TILT UP-P E.D.I 4832 SF OFFICE / 45007 SF MFG/WHSE TYPE: INDUST JOB ADDRESS: 2731 LOKER AV WEST APPLICANT- SMITH, KEN PHONE. CONTRACTOR: PHONE: OWNER: PHONE' INSPECTOR AREA TP PLANCK# CB960432 OCC GRP CONSTR. TYPE IIIN STE LOT: 619-444-2182ADI REMARKS: MW/JOHN/970-1979 SPECIAL INSTRUCT: INSPECTOR TOTAL TIME —RELATED PERMITS—PERMIT# TYPE STATUS GR960012 GRADING ISSUED SE960058 SWOW ISSUED AS960068 ASC ISSUED FS960024 FIXSYS ISSUED RW960119 ROW ISSUED CB962384 SIGN ISSUED CD LVL DESCRIPTION 19 29 39 49 ACT COMMENTS ST Final Structural PL Final Plumbing EL Final Electrical ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION 123196 Final Combo 122696 Final Combo 122496 Final Combo 121996 Rough Electric 121396 Frame/Steel/Bolting/Welding 121396 Rough Electric 121396 Rough/Ducts/Dampers 121096 Frame/Steel/Bolting/Welding 121096 Rough Electric 121096 Rough/Ducts/Dampers 121096 Compliance Investigation 120696 Frame/Steel/Bolting/Welding 120696 Rough Electric 120696 Rough/Ducts/Dampers 120596 Frame/Steel/Bolting/Welding 120596 Rough Electric 120596 Rough/Ducts/Dampers 111996 Interior Lath/Drywall 111896 Interior Lath/Drywall 111596 Frame/Steel/Bolting/Welding 111596 Interior Lath/Drywall ACT CO PI CO AP AP AP AP AP AP AP AP AP AP AP PI PI PI AP PA AP AP INSP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP COMMENTS WALK-THRU SEE LIST MAIN&SUB PNLS,TRANS-SEO CLRN T-BAR GRID @ CLN RMS CEIL LITES @ CLN RMS DUCTS @ CLN RMS T-BAR CLN RMS,BRK RM CEIL LITES,CLN RMS,BRK RM DUCTS,DMPS CLN RMS,BRK RMS SEO CLEARANCE T-BAR GRID OFFICES FRONT CEIL LITES OFFICES FRONT DUCTS OFFICES FRONT T-BAR GRID CEIL LITES DUCTS PREP RM & CONTROL RM VEST NOTED ON CARD PREP RM & CNTRL RM VEST N/INCL PRP RM & CNTL RM CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB960432 FOR 01/09/97 DESCRIPTION 49,839 SF TILT UP-P EDI 4832 SF OFFICE / 45007 SF MFG/WHSE TYPE INDUST JOB ADDRESS: 2731 LOKER AV WEST STE- INSPECTOR AREA TP PLANCK# CB960432 OCC GRP CONSTR. TYPE IIIN LOT: ***** INSPECTION HISTORY ***** DATE DESCRIPTION 111396 Interior Lath/Drywall 110896 Interior Lath/Drywall 110796 Frame/Steel/Bolting/Welding 110796 Rough/Topout 110796 Rough Electric 110696 Frame/Steel/Bolting/Welding 110696 Rough/Topout 110696 Rough Electric 110496 Interior Lath/Drywall 103196 Interior Lath/Drywall 103096 Frame/Steel/Bolting/Welding 102996 Frame/Steel/Bolting/Welding 102996 Roof/Reroof 102896 Frame/Steel/Bolting/Welding 102196 Roof/Reroof 102196 Rough/Topout 101696 Ftg/Foundation/Piers 100796 Ftg/Foundation/Piers 090696 Frame/Steel/Bolting/Welding 090596 Frame/Steel/Bolting/Welding 090496 Frame/Steel/Bolting/Welding 081696 Ftg/Foundation/Piers 081596 Ftg/Foundation/Piers 081296 Ftg/Foundation/Piers 080596 Ftg/Foundation/Piers 080296 Ftg/Foundation/Piers 080196 Ftg/Foundation/Piers 080196 Ftg/Foundation/Piers 071996 Underground/Under Floor ACT AP AP AP AP AP CO CO AP PA PA AP PI AP PA CO PA AP AP AP AP AP AP AP AP AP AP AP AP AP INSP TP PD TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP TP COMMENTS FULL HT WALLS FRONT OFFICES/NOT LOBBY COMPLETE WALLS DIAG BRACING 18 GA.SPEC. CU CONTACT W/STUDS WALLS OFFICES ONE SIDE HIGH WALLS HIGH WALLS ONE SIDE HIGH WALLS COMPLETE PNL ROOF SYSTEM(BRACING CHG) SEE PLAN/HIGH WALLS & ENTRY NAILING INCOMP @ STRAPS 10' HEAD ON VENT,VENT NOT COM INT PNLS POUR STRIP P S N/INCL INT PNLS PNLS COMP PNLS(SEE CARD) PNLS(SEE CARD) SLAB A-B,B-C FRONT SLAB LINE C-D,FTNS COMP SLAB B-C,l-6 SLAB LINE D & G PAD FTNS LINE C INT FTNS SEE PLAN SECTIONS SHELL U/G,ND A/B MAIN CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB960432 FOR 10/31/96 DESCRIPTION* 49,839 SF TILT UP-P EDI 4832 SF OFFICE / 45007 SF MFG/WHSE TYPE INDUST JOB ADDRESS: 2731 LOKER AV WEST APPLICANT SMITH, KEN PHONE CONTRACTOR: PHONE OWNER PHONE: REMARKS BJN/JOHN/970-1979 PAGER SPECIAL INSTRUCT: STE. 619-444- INSPECTOR AREA TP PLANCKtf CB960432 OCC GRP CONSTR TYPE IIIN LOT: 2182AD! INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE STATUS GR960012 GRADING ISSUED SE960058 SWOW ISSUED AS960068 ASC ISSUED RW960119 ROW ISSUED CD LVL DESCRIPTION ACT COMMENTS 14 ST Frame/Steel/Bolting/Welding DATE 103096 102996 102996 102896 102196 102196 101696 100796 090696 090596 090496 081696 081596 081296 080596 080296 080196 080196 071996 ***** INSPECTION HISTORY ***** \ DESCRIPTION Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Roof/Reroof Frame/Steel/Bolting/Welding Roof/Reroof Rough/Topout Ftg/Foundation/Piers Ftg/Foundation/Piers Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor ACT AP PI AP PA CO PA AP AP AP AP AP AP AP AP AP AP AP AP AP INSP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP TP COMMENTS HIGH WALLS COMPLETE PNL ROOF SYSTEM(BRACING CHG) SEE PLAN/HIGH WALLS & ENTRY NAILING INCOMP @ STRAPS 10' HEAD ON VENT,VENT NOT COM INT PNLS POUR STRIP P S N/INCL INT PNLS PNLS COMP PNLS(SEE CARD) PNLS(SEE CARD) SLAB A-B,B-C FRONT SLAB LINE C-D,FTNS COMP SLAB B-C,l-6 SLAB LINE D & G PAD FTNS LINE C INT FTNS SEE PLAN SECTIONS SHELL U/G,ND A/B MAIN ^AlkJr^^ ALPHAGARY 170 Pioneer Drive PO Box 808 Leommster MA 01453 Phone (508) 537 8071 Fax (508) 534-4487 Ship Customer PEDI Address 2731 LOKER AVENUE WEST City CARLSBAD State CA 92008 UNITED STATES Lot Number 19291-1 Quantity 100 Compound No 073301 Compound Name 3019-40/45 CLEAR 0004 Order No 19291 Parameter Units Specific Gravity None Duro 15 sec 1/4 in shore Contamination (Visual) n/a Certificate of Compliance RECEIVED 9635 Industrial Park PO Box 490 MAY 1 5 1997 Uabez Street Pmeville NC 28134 Newark NJ 07105 Phone (704)889-7821 /^iKiccDIKir Phone (201)589-4444 Fax (704)889-7861 ENGlNttKINW fax PEDOl'O "•=sa=*>^ Address 2731 LOKER AVENUE WEST / r-S§C^r/pyj---^ / / hAA """T Clty CARLSBAD / / 'nl 1 Q jQQ-f 1 'State CA 92008 UNITED STATES / **"=«»=, / / Phone 1 ^S/r>/^^**S?=r^aa>»«. / "' phone 2 619-931-1844 ""*"'* Production Date 04/30/97 Customer PO No 5072 Customer Part No Cust Drawing No Issue / Date Test Method Requirement Tolerance (+/-) ASTM D 792 1 15 0 02 D or A or C ASTM D 2240 A45 3 LP 900 02 A/P Visual NONE NA CFR Compliance Statement 1 We certify that the above compound was manufactured in compliance with 21 CFR 820 Good manufacturing practices As applicable to component manufacturers with ingredients sanctioned by FDA for various food contact applications Customer Notes Date Approval Location NEWARK Page 1 of 1 JfiN 8 1997 9 22fiPl HflMfiNN CONSTRUCTION NO 463 P Z/2 HAMANN CONSTRUCTION "• General Contractmg & Development ; 475 W BRADLEY AVENUp BLCAJON CALIF 92020 PHONE 6W-44Q 742? FAX 619-440-8914 JANUARYS, !<>?« City Of Carlsbad Tim Phillips 207S Las Palznas Dr Carlsbad, Calif 92009 Re PEDI 2731 Loker Avg Carlsbad, Calif Main Electrical Service To Whom it May Concern, This letter is to verify that the M^|n Service was installed and that all connections were tightened as per the manufacturers and UL specifications , Carl R Seuss San Diego Co Riverside Co Orange Co San Bernardino Co TESTING Los Angeles Co Kern Co LABORATORIES imPcna.co Las Vegas 1 800 487 0355 January 14, 1997 Carlsbad Oaks,LP WTL No. 96-116 475 West Bradley Avenue Report No. 1 El Cajon, California 92020 SUBJECT: Final Report of Special Inspection, P.E.D.I-Carlsbad, 2731 Loker Avenue, Carlsbad, California, Permit #961432 Gentlemen: In accordance with your request, this report has been prepared as a final report of the Special Inspections which were performed at the subject site. The inspections were performed by representatives of Wyman Testing Laboratories at the direction of the General Contractor. Reinforced concrete with design strengths in excess of 2000 psi (except slabs on grade) were sampled and compressive strengths confirmed. Reinforcing steel used there-in, including anchor bolts and althread hold downs was inspected by a Registered Special Inspector for correct size, grade, spacing, laps, clean-ups and clearance. Field welding of panel to hold downs, panel to panel, beam seats, and roof truss system have been continuously inspected by a Registered Special Inspector Field welding was inspected for joint preparation, fit-ups and welders technique. Completed welds were inspected for size, length, location and quality. Placement of epoxy anchors and hilti kwick bolts was observed for proper depth of embedment, cleanliness of drilled holes and proper mixing and installation per manufacturers' specifications. This report summarizes the Special Inspection reports which have been submitted to the City of Carlsbad It is to the best of our knowledge that all work requiring special inspection was in compliance with the approved plans, specifications and applicable building codes. 17150 VIA DEL CV1TO STE307 SAND'EGO CA 921 "7 PI,Of C (G i <j) 67" 0? / If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, WYMAN TESTING LABORATORIES Ronald S. Halbert, R.C.E. 42204 cc:(l)Carlsbad Oaks LP (1)R2H Engineering (l)City of Carlsbad-Bldg. Department (l)Kenneth D. Smith & Assoc (1)Hamann Construction EsGll Corporation 'Professional ffan Review 'Engineers DATE 5/10/96 a FIRE JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 96-432 SET II PROJECT ADDRESS 2731 Locker West PROJECT NAME FED I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in the attached list 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 Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Ken Smith 435 W Bradley Avenue Suite C El Cajon CA 92020 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Date contacted (by ) Telephone # REMARKS By David Yao Enclosures Esgil Corporation D GA n CM D GP D PC 5/2 tmsmtidot 9320 Chesapeake Drive, Suite 208 4 San Diego California 92123 + (619) 560-1468 + Fax (619) 560 1576 Carlsbad 96-432 II 5/10/96 1 Note 2 on sheet S-1 shall revise to that the foundation recommendaions are based on highly expansive soils (E I >90) 2 The embedment depth on detail 8/S-10 shall revise to 24"minimum (not 18") 3 Note on sheet M3 of the plan that provide outside air to Molding room #128 for the mechanical ventilation If you have any questions regarding these items, please contact David Yao of Esgil Corporation at (619) 560-1468 Thank you EsGil Corporation Professional^ ffan 3(eview 'Engineers DATE 4/3/96 a APPLICANT ja-jtrR"isr""I^ a FIRE JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 96-432 SET I PROJECT ADDRESS 2731 Locker West PROJECT NAME PEDI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below 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 X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Ken Smith 435 W Broadly Avenue Suite C El Cajon CA 92020 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Date contacted (by ) Telephone # REMARKS By David Yao Enclosures Esgil Corporation <] GA Kl CM fj GP G PC 3/18 trnsmtldot 9320 Chesapeake Drive Suite 208 + San Diego California 92123 + (619) 560 1468 + Fax (619) 560 1576 Carlsbad 96-432 4/3/96 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 96-432 OCCUPANCY B/F-l/S-1 TYPE OF CONSTRUCTION III-N JURISDICTION Carlsbad USE office/manufacture/warehouse ACTUAL AREA 4832/12604/32402 ALLOWABLE FLOOR AREA 12000x1 5x2=36000 STORIES 1 SPRINKLERS'? REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 4/3/96 HEIGHT OCCUPANT LOAD DATE PLANS RECEIVED BY ESGIL CORPORATION 3/18 PLAN REVIEWER David Yao FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 1994 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e . plan sheet number, specification section, etc Be sure to enclose the marked UP list when you submit the revised plans LIST NO 22 GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC)comforw dot Carlsbad 96-432 4/3/96 • PLANS 1 Please make all corrections on the original tracings and submit two new sets of prints, to Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468 • GENERAL 2 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 3 Show on the Title Sheet all buildings, structures, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet (10' high concrete wall at south side of the building) 4 Provide a Building Code Data Legend on the Title Sheet Include the following code information for each building proposed Stories 1 (sheet A1 show 2 story) 5 A complete description of the activities and processes that will occur in this building should be provided A listing of all hazardous materials should be included The materials listing should be stated in a form that would make classification in Tables 3-D and 3-E possible The building official may require a technical report to identify and develop methods of protection from hazardous materials Section 307 1 6 (Any activities in the molding and grind room generate hazardous condition?) 6 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC (NoteS on sheet A1 should be revised ) • SITE PLAN 7 Clearly designate any side yards used to justify increases in allowable area based on Section 505 Carlsbad 96-432 4/3/96 • EXITS 8 In areas where the occupant load exceeds 30, two exits are required See Table 10-A (The lobby will have the occupant load of 46 from the corridors The lobby itself need two exits The exits shall be separated by half of the distance of the area it served (all the office area)) 9 Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served Section 1003 3 10 The maximum number of required exits and their required separation must be maintained until egress is provided from the structure Section 1003 1 • EXIT SIGNS 11 Exit signs are required whenever two exits are required Show all required exit sign locations Section 1013 1 12 The exit sign locations as shown are not adequate (The layout of the electrical plan is not the same as the architectural plan Please clarify) • FOUNDATION 13 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section 1804 3 14 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 15 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (When required by the soil report) 16 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report" Carlsbad 96-432 4/3/96 • FRAMING 17 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 10635 18 Provide calculation for panels 34,35,38,41,42,43,44,45,46 19 Provide calculation for panels 4,5,49,50 20 Provide calculation to justify detail 17/S-10 and 19/S-10 can resist the proper force 21 Sheet 15 of the calculation show PAI 35 for the 91/2" walls Detail 12/S-9 did not clearly specify it 22 Is the purlin across grid line 8 J-5 or W24x62? Please clarify 23 Are the straps for the subdiaphragm across grid line 8? Please clarify on the framing plan and reference the proper detail 24 Provide calculation to justify the detail 7/S-10, 24/S-9, 3/S-10, 8/S-10, 10/S-10 can transfer the proper force 25 Sheet 54 of the calculation show the horizontal steel for the piers are #3 @ 7"o c or #5@18" The panel elevation show 12 or 12B/S-8 The horizontal steel at the detail 12 or 12B/S-8 are #3@ 9" or 6" Please check 26 The panel length along line 8 shown on sheet 62,64 of the calculation did not match the elevation Please check 27 Sheet 71 of the calculation show the footing at opening along Ime1 is 2x2 with 3- #6 top and bottom The footing plan appears did not clearly show it Please clarify 28 Sheet 77 of the calculation show the footing along line B has #3 ties @ 24"o c The footing plan appears did not show it Please check 29 Sheets 81,87 of the calculation show the footing for line 6,10 have #3 ties 24"o c The plan appears did not show it Please check 30 The new door opening along grid line 1 between B and C is not on the structural sheet Carlsbad 96-432 4/3/96 • MISCELLANEOUS 31 Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof Section 1402 32 Note on the plans that suspended ceilings shall comply with UBC Tables 25-A and 16-O 33 Please refer to the following corrections for mechanical,plumbing,energy and elertrical items • ADDITIONAL 34 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 35 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q Yes a No 36 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 619/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you 4 ELECTRICAL PLAN REVIEW * 1993 NEC 37 Show the ampere interrupting capacity (AIC ) ratings of the subservice equipment NEC 110-9, 230-65 38 Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits Show the fuse letters if used to limit fault current Provide the fuse characteristics from the manufacturer to show that the fault current is limited to 10,000 amps at the subpanels Carlsbad 96-432 4/3/96 39 Provide GFI protected receptacles within 25 feet of HVAC equipment UMC 509 40 In all occupancies where the exit system serves 100 or more occupants, provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator) UBC 3313 & NEC 700-16 This applies within the manufacturing areas Note If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468 To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans 4 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS 4 PLAN REVIEWER GlenAdamek • PLUMBING (1994 UNIFORM PLUMBING CODE) 41 Detail required access clearance to water heater m attic, and required drain pan under water heater UPC Sections 511 0 & 510 7 42 Detail required ladder access to water heaters more than 8 feet above the floor UPC section 511 2 • MECHANICAL (1994 UNIFORM MECHANICAL CODE) 43 Provide mechanical ventilation in Molding # 128 as per UBC, Section 1202 2 1 44 Provide smoke detection in supply air duct for required automatic shut-off controls as per UMC, Section 608 For RF/1 and RF/2 45 Detail the required dust collection system for the Grind Room # 141, compliance with UMC Chapters 5 & 6 ' a) Detail the exhaust outlet clearances as per UMC, Section 609 10 b) Detail ducts conveying explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces UMC, Section 505 1 c) Detail minimum duct conveying velocities as per UMC, Section 505 4 and Table 5-A d) Detail duct support as per UMC, Section 609 6 e) Detail clearances from combustibles as per UMC, Section 609 8 Carlsbad 96-432 4/3/96 f) Detail protection from physical damage as per UMC, Section 609 9 • ENERGY CONSERVATION 46 In detail 1 on sheet A8 show the required insulation at the soffit over the entry area, detail 1 2 sheet AD2 Also correct the energy design 47 The two 75 watt recessed incandescent light fixtures 'H' are not shown on the LTG- forms Please correct 48 Show the dayht areas and required daylit area lighting controls for lighting in dayht areas in the Lobby # 101 Title 24, Part 6, Section 131(c) 49 Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 50 The heat pump # 3 in the energy design does not match the heat pump # 3 shown on the plans Please correct 51 The mechanical section of the PERF-1 form on sheet A9 is not signed 52 Complete energy plan check will be done when complete corrected energy designs are provided Note If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad 96-432 4/3/96 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2731 Locker West PLAN CHECK NO 96-432 DATE 4/3/96 BUILDING OCCUPANCY B/F-l/S-1 TYPE OF CONSTRUCTION HI-N BUILDING PORTION office manuf/warehouse / Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (sq ft) 4832 45,007 4832 49839 VALUATION MULTIPLIER 55 24 35 1 7 VALUE I ($) I 265,760 00 1,080,16800 16,91200 84,726 30 1,447,56630 UBC Building Permit Fee UBC Plan Check Fee Comments $ 4,435 50 $ 2,88208 Sheet 1 of 1 valuefee dot i / City of Carlsbad Engineering Department DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB APPROVAL The Item you have submitted for review has been approved The approval Is based on plans, information and/or specifications provided in your submittat therefore any changes to these Items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result In suspension of permit to build LJ A Rignt-of-Way permit is required prior to construction of the following improvements ENGINEERING DEPARTMENT DENIAL Please see the attached report of deficiencies marked Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By.Date rOROTFIOAL USE ONLY ?v ^ X &" * , < ift~i.~f^,^Mtsp*~£f.jf^, v •• (S? ATTACHMENTS ENGINEERING PERT CONTACT PERSON Dedication LJ Dedication LJ Improvement Apt CD Improvement ChecWlst LJ Future improvement Agreement D Grading Permit Application Q Grading Submmal Checklist D Rfgrt of Way Perm* AppUcatton LJ Right of Way Permit SubmtttaJ Checklist and Information Sheet LJ Sewer Fee Information Sheet NAME C«y of Carlsbad ADDRESS 2075 Lag Palmas Dr. Carlsbad. CA 92009 PHONE (6191 438-1161. Btt A-4 REV 08/11/94 2O75 Las Palmas Dr • Carlsbad, CA 92OO9-1576 • (619) 438-1161 • FAX (619) 438-0894 X\J I I / "*> BUILDING PLANCHECK CHECKLIST SITEPtAM ndV 3rdV GK D D 1 Provide a fully dimensioned site plan drawn to scale Show Q/D GJ D A North Arrow D Property Unes Easements B Existing & Proposed Structures E Easements C Existing Street Improvements F Rights-Way Width & Adjacent Streets D 2 Show on site plan A Drainage Patterns C Existing Topography B Existing & Proposed Slopes D 3 Include note "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)" [Per 1985 UBC2907(d)5] On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent" (per 1990 UBC 2907(d)5) D 4 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include Total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION P-\DOCS\CHKLjrr\BP0001.Frai P«Q« 1 014 MKV06/11/M BUILDING PLANCHECK CHECKUST DISCRETIONARY APPROVAL COMPLIANCE 5 Project does not comply with the following Engineering Conditions $ approval for Project No P[ P tf f?-// ^tfLu^&y Conditions were complied with by Date DEDICATION REQUIREMENTS D D D 6 Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for ail new buildings and for remodels with a value at or exceeding $ -pursuant to Code Section 1840030 Dedication required as follows Attached please find an application form and submittal checklist for the dedication process Provide the completed application form and the requirements on the checklist at the time of resubmrttal Dedication completed by Date IMPROVEMENT REQUIREMENTS D D D 7a All needed public improvements upon and adjacent to the building site must be constructed at time, of building construction whenever the value of the construction exceeds $ -pursuant to Code Section 18 40 040 Public improvements required as follows Pleas* have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineenng Department Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit Attached please find an application form and submittal checklist for the public improvements requirements Provide the completed application form and the requirements on the checklist at the time of resubmrttal Improvement Plans signed by Date P^OOCSVCHKLSTNBPOOOIJmi Pag»2oM REVOS/1VM a a LOV ana a BUILDING PLANCHECK CHECKUST 7b Comtudfon of the public improvements may be deferred pursuant to code Section 18.401 Please submit a recent property title report or current grant deed on the property and processing fee of $ i so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit Future public improvements required as follows Improvement Plans signed by Date 7c Enclosed please find your Future Improvement Agreement Please return signed and notarized Agreement to the Engineenng Department Future Improvement Agreement completed by Date 7d No Public Improvements required SPECIAL NOTE Damaged or defective- improvements found adjacent to building site must be repaired to the satisfaction of the Citv Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 8a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 8b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached NOTE The Grading Permit must be issued and rouh rading aroval obtained prior to issuance of a Building Permit Gracing Inspector sign off* D D D 8c No Qradtog Permit required P-\DOCS\CHiaST\BM001.FRtt Pig*3 of 4 RCV06/11/M BUILDING PLANCHECK CHECKLIST P D 9 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to* street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities Right-of-Way permit required for _ A separate Right-of-Way permit issued by the Engineering Department is required for following J^n) rM- —M~4 ^fjjL>t5^( _ O / f ^ i^s. D D 10 A SEWER PERMIT is required concurrent with the building permit issuance The fee I is noted in the fees section on the following page D D 11 INDUSTRIAL WASTE PERMIT is required Applicant must complete Industnal Waste Permit Application Form and submit for City approval pnor to issuance of a Permit Industrial waste permit accepted by _ Date P-\DOdVCHKUT\BP0001.Fmi Pag»4aT4 RBVOB/11/M <f- > it ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET ED Estimate based on unconfirmed information from applicant G Calculation based on building plancheck plan submrttaL Address P 9 DJ (d-1 3 / V^D tZw zOJ Prepared by BIdg Permit Date (Checked by Date EDU CALCULATIONS List types and square footages for all uses . Ijuu^*- Types of Use/Q&xJ ^l^^alu^J Sq Ft {UrMs4-( %Z 2. Cti jucJL. EDU s APT CALCULATIONS List types and square footages for all uses Types of Use/t/^^t^U^^^^W7 Sq Ft /Units / /• 6 ° otal ADTs FEES REQUIRED PUBLIC FACILITIESFEE REQUIRED D YES D NO (See Building Department for amount) WITHIN CFD "HiYES (no bridge & thoroughfare fee D NOt&J^YES (no bridge & thoroughfare fee i reduced Traffic Impact Fee) IN LIEU FEE FEE/UNIT PARK AREA X NO UNITS =$ TRAFFIC IMPACT FEE ADT s/UNITS FEE/ADT =$ BRIDGE AND THOROUGHFARE FEE ADT s/UNITS FACILITIES MANAGEMENT FEE X FEE/ADT _ ZONE c^ X FEE/SQ FT • SEWER FEE PERMIT No _ EDUs I lo (a X BENEFIT AREA EDUs i 6 DRAINAGE FEES PLDA ACRES 3 X FEE/EDU DRAINAGE BASIN _ X FEE/EDU HIGH X. X FEE/AC =$ /LOW *SEWER LATERAL ($2 500 DEPOSIT) &8 WATER FEE EDUs FEE/EDU TOTAL OF ABOVE FEES* / 3 *NOTE This calculation sheet Is NOT a complete list of all foes which may be due Dedications and Improvements may atso be required with Building Permits P \DOCS\MISFORMS\BP0002 FRM REV 01/04/95 Fee ESTIMATE Assessor Parcel Numb 209 081 20 IN CFD#1' Y IN BRIDGE AND THOROGHFARE DISTRICT? Y PEDI INDUSTRIAL BUILDING Traffic Impact Fee 32 402 Warehouse 162 4 832 Office 97 12 605 Manufacturing 50 0 Retail 0 309 $ 6 798 00 Bridge and Thoroughfare District 32 402 Warehouse 162 4 832 Office 97 12 605 Manufacturing 50 0 Retail 0 309 N/A Facilities Management Fee Zone 5 32 402 Warehouse 4 832 Office 12605 Manufacturing 0 Retail 040 SOFT $ 19935 60 Sewer Sewer District Carlsbad Benefit Area G 32 402 Warehouse 6 48 4 832 Office 2 68 12 605 Manufacturing 2 52 0 Retail 0 Capacity Fee 11 68 $ 21 094 00 Benefit Area Fee 11 68 $ 888 00 Water Water District Carlsbad 32 402 Warehouse 6 48 4 832 Office 2 68 12 605 Manufacturing 2 52 0 Retail 0 11 68 $ 28 032 00 Drainage Area Fee 3 26 ACRES B HI $ 18 034 00 TOTAL $ 94 781 60 Prepared by Engineering Department 5/24/96 Page 1 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE APROJECT INSPECTOR PROJECT ID P.G-.D, LOTS REQUESTED FOR RELEASE N/A = NOT APPLICABLE v* = COMPLETE 0 = Incomplete or unacceptable u DATE I/till* 7 ^ GRADING PERMIT NO P/P ?£--/ OP / 2. 1st , fI/I/ V t/ / / S *k/ / 2nd , 1 2 3 4 5 6 7 8 9 10 Srte access to requested lots adequate and logically grouped Site erosion control measures adequate Overall srte adequate for health, safety and welfare of public Letter of request for partial release submitted 8Vz" x 11" srte plan showing requested lots submitted Compaction report from soils engineer submitted Engineer of work certification of work done and pad elevations Geologic engineer's letter if unusual geologic or subsurface conditions exist Project conditions of approval checked for conflicts Can water service be installed pnor to bringing building combustibles on site D Partial release of grading for the above stated lots is approved for the purpose of building permit issuance Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process Partial release of the srte is denied for the following reasons Senior Inspector Project Engineer Dale Date II \l IUKAKYM N(i\WII)AIA\INSII C\ \KMMS\I AK IM II I KM CITY OF CARLSBAD ENGINEERING DEPARTMENT 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 SPEAR & ASSOCIATES CIVIL ENGINEERING & LAND SURVEYING PO BOX2117 Valley Center, CA 92082 (619)749-2280 JUL 8I996I * r • 1115 E Pennsylvania Ave Escondido, CA 92025 (619)737-7272 Fax (619) 737-7274 RE: ROUGH PAD GRADING CERTIFICATION FOR LOT 20, CT 74-21, MAP NO. 10372 I HEREBY CERTIFY THAT THE ROUGH BUILDING PAD AS SHOWN ON THE GRADING PLAN FOR SAID LOT 20 (DRAWING NO. 345-8A) IS WITHIN 0.2 FEET OF THE DESIGN GRADE, I.E. 380.75. RESPECTFULLY SUBMITTED, RAY SPEAR L.S. 6404 P 1/3 DATE TO ATTN FAX NO FROM SUBJECT. Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619)438-3155 • FAX(619)931-0915 FAX TRANSMITTAL T^M WO yfro NUMBER OF PAGES INCLUDING COVER SHEET ^ v;' f- ;"fc . : ;,$£&?. ^ - A:^^^5 >c PER YOUR REQUEST FOR YOUR INFORMATION FOR YOUR FILES PLEASE REVIEW AND RESPOND URGENT HARD COPY TO FOLLOW COMMENTS Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619)4383155 • FAX (619) 931-0915 JulyS, 1996 WO 1950-B-SD Hamann Construction 475 West Bradley Avenue El Cajon California 92020 Attention Subject Gentlemen, Mr James Graves Interim Report of Rough Grading, Lot 20 Carlsbad Oaks Business Center, CT 74-21, Carlsbad, California Grading and processing of original ground within the building pad area at the subject site was observed and selectively tested by a representative of GeoSoils, Inc during the earthwork phase of development on Lot 20, of the Carlsbad Oaks Business Center The work performed to date is in general conformance with the recommendations contained in oir referenced report, dated January 8,1996 and with the grading ordinance of the City of Carlsbad, California A final compaction report of rough grading and improvements construction, including observations and testing results for rough grading, utilities and driveway/parking areas, is forthcoming The opportunity to be of service is greatly appreciated If you have any questions, please do not hesitate to call our office Respectfully submitted, GeoSoils, Inc Reviewed by Robert G Cnsman, CEG 1934 Project Geologist RGC/LFA/ah Distribution (2) Addressee Fernaneltf" Aragon Geotechnical Engineer J UL_ Hamann Construction, Inc , W 0 1950-B-SC Lot 20, Carlsbad Oaks July 3,1996 Page 2 REFERENCES GeoSoils, Inc, (1996), Preliminary Geotechnical Evaluation Lot 20, Carlsbad Oaks Carlsbad Tract 74-21 Carlsbad, California, dated January 8, by GeoSoils, Inc W O 1950-SC GeoSoils, Inc (1996), Grading and Foundation Plan Review, Lot 20, Tract Number 74-21, Carlsbad Oaks Carlsbad, California, dated April 17, W 0 1950-SC San Diego Geotechnical Consultants Inc (1988), As Graded Geotechnical Report Addendum, Carlsbad Oaks Business Center C T 74-21, Carlsbad, California, dated July 21, job no 05-1079- 002-03-10 San Diego Geotechnical Consultants. (1987), As-Graded Geotechnical report, Final Report of Mas Grading Carlsbad Oaks Business Center Carlsbad Tract 74-21 Carlsbad, California, dated February 19, job no 05-1079-002-00-10 GeoSoils, Inc. o- ex. "I ® S -ffitO tO (tJ O Q Q Q/a: iO i- CM CO * * *-*.*.*: Q) (D <D.c .c .c 000 jfl cd co Q. Q. O. PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Address »/75/ Planner David Rick Phone (619) 438-1161 ext 4328 (Name) APN Type of Project and Use Zone PAI Facilities Management Zone CFD@out) # circle (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department) Legend Item Complete Item Incomplete - Needs your action Environmental Review Required YES DATE OF COMPLETION NO TYPE Compliance with conditions of approval9 If not, state conditions which require action Conditions of Approval Discretionary Action Required YES APPROVAL/RESO NO PROJECT NO PlP NO DATE TYPE PlP OTHER RELATED CASES Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval &*&>*•* # ? &•**-<* 'for California Coastal Commission Permit Required YES NO v DATE OF APPROVAL San Diego Coast District, 3111 Cammo Del Rio North, Suite 200, San Diego, CA 92108 (619) 521-8036 Compliance with conditions of approval9 If not, state conditions which require action Conditions of Approval EMD D Inclusionary Housing Fee required YES I NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993) Site Plan D 1 Provide a fully dimensioned site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines n 2 Provide legal description of property, and assessor's parcel number Zoning D 1 Setbacks / / n n/ n n Front Int Side Street Side Rear 2 Lot Coverage 3 Height 4 Parking Guest Additional Comments H Required Required Required Required Required Required Spaces Required Spaces Required */<U Ateih * H Shown Shown Shown Shown Shown Shown Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE 7 K \ADMIN\COUNTER\PI_ANCK FRM 1-17-96 Gifvof Carlsbad 96035 Fire Department • Bureau of Prevention General Comments Date of Report Thursday, July 11,1996 Contact Name Ken Smith Address 435 W Bradley Av City, State El Cajon CA 92020 Bldg Dept No 96-432 Planning No Job Name P E D I /Lot 20 Job Address 2731 Loker Ste or Bldg No Approved per Michael Smith on the condition that the water improvements must be completed prior to occupancy 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 City of Carlsbad 96035 Fire Department • Bureau of Prevention Plan Review Requirements Category Building Plan Check Date of Report Thursday, July 11,1996 Reviewed by Contact Name Ken Smith Address 435 W Bradley Av City, State El Cajon CA 92020 Bldg Dept No 96-432 Planning No Job Name P E D I /Lot 20 Job Address 2731 Loker Ste or Bldg No K| Approved - The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements D Disapproved - Please see the attached report of deficiencies Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review For Fire Department Use Only Review 1st 2nd 3rd Other Agency ID CFD Job# 96035 File# 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 City of Carlsbad 96035 Fire Department • Bureau of Prevention General Comments Date of Report Friday, May 31,1996 Contact Name Ken Smith Address 435 W Bradley Av City, State El Cajon CA 92020 Bldg Dept No 96-432 Planning No Job Name P E D I /Lot 20 Job Address 2731 Loker Ste or Bldg No Disapproved by C Balch Provide three sets of corrected plans to the BUILDING DEPARTMENT for routing to the appropriate departments 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 City of Carlsbad 96035 Fire Department • Bureau of Prevention General Comments Date of Report Monday, April 1,1996 Contact Name Ken Smith Address 435 W Bradley Av City, State El Cajon CA 92020 Bldg Dept No 96-432 Planning No Job Name PEDI/i_ot_20 Job Address 2731 Loker Ste or Bldg No Disapproved by C Balch Submit three sets of corrected plans to the building department for routing to the appropriate departments 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 HAZARDOUS MATERIALS MANAGEMENT DIVISION SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE MMMnMCJimmiBcr COUBTT OF SAI OIE60 Business Name Contact Person Telephone Plastics Engineering & Development, Inc , R. L. Sweigart, Jr (619) 931-1 Mailing Address 6108 Avenida Enemas, Site Address 2731 LOfKER WEST City Carlsbad, City C/*m-S6/\ State Zip CA 92009 State Zip Plan File/ Plan file* 844 =ART I FIRE DEPARTMENT HAZARDOUS MATERIALS MANAGEMENT DIVISION OCCUPANCY CLASSIFICATION 'ndteet* bv circling the item whether your businee* will u*e orocee* or store any of the following hazardous matenals If any of the items are circled apptac*nt must contact the Fire Protection Agency with junsdiction pnor to plan •ubmttal 1 Explosive or Blazing Agents 4 Flammable Solids 7 Pyrophoncs 10) Cryoaencs 13 Corrosives 2 Compressed Gases 5 Organic Peroxides 8 Unstable Reactive* 11. Monty Tone or Tone Matenals 14 Other Health Hazards 3 Flammable or Combustible Liquids 6 Ondizars 9 Water Reactive* 12. Radioactrves PART II COUNTY OF SAN DIEGO HEALTH DE°ARTMENT HAZARDOUS MATERIALS MANAGEMENT DIVISION. CONTINGENCY PLAN REVIEW If the answer to any of the questions is yes applicant must contact the County of San Diego Hazardous Matenals Management Division. 1255 Impend Avenue 3rd Floor San Diego CA 32186-5261 Telephone (619) 338-2222 pnor to the issuance of a building permit. r=ES MAY BE REQUIRED Is your business listed on the reverse side of this form? Will your business dispose of Hazardous Substances or Medical Waste in any amount? Wai your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons 5OO pounds 200 cubic feet or carcinogens/reproductive toxins in any quantity? Win your business use an existing or install an underground storage tank? Will your business store or handle Acutely Hazardous Matenals? OFFICE USE ONLY [ [ RMPP Exempt I Date Initials [~] RMPP Required I Date Initials [ [ RMPP Completed Date Initials PART III SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT If the answer to any of the questions is yes applicant must contact the Air Pollution Control Distnct, 9 ISO Chesapeake Drive Sen Diego CA 92123 Telephone (619) 694-3307 pnor to the issuance of a building permit YES NO » Win the intended occupant install or use eny of the equipment listed on the Listing of Air Pollution Control Distnct Permit Categories on -- reverse side of this form? (ANSWER ONLY IF QUESTION 1 IS YES ) Will the subject facility be located within 1 000 feet of the outer boundary of a school (K thru I a* fitted in the current Directory of School and Community College Districts published by the San Diego County Office of Education and f- current California Private School Directory eompded in accordance with provisions of Education Code Section 33190? _ Briefly describe nature of the intended business activity n Moldin for the medical and general marketplace _ 2 I — I Name of Ownvr or Authonzed Agent* R L Sweigart, Jr.Praside/it & COO Signature of Owner or Authonzed Agent. I a and correct ry that to the best of my knowledge and belief Uw responses made ner-m a • Date Mav 24. 1996 FIRE DEPARTMENT OCCUPANCY CLASSIFICATION . BY .Data Arrnovto KM tuuMNa pBMrr sur NOT ocaa>«Ncr. APCO ATTBOVn) rOH OCCUPAMCr COUNTY HMMO APCO 9 11AM FPOM PEDI 6199311753 Plastics Engineering & Development, Inc. Injection Molding Professionals April 16, 1996 Ken Smith RLS-96-306 435 W Bradley Ave, Ste C Via FAX ElCaion CA 92020 Ref PEDI - Hamann Construction Dear Ken Following are the listing of processes you requested for the proposed building on Loker Avenue 1) Clean Room Molding - Room 126 A Class 100 000 clean room thermo-plastic injection molding area using standard non- hazardous thermo-plastic resins 2) Mold-Room 128 An area housing standard injection molding machines using standard non-hazardous thermo-plastic resms 3) Storage-Room 135 Storage area used primarily for the storage of metal injection molds and tooling 4) Warehouse - Room 139 An area used to store finished products produced from thermo-plastic resms 5) Warehouse - Room 140 An area used to store standard non-hazardous thermo-plastic resins raw matenals 6) Raw Material Preparation Area - Room 101 An area used to mix and prepare dry non-hazardous thermo-plastic resins for use in Room 126 and 128 If you have any further questions, please do not hesit?te to call me Sincerely, ^ A // R C Sweigart, Jr Vice President & COO April 17 1996 Plastics Engineering & Development, Inc. Injection Molding Professionals Ken Smith RIS-%-307 435 W Bradley \ve Ste C El Cajon, CA 92020 Ref Hazaidous Substances Dear Ken To the best of our knowledge Plastics Engineering & Development, Inc does not use am hazardous compounds or substances in our manufacturing operation All of ou^ raw materials are non-hazardous thermo-plastic resins If you have any further questions, please do not hesitate to call me Sincerely, R L Sweigart Jr Vice President & COO 6108AvonidaCncm3G - Carlsbad, CA 82000-1008 • (619)931.1844 . Fay APR-1T-96 WED o 29 619931175? P 01 R2H Engineering, Inc PROJECT _ JOB NO DATE 4- BY_e -TO SHEET-OF- n -$4-7 •z-l LINE 6- IT BY R2H Engineering, Inc PROJECT _ S11R.IFHT WML- JOB NO DATE SHEET.OF- P I /A 7E / «- / 0 / C / P M/A P7/A AT R. / 034 ,37 P3>, Vs 214 0,2 1-7 2,14 13 U4- . 17 2,3 2,3?-.1-) n !?4 t7 ,n *2-^ ii3 I *~ ,7/1- ^7 /6 3.3 /<?.4 ItC. 28 12. -2- 3 3 3 7 3 7 3 Z\ /e IBi'l 42 TL 41-2 -3 - BY R2H Engineering, Inc PROJECT pS^XT SUBJECT LIM-qg"U-<g-- JOB NO DATE - SHEET OF- >bf=^ - = . 4 -= 2 4 4 rrvJ M i "J 'T2E1 U f* PL - 44* 14 - ^ ,^ ^c i ^ ^ , 4 /, O >- | -7 - ?/ ^ J 7 44 4, I \^p R2H Engineering, Inc JOB NO PROJECT ^^ DATE — BY SMRIFHT LJiNJ-r-B-S» CePivTr. SHEET L^ QF > "j"8" *~7 4 - 9 ^K C" ~ * = I-? 4- "7 /.i** BY R2H Engineering, Inc PROJECT SUBJECT JOB NO DATE 4- - SHEET-OF_ _ I 1?, => BY R2H Engineering, Inc PROJECT JOB NO DATE — SUR.IFfVr-gfeTA4L-"fe»' 0 SHEET OF_ - I "7 =r -Z 4- "7 k 0 Acre R2HEngineering, Inc JOBNO PROJECT FEfe> XT DATE BY £?R. SUBJFCT TPer/Ui-^ <g. <^ig, iQj >ia ^aJT SHEET OF 7 rt ffe , -> iu -L - - > 2-Ff Engineering, Inc PROJECT. JOB NO DATE BY SUBJFfTT- E?i=-T/<vJL SHEET-OF- \\.(S- •»< \4*4 4 4 <5>-6. ^K - <4\ IN 4-1 | ^^\ J PEDI FOR SUBJECT SHEET NO: BASIS OF DESIGN & MATERIALS ROOF FRAMING COLUMNS & COLUMN FOOTINGS LATERAL, DIAPHRAGMS, CHORDS, LEDGERS WALL TIES, SUBDIAPHRAGMS, DRAGS WALLS OUT OF PLANE WALLS IN PLANE FOOTINGS 1 - 3 - 9 10 - 15 - 27 - 46 - 69 - 2 8 14 26 45 68 88 STRUCTURAL CALCULATIONS RJK ENGINEERING, INC Consulting Structural Engineers 11545 W Bernardo Court, Suite 300 San Diego, CA 92127 (619) 673-8416 (619) 673-8418 FAX Job No C96-021 By GSM Checked By Date 03/04/96 D \calc\96021gm R,H ENGINEERING, INC BASIS OF DESIGN Scope of Servn.es Established Y N Project Scheduling Y N Project Name_J2£E3L_ Project No Project Engineer A Date 2. \ , . , .C 7 AAuthorizing Jurisdiction oeismic ^one ^r Governing Code(s) 1 ^^ 4 \J Go- Structure Data Descnption ~p t-T -\ ) r •Occupancy Type of Construction Exterior Wall Material COM C Site Plan Grading Plan Special Conditions •Importance Factor j , O •Wind Exposure C, Structure Plan Area T^f §4 Z— Total Floor Area (Bids Only) ^f&fZ- Overall Bldg/Structure Heights "2-%? ' Mezzanine Y (R> Area Elevator Y^F5 Stairs Y ffl) Type Soil Report By G-&5>COI U^ J ^J C^ Content (Check, items included in report) Foundation Tvpe CONJlJ ^A/(WAL- Expansive Soils l*^ Adiacent Loads/Slopes Settlement "•""" Liquefaction Cut/Fill lone Within Structure Special Conditions Report No ^ 0 1? Test Bonng Plot Plan * •Soil Classification > Water Table Elevation Active Pressure ^ Passive Pressure "* S^-SC. Date /-S->?fc s^ s~ ^ Building or Tank Wall Pressure •Design Beanng Capacity 1^- Roof Construction CW^- wQl'iT p^&tl2^fe'/) Roofing Material •Roof Loads 20 pst (subject to reduction— see design memo) Mechanical Equipment Weights SOG> "° Location oxjEsZ "2_ <?t)r£WA/£ ('•7r;ol'0 fs^ » Support C,M Ont(=t'5 Special Conditions Roor Construction Floor Loads (Provide Concentrated Loads Special Conditions //A load mapping as required) •Shops Drawings (Check those that apply) ^Prefab roof truss or I-Joist Glulaminated Timber Structural Steel Misc Metal (Where parts are shop welded) Fire Sprinkler System Storefront System/Skylites _Anchor Bolt Layout V Reinforcing Steel erete Mix Other •Special Inspections (Check those that apply) ^Concrete Placement and Strength _J^_BoIts in Concrete/Masonry \XHeinforeing Steel Placgment '^Welding Field ^""^ SShop _ HS Bolts _ Masonry Pnsms Required Y N _ Piling/Caissons _ Shotcrete ^Drilled in Anchors A-^ Other _ -ihow on contract drawings 0 \CW\BAS1S-OP DSO R2H Engineering, Inc PROJECT J JOB NO DATF BY_SHEET -OF_ MATERIALS, GRADES AND STRENGTH Following is used in all cases unless specifically noted otherwise on the plans ROUGH FRAME Studs plates and blocking Joists Rafters and Headers Beams Stringers and Posts (4" & larger in width) Glu Lam Beams Submit ATTC Certificate of Compliance DFL Standard or Better No 2 No 1 24F-V4 Simple Span 24F-V8 Canblevered Span Use common wire nails for all designed conditions and UBC Table 25-Q (Nailing Schedule) in other cases All framing anchors are by Simpson Strong Tie (Equivalency approval, if requested, based on ICBO Research Reports) Vertical (shear wall) and horizontal wood diaphragm sheathing APA Rated CDX Structural I CONCRETE BLOCK MASONRY Hollow Core Mortar Types Grout Types Design Strength CONCRETE Foundation Slab on Grade Tilt-up Walls Drilled Piers Supported Slabs \ Beams & Columns/ Concrete on Deck Water Structure REINFORCING STEEL ASTM A615 ASTM C90 Grade N-l, fm= 1800 f c = 2000 f m= 1500 Strength (psi) 2000 3000 3000 2500 4000 3000 4000 Gr 40 No 5 and smaller Gr 60 No 6 and larger Medium Weight UBC Std 24-20, 2403 (c) UBC 2403 (d) (solid grout) UBC 2405 (c) Max Aggregate Size I'/i" 1' V4" 1V4" Slump 4" 3" 4" 4" 4" 4" 4" (Use Gr 60 for all tilt-up panel steel except base dowels) ASTM A706 Gr 60 All welded rebar Welding of rebar to conform to A W S #D 1,4-79, submit certificate of carbon equivalent and weld procedure prior to any welding of rebar Special inspection required for all field welding Submit certificate of compliance for all shop welding or provide special inspection STEEL Unfinished Bolts High Strength "Bolts Pipe Column Structural Tube Shapes, Plates & Bars COLD FORMED STEEL Studs and joists Tracks and Runners Galvanize per ASTM A307 ASTM A325 ASTM A53, Type E or S, Grade B Fy=°35ksi ASTM A500, Grade B Fy=46ksi ASTM A36 Fy=36ksi ASTM A446 Grade A FY = 40 KSI ASTM A446 Grade A FY = 33 KSI ASTM A525 R2H Engineering, Inc JOB NO DATE ~Z RV flrfZ. SllRlFfTT "^g^F L^T^fc^^ _ SHEET-J5 _ OF S-^- UT L. R2H Engineering, Inc PROJECT JOB NO DATF SHEET-OF- L U - V=V - 214 in3 Pf L pu LL I -BY R2H Engineering, Inc PROJECT. ^ SUBJECT. JOB NO DATF SHEET OF_ I ^"4 A-T A Li- £ C Put wire" ' " LL r 16" (=**= V- A r ' * -144 A-T LL - At R2H Engineering, Inc O BY_ PROJECT SUBJECT JOB NO DATE "Z - *\ C SHEET-OF_ LU - S -K UU = \t ¥- - 4-4 k = 4 i !« 44- 4 4 g 44. '< R2H Engineering, Inc PROJECT JOB NO DATE SHEET "7 _ OF fY U-I "2 *{<f-Z- 4IC = 17- R2H Engineering, Inc PROJECT JOB NO DATE BY.SHEET OF 4- = 1 "si ^[^ '£. ^e^viKs- -X It /I cfiS PLATE"}*/ XX 3-3/4- 3 X 12?aCNGi\ ,' NELSCN SUTS- j k z-*^•r=^ 1 I/" i -3 1 4 i/r Js i 4 1/3- J 1 1/2' INSTALLED 05122-047 R2H Engineering, Inc PROJECT JOB NO DATF 6Y_SUFLIFHT JggfcgF F=T6l SHFFT QF c - L U/4- '<. / > U/ R2H Engineering, Inc -rf"*^ f - BY_ V j- PROJECT SMR.IFHT JOB NO DATE SHEET-OF- W 4-J ^ *4*\' rn ^ "3 ' -6AM s A<* T2.0-T -7 .-u life -i<rV = .T44--7 4-75- R2H Engineering, Inc JOB NO BY. PROJECT siiR.iFrrr SHEET.I!OF- R2H Engineering, Inc PROJECT f^fat-^3 BY_ JOB NO DATE SHEET \t OF d c LIME- T -"7 M n m Tzl &-? 06, R2H Engineering, Inc PROJECT SUBJECT. JOB NO DATE SHEET LI OF LIN= R2H Engineering, Inc PROJECT JOB NO DATE ^ -°l SHEET \ T OF4 \A/5,Ufc7 J WALL : U 4AV/5- -[E^ -p -p^E. pA FT*? A\/!ifit ME.-J-AL JU-A. 1 7 v/iLL Uf A^SA wl-pJ A j^i' A &?& - i 11 > j 2-11 I 30 = 144 14 V/SUP 4 4-" #1 "O BY- R2H Engineering, Inc PROJECT SUBJECT. JOB NO DATE -2 -°i SHEET-OF. -/- ED Fr. EJ 3 J 4-7 ^ ~7 4- K R2H Engineering, Inc.JOB NO PROJECT, SUBJECT _f OF M = _ t ' , ,~^""' •=5? ~*" Z- .£• - -41" 4: R2H Engineering, Inc. PROJECT JOB NO DATE SHEET . OF- - «-*- '< t- U .4: BY_ R2H Engineering, Inc PROJECT. SUBJECT. JOB NO DATE Z. -°\C» SHEET \<% OF_ U/AJUs*? r^^—ero-so J/ + - TYPICALQrstTdi PATTERN WSClLf GIST PE3 PLAN O / v/ tL zt , H1N / JOI > 5^—^ssI Tl I OR. NO i s aeTTsr NA WIDTH TO 3£ THAT OF ONE Pt£.C£ MIN NAILS) LBCTH AT TI1_T-<JP MAU. SB SHALL ATTACH NAILS3 TO TCP CHORD »t4 WOOD SCHgM AT 12 0 C STAGGEHS} It 5/3 HIN B«€D IMTQ WOOO) HOLES 5VP IN JOIST CH3RD R2H Engineering, Inc PROJECT. ,VT JOB NO DATE "Z- - SHEET 11 OF- X TTF EA. JOIST • JOIST SIRDBR PER "LAN .^n R2H Engineering, Inc PROJECT JOB NO DATE- BY SUBJECT J SHEET-OF- AT -TIE A-T 'J ^<^xX ,_,_ z-s U/ R2H Engineering, Inc. PROJECT _J JOB NO DATE SHEET OF AT CsT _s c- V2 s-aos a N DR. Mo 2 ' NAILS3 W/ 3/4 3 M 3 AT IS 0 C W/ IQAP I MAX ) * TOTAL \ \J_ W3J3 / LENGTH HIN JOIST Gifoei PES S 3/4 a SOED 40 0 324 I 0 PEB 5IFC&I MANUACTUREH 05210-009 NOTE P'PS SLEEVE SHALL 86 DESIGNED FCR A BOLT LOAD OF a » « RY R2H Engineering, Inc PROJECT. £ SUBJECT- JOB NO DATE AI.T _ SHEET QF_ C*»>v R.l/4 x4 xQ-3 ES 2- 3/4' y 90.TS 2 PAIRS OF PUTK aS *HESE NAILS? tZOJRS 3 x NAILS? STEP, J3I5TS 05210-009A R2H Engineering, Inc PROJECT. BY SUBJECT <£l TZ? JOB NO DATE — SHEET-OF- JOIST PER PLAN >«CN OCCURS AT CENTER OP COL CO MOLES 3/4 X 3 X I -O ER SHOES STABILIZER PLA' SIRDER TOP CHORDS 9IRDER BEARING C R2H Engineering, Inc PROJECT SUBJECT. JOB NO DATE — SHEET-OF- T ALL H& TALL 1 4- - A S ALL SHALL AtJp LAYOUT TALL = 1 8 TALL - TALL = TAU, * -BY_ R2H Engineering, Inc JOB NO DATE- SHEET- X rr IITJ-Jl" i _..r&'-'-- ,- MIKJ M Jg-pJ&uJH rrr ^U?——4 R2H Engineering, Inc PROJECT RY 63M SUBJECT JOB NO DATE SHEET OF B PIE i 01 -si -- l 4-7 - t 47 P/3a ^X^-- / /77 COL r>_ e. R2H Engineering, Inc PROJECT _ f^ BY & JOB NO DATE^ SHEET- pA^feL& * £0 UXj tS-7 » J u/ e {54= -2-=*$- e- R2H Engineering, Inc JOB NO PROJECT DATE -2 - -T I L.T SHEET-OF- UNE" UllNlt> -^ el ^1^1 '«- U/ u/ v y -7 t'zV BY_ R2H Engineering, Inc PROJECT f='£t=>±: JOB NO DATE SIIR.IRTT T1L.T OF- rf-pK - * -> - , + 4 ^ - "2 ^ ,. R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT WALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL PANEL AT LINES A & G r^- *s HALL DATA Hall Height Parapet Height = Thickness = Rebar Size jj Rebar Spacing = Hall ZICp Parapet ZICp Mm Allow Defl Ratio = Fixity I Used § Base Seismic Zone = MATERIAL DATA f'c Fv Phi Mm Mm Max Max 'd1 23 00 ft 4 00 ft 7 50 in 5 16 00 in 0 300 0 300 150 000 0 0 4 VERTICAL LOADS Uniform Dead Load = 234 0 S Uniform Live Load - 0 0 S Ecc = 7 00 in Concentric Dead Load - 0 0 i Concentric Live Load - 0 0 f Concrete Height = 145 00 pcf LATERAL LOADS - Point Lateral Load = Height from Base (this is a Seismic Load) Uniform Lateral Load = distance to Bottom = distance to Top = (this is a Seismic Load) Hind Load = 3000 psi 60000 psi 0 90 0 0020 0 0012 18 00 in 00 in 38 in 62 psf 00 in 18 3 90 12 Vert Steel I Horn Steel I Vertical Spacing Horizontal Depth To Steel Hall Weight Effective Strip Width Live & Short Term Loads Combined Seismic Parapet Wt Used FACTORED LOAD STRESSES Seismic Basic Defl w/o P Delta Basic Mu w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment LOAD FACTORS USED ACI 9 1 & 9 2 DL ACI 9 1 S 9 2 LL ACI 9 1 & 9-2 ST Seismic = ST = 9 2 Group Factor 9 3 Dead Load Fact = 9 3 Short Term = Factor Factor Using UBC Sec M n * Phi Moment Capacity Applied Mu e Mid Height Mu @ Top of Hall Allow Axial Stress Actual Axial Stress Max As * 0 6 * RhoBal 8 0128 Maximum Service Deflection Ht/Service Defl Ratio SUMMARY 1914 0 method Exact, Non-Iterated- Seismic 45461 2 in f 4 in S 2 m i 0 psi 44249 5947 120 18 2 psi 0 0057 0 126 in 2184 1 Space bars 8 base of parapet at ACI ACI ACI UBC 2625(c)4 UBC 2625(C)4 "1 4" "0 9" 40 70 70 10 0 75 0 90 1 30 1 40 0 90 Wind 0 177 in 0 111 in 29522 2 in f 18539 5 in f 44249 4 in if 29854 1 in \ 6 419 in 6 576 in 44249 4 in f 29854 1 in 2 5) 9 273 36 (As'Fy) ] / Fy= ( 85*f'C*12) . 29 86 psi E 57,000*(f'C n 29,000/Ec Fr 5 * (f'C 5) Ht / Thk Ratio As(eff) = [ Pu tot 'a1 = (As*Py + Pu) 'c' = 'a1 / 85 Moment of Inertia Modification Factsr I gross = I cracked = I effective (ACI) Phi Capacity Reduction Factor = Mn = As(eff) * Fy * ( d a/2 ) = 18 0 in SERVICE LOAD DEFLECTIONS Seismic Basic Defl w/o P Delta = Basic Moment w/o P Delta = Moment in Excess of Mcr = Max Iterated Deflection = Max Iterated Moment = ANALYSIS VALUES 3122019 psi S gross Mcr = S * Fr 0 126 in 21087 3 in f 24102 5 in \ 0 126 in 24102 5 in f 0 Oi 0 00ft 0 Oplf 0 00 !t 0 00 ft 18 60 psf Wind 43988 29854 2 m i lin I 3996 5 in i 120 Opsi 18 2 psi 0 0057 0 088 in 3125 1 18 Om Hind 0 088 in 14685 3 in f 17700 5 in f 0 088 in 17700 5 in i Rho balanced Seismic 0 271 m2 0 531 in 0 625 in 1 00 421 9 in4 20 0 m4 0 0 m4 0 90 50512 in i 112 5 m3 = 30809 4 in I -- 0 0214 Hind 0 261 m2 0 512 in 0 602 in 1 00 421 9 m4 19 5 m4 0 0 in4 0 90 48876 in f (continued on next page V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 r PEDI C96021 TILT WALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL PANEL AT LINES A & G continued) Design Method Exact 1994 UBC 19140 Roof DL = 2331bs Roof LL = 0 IDS Roof Ecc = 7 in oo Thick =7 50 in Using *5*16 00 in f e = 3000 psi Fy'= 60000 psi Seismic Zone = 4 Seismic Factor -0 300 Eff Width = 12 in oo Kl M V4 4B (c) 1983-95 ENERCALC R2H ENGINEERING, KN060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT WALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL PANEL AT LINES 1, 8 4 10 UNO MALL DATA Hall Height = Parapet Height = Thickness = Rebar Size \ Rebar Spacing = Hall ZICp = Parapet ZICp = Mm Allow Defl Ratio = Fixity I Used @ Base = Seismic Zone = MATERIAL DATA f'C Pv Phi Mm Hin Max Max 'd' 26 50 ft 0 50 ft 7 50 in 5 12 00 in 0 300 0 300 150 000 0 0 4 VERTICAL LOADS Uniform Dead Load = Uniform Live Load = Ecc - Concentric Dead Load = Concentric Live Load = Concrete Height LATERAL LOADS • 50 0 I Point Lateral Load 0 0 I Height from Base 7 00 in (this is a Seismic Load) Uniform Lateral Load = 0 0 i distance to Bottoi = 0 0 i distance to Top (this is a Seismic Load) 145 00 pcf Wind Load 0 00 ft 0 Oplf 0 00ft 0 00ft 18 60 psf = 0 3000 psi 60000 psi 0 90 0020 0012 18 00 in 18 00 in 3 38 in Vert Steel I Honz Steel I Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Width Live i Short Term Loads Combined Seismic Parapet Wt Used FACTORED LOAD STRESSES Seismic Basic Defl w/o P Delta Basic Mu w/o P Delta Moment in Excess of Her Max Iterated Deflection Iterated Moment LOAD FACTORS USED 9 1 & 9 2 DL 9 1 & 9 2 LL 9 1 S 9 2 ST Seismic = ST = ACI 9 2 Group Factor = 9 3 Dead Load Pact = 9 3 Short Term Factor Factor Using UBC Sec Moment Capacity SUMMARY 1914 0 method Deflections are Iterated- M n * Phi Applied Mu 8 Mid Height Mu e Top of Wall Allow Axial Stress Actual Axial Stress Max As \ 0 6 * RhoBal 9 0128 90 62 psf Maximum Service Deflection 12 00 in Ht/Service Defl Ratio Seismic 55880 4 in i 51013 8 in i 547 1 in i 120 Opsi 14 4 psi 0 0077 0 233 in 1366 1 Wind 54771 9 in-8 25423 6 in i 403 1 in i 120 0 psi 14 4 psi 00770 Space bars @ base of parapet at Max ACI ACI ACI ACI ACI UBC 2625(C)4 UBC 2625(c)4 "1 4° •0 9' 40 70 70 10 0 75 0 90 1 30 I 40 0 90 Hind 1 709 in 0 201 in 40310 5 in-i 25146 7 in i 51013 8 in f 25423 6 in I 5 936 in 0 203 in 51013 8 in | 25423 6 in f 5) n Fr Ht 9 29 273 86 psi 42 40 (As*Fy) ] / Py-- 85*f'c*12) = 57,000*(f'C 29,000/Ec 5 * (f'c 5) / Thk Ratio As(eff) -- [ Pu tot 'a' : (As*Fy + Pu) 'c'= 'a1 / 85 Moment of Inertia Modification Factor I gross = I cracked = I effective (ACI) Phi Capacity Reduction Factor = Mn = As(eff) * Fy * ( d - a/2 ) = 18 0 in SERVICE LOAD DEFLECTIONS Seismic Basic Defl w/o P Delta = Basic Moment w/o P Delta = Moment in Excess of Mcr = Max Iterated Deflection = Max Iterated Moment = ANALYSIS VALUES 3122019 psi S gross Mcr = S * Pr 0 160 in 1990 1 18 0 in 230 in 28793 2 in I 29094 9 in i 0 233 in 29094 9 in I Wind 0 158 in 19753 8 in i 19960 9 in i 0 160 in 19960 9 in I Rho balanced Seismic 0 340 in2 0 667 in 0 785 in 1 00 421 9 in4 23 1 in4 0 0 in4 0 90 62089 in f 112 5 in3 = 30809 4 in f = 0 0214 Wind 0 333 in2 0 652 in 0 767 in 1 00 421 9 in4 22 8 in4 0 0 in4 0 90 60858 in i (continued on next page V4 4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT WALLS Date 02/19/96 Page 33 TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL PANEL AT LINES 1, 8 & 10 UNO continued) Design Method 1994 UBC 1914 Q v/ Iterated Deflections RoofDL = 491bs I RoofLL = 0 IDS »- X Roof Ecc = 7 in "o. ' « Thick =7 50 in Using *5S12 00 in f c = 3000 psi Fy = 60000 psi Seismic Zone - 4 Seismic Factor =0 300 Eff Width = 12 in V4 4B (c) 1983-95 ENERCALC R2H ENGINEERING, KS060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT WALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN PANEL AT GIRDERS AT LINES 1 & 8 HALL DATA Hall Height r 26 50 ft Parapet Height = 0 50 ft Thickness = 7 50 in Rebar Size i 5 Rebar Spacing = 21 00 in Hall ZICp = 0 300 Parapet ZICp = 0 300 Mm Allow Defl Ratio = 150 000 Fixity I Used § Base = 0 0 Seismic Zone - 4 MATERIAL DATA f'c Fv Phi Mm Mm Max Max 'd1 VERTICAL LOADS Uniform Dead Load - Uniform Live Load Ecc = Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS - 4337 0 i Point Lateral Load = 0 0 i Height from Base 2 00 in (this is a Seismic Load) Uniform Lateral Load = 0 0 f distance to Bottom 0 0 I distance to Top (this is a Seismic Load) 145 00 pcf Hind Load 3000 psi 60000 psi 0 90 0 0020 0 0012 18 00 m 00 in 25 in 62psf 00 in 18 5 90 12 Vert Steel I Horiz Steel \ Vertical Spacing Horizontal Depth To Steel Wall Weight Effective Strip Width Live 4 Short Term Loads Combined Seismic Parapet »t Used FACTORED LOAD STRESSES Seismic Basic Defl w/o P Delta Basic Mu w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment LOAD FACTORS USED ACI 9 1 4 9 2 DL ACI 9 1 4 9 2 LL ACI 9 1 4 9-2 ST Seismic = ST = Using UBC Sec Moment Capacity SUMMARY 1914 0 method Deflections are Iterated- M n * Phi Applied Mu @ Mid Height Mu @ Top of Hall Allow Axial Stress Actual Axial Stress Max As I 0 6 * RhoBal 8 0128 Maximum Service Deflection Ht/Service Defl Ratio Seismic 82149 0 in 77274 12200 120 62 0 6 in f 7 in i 0 psi " psi 0028 i 814 in 391 1 Space bars @ base of parapet at ACI 9 2 Group Factor ACI 9 3 Dead Load Fact ACI 9 3 Short Term UBC 2625(c)4 UBC 2625(C)4 "1 Factor Facto* 40 70 70 10 75 90 30 40 90 Wind 1 267 in 0 243 in 46364 2 in i 29719 8 in i 77274 6 in i 31626 8 in i 3 982 in 0 337 in 77274 6 in i 31626 8 in i 5) 18 0 in SERVICE LOAD DEFLECTIONS Seismic Basic Defl w/o P Delta = Basic Moment w/o P Delta = Moment in Excess of Mcr = Max Iterated Deflection = Max Iterated Moment = ANALYSIS VALUES — 0 270 in 33117 3 in f 37601 9 in t 0 814 in 37601 9 in i = 3122019 psi 9 29 273 86 psi 42 40 (As*Fy) ] / Py= 85*f'c*12) = E 57,000*(f'c n 29,000/Ec Fr 5 * (f'c 5) Ht / Thk Ratio As(eff) = [ Pu tot 'a1 = (As*Fy t Pu) 'c'= 'a1 / 85 Moment of Inertia Modification Facter I gross = I cracked I effective (ACI) Phi Capacity Reduction Factor = Mn = As(eff) * Fy * ( d a/2 ) = S gross Mcr = S * Fr Rho balanced Seismic 0 307 m2 0 603 in 0 709 in 1 00 421 9 m4 60 3 m4 0 0 m4 0 90 91277 in i 0 00ft 0 Oplf 0 00 It 0 00ft 18 60psf Wind 73919 9 in I 31626 8 in i 9143 3 in f 120 0 psi 62 0 psi 0 0028 0 208 in 1532 1 18 0 in Wind 0 198 in 24152 4 in | 25292 7 in i 0 208 in 25292 7 in I 112 5 m3 = 30809 4 in f 0 0214 Wind 0 275 m2 0 539 in 0 634 in 1 00 421 9 m4 55 4 in4 0 0 m4 0 90 82133 in I (continued on next page V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KW060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 FED I C96021 TILT BALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN PANEL AT GIRDERS AT LINES 1 & 8 continued) Design Method 1994 UBC 1914 Q v/ Iterated Deflections Roof DL = 4336 Ibs1 Roof LL = 0 Ibs Roof Ecc = 2 inJ!o Thick =7 50 in Using * 5*21 00 in f c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor -0 300 Eff Width = 12 in VD IN V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KW060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT WALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE G 4' JAMB »/ 20' OPNG BA SIDE WALL DATA Wall Height -- 22 25 ft Parapet Height = 4 75 ft Thickness = 7 50 in Rebar Size I 5 Rebar Spacing = 6 00 in Wall ZICp = 0 300 Parapet ZICp = 0 300 Mm Allow Defl Ratio -- 150 000 Fixity \ Used i Base = 0 0 Seismic Zone = 4 MATERIAL DATA f'c Fy Phi Mm Mm Max Max 'd' VERTICAL LOADS Uniform Dead Load -- 1404 01 Uniform Live Load = 0 0 i Ecc = 7 00 in Concentric Dead Load = 5156 0 f Concentric Live Load = 0 0 f Concrete Weight = 145 00 pcf LATERAL LOADS - Point Lateral Load Height from Base (this is a Seismic Load) Uniform Lateral Load = distance to Bottom distance to Top (this is a Seismic Load) Wind Load 0 140 16 ( 27 ( 01 00ft plf ft ft 111 60 psf 3000 psi 60000 psi 0,90 0 0020 0 0012 18 00 in 00 in 25 in 62 psf 00 in 18 5 90 12 Vert Steel \ Horiz Steel I Vertical Spacing Horizontal Depth To Steel Wall Weight Effective Strip Width Live 4 Short Term Loads Combined Seismic Parapet Wt Used FACTORED LOAD STRESSES Seismic Basic Defl w/o P Delta Basic Mu w/o P Delta = Moment in Excess of Mcr Max Iterated Deflection = Max Iterated Moment : LOAD FACTORS USED ACI 9 1 i 9 2 DL = 1 ACI 9 1 i 9 2 LL = 1 ACI 9 1 & 9 2 ST = 1 ST = 1 Factor = 0 Using UBC Sec 1914 M n * Phi Moment Capacity Applied Mu i Mid Height Mu @ Top of Wall Allow Axial Stress Actual Axial Stress Max As I 0 6 * RhoBal 9 0128 Maximum Service Deflection Ht/Service Defl Ratio aunnAfti 0 method Exact, Non-Iterai Seismic 194234 4 in i 94324 1 in it 45559 1 in f 120 0 psi 88 9 psi hrrt Wind 184876 4 in i 141157 6 in if 29581 9 in f 120 Opsi 88 9 psi 517 in 517 1 Space bars @ base of parapet at Seismic = ACI 9 2 Group ACI 9 3 Dead Load Fact ACI 9 3 Short Term UBC 2625(C)4 UBC 2625(c)4 Factor Fact&r 40 70 70 10 75 90 30 40 90 Wind 0 246 in 0 565 in 44055 0 in 1101201 8 in 4 94324 1 in 1141157 6 in i 4 590 in 4 759 in 94324 1 in 4141157 6 in f 5) 9 273 35 + (As*Fy) ] / /( 85*f'c*12) 29 86 psi 60 Fy: E 57,000*(f'c n 29,000/Ec Fr 5 * (f'c 5) Ht / Thk Ratio As(eff) = [ Pu tot 'a1 = (As*Fy t Pu) 'c'= 'a1 / 85 Moment of Inertia Modification Factar I gross I cracked = I effective (ACI) Phi Capacity Reduction Factor = Mn = As(eff) * Fy * ( d a/2 ) = 18 Om SERVICE LOAD DEFLECTIONS Seismic Basic Defl w/o P Delta - Basic Moment w/o P Delta - Moment in Excess of Her = Max Iterated Deflection = Max Iterated Moment = ANALYSIS VALUES 3122019 psi S gross Her = S * Fr Rho balanced 1 745 in 153 1 18 0 in 176 in 31467 8 in f 45184 4 in i 0 517 in 45184 4 in f Wind 0 449 in 80233 5 in i 94471 1 in i 1 745 in 94471 1 in i Seismic 0 807 ia2 1 582 in 1 861 in 1 00 421 9 in4 111 8 m4 0 0 in4 0 90 215816 in I 112 5 m3 -- 30809 4 in i = 0 0214 Wind 0 760 in2 1 490 in 1 753 in 1 00 421 9 m4 107 9 m4 0 0 m4 0 90 205418 in i (continued on next page V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT HALLS Date 02/19/96 Page 37 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE G 4' JAMB H/ 20' OPNG EA SIDE continued) Deitgnnethod Exact 1994UBC 19140 I I Axial DL = 51551bs Axial LL=-01b» Roof DL = 1403 Ibs Room = 0163 Thick »7 SO in Using *5»600in f c = 3000 psi Fg = 60000 pat Seismic Zone = 4 Seismic Factor =0 300 Eff Width a 12 in V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste San Diego California 92127 300 PBDI C96021 TILT HALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 1 3' JAMB »/ 12X14 DOOR ONE SIDE AND 3 3333X7 DOOR OTHER SIDE HALL DATAnnifij i/niA Hall Height Parapet Height = Thickness = Rebar Size I Rebar Spacing = rfall ZICp Porapet ZICp Mm Allow Defl Ratio = Fixity t Used i Base = Seismic Zone = MATERIAL DATAnni ufvxAiJ jjxiin fc Fy Phi Mm Vert Steel 1 Mm Horn Steel 1 Max Vertical Spacing = Max Horizontal = 'd1 Depth To Steel = Wall Height Effective Strip Width = 24 00 ft 3 00 ft 7 50m 5 9 00m 0 300 0 300 150 000 0 0 4 3000 psi 60000 psi 0 90 0 0020 0 0012 18 00 m 18 00 in 5 25m 90 62psf 12 00 in VERTICAL LOADS1 u Ivl llfALI LiV/nL/kJ Uniform Dead Load = Uniform Live Load = Ecc Concentric Dead Load = Concentric Live Load Concrete Weight Using UBC Sec M n * Phi Moment Capacity Applied Mu § Mid Height Mu § Top of Wall Allow Axial Stress Actual Axial Stress 2645 0 0 0 2 00 3115 0 0 0 145 00 1914 Max As 1 0 6 * RhoBal 9 0128 Maximum Service Deflection Ht/Service Defl Ratio LATERAL LOAD*!JjnlURAU Uv/llJu ^^ 1 Point Lateral Load f Height from Base m (this is a Seismic Load) Uniform Lateral Load i distance to Bottom = I distance to Top (this is a Seismic Load) pcf Hind Load = QTTMMAPY O njpfhnH R^arf Unn IfprafpriUlCLliUU DAQV^Lf ITUll .1UGLQLCU — •— Seismic 146498 9 in I 122788 9 in f 14897 0 in i 120 0 psi 79 ipsi 0 0066 1 450 in 199 1 109 41 10 50 ft 71 9plf 14 00 ft 27 00 ft 66 lOpsf Wind 137181 9 m i 111603 7 m f 10105 5 m i 120 0 psi 79 1 psi 0 0066 1 794 m 161 1 Space bars @ base of parapet at Hind 0 483 in 0 481 in 75360 4 in i 73317 5 in f 122788 9 in 1111603 7 in i 4 898 in 5 122 in 122788 9 in 1111603 7 in i Live 4 Short Term Loads Combined Seismic Parapet Wt Used FACTORED LOAD STRESSES Seismic Basic Defl w/o P Delta Basic Mu w/o P Delta Moment m Excess of Mcr Max Iterated Deflection Max Iterated Moment LOAD FACTORS USED ACI 9 1 & 9 2 DL = 1 40 E 57,000*(fc 5) ACI 9 1 4 9 2 LL = 1 70 ACI 9 1 4 9 2 ST = 1 70 Seismic = ST = 1 10 ACI 9 2 Group Factor = 0 75 ACI 9 3 Dead Load Fact = 0 90 ACI 9 3 Short Term = 1 30 Factor 1 40 Factor 0 90 E n Fr Ht 9 29 273 86 psi 38 40 (As'Fy) ] / Fy= 85*f'c*12) = UBC 2625(c)4 UBC 2625(c)4 '1 4" 9" 29,000/Ec 5 * (f'C 5) / Thk Ratio As(eff) = [ Pu tot 'a1 = (As*Fy + Pu) 'c'= 'a1 / 85 Moment of Inertia Modification Facter I gross = I cracked I effective (ACI) Phi Capacity Reduction Factor = Mn -. As(eff) * Py * ( d a/2 ) = 18 Om SERVICE LOAD DEFLECTIONS Seismic Basic Defl w/o P Delta = Basic Moment w/o P Delta - Moment in Excess of Mcr = Max Iterated Deflection = Max Iterated Moment - ANALYSIS VALUES 3122019 psi S gross Mcr = S * Fr 18 0 in 345 in 53828 9 in I 66983 3 in f 1 450 in 66983 3 in i Wind 0 381 in 57970 7 in \ 71639 9 in i 1 794 in 71639 9 in i Rho balanced Seisraic 0 579 m2 1 136 in 1 337 in 1 00 421 9 m4 92 0 m4 0 0 in4 0 90 162777 in f 112 5 m3 = 30809 4 in I = 0 0214 Hind 0 538 m2 1 055 in 1 241 in 1 00 421 9 m4 88 0 m4 0 0 m4 0 90 152424 in rf (continued on next page V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT HALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINK 13' JAMB »/ 12X14 DOOR ONE SIDE AW 3 3333X1 DOOR OTHER SIDE continued) Designtltthod Exact 1994UBC 19140 Axial DL = 3114 IDS Axial LL'Olbs Roof DL = 26*41 bs r Roof LL = 0 Ills Roof Ecc = 2 in Added Point Seismic Load = 109 39 IbsJ Thick -7 50 in Using *5*900in f c = 3000 psi fij = 60000 pjl Seismic Zone - 4 Seismic Factor -0 300 Eff Width a 12 in V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KW060291 r R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT WALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A 3' JAMB W/ 5X5 HINDOW ONE SIDE WALL DATA Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall ZICp Parapet ZICp Mm Allow Defl Ratio Fixity \ Used 3 Base Seismic Zone MATERIAL DATAn A i 12 A. j. ciu UAJ.A f'C Fv Phi Mm Vert Steel 1 Mm Horiz Steel 1 Max Vertical Spacing Max Horizontal 'd' Depth To Steel Wall Weight Effective Strip Width = I z z z z = z - z ; z z z z z z : 23 00 5 00 7 50 5 12 00 0 300 0 300 150 000 0 0 4 3000 60000 0 90 0 0020 0 0012 18 00 18 00 5 25 90 62 12 00 ft ft m VERTICAL LOADS Uniform Dead Load = 405 0 Uniform Live Load = 00 Ecc = 7 00 f Point Late 1 Height in (this is LATERAL LOADS ral Load from Base = a Seismic Load) Uniform Lateral Load = in psi psi in m in psf in Concentric Dead Load = 1016 0 Concentric Live Load = 0 0 Concrete Weight = 145 00 Using UBC Sec 1914 M n * Phi Moient Capacity Applied Mu e Mid Height Mu I Top of Wall Allow Axial Stress Actual Axial Stress Max As 1 0 6 * RhoBal 9 0128 Maximum Service Deflection Ht/Service Defl Ratio i distance to Bottom = 1 distance to Top = (this is pcf Wind Load "SUMMARY 0 method Exact Seismic 99610 1 69405 4 14613 4 120 0 32 4 0 0049 0 776 356 a Seismic Load) = Nnn Tfpf'ai'pH m i in* m if psi psi m 1 0 0 0 00 23 5 0 00 28 00 34 10 Wind 95452 9 45442 2 9498 4 120 0 32 4 0 0049 0 211 1309 f ft plf ft ft psf m I ml m S psi psi in 1 Live & Short Term Loads Combined Seismic Parapet Wt Used FACTORED LOAD STRESSES Seismic Basic Defl w/o P Delta Basic Mu w/o P Delta z Moment in Excess of Her = Max Iterated Deflection Max Iterated Moment z LOAD FACTORS USED ACI 9 1 & 9 2 DL z 1 40 ACI 9 1 & 9 2 LL = 1 70 ACI 9 1 4 9-2 ST 1 70 Seismic = ST = 1 10 9 2 Group Factor = 0 75 9 3 Dead Load Fact = 0 90 9 3 Short Term = i 30 Factor 1 40 Facto* 0 90 Space bars @ base of parapet at ACI ACI ACI UBC 2625(c)4 UBC 2625(c)4 "1 4" •0 9" Wind 0 315 m 0 195 m 53014 5 m f 32742 6 in t 69405 4 in i 45442 2 in i 4 021 m 4 152 in 69405 4 m f 45442 2 in I 5) (As*Fy) f RR*fip 9 273 36 29 86 psi E 57,000*(f'c n 29,000/Ec Fr 5 * (f'C 5) Ht / Thk Ratio As(eff) = [ Pu tot 'a' = (As*Fy + Pu) •c' = 'a1 / 85 Moment of Inertia Modification Factsr I gross = I cracked = I effective (ACI) Phi Capacity Reduction Factor = Mn = As(eff) * Fy * ( d a/2 ) = 18 0 m SERVICE LOAD DEFLECTIONS Seismic Basic Defl w/o P Delta = Basic Moient w/o P Delta = Moment in Excess of Mcr = Max Iterated Deflection = Max Iterated Moment ANALYSIS VALUES 3122019 psi S gross Mcr = S * Fr Rho balanced 18 0 in 0 225 m 37867 5 m-f 43224 9 in i 0 776 in 43224 9 in I Wind 0 155 m 25920 6 in i 31284 3 in I 0 211 in 31284 3 in i Seismic 0 378 m2 0 741 in 0 872 in 1 00 421 9 m4 70 0 m4 0 0 m4 0 90 110678 in f 112 5 m3 = 30809 4 in i = 0 0214 Wind 0 361 m2 0 708 in 0 833 in 1 00 421 9 m4 67 7 m4 0 0 in4 0 90 106059 in f (continued on next page V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KW060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PEDI C96021 TILT HALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A 3' JAMB H/ 5X5 WINDOW ONE SIDE continued) \ Axial DL = 10l5lbs Axial U = 01bs Design Method Exact 1994 UBC 1914 0 Roof DL-404 Ibs r Roof LL = 0 Ibs RoofEcc = 7 in Thick =7 50 in Using * 5* 12 00 In f c = 3000 psl Fy * 60000 psl Seismic Zone = 4 Seismic Factor -0 300 Eff Width • 12 in V4 4B (c) 1983 95 BNERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego California 92127 PBDI C96021 TILT HALLS Date 02/19/96 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN SKEW WALLS 4' JAMB W/ TOTAL 15' OF WINDOWS continued) Axial DL = 31171ba Axial LL = 01bs Design Method Exact 1994UBC 19140 Roof DL- 672 Iba F Roof LL = 01b» RoofEcc = 7 in Thick-6 50 in Using »5*500m rc = 3000ps1 Fy * 60000 psi Seismic Zone =• 4 Seismic Factor =0 300 Eff Width = 12 in o in V4 4B (c) 1983 95 ENERCALC R2H ENGINEERING, KW060291 R2H Engineering, Inc PROJECT JOB NO DATE — BY_=T &fU SHEET_OF- -TO A. •= v\; 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JOB NO DATE SHEET _ _ OF PI 14- PI 1^.16-1101 TiS pi Of- L-*ctl~ftfiU TO Pi WT; 36 2. - R2H Engineering, Inc PROJECT __P&£I snaipcrr JOB NO DATE SHEET OF fl C- 6-p\c, V-- 8-2- 3=4 + =3 -- TEg fcC? 307 2IT '- 04- o-r^ - ( 1 Vs P/ pz. 2.197 Lfict.} K 5^7,3 272 6 Tu**, /7 '6 32- t* TO BY 2H Engineering, Inc PROJECT _ SUBJECT__ JOB NO HATF 2- SHEET OF- PS P! P4 P\ ( )0o 373 | 2Z ,02- .1*7 -- O TOTAL ,4 ,n ^ 4.3 / = 2,6 i °s- «r 4 7")= 13 <? P4 \\ 0,1<83(4ZJ)- R2H Engineering, Inc PROJECT _ SUBJECT— JOB NO DATF SHEET.OF- f) p^ L- -23 /jot n \ S- L •7 r -23 fr EA\- <23,7-4 As ./ 2.06 ok 337 Ho 121^ e)«3 'f R2H Engineering, Inc PROJECT. SUBJECT_ JOB NO DATE — SHEET-OF- s= 2©' c A 16' I?'' fl ?A op- Pl e. ( */* ,42- - 24 4o P4 "74 PJ f ife^ 0 JC.J2- Toi A L 9f .>w (-36 |4 ,472-- 678- -f- 233 , '- ^ 7 ;/ R2H Engineering, Inc JOB NO PROJECT ?£DI DATE — SHEET ^> OF £_ \Tl Vfrvf. + /-T.4- f) -23 1^0 t 'I \ - f- 4- "3 &}- 16 fr-^.+T~> - jqeJj 2^-J 2.0<i ok 337 I 4- ol*^ - ,'• Ho i2i "2- ' e '53 _ f ^ 2£rf 3^ r "22 &<\ 4 t/ 440-32' ^" 67 "? '* 4? 3 'f -^4^ 32." R2H Engineering Inc JOB NO PROJECT^ DATE — SIIR.IFP.T SMffilL- WKU^ UWhfJ SHEET ^te OF IA/T WT- PI Pi ;c,^ 2|6 H r? RJH R2H Engineering, Inc. RY PROJECT. SUBJECT i=g»J^LJ2- JOB NO HATP SHEET Jkj OF i-iJ \t S> K/FT) -4 I! R2H Engineering, Inc. PROJECT SllRlFCT AL.-rSTZf-lecT£ JOB NO DATE_^ . OF- 7- 'A. <> ^ - (7928x3 *i BY K2H Engineering, Inc PROJECT _ JOB NO DATE £. A SHEET OF I -3 ^P (17 ) = 20 p^ (. /7 0 - , 34 10 £ - Z.-Z- Fr 14 /,8-J f 3^ 6 S 2--Z- U-£ STPi^U e. 2"? 5^)1-2- '3 / 126"? -3f 443 r If A 33" 24" 60) J -273 R2H Engineering, Inc BY_65 M PROJECT. SUBJECT. JOB NO ^ 9601 I DATF • SHEET-OF_ C- - OL. LL -- 0 - TIZ-I & 0 L - LL r 44 - 4 -z ' LL -- O.L z Dl 58 8't «S' ,z' Vi t 4 _ ^ OfV ' § / <! X / ^ ^ 1 JJ/" Al ? - - - ". ^ R2H Engineering, Inc BY 6-SM PROJECT. SUBJECT. JOB NO HATF SHEET OF A ' TOT>VU ) 3 fe ^ •»• 10,^(2 74-") -- _ 4< - •z- s - y 9 2 0157- <r pro- V-CIT>> - 5^4 ic - . 42^ « 3 C^3 3) X M ,1, - 2,37 ^r US£i z. '-£ " Q-_. , Z.I J J_ BY R2H Engineering, Inc PROJECT SIIRIFfTT AT JOB NO DATF 2 /ZB SHEET—/ *»- OF Pr z '-<?'' ' Pr Ar of- /vr AS P ', Tt T 1 t *—-—^ BY R2H Engineering, Inc PROJECT. SUBJECT^R - JOB NO DATE SHEET OF_ PI To 2<•*-»- ,2r - . 85- (V) ^ 3»««^ 3*? C-zo sX ,- 7^.7 , - 17 / fjA3- r As *- , x— 34 ~r*«tj 14.7 *> £d~ '- r SOIL PRESSURE OF FOOTING PROJECT LOCATION INPUTS CONCWT = FTG WTH = FTG DPTH = FTG LEN = ALL BRG = PEDI PANEL P1 AT LINE B 29FEB96 015 (KLF) 3 25 (FT) b 200 (FT) 3425 (FT) 200 (K/FTA2) J KJC<-VV3e.f -foDT7»(/O Pd*c7"!>j SHEET 7 Of » . ,,- — BY GSM0 r-J VNJ tsj ^zrpJ|(J fff v/J *tt- L^- —&. ftf^^f: OpH^r JOB No C96021 OUTPUTS FTG WT = 33 39 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom arm from ctr of wall length Positive Arm is to right of ctr line Positive DL points down MR = DL*ARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr line due to Sets Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = Horz V (ARM + FTG DPTH) Horz V Arm SEISMIC MOMENT RESULTS 7510 765 620 2060 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 10955 018 000 1513 1513 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1314 000 9381 -311 68 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 20473 2530 1890 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 4420 SEISMIC HorzV 2530 1890 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 4420 2600 1460 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 LOADS Arm 2600 1460 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 70840 31374 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 102214 IN OPPOSITE TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = SEISMIC Qallow = a > L/3 Qmax = a > U3 Qmm = a <L/3 Q = 14294 102214 20473 572 11 42 11 41 266 NA NA 257 (KIPS) (KFT) (KFT) Rt of Ctr (KSF) (KSF) O K (KSF) (KSF) O K DIRECTION SEISMIC MOMENT 70840 31374 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 102214 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e - U3 = a = SEISMIC Qallow = a>U3 Qmax = a > L/3 Qmm = a <U3 Q = RESULTS 14294 102214 -20473 858 11 42 854 266 NA NA 343 £e>£.! (KIPS) (KFT) (KFT) Lft of Ctr (KSF) (KSF) O K. (KSF) (KSF) No Good : M>T AW-M , wexr CH-T USE WIDTH DEPTH LENGTH FOOTING 325 200 3425 DIMS (FT) (FT) (FT) set r SOIL PRESSURE OF FOOTING PROJECT LOCATION INPUTS CONCWT = FTG WTH = FTG DPTH = FTG LEN = ALL BRG = PEDI PANEL P1 AT LINE B 29FEB96 0 15 (KLF) 3 25 (FT) b 200 (FT) 3425 (FT) 200 (K/FT*2) SHEET "7<T BY GSM JOB No C96021 OUTPUTS FTGWT= 3339 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom arm from ctr of wall length Positive Arm is to right of ctr line Positive DL points down MR = DL*ARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr line due to Sets Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the nght MOT = Horz V * (ARM + FTG DPTH) HorzV Arm SEISMIC MOMENT RESULTS 7510 765 620 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 8895 018 000 1513 -1513 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1314 000 9381 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1069485 2530 1890 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 4420 SEISMIC HorzV 2530 1890 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 4420 2600 1460 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 LOADS Arm 2600 1460 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 70840 31374 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 102214 IN OPPOSITE TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = SEISMIC Qallow = a > U3 Qmax = a > L/3 Qmm = a <L/3 Q = 12234 102214 10695 923 11 42 790 266 NA NA 318 (KIPS) (KFT) (KFT) Rt of Ctr (KSF) (KSF) (KSF) (KSF) OK No Good DIRECTION SEISMIC MOMENT 70840 31374 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 102214 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = SEISMIC Qallow = a > U3 Qmax = a > U3 Qmm = a <U3 Q = USE WIDTH DEPTH LENGTH RESULTS 12234 102214 10695 748 11 42 964 266 NA NA 260 FOOTING 325 200 3425 (KIPS) (KFT) (KFT) Lft of Ctr (KSF) (KSF) (KSF) (KSF) DIMS (FT) (FT) (FT) OK. OK R2H Engineering, Inc PROJECT. SUBJECT. JOB NO DATE 2 SHEET OF- 26 t 16* 707 ^T-2» in-53 •72 0 L - ^ fif Li- - \ cz> (£(• Put. -- 7.0 /J'-f Cn tZ3~) 4T.4 it.' 1 ^t?^ 10, ^- 74 AT sir 10 "?' yo i' AT ATAT A-T A-r A-r <VT 34 'IZ. I 4 33 135' P/2-(£ti/vilA/ftT^f MIPTH tf L i (440 4 3;> <?£• Z-/ 4 -7 6 fc 2V /ZZO fop R2H Engineering, Inc JOB NO PROJECT BY_SUBJECT \AJAlU SHEET OF- Pro- wr- H "/ 9 ^ s r \J\4- - 14 T4-S SOIL PRESSURE OF FOOTING PROJECT LOCATION INPUTS CONCWT = FTG WTH = FTG DPTH = FTG LEN = ALL BRG = PEDI PANEL P2 AND P2 AT LINE B 29FEB96 015 (KLF) 300 (FT) b 2 00 (FT) 72 83 (FT) 2 00 (K/FT*2) SHEET 70* BY GSM JOB No C96021 OUTPUTS FTG WT = 65 55 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom arm from ctr of wall length Positive Arm is to nght of ctr line Positive DL points down MR = DL*ARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr line due to Seis Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the nght MOT = Horz V * (ARM + FTG DPTH) Horz V Arm SEISMIC MOMENT RESULTS 4233 494 8750 8500 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 -3442 1675 1767 3242 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 17003 146563 1501 95 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 101 30 2080 31 60 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 2600 1433 1350 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 283640 33966 48980 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = SEISMIC Qallow = a > L/3 Qmax = a > U3 Qmm = a < U3 Q = 28532 (KIPS) 366586 (KFT) 13371 (KFT) 1238 RtofCtr 2428 2404 2 66 (KSF) NA (KSF) O K NA (KSF) 2 64 (KSF) 0 K 21977 13371 15370 366586 SEISMIC HorzV 101 30 2080 -31 60 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 15370 LOADS Arm 2600 1433 1350 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 IN OPPOSITE DIRECTION SEISMIC MOMENT RESULTS 2836 40 TOT/ -339 66 TOTAL SE -489 80 TOTAL I 000 000 000 000 SEISMI 000 a>U 000 a>L 000 a 000 000 000 000 000 000 000 000 000 000 366586 \L DLV= 28532 IS MOM = -366586 3LMOM = 13371 e= 1332 U3= 2428 a= 2310 2 Qallow = 2 66 3 Qmax= NA /3 Qmm = NA < L/o Q = Z"74 K/A- SrrT USE FOOTING WIDTH 300 DEPTH 200 LENGTH 7283 (KIPS) (KFT) (KFT) Lft of Ctr (KSF) (KSF) O K (KSF) (KSF) No uuoU <Cg£ f/f^(j~ DIMS (FT) (FT) (FT) SOIL PRESSURE OF FOOTING PROJECT LOCATION INPUTS CONC WT = FTGWTH = FTG DPTH = FTG LEN = ALL BRG = PEDI . PANEL P2 AND P2 AT LINE B ' 29FEB96 ^ 015 (KLF) 300 (FT) b 2 00 (FT) 7283 (FT) 200 (K/FT*2) nt~ XT> SHEET X^f BY GSM " JOB No C96021 OUTPUTS FTGWT= 6555 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom ami from ctr of wall length Positive Arm is to right of ctr line Positive DL points down MR = DL*ARM LATERAL FORCES Moment Abt Ctr line due to Seis Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = Horz V * (ARM + FTG DPTH) DL ARM DL MOMENT Horz V Arm SEISMIC MOMENT RESULTS 4233 494 8750 8500 2060 000 000 000 000 n nnu uu 000 000 000 000 000 000 000 000 000 000 000 -3442 1675 1767 3242 000 000 000 000 n nnu uu 000 000 000 000 000 000 000 000 000 000 000 17003 146563 150195 66785 000 000 000 000 n nnU UU 000 000 000 000 000 000 000 000 000 000 101 30 2080 31 60 000 000 000 000 000 000 n nnu uu 000 000 000 000 000 000 000 000 000 000 2600 1433 1350 000 000 000 000 000 000 n nnu uu 000 000 000 000 000 000 000 000 000 000 283640 33966 43980 000 000 000 000 000 000 n nnU UU 000 000 000 000 000 000 000 000 000 000 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3 = a = SEISMIC Qallow = a > L/3 Qmax = a > L/3 Qmm = a ^ \ n c\ —< L/O U — 30592 366586 53414 1373 2428 2269 266 NA NA uu (KIPS) (KFT) (K-FT) Rt of Ctr (KSF) (KSF) (KSF) — ttwn S£ OK ~"Mu"Good £ */£// 24037 5341422 15370 366586 SEISMIC HorzV 101 30 2080 31 60 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 15370 LOADS Arm 2600 1433 1350 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 IN OPPOSITE DIRECTION SEISMIC MOMENT RESULTS 283640 TOTAL DLV= 30592 -339 66 TOTAL SEIS MOM = 3665 86 -48980 TOTAL DL MOM = 53414 000 000 000 e= 1024 L/3 = 24 28 a= 2618 0 00 SEISMIC Qallow = 2 66 0 00 a > L/3 Qmax = 2 58 000 a> L/3 Qmin= 022 000 a 000 000 000 000 000 000 000 000 000 000 366586 < L/3 Q = NA USE FOOTING WIDTH 300 DEPTH 200 LENGTH 72 83 (KIPS) (KFT) (KFT) Lft of Ctr (KSF) (KSF) O K. (KSF) (KSF) O K DIMS (FT) (FT) (FT) BY_ R2H Engineering, Inc PROJECT JOB NO DATE SHEET OF_ Pl w Wt, 3-3- 7' z' 360 11 ze\£ -re. ou 2»'lO v 5 13 Z' tA 31 TP P •J' '1 OL-- Li. -. VAJ- Ou- j,n_f i 44-) 2.3 r- - V y— /T. ^ /, P IS ' Vpr C 14 ( CM 1)90' Of- ' 2 ' R2H Engineering, Inc PROJECT JOB NO HATF SHEET-OF_ c yo 4 - 3 - .0014 As- 3- (2. // R2H Engineering, Inc fBQIL JOB NO DATE — BY^SUBJECT^AT SHEET ^^L_ OF r £AuCu(xAT£Op A TV/"/ 4ft- f&PTMt- \Aifrj4 .wmn *4XT«-I5 12^^ 50 i, - Z 63 •»- 037.-- Z tfi. *-/Fr+iG, = 33 \+ -33 BE l'I WT X 3o 31 U.PT L%3 I3 4 r .41 £ 54 & 3 7 24 £ 234,3*- OT^A-- a - - 734 "Z-3 3) /2.4Q •z-rz-r 3:3*^. r* i SOIL PRESSURE OF FOOTING PROJECT PEDI LOCATION PANEL P1 AND P2 AT LINE 6 29FEB96 INPUTS SHEET g3 BY GSM JOB No C96021 OUTPUTS CONCWT = FTG WTH = FTG DPTH = FTG LEN = ALL BRG = 015 (KLF) 400 (FT) b 2 00 (FT) 6463 (FT) 200 (K/FTA2)FTGWT= 77 55 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom arm from ctr of wall length Positive Arm is to nght of ctr line Positive DL points down MR = DL ARM LATERAL FORCES Moment Abt Ctr line due to Seis Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the nght MOT = Horz V * (ARM + FTG DPTH) DL ARM DL MOMENT HorzV Arm SEISMIC MOMENT RESULTS 047 3680 354 11240 1490 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 16811 2300 2268 731 731 3031 -3031 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1081 -83462 2588 821 64 451 62 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 4537064 13630 670 2060 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 16360 SEISMIC HorzV 13630 -670 2060 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 16360 2600 1460 1320 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 LOADS Arm 2600 1460 1320 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 381640 111 22 31312 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 424074 IN OPPOSITE TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = 113 = a = SEISMIC Qallow = a > L/3 Qmax = a > U3 Qmm = a <U3 Q = 24566 424074 45371 1911 2154 1320 266 NA NA 3 10 (KIPS) (K-FT) (KFT) Rt of Ctr (KSF) (KSF) (KSF) (KSF) OK No Good DIRECTION SEISMIC MOMENT -381640 111 22 -31312 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 424074 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3 = a = SEISMIC Qallow = a > L/3 Qmax = a > L/3 Qmm = a <L/3 Q = USE WIDTH DEPTH LENGTH RESULTS 24566 -424074 45371 1542 2154 1690 266 NA NA 242 FOOTING 400 200 6463 (KIPS) (K-FT) (KFT) Lft of Ctr (KSF) (KSF) (KSF) (KSF) DIMS (FT) (FT) (FT) OK OK y SOIL PRESSURE OF FOOTING PROJECT LOCATION INPUTS CONCWT = FTG WTH = FTG DPTH = FTG LEN = ALL BRG = PEDI PANEL P1 AND P2 AT LINE 6 ) N£v 29FEB96 "P 015 (KLF) 400 (FT) b 200 (FT) 6463 (FT) 200 (K/FTA2) SHEET 84- -A) O £• £ F&6TI rJ&- fa&rCi7(pJ BY GSM fZ.f-' (<"/f 7 O\) pffi 7t//c nj/ff&~ f/^D Klrt PQRfY)1— tJWD I1U W%7V^./^ 1 OUTPUTS FTGWT= 7755 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom arm from ctr of wall length Positive Arm is to right of ctr line Positive DL points down MR = DL*ARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr line due to Sets Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = Horz V * (ARM + FTG DPTH) HprzV Arm SEISMIC MOMENT RESULTS 047 3680 354 11240 1490 2060 000 000 000 000 000 000 000 000 000 000 000 000 000 000 18871 2300 2268 731 731 3031 -3031 000 000 000 000 000 000 000 000 000 000 000 000 000 000 -1081 -83462 2588 821 64 451 62 62439 000 000 000 000 000 000 000 000 000 000 000 000 000 000 17068 13630 670 2060 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 16360 SEISMIC HorzV -13630 670 2060 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 16360 2600 1460 1320 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 LOADS Arm 2600 1460 1320 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 381640 111 22 31312 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 424074 IN OPPOSITE TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3 = a = SEISMIC Qallow = a > U3 Qmax = a > U3 Qmm = a <U3 Q = 26626 424074 17068 1529 2154 1703 266 NA NA 261 (KIPS) (KFT) (KFT) Rt of Ctr (KSF) (KSF) (KSF) (KSF) OK OK DIRECTION SEISMIC MOMENT 381640 111 22 31312 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 424074 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3 = a = SEISMIC Qallow = a > L/3 Qmax = a > L/3 Qmm = a <U3 Q = USE WIDTH DEPTH LENGTH RESULTS 26626 -424074 17068 1657 2154 1574 266 NA NA 282 FOOTING 400 200 6463 (KIPS) (K-FT) (KFT) Lft of Ctr (KSF) (KSF) (KSF) (KSF) DIMS (FT) (FT) (FT) OK No Good R2H Engineering, Inc PROJECT BY JOB NO - ' L OATP SHEET . OF- r«x Ou 13 LU-, '% Cl^V- // LL-. OL. ^ lT&l//\ -74^ /7g 3O 2- 12-' 2-1 17 ^ (f4 (37 -' 39-2- R^ = -^?' 3 ? 2 TO .44- 3-i" 3? 5" 742 -33^"^ O- /,77 Inc BY, PROJECT .QIIR.IFP.T JOBNO DATE AT SHEET gfeg OF r (3-12 A CM TM 0 L L. L i) V - . & 60) . u 2/r" 4 r 4 j F z^ AtfiQ JZ- (GOT I vCr / 2 " R2H Engineering, Inc PROJECT. BY CrS.^ SUBJECT^£t AT- JOB NO DATF SHEET psp L-_ 12 pi tf U + U- SO^-f 2.67 + -z 2f -f -1 - 3 i -7 n i' Cz) -- /3 3 -_ ; 4 As - ,- / Z/ w7; ^ 4 K 0<-) As '- r SOIL PRESSURE OF FOOTING PROJECT LOCATION INPUTS CONCWT = FTG WTH = FTG DPTH = FTG LEN = ALL BRG = PEDI PANEL P1 AT LINE 10 28FEB96 0 15 (KLF) 300 (FT) b 200 (FT) 22 00 (FT) 2 00 (K/FT*2) SHEET Sgg> BY GSM JOB No C96021 OUTPUTS FTGWT= 1980 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom arm from ctr of wall length Positive Arm is to nght of ctr line Positive DL points down MR = DL*ARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr line due to Seis Input Mom arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the nght MOT=HorzV (ARM + FTG DPTH) Horz V Arm SEISMIC MOMENT RESULTS 225 267 5000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 5492 -050 050 050 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1 13 1 34 2500 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 2521 620 920 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1540 SEISMIC HorzV -620 920 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 1540 2600 1400 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 LOADS Arm 2600 1400 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 17360 14720 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 32080 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = SEISMIC Qallow = a > L/3 Qmax = a > U3 Qmin = a < U3 Q = 7472 32080 2521 463 733 637 266 NA NA 261 (KIPS) (K-FT) (KFT) Rt of Ctr (KSF) (KSF) (KSF) (KSF) OK OK IN OPPOSITE DIRECTION SEISMIC 17360 14720 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 '000 32080 MOMENT TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = SEISMIC Qallow = a > U3 Qmax = a > L/3 Qmin = a<U3 Q = USE WIDTH DEPTH LENGTH RESULTS 7472 -32080 2521 396 733 704 266 NA NA 236 FOOTING 300 200 2200 (KIPS) (KFT) (KFT) Lft of Ctr (KSF) (KSF) (KSF) (KSF) DIMS (FT) (FT) (FT) OK. OK. Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619)438-3155 - FAX (619) 931-0915 April 17 1996 WO 1950-SC Hamann Construction, Inc 475 West Bradley Avenue El Cajon, California 92020 Attention Subject Reference Gentlemen Mr Paul Joseph Grading and Foundation Plan Review, Lot 20, Tract Number 74-21, Carlsbad Oaks, Carlsbad, California "Preliminary Geotechnical Evaluation, Lot 20, Carlsbad Oaks, Carlsbad, California," dated January 8, 1996, by GeoSoils, Inc In accordance with a request from Mr Dean Smith with Kenneth D Smith Architect & Associates, Inc , GeoSoils, Inc (GSI) has performed a review of the Grading Plans and Notes (Sheet 1 and Sheet 2 only) and the Structural Plans and Notes (Sheets S-1 through S-3, and Sheet S-7) for Lot 20 at Carlsbad Oaks Industrial Park The grading plans and notes reviewed were prepared by Spear and Associates and appear to be in general conformance with the recommendations provided by this office and presented in the referenced report, with the following comments and/or additional recommendations 1) A storm dram is shown on Sheet 2, trending parallel to, and approximately 3 feet from the south side of the proposed building With an invert elevation noted to be approximately 2 to 4 feet below the planned finish surface, this utility will likely be within the influence for the foundation system for the structure and should be relocated Structural Detail Number 5, shown on Sheet 1 of the Foundation Plans indicates that utilities at footings should remain above a 2 1 projection down and away from a point along the side of the footing This detail is suitable from a geotechnical standpoint and should be reflected in the grading plans HamanrLConstructionJnc Carlsbad Oaks, Lot 20 WO 1950-SC April 17, 1996 Page 2 The Foundation Plans, Notes and Details reviewed were prepared by R2H Engineering, Inc (undated) and appear to be in general conformance with the recommendations provided by this office and presented in the referenced report, with the following comments aYid$>r additional recommendations 1)Foundation Note Number 1, shown on Sheet S-1, states that the relevant report prepared by GeoSoils, Inc is dated October 20, 1995 This date is incorrect and should be shown as January 8,1996 - -- - - Foundation Note Number 2, shown on Sheet S-1, note an expansion index for the site betweeri"94 and 28 Foundation recommendations presented in our referenced report are based on predominantly highly expansive (E I > 90) soils occurring at or near final grades Foundation Detail Number 8, shown on Sheet S-7 indicates an embedment of 18 inches below lowest adjacent grade This embedment depth should be revised to reflect the recommended 24 inch embedment presented in the referenced geotechnical report Jointing/saw cut spacmgs in concrete slabs (sheet S-3 of the plans) were in excess of 15 feet which may reduce the effectiveness of crack contact joints Previously, the Portland Cement Association (PCA) recommended that joint/crack control spacmgs be approximately 301, where t is the thickness of the slab Adjustment to the spacing shown on the plan should be considered Response to City of Carlsbad review 96-432, dated April 3. 1996 The potential for damage from liquifacation and other seismic hazards, to affect the site was analyzed and addressed in our referenced report, dated January 8, 1996 Such hazards are considered negligible and/or completely mitigated as a result of site location, soil characteristics and typical site development procedures Since our study is based upon the site materials and conditions observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied Standards of practice are subject to change with time GeoSoils, Inc assumes no responsibility for work, testing or recommendations performed or provided by others GeoSoils, Inc. Hamann Construction, Inc Carlsbad Oaks, Lot 20 WO 1950-SC April 17, 1996 PageS The opportunity to be of service is greatly appreciated If you have any questions, please do not hesitate to call our office Respectfully submitted, GeoSoils, Inc Paul McClay Project Geologist PMC/ATG/cmw A/ -°*L—-— ogist/CEG1117 Andrew! Guatell Project Engine Distribution (2) Addressee (1) Kenneth D Smith Architect & Assoc , Mr Dean Smith (1) R2H Engineering, Inc , Mr Craig D Rush GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION, CARLSBAD RESEARCH CENTER, LOT 20 CARLSBAD, CALIFORNIA FOR HAMANN CONSTRUCTION, INC 475 WEST BRADLEY AVENUE EL CAJON, CALIFORNIA 92020 WO 1950-SC JANUARYS, 1996 GeoSoils, Inc. Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad California 92008 • (619)4383155 • FAX (619) 931-0915 January 8 1996 WO 1950-SC Hamann Construction, Inc 475 West Bradley Avenue El Cajon, California 92020 Attention Mr Paul Joseph Subject Preliminary Geotechnicai Evaluation, Lot 20, Carlsbad Oaks, Carlsbad Tract 74-21 Carlsbad, California References ' Preliminary Grading Plan for Lot 20, CT 74-21, Map No 10372,' undated, by Spear & Associates "As-Graded Geotechnical Report Addendum, Carlsbad Oaks Business Center, C T 74-21 Carlsbad, California", addendum dated July 21, 1988 by San Diego Geotechnical Consultants, Inc , Job No 05-1079-002-03-10 "As-Graded Geotechnical Report, Final Report of Mass Grading, Carlsbad Oaks Business Center, Carlsbad Tract 74-21, Carlsbad, California,", dated February 19, 1987, by San Diego Geotechnical Consultants, Inc, Job No 05-1079-002-00-10 Gentlemen In accordance with your request, GeoSoils, Inc (GSI) has performed a geotechnical evaluation regarding proposed construction on Lot 20 within the Carlsbad Oaks Development The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide preliminary recommendations for site preparation, earthwork construction, and foundation design/construction, based on our findings palomar Airport Road f N NTS J Site Location Map DATE J/i§_WO NO.1950-SC Geotechnical • Geologic • Environmental FORM 89/22 Figure 1 Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 Page2 Site Conditions and Proposed Development The subject site is a roughly triangular-shaped lot bounded by Loker Avenue on the northwest and adjacent developed industrial pads on the south and east (Figure 1) Lot 20 comprises approximately 3 3± acres A landscaped slope approximately 13± feet in height descends from the eastern lot boundary to the pad Minor slopes (4± to 5± feet or less in height) occur along the southerly property boundary Existing landscaped areas exist adjacent to Loker Avenue Lot 20 was previously graded in 1985 and 1986 According to an as-graded geotechnical report reviewed (San Diego Geotechnical Consultants Inc 1987) the lot is a cut pad in what was mapped as Santiago Formation A temporary desilting basin/storm dram inlet is located toward the northwestern portion of the site Existing site surface drainage appears to be directed to this basin primarily by means of sheet flow Localized variations in this grade exist At the time of our study, most of the interior areas of the site exposed limited fills or disturbed bedrock less than 1 foot in thickness, probably the result of site discing or weed control Perimeter site areas adjacent to Loker Avenue are landscaped, and are likely underlain by minor fills Lot 20 was sheet graded at an approximate grade of 1%, resulting in a fall of approximately 3± feet from southeast to northwest Other than the storm dram basin previously described other site improvements include the landscaping of perimeter slopes and related street (i e , sidewalks, streetlights, etc) improvements It is our understanding that the proposed development is to consist of the construction of a one story, 49,639± square foot, concrete tilt-up industrial/commercial building with truck ramps and loading areas The remainder of the lot would be utilized for parking, concrete flatwork and/or landscape improvements Based upon a Preliminary Gradmg'Plan prepared by Spear & Associates typical cut and fill grading techniques are anticipated to construct the building pad to the desired graded configuration Maximum proposed fill depths are anticipated to be on the order of 5± feet Only minor cuts are proposed along the southern lot boundary Proposed onsite slopes are not anticipated to exceed five feet in height, at gradients of 2 1 (horizontal to vertical) or flatter Based upon proposed finish pad grade elevation(s), the entire building pad is to be constructed with fill materials to be imported from the adjacent Lot 19 The eastern most portion of the building area will be raised in grade approximately 2± feet, while the western portion will be raised approximately 5± feet Cut-fill transitions are not anticipated within the building pad Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8 1996 Page3 FIELD EXPLORATION Subsurface conditions were explored for this study by excavating three (3) hand auger borings ranging in depth from 2+ to 3± feet Logs of the test excavations are included with this report in Appendix A Field exploration was performed on December 10, 1995 by our project geologist who logged the excavations and obtained samples of representative materials for laboratory testing The approximate locations of the borings are indicated on the enclosed Geotechnical Map (Plate 1) which uses the 1"=20' scale preliminary grading plan prepared by Spear & Associates EARTH MATERIALS Earth materials encountered on the site consist of artificial fill, and sedimentary bedrock previously identified as belonging to the Tertiary-age Santiago Formation (San Diego Geotechnical Consultants, Inc 1987) Artificial Fill Fills are believed to exist in the landscaped areas at the northern and western perimeters of the site, but are generally outside currently proposed structural improvements and were not explored for this study Such fill is not considered suitable for structural support in its present condition It may, however be used as compacted fill if it is properly processed (i e , cleaned, moisture conditioned and compacted) Bedrock (map symbol Tsa) Bedrock materials encountered consist of grayish brown to dark grayish brown sandy claystone and yellowish brown clayey sandstone and srltstone Bedrock exposed in the pad area is typically mottled with a dry and loose weathered zone on the order of 1 foot thick Below this depth, bedrock becomes relatively moist, stiff and medium dense These sediments have expansion potentials that range from low to high, and typically have an elevated sulfate content and some potential for corrosion Bedding orientations observed in the cut slope along the eastern site boundary are variable with the predominant trends approximately striking north-south, dipping 12-20° east Regional mapping by (Weber, 1982) indicates relatively flat lying bedding orientations in the vicinity The proposed import area within Lot 19 is comprised of olive brown claystone Underlying the sedimentary rocks in this general area is the Jurassic-Age Santiago Peak Volcanic rock This bedrock unit generally consists of very hard and dense volcanic and GeoSoilSj Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8 1996 Page4 Underlying the sedimentary rocks in this general area is the Jurassic-Age Santiago Peak Volcanic rock This bedrock unit generally consists of very hard and dense volcanic and metavolcanic rock This rock unit was not encountered within the exploration performed for this study Based upon our review of the referenced report (San Diego Geotechnical Consultants Inc 1987) for this development this hard rock unit should not be encountered during earthwork/construction on Lot 20 SUBSURFACE WATER Subsurface water was not encountered within Lot 20 during field work performed in preparation of the current site evaluation However, it is not uncommon to encounter minor amounts of groundwater within the bedrock in this area This water is usually the result of either rainfall and/or landscape irrigation and occurs as "perched water" or as water trapped along natural fractures within the bedrock Groundwater is not anticipated to significantly adversely affect site development provided that the recommendations contained in this report are incorporated into final design and construction These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation precipitation, or that were not obvious at the time of our investigation FAULTING AND REGIONAL SEISMICITY No known active or potentially active faults are shown crossing the site on published maps (Jennings 1994) reviewed No evidence for active or potentially active faulting was encountered in any of our exploratory borings performed during this evaluation or in referenced reports reviewed for this study There are a number of faults in the southern California area which are considered active and will have an effect on the site in the form of moderate to strong ground shaking, should they be the source of an earthquake These include, but are not limited to the San Andreas fault, the San Jacinto fault, the Elsmore fault, the Coronado Bank fault zone and the Rose Canyon - Newport-lnglewood faulf zone The approximate location of these and other major faults relative to the site are indicated on Figure 2 The possibility of ground acceleration, or shaking, at the site may be considered as approximately similar to the southern California region as a whole The acceleration-attenuation relations of Campbell (1993) have been incorporated into EQFAULT (Blake, 1995) EQFAULT is a computer program used for the deterministic Inc. SA-San Anareas Fault Zone SJ-San Jacinto Fault Zone RC-Rose Canyon Fault Zone EF-Elsinore Fault Zone SITE LCCA~ON f-<-) ae - 33 1Z3! N Lorgi ^2e - 1 i 7 2578 W ^ LOT 20 CALJFORNIA FAULT W 0 1950-SC GeoSoils, Inc. Figure 2 Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 PageS evaluation of horizontal accelerations from digitized California faults Results of the computer file search and computations are enclosed in Appendix B Based upon the acceleration-attenuation relations of Campbell (1993) the largest probable and credible peak horizontal ground accelerations anticipated at the site would be 0 19g and 0 34g assuming maximum probable and credible events of magnitude 6 0 and 7 0 respectively on the Rose Canyon - Newport-lnglewood fault zone located as * close as 7 to 8± miles west of the site Other Hazards Considered The following list includes other seismic related hazards that have been considered during our evaluation of the site The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics and typical site development procedures Surface Fault Rupture Ground Lurching or Shallow Ground Rupture Tsunamis i • Liquefaction Dynamic settlements I * It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area Potential damage to any structure(s) would | likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced by the hazards considered above This potential would be no greater than that for other existing structures and improvements in the immediate vicinity LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials encountered in order to evaluate their physical characteristics The test procedures used and results obtained are presented in this report as Appendix C i Laboratory Standard Relative Maximum Dry Density To determine the compaction characteristics of a representative sample of onsite soil, I laboratory testing was performed in general accordance with ASTM Test Method D-1557 ' A maximum dry density of 104 5 pounds per cubic foot (pcf), with an optimum moisture content of 20 5 percent was determined for a sample collected from boring B-1 GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 Page6 Expansion Potential Expansion index testing was performed on representative samples of soils currently exposed near pad grade in general accordance with Standard 18-2 of the Uniform Building Code Expansion indices of 94 (high) and 28 (low) were recorded for representative samples of bedrock materials collected from borings B-1 and B-2 respectively An expansion index of 91 was determined for import soils within Lot 19 Gradation Testing A typical sample of site bedrock materials was tested for gradation The percent passing the #200 sieve was determined in general accordance with ASTM test method D422 The results of these tests are presented in Appendix C Direct Shear Tests Direct shear strength parameter testing was performed on remolded samples of site soil in general accordance with ASTM Test Method D-3080 Test results are included in Appendix C CONCLUSIONS Based on our reviews field exploration, laboratory testing and geotechnical engineering evaluations it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and a representative from GSI is present during the construction phases of site development The primary geotechnical concerns with respect to the proposed development are Depth to competent material/bedrock Expansion potential and erosiveness of site soils Potential presence of corrosive soils and soils with a high sulfate content Regional seismic activity The recommendations presented herein consider these, as well as other aspects of the site The engineering analyses performed concerning site preparation and the recommendations presented herein, have been completed using the information provided and obtained during our field work In the event that any significant changes are made to proposed site development, or when final graded configuration of the lot is determined, the conclusions and recommendations contained in this report shall not be GeoSolls, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 Page? considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office RECOMMENDATIONS-EARTHWORK CONSTRUCTION Grading All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code, the requirements of the City of Carlsbad and the Grading Guidelines presented in the back of this report (Appendix D), except where specifically superseded in the text of this report Prior to grading a GeoSoils, Inc 's representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed and review the earthwork schedule During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GeoSoils, Inc If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted modified and/or additional recommendations will be offered All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met Site Preparation Debris, vegetation and other deleterious material should be removed from the improvement(s) area prior to the start of construction Areas approved to receive fill should first be scarified and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and compacted to a minimum 90% relative compaction Rock Hardness and Rippabihty Moderately dense sedimentary bedrock appears to be present at or near existing grade over the entire site Easy processing to moderately difficult ripping is anticipated to the proposed depths below existing grades within the building pad area It should be noted that weathering of natural earth materials is rather irregular by nature, so hard and soft zones are likely to be encountered Therefore, it should be anticipated that isolated "hard spots", may be encountered randomly which may require locally heavier ripping GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8 1996 PageS Removals (unsuitable materials) Due to the highly weathered condition of soils across the entire lot, both parking/building areas (see boring logs) surficial soils should be removed to competent material Removals are anticipated to consist of the uppermost 1 to 2 feet of material, depending on the degree of weathering and/or disturbance Once these materials are removed they may be used as compacted fill provided the materials are moisture conditioned prior to placement When removals are completed, the exposed surface should be scarified, moisture conditioned and recompacted prior to fill placement Overexcavation Proposed grading of the building site is not anticipated to create a bedrock cut/fill transition within the building pad area Should this not be the case, and in order to provide for uniform support of this structure(s), any cut portion of the building area should be overexcavated and replaced with compacted fill to provide a minimum 4 foot thick compacted fill blanket Areas where planned fills are less than 4 feet thick should also be overexcavated to provide the recommended minimum fill thickness Overexcavations should be completed to a minimum lateral distance of 8 feet outside of the extreme exterior foundation elements Overexcavated bottoms should be scarified, moisture conditioned and compacted prior to placement of compacted fill Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (6± inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent Based upon a site reconnaissance of adjacent Lot 19, proposed import fill from that lot appears suitable for use within Lot 20, as the material types are the same Earthwork Balance The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location However, the overall earthwork shrinkage and bulking may be approximated by using the following parameters Existing artificial fills 0% to 5% shrinkage Bedrock (Import Site) 2% to 7% bulking It should be noted that the above factors are estimates only, based on preliminary data obtained Final earthwork balance factors may vary GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8 1996 Page9 Exterior Slab On Grade Areas (Excluding Pavements and Parking Areas) Subgrade soils in proposed exterior slab-on-grade areas should be cleared of all vegetation and other deleterious debris scarified and moisture conditioned to a depth of approximately 12 inches below existing grades and compacted to a minimum 90% relative compaction as determined by the laboratory maximum dry density Locally deeper removal/reprocessing area(s) may be encountered Pavement Areas A discussion of the treatment of existing ground in pavement areas is presented in the "Preliminary Pavement Design" section of this report Erosion Control Onsite soils and bedrock materials have a high to moderate erosion potential Use of hay bales, silt fences, and/or sandbags should be considered, as appropriate for temporary erosion control Temporary grades should be constructed to drain at 1-2% to a suitable temporary or permanent outlet Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials Should any significant zones be encountered during earthwork construction remedial grading may be recommended however no remedial measures are anticipated at this time FOUNDATION RECOMMENDATIONS Recommendations for Concrete "Tilt-up" Structures For preliminary planning purposes, the following is presented It is our understanding that the structure will be erected utilizing a tilt-up and steel frame method of construction We assume that column loads will not exceed 50 kips for dead plus live loading conditions, while wall loads are not expected to exceed 3 kips per lineal foot The engineering analysis performed concerning the foundation system and Jhe recommendations offered below, have been prepared using these anticipated loads and assuming the recommended earthwork is performed In the event that the information concerning the proposed development is not correct, or any changes in the design, location or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office The information and recommendations presented in this section are not meant to supersede design by the project structural engineer Design Our field work and laboratory testing indicates that onsite soils are classified as having an expansive potential ranging from low to high, and the proposed import soil has a high GeoSofls, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 PagetO expansion potential Preliminary recommendations for foundation design and construction are presented below It is currently anticipated that each foundation element for the building will be supported entirely by fill Recommendations for building footings that transition from fill to bedrock could be provided if needed when the foundation plan is provided Bearing Value Compacted Fill 1a An allowable vertical bearing value of 2000 pounds per square foot (psf) should be used for design of continuous footings a minimum 15 inches wide and 24 inches deep and for design of isolated pad footings 24 inches wide and 24 inches deep, bearing in properly compacted fill material This value may be increased by 200 pounds per square foot for each additional 12 inches in depth ('no increase is allowed for footing width) to a maximum value of 2500 pounds per square foot The above values may be increased by one-third when considering short duration seismic or wind loads Bedrock 1b An allowable vertical bearing value of 2500 pounds per square foot should be used for design of continuous footings a minimum 15 inches wide and 24 inches deep and for design of isolated pad footings 24 inches wide and 24 inches deep, bearing in bedrock materials This value may be increased by 300 pounds per square foot for each additional 12 inches in depth (no increase is allowed for footing width) to a maximum value of 3500 pounds per square foot The above values may be increased by one-third when considering short duration seismic or wind loads 2 All footings should be embedded a minimum of 24 inches into properly compacted fill or bedrock 3 All continuous footings should be minimally reinforced with 4 No 5 rebars, 2 top and 2 bottom, or as designed by the structural engineer based on loads and actual conditions 4 Interior columns should be supported on isolated column footings or integrated footing and grade beam systems Column loads should not be supported directly by slabs GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 Page11 5 Interior mezzanines (if planned) should not be supported directly upon the slab surface It is recommended that the interior mezzanine is supported by either isolated interior footings or strip footings 6 The upper 6 inches of footing embedment should be neglected if not confined by slabs or pavement Lateral Pressure Compacted Fill 1a Passive earth pressure of compacted fill may be computed as an equivalent fluid having a density of 225 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2000 pounds per square foot Bedrock 1b Passive earth pressure may be computed as an equivalent fluid having a density of 275 pounds per cubic foot per foot of depth, to a maximum earth pressure of 3000 pounds per square foot 2 An allowable coefficient of friction between properly compacted fill soil or bedrock and concrete of 0 25 may be used with the dead load forces 3 When combining passive pressure and fnctional resistance, the passive pressure component should be reduced by one-third 4 All footings should maintain a minimum 7 foot horizontal set back from the base of the footing to any descending slope As is measured from the footing face at the bearing elevation 5 A factor of safety of 1 5 was incorporated into the value of passive earth pressure and the coefficient of friction 6 The upper 6 inches of passive pressure should be neglected if not confined by slabs or pavement Footings should be a) tied with a grade beam or tie beams or b) have continuous footings across large openings, (i e , garages or entrances) All exterior isolated footings should be tied in at least two perpendicular directions by grade beams or tie beams to reduce the potential for lateral drift or differential distortion The base of the grade beams should enter the adjoining footings at the same depth as the footings (i e , in profile view) The grade beam steel should be continuous at the footing connection GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8 1996 Page12 Grade beams and footings should be minimally reinforced and sized per the structural engineers recommendations When reviewing the interior building footings the structural engineer should consider utilizing grade beams to control lateral drift of isolated column footings, if the combination of friction and passive earth pressure will not be sufficient to resist lateral forces Prior to placing steel or concrete the footing and grade beam excavations should be well moistened Foundation Settlement - Structural Loads Provided that the recommendations contained in this report are incorporated into the final design and construction phases of development, a majority (50 percent or more) of the anticipated foundation settlement is expected to occur during construction Maximum settlement is not expected to exceed approximately 1 inch and should occur below the heaviest loaded columns Differential settlement is not expected to exceed approximately 1/2 inch between similar elements, in a 20 foot span Settlement evaluations should be reviewed by this office when the foundation geometry and building loads are known Design of Floor Slab Concrete slab-on-grade construction is anticipated The following criteria are considered minimum design parameters for the non-structural slab and they are in no way intended to supersede design by the structural engineer They do not account for concentrated loads from storage racks, fork lifts or other machinery The slabs in areas which will receive relatively light loads (office space, lunch area, etc ) should be at least 5 inches in thickness and be minimally reinforced with No 3 reinforcing bars on 18 inches centers both ways or equivalent reinforcement Reinforcing should be properly supported by chairs or blocks to ensure placement near the vertical midpoint of the slab "Hooking" of reinforcement is not a recommended method of positioning of steel In areas where moisture condensation is undesirable, (e g , areas to have floor coverings, office space, machinery, etc) a minimum 10 mil plastic membrane should be placed The membrane should be placed in the center of a four inch minimum sand layer These areas should be separate from areas not similarly protected This separation should be provided with a concrete cutoff wall extending at least 12 inches into the subgrade soil GeoSoilSy Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8 1996 Page13 The project structural engineer should design the slabs in warehouse or other areas subject to higher loads Modulus of subgrade reaction (k) may be used in the design of the floor slab supporting heavy truck traffic fork lifts, machine foundations or heavy storage areas (in excess of 100 pounds per square foot psf) A preliminary K-value (modulus of subgrade reaction) of 75 pounds per square inch per inch (pci) may be used The subgrade should be compacted to a minimum 90 percent of the laboratory maximum density at or above optimum moisture content Based on our experience in this area a loaded hard tire forklift or warehouse storage aisle frames may impose the controlling load conditions for industrial slabs within a warehouse If the interior slab is to support either ovens or freezers additional recommendations should be provided The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion Two of the Dest ways to control this movement are 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab, and 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion Shrinkage cracks could become excessive if proper finishing and curing practices are not followed Finishing and curing practices should be performed per the Portland Cement Association Guidelines Mix design should incorporate rate of curing for climate and time of year sulfate content of soils, corrosion potential of soils, and fertilizers used on site Testing for sulfate content should be performed during earthwork to evaluate the actual corrosion potential of site soils The use of Type V-Portland cement and a modified water cement ratio may be necessary (per code) depending upon the actual corrosion potential of site soils Should soils have sulfate concentrations, resistivity and pH as indicated by additional testing, a corrosion specialist may be necessary in order to provide mitigative design Retaining Walls General The equivalent fluid pressure parameters provided assume that low expansive granular backfill is utilized behind the proposed walls The low expansive granular-backfill, should be provided behind the wall at a 1 1 projection from the heal of the foundation system Low expansive fill may consist of a material such as Class 3 aggregate baserock, Class 2 permeable rock, etc Wall backfilling should be performed with lightly loaded equipment within the same 1 1 projection (i e , hand tampers, walk behind compactors) Relative large impermeable backfill material should be used in the upper 12 to 18 inches when the surface is exposed to ram or irrigation water GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks Januarys 1996 Page14 2 permeable rock etc Wall backfilling should be performed with lightly loaded equipment within the same 1 1 projection (i e hand tampers, walk behind compactors) Relative large impermeable backfill material should be used in the upper 12 to 18 inches when the surface is exposed to rain or irrigation water Foundation systems for any oroposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report Building walls below grade should be water-proofed or damp-proofed, depending on the degree of moisture protection desired All walls should be properly designed in accordance with the recommendations presented below If expansive soils are used to backfill the proposed walls, increased active and at-rest earth pressures will need.to be utilized for retaining wall design These have been provided for the onsite soils under both restrained and cantilever walls Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized This movement could cause some cracking depending upon the materials used to construct the wall To mitigate this effect the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed Vertical expansion control joints should be infilled with a flexible grout Wall footings should be keyed or doweled across vertical expansion joints Restrained Walls Loading Dock Wall It is recommended that loading dock walls be designed for restrained conditions (indicated below), where adjacent to the proposed site building Loading dock walls should be designed to resist lateral earth pressure and any additional lateral pressures caused by surcharge loads on the anticipated adjoining slab surface Approximately 1/3 to 1/2 of surcharge loads on the truck loading dock slab may be added as a uniform load in the back of the loading dock wall However, the structural engineer or civil engineering specializing in structural design should be responsible for the evaluation of the type of wall connection and the condition of the wall (restrained or cantilever) Other Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or mate corners, should be designed for an at-rest equivalent fluid pressures (EFP) of 65 pcf, plus any applicable surcharge loading This restrained-wall, earth pressure value is for select backfill material only For walls that are restrained and backfilled with low to medium expansive soils, an GeoSoils, Inc. APPENDIX A BORING LOGS in oo> iocooccCOE03I CO CO LUh- u_o o O Oz co_J o CO OILI CD IIII i£ ^0 CO UJQ II I! II s!»Q i H •-!£!25 Sfe UJ o o-5 Si Q. ' •5 °- £5 UJ ib c1Q GROUPSYMBOL£ Jr~ ^MIaid Q H % 8tH Q. I -c§2£1 _cw>>2o>^CO 0 >, -ac CO CO V O c/)o t=:1 2 o •D 00) "-m 5 CU Weathereddry, loose, fi_J 0 T— 1 O t CQ -K-*coOEc"5o^ftCO tS~ o0>|•Sco CD"-o -coof —c °° 0 ° •4— » •+— 'w c >* CO03 -c O cw D >< JO T3 COc . 03 X! CO <D Bedrockstiff, fracturOJ1 -o£i CNO^ QO % {- Z CD ZOl- Q. o: o CO UJ 0 L|sQ£fe I- w ?§uj 2 £kUJ o a- 5 m GROUPSYMBOLX 1 H — Q. -Vuj i. 0 &*PE IJ3-CI00)=:>,«0£ i 1 CO CO ^ "2 T3 CU Weathered Bidamp, looseo CO ^~ co CM Tl c"O^x:w§^"CD>%>^CO0 x: 1 Q) C/DCD £ n «S 13W— c w § >• 21-°Bedrock Samoist mediumCNJ T— -o£i CNJ O ^ QO % h- 2 CQ 05 .o (0coOccTO CO t Q. h-co O O O co_J o COo UJo 111 1§pri —I B:o CO I Ml Q U|&QSt .Q £|UJ 3 gg SS "£ |li£GROUPSYMBOLX t-Sit Q 5* I ~ c5o.ajzif1>,i-o"c (0 Wco- g-s o ™ n?IV ^^ — ^ 8® ¥ -C TJ « CO >m|Weathereddry, loose,8 in io CO CQ 2c "50u_XIC"</>^"o5>>^cc T3 0>" 0) C yj 2 c c/} 0) T3 -0 § Eco 2 - "CaT <i> ro E IU o •%Bedrockbrown, moiCO i e*\U J T3 ^ ~co CD§ Q O roH Z CO APPENDIX B EQFAULT DATE Monday, December 4, 1995 ************************************* * * * EQFAULT * * * * Ver 2 01 ** * * * ************************************* (Estimation of RHGA Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR - PMc UOB NUMBER W O 1950-SC JOB NAME Hamann, Lot 20, Carlsbad Oaks SITE COORDINATES LATITUDE 33 1331 N LONGITUDE 117 2578 W SEARCH RADIUS 100 mi ATTENUATION RELATION 1) Campbell (1993) Horiz - 0=Soil l=Rock UNCERTAINTY (M=Mean, S=Mean+l-Sigma) S SCOND 0 COMPUTE RHGA HORIZ ACCEL (FACTOR 0 650 DISTANCE 20 0 mi] FAULT-DATA FILE USED CALIFLT DAT OURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) A DETERMINISTIC SITE PARAMETERS Page 1 I ABBREVIATED FAULT NAME 3LUE CUT 3ORREGO MTN (San Jacinto) CAMP ROCK-EMER -COPPER MTN CASA LOMA-CLARK (S Jacin ) •CA1ALINA ESCARPMENT C-IINO COYOTE CREEK (San Jacinto) CUCAMONGA ELSINORE ELYSIAN PARK SEISMIC ZONE GLN HELEN -LYTLE CR-CLREMNT r^ELENDALE HOMESTEAD VALLEY i - ±<OT S-BUCK RDG (S Jacinto) JIMPERIAL - BRAWLEY &OHNSON VALLEY LA NACION EENWOOD-OLD WOMAN SPRINGS MALIBU COAST MEWPORT- I NGLEWOOD- OFFSHORE NORTH FRONTAL FAULT ZONE PALOS VERD-CORON B -A BLAN PINTO MOUNTAIN - MORONGO RAYMOND }OSE CANYON j ADDDOY DISTANCE mi (km) 79 (127) 62 (100) 94 (151) 46 ( 73) 40 ( 64) 49 ( 78) 48 ( 77) 73 (117) 22 ( 36) 80 (128) 49 ( 79) 83 (134) 93 (150) 48 ( 78) 99 (160) 86 (138) 21 ( 34) 90 (145) 97 (157) 12 ( 19) 79 (127) 24 ( 38) 72 (116) 82 (133) 8 ( 12) MAX MAX CRED MAG 7 00 6 50 7 00 7 00 7 00 7 00 7 00 7 00 7 50 7 00 7 00 7 30 7 50 7 00 7 00 7 50 6 50 7 30 7 50 7 00 7 70 7 50 7 30 7 50 7 00 CREDIBL RHGA SITE ACC g 0 024 0 025 0 017 0 063 0 077 0 074 0 058 0 037 0 241 0 030 0 056 0 027 0 025 0 057 0 015 0 030 0 170 0 023 0 030 0 224 0 042 0 226 0 036 0 043 0 340 E EVENT SITE INTENS MM IV V IV VI VII VII VI V IX V VI V V VI IV V VIII IV V IX VI IX V VI IX MAX MAX PROB MAG 6 00 5 75 5 75 6 75 6 25 5 50 5 75 6 25 6 75 5 75 6 50 5 75 4 00 6 00 6 75 5 25 4 25 5 25 6 50 5 75 5 75 6 75 5 75 4 00 6 00 PROBABL RHGA SITE ACC g 0 Oil 0 014 0 006 0 052 0 044 0 024 0 023 0 020 0 144 0 Oil 0 038 0 008 0 001 0 027 0 012 0 005 0 033 0 004 0 013 0 096 0 009 0 135 0 010 0 002 0 185 E EVENT SITE INTENS MM III IV II VI VI IV IV IV VIII III V II - V III II V I III VII III VIII III - VIII DETERMINISTIC SITE PARAMETERS Page |MAX CREDIBLE EVENT)(MAX PROBABLE EVENT] "K, -i, *• *.>* ABBREVIATED j FAULT NAME SAN ANDREAS (Coachella V ) SAN ANDREAS (Mojave, SAN ANDREAS (S Bern Mtn ) SAN CLEMENTS - SAN HSIDRO SAND HILLS SAN DIEGO TRGH -B Aril A SOL .SAN GABRIEL BAN GORGON I O - BANNING 'SANTA MONICA - HOLLYWOOD SIERRA MADRE-SAN FERNANDO SUPERSTITION HLS (S Jacin) SUPERSTITION MTN (s Jacm) jVERDUGO AWHITTIER - NORTH ELSINORE *************************** t\r JTIX^A. DISTANCE mi (km) 72 (115) 81 (130) 68 (109) 56 ( 91) 91 (147) 33 ( 54) 87 (140) 60 ( 97) 88 (142) 76 (123) 82 (132) 77 (123) 85 (137) 47 ( 76) ********** MAX CRED MAG 8 00 8 30 8 00 8 00 8 00 7 50 7 00 7 50 7 50 7 50 7 00 7 00 6 70 7 50 ****** RHGA SITE ACC g 0 064 0 065 0 070 0 096 0 040 0 144 0 019 0 076 0 037 0 050 0 022 0 025 0 021 0 087 ******* SITE INTENS MM VI VI VI VII V VIII IV VII V VI IV V IV VII ******* MAX PROB MAG 7 00 8 00 6 75 6 50 6 75 6 25 5 75 7 00 5 25 6 00 6 25 6 25 4 50 6 00 ******* RHGA SITE ACC g 0 029 0 051 0 026 0 030 0 014 0 058 0 007 0 052 0 006 0 015 0 012 0 014 0 003 0 028 ******* SITE INTENS MM V VI V V IV VI II VI II IV III IV I V * X * *** END OF SEARCH-39 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS ^HE ROSE CANYON FAULT IS CLOSEST TO THE SITE T IS ABOUT 7 7 MILES AWAY LARGEST MAXIMUM- CREDIBLE SITE ACCELERATION LRGEST MAXIMUM- PROBABLE SITE ACCELERATION 0 340 g o IBS g APPENDIX C LABORATORY TEST RESULTS 3000 2500 u_ 01Q_ I- ta UJ K l- o; C ui 2000 1500 1000 I 500 0 500 1000 1500 2000 NORMAL STRESS (PSF) Exploration 8-1 Depth 0 0 2500 3000 Test Method Remolded to 90/^ 104 0 pcf @ 20 5/ Sample Innundated Prior To Testing ResuIts Cohesion <pst) 1044 3 Friction Angle 19 4 SeoSoi J s Inc December 1775 DIRECT SHEAR TEST RESULTS Ham/nan U O 1950-SC Plate C-1 Percent Fines The percent passing a #200 sieve was determined for representative samples of site soil in accordance with ASTM Test Method D422 The results of these determination are presented in the following table Location B-1 B-2 Percent Passmq #200 Sieve 79 35 Plate C-2 Hamann Construction, Inc Lot 20 Carlsbad Oaks WO 1950-SC January 8 1996 Page15 EFP of 75 pcf, plus applicable surcharge loads should be used For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner Building walls below grade or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degree of moisture protection desired The wall should be drained as indicated in the following section A seismic increment of 15H (uniform pressure) should be used on walls for level backfill and 25H for sloping backfill of 2 1 Where H is defined as the height of retained material behind the wall may be used Cantilevered Walls These recommendations are for cantilevered retaining walls up to 10 feet high Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall Appropriate fluid unit weights are provided for specific slope gradients of the retained material' These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions For cantilever retaining walls greater than 4 feet in height, a seismic increment of 15H (uniform pressure) for level backfill and 25H for backfill sloped at 2 1 behind the walls should be used If traffic is within a distance H behind any wall or a 1 1 projection from the heel of the wall foundation a pressure of 100 psf per foot in the upper 5 feet should be used Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1 1 projection behind any site wall Surface Slope of Retained Material (Horizontal to Vertical) Level 2 to 1 Equivalent Fluid Weight* for Backfill type Select Soil 35 55 Onsite/(low to medium expansive) Soil 50 65 *To be increased by traffic structural surcharge and seismic loading as needed These pressures are for retained onsite soils which are derived as indicted below GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks " ~ Januarys 1996 Page16 Wall Backfill and Drainage All retaining walls should be provided with an adequate pipe and gravel backdram and outlet system (a minimum 2 outlets per wall), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein Pipe should be perforated (holes down), 4-inch minimum, PVC schedule 40 or equivalent Gravel used in the backdram systems should be a minimum of 1 cubic foot per lineal foot of 3/8 to 1 1/2 inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall The surface of the backfill should be sealed by pavement or the top 18 inches should consist of relatively impermeable material compacted to 90% relative compaction Proper surface drainage should also be provided Weeping of the walls in lieu of a backdram is not recommended A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete behind the top of the walls with sloping backfill should be considered to reduce the potential for surface water penetration For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at 1-2 percent The surface drainage on this site will be along the bedrock/fill contact toward the lowest point of bedrock surface (excavation or natural) This is anticipated to be at the truck loading dock area (approximately 6 to 10 feet below the finished grade) In addition to the storm dram a subsurface dram behind the truck loading dock wall is recommended This may be drained into the storm dram or a suitable surface or subsurface outlet" Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report Wall footings may transition from bedrock to fill If this condition is present the civil designer may specify either a) A minimum of a two foot over excavation and recompaction of bedrock materials for a distance of 2 times the height of the wall b) Increase of the amount of reinforcing steel and wall detailing (i e , expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated Expansion joints should be sealed with a flexible grout If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment j Inc. Hamann Construction, Inc Tot 20 Carlsbad Oaks WO 1950-SC January 8 1996 Page17 PRELIMINARY PAVEMENT DESIGN The following preliminary pavement designs are base upon an assumed R-value, the anticipated design classification, and on information provided by the client, as well as the minimum requirements of the City of Carlsbad Final pavement designs will require R- value testing of finish grade materials exposed at the end of earthwork construction For planning purposes, pavement sections consisting of asphaltic concrete over base and full depth Portland cement concrete pavement (PCCP) are provided Preliminary asphaltic concrete and portland cement concrete pavement sections are presented in the following tables ASPHALTIC CONCRETE PAVEMENT Traffic Area Parking Stalls Driveway Areas Traffic Areas (medium loads) Traffic Areas (heavy loads) Traffic Index® CR assumed) 45 50 60 Assumed Subgrade "Revalue 15 15 15 A.C Thickness*2* (inches) 4 4 4 Class 2 Aggregate Base Thickness*1* (inches) 4 4 75 (1)Denotes standard Caltrans Class 2 aggregate base (R>78, SE>22) (2)City of Carlsbad minimum AC thickness (3)TI values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development GeoSoils, Inc. Hamann Construction, Inc Lot 20 Carlsbad Oaks WO 1950-SC Januarys 1996 Page18 CONCRETE PAVEMENT t Traffic Area Parking Stalls Traffic Areas Average Daily <2) Truck Traffic (AOTT assumed) 200 200 Subgrade "FT-Vafue 15 15 Axfe Load Category light medium/heavy PXXC ** ThJcknes s (mches) 70 80 (1)Concrete shall be 560-C-3250 minimum (2)ADTT values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development For truck lanes and ramps, a 3 inch minimum layer of Class 2 aggregate base is recommended beneath the concrete paving In order to improve performance of concrete pavement in parking or traffic areas, the 3 inch base layer should also be considered in these areas Transition thickness details will be needed between heavy/medium traffic areas and parking lanes Design of truck loading docks should utilize guidelines provided for truck lanes and ramps with special detailing for edges and jointing Detailing of PCCP should be performed by the Civil Designer and should include load transfer joints and crack control joints for truck traffic areas If requested, GSl will aid the civil designer with the minimum expansion and crack control joint spacmgs Minimum steel to be provided near the midpoint of the slab (sectional view) to control concrete shrinkage is 6x6 w2 9xw2 9 welded wire mesh or equivalent Trash enclosures areas should be designed per the minimum standards of the City of Carlsbad Subgrade and Base Preparation The upper twelve inches of subgrade should be scarified, moisture conditioned to at least optimum moisture, and compacted to at least 95 percent of the maximum dry density Class 2 aggregate base should be compacted to at least 95 percent of its maximum dry density If adverse conditions (i e, saturated ground, etc) are encountered during preparation of the subgrade materials, special construction methods may need to be employed Subgrade soils should be at or above the soils optimum moisture content prior to placing pavement GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks -- - --- -_ Januarys 1996 Page19 Pavement Construction and Maintenance The recommended pavement sections are meant as minimums, if thinner or highly variable pavement sections are constructed, increased maintenance and repair may be needed Positive site drainage should be maintained at all times Water should not be allowed to pond or seep into the ground If planters or landscaping are adjacent to paved areas measures should be taken to minimize the potential for water to enter the pavement section If the ADT (average daily traffic), ADTT (average daily truck traffic), or Tl (traffic index) increases beyond that intended, increased maintenance and repair could be required for the pavement sections CONCRETE FLATWQRK As is commonly known, expansive soils are problematic with respect to the design construction and long term performance of concrete curbs, sidewalks, driveways and other flatwork areas Due to the nature of concrete flatwork, it is essentially impossible to totally mitigate the effects of soil expansion Typical measures to control soil expansion for structures include, low expansive soil caps, deepened foundation system, thickened edge work and increased structural design As these remedial methods are generally not cost effective, they are very seldom utilized for flatwork, because it may be less costly to simply replace any damaged or distressed sections than to "structurally" design them Alternatives to concrete may include paving stones and asphalt Even if "structural" design parameters are applied to flatwork construction, there would j still be relative movements between adjoining types of structures and other improvements (e g , curb and sidewalks, patio and structures) This is particularly true as the level of care during construction of flatwork is often not as meticulous as that for structures Unfortunately it is a fairly common practice for flatwork to be poured on subgrade soils which have been allowed to dry below optimum moisture contents since site grading Generally, shortly after flatwork construction is completed, landscape irrigation begins, utility lines are pressurized, and drainage systems are utilized, presenting the potential for water to re-enter the "dry" subgrade soils, causing the soil to expand Considering relatively uniform subgrade soil conditions, the greatest potential for visible offset is at the juncture of differing elements, such as the driveway, sidewalk and curb and where soil moisture contents are allowed to fluctuate We do not recommend use of a permeable, subbase below a concrete slab placed on expansive soil conditions It is our opinion that this type of material (subbase) permits I GeoSoils, Inc. J Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad-Oaks ~ January 8 1996 Page20 greater changes in the subgrade moisture content and therefore increases the potential for the subgrade material to undergo repeated events of heaving and shrinkage There are numerous items that could have an influence on the performance of concrete flatwork In some cases, adverse conditions can be attributed to a single source/mechanism, however, often two or more processes combine to produce measured movements Soils within the subject site area vary from low to high expansive in nature It appears that expansion of the soils represent the most significant potential mechanism which could adversely impact constructed flatwork Some factors that also represent a potential influence on flatwork performance are discussed in the following sections and their effects should be considered during construction Nature of Flatwork construction Drainage and landscape irrigation - Adjacent excavation(s) Landscape construction Recommendations for concrete flatwork construction were developed in an attempt to mitigate a majority of the potential uplift, lateral movement and/or distress that might occur, due primarily to soil expansion The intent of these recommendations are to decrease the potential for flatwork repair and replacement, but realistically that potential cannot be totally eliminated Additionally, more stringent recommendations (beyond those provided) could be developed to further minimize the need for repair or replacement Flatwork Construction The following minimum criteria should be incorporated into construction designs 1 Sidewalks and exterior slabs should be constructed with a four (4) inch thick concrete slab and reinforced with welded wire mesh (6x6, w2 9 x w2 9) supported near the vertical midpoint of the slab Hooking of the reinforcement is not considered an acceptable method of positioning the steel This thickness design was determined based upon experience with the onsite soils and the presence of expansive soil at grade The primary purpose of the wire mesh is to minimize vertical separation along cracks and expansion joints 2 If "shade" sand in any of the utility trenches, is exposed below the flatwork at least 12 inches of the sand should be removed and replaced with compacted fill soils (if possible) This should further minimize the potential for water to enter the subgrade soils Consideration should be given to the geometry of the trench relative to the flatwork and the width of the trench used GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC " " Lot 20 Carlsbad Oaks Januarys 1996 Page21 3 Presaturate the subgrade soils to a depth of 18 inches at 100 to 110 percent of optimum a minimum of at least 48 hours prior to pouring concrete Soil presaturation should be verified by a representative of this office The subgrade should not be excessively wet or muddy when concrete is poured 4 Prior to pouring concrete all loose or otherwise deleterious materials should be j removed The subgrade soils should be reasonably compact Observation, I probing, and testing, if deemed necessary, may be required to verify adequate results 5 Concrete cutoff walls should be constructed adjacent to any landscaped areas Where concrete flatwork is contiguous, there is no need to construct cutoff wall(s) 6 The concrete should have a 28 day minimum strength of 2500 psi (i e , 520 C-2500) 7 The use of transverse and longitudinal control joints should be considered to help control slab cracking due to concrete shrinkage or expansion Two of the best ways to control this movement is, 1) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab, and/or 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion We would suggest that the maximum control joint spacing be placed on 5 to 8 foot centers or the smallest dimension of the slab, whichever is , least I 8 No traffic should be allowed upon the newly poured concrete slabs until they have i been properly cured to within 75 percent of design strength 9 Positive site drainage should be maintained at all times Adjacent landscaping should be graded to dram into the street, parking area, or other approved area All surface water should be appropriately directed to areas designed for site drainage 10 In areas directly adjacent to a continuous source of moisture (i e irrigation, planters, etc), all joints should be sealed with flexible mastic GeoSoils, Inc. Hamann Construction, Inc WO1950-SC Lot 20 Carlsbad Oaks - - _ _ Januarys 1996 Page22 DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes Overwatenng should be avoided Graded slopes constructed within and utilizing onsite materials would be erosive Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established It order to minimize erosion on a slope face, an erosion control fabric (i e jute matting) should be considered From a geotechnical standpoint leaching is not recommended for establishing landscaping If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent relative compaction Additional Grading This office should be notified in advance of any additional fill placement, regradmg of the site or trench backfilling after rough grading hdb been completed This includes any grading, utility trench and retaining wall backfills Footing Trench Excavation All footing trench excavations for structures and walls should be observed and approved by a representative of this office prior to placing reinforcement Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site Trenching All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes Drainage Positive site drainage should be maintained at all times Drainage should not flow uncontrolled down any descending slope Water should be directed away from foundations and not allowed to pond and/or seep into the ground Pad drainage should GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks - ~ - Januar/8 1996 Page23 be directed toward the street or other approved area Roof gutters and down spouts should be considered to control roof drainage Down spouts should outlet a minimum of five feet from the proposed structure or into a subsurface drainage system We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet As an alternative, closed bottom type planters could be utilized An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork Adequate provisions should be made for drainage of proposed truck loading dock area(s) This should consider both surface drainage as well as retaining wall/foundation systems Gravity drainage is recommended however a sump with pump(s) may be necessary Utility Trench Backfill 1 All utility trench backfill in structural areas, slopes, and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard Flooding/jetting is not recommended for the site soil materials Jetting of trenches should not be performed on this project 2 Sand backfill, unless trench excavation material, should not be allowed in exterior trenches adjacent to and within an area extending below -a 1 1 plane projected from the outside bottom edge of the footing 3 All trencn excavations should minimally conform to CAL-OSHA and local safety codes 4 Soils generated from utility trench excavations to be used onsite should be compacted to 90 percent minimum relative compaction This material must not alter positive drainage patterns that direct drainage away from the structural area and towards the street 5 The use of pipe jacking for the placement of utilities is not recommended on this site PLAN REVIEW Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein In GeoSoils, Inc. Hamann Construction, Inc WO 1950-SC Lot 20 Carlsbad Oaks January 8, 1996 Page24 addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area, however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading site conditions may vary due to seasonal changes or other factors GeoSoils, Inc assumes no responsibility or liability for work, testing or recommendations performed or provided by others Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied Standards of practice are subject to change with time GeoSoils, Inc. Hamann Construction, Inc Lot 20 Carlsbad Oaks WO 1950-SC January 8 1996 Page25 The opportunity to be of service is greatly appreciated If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned ^Respectfully submitted, GeoSoils, Inc Paul L McClay, CE Principal Geologist L Fernando Aragon Civil Engineer, RCE 26096 Geotechnical Engineer, GE 99 PLM/ATG/cmw Enclosure Reference List Appendix A, Log of Borings Appendix B, EQFAULT Appendix C, Laboratory Test Results Appendix D Grading Guidelines Plate 1, Geotechnical Map Distribution (4) Addressee GeoSoilsy Inc. REFERENCE LIST Blake Thomas F, (1995) EQ FAULT Computer Program For The Deterministic Prediction of Horizontal Accelerations From Digitized California faults Campbell, KW, (1993), "Empirical Prediction of Near-Source Ground Motion From Large Earthquakes", Proceedings, International Workshop on Earthquake Hazard and Large Dams in the Himalaya, sponsored by the Indian National Trust for Art and Cultural Heritage (INTACH), New Delhi, India, January 15-16 Jennings, CW, 1994, Fault Activity Map of California and Adjacent Areas, Scale 1 750,000, California Division of Mines and Geology, California Data Map Series, Map No 6 Sadigh, K, Egan, J, and Youngs, R (1987), Predictive Ground Motion Equations Reported in Joyner, WB and Boore, D M (1988), "Measurement, Characterization, and Prediction of Strong Ground Motion", m Von Thun, J L, ed , Earthquake Engineering and Soil Dynamics II Recent Advances in Ground Motion Evaluation. American Society of Civil Engineers Geotechnical Special Publication No 20, pp 43-102 Weber, Harold, F , 1982, "Geologic Map of the Central-North Coastal Area of San Diego County, California, Showing Recent Slope Failures and Pre-Development Landslides" GeoSoils, Inc. J ! APPENDIX D GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES I GENERAL A These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill installation of subdrams and excavations The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report B The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services and geotechnical consultation during the duration of the project II EARTHWORK OBSERVATIONS AND TESTING A Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, ana applicable grading codes and ordinances The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly All clean-outs, prepared ground to receive fill, key excavations, and subdrams should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill It is the contractor's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation J General Earthwork and Grading Guidelines - _„_ _ Page 2 B Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78 Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017 at intervals of approximately two (2) feet of fill height or every 100 cubic yards of fill placed These criteria would vary depending on the soil conditions and the size of the project The location and frequency of testing would be at the discretion of the geotechnical consultant C Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place spread, moisture condition mix and compact the fill in accordance with the recommendations of the soil engineer The contractor should also remove all major non-earth material considered unsatisfactory by the soil engineer It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions If in the opinion of the geotechnical consultant unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc , are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed General Earthwork and Grading Guidelines,, - „ . - Rage 3 III SITE PREPARATION A All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site These removals must be concluded prior to placing fill Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable m-place should be removed prior to fill placement Depending upon the soil conditions, these materials may be reused as compacted fills Any materials incorporated as part of the compacted fills should be approved by the soil engineer B Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soul engineer Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condition should be over-excavated down to firm ground and approved by the soil engineer before compaction and filling operations continue Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re- compacted to the minimum relative compaction as specified in these guidelines C Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of six (6) inches or as directed by the soil engineer After the scarified ground is brought to optimum moisture content or greater and mixed, the matenals should be compacted as specified herein if the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about six (6) inches in compacted thickness D Existing ground which is not satisfactory to support compacted fill should be over- excavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described in Item 111, C, above E Where fills are to be placed on ground with slopes steeper than 5 1 (horizontal to vertical), the ground should be stepped or benched The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least two (2) feet deep into firm material, and approved by the sod engineer and/or engineering geologist In fill over cut slope conditions, the recommended minimum width of General Earthwork and Grading Guidelines - : Page 4 the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to one-half (1/2) the height of the slope F Standard benching is generally four feet (minimum) vertically, exposing firm, acceptable material Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed four feet Pre-strippmg may be considered for unsuitable materials in excess of four feet in thickness G All areas to receive fill, including processed areas, removal areas and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill Fills may then be properly placed and compacted until design grades (elevations) are attained IV COMPACTED FILLS A Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer These materials should be free of roots, tree branches, other organic matter or other deleterious materials All unsuitable materials should be removed from the fill as directed by the soil engineer Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to sen'e as a satisfactory fill material B Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact C Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal Oversized material should no be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces General Earthwork and Grading Guidelines _ - Page 5 To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities or underground construction unless specifically approved by the soil engineer and/or the developer's representative D If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should b conducted by the soil engineer as soon as possible E Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed six (6) inches in thickness The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is beng achieved with lifts of greater thickness Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction F Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture G After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of SO percent of maximum density as determined by ASTM test designation, D 1557-78, or as otherwise recommended by the soil engineer Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer H Compaction of slopes should be accomplished by over-building a minimum of three (3) feet horizontally, and subsequently trimming back to the design slope configuration Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed Special efforts may be necessary to attain the specified compaction in the fill slope zone Final slope shaping General Earthwork and Grading Guidelines - . Page 6 should be performed by trimming and removing loose materials with appropriate equipment A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face Where compacted fill slopes are designed steeper than 2 1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following 1) An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope 2) Loose fill should not be spilled out over the face of the slope as each lift is compacted Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling 3) Field compaction tests will be made in the outer (horizontal) two (2) to eight (8) feet of the slope at appropriate vertical intervals, subsequent to compaction operations 4) After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face Subsequent to testing to verify compaction, the slopes should be grid- rolled to achieve compaction to the slope face Final testing should be used to confirm compaction after grid rolling 5) Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction Additional testing should be performed to verify compaction 6) Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist —General Earthwork and Grading-Gmdelines . - - _ _ Page 7 V SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant Subdram locations or materials should not be changed or modified without approval of the geotechnical consultant The soil engineer and/or engineering geologist may recommend and direct changes in subdram line, grade and dram material in the field, pending exposed conditions The location of constructed subdrams should be recorded by the project civil engineer VI EXCAVATIONS A Excavations and cut slopes should be examined during grading by the engineering geologist If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope B The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started C If, during the course of grading unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not D Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies Additionally, short-term stability of temporary cut slopes is the contractor's responsibility E Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist General Earthwork and Grading Guidelines _ Page 8 VII COMPLETION A Observation, testing and consultation by the geotechnica! consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications B After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work final reports should be submitted subject to review by the controlling governmental agencies No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist C All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect Such protection and/or planning should be undertaken as soon as practical after completion of grading VIII JOB SAFETY A General At GeoSoils, Inc (GSI) getting the job done safely is of primary concern The following is the company's safety considerations for use by all employees on multi-employer construction sites On ground personnel are at highest risk of injury and possible fatality on grading and construction projects GS! recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor, however, everyone must be safety conscious and responsible at all times To achieve our goal of avoiding accidents cooperation between the client, the contractor and GSI personnel must be maintained In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects 1 Safety Meetings, GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings 2 Safety Vests Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field I General Earthwork and-Gradmg Guidelines _ ~ _ . _ Page 9 3 Safety Flags Two safety flags are provided to GSI field technicians, one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits 4 Flashing Lights All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office B Test Pits Location, Orientation and Clearance J The technician is responsible for selecting test pit locations A primary concern should be the technician's safety "Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic The contractor's authorized representative (dump man, operator, supervisor, grade checker, etc ) should direct excavation of the pit and safety during the test period Of paramount concern should be the soil technician's safety and obtaining enough tests to represent the fill Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible The technician'^ vehicle is to be placed next to the test pit, opposite the spoil pile This necessitates the fill be maintained in a dnveable condition Alternatively, the contractor may wish to park a piece of equipment in front of the test holes particularly in small fill areas or those with limited access A zone of non-encroachment should be established for all test pits No grading equipment should enter this zone during the testing procedure The zone should extend approximately 50 feet outward from the center of the test pit This zone is established for safety and to avoid excessive ground vibration which typically decreased test results When taking slope tests the technician should park the vehicle directly above or below the test location If this is not possible, a prominent flag should be placed at the top of the slope The contractor's representative should effectively keep all equipment at a safe operation distance (e g 50 feet) away from the slope during this testing The technician is directed to withdraw from the active portion of the fill as soon as possible following testing The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern General Earthwork and Grading Guidelines __ Page 10 The contractor should inform our personnel al all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor The grading contractor's representative will eventually be contacted in an effort to effect a solution However, in the interim, no further testing will be performed until the situation is rectified Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to his/her attention and notify this office Effective communication and coordination between the contractor's representative and the soils technician is strongly encouraged in order to implement the above safety plan C Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed Our personnel are directed not to enter any excavation or vertical cut which 1) are 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth All trench excavations or vertical cuts in excess of 5 feet deep, which a persons enters, should be shored or laid back Trench access should be provided in accordance with OSHA and/or state and local standards Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor The contractor's representative will eventually be contacted in an effort to effect a solution All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal General Earthwork and Grading Guidelines - _ _ Page 11_ If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPAC": -<~>- •NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) SEOROCK TYPICAL BENCHING SEE ALTERNATIVES TYPE B PROPOSED COMPACTED FILL NATURAL GROUND OLLUVIUM AND ALLUVIUM (REMOVE) BEDROCK TYPICAL BENCHING SEE ALTERNATIVES NOTE ALTERNATIVES LOCATION AND EXTENT OF SU80RAINS SHOULD BE DETERMINED 3Y THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING PLATE EG-1 CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1 PERFORATED PIPE AND FILTER MATERIAL MINIMUM FILTER MATERIAL MINIMUM VOLUME OF 9 FT ' /LINEAR FT 6* I ABS OR PVC PIPE OR APPROVED SUBSTITUTE WITH MINIMUM 8 (1/4* tfj PERFS LINEAR FT IN BOTTOM HALF OF PIPE ASTM 02751 SDR 35 OR ASTM 01527 SCHD 40 ASTM 03034 SOR 35 OR ASTM 01785 SCHO 40 FOR CONTINUOUS RUN IN EXCESS OF 500 FT USE 8'tf PIPE 12* MINIMUM ' 6* MINIMUM B-1 FILTER MATERIAL SIEVE SIZE PERCENT PASSING 100 90-100 to—100 25-40 18-33 5-15 0-7 0-3 1 INCH 3/L INCH 3/8 INCH NO 4 NO 8 NO 30 NO 50 NO 200 ALTERNATE 2 PERFORATED PIPE, GRAVEL AND FILTER FABRIC —->. 6'MINIMUM OVERLAP 6" MINIMUM OVERLAP '' 6' MINIMUM COYER — 4- MINIMUM BEDDING 4 MINIMUM BEDDING GRAVEL MATERIAL 9 FP/LINEAR FT PERFORATED PIPE SEE 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CD t— LO 0 O _1 O LU O C3 Z cr LU LU Z 0 z LU a LU s cr 0u_ cr LU a_ LU en a_i 3 a z CO z 0 t— 0< CL 2 O CJ LU CC a z < z o 1— <><o X LU cr LU > O a < CL CD ai o LU O C3 Z cr LU LU z <3 z LU cra a z< cr LU LU z 0 z LU l/>_l a</i LU "7" I— >- 03 >- cr<f CO CO LU CJ LU Z LU PLATE EG-9 -J 0101LUCJ LU a LU 01 O Cu X LU Z 0 a LU 01< CD a LU 2; 5 cr LUi— LU ^ UJ CD _l _l -^> LO t—Z LU 2 LU cr na LU cr 3! t— a $ >- z LU Ccr 3 CO cr LU > 0 U-c 01 01 LU Z •X- CJ I a LU z 2: cr LU 1— LU a u. •^~ a LU 21 cr 0 U- cr LU CL LU ai 13 O X 01 Zo H-a<a. 2:ao LU cr a z < z 0 I— ^f t- 01 oa_i o LU O 0 Z cr LU LUz 0 z LU LU ul »—AND/ORcr LU LU LU az * i £ E a am z a a01 o LU H- O o X LU crLU>o a oz LU 01 O 01 LU PLATE EG-10 TRANSITION LOTIDETAfL--- CUT LOT (MATERIAL TYPE TRANSITION) COMPACTED FfLL OVEREXCAVATE AND RECOMPACT 3 MINIMUM' UNWEATHEREQ BEDROCK OR APPROVED MATERIAL \\ TYPICAL BENCHING CUT-FILL LOT (DAYLIGHT TRANSITION) PAD GRADE NATURAL GRADE 5 MINJMUM"^5 MINJ *—H COMPACTED FILL 0* OVEREXCAVATE AND RECOMPACT 3 MINIMUM •• X UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING \ NOTE * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEE= CUT-FILL TRANSITION AREAS PLATE EG-11 -OVERSIZE-ROCK DISPOSAL _ .. VIEWS ARE DIAGRAMMATIC ONLY ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN VEIW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 10 MINIMUM (EJ do co CO 15MINIMUM (A) CO 20 MINIMUM OO 15 MINIMUM _^ (B) Co 00 5 MINIMUM (CJ (F) CO BEDROCK 6R APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE 10 IE)10Q MAXIMUM CD |3 MINIMUM 3ocC 10 MINIMUVU^ 10 MINIMUM ""^MINIMUM ici (GJ OOOCP (FJ BEDROCK OR APPROVED MATERIAL NOTE (A) (81 100 1C) (D) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT USED LENGTH OF WINDROW SHALL BE NO GREATER THAN MAXIMUM IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERNG GEOLOGIST WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION ORIENTATION OF WINDROWS MAY VARY BUT SHALL BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED (E) CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS AND SWIMMING POOLS (F) VOIDS IN WINDROW SHALL BE FILLED BY FLOODING GRANULAR SOIL INTO PLACE GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIFIED SOIL CLASSIFICATION SYSTEM (U8C 29-1) DESIGNATION OF SM SP 3A GP GROW ALL RLL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION AFTER RLL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE UFT OF FILL COVERING WINDROW WINDROW SHALL BE PROOF ROLLED WITH A 0-9 DOZER OR EQUIVALENT OVERSIZED ROCK IS DERNED AS LARGER THAN 12* AND LESS THAN L FEET IN SIZE (G) (H) PLATE EG-12 ROCK -DISPOSAL-FIT-S "ILL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENT x^ X GRANULAR MATERIAL SIZE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE N°TE 1 LARGE ROCK IS DEFINED AS ROCK LARGER THAN L FEET IN MAXIMUM SiZE 2 PIT IS EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 1/2 OF ROCK SIZE 3 GRANULAR SOIL SHOULD BE PUSHED INTO PIT AND OENSIFfEO BY FLOODING USE A SHEEPSFOOT AROUND ROCK TO AID IN COMPACTION L A MINIMUM OF L FEET OF REGULAR COMPACTED FILL SHOULD OVERLIE EACH PIT 5 PITS SHOULD BE SEPARATED 8Y AT LEAST 15 FEET HORIZONTALLY 6 PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY FILL SLOPE 7 PITS SHOULD ONLY BE USED IN DEE0 FILL AREAS PLATE EG-13 SETTLEMENT-PLATE AND RISER- DETAIL 'L STEE- DLATE STANDARD j/i °IPE N!PDLE vVELCED TO TOP OF PLATE 3/i" X 5 GALVANIZED PIPE STANDARD PIPE THREADS TOP AND BOTTOM EXTENSIONS THREADED ON BOTH ENDS AND ADDED IN 5 INCREMENTS 3 INCH SCHEDULE to PVC PIPE SLEEVE ADO IN 5 INCREMENTS WITH GLUE JOINTS FINAL GRADE MAINTAIN 5 CLEARANCE OF HEAVY EQUIPMENT MECHANICALLY HAND COMPACT IN 2 VERTICAL LIFTS GR ALTERNATIVE SUITABLE TO AND ACCEPTED BY THE SOILS ENGINEER MECHANICALLY HAND COMPACT THE INITIAL 5 VERTICAL WITHIN A 5 RADIUS OF PLATE BASE N \ N BOTTOM OF CLEANOUT PROVIDE A MINIMUM 1 BEDDING OF COMPACTED SAND NOTE 1 LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGED) TO EQUIPMENT OPERATORS 2 CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A 5 RADIUS OF PLATE BASE AND WITHIN 5 (VERTICAL) FOR HEAVY EQUIPMENT RLL WITHIN CLEARANCE AREA SHOULD BE HAND COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED 8Y THE SOILS ENGINEER 3 AFTER 5 (VERTICAL) OF FILL IS IN PLACE CONTRACTOR SHOULD MAINTAIN A 5 RADIUS EQUIPMENT CLEARANCE FROM RISER <• P' ACE AND MECHANICALLY HAND COMPACT INITIAL 2 OF FILL PRIOR TO ESTABLISHING THE 'NITIAL READING 5 IN THE EVENT OF DAMAGE TO THE SETTLEMENT DLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER : AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER PLATE EG-U TYPICAL SURFACE SETTLEMENT MONUMENT FINISH GRADE 3-5' 3/8' DIAMETER X 6' LENGTH CARRIAGE BOLT OR EQUIVALENT -6' DIAMETER X 3 1/2 LENGTH HOLE CONCRETE BACKFILL PLATE EG-15 I •• TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE ) TOP VIEW 100 FEET APPROXIMATE CENTER OF TEST PIT { NOT TO SCALE ] PLATE EG-16 OVERSIZE- ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE 20 MINIMUM CO VUNIMUMtA) oo 5 MINIMUM (C) PROPOSED -INISi-t GRADE do MINIMUM (Ei So CO 15 MINIMUM (A)o—~=° oo (GJ oa 00 oa(F) BEDROCK OR APPROVED MATERIAL ^\V^\^v\^v^^\\V^\^^V^<v^\ V^N\^/\V/7 VIEW PARALLEL TO SLOPE FACE J PROPOSED FINISH CRAPE j TO MINIMUM (El 100 MAXIMUM (B± ,25 MINIMUM (C). FROM CAfl>«>l WALL 15 MINIMUM 300* +£ 15 MINIMUM BEDROCK OR APPROVED MATERIAL J NOTE (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET IB) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT LENGTH OF WINDROW SHALL BE NO GREATER THAN 100 MAXIMUM (C) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEOROC< PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION (0) ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS EnGiNEE^ AND/OR ENGINEERING GEOLOGIST STAGGERING OF WINDROWS IS >'CT ACCESSARY UNLESS RECOMMENDED IE) CLEAR AREA FOR UTILITY TRENCHES FOUNDATIONS AND SHIMMING POOLS (F) ALL FILL OVER AND AROUND ROCK WINDROW SHALL SE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED IG) AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW WINDROW SHOULD BE PROOF ROLLED WITH A 5-9 DOZER OR EQUIVALENT VIEWS ARE DIAGRAMMATIC ONLY ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN PLATE RD — 1 JUN-26-96 WED 09 53 CITY OF CARLSBAD COMN DE FAX NO 4380894 P 04 NON-RESIDENTIAL CERTIFICATE Non-Readential Land owner, please read this option carefully and be sure you throughly understand the options before signing The opfaon you choose will affect your payment of the developed Special Tax assessed on your property This option is available only at the time of the first building permit issuance Property owner signature is required before a building permit will be issued Your signature is confirming the accuracy of all parcel and ownership information shown t-UrvAA/x Co^sV GIS 4MM- i<^q Name of Owner Telephone 41C AJ fe<^lo/ A"«- VUV \oW A... v^c*V Address ' Project Address £Tl C^VVC*^ CA 'I'LOLO Carlsbad CA 9200 & City *•* State Zip Code City 7.0^- o8l- oZ. State Zip Code Assessor's Parcel Number or ARM and Lot Number if not yet subdivided c& Building Permit Number As cited by Ordinance No NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No 1 Ail non-residential property, upon the issuance of the first building permit, shall have the option to (1 ) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty- five (25) years Please indicate your choice by initialing the appropriate line below OPTION (1 ) OPTION (2) I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one-time payment Amount of One-Time Special Tax $ U\(18S ^° Owner's Initials 1 elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a penod not to exceed twenty-five (25) years Maximum Annual Special Tax S_ VC. S3 "7,^ Owner Initials -f- I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT 1 UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED, Print Name Date The City of Carlsbad has not independently verified the information shown above Therefore, we accept no responsibility as to the accuracy or completeness of this information NON-RESIDENTIAL CERTIFICATE CITY OF CARLSBAD - COMMUNITY FACILITIES DISTRICT NO 1 SPECIAL TAX CALCULATION WORKSHEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY *• PLEASE PRINT •• ONE PER EACH BUILDING PERMIT •" BUILDING INITIALS PLANNING INITIALS DRAFT ENGINEERING INITIALS FINANCE INITIALS FINAL BUILDING A) PLAN CHECK NUMBER AND/OR BUILDING PERMIT NUMBER <fc^ B) PROPERTY OWNER(S) AS LISTED ON TITLE QASSESSORS PARCEL NUMBER (S) ORAPN AND LOT NOS FROM RECORDED FINAL MAP 1,0' ~ Q$ \ ~ <- D) DESCRIPTION OF WORK T 7 0 jio S*V J0 (J«-) PLANNING E) DATE OF INITIAL PARTICIPATION IN CFD F) GENERAL PLAN DESIG NATIO N(S) (BOXES PROVIDE M> Pf FOR THREE DIFFERENT USES EXPAND AS REQUIRED ) F2)F3) G) NET DEVELOPABLE ACREAGE THAT WILL REMAIN BY GENERAL PLAN USE AFTER THE STRUCTURE(S) IS BUILT ^ AC G2) H) TYPE OF LAND USE CREATED BY THE ISSUANCE OF ,L f(&(lJ\^ *•*! fc (-&r\njrti\\ ift) pf* AC G3) Ad THE BUILDING PERMIT (FROM SPECIAL TAX TABLE) H2)H3) EN I) J) K) GINEERING SQUARE FEET OF BUILDING PER USE INDICATED IN (H) ABOVE 11) SOFT 12) 13) SOFT SOFT IMPROVEMENT AREA (CHECK ONE) WITHIN THE BTD - IMPROVEMENT AREA I ( ) OU TSIDE THE BTD - I MPRO VEM ENT AREA II ( ) LEGAL DESCRIPTION (REQUIRED ONLY WHEN G ABOVE IS ZERO(O) ) PARCEL / LOT (CIRCLE ONE) OF PARCEL MAP I N THE CITY OF CARLSBAD COU NTY OF SAN DIEGO STATE OF CALIFORNIA FILED IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER ON (IF THE ABOVE IS NOT ADEQUATE A FULL LEGAL DESCRIPTION MUST BE ATTACHED ) BUILDING FINANCIAL PORTION TO BE FILLED OUT BY MIKE PETERSON OR FAX TO BARBARA HALE 296-3783 FIN L) M) ANCE SPECIAL DEVELOPMENT TAX - ONE-TIME RATE PER SQUARE FOOT (FROM SPECIAL TAX TABLE ) U1) L2) S $ L3) $ SPECIAL TAX - ONE-TIME (I x L) M1) M2) $ $ M3) $ OBLIGATION FOR UPCOMING YEAR IF THE PARCEL IS ISSUED A BUILDING PERMIT BETWEEN MARCH 2ND AND JUNE 30TH AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED AND WILL BE LEVIED IN THE FOLLOWING FISCAL YEAR TOTAL PAYOFF OPTION 1 ||SUM OF (M) ABOVE THE SPECIAL TAX LIEN ON THIS PROPERTY WHEN CHOSING OPTION 1 WILL BE RELEASED WHEN ALL OUTSTANDING OBLIGATIONS HAVE BEEN PAID IN FULL IF THERE IS A OBLIGATION FOR THE UPCOMING YEAR UNDEVELOPED SPECIAL TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR AFTER PAYMENT OF WHICH THE LIEN WILL BE RELEASED IF THERE IS O NLY THE CU RRENT YEAR S OBLIGATIO N OUTSTANDI NG THE LIEN IS RELEASED W HEN BOTH j NSTALLMENTS HAVE BEEN PAID lOPTION 1 * DISTRIBUTION OF PAYOFF ACCOUNT NO 430 - 81 0- 134O- SO32 || PASS THRU OPTION 2 |SUM OF (M) ABOVE TIMES 13 a-i % THE AMOUNT SHOWN is THE MAXIMUM ANNUAL SPECIAL TAX LEVIED FOR A PERIOD OF TWENTY-FIVE (25) YEARS IF THERE IS AN OBLIGATION FOR THE UNPCOMING YEAR THE UPCOMING YEAR S TAXES WILL REFLECT THE OBLIGATION OF UNDEVELOPED LAND TAX THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR OPTION 2 S I BUILDING N) TRANSFER THE ABOVE AMOUNTS ONTO THE NO N - RESIDENTIAL CERTIFICATE AND OBTAIN THE SIGNATURE OF THE PROPERTY OWNER BEFORE ISSUING A BUILDING PERMIT ^ DISTRIBUTION A COPY OF FINAL CALCULATION SHEET BUILDING PERMIT AND SIG NED CERTIFICATE A COPY OF FINAL CALCULATION SHEET BUILDING PERMIT AND SIG NED CERTIFICATE A COPY OF FINAL CALCULATION SHEET AND SIG NED CERTIFICATE ALL ORI»GINALS CFD NO 1 INCOMING BOX FINANCE (HELGA) PROPERTY OWNER BUILDING PERMIT FILE FEBRUARY 10 -1994 VALID UNTIL ^ JUL-15-96 MON 10 05 CITY OF CARLSBAD COtlM DE FAX NO 4380894 P 01 Plan Check No CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR, CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department SCHOOL DISTRICT \| Carlsbad Unified 801 Pine Avenue Carlsbad CA 92009 (434-0661) Encmitas Union 101 South Rancho Santa Fe Rd Encmitas CA 92024 (944-4300) San Marcos Unified 1290 West San Marcos Blvd San Marcos CA 92024 (744-4776) San Dieguito Union High School 71U Encmitas Boulevard Enamtas CA 92024 (753-6491) Project Applicant Project Address RESIDENTIAL TOIL APN -681 - e,/- SQ FT of living area SQ FT of covered area _ COMMERCIAL/INDUSTRIAL &QAFT AREA Prepared by \AjjuJLX number of dwelling units SQ FT of garage area _ Date FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirempnt under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986 (other school fees paid) Other Residential Fee Levied $based on 4 Comm/lndust Fee Levied $ //?5 / x£) based on f? _sq ft sq ft 30 School District Official Title Date HAMANN CONSTRUCTION = General Contracting & Development LIC #373142 475 W BRADLEY AVENUE ELCAJON CALIF 92020 PHONE 619 440 7424 FAX 619 440 8914 July 15, 1996 CITY OF CARLSBAD To Whom It May Concern Please be advised that Lori Horde has our permission to pull a permit in the City of Carlsbad If you should have any questions, please feel free to call President City of Carlsbad Building Department WORKERS' COMPENSATION DECLARATION hereby affirm under penalty of perjury one of the following declarations I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by section 3700 of the Labor Code, for the performance of the work for which this permit is issued I have and will maintain workers' compensation, as required by section 3700 of the Labor Code, for the performance of the work for which this permit is issued My workers' compensation insurance carrier and policy number are £HjNS_ORANCE~COMPANY CP_QJIICY-NO EXPIRATION-DATE (THIS SECTION-NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the ™ C workers compensation laws of California tZSignature1 Warning Failure to secure workers' compensation coverage is unlawful, and shall be subject an employer to criminal penalties and civil fines up to one hundred thousand .dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees March 3, 1995 2075 Las Palmas Dr • Carlsbad CA 92009-1576 • (619) 438-1161 • FAX (619) 438-O894 i'tl '"J'o- 3 i- ! 1 f "*J • j * ^ -j , •*! ts ' H Vc& <i •w k •^ 0 D i ' J ' r^ fej i] 11 a 1*rr. . P,ri i *9Q *% Z£ XQ w QSs|frntti 'Vf fni BUILDING PERMIT PCR No> PCR96037 09/04/96 12 46 Project No A9600b20 Page 1 of 1 Development No Job Address 2731 LOKER AV WEST Suite Permit Type PLAN CHECK REVISION Parcel Wo 209-081-20-00 Lot* Valuation 0 Construction Type HIM Occupancy Group Reference* & w°4'1M4Misw I$?UED Description EXTEND WASTE LINE AND CRANE Appiililf 07/l3$£$ CHANGES PERMIT #CB960432 Apr/Issue 09/04/96 Entered By RMA Appl/Ownr SMITH, KEN C19-444-2182ADLE 435 W BRADLEY AV EL CAJON CA 92020 , - *** Fees Required * t* xj AA-A /\ Fetst-tC*4llected & Credits Adjust Total Fee Fees 44fl ments /> * Fees / 2l« / description ii M&6 %fc • '»w • '""'fm't>%$' */ , -~,V = •• . 1%: To 1 4^ ^ Tot-aT-|jf • "Bal^ • ' Units *n '^A Caf4H^fe« c. arf,\?MB».~ a • ii »it*i«i 218 Ext fe 00 00 00 36 Data F=fe ^S^^^" *V '&•*"$) -f f »* 4 jf \ ^* ^ Plan Check Revisi(%ri.«f-s?*3"*^ " , "•>•"." ' "21^^60 * /Xt'1***' 218 00 • , ,» CITY OF CARLSBAD 2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-1161 EsGil Corporation fProfessionadPfan !Re.vieu> 'Engineers DATE 8/30/96 ^ "" a FIRE JURISDICTION Carlsbad [TFEAN~REVIEWER Q FILE PLAN CHECK NO 96-432 rev SET II PROJECT ADDRESS 2731 Loker Ave West PROJECT NAME FED I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below 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 Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to 2<] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Date contacted (by ) Telephone # REMARKS Please slip the sheet S-4 to the final approved set By David Yao Enclosures original approved plan Esgil Corporation I GA O CM n EJ D GP D PC 8/22 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation frofessionafffan Review 'Engineers DATE 7/31/96 Q APPLICANT (^rtfURi^ a FIRE JURISDICTION Carlsbad OTON~REVIEWER Q FILE PLAN CHECK NO 96-432 rev SET I PROJECT ADDRESS 2731 Loker Ave West PROJECT NAME FED I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Dean Smith 435 W Bradley Avenue Suite C, EL Cajon CA 92020 [X| Esgil Corporation staff did not advise the applicant that the plan check has been completed [ | Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Date contacted (by ) Telephone # REMARKS By David Yao Enclosures Esgil Corporation D GA n CM D EJ D GP D PC 7/18 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (619) 560-1468 «• Fax (619) 560-1576 Carlsbad 96-432 rev 7/31/96 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2731 Loker Ave West DATE PLAN RECEIVED BY ESGIL CORPORATION 7/18 REVIEWED BY David Yao PLAN CHECK NO 96-432 rev DATE REVIEW COMPLETED 7/31/96 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law 1 Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION 2 To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans 3 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes a No Note on the plan the crane support design is based on 3 ton pendant-operated travailing crane Provide detail on the plan to show the max column height is 19'-8" Carlsbad 96-432 rev 7/31/96 6 Provide detail on the plan to show the center of the girder is 7" off face of the column and the horizontal force is 2 feet from the support (per sheet 10 of the calculation) Detail 5/S11 is not very clear 7 Provide calculation to show the connection for the brace at top of the column is adequate (10/S11) 8 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 619/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you Carlsbad 96-432 rev 7/31/96 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 96-432 rev PREPARED BY David Yao DATE 7/31/96 BUILDING ADDRESS 2731 Loker Ave West BUILDING OCCUPANCY B/F-1/S-1/S-3 TYPE OF CONSTRUCTION HI-N BUILDING PORTION revision(add crane load, revise column footing, panel, some plumbing changed) Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) 2hr VALUATION MULTIPLIER VALUE ($) [x] 1991 UBC Building Permit Fee Q Bld9 Permit Fee by ordinance $ [X] 1991 UBC Plan Check Fee n Plan Check Fee by ordinance $21788 Type of Review fj Complete Review fj Structural Only [x] Hourly G Repetitive Fee Applicable rj Other Esgil Plan Review Fee $ 174 13 Comments 2x8715=17413 Fire Services Review Fire Alarm Complete Review Other Suppression System Esgil Fire Services Review Fee Comments $ Sheet 1 of 1 macvalue doc 5196