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Home My WebLink About1530 FARADAY AVE; ; CB980269; Permit--\-~ l 04/03/98 14:59 Page 1 of 1 B U I L D I N G P E R M I T Permit No: CB980269 Project No: A9800340 Development No: Job Address: 1530 FARADAY AV Suite: 5697 ·04/03/9B 0001 01. Permit Type: INDUSTRIAL BUILDING Parcel No: 212-130-26-00 Lot#: 101 C-PRMT 02 19367°00 Valuation: 336,001 Occupancy Group: Reference#: Description: 13074 SHELL W/LOBBY & RESTROOM : TH DC ENTERPRISES Appl/Ownr : TONY MANSOUR 5897 OBERLIN DR STE 111 SAN DIEGO CA 92121 619 Construction Type: Status: Applied: Apr/Issue: Entered By: 558-1509 VN ISSUED 01/29/98 04/03/98 RJ:vIA · *** Fees Required *** /'"'·*·1nt___ ·pe·e1;: .... Collected & Credi ts *** ----------------------------//------~ ~~--~----~~------------------------- Fees: 20,322.0-0'/ t·e,, f( /1,\ /~> ·,~ AdJ'ustments: foo 1/;:·~.:,\ ,· \.,,::.,:. ·.5.rou~l':·.c;iredi t : . 00 { t) \° ' . ti I/ Total Fees: 20,3/ ,00\\_.~/-' 'I'otaI·~f(~'f~~s;\\ 955.00 ., (\ .....,_ .,,,.. ·,.~.,,... B.a:L-anc,e .. .> Du~,: \ 19 , 3 6 7 • o o Fee description / C~ ~- 1 // .--~~l/!r . _ifg_:l,:ts""\."'i(~;;ryn1'~ Ext fee Data ---------------------/~ -1'~<~4-;-------J-,j-~~""t7~-----\-,~,,~----....· -----------------. ld . . ' -........ 1 , \ c--... -\ 1 Bui 1ng Perm1 t , Cr-. .._,_·, ! '\_·-"-.~--~·"· . _ .~-. -~. -~ -?' \ , .• ,....,. ; , 4 6 9. 0 0 Plan Check / ·· / ,......,,~_~.;:;. "f/ \ )? '·\ 955. 00 Strong Motion Fee I (j f'>; n--~ '".>-i, ·./ Jil' r:::...:.--, 1 71.00 Enter "Y" to Autocah.c\~.i,d~*-se TaXi. ~, £-'"f / .J.<-j' ) \_,\...../j l 6115. 00 Y Enter Traffic Impact Fee" \. '0 /ft> \'. ;:;y?. ~.7 4. t)1r'\C: j ~--J 5 7 4. 0 0 Pass-Thru Fees(Y/N)1or·waiv\~'(W1,_?r~ ,:~, ·rrs:;rr I j y Enter Par~ Fee ( Zone \s 1 1$, 16 ), ~-.. ~~, ~,~29(1~U~i/1 / / 5229. 00 05 Enter #Uni ts & Code-J;;otable ~ater'7"'>.~ \t1:-1l,,-r,,.....v:I: / 5400. 00 D1 Enter "Y" for Plumbiri-q Issue t:ee' I> x' \.....,. / 20. oo Y Each Plumbing Fixture ~~r ?,'fat> ~; >1Nco~~~;ATi::o '1_.4/_ (_'-:;_;,.}. 0 98. 00 Each Building. Sewer ~·~--: _.,/;;} n '). _____ ;; ---------~_ 1z~\(1 ~ ;/i 0 15. 0 0 Each Roof Drain ,-1 / / / /> /··, ~-,\ \ ".J ?,,'. 00 28. 00 Eacl:). Install/Repair Water Jne((. f //c:'_:' 0·=._;;\ .. ·.:~~~--. ., ,/7. 00 7. 00 Enter "Y" for Electric Issue----.. Fee v)J \'...._)j\~.: ,../ 10.00 Y '•, ,.,,.-"' / Single Phase Per AMP ~,, ) t:too,.,., . 25 300. oo Enter 'Y' for Mechanical Issue Feej---·-15.00 Y Install Furn/Ducts/Heat Pumps > 1 9.00 9.00 Each Exhaust Fan > 1 6.50 6.50 ![l F,~\'AL APPPOVAL ; 11,:-p __ [Jj2oA1 .. ti/!t/4L I I CL[:J.\~:): :(;..; ___ .. _, _____ _ ! ·---.-.------------------~ --~--·-··· CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 , ---·--------,---.. L53o._r ~1)4-... /ti!. J... . p~c;>,JEO . .fQ~_IV!e,"(l!)J')L · · < ::,,-:;IIJ'\Jr71 ___ , ... _ ft'.i} dQi.1?'629/98 0001# ~lBathr5~s . . ... f;-PRMT . 955u00 ~.o: ? ~-S-01 State/Zip _ • F~x #~flJZ(; o/ '{.:!/li'E~jiz.jZl/j1W¥ ~ Ml!.~ .. ~ 2iro7 -------------·-------,-coM._,..--:-mMe·-·--·,:-·--:---~----·-· .... :·-···----· · ·-· · ... · · --· · --· -, · ·· ~6o----~~J-t>7Bo ,5,, . Q.Ql)!,IR~Q:T,Qfl:"_ ,, e_~_l)ly ... ,,.· . . ,, .. . , . . , . . · . · · . · · (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior 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's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of n t more than five hundred dollars [$500]). Desig er Name Address State License # ~~>,d "1--· !~._-:-:;:v..,Q~KERS: .. ~.f!~t.noti,.f:::.:.:.:.:·_·:--.:.::;.:_:~--:~.:.:. ... :·::· :.--:.:·:---·-:.: . ·_, .. :_ ---.. Workers~·eomp-erisation Decliiratibn: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Section 3700 of tl}jl Labor Code, for the performance of the work for which this permit is issued. My worker's Jmpensation in~nce carrier ap!!..,policy numberJl!ll:jJ:,. C;). of fl/11-'lft.l~ Insurance Company ~ /111?:Jctc ±@$. & ~ ~~U c..J..,JJ Policy No. L /'Z, 4 -l) 8 Expiration Date /o -()/ -98 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure t cure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($J.0_ ,00 the cost of compensation, damages as provided tor in Section,3.~of the Labor code, interest and attorney's fees. SIGNATURE ,] f DATE4-~-"s-/4'8 (1~--s~:owrtEHrBlJILDERt)ECLARArilpN;-___ ~ ~ -~~-~:-:,-_ ~--~", :~: ,__,,,-" ~-.,_,~, ·---,-. ~--::--,,,,-,'~-~~--;./S I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D 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 fm the purpose of sale). D 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). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted_with the following person (firm) to provide the proposed construction (include name / address / phone number/ contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone number/ contractors license number): ________________________ --'---------------------- 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone number/ type of work): _______________________________________________________ _ DATE _________ _ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention 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 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ts._ c .. !!.Q~Ffil!Q!l9!'fl-.®J~GAqEN,CY .-: .. -·-, ::....... _ . .. . ~---... ':.... . · ....... ' --. . ............ -.. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS ________________________ _ i9~-• Al?Pl:ICAl'lTC!;RTIFIC'ATJO~ _,,,~,,_,_,,,.~-,' ''f',, , ,,.,,_.,, , ,,..,_.,, ,mvv~"'" -~,,,~, ,, <, ,~, ff , • ,~"--, , ,', ', ' , ........ ' .... -, ,,/' I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\' of Carlsbad to enter upon the above mentioned property for inspection 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 SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5' " deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Buildin ficial nder the provisions of this Code -shall expire by limitation and become null and void if the building or work authorized by such permit is not comma d within 65 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is mmenced r a period of 180 tion 106.4.4 Uniform Building Code). DATE / ' Q, q' q 8 WHITE: File YELLOW: Applicant PINK: Finance ,/':----w,~ij...,.,~~~ .... -,-,r.p;.,...r .. /.,:-.'-'....-~ .,--.., -\. \ \....... _________ _.,.:;.., ... ~--------=-. ~- 5 E W E R P E R M l r U4/UJ/98 14:St' Paqe l of 1 Job Address: 1530 FARADAY AV Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 212-130-26-0U Description: 13074 SHELL W/LOBBY & RESTROOM TH DC ENTERPRISES Suite: Permitee: TONY MANSOUR G19 558-1:,09 5897 OBERLIN DR STE 111 SAN DIEGO CA 92121 Fees Required Fees: Adjustments: Total. Fees: Fee description Enter Office Square Total EDUs ~,ewer Fee Enter Sewer EDUs an * SEWER TOTAL *** Permit No: SE9~UU21 bld,J Plan.Ck#: CB98U269 5697 ".)4/03/9H 0001 01 C-PF.:MT r,,, \_.-~ Status: ISSUED Applied: 02/11/98 Apr/Issue: 04/03/98 Expired: Prepared By: DR .OU .uu 19,523.0U *** Ext fee Data 7.26 7.26 13141.UU 6382.00 F 19523.00 ·--~----·-,,__..-. __ o.·. -·····---' \ C, r··A: 1 r, ", : Li:: 11.1"~-J\,,·--·-. ~--------···· ---··-· - CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 -V/ Q-;J(Ok, r. B U I l D I N G F'Efi'.MIT Perrnit Project Deve 1 o prnf.:n t Ho~ Ho: l'lo :: Wl"l90006':; (.~ 9 f3 0 5 i.: 1:; 9 OB/?0/?8 l:5=14 Pc:1'.~e l of 1 Job Addre55: 15:50 FARADAY AV Permit T~pe: WATER METER PERMIT Parcel No: 212-1:50-26-00 Su'1te= Valuation: 0 Construction Tupe: N .... ,. t:. 1;1' Occupancy Group: Reference#: Description: 1 INCH IRRIGATION METER-IMPACT : FEE Status: IS'.11.JED Applied: 08/20/98 Apr/Issue: 08/20/98 E n t e ,,. e d H \l :: F~ 1"1 H f1ppl/Ownr : BY C OR GE !ff RAL CONTRA CTDRS 6867 NANCY RIDGE A 619 5 8 7 ... 162t}i 08/20/98 0001 01 02 '.:; (i N D I E G 0 Fees Requ'lr·ed Fee-=-: Ad j u 5 t rne n t 5 : Tote:11 Fee·,,,: I... J • ' "ff:E (.1E5Cl'1pt1on Enter #Units & Code CA *** FINAL AF' j1NSP. _____ ,::,;.' C-Pfi:t1T 5400-00 Credit::. .00 .00 ~:;,400.00 Ext fee Di:'lt,:1 r:;400. 00 I) l -. __ ... _ .. --~ ·~ --, 'JVAL I .. ____ I I CLEARANCE---------~~ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 ·'!· 11/03/98 DATE 10/14/98 10/14/98 10/14/98 10/13/98 10/13/98 09/25/98 09/25/98 09/16/98 09/16/98 09/04/98 09/04/98 09/04/98 09/04/98 09/04/98 09/02/98 09/02/98 .09/02/98 09/02/98 09/02/98 08/28/98 08/28/98 08/24/98 08/24/98 08/24/98 08/24/98 08/24/98 08/18/98 08/18/98 07/30/98 07/30/98 07/28/98 07/28/98 07/28/98 07/28/98 07/28/98 07/28/98 07/28/98 07/27/98 07/27/98 07/27/98 07/27/98 07/27/98 07/27/98 07/23/98 07/23/98 07/20/98 07/20/98 07/16/98 07/16/98 07/16/98 07/16/98 07/15/98 07/15/98 INSPECTION HISTORY LISTING FOR PERMIT# CB980269 INSPECTION TYPE Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Frame/Steel/Bolting/Wel Rough/Topout Rough Electric Rough/Ducts/Dampers Rough Combo Ftg/Foundation/Piers Steel/Bond Beam Underground/Conduit-Wir Rough Electric Rough Electric Rough Electric Rough Electric Rough Electric Rough Electric Walls Walls Grout Shower Pan/Roman Tubs Shower Pan/Roman Tubs Interior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Wel Insulation Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Wel Rough/Topout Rough Electric Rough/Ducts/Dampers Grout Rough Combo Rough Combo Rough Combo Footing Footing Roof/Reroof Roof/Reroof Footing Footing Walls Walls INSP ACT TP PA RI RI RI RI TP CA RI RI TP NR RI RI TP CO RI RI TP AP TP WC TP AP TP AP RI RI TP AP TP AP TP AP TP WC RI RI PS AP RI RI TP AP RI RI TP WC RI RI TP AP TP AP RI RI TP AP RI RI TP AP TP AP TP WC RI RI TP AP TP AP TP AP TP AP TP WC TP AP TP WC TP AP RI RI TP CO RI RI TP AP RI RI TP WC RI RI TP CO RI RI TP CO RI RI HIT <RETURN> TO CONTINUE ... COMMENTS PDNG FIRE APPL R/CHUCK/587-1901 R/CHUCK/587-1901 RESCHEDULE FOR 10/14/ C/CHUCK/587-1901 CORR NOT COMP C/RICK C/RICK T-BAR CEIL CEIL LITES DUCTS, F.D. C/RICK SITE LITES SITE LITES SITE LITES B/RICK/ AM PLEASE 22 FT UFFER R/RICK REQUESTING A.M. PLEASE MAIN SWITH GEAR C/RICK BEAM/ C/RICK RET WALL EXT. & SITE WALL C/RICK/ C/ SOUND & THERMO C/RICH/ EXT STR FRT@ ENT WALLS & CEIL SUPP, EXHST DUCTS,F.D.@CORR(PD WALLS & CORR CEILING WALLS CMV WALL TSH ENCL C/RICK SEE NOTICE ATTACHED B/RICK/431-1266 B/RICK/ C/RICK FTN NOT PER PLAN C/RICK STEEL TO EARTH CLRN C/RICK/ \~ 11/03/98 DATE 07/14/98 07/14/98 07/06/98 07/06/98 07/06/98 07/06/98 07/02/98 07/02/98 07/02/98 07/01/98 07/01/98 07/01/98 07/01/98 07/01/98 07/01/98 06/01/98 06/01/98 05/29/98 05/29/98 05/29/98 05/29/98 05/12/98 05/12/98 05/08/98 05/08/98 04/28/98 04/28/98 04/22/98 04/22/98 INSPECTION HISTORY LISTING FOR PERMIT# CB980269 INSPECTION TYPE Footing Footing Ftg/Foundation/Piers Ftg/Foundation/Piers Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Roof/Reroof Rough Combo Rough Combo Frame/Steel/Bolting/Wel Roof/Reroof Rough/Topout Rough Electric Rough/Ducts/Dampers Rough Combo steel/Bond Beam Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam steel/Bond Beam Steel/Bond Beam Steel/Bond Beam Ftg/Foundation/Piers Ftg/Foundation/Piers Sewer/Water Service Sewer/Water Service Sewer/Water Service Sewer/Water Service INSP ACT TP NR RI RI DH AP RI RI DH AP RI RI TP CO TP WC RI RI TP WC TP CO TP AP TP WC TP WC RI RI RI RI TP AP RI RI NF PA RI RI NF PA RI RI TP AP RI RI TP AP RI RI TP AP RI RI TP NR HIT <RETURN> TO CONTINUE ... COMMENTS RET WALL C/RICK/ AM PLEASE STRIP POUR DRY PACK, BATH SLAB C/RICK/431-1266 ROOF NAILING C/RICK/431-1266 B.N.& CONT NAIL MISSED AREAS C/RICK/431-1266 NOT COMP C/RICK/438-1266 AM PLEASE B/RICK/431-1266 PNLS 16-18 PNDING REV B/RICK/ PM PLEASE SEE JOB CARD B/RICK/ PM PLEASE C/RICK/ S.O.G. C/RICK/431-1266 PM PLEASE C/ BLDG 4" MAIN, WATER MAIN C/RICK BEAN/ QUEST. ON STRM DRNS '' J. ~ ~~ FINAL B LDING INSPECTION DEPT: ENGINEERING PLAN CHECK#: CB980269 PERMIT#: CB980269 PLANNING CMWD PROJECT NAME: 13074 SHELL W/LOBBY & RESTROOM TH DC ENTERPRISES ADDRESS: 1530 FARADAY AV LOT# 101 CONTACT PERSON/PHONE#: C/RICK SEWER DIST: CA WATER DIST: CA INSPECTED DATE BY: INSPECTED: INSPECTED DATE BY: INSPECTED: INSPECTED DATE BY: INSPECTED: COMMENTS: ---· APPROVED APPROVED APPROVED ~ .. ST LITE DATE: 09/25/98 PERMIT TYPE: INDUST DISAPPROVED DISAPPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING ~IRE PLANNING CMWD ST LITE PLAN CHECK#: CB980269 PERMIT#: CB980269 PROJECT NAME: 13074 SHELL W/LOBBY & RESTROOM TH DC ENTERPRISES ADDRESS: 1530 FARADAY AV LOT# 101 CONTACT PERSON/PHONE#: C/RICK SEWER DIST: CA WATER DIST: CA INSPECTED BY: bLS I W5 INSPECTED BY: INSPECTED BY: COMMENTS: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED DATE: 09/25/98 PERMIT TYPE: INDUST : J_ ,'):::. ;_; 2 5 1998 DISAPPROVED DISAPPROVED CoNSTRUCTION l'EsnNG & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VEN11JRA, CA TRACY,CA LANCASTER, CA 2414 Vmeyard Ave. 490 E. Princeland Ct. 1645 P2cillc Ave. 392W.L2rchRd 42156 10th SL W. Suite G Suite 7 Suite 105 Suite 19 UnitK FMondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 lanC2.5ter, CA 93;34 (760) 746-4955 (909) 371-1890 (805) 486-M75 (209) 839-2890 (805) 726-9676 ENGINEERING, INC. (760) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: Planning System Lot PROJECT NO: 10-2744 PROJECT ADDRESS: CONTRACTOR: 101 Faraday Avenue, Carlsbad, CA TO BE BILLED: Bycor General Contractors ARCHITECT: Bycor General Contractors Mansour Architects PLAN FILE NO.: ENGINEER: BUILDING PERMIT NO.: 98-0269 CONTRACT NO.: SAMPLE DATA Supplier: REPORT OF: _X_ Concrete Escondido Ready Mix Mortar Grout Placement Date: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Age Lab Control No. 7 Days 03A 28 Days 03B 28 Days 03C Hold 03D 5.75 SK W/Pozz Expose 6" II Amb. Temp: Tilt-up Panels -Panel 3 1@7 Days, 2@28 Days, I Hold 3000 PSI at 28 Days Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: DA Tested By: LABORATORY DATA Date Tested Dimensions in Test Area Inches Sq. Inches 06/08/98 6 X 12 28.27 06/29/98 6 X 12 28.27 06/29/98 6 X 12 28.27 Reviewed by: Curtis V. Olander ( VO Date: Julv 9. l 998 Other 06/01/98 333658 539 60 Minutes 3000 PSI CR Max Load Pounds 85,500 123,000 123,000 Compressive Strength PSI 3,020 4,350 4,350 All s.u11pling:111d_tcsti~g.con~uctcd in_accordanccwi1h ASTM S 0 tandardDcsign:itionsCll·'039-86. Cl3H-IJ2. Cl-13-')(J_ Cl73-IJ3. C231-91B. C471M13A. CSI 1-92. C617-g7_ FC1077-'>2. Cl231. E·M13. El71-87 Conforms with Reqmred Compressive Strength: A Yes _ No Distribution: l) THDC Enterprise 1) Bycor General Contractors I) Mansour Architets I) Firouzi Consulting Engineering 1) City of Carlsbad F.ll02744\lab\03.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION 1\:snNG & ENGINEERING, INC. SAN DIEGO, C,\. RIVERSIDE, CA VENl1JRA,CA TRACY,CA LANCASJER, CA 2414 Vmey:ud Aw. 490 E. Princeland Ct. 1645 Pacific Ave. 392 W. Larch Rd. 42156 lOthSl W. Suite G Suite 7 Suite 105 Suite 19 Unit K F.5condido, CA 92029 Corona, CA 91719 Oxnmi, CA 93033 Tracy, CA 95376 Lancaster, C.\ 93534 (760) 746-1955 (909) 371-1890 (805) 486-6475 (209) 839-2890 {805) 726-9(i':"6 ENGINEERING, INC. (760) 746-9806 FA.~ (909) 371-2168 FAX {805) 486-9016 FAX (209) 839-2895 FAX (805) 726-%-6 FAX REPORT OF COMPRESSION TESTS PROJECT: Planning System Lot PROJECT NO: 10-2744 lS'3o PROJECT ADDRESS: CONTRACTOR: _J.91 Faraday Avenue, Carlsbad, Ca TO BE BILLED: Bycor General Contractors ARCHITECT: Bycor General Contractors Manhour PLAN FILE NO.: ENGINEER: BUILDING PERMIT NO.: 98-0269 CONTRACT NO.: SA.t'1PLE DATA REPORT OF: X Concrete Mortar Grout Placement Date: Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 72° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Age Lab Control No. 7Days 0IA 28 Days OIB 28 Days 0lC Escondido Ready Mix 5.4 SK W/Pozz 3000 354P 4" II Amo. Temp: 68° Footing Grade Beams 1@7 Days, 2@28 Days 3000 PSI at 28 Days Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: DA Tested By: LABORATORY DATA Date Tested Dimensions in Test Area Inches Sq. Inches 05/15/98 6 X 12 28.27 06/05/98 6x 12 28.27 06/05/98 6 X 12 28.27 Other 05/08/98 180925 436 60 Minutes 3000 PSI CR Max Load Pounds 80,000 125,000 117,500 Reviewed by: Curtis V. Olander C VO Date: June 17, 1998 Compressive Strength PSI 2,830 4,420 4,160 Allsunpling nnd testing conducted inaccordanccwi1h ASlM Standard Ocsignalions CJl-91. 09--86. CJ38-,92. CUJ-90. Cl73-tJ3. C231-91B, C-'70-93A. CSI l-92, C617-H7. FCl077-92. C1231. E-l-93, E171..S7 Conforms with Required Compressive Strength: X Yes _ No Distribution: 1) THDC Enterprise l)Bycor General Contractors 1) Mansour Architets I) Firouzi Consulting Engineering I) City of Carlsbad C:\PROJECTS\102744\lab\0I.doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TEsnNG & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY,CA LANCASTER,CA 2414 V-meyard Ave. 490 E. Princeland CL 1645 Pacific Ave. 392 W. L2rch Rd. 42156 10th SL W. Suite G Suite 7 Suite 105 Suite 19 UnitK Fs:ondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 953i6 l.2nC2Ster, CA 93534 (76o) 746-4955 (909) 371-1890 (805) 486M75 (209) 839-2890 (805) 726-9676 ENGINEERING, INC. (76o) 746-9806 FA.'t (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 F.U (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: Planning System Lot PROJECT NO: 10-2744 PROJECT ADDRESS: CONTRACTOR: G~e;-earlsbad,-Ga-,. TO BE BILLED: -----~.-~......-___ __;,,: Bycor General Contractors ARCHITECT: Bycor General Contractors Mansour Architects PLAN FILE NO.: ENGINEER: BUILDING PERMIT NO.: ~ 98-0269 -\S'!IJ CONTRACT NO.: SAMPLE DATA REPORT OF: X Concrete Mortar Grout Placement Date: Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 64° Location of Placement: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: Age Lab Control No. 7 Days 02A 28 Days 02B 28 Days 02C Hold 02D Escondido Ready Mix 5.4 SK W/Pozz 3000 PSI 354P 4¼" II Amo. Temp: 60° Slab at Lines 2-C 1@7 Days, 2@28 Days, I Hold 3000 PSI at28 Days HS Ticket Number: Truck Number: Time in Mixer: Admixture: Air Content: Design Strength: Tested By: LABORATORY DATA Date Tested Dimensions in Test Area Inches Sq. Inches 05/22/98 6 X 12 28.27 06/12/98 6 X 12 28.27 06/12/98 6 X 12 28.27 Other 05/15/98 181630 376 58 Minutes 3000 PSI CR Max Load Pounds 80,000 123,500 117,500 Reviewed by: Curtis V. Olander C, VO Date: June 24, 1998 Compressive Strength PSI 2,830 4,370 4,160 All simpling and 1csaing conducted in accord.mccwith ASTMS&aod.uu Ocsign.uious Cl~ C39-86. Cl3M-IJ2. Cl-'3-1.X>. Cl73-1Jl. C231·91B. C471J.1>3A. C5l1-IJ2. C617-87. FCID77-IJ2. Cl231. E+-93. El71-87 Conforms with Required Compressive Strength: ..1:::::. Yes _ No Distribution: 1) THDC Enterprise I) Bycor General Contractors 1) Mansour Architets 1) Firouzi Consulting Engineering I) City of Carlsbad C:\PROJECTS\102744\lab\02 doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TES'.}'ING AND INSPECTION CoNSTRUCTION lksTING & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY,CA LANCASTER, CA 2414 Vineywd Ave. 490 E. Princeland Ct. l 645 P2cific Ave. 392 W. Lm:h Rd. 421;6 10th St. W. Suite G Suite 7 Suite 105 Suite 19 UnitK Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lanaster, CA 93534 {76o) 746-4955 (909) 371-1890 (805) 486-6475 (209) 839-2890 (805) 726-9676 ENGINEERING, INC. {76o) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (805) 726-9676 FAX REPORT OF COMPRESSION TESTS PROJECT: Planning System Lot PROJECT NO: l0-2744 PROJECT ADDRESS: CONTRACTOR: 101 Faraday Avenue, Carlsbad. CA TO BE BILLED: Bycor General Contractors ARCHITECT: Bycor General Contractors Mansour Architects PLAN FILE NO.: BUILDING PERMIT NO.: 98-0269 Supplier: Mix Description: Mix Number: Slump: Type Cement: Concrete Temp: 80° Location of Placement: REPORT OF: Special Test Instruction/Remarks: Required Strength (F'C): Samples Made By: ENGINEER: CONTRACT NO.: SAMPLE DATA _x_ Concrete Mortar Grout Escondido Ready Mix Placement Date: 3000 PSI 5.5 (SK) Ticket Number: 355P Truck Number: 4" Time in Mixer: II Admixture: Amb. Temp: 88° Air Content: Steel reinforced north perimeter pour strip 1@7 Days, 2@28 Days 3000 PSI at 28 Days Design Strength: MM Tested By: LABORATORY DATA Age Lab Control Date Tested Dimensions in Test Area No. Inches Sq. Inches 7 Days 04A 07/14/98 6 X 12 28.27 28 Days 04B 08/04/98 6 X 12 28.27 28 Days 04C 08/04/98 6x 12 28.27 Other 07/07/98 254011 414 48 Minutes 3000 PSI CR Max Load Pounds 60,500 85,500 87,500 Reviewed by: ElifE. Cetin ~ Date: August 20. 1998 Compressive Strength PSI 2,140 3,020 3,100 All siuupli.ng ,tnd testing conducted inaccordancewilh ASTM Standa.m Ocsigmlions CJJ-t.11, C39·86, ClJS-92. Cl-13-1.XI. Cl71-IJ3. C231-91B, C470-tJ3A. CSI 1-92. Cfjl7-87. FCton-92. Cl231. E.J-93, El7l-K7 Conforms with Required Compressive Strength: _k Yes No Distribution: 1) THDC Enterprise I) Bycor General Contractors 1) Mansour Architets l) Firouzi Consulting Engineering I) City of Carlsbad F:\10-2744\lab\04 doc GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION ]EsTING & ENGINEERING, INC .. SAN DIEGO, CA . RIVERSIDE, CA VEN111RA, CA TRACY,CA LANCASTER, CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 392 W. Larch Rd. 42156 10th St W. Suite G Suite 7 Suite 105 Suite 19 UnitK FMondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 I.anwter, CA 93534 (760) 746-4955 (909) 371·1890 (805) 486-6475 (209) 839-2890 (805) 726-9676 ENGINEERING, INC. (760) 746-9806 FAX (909) 371·2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (805) 726-9676 FAX September 24, 1998 CTE Job No.10-2744 City Of Carlsbad Building Inspection Department 2975 Las Palmas Carlsbad, CA 92009 · SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFORMED UNDER PERMIT NO. BUILDING PERMIT NO.: 98-0269 ADDRESS: 1530 Faraday Director of Building Inspection: To the best of my knowledge all work requiring materials sampling, testing and special inspection; namely the inspection of field and shop welding, reinforced concrete has been completed for the structure constructed under the subject permit and is in conformance with the approved plans and specifications and the applicable workmanship provisions of the .U~iform Building Code~ Print/Type Name: Rod Ballard Title: Civil Engineer Signature: Gl--/eze:( GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT .PAGE_OF_ CTEJOB# b-27W PROJECT NAME: f&A 4/flJtfl/{q 7!2i:Gre: fr/ ADDREss: I ~o e1t1e1t 'Pllf: C-M~2/3AJ2 ARCHITECT: kl.trrll20V 8. A'&C-,tf, ENGINEER: f I B.OU Z-/ CONTRACTOR: {:z f::C.0(< INSPECTION DATE: b -)_~ -q ~ PLAN FILE: ____________ _ BLDG PERMIT: C(9tJ ?-67 OTHER: _____________ _ INSPECTION ( )CONCRETE ( )MASONRY ( ) P.T. CONC. U'fuELD WELD. REPORT# ______ _ MATERIAL IDENTIFICATION CONC. MIX#fPSl. ______ -'--_ GROlITMIX#/PSl, _____ ..,...-_ MORTAR TYPE/PSI ______ _ REBAR GRADE------~- ( ) SHOP WEJ;..D:(NG STR.~EL_.4 /\~--=-?-'-"b=-. ____ _ ( ) PILE DlUV'ING 1:ts.BOLT_.'----'--'--...:,._-'----.....__ ( ) BATCH PLANT . MAS. BLOCK. ______ -,--:'--- ( )EXP.ANCHOR ELECTRODE_~------ ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSP .. PERFORMED, JOB PRQSLEM~ MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certifica~ion of Compliance~ All work, unl~ss otherwise·noted, complies with the approved plans and specifications and the uniform building code. NAME= (PRINT) a t.. e-A c.--A s r ~ CERTIFICATION NO.: CJ')_ <zz ':f3 -~-.L-=---"---"'---'-"-'------- SIGNATURE: a.._e_ ~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO • OXNARD ENGINEERING, INC. PROJECT NAME: PurNNINA Sy1.s1,e.mJ --~ ---...___ ADDR~~_S: J 5~.0: -~~-F~A f:> A"JtE LARL:.13At> Ct, ARCHITECT: In A-/tl-sot,,g Ali C: /./. c~1el', ENGINEER: J:", go c.,-;e / INSPECTION REPORT INSPECTION ( )CONCRETE ( )MASONRY ( ) P:T. CONC. PAGE_L OF_/_ CTEJOB#_/_o_-_2~7_4_4 ___ _ REPORT# _______ _ . MATERIAL IDENTIFICATION CONC. MIX#/PSI_~------- GROUT MIX#/PSI ___ --,-____ _ MORTAR TYPE/PSI _______ _ CONTRACTOR: _8~1J'._C~o~B _________ _ {)4. FIELD WELD REBAR GRADE ________ _ ( ) SHOP W~LDING._ s~ STEEL ASTIYJ A-:af.·,, AS 3/t;;; 8 INSPECTION DATE: -='-'--.....,/'--'-/_·-=-'1...c.8 _______ _ BLDG PERMIT: __ 9_e_o_2_~-'9"'---------- OTHER: ________________ _ ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ·lNSP. PERFORMED, JOB P,ROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK .REJECTED, REMARKS Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) f&pek 7' G: J-/ALS-rEA-LJ CERTIFICATIONNO.: zes St)C,ry /C$t:J 44<~z_ SIGNATURE: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODESTO, CA 95357 (209) 551-2271 FAX (209) 551-3593 CoNSTRU~TION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY• CORONA • OXNARD • LANCASTER INSPECTION REPORT PAGE -.L OF _j_ CTEJOB # /(5,Z74f 1) "-C. REPORT# ______ _ PROJECTNAME: :rUltJtJ1tJ6 z::>Y511fl~ ------------- ADDRESS:·· $:txD-_-:~~ INsFoN MATERIAL mENTIFicAnoN /' ,,A Al.c ... ,=:er,~ (\,{CONC~TE CONC.MIX#/PSI 3_,olf<J P.S i\ ~~ , CA~, er . { ~ ARCHITECT: MA:,J'.Sc)J& Af</2.-tr: ( ) MASONRY ENGINEERING, INC. GROUTMIX#IPS~------ ENGINEER: ____________ _ ( ) P.T. CONC. MORTAR TYPE/PSI ______ _ CONTRACTOR: 8\(C.O Y?--- INSPECTION DATE: ~ PLANFILE: F}-9_g'e,d3~ ( ) FIELD WELD REBAR GRADE ______ _ ( )'SB:OPWELDING STR.STEEL _______ _ ( )J.>ILEDRIVJNG H.S .. BOLT~---~~--- BLDG PERMIT: 1go ,;2 '7 t OTHER: _____________ _ ( )BATCHPLANT MAS .. BLOCK _______ _ ( )EXP.ANCHOR ELECTRODE _______ _ ( )OTHER ('ONCRETE ( ) MORTAR ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL INSP. PERFORMED, JOB PROBLEM, MAT IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS ... Certification of' Compliance: All work, unless otherwise noted, complies with the approved pf ans and specifications and the • unifQrm building code. . · · NAME: (PRINT) • (_~ S':, CERTIFICATION NO.: Act 7'::Lt:fltJ Z05{) GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (760) 746A955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY• CORONA • OXNARD •LANCASTER ENGINEERING, INC. ENGINEER: INSPECTION REPORT INSPECTION ( )CONCRETE ( )MASONRY ( ) P.T. CQNC. PAGE_L_OFJ_ CTE JOB # LO -;J 7:'t'.<-/ REPORT# _______ _ MATERIAL IDENTIFICATION CONC. MIX#/PSl ____ --'---- GROUT MIX#/PSl. ___ --,--___ _ MORTAR TYPE/PSI ______ _ CONTRACTOR: INSPECTION DATE: --~..,,J._-.-2~<=,._----'~=--8 ____ _ PLAN FILE: --~/1:.....,._ ....... ~~0'-'C>--'-.:S-'~_,Oea_ ____ _ ( ) FIELD WELD REBARGRADE__,S...,__~ll~<e~---- 00 SHOP WELDiNG STR. ~EL~d.~-.:s=-.-,~----- ( )PILED:J,UVING _ H.S.BOLT~--~--~---'---,----,-- BLDG PERMIT: __ C~B---'9-"1'_t>~c2-"'6-<?'------- OTHER: _____________ _ ( ) BATCH PLANT ( ) EXP. ANCHOR ( )OTHER Material Sampling MAS:BLOCK _______ ---'-'- ELECTRODE -'f."--'-.?/-'-~--"/ ____ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS 'iNSP; PERFORMED, JOB PROBLEM, ~ATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS , 4,3 (G ), 23 <~ o). r~. ~3. /13 C:s) .. r / 7 J r I d~ tho /?:d-P) I r Certification ·of Compliance: All work, un,ess otherwise noted, complies with me approved plans and specifications and the . uniform building code. · NAME: (PRINT) i11t-1111 y L d'?:.rl~ CERTIFICATION NO.: _s~ ~7-:2 t!!,,l,f,W GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE_LOFL CTE JOB# La-Pro/'( PROJECT NAME: f;,,.l'Jn/h,: &.s/4..,,s ,,/ , ADDRESS: 1:z.s10 --h~,t,-,;/+-y 7r,l,L 4~ 4 /JA-el ARCHITECT: Jfl/M,~«£. /1,£:;,/,, ~..e...OL--, ENGINEER: QlttJll <! I ~ t½11.1 ~ 9. ..,. < CONTRACTOR: .&y ~<. INSPECTION DATE: ,-/e; -98 PLAN FILE: /J: 18 t:JO ~:YO BLDG PERMIT: C,& fg IJ;?ti;9 OTHER: _____________ _ INSPECTION ( )CONCRETE ( )MASONRY ( ) P.T. CONC. REPORT# _______ _ MATJ):RIAL IDENTIFICATION CONC. MIX/t/PSI~------- GROUT MIX#IPSI. _______ _ MORTAR TYPE/PSI------~ fX./, FIELD WELD REBARGRADE /I: '?" C? ;,; t:_e, ( ) SHOP WELDING STR. STEJ:,L _ _,,_d..-3_.,,<=-------- ( ) PILE DRIVING H.S.BOLT--'------,-'----- ( )BATCHPLANT 'MAS • .BLOCK.,...._ ----~----'--- ( ) EXP. ANCHOR ELECIRObE.~4,-7-o_t_fl _____ _ ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS ~ ' 7 , 7 da;,µe-/4£ K 1/1/41: w-(.(d,u..,7 if ,?-,-.._:;4, ~ ,#2/4-Jcs ¢'.¢&@~ ~t«-..;{m.-<T?s. r ; Certification of Compli~ce! All work, unless otherwise·notect,· complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) b;tuv)y g kt~ CERTIFICATION NO.: ... S"&j p j:fl_ ,,::;;/ttw SIGNATURE: ~ ~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY • CORONA • OXNARD • LANCASTER ENGINEERING, INC. INSPECTION REPORT INSPECTION . ( )CONCRETE ARCHITECT: /!l~ .. ;'Sea/l ft/G::h, ~/C.,,e' ( )Jv1ASONRY ,D/(t?((.2/ ~~ 1-, ( )P.T.CONC. ..lv~~ /~Af,,/~ ( )FIELD WELD ENGINEER: CONTRACTOR: INSPECTIONDATE: ~ ~--fi-fff ~-SHOPWELPING PLAN FILE: _ __,.4-:1--..._.,:i"'--{;,,'p ..... a"-=-;:,-+_¥-cO=f------ BLDG PERMIT: __ L..,_,l?, __ ,,c-7', ....... ?{._,(?.........,;J'--',........,,.'7.__ ___ _ OTHER: ______________ _ ( ) PiLE DRIVING ( ) BATCH PLANT ( ) EXP. A!'lC~OR ( )OTHER Material Sampling PAGE_LOF_l_ CTEJOB# /e;...., ~¥pY" REPORT# _______ _ MATERIAL IDENTIFICATION ,CONC.MIXlt/PSI _______ _ GROUTMIXlt/PSI ______ __,. MORTAR TYPE/PSI ______ _ REBAR GRADE _______ _ STR.STEEL ./93~ H,S.BOL'j." ___ '--'---=----- MAS.BLOCK ___ ~---- ELECTRODE_£~)/~/_-~/----~ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK )REBAR ( ) STRUCTURAL STEEL ( ) BOLTS IN~P. PERFORMED, JOB PROBLEM, fy'IATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS I g Co f'¼«cc s (,,>if( "611:µ 446.. 7 r , ~ ~"1:M s 11de/4 Uk&> e ,f c4 ~ A I. /1:A. /.31 2:.$2 7 ' c24ke,w&:$ A-£ v;k. MPfen s~4~ ~v Certification cifCompliance; Alhvork, unless otherwise noted, complies with tt:ie approved plans and specifications and the uniform building code. · NAME: (PRINT) -~<-.:.,i...~~.___----=--,4_z:.----'-'-/ ~-· =--- CERTIFICATION NO.: ---~...,._~2~I-~~-C~nv~k-:>_ SIGNATURE:~/:~- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoN~lRUCTION TEsnNG ~-ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTIJRA, CA TRACY,CA LANCASTER. CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pictfic Ave. 392 W. Larch Rd. 42156 !0lh SL W. Suite G Suite 7 Suite 105 Suite 19 Unit K Esrondido, CA 92029 Corona, CA 91719 OXnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93B4 (76o) 746-4955 (909) 371-1890 (805) 486-6475 (209) 839-2890 (805) 726-9676 ENGINEERING, INC. (76o) 746,9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (805) 726-9676 FAX INSPECTION REPORT Job#: Report# Page 1 of 1 10-2744 002 Project: Planning Systems -THDC Enterprises Address: \ 1530. F~raday;··Carlsbad Architect: Mansour ---------------Contra ct or: Bycor --=---------------1 n s p e ct. Date: 06/01/98 -----,.--,,:,-------=-------f\C\&CQoL\O Plan File: Bldg. Permit Other: 98-0269 (x) Concrete ( ) Mortar Material Sampling () Grout ( ) Fireproof. ( ) Masonry ( ) Rebar ( ) Str. steel ( ) Bolts Concrete reinforcement and placement of tilt up panels in their entirety have been observed and monitored this date. 1 set of 3 samples have been cast for 9ompressive strength testing. The contractor has been requested to clarify the following items. Applicability of detail 4/S02 and plan notations regarding opening lintel reinforcement. 4 bar lintels have been utilized @ openings greater than 16' only. · Applicability of details 13, 18, 20/S02 regarding chord reinforcement and debonding requirements. Panel 15 opening changes. .. Name: David H. Archinal Certif. No.: City of San Diego #551 Signature: 1 h GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION - CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY• CORONA • OXNARD •LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE OF PROJECT NAME: />/dr//J11;//& 9 Y2T£tl/ J3[_J;G, ADD RESS: ~ 7~07::-1\~tra?rt C-AtfL-5 'EMD ARCHITECT: l'1A /i./5ocJ & /cRcl{, ENGINEER: f { /frJl.ft../ ' coNTRAcroR: -P~~'-"'c"--o_.~'-"-------- 1NsPEcrroN DATE: 0 -16 ~ '/q PLAN FILE: ffi 'l)CC) QY'.Q BLDG PERMIT: C(<iO,). hr OTHER: _____________ _ INSPECTION ( )CONCRETE ( )MASONRY ( ) P.T. CONC. ~ELDWELD CTEJOB# /0 ··?-7'f$£ REPORT# ______ _ MATERIAL IDENTIFICATION CONC.MIX#/PSI ______ _ GROUT MIX#/PSI, ______ _ MORTAR TYPE/PSI ______ _ :REBAR GRADE ______ _ ( )SHOP WELDING STR.STEEL--+-/j,.....-_,~c...,',b'-C.-_· · ___ _ ( )PII,.E.J;)R{VING H.S . .l}QLT __ -'-:----..,--,------- ( ). ijATCHPLANT MA~. BLOCK. __ --'------ ( )EXP.ANC~OR ELECTRODE £-70 $el({G,$ ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSP. PERFORMED, .,JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS -I/ ;;;--Or /,L PlArc TO ffl IVEL 1 fV~n kk Ar 1a:J1 c a µp~ 1 e1 s A h-TEIUl(Arli • tJff/2/l- Certification of Comi::,liance:'AII. work, unless otherwise·noted, complies with the approved plans and specifications and the uniform building c9de .. NAME: (PRINT) --++A-l,,.._____,kf\""-"+--4\~. 7 ______ _ SIGNATURE: @~,, ~ CERTIFICATION NO.: __;;_5...c..b..z<..2__.3'--'if2~, _5_,_'-/__,· 7__.'f_0 __ _ I GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION . 2414 VINEYARD AVENUE SUITE G ESCONPlPO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoN~fRUCTION 1EsTING & ENGINEERING, INC. SAN DIEGO, CA . RIVERSIDE, CA VENTIJRA, CA TRACY, CA LANCASTER, CA 2414 Vmey21'd Ave. 490 E. Princeland Ct 1645 P2Cilic Ave. 392 W. L2rdt Rd. 42156 10th Sl W. Suite G Suite 7 Suite 105 Suite 19 Unit K E.5condido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lmc:ister, CA 93;34 (760) 7464955 (909) 371-1890 (805) 486-o475 (209) 839-2890 (805) 726-96i6 (760) 746-9806 FAX (909) 371·2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (805) 726-9676 FAX INSPECTION REPORT Project: Planning Systems -THDC Enterprises Address: ·j53Q F:_arac;fay, Carls6aq Architect: Mansour Contractor: Bycor --<--------------1 n s p e ct. Date: 05/08/98 --------------PI an File: -t\: 'f8'.CQoLJ:O Bldg. Permit: 98-0269 --------------Other: Job#: Report# Page 1 of 1 10-2744 001 :;:,!,~,~~l1®:·,:=\;-::;!:':;ll;:,~!-;'!ffi~i~i;~;~:,;."' .... . -::_-::-:,:,:.::·:·. Material Sampling (x) Concrete ( ) Mortar () Grout ( ) Fireproof. ( ) Masonry ( ) Rebar ( ) str. steel ( ) Bolts Concrete reinforcement and placement of building grade beams and interior spread footings has been observed and monitored this date. 1 set of 3 samples have been cast for compressive strength testing with no exceptions taken for work as observed. Name: David H. Archinal Certif. No.: City of San Diego #551 Signature: 4-1 :,.\, f\_J .\ GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION \ ! I ) EsGil Corporation '1.11. Partnersliip witli (jovemment for '.Buifain.g Safetg DATE: March 9, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-269 PROJECT ADDRESS: 1530 Faraday Avenue SET: II PROJECT NAME: Office (Shell) for THDC ENTERPRISES 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. • The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. · D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • Esgil Corporation staff did not advise the applicant that the plan check has been complet~d. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person • REMARKS: ~~or engii"Teer ofrecord sITT:rt · · n program w 1ch ~halt-be submitted to the building official for approval prior to issuance of the building permit. 2. the imprinted Form ENV-1 on sheetM-1 must be signed. By: Abe Doliente Esgil Corporation D GA D CM D EJ D PC Enclosures; 2/26/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 DATE: February 11, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-269 EsGil Corporation Professiona( Pfun !l(eview 'Engineers SET:I PROJECT ADDRESS: 1530 Faraday Avenue PROJECT NAME: Office (Shell) for THDC ENTERPRISES D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D 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. D 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: Tony Mansour 5897 Oberlin Drive, Suite 111, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Abe Doliente Enclosures: Esgil Corporation D GA DCM D EJ D PC 2/2/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-269 February 11, 1998 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 98-269 OCCUPANCY: B TYPE OF CONSTRUCTION: V-N JURISDICTION: Carlsbad USE: Office (Shell) ACTUAL AREA: 13,074 ·SF ALLOWABLE FLOOR AREA: 24,000 SF STORIES: 1 HEIGHT: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: February 11, 1998 FOREWORD (PLEASE READ): OCCUPANT LOAD: 131 DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/2/98 PLAN REVIEWER: Abe Doliente 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 USC. 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 98-269 February 11, 1998 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 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. In areas where the occupant load exceeds 50, two exits are required. See Table 10-A. 4. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1003.3. 5. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. 6. Show two sources of power for the lamps at exit signs. Section 1013.4. 7. Show that exits are lighted with at least one foot candle at floor level. Section 1012.1. 8. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1012.2. 9. The exit sign locations as shown are not adequate. 1 O. Provide a copy of the project soils report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with USC Section 1804. Carlsbad 98-269 February 11, 1998 11. 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. 12. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 13. 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 soils report). 14. 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: (When required by the soils report). 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." 15. 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 106.3.5. Please complete the attached form. 16. On the cover sheet of the plans, specify any items that will have a deferred submittal (roof joists, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." • TITLE 24 DISABLED ACCESS 17. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. • ADDITIONAL 18. Complete and recheck all the call-outs and cross references to the details. Carlsbad 98-269 February 11, 1998 19. Note 3 on the Roof Framing Notes specify 2 X 4 DFL # 1 for the sub-purlins on the warehouse area. Structural calculations call for 2 X 6 DFL # 1 for the sub- purlins. 20. Recheck the structural calculations for the purlins. There are 2 different calculations for P-1. Clarify. 21. Provide structural calculations for P-4 between grid lines 1 & 2 and between E & F. 22. Revise the size of 85 on the beam schedule on sheet S-5 of the plans to agree with the one called out on page 9 of the structural calculations. (5-1/8" X 25-1/2" 24F-V4). 23. Show the required wall tie at the middle 1/2 of the roof diaphragm for both grid lines A and E. (PAI 135 @ 4' -0" 0. C.) as cal led out on page 15 of the structural calculations. Refer to sheet S-5 of the plans. 24. Provide structural calculations for the panels supporting the girders at grids 1 -8, C and 6-8,C. Include the lintels supporting these. 25. Please see the following corrections for plumbing, mechanical and energy. 26. 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. 27. 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: D Yes D No 28. 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 Abe Doliente at Esgil Corporation. Thank you. Carlsbad 98-269 February 11, 1998 + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEW NUMBER: 98-269 + PLAN REVIEWER: Glen Adamek SET: I • PLUMBING (1994 UNIFORM PLUMBING CODE) 1. Clearly show only 14 future water fixture units are allowed as per the water line sizing calculations. 2. Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1 /3 of the tank and one strap at bottom 1 /3 of the tank. UPC, Section 510.0 3. Detail shower drain 48 inches minimum from threshold at entry into the shower stall for wheel chair access. UPC Section 410.3 Correct the shower design in Shower rooms #104 and #105. Detail the required shower pan and pan liner on the floor and up the shower walls. 4. Shower control valves must be pressure balance or thermostatic mixing valves. UPC Section 410.7 5. Correct the main roof drainage and overflow roof drainage calculations using 3.5 inches per hour rainfall rate as per the City of Carlsbad and as per UBC, Section 1506, and UPC, Appendix 'D'. • MECHANICAL (1994 UNIFORM MECHANICAL CODE) 6. Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1 The transfer air grills are not allowed. 7. Show the required smoke and fire dampers at the duct openings into the fire rated corridor. • ENERGYCONSERVATION NOTE: Plans submitted after July 1, 1995 must comply with the new energy standards. 8. Provide plans, calculations and worksheets to show compliance with current energy standards. Provide envelope energy design calculations for the total 13,074 shell building envelope. Provide the ENV-1, ENV-2, and ENV-3 forms. Carlsbad 98-269 February 11, 1998 9. The COMPLY 24, PERF-1 form shows the conditioned floor area for the Lobby, Restrooms and Corridor is only 1,479 square feet. The L TG-1 and L TG-2 forms show the conditioned floor area for the Lobby, Restrooms and Corridor is only 1,552 square feet. Please correct. 10. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 11. The corrected, completed and signed PERF-1, ENV-1, L TG-1, and MECH-1 forms must be imprinted on the plans. 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. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1995 edition of California Building Code, Title 24. Per Section 101.17 .11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities as follows: (1) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. (3) Any curb or sidewalk intended for public use that is constructed with private funds. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. • SANITARY FACILITIES 1. Plans indicate proposed showers. Revise plans to show, or note, compliance with the following requirements, per Section 111 SB.6.2 and California Plumbing Code: a) Compartments are: i) 42 11 in width between wall surfaces. ii) ~4811 in depth between wall surfaces. i!i) Have an entrance opening of ~36". Carlsbad 98-269 February 11, 1998 b) Grab bars comply with Section 1115B.8 located: i) On walls adjacent to and opposite the seat. ii) Mounted ~33" but ~36" above the shower floor. c) If a threshold or recessed drop is used, it shall be: i) ~½" in height. ii) Be beveled or sloped ~45° from the horizontal. d) The shower floor shall slope s;½ per ft. toward the rear to a drain located s;6" of the rear wall. e) The floor surface shall be of either Carborundum, grit faced tile or of material providing equivalent slip resistance. f) Indicate a folding seat, located on the wall opposite the controls, 18" above the floor. g) The soapdish shall be located on the control wall ~40" above the shower floor. h) If a separate shower compartment is not provided, the shower is be: i) Located in a corner, with L-shaped grab bars extending along two adjacent walls. ii) A folding seat adjacent to the shower controls is to be provided. i) A flexible hand-held shower unit is required with: i) A hose ~60" long. ii) Head mounted 48" above finished floor. NOTE: Two wall-mounted heads may be installed in lieu of the hand-held unit in areas subject to excessive vandalism, per Section 5- 1505. • DRINKING FOUNTAINS 2. Plans shall indicate that the proposed water fountains comply with Section 11178.1 as either: a) Located completely in an alcove, ~32" in width and ~18" in depth. b) Positioned to not encroach into acces~ible pedestrian ways. Carlsbad 98-269 February 11, 1998 • TELEPHONES 3. Plans indicate public telephones (or public pay phones) are provided. Revise plans to show, or note compliance with the following, per Section 1117B.2 • GENERAL ACCESSIBILITY REQUIREMENTS • SIGNAGE 4. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 1117B.5. 5. Provide a note on the plans stating that the signage requirements of Section 1117B.5 will be satisfied. Carlsbad 98-269 February 11, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-269 PREPARED BY: Abe Doliente DATE: February 11, 1998 BUILDING ADDRESS: 1530 Faraday Avenue BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA VALUATION VALUE (ft. 2) MULTIPLIER ($) Offices (Shell) 13,074 SF 24.00 313,776 Tilt-up ' Air Conditioning Fire Sprinklers 13,074 SF 1.70 22,256 TOTAL VALUE 336,032 • 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 1,469.00 • 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 954.85 Type of Review: • Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 763.88 Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad •¥ih·11 h44AiU~--l4-th#i;,f§OI BUILDING PLANCHECK CHECKLIST DATE: 2, II-C/Y PLANCHECK NO.: BUILDINGADDRESS: /DD FC,\.,A~ 4f'dL- PROJECT DESCRIPTION: /Ve w O(k e;u; (c0,2., ASSESSOR'S PARCEL NUMBER: 2-/ 2. -)'Jx:::> . 2'. EST. VALUE: 5_3/::, 00( / ENGINEERING DEPA~TMENT APPROVAL DENIAL 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 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. A Right-of-Way permit is required prior to construction of the following improvements: Please ~e ttached report of deficiencies marked wit D. M e necessary corrections to plans or specific ns for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: ~'Date By: Date: By: Date: FOR OFFICIAL USE ONLY GINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: ~ Date: ,J~ JC{ qi ENGINEERING DEPT. CONTACT PERSON Name: David Rick City of Carlsbad ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Phone: (619) 438-1161, ext. 4324 CFO INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: \\lASPALMASISYS\LIBRARY\ENG\WORDIDOCSICHKLSTIBuildln Plancheck Cklsl BP0001 Fonn DR c A-4 Rev.9'3'97 2075 Las Palmas Dr.• Carlsbad, CA 92009-576 • (619) 438-1161 • FAX (619) 438-0894 @ BUILDING Pl;..ANCH~CK CHECKLIST · SITE.PLAN ,C'T: ;r<~L'i u~ t-Y I t..,0 '1 /.a,· 1 ~T 1/ 2NQ.I -: 3RD.I .,) ~, O ,, O . , f' Provide a,fully· dimensioned sit<; ,plan, drawn to scale. Show: ·o ,I_ .ti ·o ~North Arrow , , .', . ; ',!. './ii Property Lines ·, . --S; )=xisting & Proposed Struct.ures '~/ Easements · y. !=xisting Street Improvements A) Right-of-Way Width&, Adjacent Streets · · vG. Driveway widths . 2. Show ·on site plarf .A. Dr~inage Patterns . 1. ·Building p~d surf~ce drainage m1,1st maintain a minimum slope of one percent towards-an adjoining street or an approved drainage course. 2. ADD· THE FOU,.OWING NOTE: "Finish grade will provide· a ,minimum positive draim1ge of 2% to swale 5' away from building." B.. Existing &, .Proposed Slopes and Topography .. 3, 1·ncl'Ude ontitle:sheet: . A.· Si.te addre.ss . B. As·sessor's ·parcel Number C. LegaFDescription Fc:>r cor:nn,ereial/industrial · builqings ~nd tenant improvenieht projects, include: tot~.1 building squar~ foptage with tbe square footage· for each different use, . existing ·sewer permits s.t,owihg squar:e footage of different uses (manufacturing, wareho_l:l$e, ·office., $tc.) previ6U$1Y ~pproved. · · E~ISTINGPERMIT NUMB.ER DESC:RiPTION . ,E>ISCRETIONARYAPPROVALCOMPLIANCE . - · 4a. Project-does not c;qn,ply with the following Engineering Conditions of approval. for · .. Project No; · · · 0 .• 4b,. Ail c.onditions are in compliance-. Date: --,.-----;---,-----.....,..- \\LA~PALMASISYSII.IBRA!'(YIENGIWORDIDOCSICl:IKLST\B,ul]dln,Q'Plenchei:k Ckl,;t BP0001,Forjn DR,doc Rev, 9/3/9? , :.·::.. ''.ti (, '-;,., \ ~ ,, .• ':r /o 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. 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 all new buildings and for remodels with a value at or exceeding $ ______ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:____________ Date: ____ _ IMPROVEMENT REQUIREMENTS 6a. 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 Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: --'--------------- Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ----- 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ _______ 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: \ILASPALMASISYSILIBRARYIENG\WORD\DOCSICHKLST\Bu1lding Plancheck Cklst BP0001 Fonn DR.doc Rev. 9/3/97 3 .BUILD.ING PLANC.HEC·K CHECKLIST '6c: Enclosed .please. find your Future Improvement Agreement. Please return agreement sigiied,ahd, notarized to the Engineering Department. · Fl:.lture ·Improvement Agreement completed by: Date: 0 ·. 6d. No Public Improvements re·quired. SPECIAL NOTE:. Damaged or defective improvements found ,aa,acent' to building site must be repaired to the satisfaction of the. City .ln~pector prior to: occupancy. GRADING PERMIT REQUIREMENTS The: conditions that irwoke the n~ed for a grading permit are found in Section ·1· 11. .. 06.030 of the Mu11lcipal Code. · c[D.· · ·· · ·ct ?a. lnaa_~qaate information avaiiable on~ite Plant?. make a~e~erminatioh on gr:adi~g Pn>-Ac.k. ~~d~ q .. .,,..1,>1-");.equ1rem~nt~. lnc.luc;le ac~urate ~radmg_ quant1t1es (cut, fill import, export)'. Write "" d1'''""'\' e;..,A. I?/'.;~, ... ..., . Nq Grading on plot plan if-none 1s required. . Cg.A~ 'I _(}lc.11) , . .' :o O O . 7b. Grading: Permit. required. A ·separate grading plan prepared by a -registered Civil o· .Q, 0 .rr/ 0 0 0 0 .0 o· 0 . :Engineer must be sul;>mitted ·together with the completed application form attached. NOTE: The :Grading. Permit must be issued· and · .rough grading approval obtained· prior: to fs'suance of. a Building Permit. -. · ·Grading lnsp.ector sigh off by: Date: ?c, Graded Pad Certification requited. (Note: Pad certification may be .required even .if a gradihg perm.it is not required.) 1d, No Grad1n.~rPermit required. 7e. If grading is not reguirec;I, write "No Grac;ling" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT ~OF~WA Y PERMIT -is required to do work in City Hight-of-Way and/or private work aqjac~.nt to the :public Right-of-Way. Types of work include, but are not limited to: ~treet improvements, tree trimming, driveway construction, tieing into p1;1blic storm drain, sewer and water utilities. Right-of-W;ay permitrequired for: \\LASl;'ALMASISYS\LIBRARYIENGIWORD\OOCSICHKlSTIBulldlng Plancheck Cklst 8P0001 For'm DR.doc :Rev, 9/3/97 •. · · · • · 4 ' 0 / 0 / @ r/ 0 BUILDING PLANCHECK CHECKLIST 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can · provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The . applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 12. 0 Required fees are attached 0 No fees required 13. Additional Commentsj Se& afu_cvr; Ca-""M<07J \\LASPALMASISYS\LIBRARYIENGIWORD\DOCS\CHKLST\Buikling PJancheck Cklsl BP0001 Fonn DR.doc Rev. 9/3/97 5 .. . _.,. , ... ,. PLAN CHECK COMMENTS CB 98-269 v<: Show how you will comply with the National Pollutant Discharge Elimination System Permit. Methods of compliance include, but are not limited to, installing / filters in all drain inlets and providing grass swales vs. Concrete . ..,/2. The inlet at the southwest corner of the building states that a Type "A" cleanout is proposed per SDRSD D-7. SDRSD D-7 is a Type "F" catch basin. Please clarify discrepancy. ~ What type of inlet is proposed for connection to the 12" diameter PVC? ~-Add arrows on drainage plan to indicate direction of drainage flow. Also indicate degree of fall represented as a percentage . .,Js. At parking lot corners, curb lines shall extend five feet beyond the end of the parking stall. This situation occurs at three different areas: The last stalls by the trash receptacles, the last stalls near the SDG&E transformer, and the corner which holds / the handicap space. A. Provide grading quantities on grading/drainage plan. Also include City erosion control notes and grading title sheet notes. ,. ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation based on building plancheck plan submittal. Address: /5 3 0 Prepared by: D. R.,'cl,(_ Ppr~ Ja..y A \.M., Bldg. Permit No. C.(2 9'8· -:2. b 9 1 Date: 2-I \-18 Checked by: ____ Date: ____ _ EDU CALCULATIONS: List types and square foqtages for all uses. Types of Use: O{./;_, e_ bib Sq. Ft./Units: EDU'·s: _7-=-' ____ 2_..,_6_ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: ______ _ Sq. Ft./Units: _____ _ ADT's: ------ FEES REQUIRED: / PUBLIC FACILITIES"FEE REQUIRED: ~ES O NO (See Building Department for amount) WITHIN CFO: tlYES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) 0 NO l!lfr,. PARK-IN-LIEU FEE PARK AREA: ___ _ / FEE/UNIT:_____ . X NO. UNITS: _ _,___ X FEE/ADT: ~-TRAFFIC~T FEE ~NITS; 26I W-BRIDGE AND THOROUGHFARE FEE / ADT's/UNITS:_____ X FEE/ADT: ~-FACILITIES MANAGEMENT FEE ZONE: < / UNIT/SQ.FT.: ~ jJo1'j' X FEE/SQ.FT./UNIT: 1 l.fO er 5. SEWER FEE PERMIT No. :5£' '9[5 _ 2. j EDU's: 7. 26 X FEE/EDU: ' , <g' I 0 BENEFIT AREA: ___ f __ DRAINAGE BASIN: ~) EOU's; 7. ?_[,,, X FEE/EDU: ~rl ~ 6. DRAINAGE FEES PLDA. ___ _ HIGH /LOW ACRES; _____ _ X FEE/AC: Ni( 7. SEWER LATERAL ($2,500) =$_(2(=---_ 7 = $~S__._7 __ L/:_ cZf =$ _____ _ 5:J.29 =$ ____ _ =$ I ~-J '-1 r/J J =$ b-~1)L =$ {2J =$ (J2' TOTAL oF ABOVE FEES*= $ "2. r, '}2 ... £::, , *NOTE: This calculation sheet is NOT a complete list (?f all fees which may be due. Dedications and Improvements may also be required with Building Permits . .. ,,· P:\DOCS\MISFORMS\BP0002.FRM REV 01/22/97 -.:.:·. $ ., C >, .c "' ,it 'O C1l .c (.) C: ., ii: ~DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLISt Plan Check NtfjCB ~62±11 Address I tj'JO Af.AvAf AVt Planner P/'ifJif ~~/te& Phone (619) 438-1161, extension S{P8 APN: ~fr. I 50 'J-C, Type of Project & Use: __ WM, __ tf__,. ,-.-.,,.-Net PrQject Density: ____ --=D'--U'"""/'---'A ___ C_ Zoning: c....--t"\ General Plan: f j: Facilities Management Zone: ___ _£' __ _ CFO fin/out) # __ Date of participation: ____ Remaining net dev acres: __ _ Circle One (For non-residential development: Type of land used created by this permit: ____________________ ) Legend: l:;gJ Item Complete Item Incomplete -Needs your action Environmental Review Required: YES NO TYPE ---- DATE OF COMPLETION: ______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Req'-'ired: YES NO TYPE ---- APPROVAL/RESO. NO. _____ DATE ___ _ PROJECT NO. _______ _ OTHER RELATED CASES: __________________ _ Compliance with conditions or approval? If not, state conditions which require action. Conditions of-Approval: ----------------------- Coastal Zone Assessment/Compliance Project site located in Coastal Zone? CA Coastal Commission Authority? YES YES NO~ NO If California Coastal Commission Authority: 200, San Diego CA 92108-1725; (619) C ct them at -3111 Camino Del Rio North, Suite -8036 Determine status (Coastal Per · Required or Exempt): Coastal .Permit Determinaf n · Form already completed? . YES If NO, complete Coastal Per 1t Determination Form now. Coastal Permit Dete ination Log #: • I Follow-Up Act' ns: NO 1) Stamp uilding Plans as "Exempt" or "Cof:!stal Permit Required" (at minimum Floo tans). 2) Complete Coastal permit Determination ··Log as needed. ,· ·\ ~DD ' '. ~D.0 ·\: ;f ( inclusionary Housi.ng Fee r.~quired: YES f!EttectJve di=ite of lnclusionaryHousing Ordinance -May 21, '.1'993.) ' ' -' ' ' . NO . l:oat~r Entry ·Completed? YES NO-~ • :1!Entet ·C;;B II;' UACT;· NE~T12; Consti'uqt housing YIN; Enter Fee Amount (See f~e sc;hedul~ for aniount)·; Return) Site PIEJn: • ' '' • • ~ t • "' 1. Provide -a· fully din:ien$ional site ·:pl'an drawn to scale1 $hQw: North arrow, property ,tines,. ec;iserpents, , e?(i$ting and proposed structures, $treets, exi~ting s.tr:eet improvementsr rtght-,of-way width, dimensional. setb~ck~ and existing . topographical lines .. · 2. :Provid:et.1$gal .description .of' property and assessor's parcel number .. Zc;ming: 0 D. D · 1.. se,backs: Front: 'Requined --'------Shown· --'-------Interior Side: Re_tjuireg _________ _ Shown _;.....;.__.:,_,__ __ _ Street Side: Rec:1r: Required---'-------- . R'equir!:!d _· ------'-- Shown -----'-----Shown ----------- D D D 2. Accessory .structure .setbacks: Front: Re Shown . lnt.erior Side: Requited . Shown Street Sid . Required Shown Req_uire~f Shown Required Shown fKYO D i' _4;: !Sb% 10% 3. J,.ot Coverage-: . Req.uired Shown pl D.0 4. Height: Required ?y5r Shown ·Io/' -~-0 Q .5. Pc!tklr~g: Spaces· Requir.ed· ____ 7_·_ ·,__3--'·---· __ Shown·-·--=§::;;_·-'-[_.__;_·· __ Guest $paces RequJr.ed _··--"'---'----Shown --'------- ~a ~~~~~~~~~~~~.:.;,._-1,;,::.!~~~:::::;:_)~~1--- OKTO ISSUE AND ENTERED APPROVAL INTO COMPUTER J Lyµ& PATE·_<{-31f3 -~ City of Carlsbad . 98001 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Friday, March 27, 1998 Reviewed by: Contact Name Planning Systems Address 2111 Palomar Airport Rd Ste 100 City, State Carlsbad CA 92009 Bldg. Dept. No. CB980269 Planning No. Job Name Lot 101 Shell Job Address 1530 Faraday ____ _.__ _____________ _ Ste. or Bldg. No. ____ _ ~ 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# __ 98_0_0_1 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 ,1ROUZI CQNSULTING ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Sub Purlins Above Warehouse · - Span (ft) 7 .s· ROOF FRAMING 8'-0" Span Project: Planning Systems Job#:____ By: ___ _ Date: Jan '98 Page iL Revised: 2/18/98 180 Joist Spacing (in) i---2_4_-i Allow Deft. I I XXX Dead Load (psf) Live Load (psf) 11 · fb (psi) 1000 fv (psi) 95 E (psi) . 1. 7E+06 Tributary area (ft2) w (lb_/ ft) Reaction (lb) Moment (lb-ft) 15 62 232.5 435.9 Cr CF Co Allow Defl. (in) S req (in3) A req (in2) I req (in4) 20 1.15 1.3 1.25 0.50 2.80 2.94 5.19 Use 2x4 DFL #1 at 24" O.C. (Use 4x4 DFL #1 at Straps) Span (ft) 10 Joist Spacing (in) 24 fb (psi) 1000 fv·(psi) 95 E (psi)' . 1.7E+06 Tributary area .(ft2) 20 w (lb./ ft)_ 62 Reaction .(lb) 310 Moment (lb-ft) 775 10'-0" Span Allow Defl. / / xxx Dead Load (psf) Live Load {psf) Cr CF Co Allow Deft. (iil) s req (in3) A req (in2) I req (in4) 240. 11 20 1.15 1.3 1.25 0.50 4.98 3.92 16.41 Use 2x6 DFL #1 at 24" O.C. (Use 4x6 DFL #1 at Straps) Sub Purlins Above Office ., Span (ft) Joist Spacing (in) fb (psi) fv (psi) E _{psi) .... · · · Tributary area (ft2) w {lb/ ft) Reaction {lb) · · Moment (lb-ft) .. 8 24 1000 95 1.7E+06 16- 70 280 560 8'-0" Span Allow Defl. I I xxx Dead Load (psf) Live Load {psf) Cr CF Co 240 15 20 1.15 1.3 1.25 Allow Defl. (in) 0.40 S req (in3) 3.60 A req (in2) 3.54 I req (in4) 9.49 .· _ . ~se 2x6 DFL #1 at 24" O.C. (Use 4x4 DFL #1 at Straps) F'IROUZI CQNSUJ,.,TING ENGINEERS, INC. 16959 Bernardo Center D,ive, Suite 21-6 .. San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 Sub Purlins Above Office Span (ft) Joist Spacing (in) rb (psi) fv (psi) E (psi) Tributary area '(ft2) w(lb/ft) .... ·· Reactio,n (lb) Moment (lb-ft) 10 24 1000 95 1.7E+06 20 70 350 875 Project: Planning Systems Job#:____ By: ___ _ Date: Jan '98 Page~ Revised: 2/18/98 ROOF FRAMING 10'-0" Span Allow Deft. / / xxx Dead. Load (psf) Live Load (psf) Cr CF Co Allow Deft. (in) s req (in3) A req (in2) I req (in4) 240 15 20 1.15 1.3 1.25 0.50 5.62 4.42 18.53 Use 2x6 DFL #1 at 24" O.C. (Use 4x6 DFL #1 at Straps) Sub Purlins Supporting Mechanical Unit ,1 . . . Span (ft) Joist Spacing (in) fb (psi) fv (psi) E (psi) Allow Defl'. 1·txxx . . ,Tributary ar~a (ft2) w (lb/ ft) Reaction (lb) ' .. M.orn'en~ (lb-ft) 8 24 875 95 1.7E+06 240 .. 16 86 342.5 685 8'-0" Span Point load (lbs) Dead Load (psf) Live Load (psf) Cr CF Co Allow Deft. (in) S req (in3) A req (in2) I req (in4) Use 4x6 DFL #1 at 24" O.C. under mech. unit 500 15 20 1.15 1.3 1.25 0.40 5.03 4.33 11.60 FIROUZI C(;>NSULTING ENGINEERS,.INC._ Project: Planning Systems Job#:____ By: ___ _ Date: Jan '98 Page .::L 16959 Bernardo Center Drive, Suite-216·. San Diego, California 92128 Revised: 2/18/98 Phone (1;319) 485-6227, Fax (61.9) 48_5-6201 ROOF FRAMING Purlins P-1) . . Span (ft) . 28.5 Dead Load (psf) Live Load (psf) w (lb/ ft) LIL] LIL] P-2)., P-3) Beams Spacing (ft) Trib Area (ft2) 8 228 Purlin Design By: Standard Structures Inc. 248 Design Criteri~: Simply Supported 28'-6" Purlin w/ Distributed Load of 248 lb/ft Use Standard Structures Inc. 26" SSI 435R Span (ft) Spacing (ft) T~ib_Area (ft2) 28.,_5 9.5 270.75 Purlin Design By: Standard Structures Inc. Dead Load (psf) Live Load (psf) w (lb/ ft) LIL] ClLJ 295 Design Criteria: Simply Supported 28'-6" Purling w/ Distributed Load of 295 lb/ft Use Standard Structures Inc. 28" SSI 435R Span {ft) Spacing (ft) Trib Area (ft2) 20 8.3 166 Purlin Design By: Standard Structures Inc. Dead Load (psf) Live Load (psf) w (lb/ ft) LIL] ~ 291 ,1 Design Cdteria: Simply Supported 20'-0" Purlin w/ Distributed Load of 291 lb/ft Use Standard Structures Inc. 20" SSI 435R · Dead Load (psf) = 15 Jrib width :{ft) · 1 · 28.5 Trib Length·.(ft)· · 1---3-0-- Trib Area (ft2) '---8-55-~ • I+ " Live Load (psf) . ·WoL (lb / ft) WLL (lb/ ft) 12 428 342 "FIROUZI Project: Planning Systems CONSULTING Job#: By: ENGINEERS, INC. Date: Jan '98 Page 2.1· --,. 16959 Bernardo Center Drive, Suite 216 Revised: 2/18/98 San Diego, California 92128 Phone (619) 485-6227, Fax (619) 485-6201 PANEL DESIGN, continued Panel Designation: Line· 1 & 6: No Openings ,\ ... Data Walt-Height = 13.75 ft Wall Thickness = 6.5 in Parapet Height = 5.25 ft Distance to Rebar = 2.875 in Purlin Span= 5.5 ft Reveal Thickness = 0.75 In Ledger Width = ·3;5 in Roof Dead Load = 15 psf Opening Width = 0 ft Roof Live Load = 20 psf Opening Height = 0 ft Wall Dead Load = 78.5 psf Leg Width= 1 ft Calculation e= 6.75 in Addt'I. Lateral = 0.0 psf PcL = 41.25 plf VcL= 0 plf PLL= 55 plf VLL= 0 plf Panel Designation: Line 1: 2'-7" Leg Data Wall Height = 13.5 ft Wall Thickness = 6.5 in Parapet Height = 5.5 ft Distance to Rebar = 4.5 in Purlin Span ::== 5.5 ft. Reveal Thickn~ss ~ 0.75 in Ledger Width = 3.5 in Roof Dead Load = 15 psf Opening Width = 16 ft Roof Live Load = 20 psf Opening Height = 12 ft Wall Dead Load = 78.5 psf Leg Width= 2.6 ft Calculation e= 6.75 in Addt'I. Lateral = 44.2 psf PcL = · 41.25 plf VcL= 1819 plf PLL= 55 ·ptf VLL= 169 plf Panel .Designation: Line 1 & 6 at girders Data Wall Height= 13.5 ft Wall Thickness = 6.5 in Parapet Height = 5.5 ft Distance to Rebar = 4.5 in Purlin Span= 5.5 ft Reveal Thickness = 0.75 in· Ledger Width = 3.5 in Roof Dead Load = 15 psf Opening Width = 5 ft Roof Live Load = 2.0 psf Opening Height = 8 ft Wall Dead Load = 78.5 psf Leg Width= 2.6 ft Calculation e= 6.75 in Addt'I. Lateral = 13.8 psf PcL = 4137 plf VcL= 870 plf PLL= 55 plf VLL= 53 plf Firouzi Consulting Engineers, Inc. , 16959 Bernardo Center Dr., Ste. 216 San Diego, California ·92128 Title : Planning Systems Job# Dsgnr: Date: Description : Revised: 2/18/98 Scope: New Building Tilt-Up Wall Panel Design ?,/,. ( ' I General Information Description Lines 1 & 5 at Girders Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight Lateral LoaQ s · Wind Load Point Load ... height j-load type Lkteral Load .... distance to top ... distance to bot .... load type t/' Wall Analysis 18.000 ft 1.000 ft 6.500 in 5 6.000 in 4.500 in 150.0 145.00 pcf 18.000 psf lbs ft Seismic 13.80 #/ft 8.000 ft ft Seismic fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 · ·12:000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity ' 0 % Parapet Does Not Reduce Mame Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.7500 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Vertical Loads Uniform DL 4,137.00 #/ft Uniform LL 55.00 #/ft ... eccentricity 6.750 in Concentric DL 870.00 #/ft Concentric LL 53.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment · . Maximum Allow Vertical-Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind 0.247 0.166 in 43,199.7 31,023.5in-# 45,208.4 26,048.1 in-# 3.346 3.447 in 68,349.7 49,189.4 in-# Seismic 0.178 31,133.5 15,261.8 0.483 38.403.0 Wind 0.147 in 28,615.7 in-# 11,151.4 in-# 0.406 in 34,292.6 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in ··I Summary ·I Wall Design OK- 18.00ft clear height, 1.00ft parapet, 6.50in thick with #5 bars at 6.00in on center, d= 4.50in, fc = 3,000.0psi, Using: .UijC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bendin.9 : Seismic Load Governs Maximum lterated· Moment : Mu 68,349.72 in-# ..... Moment Capacity· · · · 144,430.07 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial St~ess : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.483 in Deflection Limit 1.440 in Seismic 144,430.07 in-# 68,349.72 in-# 39,614.38 in-# 0.48 in 447: 1 0.0115 0.0128 7.5.65 psi 120.00 psi Wind 141,128.12 in-# 49,189.37 in-# 29, 794.32 in-# 0.41 in 531 : 1 0.0115 0.0128 ,75.65 psi 120.00 psi I I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1Q97 Firouzi Consulting Engineers, Inc. 1•6959 Bernardo. penter. Dr., .~t~. 216 San Diego, California 92128 Title : Planning Systems Dsgnr: Date: Description : Revised: 2/18/98 Scope: New Building Job# Tilt-Up Wall Panel Design I Ana.lysis Data E Sgross .. ~er= s * i::-r n =Es/ Ee Fr= 3,122,018.6 psi 9.29 273.86 psi 33.23 Rho: Bar Reinf Pct 84.500 in3 ,23,141.3 in-# 0.0214 Ht / Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b). C =a/ .85 !gross (cracked 1-eff (ACI methods .. o.nly) Phi: Capacity Reduction Mn = A.~:eff. Fy .( d-a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 58.906 psf Service Applied Axial. Load 5,115.00 #/ft Service Wt @ Max Mom 785.42 #/ft Total Service Axial Loads 5,900.41 #/ft Seismic 0.758 in 1.486 in 1.748 in 274.625 in4 74.67 in4 0.00 ·in4 0.900 160,477.86 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 .400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL . 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic =.ST* : 1.100 0.750 0.900 1.300 Wind 0.724 in 1.419 in 1.669 in 274.63 in4 · 72.47 in4 0.00 ln4 0.900 156,809.02 in-# Seismic 7,161.00 1,099.58 8,260.58 Wind 5,395.05 #/ft 824.69 #/ft 6,219.74 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor '5/.,z • 1.400 0.900 I I I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 Firouzi Consulting Engineers, Inc. 16959 Bernardo Center Dr., Ste. 216 San Diego, California 92128 Title : Planning Systems Dsgnr: Date: Description : Revised: 2/18/98 Scope: New Building Concrete Rectangular & Tee Beam Design I General Information · · Description Lines 1 & 5 at Girders: Lintels Span Depth· Width Flange @ One Side 5.00 ft 96.000 in 6.500 in Flange-Thickness · · 0.000 in Web Spacing 0.000 ft Beam Weight Added lnterna I Reinforcing fc Fy Concrete Wt. Seismic Zone 3,000psi 60,000psi 145.0 pcf 4 End Fixity : Pinned-Pinned LL acts with ST Job# Rebar @ Center of Beam ••• Rebar @ Left End of Beam ... Rebar@ Right End of Beam ... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 5 93.00in #1 #2 1 . 5 .... 81.00in #2 #~. 1 5 67 .. 00in .. #3 #4 1 5 .53.00in ., I Com;~t;ttrated Loa~s #1 #2' #3' #4 #5 I Summary I Dead Load 10.650 k k k k k #4 Span = 5.0oft; Width= 6.50In · Depth = 96.00in Maximum Mornent : Mu Allowable Moment : Mn/phi Maximum Shear : Vu Allowable Shear : Vn/phi Shear Stirrups ... Stirrup Area @ Section 0.220 in2 Region 0.000 Min. Spacing · 999.o·oo Max Vu 0.000 21.39 k-ft 520.03 k-ft 0.00 k 56.33 k 0.833 999.000 0.000 I Bending & Shear Force Summary Bending ••. Mn*Phi @ Center 520.03 k-ft . @ Left End .. 0.00 k-ft @Right End 0.00 k-ft Shear •.• Vn*Phi @ Left End 56.33k @Right En 56.33k Live Load k k .. k k k in #1 in #2 in #3 in #4 Short Term k k k k k Maximum Deflection Max Reaction @ Left Max Reaction @ Right 1.667 999.000 0.000 Mu, Eq. 9-1 2.500 99'9.000 0.000 -21.39 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 0.00 k 0.00 k 3.333 999.000 0.000 Mu,.f;q. 9~2 21.39 k-ft 0.00 k-ft 0.00 k-ft · Vu, Eq. 9-2 0.00 k O.OOk Location 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft in in in in Beam Design OK 0.0000 in 6.90 k 6.90 k 4.167 999.000' 0.000 5.000 ft 999.000 in 0.000 k Mu, Eq. 9-3 13.75 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-3 O.OOk O.OOk I t I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw . KW-0602755, V5.0.2, 1.Jun-1997 ~Fir-ouzi-;:: . - ·consulting Engineers, Inc,. a structural analysis; and design company STRUCTURAL CALCULATIONS PROJECT NAME: DATE: ENGINEER OF RECORD: TABLE OF CONTENTS Desigr. Loads Design Values Vertical Design Lateral Design Tilt-up walls Fo,mdation Design THDC ENTERPRJSES JANUARY 27, 1998 MASOUD FIROUZI Page 1 Page 2-5 Page 6 -11 Page 12-19 Page 20 -31 Page 32 -35 16959 Bernardo Center Drive, Suite 216, San Diego, CA 92128 (619)485-6227 (619~89 fl) 1-6~ i FfRO-UZI CONSULTING ENG1NEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 -PioJecf: Planning Systems J·ob#: C • ----Date: Jan '98 DESIGN LOADS Roof Beams & Purlins (Above Office) Dead Load Roofing · 6.0 Framing 3.5 Plywood 1.5 Insulation 0.5 Ceiling 2.0 Misc 1.5 TOTAL 15.0 Roof Sub-Qurlins Dead Load Roofing 6.0 Framing 1.5 Plywood 1.5 Insulation 0.5 Misc 1.5 TOTAL 11.0 Roof Members Live Load 0-200 sq. ft 20 201 -600 sq. ft 16 Over 600 sq. ft. 12 Page ..1. psf psf psf psf psf psf psf i flR0UZI CO-NSUL1fN.G· ----·-.. ~,--·-----. - ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 WOOD MEMBERS DOUGLAS FIR-LARCH 2" to 4" thick, 2" and wider No.1 Fb = 1000 psi Fe= 1450 psi No.2 Fb = 875 psi Fe= 1300 psi 5" thick and larger No.1 B&S Fb = 1350 psi Fe= 625 psi No.1 P&T Fb = 1200 psi Fe= 1000 psi Grades Width Select Structural 2,3, and 4 No.1 and better 5 No.1, No.2, No.3 6 8 10 12 14 and wider Stud 2,3, and 4 5 and 6 GLULAM BEAMS 24F-V4 Bending: Axial: 24F-V8 Bending: Axial: .. - DESIGN VALUES Ft= 675 psi Fe,.L = 625 psi ft= 575 psi Fe,.L = 625 psi Ft= 675 psi Fe,.L = 625 psi ft= 825 psi Fe,.i. = 625 psi Size Factor, Ct Fb Thickness 2"&3" 4" 1.5 1.5 1.4 1.4 1.3 1.3 1.2 1.3 1.1 1.2 1.0 1.1 0.9 1.0 1.1 1.1 1.0 1.0 Fb (T in T) = 2400 psi Fb (Tin C) = 1200 psi E = 1800000 psi - Prqject: Planning-Systems Job#: Date: Jan '98 Ft 1.5 1.4 1.3 1.2 1.1 1.0 0.9 ' 1_.1 1.0 fv = 95 psi E = 1700000 psi fv = 95 psi E = 1600000 psi fv= 85 psi E = 1600000 psi Fv= 85 psi E = 1600000 psi Fe 1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 Fe,.L = 650 psi Fv = 165 psi ·By: Page .2.. Ft= 1150 psi Fe= 1650 psi E = 1600000 psi Fb (T ir. T) = 2400 psi Fb (T in C) = 2400 psi E = 1800000 psi Ft= 1100 psi Fe,.L = 650 psi Fv = 165 psi Fe= 1650 psi E = 1600000 psi i FIROl:JZI CONSULTING ENGINEERS, INC. Pr.oJect:· P1anning-Systems 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227, Fax(619)485-6201 Job 11-:-________ By: ___________ _ Date: Jan '98 Page i DESIGN VALUES, continued SOIL STEEL Soils Report By: Geotechnics Incorporated Dated: Spetember 22, 1997 Allowable Bearing Pressure = 2500 psf Minimum Footing Depth = 18 in. (continuous) - · Minimum Footing Width= 12 in. (continuous) Expansion P0tential = Low Pipe Columns: Tube Columns: Other Shapes: ASTM A53 Grade 8, Fy=35 ksi, Fu=60 ksi ASTM A500 Grade 8, Fy=46 ksi, Fu=58 ksi ASTM A36, Fy=36 ksi CONCRETE Foundation, Slab, & Tilt-up Walls: CODE & PUBLICATIONS USC 1994 Edition AISC, Ninth Edition PCI Design Handbook, Fourth Edition fc = 3000 psi Nelson Stud Welding Handbook for Non-Residential C,onstruction Simpson Strong-Tie Connectors f. -> -rJl~OUZI CONSULTING ENGi NEE-RS, --,Ne. -_f'roject: PJanning s-ystems Job-#:____ By: ___ _ Date: Jan '98 Page .i_ 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 DESIGN VALUES, continued HORIZONTAL DIAPHRAGM 1/2" Thick Structural I rated plywood All edges supported (except at "e'? Nailed at: a) 2" o.c. EN & BN, FN at 12" o.c. (3x members req'd) b) 21/2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) c) 4" O.C. EN & BN, FN at 12" O.C. d) 6" O.C. EN & BN, FN at 12" O.C. e) 6" O.C. EN & BN, FN at 12" O.C. 5/8" Thick Structural I rated plywood All edges supported (except at "e'? Nailed at: a) 2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) b) 2 1/2" O.C. EN & BN, FN at 12" O.C. (3x members req'd) c) 4" O.C. EN & BN, FN at 12" O.C. d) 6" O.C. EN & BN, FN at 12" O.C. e) 6" o.c. EN & BN, FN at 12" o.c. CHORD CAPACITY Capacity = Area x rs x 1.33 Assumed weld size= 1/4" Capacity of 1/4" fillet weld= 3710 lbs 1-#6 Capacity= (.44)(24000)(1.33) = 14044 LBS Weld length required = (.44)(60000)(1.25) I ((2)(371 0)) = 4.5 in 2-#5 Capacity= 2(.30)(24000)(1.33) = 19152 LE1l Weld length required = (.30)(60000)(1.25) I {(2)(3710)) = 3.0 in 2-#6 Capacity = 2(.44)(24000)(1.33) = 28090 LBS Weld length required = (.44)(60000)(1.25) / ((2)(3710)) = 4.5 in 2-#7 Capacity = 2(.60)(24000)(1.33) = 38304 LBS Weld length required = (.60)(60000)(1.25) / ((2)(3710)) = 6.0 in 2-#8 Capacity= 2(.78)(24000)(1.33) = 48795 LBS Weld length required = (. 78)(60000)(1.25) / ((2)(3710)) = 8.0 in V = 820 #/ft V = 720 #/ft V = 425 #/ft V = 320 #/ft V = 215 #/ft V = 820 #/ft V = 720 #/ft V = 425 #/ft V = 320 #/ft V = 215 #/ft -FilROUZI" CONSULTING_ ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 P.roj~ct: Planning Systems_ ~b~-~--~----- Date: Jan '98 Page~ DESIGN VALUES, continued CAPACITY OF HOLDDOWNS FOR CONCRETE TILT-UP PANELS Mark Bar A #6 B #7 C #8 D #9 E #10 F (2) #10 Cap. bar= Cap. weld Cap.bar= Cap. weld Cap. bar= Cap. weld Cap. bar= Cap. weld Cap.bar= Cap. weld Cap. bar= Cap. weld (1.33)(0.442 in2)(24000 psi) = 14,108 lbs (2)(4'?(1/4'?(0.7)(0.3)(70,000 psi) = 29,400 lbs (1.33)(0.601 in2)(24000 psi) = 19,183 lbs (2)(4")(1/4")(0.7)(0.3)(70,000 psi) = 29,400 lbs (1.33)(0. 786 in2)(24000 psi) = 25,089 lbs (2)(5.5")(1/4'?(0.7)(0.3)(70,000 psi) = 40,425 lbs (1.33)(1.0 in2)(24000 psi) = 31,920 lbs (2)(6'?(1/4'?(0.7)(0.3)(70,000 psi) = 44,100 lbs (1.33)(1.23 in2)(24000 psi) = 39,261 lbs (2)(6.5")(1/4")(0. 7)(0.3)(70,000 psi) = 47,775 lbs (2)(1.33)(1.23 in2)(24000 psi) = 78,524 lbs (4)(6.5")(1/4'?(0.7)(0.3)(70,000 psi) = 95,550 lbs Fl'RO.lJZI CONSUL11NG Prqject: Planning_ S_ystems --. ---. --·--. .. ----- . Job#:____ By:_· __ _ ENGINEERS, INC. Date: Jan '98 Page .1:z_ 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 Sub Purlins Span (ft) 8 ROOF FRAMING 8'-0" Span Joist Spacing (in) 24 ------1 Allow Deft. I I xxx Dead Load (psf) Live Load (psf) f b (psi) 1 000 fv (psi) 95 E (psi) 1. 7E+06 Tributary area (ft2) w (lb/ ft} Reaction (lb) Moment (lb-ft) 16 70 280 560 Cr CF Co Allow Deft. (in) S req (in3) A req (in2) I req (in') 240 15 20 1.15 1.3 1.25 0.40 3.60 3.54 9.49 Use 2x6 DFL #1 at 24" O.C. (ALT: Use 4x4 DFL #1 at 24" O.C.J 10'-0" Span Span (ft) 10 Joist Spacing (in) 24 ------1 Allow Deft. I I XXX Dead Load (psf} Live Load (psf) Cr f b (psi) 1 000 fv (psi) 95 E (psi) 1. 7E+06 Tributary area (ft2) w (lb/ ft) Reaction (lb) Moment (lb-ft} 20 70 350 875 CF Co Allow Deft. (in) S req (in3) A req (in2) I req (in') Use 2x6 DFL #1 at 24" O.C. 8'-0" Span w/ Mechanical Unit Span (ft) Joist Spacing (in) fb (psi) fv (psi) E (psi) Allow Deft. I I xxx Tributary area (ft2) w (lb/ ft) Reaction (lb) Moment (lb-ft) 8 24 875 95 1.7E+06 240 16 86 342.5 685 Point Load (lbs) Dead Load (ps f) Live Load (psf) Cr CF Co Allow Deft. (in) S req (in3) A req (in2) I req (in') Use 4x6 DFL #1 at 24" O.C. under mech. unit 240 15 20 1.15 1.3 1.25 0.50 5.62 4.42 18.53 500 15 20 1.15 1.3 1.25 0.40 5.03 4.33 11.60 -ftROUZI CONSULTING_ ENGINEERS, INC. Project; Planning Systems- Job_ #: ----"--------_ B_y:_--.:. ____ _ Date: Jan '98 Page ..:L 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 Purlins P-1) P-2) P-3) P-1) Beams Span (ft) Spacing (ft) Trib Area (ft2) 28.5 8 228 ROOF FRAMING Dead Load (psf) Live Load (psf) w (lb/ ft) Purlin Design By: Standard Structures Inc. CJL] CIC] 248 Design Criteria: Simply Supported 28'-6" Purlin w/ Distributed Load of 248 lb/ft Use. Standard Structures Inc. 26" SSI 435R Span (ft) Spacing (ft) Trib Area (ft2) 28.5 9.5 270.75 Purlin Design By: Standard Structures Inc. Dead Load (psf) Live Load (psf) w (lb/ ft) CJL] C!CJ 295 Design Criteria: Simply Supported 28'-6" Purling wt Distributed Load of 295 lb/ft Use Standard Structures Inc. 28" SSI 435R Span (ft) Spacing (ft) Trib Area (ft2) 20 8 160 Purlin Design By: Standard Structure$ Inc. Dead Load (psf) Live Load (psf) w (lb/ ft) CJL] ~ 280 Design Criteria: Simply Supported 20'-0"' Purlin w/ Distributed Load of 280 lb/ft Use Standard Structures Inc. 20" SSI 435R Span (ft) Spacing (ft) Trib Area (ft2) 20 9.5 190 Purlin Design By: Standard Structures Inc. Dead Load (psf) Live Load (psf) w (lb/ ft) ~ ~ 333 Design Criteria: Simply Supported 20'-0" Purlin w/ Distributed Load of 333 lb/ft Use Standard C3tructures Inc. 20" SSI 435R Dead Load (psf) = 15 Trib width (ft) Trib Length (ft) Trib Area (ft2) 28.5 30 855 Live Load (psf) WoL (lb/ ft) WLL (lb /ft) 12 428 342 °೸Firoozi:Consutting;-Engineer.sT:Inc •. _ 16959 _Bemard0-C.enter0r;,.Ste~216. San Diego, California 92128 T-rtle :a:PtaM1ng Systems- . Dsgn_r: bescription : Scope : Nlew Building Job#- Date: Timber Beam & Joist 8 I I General Information I Description: Simply Spanned Glulam Beams I Timber Member Information I Line E Lines 1.7 & 5.3 Timber Section 5.125x24.0 5.llSxlS.0 Beam Width in 5.125 24.000 0.00 2,400.0 165.0 1,600.0 1.000 GluLam Beam Depth in Le: Unbraced Length ft Fb -Basic Allow psi Fv -Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type I Center Span Data Span Dead Load Live Load Point#1 DL LL @X I Cantilever Span Span Uniform Dead Load Uniform Live Load !Results Mmax@ Center @X= Mmax @ Cantilever fb: Actual Fb : Allowable fv :Actual Fv : Allowable Reactions Dead Load @ Left Live Load @ Left Dead Load @ Right Live Load @ Right I Deflections Center DL Defl UDeflRatio Center LL Defl UDefl Ratio Center Total Defl Location UDeflRatio Cantilever DL Defl Cantilever LL Defl Total Cant. Defl UDefl Ratio ft #/ft #/ft lbs lbs ft ft #/ft #/ft 30.00 360.00 288.00 in-k 874.80 ft 15.00 in-k 0.00 psi 1,n8.0 psi 2,160.8 Bending OK psi 103.4 psi 165.0 lbs lbs lbs lbs in in in ft in in in Shear OK 5,400.00 4,320.00 5,400.00 4,320.00 -0.695 518.3 -0.556 647.9 -1.250 15.000 288.0 5.125 15.000 0.00 2,400.0 165.0 1,600.0 1.000 GluLam 23.00 97.50 130.00 500.00 11.500 215.02 11.50 0.00 1,118.8 2,325.8 Bending OK 50.6 165.0 Shear OK 1,371.25 1,495.00 1,371.25 1,495.00 -0.361 764.2 -0.355 m.1 -0.716 11.500 385.4 Line A.2 Lines 1.2 & 5.8 S.12Sx10.S 3.125x13.S 5.125 10.500 0.00 2,400.0 165.0 1,600.0 1.000 GluLam 14.50 172.50 230.00 126.94 7.25 0.00 1,347.9 2,400.0 Bending OK 71.6 165.0 Shear OK 1,250.62 1,667.50 1,250.62 1,667.50 -0.217 802.3 -0.289 601.7 -0.506 7.250 343.8 3.125 13.500 0.00 2,400.0 85.0 1,600.0 1.000 GluLam 16.00 60.00 80.00 8.50 120.00 160.00 30.90 6.08 -121.38 1,278.7 2,400.0 Bending OK 74.5 85.0 Shear OK 209.06 278.75 1,no.94 2,361.25 0.041 4,658.7 0.055 3,494.0 0.096 11.456 1,996.6 -0.317 -0.422 -0.739 276.2 (c) 1983-97 ENERCALC e:\enercalclplanning;ecw Linel S,12Sx18.0 5.125 18.000 0.00 2,400.0 165.0 1,600.0 1.000 GluLam 28.00 142.50 152.00 346.33 14.00 0.00 1,251.4 2,239.3 Bending OK 60.1 165.0 Shear OK 1,995.00 2,128.00 1,995.00 2,128.00 -0.495 679.5 -0.527 637.0 -1.022 14.000 328.8 Line4.3 S.12Sx12.0 5.125 12.000 0.00 2,400.0 165.0 1,600.0 1.000 GluLam 18.00 139.00 185.00 157.46 9.00 0.00 1,280.2 2,400.0 Bending OK 63.7 165.0 Shear OK 1,251.00 1,665.00 1,251.00 1,665.00 -0.278 n6.9 -0.370 583.7 -0.648 9.000 333.3 I I I KW-0602755, V5.0.2, 1-Jun-1997 ,_ :f.jrouzi-CO:nsulting Engineers; Inc. 1:6959-Semardo -Center Dr., Ste-~·-216 San Diego, California 92128 Title-o:: RlaAning~ystems Dsgnr: Descnption : Scope:· New Building Job4# Da~e: __ Timber· Cantilevered Beam System General lnfonnation Description Glulams Along Lines B & C Fb 2,400.0 psi Elastic Modulus 1,800.0 psi Live loads placed for maximum values Fv 165.0 psi Load Duration Factor 1.000 Cantilevers assumed braced for Fb calcs I Column Bay & Beam Data Column Spacing ft 29.70 29.70 36.22 29.70 29.70 .... Actual Span ft 12.70 12.20 Left Cantilever ft 9.00 7.50 Right Cantilever ft 8.000 10.00 0.00 Beam Width in 5.125 5.125 5.125 5.125 5.125 Beam Depth in 25.500 10.500 28.500 10.500 25.500 Member Type GluLam GluLam GluLam GluLam GluLam I Moments Mmax @ Center k-ft 70.0 15.9 84.5 14.6 71.7 Max @ Left End k-ft -76.9 -58.2 Max @ Right End k-ft -65.2 -87.4 0.0 I Loads Dead Load #/ft I 427 .50 427.50 427.50 427.50 427.50 Live Load #/ft 360.00 360.00 360.00 360.00 360.00 I Stresses lb : Allowable psi 2,149.9 2,400.0 2,084.4 2,400.0 2,149.9 Fb: Actual psi 1,512.8 2,022.4 1,511.7 1,866.2 1,550.1 OK OK OK OK OK Max. Shear lbs 12,098.7 4,999.6 13,667.5 4,802.8 12,014.7 Fv : Allowable psi 165.00 165.00 165.00 165.00 165.00 fv: Actual psi 138.87 139.36 140.36 133.88 137.90 ShearOK ShearOK ShearOK ShearQK ShearOK I Reactions Max. Left Reaction lbs 10,501.4 4,999.6 27,160.4 4,802.8 24,360.6 Ma:.. Right Reaction lbs 25,187.8 4,999.6 28,198.8 4,802.8 10,629.8 I Deflections Center DL in -0.327 -0.281 -0.220 -0.239 -0.354 .•... Maximum in -0.819 -0.518 -1.003 -0.441 -o.h47 Left Cant. DL in -0.050 0.083 •.... Maximum in -0.713 -0.245 Right Cant DL in 0.036 -0.115 0.000 ..... Maximum in -0.363 -0.905 0.000 "i c= Yi s y~ w ~ /:\ % 1 ' (c) 1983-97 ENERCALC e:\enercalclplanning.ecw KW-0602755, VS.0.2, 1-Jun-1997 ' i -Firouzi Consnltin-g-:Engineers,-Jnc. -1:6959 B0c.mardo :Center:Dr.,.-Ste. 21.6 San Diego, California 92128 -T.itle-:. :PlarmiAg:S.ystems- _·· _-Dsgnr:--" --Description:: Job.# -Date: Scope: New '.Building Steel Column lo I I,-G-en_e_r_a_l -ln_f_orm_a_t-io-n--------------------------------,1 Description Roof Columns Steel Section P6STD Column Height 17.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined I Loads Axial Load ... Dead Load Live Load Short Term Load Summary 28.20 k k k F Duration Factor 36.0 ksi 1.000 X-X Unbrace Y-Y Unbrace 17.000 ft 17.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moment X-X Sidesway : Y-Y Sidesway : Kxx Kyy in in Restrained Restrained 1.000 1.000 Column Design OK Section: P6STD, Height= 17.00ftAxial Loads: DL = 28.20, LL= 0.00, ST= 0.OOk, Ecc. = 0.000inUn Combined Stress Ratios Dead Live DL + LL DL + Short AISC Formula H1 -1 0.359 0.359 0.359 AISC Formula H1 -2 0.234 0.234 0.234 AISC Formula H1 -3 I Stresses Allowable & Actual Stresses Fa : Allowable fa: Actual Fb:xx: Allow [F1-6] Fb:xx: Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy: Allow [F1-6] ?b:xx: Allow [F1-7] & [F1-8] fb : yy Actual I Analysis Values ™·-F'ex: DL+LL F'ey: DL+LL F'ex : DL +LL +ST F'ey : DL +LL +ST 18,070 psi 18,070 psi 18,070 psi 18,070 psi Max X-X Axis Deflection Max Y-Y Axis Deflection I Section Properties Steel Section Depth Web Thick Width Flange Thick Area Misc P6STD 6.63 in 0.280 in 6.625 in 0.280 in 5.58 in2 0.000 in Dead Live 14.10 ksi 0.00 ksi 5.05 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 0.00 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 kSi 0.00 ksi 0.00 ksi 0.00 ksi Cm:x DL+LL Cm:y DL+LL Cm:x DL +LL +ST Cm:y DL +LL +ST 0.000 in at 0.000 ft 0.000 in a 0.000 ft Weight 18.95#/ft lxx 28.10in4 lyy 28.10in4 Sxx 8.483in3 Syy 8.483in3 r-xx 5.036in r-yy 5.036in DL+ LL DL + Short 14.10 ksi 14.10 ksi 5.05 ksi 5.05 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 23.76 ks! 23.76 ksi 0.00 ksi 0.00 ksi 0.60 Cb:x DL+LL 1.75 0.60 Cb:y DL+LL 1.75 0.60 Cb:x DL +LL +ST 1.75 0.60 Cb:y DL +LL +ST 1.75 II I l I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 -1-695:9 .Bernardo -CenterDr . .1 Ste. 21-6 San Diego, California 92128 . title.:;··Hlannir:ig-Systems. Osg_!lr: _ -Description : Scope: New Building Da_t_~: Steel Column Base Plate I I General Information Description Roof Column Baseplates Axial Load 29.00 k X-X Axis Moment 0.00 k-ft Plate Height 16.000 in Plate Width 16.000 in Pier Height 48.000 in Pier Width 48.000 in fc 3,000.0 psi Fy 36.00 ksi LDF 1.000 Summary I Plate Design Min. Req'd Plate Thick Analysis Type 0.600 in 3 0.000 k Tension Force per Bolt Bearing Stress Max Plate Capacity for Allow. Bearing 113.28 psi 537.60k Steel Section Section Depth Section Width Flange Thick Web Thick Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area Allow Concrete Bearing Per ACI 10.15 Per AISC J9 P6std 6.625 in 6.625 in 0.280 in 0.280 in 1.500 in 2 2.750 k 0.442 in2 3,570.0 psi 2,100.0 psi Plate Analysis for Specified Thickness Plate Thickness 1.0000 in Max Allow Plate Fb Actual fb 27,000.0 psi 9,727.2 psi I (c) 1983-97 ENERCALC E:\ENERCALC\PLANNING.ECW KW-0602755, V5.0.2, 1-Jun-1997 _ FiROUZI COl'iSULTlNG" .. -· -----. -.. - ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 Seismic Coefficient Seismic Force E-W N-S Z= I= 0.4 1.0 ·-. - . Pr.eject:. Planning Systems Job#:____ By: ___ _ Date: Jan '98 Page / 2 LATERAL ANALYSIS C= Rw= 2.75 6 V = 0.183 x Weight .183[(15psf)(1551 + 2(79psf)(9.51J = .183[(15psf)(861 + 2(79psf)(9.51J = 700 511 PLF PLF SEISMIC GOVERNS Drag and Chord Forces Line 1 & 6 Line A & E Chord Force = 4176 lbs USE (1) #6 Bar USE (2) #6 Bars Chord Force = 17845 lbs FrROUZr CON'SULTING ENGINEERS, INC. ~r(?ject: Pr anning S_ystems .Job#:____ . -By: _______ ___ Date: Jan '98 Page 1:3_ 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 LATERAL ANALYSIS, continued Capacity of 6 112" Concrete Wall Section 1921.6.2.1: Minimum reinforcing ratio = 0. 0025 As = (0.0025)(6.5 in)(12 in) = .195 in2 Section 1921.6.2.2: Provide two curtains of reinforcement if the in-plane factored shear exceeds 2A cv (fc) 0·5 For one layer of reinforcing: V81100_ = (2)(6.5"/2 X 12')(3000 psi)0·5(0.8) = 3418 lb/ft For two layers of reinforcing: V81100_ = (2)(6.5" X 12")(.85)(3000 psi)0·5(0.8) = 6836 lb/ft When Vu in the plane of the wall exceeds Acv(fc) 0·5 , horizontal reinforcement terminating at the edges of shear walls shall have a standard hook engaging the edge reinforcement. Vanoo. = (6.5"/2 X 12')(3000 psi)0·5 = 2136 lb/ft Section 1921.6.6.4: Shear wall boundary zone detail requirements need not be provided in shear walls or portions of shear walls meeting the following conditions: Pu~ 0.10Agfc (1.4)(10373) ~ (0.10)(12" X 6.5')(3000 psi) 14522 ~ 23400 OK Vu~ 3lw(fc)°"5 2000 ~ 2300 OKi No Boundary Member Required I I -f.irouzi-C.onsultirrg~Engine:er-s,_~n·c. t6959 Bern~rdo Center..Dr.rSte •. 21.6- San Diego, California 92128 T-itle-:: .f:llanningcSystems . Dsgnr: bescription : Scope: Horizontal Plywood Diaphragm l General Information Description Roof Diaphragm North-South Length 86.00 ft Diaphrgm Weight Date: 0.00 psf Ease-West Length 155.00 ft Seismic Factor 1.0000 Nort-South Chord 86.00 ft Diaphragm is Blocked East-West Chord 155.00 ft Blocking Direction East-West Boundary Loads Acting North & South #1 511.00 #/ft from 0.000ft to 155.000 ft #2 #/ft from 0.000ft to 0.000 ft #3 #/ft from 0.000 ft to 0.000 ft #4 #/ft from 0.000 ft to 0.000 ft Boundary Loads Acting East & West #1 700.00, #/ft from 0.000 ft to 86.000 ft #2 I #/ft from 0.000 ft to 0.000 ft #3 #/ft from 0.000ft to 0.000 ft #4 #/ft from 0.000 ft to 0.000 ft North & South Walls I Design Data & Nailing Requiremen Shear Framing Thickness Grade Nail Size Spacing Value in in #/ft At North Wall 3x 1/2" Structural I 10d 2,3,12 820.0 2nd zone 3x 1/2" Structural I 10d 2.5,3,12 720.0 3rd zone 2x 1/2" Structural I 10d 4,6,12 425.0 Center zone 2x 1/2" Structural I 10d 6,6,12 320.0 3rd zone 2x 1/2" Structural I 10d 4,6,12 425.0 2nd zone 3x 1/2" Structural I 10d 2.5,3,12 720.0 At South Wall 3x 1/2" Structural I 10d 2,3,12 820.0 East & West Walls I Design Data & Nailing Requiremen Shear Framing Thickness Grade Nail Size Spacing Value in in #/ft At West Wall 3x 1/2" Structural I 10d 2.~.12 820.0 2nd zone 3x 1/2" Structural I 10d 2 5,3, 12 720.0 3rd zone 2x 1/2" Structural I 10d 4,6,12 425.0 Center zone 2x 1/2" Structural I 10d f,6,12 320.0 3rd zone 2x 1/2" Structural I 10d 4,6,12 425.0 2nd zone 3x 1/2" Structural I 10d 2.5,3,12 720.0 At East Wall 3x 1/2" Structural I 10d 2,3,12 820.0 I Shear & Chord Forces Diaphragm Shears ... North South West East Total Shear 30, 100.0lbs 30, 100.0lbs 39,602.51bs 39,602.5 lbs Shear per Foot 194.19#/ft 194.19#/ft 460.49#/ft 460.49 #/ft Chord Forces ... @ 1/4 * Length 13,311.51bs 3,114.61bs @ 1/2 * Length 17,844.11bs 4, 175.21bs @ 3/4 * Length 13,454.2 lbs 3,148.0lbs Length I Width Ratio 1.802 l t l Zone Distance ft 0.00 0.00 0.00 0.00 0.00 0.00 Zone Distance ft 0.00 6.20 24.18 24.18 6.20 0.00 I (c) 1983-97 ENERCALC e:\enercalclplanning.ecw KW-0602755, V5.0.2, 1-Jun-1997 -l FfROUZr CONS0LIING- ENGINEERS, INC. Prqject: Planning_ Systems Job#:-- Date: Jan '98 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227, Fax(619)485-6201 SUBDIAPHRAGM DESIGN WALL ANCHORAGE CROSS-TIES Along Line ... Cpwall Cp parapet Height of Wall (ft) Height of Parapet (ft) Thickness of Wall (in) Weight of Concrete (pcf) Center one half increase 1&6 0.3 0.75 13.75 5.25 6.5 145 1.5 A&E 0.3 0.75 13 6 6.5 145 1.5 Force per foot (lbs) 471 507 Anchor Force at 8' O.C. (lbs) 3770 4053 Use -I __ N_o_t_U_s_e_d ____ N_o_t_U_s-ed-- Anchor Force at 4' O.C. (lbs) 1885 2026 Use -1 __ P_A_l-23----r----PA_l_2_8 _ _____, At center one half of diaphragm: Force per foot 707 760 Anchor Force at 8' O.C. (lbs) 5655 6079 Use .... I __ N_o_t_U_s_e_d ______ N_o_t_U-se_d ___ Anchor Force at 4' O.C. (lbs) 2828 3040 Use I.----P-A-1-35----.----PA-l-35 __ _,, Depth of Diaphragm (ft) 20.25 28.5 Width of Diaphragm (ft) 28.5 8 Diap. Ratio 1.4 0.3 Max. Diap. Ratio 4.0 4.0 Total Shear (lbs) 6715 2026 Shear per foot (plf) 332 71 Allowable Shear per foot (plf) ... I ___ 4_2_5 _________ 3_2_0 __ _ Chord Force (lbs) 2363 142 Use I See Purlini Sched. r OK At center one half of diaphragm: Depth of Diaphragm (ft) 1.----2-6 --·-1 28.5 Width of Diaphragm (ft) _ 28.5 _ 8 Diap. Ratio 1 :1 0.3 Max. Diap. Ratio 4.0 4.0 Total Shear (lbs) 10073 3040 Shear per foot (plf) 387 107 Allowable Shear per foot (plf)l .... ___ 4_2_5 _________ 3_2_0 __ _ Chord Force (lbs) 2760 213 Use l See Purlin Sched. I OK By: --------------Page .l..5... .FiROUZI - P-roj_ect: Planning. Systems Job#:_ By: ----. CON_SU_L Tlr~iG __ ENGINEERS, INC. Date: Jan '97 Page /~ 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 PURLIN SUPPORT Angle Size: 3 1/2" x 3 1/2" x 1/2" (LLV) x 12" long Welded Studs: Strap: (2) 3/4" dia. x 5 3/16" long welded Nelson studs Simpson PAl35 Material Strength: Fy= fe = 60000 3000 PSI PSI Capacity of Strap for lateral loads: Capacity= 3635 LBS Capacity of Welded Studs (no lateral loads parallel to wall): (0.9)(.44)(60,000) = 23760 LBS (.65)(1)(3000)°-5(2.8 X 187 + 4 X 1.22) = 28946 LBS V6 = (.75)(.44)(60,000) = 19800 LBS 18815 LBS ~Ve= (.65) (800) (.44) (1) (3000)0·5 = 1253~ LBS Ve = 19280 LBS . Pu= (1.7)(1.3)(0) = 0 LBS (horizontal load taken by 4x ledger) Vu= (1.4)(35/2)(13)(8)(1.3) + (1.7)(35/2)(20)(8)(1.3) = 9500 LBS Try (2) 3/4" dia. bolts: Pu= 0 LBS Vu = 9500 / 2 = 4750 LBS ~Pc> Pu OK ~Ve> Vu OK (1 / 0.65) [(0 / 28946)2 + (4750 / 19280)2] = 0.09 OK [(0 / 23760)2 + (4750 / 19800)2] = 0.06 OK Capacity of Angle: M = (b)(t2)(Fbl / 6 = (12)(.5)2(.75 x 36000) / 6 = 13500 IN-LBS F = M / e = 13500 / 2 = 6750 LBS USE 1/4" thk. Stiffener Plate E{ROl;JiC . _· , ¥btfJ_SUL.-t1NG "ENGINEERS, INC. 16959 Bernardo Cent~r Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 UneA Vs= Line Wall Length L.v = Line Openings Lo = Panel Length (L)= v= OTM= RM= UPL= UneE v-s- Line Wall Length Lw = Line Openings Lo = Panel Length (L)= v= OTM= RM= UPL= Une 1 V -s- Line Wall Length Lw = Line Openings Lo == Panel Langtri (L)= v= OTM= RM= UPL= Line 6 V -s- Line Wall Length Lw = Line Openings Lo = Panel Length (L)= v= OTM= RM= UPL= Proj~ct: Planning-Systems Job-#: _..;.....;,_..;;.._ By~---:.-. Date: Jan '98 PageJL SHEARWALLS 30100 LBS Roof Height (h) = 19 FT 155 FT Length of Panel Openings (L 1 = 21 FT 91 FT Area of Openings (A 1 = 210 FT2 35 FT Tnb.RoofSpan(S)= 14.25 FT (1.4)(Vs) I {L.v-Lo) = 658 PLF << capacity (v)(L)(h) / 1.4 = 312758 , LB-FT (U2){(145pcf)(7 .25"/12)[(L)(h)-A'] + . 75(15psf)(S)(L)} = 795740 LB-FT (OTM -.85RM) / L = -10389 "LBS 33400 LBS Roof Height (h) = 19 FT 155 FT Length of Panel Openings (L 1 = 10 FT 91 FT Area of Openings (A 1 = 50 FT2 20 FT Tnb. Roof Span (S) = 14.5 FT (1.4)(VJ / (L.v-Lo) = 731 PLF << capacity (v)(L)(h) / 1.4 = 198313 LB-FT (U2){(145pcf)(7.25"/12)[(L)(h)-A'] + .75(13psf}(S)(L)} = 317369 LB-FT (OTM -.85RM) / L = -3573 LBS 39603 LBS Roof Height (h) = 19 FT 88 FT Length of Panel Openings (L 1 = 21 FT 61 FT Area of Openings (A 1 = 232 FT2 32 FT Tnb. Roof Span (S) = 2 .. 5 FT (1.4)(Vs) I (lw-Lo) = 2053 PLF << capacjty (v)(L)(h) / 1.4 = 891801 LB-FT (U2){(145pcf)(7 .25"/12)[(L)(h)-A'] + . 75(13psf)(S)(L)} = 539507 LB-FT (OTM -.85RM) / L = 13538 LBS Use X-Bracinq 39603 LBS Roof Height (h) = 19 FT 88 FT Length of Panel Openings (L 1 = 10 FT 58 FT Area of Openings (A 1 = 65 FT2 22.5 FT Trib. Roof Span (S) = 2.5 FT (1.4){V5) / (L.v-Lo) = 1848 PLF << capacity (v)(L)(h)/1.4 = 564343 LB-FT (U2){(145pcf)(7 .25"/12)[(L)(h)-A'] + . 75(13psf)(S)(L}} = 363431 LB-FT (OTM -.85RM) / L = 11352 LBS USE X-BRACING FtROUZl ·--coN'SUlTING ENGINEERS,:if~c:--·- 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 Une 4.3 Une2 Vs= Line Wall Length L.v = Line Openings Lo = Panel Length (L)= v= OTM= RM= UPL= Vs= Line Wall Length L.v = Line Openings Lo = Panel Length (L)= v= OTM= RM= UPL= -Proje~: Planaing_Systems Job_#:____ By; ___ _ Date: Jan '98 Page 18._ SHEARWALLS 24400 10.8 5 10.8 LBS FT FT FT Roof Height (h) = Length of Panel Openings (L 1 = Area of Openings (A') = Trib. Roof Span (S) = (1.4)(V8) / (L.v-lo) = 5890 PLF << capacity (v)(L)(h) / 1.4 = 863255 LB-FT (U2){(145pcf)(7 .25"/12)[(L)(h)-A'] + . 75(1 Spsf)(S)(L)} = (OTM -.85RM) / L = 73015 LBS Use 11F/SD-1 24465 LBS Roof Height (h) = 19.5 FT Length of Panel Openings (L 1 = 10 FT Area of Openings (A') = 19.5 FT Trib. Roof Span (S) = (1.4)(Vs) I (L.v-lo) = 3605 PLF << capacity (v)(L)(h) / 1.4 = 954135 LB-FT (U2){(145pcf)(7.25"/12)[(L)(h)-A'] + .75(13psf)(S)(L)} = (OTM -.85RM) / L = 37710 LBS Use 11E/SD-1 19 FT 10.8 FT 25 FT2 4 FT 87870 LB-FT 19 FT 10 FT 80 FT2 5 FT 257396 LB-FT :E'ir.ouzl::Coosu(ting=E-n_gineers,.Jnc. -16-9~9-B~rnard9 Center-Dr.," Ste. 2-1.6-- San Diego, California 92128 -_ Title : ~lannjng_ S~ten:is -Dsgnr: · Description : Scope: New Building Bolt Group in Timber Member Job:#. Date: ~I G_e_n_e-ra_l_l-nf_o_rm_at-io-n----------------------------~, Description Drag Connection Applied Load Bolt Diameter Member Width Member Depth Side Plate Data ... 24,400.00 lbs 1.000in 3.500in 13.250in Side Plate Depth 4.000 in Side Plate Thickness 0.250 in I Check Adequacy for Applied Load ... Amember Aplate Amember/Aplate I Summary I 46.375 in2 2.000 in2 23.188 # Rows of Bolts # Bolts per Row Spacing Btwn Rows Spacing Btwn Bolts 2 3 4.000 in 6.000in Basic Allow: per Bolt Load Duration Factor 1.000 Side Plate Factor 1.250 Rows Are NOT Staggered Force is Parallel To Rows Bolts are in Double Shear Bolt Cap Reduction Factor Allowable Load per Bolt 5,337.50 lbs 1.0000 5,337.50 lbs Bolt Group OK Using 2 rows with 3 -1" bolts per row, Row Spacing = 4.00in, Bolt Spacing = 6.00in Bolt Group Capacity 32,025.00 lbs >= Applied Load = 24,400.00 lbs r (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 ' PIROUZI Project: Planning_Sy.stems CONSULTING - Job#:--By: ·ENGINEERS, ·iNC~ Date: Jan '98 Page 20 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 PANEL DESIGN Wind Load: Ce= 1.19 Cq = 1.2 Fw=CeCqq51 q -s-12.6 I= 1.0 Fw= 18.0 psf Panel Data: Panel Designation: Line A, D, E, & F, No Openings Data Wall Height= 13.75 ft Wall Thickness = 6.5 in Parapet Height = 5.25 ft Distance to Rebar = 2.875 in Purlin Span = 28.5 ft Reveal Thickness = 0.75 in Ledger Width = 3.5 in Roof Dead Load = 13 psf Opening Width = 0 ft Roof Live Load·= 16 psf Opening Height = 0 ft Wall Dead Load = 78.5 psf Leg Width= 1 ft Calculation e= 6.75 in Addt'I. Lateral = 0.0 psf Pol= 185 plf Vol= 0 plf PLl = 228 plf VLL= 0 plf Panel Designation: Line A: 2'-0" Leg Data Wall Height = 13.75 ft Wall Thickness = 6.5 in Parapet Height = 5.25 ft Distance to Rebar = 4.5 in Purlin Span = 28.5 ft Reveal Thickness = 0.75 in Ledger Width = 3.5 in Roof Dead Load = 15 psf Opening Width = 18 ft Roof Live Load = 16 psf Opening Height = 10 ft Wall Dead Load ::: 78.5 psf Leg Width= 2 ft Calculation e= 6.75 in Addt'I. LrJ.teral = 64.7 psf PoL = 213.75 plf VoL= 4143 plf PLL = 228 plf VLL= 1026 plf Panel Designation: Line E & F: 2'-6" Leg Data Wall Height = 15 ft Wall Thickness = 6.5 in Parapet Height = 4 ft Distance to Rebar = 4.5 in Purlin Span = 28 ft Reveal Thickness = 0.75 in Ledger Width = 3.5 in Roof Dead Load = 15 psf Opening Width = 5 ft Roof Live Load = 16 psf Opening Height = 5 ft Wall Dead Load = 78.5 psf Leg Width= 2.5 ft Calculation e= 6.75 in Addt'I. Lateral = 14.4 psf Pol= 210 plf VoL= 1310 plf PLL= 224 plf VLL= 224 plf . FiROlJZL. - . · COf\JSut. TING -------------. ENGINEERS, INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 Project: Plannf n_g Systems ----Job#:. --------,- Date: Jan '98 PANEL DESIGN, continued Panel Designation: Line 1 & 6: No Openings Data Wall Height= 13.75 ft Wall Thickness = Parapet Height = 5.25 ft Distance to Rebar = Purlin Span = 5.5 ft Reveal Thickness = Ledger Width = 3.5 in Roof Dead Load = Opening Width = 0 ft Roof Live Load = Opening Height = 0 ft Wall Dead Load = Leg Width= 1 ft Calculation e= 6.75 in Addt'I. Lateral = PoL= 41.25 plf VoL= PLL= 55 plf VLL= Panel Designation: Line 1: 2'-7" Leg Data Wall Height = 13.5 ft Wall Thickness = Parapet Height = 5.5 ft Distance to Rebar = Purlin Span = 5.5 ft Reveal Thickness = Ledger Width = 3.5 in Roof Dead Load = Opening Width = 16 ft Roof Live Load = Opening Height = 12 ft Wall Dead Load = Leg Width= 2.6 ft Calculation e= 6.75 in Addt'I. Lateral = PoL = . 41.25 plf VoL= PLL = 55 plf VLL= By· -. -• • • -• -L--------• • • Page.2.L 6.5 in 2.875 in 0.75 in 15 psf 20 psf 78.5 psf 0.0 psf 0 plf 0 plf 6.5 in 4.5 in 0.75 in 15 psf 20 psf 78.5 psf 44.2 psf 1819 plf 169 plf -. Firouzi :C.onsu1ting-E-ngineer--s:,-ln&. _ 1:6959 -Bernardo .Cen!er-Dr.,:.Ster-2-1:6-- San Diego, California 92128 · .:Title:: :Planning-Systems·. --Qsgn~: . Description : Scope: New Building .Job·.# Date: Tilt-Up Wall Panel Design 22 , I General Information Des~ription Line A, D, E, & F: No Openings Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 18.000 ft 1.000 ft 6.500 in 5 14.000 in 2.875 in 150.0 145.00 pcf 18.000 psf lbs ft Seismic #/ft ft ft Seismic fc 3,000.0 psi Seismic Zone 4 Fy 60,000.0 psi Min Vert Steel% 0.0020 Phi 0.900 Min Horiz Steel% 0.0012 Width 12.000 in Base Fixity O % Parapet Does Not Reduce Mame Wall Seismic Factor 0.3000 Parapet Seismic Factor 0. 7500 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 185.00 #/ft 228.00 #/ft 6.750 in 1.000 1.000 #/ft #/ft For Factored Load Stresses For Service Load Deflections Basic Defl w/o P~Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.097 16,915.4 1,908.9 4.854 25,050.2 Wind 0.074 in 12,850.0 in-# 0.0 in-# 4.917 in 19,267.4 in-# Seismic 0.074 12,883.5 0.0 0.074 14,605.6 Wind 0.059 in 10,197.4 in-# 0.0 in-# 0.059 in 11,912.1 in-# Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in I Summary I Wall Design OK 18.00ft clear height, 1.00ft parapet, 6.SOin thick with #5 bars at 14.00in on center, d= 2.88in, fc = 3,000.0ps Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 58,321.26 in-# Moment Capacity 112,555.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.534 in Deflection Limit 1.440 in Seismic 40,461.17 in-# 25,050.21 in-# 3,902.85 in-# 0.07 in 2,905 : 1 0.0077 0.0128 15.36 psi 120.00 psi Wind 39,821.'::34 in-# 19,267.44 in-# 3,273.41 in-# 0.06 in 3,658 : 1 0.0077 0.0128 15.36 psi 120.00 psi I I I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, VS.0.2, 1-Jun-1997 ,-Firouzi C-onsulting Engineers;-tnc. . ::16959 .Bemardo .. Center1lr"l Ste. 21,G- San Diego, California 92128 title,.: . Planning,Syste.ms .Dsgnr..:. ·Description : Scope: New Building Tilt-Up Wall Panel Design Job,i# Date: I.-A-n-a-,y-s-is_D_a_t_a------------------~-------------,1 E Sgross Mer= S * Fr n =Es/ Ee Fr= 3,122,018.6 psi 9.29 273.86 psi. 33.23 Rho: Bar Reinf Pct 84.500 in3 23,141.3 in-# 0.0214 Ht / Thk Ratio. . Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 lgross !cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Seismic. 0.294 in 0.576 in 0.677 in 274.625 in4 14.42 in4 0.00 in4 0.900 44,956.86 in-# Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 73.562 psf Wall Wt * Parapet ·seismic Factor 58.906 psf Service Applied Axial Load 413.00 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral L,oads Service Wt @ Max Mom 785.42 #/ft Total Service Axial Loads 1,198.42 #/ft I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 (c) 1983-97 ENERCALC e:\enercalc\planning.ecw 0.750 0.900 1.300 Wind 0.288 in 0.564 in 0.663 in 274.63 in4 14.23 in4 0.00 in4 0.900 44,246.27 in-# Seismic 578.20 1,099.58 1,677.78 Wind 484.95 #/ft 824.69 #/ft 1,309.64 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I KW-0602755, VS.0.2, 1-Jun-1997 :ritouztConsulting,i:ngineers-,-tn~ - 4 6959-:Bernardo:Cen.te~:or.;,-Ste.-2-1'6- San Diego, California 92128 · _ m1e.0:_ -Planaing_SystemS: -Dsgnr: -. "ilescnptfon :: - Scope: New Building Job# Date: Tilt-Up Wall Panel Design I General lnfonnation Description Line A: 2'-0" Leg Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 18.000 ft 1.000 ft 6.500 in 6 11.000 in 4.500 in 150.0 145.00 pcf 18.000 psf lbs ft Seismic 64.70#/ft 12.000 ft ft Seismic fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity O % Parapet Does Not Reduce Mome Wall Seismic Factor 0.3000 Parapet Seismic Factor 0. 7500 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Vertical Loads Uniform DL 214.00 #/ft Uniform LL 228.00 #/ft ... eccentricit)' 6.750 in Concentric DL 4,143.00 #/ft Concentric LL 1,026.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.286 51,599.7 56,714.2 3.167 79,855.5 Wind 0.075 in 12,960.9 in-# 12,637.0 in-# 3.268 in 35,778.3 in-# Seismic 0.209 37,564.8 23,605.7 0.753 46,747.0 Wind 0.060 in 10,303.1 in-# 0.0 in-# 0.060 in 19,481.5 in-# Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in I Summary I Wall Design OK 18.00ti: cler.r height, 1.00ft parapet, 6.50in thick with #6 bars at 11.00in on center, d= 4.50in, fc = 3,000.0ps Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 58,321.26 in-# Moment Capacity 112,555.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress : {Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum lter~ted Deflection 0.534 in Deflection Limit 1.440 in Seismic 121,870.99 in-# 79,855.52 in-# 4,176.90 in-# 0.75 in 287: 1 0.0089 0.0128 . 82.01 psi 120.00 psi Wind 118,264.33 in-# 35, 778.26 in-# 3,478.95 in-# 0.06 in 3,617 : 1 0.0089 0.0128 82.01 psi 120.00 psi I ' I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1.Jun-1997 ,F-irouzi-Consiilting-Engineera, inc~ .169.5~tBemardo-Center Or ..... SteJ 216 San Diego, California 92128 Title ~ Pl~nl'ling .Systell)~ _ Dsgnr: Job:# Date:. Description : Scope: New Building l Analysis Data E Tilt-Up Wall Panel Design Sgross Mer= S * Fr n =Es/Ee Fr= 3,122,018.6 psi 9.29 273.86 psi 33.23 Rho: Bar Reinf Pct 84.500 in3 23,141.3 in-# 0.0214 Ht / Thk Ratio Values for Mn Calculation ••• As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 lgross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt* Wall Seismic Factor 23.562 psf Wall Wt* Parapet Seismic Factor 58.906 psf Service Applied Axial Load 5,611.00 #/ft Service Wt @ Max Mom 785.42 #/ft Total Service Axial Loads 6,396.41 #/ft Seismic 0.629 in 1.234 in 1.452 in 274.625 in4 66.55 in4 0.00 in4 0.900 135,412.21 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 0.750 0.900 1.300 Wind 0.597 in 1.170 in 1.376 in 274.63 in4 64.50 in4 0.00 in4 0.900 131,404.81 in-# Seismic 7,855.40 1,099.58 8,954.98 Wind 6, 173. 70 #/ft 824.69 #/ft 6,998.39 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 2~ • 1.400 0.900 t l l (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, VS.0.2, 1-Jun-1997 I ritouzi0 0-<msultin-g,1:ng-ineers;Jnc~ 1:6959:Bernardo Cent~r-Dr;, Ste. 216 San Diego·, California 92128 -J"itle.--:..--PJanning.-S.ystems -Dsgnr: ~Description : Scope: New Building Job·#· Date: Tilt-Up Wall Panel Design I General Information Description Line E & F: 2'-6" Leg Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Deft. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 18.000 ft 1.000 ft 6.500 in· 5 14.000 in 2.875 in 150.0 145.00 pcf 18.000 psf lbs ft Seismic 14.40 #/ft 10.000 ft ft Seismic fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity O % Parapet Does Not Reduce Mome Wall Seismic Factor 0.3000 Parapet Seismic Factor 0. 7500 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Vertical Loads Uniform DL 210.00 #/ft Uniform LL 224.00 #/ft ... eccentricity 6.750 in Concentric DL 1,310.00 #/ft Concentric LL 224.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.130 23,025.0 18,899.7 4.941 42,041.0 Wind 0.075 in 12,927.0 in-# 4,925.6 in-# 5.073 in 28,066.9 in-# Seismic 0.098 17,172.2 0.0 0.098 21,130.8 Wind 0.060 in 10,273.9 in-# 0.0 in-# 0.060 in 14,215.9 in-# Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in ·--Summary Wall Design OK ! 18.00ft clear height, 1.00ft parapet, 6.50in thick with #5 bars at 14.00in on center, d= 2.88in, f'c = 3,000.0ps Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated I Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 58,321.26 in-# Moment Capacity 112,555.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum lteratad Deflection 0.534 in Deflection Limit 1.440 in Seismic 44,161.48 in-# 42,041.03 in-# 4,101.30 in-# 0.10 in 2,200 : 1 0.0077 0.0128 35.30 psi 120.00 psi Wind 42,711.47 in-# 28,066.86 in-# 3,416.17 in-# 0.06 in 3,628 : 1 0.0077 0.0128 35.30 psi 120.00 psi t t (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 °೏Firouzi~·su1ti'ng-:Engineers,-ln&. 1:6959-Bemardo-Center o·r., .Ste •. 21-6, San Diego, California 92128 =T..itle :. Planning Systems Dsgnr: Date: Description : Scope: New Building I Analysis Data E Tilt-Up Wall Panel Design· Sgross Mer= S * Fr n =Es/ Ee Fr= 3,122,018.6 psi 9.29 273.86 psi 33.23 Rho: Bar Reinf Pct 84.500 in3 23,141.3 in-# 0.0214 Ht/ Thk Ratio Values for Mn Calculation ••• As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt* Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 58.906 psf Service Applied Axial Load 1,968.00 #/ft Service Wt @ Max Mom 785.42 #/ft Total Service Axial Loads 2,753.42 #/ft Seismic 0.330 in 0.647 in 0.761 in 274.625 in4 15.46 in4 0.00 in4 0.900 49,068.31 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1. 700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.316 in 0.619 in 0.728 in 274.63 in4 15.06 in4 0.00 in4 0.900 47,457.19 in-# Seismic 2,755.20 1,099.58 3,854.78 Wind 2,167.20 #/ft 824.69 #/ft 2,991.89#/ft USC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 • I ' (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, VS.0.2, 1-Jun-1997 I F-irouzi; COnsuliing.:En'ginee;;s~Jnc._ ·16959"-Berna[{l_o.Center _Dr...-,-Ste. -21.6- San Diego, California 92128 __ Title.::, P-lanniAg_;Systems -:: · Dsgnr: Description: Scope: New Building Job# Date: Tilt-Up Wall Panel Design 2s , I General lnfonnation Description Line 1 : 2'-7" Leg Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 18.000 ft 1.000 ft 6.500 in 6 11.000 in 4.500 in 150.0 145.00 pcf 18.000 psf i :s Seismic 44.20 #/ft 16.000 ft ft Seismic fc 3,000.0 psi Seismic Zone 4 Fy 60,000.0 psi Min Vert Steel % 0.0020 Phi 0.900 Min Horiz Steel% 0.0012 Width 12.000 in Base Fixity 0 % Parapet Does Not Reduce Mame Wall Seismic Factor 0.3000 Parapet Seismic Factor 0. 7500 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Vertical Loads Uniform DL 42.00 #/ft Uniform LL 55.00 #/ft ... eccentricity 6.750 in Concentric DL 1,819.00 #/ft Concentric LL 169.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary I I Seismic 0.258 45,561.5 35,180.0 3.175 58,321.3 18.000 in 18.000 in Wind 0.066 in 11,539.2 in-# 0.0 in-# 3.231 in 21,438.8 in-# Seismic 0.185 32,729.5 13,721.7 0.534 36,862.9 Wind 0.052 in 9,075.4 in-# 0.0 in-# 0.052 in 13,208.8 in-# Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK , 8.00ft clear l1eight, 1.00ft parapet, 6.50in thick with -116 bars at 11.00in on center, d= 4.50in, i'c = 3,000.0ps Using: use Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 58,321.26 in-# Moment Capacity 112,555.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.534 in Deflection Limit Seismic 112,555.24 in-# 58,321.26 in-# 916.65 in-# 0.53 in 405: 1 0.0089 0.0128 36.80 psi 120.00 psi 1.440 in Wind 110,671.77 in-# 21,438.78 in-# 771.02 in-# 0.05 in 4,171 : 1 0.0089 0.0128 36.80 psi 120.00 psi l I I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 ,, -~ J: .f.ir-ouzi·-consolting-·-Engineers, .In<: •. 1-695.9 Bernardo Center Pr.,.Ste • .21:6 San Diego, California 92128 . l'iUe :;.;Planning;Systems, , Dsgnr: - Description ~ Scope: New Building Tilt-Up Wall Panel Design . -Joh#. Date: 2~ • I~ A-n-a-ly-s-is-D-at-a------------------------------~, Sgross Mer= S * Fr E n=Es/Ec Fr= 3,122,018.6 psi 9.29 273.86 psi 33.23 Rho: Bar Reinf Pct 84.500 in3 23,141.3 in-# 0.0214 Ht / Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 lgross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Seismic 0.547 in 1.073 in 1.262 in 274.625 in4 61.31 in4 0.00 in4 0.900 125,061.38 in-# Loads used for analysis Wall Weight 78.542 psf Wall Wt* Wall Seismic Factor . 23.562 psf Wall Wt* Parapet Seismic Factor 58.906 psf Service Applied Axial Load 2,085.00 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Service Wt @ Max Mom 785.42 #/ft Total Service Axial Loads 2,870.42 #/ft I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 (c) 1983-97 ENERCALC e:\enercalc\planning.ecw 0.750 0.900 1.300 Wind 0.531 in 1.041 in 1.225 in 274.63 in4 60.26 in4 0.00 in4 0.900 122,968.64 in-# Seismic 2,919.00 1,099.58 4,018.58 Wind 2,239.65 #/ft 824.69 #/ft 3,064.34 #/ft UBC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 1.400 0.900 I I KW-0602755, V5.0.2, 1-Jun-1997 --Firouzf Corisultrng£ngiheefsflnc.- 16959 -Bernardo Center Or.,-Ste~,-216 -- San Diego, California 92128 ·:t-itJe..: ~.Plai:mingsSystems - D~pr:_· . -- Description : Scope: New Building .Job-# Date: Tilt-Up Wall Panel Design 30 , I I General Information Description Line 1 & 6: No Openings Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 18.000 ft 1.000 ft 6.500 in 5 14.000 in 2.875 in 150.0 145.00 pcf fc Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity O % Parapet Does Not Reduce Mome Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.7500 LL & ST Together Using: use Sec. 1914.0 method ... Exact, Non-Iterated I Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot ... load type 18.000 psf lbs ft Seismic #/ft ft ft Seismic Vertical Loads Uniform DL 41.25 #/ft Uniform LL 55.00 #/ft ... eccentricity 6.750 in Concentric DL #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 I Wall Analysis Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing .. For Factored Load Stresses For Service Load Deflections Seismic 0.092 16,226.8 0.0 4.836 22,196.6 18.000 in 18.000 in Wind 0.066 in 11,536.5 in-# 0.0 in-# 4.889 in 16,122.6 in-# Seismic 0.067 11,776.2 0.0 0.067 13,045.8 Wind 0.052 in 9,072.8 in-# 0.0 in-# 0.052 in 10,342.4 in-# Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary I Wall Design OK I 1 ~.00ft clear height, 1.00ft parapet, 6.S0in thick with #5 bars at 14.00in on center, d= 2.88in, fc :: 3,000.0ps Using: UBC Sec. 1'914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 58,321.26 in-# Moment Capacity 112,555.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum Iterated :Jeflection 0.534 in Deflection Limit 1.440 in Seismic 39,690.34 in-# 22,196.65 in-# 909.56 in-# 0.07 in 3,220 : 1 0.0077 0.0128 11.30 psi 120.00 psi Wind 3&, 172.22 in-# 16, 122.65 in-# 765.70 in-# 0.05 in 4,173 : 1 0.0077 0.0128 11.30 psi 120.00 psi ' I I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 -=Firouzi°Consaltihg--Engineers-, -Inc .. ~-6959:Bemar.do-.Center-:Dr.., Ste.-21.6- San Diego, California 92128 'Utle--~ :;fllanning-Systems -Dsgnr:-- ~ob-.#- Date: Descfiption: Scope: New Building I Analysis Data E Tilt-Up Wall Panel Design Sgross Mer= S * Fr n =Es/Ee Fr= 3, 122,018.6 psi 9.29 273.86 psi 33.23 Rho: Bar Reinf Pct 84.500 in3 23,141.3 in-# 0.0214 Ht / Thk Ratio Values for Mn Calculation .•• As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 lgross !cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values i..oads used for analysis Wall Weight 78.542 psf Wall Wt* Wall Seismic Factor 23.562 psf Wall Wt* Parapet Seismic Factor 58.906 psf Service Applied Axial Load 96.25 #/ft Service Wt @ Max Mom 785.42 #/ft Total Service Axial Loads 881.67 #/ft Seismic 0.286 in 0.561 in 0.660 in 274.625 in4 14.19 in4 0.00 in4 0.900 44,100.37 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.281 in 0.552 in 0.649 in 274.63 in4 14.04 in4 0.00 in4 0.900 43,524.69 in-# Seismic 134.75 1,099.58 1,234.33 Wind 113.44 #/ft 824.69 #/ft 938.12#/ft USC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor ~, • 1.400 0.900 i i i (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 ·,·F(ROUZI - CONSUL TIN-G - ENGINEERS,-INC. 16959 Bernardo Center Drive, Suite 216 San Diego, California 92128 Phone(619)485-6227,Fax(619)485-6201 P~oject: Plgnnio_g Systems- : J_ol,l #:__ --_ Bt: -------Date: Jan '98 Page 31.. FOUNDATION DESIGN Continuous Footings Roof DL = Weight of Concrete = 15 145 Along Line 1 Wall Thickness = Wall Height= Roof Trib. Width = Along Line 6 Wall Thickness = Wall Height= Roof Trib. Width = Spread Footings Trib. Area= PSF PCF 6.5 19 75 6.5 19 55 1100 IN FT FT IN FT FT FT2 Roof LL= LL Reduction = WoL= WLL= WoL= WLL= PoL= PLL = 20 75 2617 1125 2317 825 16500 9900 PSF % PLF PLF PLF PLF LBS LBS ' ,, ' J .f-'.irouzrConsultirig E-nginee.rs, In&. t6959. Bernar:do--Cente.r: Dr.,.Ste-. 216 San Diego, California 92128 Title..:,Planning Systems; " Dsgnr.: Description : Scope: New Building General Footing Analysis & Design . ,Job.#:· Date: .,I G_e_n_e_r_a_ll_n_fo_rm_a_ti_o_n ______________________________ r Description Continuous Footings Allowable Soil Bearing Short Term Increase Base Pedistal Height Seismic Zone Overburden Weight Live & Short Term Combined fc Fy Concrete Weight I Loads Applied Vertical Load ... Dead Load Live Load Short Term Load 2,500.0 psf 1.330 in 0.000 in 4 135.00 psf 3,000.0 psi 60,000.0 psi 145.00 pcf 2.620 k 1.130 k k Dimensions ... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Min Steel Rebar Cover ... ecc along X-X Axis ... ecc along Y-Y Axis 0.000 in 0.000 in 2.000 ft 1.000 ft 15.00 in 6.50in 12.00 in 0.0014 3.00in Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term Summary (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Footing Design OK 2.00 ft X 1.00 ft Footing, 15.0 in Thick, w/6.50 x 12.00 in column 0.0 in high DL+LL Max Soil Pressure 2,191.2 Allowable 2,500.0 "X' Ecc, of Resultant 0.000 in "Y' Ecc, of Resultant 0.000 in X-X Min. Stability Ratio 999.000:1 Y-Y Min. Stability Ratio 999.000:1 DL+LL+ST 2,191.2 psf 3,325.0 psf 0.000 in 0.000 in 1.500 :1 Actual Allowable Max Mu/Phi 0.825 k-ft Required Steel Area Vu: 1-Way 0.000 Vu: 2-Way 1.305 0.202 in2 93.113 psi 180.226 psi I (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 .. 4.. 1' :fir,auzi,Constdtmg;.EngiiiEfers.Jne; 1-695-9-Bemardo:_Center Dr,;-;Ste.21.6 _. San Diego, California 92128 Ti!)e:.:_P,laAAin_g~~tema - Dsgnr: -Description :. Scope: New Building General Footing Analysis & Design I Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two-Way Shear 1.30 1.23 0.55 psi 186.23 psi One-Way Shears ... Vu/Phi@ Left 0.00 0.00 0.00 93.11 psi Vu/Phi @ Right 0.00 0.00 0.00 93.11 psi Vu/Phi@Top 0.00 0.00 0.00 93.11 psi Vu/Phi @ Bottom 0.00 0.00 0.00 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 fuL Mu/Phi@ Left 0.83 0.77 0.35 k-ft 5.7 psi Mu/Phi @ Right 0.83 0.77 0.35 5.7 Mu/Phi@Top 0.00 0.00 0.00 0.0 Mu/Phi @ Bottom 0.00 0.00 0.00 0.0 I Soil Pressure Summary Service Load Soil Pressures Left Right Top DL+ LL 2, 191.i25 2,191.25 2,191.25 DL+ LL+ ST 2,191.25 2,191.25 2,191.25 Factored Load Soil Pressures ACI Eq. 9-1 3,237.25 3,237.25 3,237.25 ACI Eq. 9-2 3,067.75 3,067.75 3,067.75 ACI Eq. 9-3 1,463.62 1,463.62 1,463.62 I ACI Factors (per:ACI, applied internally to entered loads) -..J.ob-#f. .Date: As Reg'd 0.20 in2 0.20 0.02 0.02 Bottom 2, 191.25 psf 2,191.25 psf 3,237.25 psf 3,067.75 psf 1,463.62 psf ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC-1921.2.7 "1.4" Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 use 1921.2.7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 .... seismic= ST*: 1.100 I I 1.400 0.900 (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 -Firouz~ Consalt-in-g.-Engineers, :lnc;.- t6959: Bemar.do--Center--Dr.,-Ste;216: San Diego, California 92128 JiUa: .f.lJanning Systems_ Dsgnr:.- Description-: Scope: New Building Job-"# _Date: Square Footing Design I General lnfonnation Description Spread Footings Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Seperately Load Duration Factor Column Dimension I General Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 16.500 k 9.900 k 0.000 4 0.000 psf 145.00 pcf 1.330 6.00 in 17.438 in 0.0033 0.0002 in2 0.0014 % 4.00ft square x 21.0in thick with 4-#5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu / Ph: : Actual Mn : Capacity 1,903.75 psf 2,500.00 psf 1,285.00 psf 3,325.00 psf 4.85 k-ft 26.56 k-ft, Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow% Reinf Actual 1-Way Shear Allow. 1-Way Shear Actual 2-Way Shear Allowable 2-Way Shear Alternate Rebar Selections ... 4.000 ft 21.00 in 4 5 3.250 3,000.0 psi 60,000.0 psi 2,500.00 psf 0.293 in2 1.172 in2 0.0014 Footing OK 4.76 psi 109.54 psi 25.00 psi 219.09 psi 6 #4's 4 #S's 3 #6's 2 # 7's 2 # S's 2 # 9's 1 # 10's t t (c) 1983-97 ENERCALC e:\enercalc\planning.ecw KW-0602755, V5.0.2, 1-Jun-1997 ~ Geotechnics ~ Incorporated September 22, 1997 Bycor General Contractors, Inc. 6867 Nancy Ridge Drive, Suite A San Diego, California 92121 Attention: Mr. Rich Byer SUBJECT: REPORT OF GEOTECHNICAL INVESTIGATION Proposed Planning Systems Facilities - Carlsbad Research Center, Lot 101 Carlsbad, California Gentlemen: Principals: Anthonv F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0236-002-00 Document No. 7-0535 The following report presents the findings, conclusions, and recommendations of our geotechnical investigation of the subject site. It is our understanding that the development is to consist of the construction of a single story tilt-up concrete office building with associated parking areas. The subject site has been previously graded and is presently vacant. In general, our findings indicate that the subject site is underlain by fill and sandstone materials that are considered suitable to support the proposed structure, providing that the recommended site preparation is performed. There were no unusual or special conditions apparent in our investigation which would preclude the construction as planned. 1.0 PURPOSE AND SCOPE OF WORK -The purpose of our investigation was to evaluate the existing geotechnical conditions at the site as they relate to the proposed improvements, and to make recommendations regarding site preparation and grading, design of the proposed foundations, retaining walls, and slabs, and the construction of pavements. The recommendations contained herein are based on a surface reconnaissance, subsurface exploration, laboratory testing, and professional experience in the general site area. Design values may include presumptive parameters based on professional judgement. Our scope of work was limited to: 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 2 1.1 Review of available literature related to general geologic conditions. 1.2 A visual reconnaissance and subsurface exploration of the site consisting of the drilling of five borings with a truck mounted, eight inch diameter holl~w stem flight auger. Sulk, disturbed, and relatively undisturbed samples were collected for laboratory testing. 1.3 Laboratory testing of selected samples collected during the subsurface exploration. Testing was intended to assist in characterizing soil properties and assessing pertinent engineering properties. 1.4 Assessment of general seismic conditions and geologic hazards affecting the area, and their likely impact on the project. 1.5 Engineering analysis for the development of recommendations for site preparation, earthwork construction, foundation design, on-grade slabs, site drainage, earth retaining structures, slope stability, and pavements. 2.0 SITE DESCRIPTION The subject site consists of a roughly rectangular lot with an area of approximately 61,000 square feet. The site is located west of Faraday Avenue as shown in the Site Location Map, Figure 1. Elevations of the existing building pad are between approximately 151 and 159 feet above sea level. The site is bordered on the north by a 2: 1 (horizontal:vertical) slope which ascends a maximum of approximately 10 feet to a developed commercial pad (lnvitrogen, CRC Lot 100). The eastern edge of the pad is roughly at grade with Faraday Avenue, which provides access to the site. The southern and western portions of the lot are comprised of a 2: 1 (horizontal:vertical) ascendjng stabilization fill slope with a maximum height of approximately 35 feet. The stabilization fill was constructed during mass grading of the site in order to reduce the potential for slope failure. Within the stabilization fill, there is a perforated PVC pipe wrapped in gravel and composite drainage panel which extends parallel to the slope face. The drainage pipe is located roughly 15 feet back from the toe of the slope. The groundwater collected within the stabilization fill is channeled to the storm drain system thr9~gh a solid PVC outlet which extends along the northern edge of the site at the toe of the fill slope between lots 100 and 101. Geotechnics_ Inco.tp0rated •••.•••• fW •.•• 1088 ~"~10~ \\£0!0'/. CREE ___ "'.'"_\_, . . ... , ... '-I ,,.,,.,,, ,lf'J' C, ,, "'I.,, 91 ' ~\ ;Ii r ----sr-TEr "-!I / ...... ~h(__ :II ·I ·1 ·, --..... ...... __ ' ~ Sh ..... _ --............ 'i'\t : ~----~1,f>7-i I. ',,-!'a . I @ , ,, ,,., -., ~ ....__~ !" .~.~ I ~;;g"j:i .. RO~KEF~l};~...:~;~/1; i------:--- \,g \, cJ,.~EGIE CT -., I I ¼ o\' r.··.~ 3 ;c-,\:% co l -~ .. ~!<_~! ... ;.A.V i1 ii ., ~ <:.,.s:,&q_.. \\ll y-------' , \ ~ ~ =, · •u .. u1'/II/ lSon = 0 .25 .5 .75 1.0 ~'I, · · · · · · Miles ~ Kilomet~rs 0 .5 1.0 . -Geotechnics Incorporated if --· .. 21. ..... ·-"· SITE LOCATION MAP Planning Systems, CRC Lot 101 Bycor General Contractors ADAPTED FROM THE 1997 THOMAS BROTHERS GUIDE / .,,.--~~--- Project No. 0236-002-00 Document No. 7-0535 FIGURE 1 Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 3 Surface drainage of the pad area is currently directed by sheet flow to the south at approximately a 2 percent gradient. The property is currently vacant, with vegetation consisting of light weeds and grass, except for the slope areas which are landscaped with deep rooted, woody vegetation, and the portion of the site along Faraday Avenue which is landscaped with a well irrigated lawn. The approximate layout of the site is shown in the Site Plan, Figure 2. 3.0 PROPOSED DEVELOPMENT It is our understanding that the proposed construction will consist of a single-story office building as well as associated parking areas. The structure will likely be constructed using tilt-up concrete walls with a panelized roofing system. Only minor grading is anticipated for the site, consisting of cuts and fills typically less than three feet. The approximate location of the propos.ed structure is shown on the Site Plan, Figure 2. 4.0 GEOLOGY AND SUBSURFACE CONDITIONS The Carlsbad Research Center is located within the coastal plain section of the Peninsular Range Geomorphic Province of California. The coastal plain is characterized by subdued landforms underlain by sedimentary formations. Within the Carlsbad Research Center, one may encounter Jurassic age volcanic rock as well as a variety of Cretaceous and Eocene age claystones, siltstones and sandstones. Our subsurface investigation indicates that the subject site is underlain at depth by the Eocene age Santiago Formation, covered with a variable depth of compacted fill. The ~pproximate locations of the exploratory borings made for our investigation are shown on the Site Plan, Figure 2. Logs of the explorations are given in Appendix 8. The specific units encountered in our investigation are discussed below. 4.1 Santiago Formation The Santiago Formation was encountered in borings 1 through 4, at depths ranging between O and 9 feet, and is believed to underlie the entire site at depth. Santiago Formation materials typically consist of interbedded sandstones and claystones that are thickly bedded. The predominant sedimentary deposit observed in the near surface exposures of the formation at the subject site was a light brown fine to medium grained silty sandstone (SM). This material was nonplastic, moist, and medium to very dense .. ~otechnics Incorporated . . ~ . .. ~ . ~ u . 0 u ~ ··--··----... --~---·-----· ·-·-- ' ---~-------------- --. ___ ... -----·------. 1l~- flQ_ I~?-~ ~-_:s=---;~ -'!.~= ~ -----------------------. . :· -EXPLANATION -:z:1 ·$-8-5 Approximate location of exploratory boring ---Approximate location of cut/fill transition Scale: 1 Inch= 60 Feet . SITE PLAN . Planning Systems, CRC Lot 101 Bycor General Contractors Project No. 0236-002-00 Document No. 7 .. 0535 FIGURE 2 " Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 4 In boring 1, beds of clayey sandstone (SC) and sandy claystone (CL) were observed at depth. The clayey sandstone was fine to medium grained, moist, and dense, with a low plasticity. The sandy. claystone contained fine grained sands and low plasticity clays, and was moist and very hard. The claystone was thinly laminated, with laminae colors ranging from yellow brown, to red brown, to olive gray. 4.2 Fill Our subsurface investigation and literature review indic~tes that fill underlies portions of the site, with a maximum depth in the building area of 9 feet at the location of boring 1. The fill appears to primarily have been derived from the Santiago Formation and the alluvium from the canyon bottoms. The fill material typically consisted of a low plasticity clayey sand (SC) -which was moist and medium dense, with little or no vegetative debris. The fill was yellow brown to olive gray in color. Laboratory testing indicates the fill has a low potential for expansion. . Prior to mass grading of the Carlsbad Research Center, the subject site consisted of a southerly trending drainage with surface elevations of between 160 and 180 MSL. The canyon bottom was located near the eastern edge of Faraday Avenue and extended roughly parallel to the street. During mass grading operations, compressible alluvial, colluvial, and topsoil deposits that originally covered the site were excavated. Cleanouts were made in the site area to depths of up to 20 feet or more. Consequently, relatively shallow fill was required in portions of the site in order to bring the _grade back up to the proposed pad elevations of between 151 and 159 MSL. The approximate location of the resulting transition between fill and sandstone is shown on the Site Plan, Figure 2. 4.3 Groundwater No seepage or groundwater was observed in our investigation. Changes in rainfall or site drainage could produce seepage or locally perched groundwater conditions within the soil or sandstone underlying the site. It should be recognized that excessive irrigation on the project site could also cause perched groundwater conditions to develop at some future date. This typically occurs at underlying contacts with less permeable materials, such as the interface that exists between the fill and the underlying formational material. Since the prediction of the location of such conditions is not possible, they are typically mitigated if and when they occur. Geotecbnics IncoipOmted Bycor General Contractors September 22, 1997 5.0 GEOLOGIC HAZARDS Project No. 0236-002-00 Document No. 7-0535 Page 5 The subject site is not located within an area previously known for significant geologic hazards. Seismic hazards at the site are anticipated to be caused by ground shaking during seismic events on distant active faults. The nearest know active fault is the Rose Canyon fault -zone located approximately 6 miles west of the site. 5.1 Seismicity Active faults within 100 km of the site are shown in the Fault Location Map, F_!gure 3. Table 1 presents the estimated peak ground accelerations for the site from regionally active faults based on the distance between the site and the active fault, the published maximum credible and probable event associated with each fault, and published distance attenuation curves. In our opinion, the most significant credible seismic event with respect to the subject site would be a 7.0 magnitude event on the Rose Canyon fault zone, which would result in an estimated peak ground acceleration of 0.35g. For non-critical structures, the most significant probable seismic event would be a magnitude 6.4 event on the Rose Canyon fault zone resulting in an estimated peak ground acceleration of 0.29g. Design of structures should comply with the requirements of the governing jurisdictions, building codes and standard practices of the Association of Structural Engineers of California. 5.2 Ground Rupture Evidence of active faulting at the site was not found. Accordingly, ground rupture is not considered to be a significant hazard at the site. 5.3 Liquefaction Liquefiable soil typically consists of cohesionless sands and silts that are loose to medium dense, and saturated. To liquefy, these soils must be subjected to a ground shaking of sufficient magnitude and duration. Given the rel~tively dense and clayey nature of the subsurface materials and the absence of a water table, the potential for liquefaction is considered to be negligible. Geotechnics Inco:rporated 32° + Geotechnics Incorporated . r--.... .... U) .... <iu18 29 30 40 §O iO KILOMETERS . ,.._ .... ..... SCALE + io .... .... Modified from Anderson, Rockwell, Agnew, 1989 FAULT LOCATION MAP Planning Systems, CRC Lot 101 Bycor General Contractors Project No. 0236-002-00 Document No. 7-0535 FIGURE3 DISTANCE MAXIMUM CREDIBLE EVENT MAXIMUM PROBABLE EVENT FAULT1 TO SITE MOMENT PEAKHORIZ. MOMENT PEAKHORIZ. ., [MILES] MAGNITUDE2 ACCEL.3 [g] MAGNITUDE2 ACCEL.3 [g] Coronado Banks 22.0 7.7 0.18 6.1 0.07 Elsinore 22.0 7.5 0.17 7.3 0.15 La Nacion 28.0 6.8 0.09 6.5 0.07 Rose Canyon 6.0 7.0 0.35 6.4 0.29 San Clemente 57.0 7.3 0.05 6.6 0.03 San Diego Trough 31.0 7.7 0.14 6.1 0.04 San Jacinto 46.0 7.5 0.08 6.6 0.04 1. Fault activity determined by CDMG (1992), Wesnousky (1986), and Jennings (1975). 2. Magnitudes modified from Mualchin, Jones (1992), Anderson, Rockwell, Agnew (1989), and Wesnousky (1986). 3. Peak horizontal accelerations: Idriss, Rock Site (1991). 4. Median values given. : -Geotechnics REGIONAL SEISMICITY Project Number 0236-002-00 Incorporated Planning Systems, CRC Lot 101 Document Number 7-0535 Bycor General Contractors TABLE 1 Bycor General Contractors September 22, 1997 5.4 Landslides and Lateral Spreads Project No. 0236-002-00 Document No. 7-0535 Page 6 Evidence of ancient landslides at the site was not found. The presence of a stabilization fill along the southwest edge of the site indicates that the cut slope proposed in that area was deemed potentially unstable during mass grading, and was therefore stabilized with a buttress fill. Consequently, any grade change in that area should be evaluated by the geotechnical consultant. Recommendations are provided in the f~llowing sections of the report which will help to reduce the potential for future slope instabilities. These recommendations focus on irrigation control, and landscape planting. 5.5 Tsunamis, Seiches, Earthquake Induced Flooding The distance between the subject site and the coast, and the sites elevation above sea level, preclude damage due to seismically induced waves (tsunamis). A relatively large detention basin is located within the Carlsbad Research Center south of lots 108 and 109. The basin was designed to withstand a seismic event. If the dam were to fail, the flood water would be channeled down a natural drainage south of the subject site, to elevations of 130 MSL or lower. Accordingly, earthquake induced flooding is not anticipated to be a potential hazard. Geotechnics Inco:rpomted Bycor General Contractors September 22, 1997 6.0 CONCLUSIONS Project No. 0236-002-00 Document No. 7-0535 Page 7 No geotechnical conditions were apparent during the investigation which would preclude the proposed commercial development. However, some geotechnical factors exist which require . special consideration. • There are no known active fault~ underlying the project site. The most likely seismic hazards at the site would be associated with significant ground shaking from an event centered within the nearby Rose Canyon Fault Zone. • Evidence of existing slope instabilities was not encountered during this investigation. However, the slope along the southwest edge of the lot was buttressed during mass grading in order to improve stability. Changes to the configuration of the slope should be evaluated by Geotechnics. Furthermore, surface water flow and/or seepage can result in surficial slope failures and erosion of any of the site slopes. Therefore, measures should be implemented in order to improve and maintain the surficial stability of the site slopes. · • The site. contains a transition from medium dense fill to very dense formational materials. Such transitions are not recommended below foundations and slabs due to the different settlement characteristics of the materials, and the resulting potential for differential movements. Consequently, the cut portion of the building pad should be overexcavated and replaced as a uniformly compacted fill. • Minor erosion has occurred over portions of the lot near the desilter. In addition, the surficial 12 inches of soil throughout the site is weathered and considered compressible. Compressible surficial soils should be scarified and compacted throughout the building and improvement areas. • The i::>roposed building area will be underlain by a variable depth of fill. It has our experience that even well documented compacted fills may undergo hydrocompression due to the self weight of the fill and the infiltration of irrigation water after site development. This may result in relatively small differential settlements across the length of the proposed structure, which would generally be considered tolerable. • The on-site soils have a low potential for expansion. The recommendations provided in this report account for the expansion potential. Geotechnics Incorporated Bycor General Contractors September 22, 1997 7.0 RECOMMENDATIONS Project No. 0236-002-00 Document No. 7-0535 Page 8 The remainder of this report presents recommendations regarding _earthwork construction and foundation design. These recommendations are based on empirical and analytical methods typical of the standard of practice in southern California. If these recommendations appear not to cover any specific feature of the project, please contact our office for additions or revisions to the recommendations. 7 .1 Plan Review We recommend that foundation and grading plans be reviewed by Geotechnics Incorporated prior to plan finalization to evaluate conformance with the intent of the recommendations of this report. 7.2 Excavation and Grading Observation Foundation excavations and site grading excavations should be observed by Geotechnics Incorporated. Geotechnics Incorporated should provide observation and testing services continuously during grading. Such observations are considered essential to identify field conditions that differ from those anticipated by the preliminary investigation, to adjust designs to actual field conditions, and to determine that the grading is accomplished in general accordance with the recommendations of this report.. Recommendations presented in this report are contingent upon Geotechnics Incorporated performing such services. Our personnel should perform sufficient testing of fill during grading to support our professional opinion as to compliance with compaction recommendations. 7.3 Site Preparation Grading and earthwork should be conducted in accordance with the Grading Ordinance of the City of Carlsbad and Appendix Chapter 33 of the Uniform Building Code. The following recommendations are provided regarding aspects of the proposed earthwork _ construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant. Geotechnics Jncoiporated ··:..: Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 9 7.3.1 General: General site preparation should include the removal of deleterious materials, existing structures or other improvements from _areas to be subjected to fill or structural loads. Deleterious materials includes vegetation, trash, construction debris, and rock fragments with greatest dimensions in excess of 6 inches. Existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted as described in Section 7.4. 7.3.2 Debris Basin: A temporary debris basin was installed during rough grading of the subject site in the southern portion of the lot. Soft sediments have accumulated within the basin since initial construction. All soft sediments within the basin should be removed to a depth where competent fill material is encountered. The entire excavation should then be brought up to finish surface grade with compacted fill as discussed in Section 7.4. 7.3.3 Improvement Areas: The upper 12 inches of the near surface soils within the building and improvement area is considered compressible. Consequently, in all areas of planned improvements, including pavements and exterior flatwork, the surficial soil should be scarified, moisture conditioned, and compacted to at least 90 percent of the maximum density in accordance with Section 7 .4. 7 .3.4 Building Areas: The proposed site layout places the structure over a transition from medium dense fill to dense sandstone. Construction over such a transition is not recommended due to the different settlement characteristics of the materials, and the resultant potential for distress to the proposed facilities. In order to decrease the potential for differential settlement of slabs and foundations, the cut portion of the building pad should be over-excavated to a depth of 4 feet below proposed finish grade. Note that the overexcavation envelope should extend a minimum of 5 feet beyond the proposed building pad area, where possible. The over-excavated portion of the pad should then be brought back to finish grade with compacted fill as discussed in Section 7.4. The intent of this recommendation is to provide a compacted fill mat under the entire area of the proposed structure, with a minimum thickness of 4 feet. Geotechnics Incoiporated Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 10 7.3.5 Temporary Excavations: Temporary excavations should conform with Cal- OSHA guidelines. Temporary excavations in fill should be inclined no steeper than 1: 1 for heights up to 10 feet. Temporary excavations within the formational material may be made vertical for heights up to 5 feet. G~otechnics should be notified if deeper temporary excavations are required. Temporary excavations that encounter seepage or other potentially adverse conditions should be evaluated by the geotechnical consultant on a case-by-case basis during grading. Remedial measures may include shoring, or reducing slope inclinations. 7.4 Fill Compaction All fill and backfill to be placed in association with site development should be accom- plished at slightly over ·optimum moisture conditions and using equipment that is capable of producing a uniformly compacted product. The minimum relative compaction recommended for fill is 90 percent of maximum density based on ASTM D1557-91, except as modified in previous and subsequent paragraphs. Sufficient observation and testing should be performed by Geotechnics Incorporated so that an opinion can be rendered as to the compaction achieved. Imported fill sources, if needed, should be observed prior to hauling onto the site to determine the suitability for use. Representative samples of imported materials and on site soils should be tested by Geotechnics in order to evaluate their appropriate engineering properties for the planned use. Imported fill soils should have an expansion index of no more than 50 based on UBC Test Method 18-2 or ASTM D4829. During grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. Geotechnics should be notified to evaluate the suitability of these soils for use as fill and as finish grade soils. 7.5 Slopes A variety of cut and fill slopes exist throughout the site, with inclinations no steeper than 2:1 (horizontal to vertical). The western slope was reconstructed during mass grading of the site, as discussed in Section 2.0. Our analysis indicates that the site slopes are stable in their present configuration with regard to deep seated failure with a factor of safety greater than 1.5, which is generally deemed acceptable. Geotechnics Incoiporated Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 11 The construction of an approximately five foot high retaining wall at the toe of the stability fill should not adversely impact the slope stability, provided that the wall is designed to withstand the active forces generated by a 2: 1 sloping backfill as discussed in Section 7.11. Note that the precise location of the backdrain within the stability fill is not known. Consequently, care should be taken during wall construction not to disturb the existing drainage system, and any damage to the system should be repaired. Geotechnics should provide continuous observational services during excavations for wall construction. Our recommended site preparation · includes a four foot deep overexcavation of the building pad below proposed pad elevations. Since the proposed building will be located near the southwestern slope, a vertical excavation up to approximately 6 feet high will be required along the toe of the stabilization fill. The temporary stability of the slope was evaluated given this condition. Based on the results of our analysis, it is our opinion that such a slope would remain stable with regard to deep seated failure with a factor of safety greater than 1.2, which is the generally accepted safety factor for temporary excavations. However, the temporary excavation should be left open for no longer than 30 days. During remedial grading activities, the temporary excavation should be observed by the project geologist to determine if potentially adverse geologic conditions exist. Surficial stability analysis indicates that the site slopes should retain a factor of safety greater than 1.5 with regard to surficial failure for a wetted zone up to approximately 5-feet deep. This is generally considered acceptable. However, surficial slope stability may be . enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of slopes. Diversior-i structures should be provided where necessary. Surface runoff should be confined to gunite-lined swales or other appropriate devices to reduce the potential for erosion. It is recommended that slopes be planted with vegetation that will increase their stability. Ice plant is generally not recommended. We recommend that vegetation include woody plants, along with ground cover. All plants should be adapted for growth in semi-arid climates with little or no irrigation. A landscape architect should be consulted in ~rder to develop a specific planting palate suitable for slope stabilization. Geotechnics Inco:rpomted Bycor General Contractors September 22, 1997 7.6 Surface Drainage Project No. 0236-002-00 Document No. 7-0535 Page 12 Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to achieve this depends on the prevailing landscape. In general, we recommend that payement and lawn areas within five feet of buildings slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of at least five percent away from buildings in the first five feet. Densely vegetated areas are considered those in which the planting type and spacing is such that the flow of water is impeded. Planters should be built so that water from them will not seep into the foundation, slab, or pavement areas. Roof drainage should be channeled by pipe to storm drains, or discharge at least 10 feet from building lines. Site irrigation should be limited to the minimum necessary to sustain landscaping plants. Should excessive irrigation, surface water intrusion, water line breaks, or unusually high rainfall occur, saturated zones or "perched" groundwater may develop in the underlying soils. 7. 7 Foundation Recommendations These recommendations are considered generally consistent with methods typically used in Southern California. Other alternatives may be available. The foundation recommendations herein should not be considered to preclude more restrictive criteria of governing agencies or by the structural engineer. Foundation design should be performed by the structural engineer, incorporating the geotechnical parameters described below. 7. 7 .1 Shallow Foundations: The following recommendations assume the building area will be underlain entirely by compacted fill as recommended in Section 7.3.4. Allowable Soil Bearing: Minimum Footing Width: Minimum Footing Depth: Minimum Reinforcement: 2,500 lbs/ft2 (One-third increase for wind or seismic) 12 inches 18 inches below lowest adjacent soil grade Two No. 4 bars at both top and bottom in continuous footings. Geotechnics IncoipOrated Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 13 7.7.2 Lateral Resistance: Lateral loads against structures may be resisted by friction between the bottoms of footing and slabs and the supporting soil, as well as passive pressure against the portion of the vertical foundation members embedded into compacted fill. A coefficient of friction of 0.35, and a passive pressure of 350 lbs/ft3 is recommended. 7.7.3 Settlement: Total settlement of the proposed structure from the combined effects of hydrocompression and foundation loads is not expected to exceed 1 inch. Differential settlement across the structure is not expected to exceed¾ inch. 7.8 On-Grade Slabs Building slabs should be supported by compacted fill prepared as recommended in Section 7.3.3. Slabs should be designed for the anticipated loading. If an elastic design is conducted, a modulus of subgrade reaction of 200 kips/ft3 should be used. Slabs should be at least 6 inches in thickness, and be reinforced with at least No. 3 bars on 24- inch centers, each way. 7.8.1 Moisture Protection for Slabs: Concrete slabs constructed on soil ultimately cause the moisture content to rise in the underlying soil. This results from continued capillary rise and the termination of normal evapotranspiration. Because normal concrete is permeable, the moisture will eventually penetrate the slab. Excessive moisture may cause mildewed carpets, lifting or discoloration of floor tile, or similar problems. The amount of moisture transmitted through the slab can be controlled by the use of various moisture barriers. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings or , other factors warrant. The most commonly used moisture protection in Southern California consists of about two inches of clean sand covered by 'visqueen' plastic sheeting. In addition, two inches of sand are placed over the plastic to decrease concrete curing problems associ?ted with placing concrete directly on an impermeable membrane. It has been our experience that such systems will transmit from approximately 6 to 12 pounds of moisture per 1000 square feet per day. This may be excessive for some applications. Geotechnics Incoiporated Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 14 As an alternative, if more protection is needed, we recommend that the slab be underlain by at least 6-inches of minus 3/4-inch crushed rock, with no plastic membrane. In addition, it is recommended that a low water-cement ratio (0.5 maximum) be used for concrete, and that the slab be moist-cured for at least five days in accordance with methods recommended by the American Concrete Institute. On-site quality control should be used to confirm the design conditions. 7.8.2 Exterior Slabs: Exterior slabs and sidewalks should be constructed over compacted fill prepared as discussed in Section 7.3.3. Exterior slabs should have a minimum actual thickness of 5 inches, and should be reinforced with either #3 rebar on 24 inch centers each way, or with 6" x 6" W1 .4 x W1 .4 Welded Wire Fabric (WWF). Crack control joints should be used on all exterior slabs, on a maximum spacing of five feet for sidewalks, and ten feet each way for slabs. 7.9 Expansive Soils The soils observed during our investig~tion consisted of low plasticity silty and clayey sands. Laboratory testing of representative samples indicates that the site soils have a very low to low expansion potential, based on Uniform Building Code criteria. Figure C-4 in the appendix summarizes the expansion test results. 7 .10 Reactive Soils The results of the laboratory sulfate tests are presented in Figure C-4 of Appendix C. Based on the laboratory test results, and our experience in the area, we recommend that Type II cement be used in all concrete which will be in contact with soil. 7.11 Earth-Retaining Structures Backfilling retaining walls with expansive soil can increase lateral pressures well beyond normal active or at-rest pressures. We recommend that retaining walls be backfilled with soil having and expansive index of 20 or less. The backfill area should include the zone defined by a 1: 1 sloping plane, back from _the base of the wall. Geotechnics Incoiporated Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 15 Cantilever retaining walls should be designed for an active earth pressure approximated by an equivalent fluid pressure of 35 lbs/ft3• For walls with 2:1 sloping backfill, an equivalent fluid pressure of 55 lbs/ft3 should be used. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 55 lbs/ft3 should be used, based on at-rest soil conditions with level backfill. The above pressures do not consider any surcharge loads or hydrostatic pressures. If these are applicable, they will increase the lateral pressures on the wall and we should be contacted for additional recommendations. Walls should contain. an adequate subdrain to eliminate any hydrostatic forces. The recommended wall drain details are presented in Figure 4. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557-91. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. 7 .12 Pavements The upper 12 inches of pavement subgrade should be scarified, brought to about optimum moisture content, and compacted to at least 95% of maximum dry density as determined by ASTM D1557. Subgrade preparation should·be conducted immediately prior to the placement of the pavement section. Aggregate base should conform to Standard Specifications for Public Works Construction, crushed aggregate base, crushed miscellaneous base, or processed miscellaneous base. 7.12.1 Asphalt Concrete: Two traffic types are assumed: areas of light traffic and passenger car parking (Traffic Index = 4.5), and access drives and truck routes (Traffic Index = 6.0). The project civil engineer should review these values to determine if they are appropriate. Laboratory R-Value tests conducted on a representative sample of the on-site soils indicated that an R-Value of 11 should be used for pavement design. Based on the assumed Traffic Index, and the R- Value determined in the laboratory, the following pavement sections are recommended in accordance with the CAL TRANS design method. Geotechnics Incorporated CONSTRUCTION SLOPE MINUS 3/4-INCH CRUSHED ROCK ENVELOPED IN FILTER FABRIC (MIFAFI 140NL, SUPAC 4NP, OR APPROVED SIMILAR) 4-INCH DIAM. ADS OR PVC PERFORATED PIPE DAMP-PROOFING OR WATER-PROOFING AS REQUIRED 12-INCH MINIMUM '' "' ' """ ' / . :' ·."'. :~/ NOTES J1 .. , ' -·· ',_ //1 ..... ': .::: ,.' "/\ . TO AVOID UNDERMINING FOOTING, ~ DRAIN EXCAVATION SHOULD NOT EXTEND BELOW THIS PLANE 1) Subdrain perforated pipe should have a fall of at least 1.5%. Perforated pipe should outlet to a solid pipe carrying the drainage to a free gravity outfall. Slope of outlet pipe should be at least 1 %. 2) As an alternative to the perforated pipe outlet, weep holes may be included in the bottom of the wall. The rock and fabric drain should extend from the bottom of the weep hole up to approximately 3/4 of the wall height. 3) Filter fabric should be overlapped at least 6-inches. 4) Drain installation should be observed by°the geotechnical consultant prior to backfilling. 5) Geocomposite panel drain may be substituted for the crushed rock drain. Geotechnics Incorporated WALL DRAIN DETAIL Planning Systems, CRC Lot 101 Bycor General Contractors Project No. 0236-002-00 Document No. 7-0535 FIGURE4 Bycor General Contractors September 22, 1997 TRAFFIC INDEX 4.5 6.0 DESIGN SECTION ASPHALT CONCRETE 3 inches 4 inches Project No. 0236-002-00 Document No. 7-0535 Page 16 AGGREGATE BASE 7 inches 10 inches 7 .12.2 Portland Cement Concrete: Concrete pavement design was conducted in accordance with the simplified · design procedure of the Portland Cement Association. This methodology is based on a 20 year design life. For design, it was assumed that aggregate interlock joints will be used for load transfer across control joints. Furthermore, the portland cement concrete was assumed to have a minimum 28 day flexural strength of 600 psi. Laboratory R-Value tests conducted on a representative sample of the subgrade soils indicate that these materials will provide "low" subgrade support (corresponding to a modulus of subgrade reaction less than 120 pci). Based on these assumptions, we recommend that the pavement section consist of 6 inches of portland cement concrete over native subgrade. Crack control joints should be placed on at least 10 foot centers, each way. Concentrated truck traffic areas, such as trash truck aprons and loading dock areas, should be reinforced with at least number 4 bars on 18-inch centers, each way. 8.0 LIMITATIONS OF INVESTIGATION This investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this report. The samples taken and used for testing and the observations made are _ believed representative of the project site; however, soil and geologic conditions can vary significantly between borings. findings. If this occurs, the ·changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. Geotechnics Incoiporated Bycor General Contractors September 22, 1997 Project No. 0236-002-00 Document No. 7-0535 Page 17 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the necessary design consultants for the project and incorporated into the plans, and the necessary steps are taken to see that the contractors carry out such recommenda- tions in the field. The findings of this report are valid as of the present date. However, c_hanges in the condition of a property can occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, tbis report is subject to review and should not be relied upon after a period of three years. *** GEOTECHNICS INCORPORATED Anthony F. Belfast, P.E. C 40333 Principal 111"4~-;z;~ Geotechnics Jnco:rporated Matthew A. Fagan Project Engineer APPENDIX A REFERENCES American Society for Testing and Materials (1992). Annual Book of ASTM Standards, Section 4; Construction, Volume 04. 08 Soil and Rock; Dimension Stone; Geosynthetics, ASTM, Philadelphia, PA, 1296 p. Anderson, J. G. , Rockwell, T. K., Agnew, D. C. (1989). Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra, Vol. 5, No. 2. pp 299-335. Bowles, J.E. (1982). Foundation Analysis and Design, 3rd ed.: New York, McGraw Hill, 816 p. California Division of Mines and Geology (1975). Recommended Guidelines for Determining the Maximum Credible and the Maximum Probable Earthquakes, California Division of Mines and Geology Notes, Number 43. California Department of Conservation, Division of Mines and Geology, 1992, Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zone Act of 1972: California Division of Mines and Geology, Special Publication 42 International Conference of Building Officials (1997). Uniform Building Code (with California Amendments) Title 23. Geotechnics Incorporated (1994). As-Graded Geotechnical Report, Unit 5, Carlsbad Research Center,Carlsbad, California, Project No. 0017-001-01, April 29, 1994. Geotechnics Incorporated (1997). Proposal For Geotechnical Services, Geotechnical Investigation for Foundation Recommendations, Carlsbad Research Center, Lot 101, Carlsbad, California, Proposal No. 7-144, August 26, 1997. Jennings, C. W. (1975). Fault Map of California, California Division of Mines and Geology, California, Geologic Data Map Series. Kennedy, M. P., and Peterson, G. L. (1975). Geology of San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56 p. San Diego Geotechnical Consultants, Inc. (1988). As Graded Geotechnical Report, Carlsbad Research Center, Phase Ill, IV and V, Lots 76 through 91, 108, and 109, Carlsbad California, Job No. 05-2863-006-00-10, April 1, 1988. ' San Diego Geotechnical Consultants, Inc. (1984). As Graded Geotechnical Report, Carlsbad Research Center, Phase II and Ill, Carlsbad Tract No. 81-10, Carlsbad California, Job No. SD1162-10, September 10, 1984. Trieman, J. A. (1984). The Rose Canyon Fault Zone --A Review and Analysis, California Division of Mines and Geology unpublished report, 106 p. Wesnousky, S. G. (1986). Earthquakes, Quaternary Faults, and Seismic Hazard in California: Journal of Geophysical Research, v. 91, no. B12, p. 12587-12631. Geotechnics IncoipOrated APPENDIX 8 FIELD EXPLORATION Field exploration consisted of a visual reconnaissance of the site, and the drilling of five exploratory borings with a truck-mounted, hollow stem, continuous flight drill rig on September 3, 1997. The borings were 8 inches in diameter, and were drilled to a maximum depth of 16½ feet. The approximate locations of the-borings are shown on Figure 2. Logs describing the subsurface conditions encountered are presented on the following Figures 8-1 through 8-5. Disturbed samples were collected using a Standard Penetration Test (SPT) sampler (2-inch outside diameter). SPT samples were sealed in plastic bags, labeled, and returned to the laboratory for testing. Relative.ly undisturbed samples.were collected using a 3-inch outside diameter, ring lined sampler (modified California sampler). Ring samples were sealed in plastic -bags, placed in rigid plastic containers, labeled, and returned to the laboratory for testing. The drive weight for both the SPT and the ring samples was a 140-pound hammer with a free fall of 30 inches. For each sample, we recorded the number of blows needed to drive the sampler 6, 12, and 18 inches. The number of blows needed to drive the final 12 inches is shown on the attached logs under "blows per ft." Bulk S?lmples are indicated on the boring logs with shading, whereas SPT samples are indicated with vertical lines, and ring samples with horizontal lines. Boring locations were established in the field by pacing and by estimation using the plans provided. The locations shown should not be considered more accurate than is implied by the method of measurement used. The lines designating the interface between soil units on the test pit logs are determined by interpolation and are therefore approximations. The transition between the materials may be abrupt or gradual. Further, soil conditions at locations between the borings may be substantially different from those at the specific locations explored. It should be recognized that the passage of time can result in changes in the soil conditions reported in our logs. Geotechnics Incoiporated Logged by MAF Method of Drilling: i=' ...: w w ti:' u.. ..I ..I w c::: 0. 0. (..) w w ::: ::: e:. !:!:. 0. er er ~ :c (/) (/) (/) I-$ w ~ en 0. > ..I z w 0 ii: => w ..J C llJ C llJ C 1 • 2 21 -· 3 ~ - '$. w c::: => I-(/) 0 ::: LOG OF EXPLORATION BORING NO. 1 Date: 8 Inch Hollow Stem Flight Auger Elevation: DESCRIPTION FILL: Clayey.sand (SC), fine to medium grained, low plasticity, yellow brown, moist, medium dense. Little or no vegetative debris. 4 ......... ......... ...... ,m ......... ......... ................................................. .. ........................................................................................ . Clayey sand (SC), fine to medium grained, low plasticity, olive gray, 5 14 6 7 8 9 10 43 11 12 I = moist, medium dense. SANTIAGO FORMATION (Tsa}: Clayey sandstone (SC), fine to medium grained, low plasticity, moist, dense. Contains clean fractures. Moderately weathered with few roots observed. 13 ......... ......... ...... ...... ......... .......... . .......................................................... _. ................................................................................................ . Sandy claystone (CL}, fine grained sands, low plasticity clays, olive gray, red brown and yellow laminae, moist, very hard. Few quartz crystals observed. 14 15 38 16 17 18 19 20 PROJECT NO. 0236-002-00 TOTAL DEPTH= 16½ FEET NO GROUNDWATER, NO CAVING BACKFILLED 9/3/97 GEOTECHNICS INCORPORATED 9/3/97 157 LAB TESTS R-VALUE GRADATION HYDROMETER ATTERBERG EXPANSION FIGURE: 8-1 j Logged by MAF Method of Drilling: .=-i-: w w U:-u. ..J ..J (.) w " ll. ll. w w :!: :!: e:. !!::. ll. ct ct >-:c en en en I- I-s w ::i:: en ll. g ~ ..J z w ::, w C Ill C Ill C 2 20 3 4 5 97 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ~ 0 w " ::, I-en '6 :iE LOG OF EXPLORATION BORING NO. 2 Date: 9/3/97 8 Inch Hollow Stem Flight Auger Elevation: DESCRIPTION SANTIAGO FORMATION (Tsa): Silty sandstone (SM), fine to medium grained, light brown, nonplastic, moist, medium to very dense.· Contains orange and black specks. Some groundwater staining. TOTAL DEPTH = 6½ FEET NO GROUNDWATER, NO CAVING BACKFILLED 9/3/97 158 LAB TESTS GRADATION pH & RESISTIVITY SULFATE PROJECT NO. 0236-002-00 GEOTECHNICS INCORPORATED FIGURE: B-2 Logged by MAF Method of Drilling: i=' i-: w w Li:' LI. ..J ..J (.) w a:: c.. c.. w w 2: 2: e:. !::.. c.. <C <( >-:t: ~ V) V) I- I-w ~ en c.. 0 2:: ..J z w ..J a:: :::, w C III C III C ~ w a:: :::, I-V) 0 2: LOG OF EXPLORATION BORING NO. 3 Date: 9/3/97 8 Inch Hollow Stem Flight Auger Elevation: 155 DESCRIPTION FILL: Clayey sand (SC), fine to medium grained, low plasticity, yellow brown, moist, medium dense. Little or no vegetative debris. LAB TESTS GRADATION EXPANSION 2 ~-1----1~------------------------i SANTIAGO FORMATION (Tsa): Silty sandstone (S_M), fine to medium DIRECT SHEAR 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 28 106.6 9.3 82 grained, light brown, nonplastic, moist, medium to very dense. TOTAL DEPTH= 6½ FEET NO GROUNDWATER, NO CAVING BACKFILLED 9/3/97 PROJECT NO. 0236-002-00 GEOTECHNICS INCORPORATED FIGURE: B-3 LOG OF EXPLORATION BORING NO. 4 Logged by MAF Date: 9/3/97 Method of Drilling: 8 Inch Hollow Stem Flight Auger Elevation: 154 i=" ,-: w w U:-'*-u.. ..J ..J (.) w a: Q. Q. w w 2 2 e:. !:!:. w a: C. <( <( ~ ::> DESCRIPTION LAB TESTS :c en en (/) I- I-$ w ~ en en C. > ..J 2 0 w 0 a: ::> w 2 C ..J CD C CD C SANTIAGO FORMATION (Tsa): Silty sandstone (SM), fine to medium 1 grained, light brown, nonplastic, moist, medium to very dense. 2 3 4 5 _6 TOTAL DEPTH = 5 FEET NO GROUNDWATER, NO CAVING 7 BACKFILLED 9/3/97 8 9 10 11 12 13 14 15 16 17 18 19 20 PROJECT NO. 0236-002-00 GEOTECHNICS INCORPORATED FIGURE: B-4 ., LOG OF EXPLORATION BORING NO. 5 Logged by MAF Date: 9/3/97 Method of Drilling: 8 Inch Hollow Stem Flight Auger Elevation: 159 i=" ..: w w u:-u. ...J ...J ~ w c.. (.) 0 0:: c.. w w ~ ~ e:. !:.. w 0:: c.. ct ct ~ :) DESCRIPTION LAB TESTS :c (/) w (/) I-I-s: w· ~ en (/) c.. 2: ...J z '5 w 0 0:: :) w ~ C ...J C co C co FILL: Clayey sand (SC), fine to medium grained, low plasticity, 1 yellow brown, moist, medium dense. Little or no vegetative debris. 2 3 4 5 6 TOTAL DEPTH = 5 FEET NO GROUNDWATER, NO CAVING 7 BACKFILLED 9/3/97 8 9 10 11 12 13 14 15 16 17 18 19 20 PROJECT NO. 0236-002-00 GEOTECHNICS INCORPORATED FIGURE: B-5 APPENDIX C LABORATORY TESTING Selected representative samples of soils encountered were tested using test methods of the American Society for Testing and Materials, or other generally accepted standards. A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System. Visual classification was supplemented by laboratory testing of selected samples and clas- sification in accordance with ASi"M D2487. The classifications are shown on the Boring Logs. Particle Size Analysis: Particle size analyses were performed in accordance with ASTM D422. The grain size distribution was used to determine presumptive strength parameters and foun- dation design criteria. The results are given in Figures C-1 through C-3. Atterberg Limits: ASTM D4318-84 was used to determine the liquid limit, plastic limit, and plasticity index of selected fine-grained samples. The results are summarized in Figure C-1. Sulfate Content To assess the potential for reactivity with concrete, a representative sample was tested for content of water-soluble sulfate minerals using CAL TRANS method 417 (Part I). The results are given in Figure C-4. pH and Resistivity: To assess the potential for reactivity with metal pipe, a representative sample of on site soil was tested for pH and resistivity, using CAL TRANS method· 643. The results are given in Figure C-4. Expansion Index: The expansion potential of selected soils was characterized by using the test method ASTM D 4829. Figure C-4 provides the results pf the tests. Direct Shear Test The shear strength of the soil was assessed through a direct shear test performed in accordance with ASTM D3080. The results are summarized in Figure C-5. R-Value: An R-Value test was performed on representative pavement area materials in accordance with ASTM D 2844-89. The results are discussed in the report. Geotechnics Inco:rpomted 100 90 80 l:70 0) 'iii ' s50 >, .Q ... ~50 u:: .... ai40 ~ (I) a. 30 20 10 0 100 1-1/2" 3/4" 3/8" #4 - I 10 COARSE T FINE I GRAVEL l SAMPLE JJ8 U.~,&andard ~!fil'e Sizes #50 #100 #200 ----m.. -,.,r,,. '\ ' \ "'\. 1, \: 'I \. ~ "' '\ ' r--. -r---- ' 1 Grain Size in Millimeters 0. 1 COARSE I MEDIUM I FINE I SAND l UNIFIED SOIL CLASSIFICATION: SC EXPLORATION NUMBER: B1 SAMPLE LOCATION: 5' -7' DESCRIPTION: CLAYEY SAND Geotechnics SOIL CLASSIFICATION Incorporated Planning Systems, CRC Lot101 Bycor General Contarctors Hvd ·-···---· ' ..., ~ SILT AND CLAY ·~ 0.01 ...... 'fil_ Nl! r--~ olllll A TTERBERG LIMITS LIQUID LIMIT: 37 PLASTIC LIMIT: 20 PLAs:r1c1TY INDEX: 18 0.001 Project No. 0236-002-00 Document No. 7-0535 FIGURE C-1 100 90 80 l: 70 Cl ·; $60 ~ '-Q) .!: 50 LL .... C CD 40 ~ Cl) a. 30 20 10 0 100 3" 1½" 3/4" 3/8" t f. - 10 COARSE· I FINE GRAVEL SAMPLE U.S. Standard Sieve Sizes ;J.P. #16 #30 #50 #100 #200 H,drometer -~ " '\ I'\ ' l I \ \ \ \ \ I l \ \ :\. ~ ' F.l!;l 1 Grain Size in Millimeters0, 1 COARSE I MEDIUM I FINE SAND UNIFIED SOIL CLASSIFICATION: SM EXPLORATION NUMBER: B2 SAMPLE LOCATION: 1' -4' DESCRIPTION: SIL TY SANDSTONE Geotechnics SOIL CLASSIFICATION Incorporated Planning Systems, CRC Lot101 Bycor General Contarctors 0.01 0.001 SILT AND CLAY A TTERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Project No. 0236-002-00 Document No. 7-0535 FIGURE C-2 100 90 80 :C: 70 Cl 'a, $60 >, .Q '-~ 50 u:: .... s:: e4o Cl) a. 30 20 10 3" 0 100 1½"' 3/4" 3/8" #~ - 10 U.S. Standard Sieve Sizes #8 #16 #30 #50 #100 #200 H1 drometer -----m. i'..._ ' :\. It \ \ \ \ \ ll \ \. I\ \,,, ~ 'ffll 1 Grain Size in Millimeters0.1 COARSE I FINE COARSE I MEDIUM I FINE GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SM EXPLORATION NUMBER: 83 SAMPLE LOCATION: 1' -4' DE~CRIPTION: SILTY SAND Geotechnics SOIL CLASSIFICATION Incorporated Planning Systems, CRC Lot101 Bycor General Contarctors 0.01 0.001 SILT AND CLAY A TTERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Project No. 0236-002-00 Document No. 7-0535 FIGURE C-3 J CORROSIVITY TEST RESULTS I SAMPLE ) pH I RESISTIVITY I SULFATE CONTENT I 82@ 1· -4· I 8.7 I 980 I 400 -800 P.P.M. EXPANSION TEST RESULTS (ASTM D 4829) SAMPLE I EXPANSION INDEX I 81 @ 5' -7' 33 83@ 11 -41 13 USC TABLE NO. 29-C, CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION 0-20 21-50 51-90 91-130 Above 130 .. a Geotechnics Inco rp orated Very low Low Medium High Verv hiah Laboratory Test Results Planning Systems, CRC Lot 101 8ycor· General Contractors Project No. 0236-002-00 Document No. 7-0535 Figure C-4 ,...3500 ,------,---,-----,-----,----~,---------: ---!---, ~ 3000 t------t---+---+-----+--==,..l ------------11-11-1-I-IPll-9Jll!I···· ... ••11 ;;2500 •••••••••fl••• i . fil 2000 f-------+--...... ----+----+-----!--1-------+----l--------l---o:: ! : I I i ~ 1500 o---~------------_,___..........,...____~~~~~grn.[EJ]( . 11?EFJIEllilllEl~@llllB ".L..._~:_l.,, __ _:_/_:_. I I ! i ~ 1 ooo ·' ""' •---tlHBfllfitm&m-fH}D~nm:1 ~ 500 I : : I . I 0 o I 0.0 2.0 4000 3500 3000 .... LL. u, 2500 C. .... . u, u, w 0:: I-2000 u, 0:: <( w 1500 :c u, 1000 500 0 4.0 6.0 8.0 10.0 STRAIN[%] •ULTIMATE SHEAR: lliil PEAK SHEAR: i li91 ... .. , 12.0 14.0 16.0 18.0 20.0 ' l El ! ' ' 0 500 1000 1500 2000 2500 3000 3500 4000 SAMPLE: 83 @2' -3' FILL: Light brown silty sand (SM) STRAIN RATE: I 0.050 IN/MIN I (Sample '-".'as consolidated and drained) ...-.... Geotechnics Inc·orporated NORMAL STRESS [PSF] PEAK $' 38 ° C' 200 PSF IN-SITU Yd 106.6 PCF We 9.3 % DIRECT SHEAR TEST RESULTS Planning Systems, CRC Lot 101 Bycor General Contractors I ULTIMATE I 31 ° 200 PSF AS-TESTED 106.6 PCF 21.7 % Project No. 0236-002-00 Document No. 7-0535 FIGURE C-5 Jr~'\ w r...., ~ (~ w FORM NO. P11-736 RJMA-SERIES HIGH EFFICIENCY RJKA-SERIES STANDARD EFFICIENCY PACKAGE HEAT PUMP EPA POLLUTION PREVENTER · '· .{: · ?'·ISO 90021<:J. .'c.hf,:·,·.: Ccruf1c.ih: Number J{ll64 Nominal Sizes 3 to 5 Tons [10.6 to 17.6 kW] "CERTIFIED UNDER Tf·:: A.A.I. 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PERFORMANCE DATA PACKAGE HEAT PUMP-STANDARD EFFICIENCY :f,.~,; •• 1!,.~~~~-~~~~~ ~~t{~~~~~~~.rt~i"/,ARl ·Coollng·P.e.r(oJl)l~nc~·/lkW~~~.~f#tn~~~~~~~ ft~/}!-~~~~~i~·~%~,bi~~~ARhijeat.lrig.p,~i1J!riJl~ifm(7.~.0.fJ.[~jJ,~dru):r,"~fr}~-~zyj .~ti~w 'r' • ,..-.--':!.":.""},1!',n~,,..._,, ... ,t. .. ~ .. :.,·· .. ·.-_-· .. :· :·:·· •-: s.}j':· .. ·t-"··A: ,~ .. :~~,,-:.~t--~1.~7-;.~;;.:..t~-~11·(1·:~;11;·t>t.,.,....,.J:;··:.';(.,··--cooling Capacily:~~!l~~,-~1.: .1,.::;s;.:·:i .... ,;)~~-~-r~1~~\;;~PJ1;::~c.:i:r}l.,'it~~: i,Mi~1!::-;:,~:-;;;· .... 0utdoO'f Alr~~-t~;;~~;c; -~~~0utdoor'Air~;~:;~ 4.~),~w'7"'~11• '"'~:;;t4·~~r-. ~.-. ' ~ _ . ..,., ), ~~-~J? :...~t. 'l.'; ,,,_,. 11 •;!',\~:: .. :r:!}!\':~~, {S,'lo'l',t!:-~I d. 'l ··~A-~v:.· 0 a ' a··.'--""'-'·· ·o , •. A "'•r:i\'"~~;,;,,#: .. ~i~1tv'~:!~'Y;'.;"f!t:"tJI~-~;:; i~t:··-1o--.·-i~·d O O •·11•··!'.sv:1 • ..: ~n,~*11J~A2·' ~ a ·~?Bfll'Jt$~ -;.,:::::'[Z! ~--~~~-n-, .· -, Model'"'""'"'·"· ........ · ,,._,,,,..,,,,.,,.,,..,, .. ,,~_." ... n oor 1r 80 F (26.5 Cl DB/67 ,F. (19.5, CJ WB ..... ·,:,.,~aJ,hli>i,~,;,,.,.,,;,.,,;;,;.~;i . .,. ::,.;:~. , ... •', ~7 F DB/4~. F WB :;:, : .:.,.. .J:i,~,4i\14~,lt~.QB/1~ ,f..W8-,ist~,i;t'.j} .,;.~D,.OE;,;:; ./.{" ~, .. ,:: . ... ·" No ,-··:·~::---:--·• ... '·:·.""·::~:::·:···:'.·· .. :~--~ .. :·~-" :.Putdoor Air 95°F [35.0°CJ DB···· .. ,.,--;---,.-,.,.~ .. ,,-~.,,;,. ... ,,,,,,._;..,..,.,,,.,,. .,.,;,, ••. ,; • [8.5°C/6.0°CJ ,:-.:~ •• , .. ;.; .,i,,-,•w;.;.. .. [-8.5~Cf-9.5~CJ~,..;.~ .. ; ;., ... :. :.: ·~~_E .. :· . • ,,.,., . , ., . : · .. D . C ·d·t·. ----• ............ ,"'",·······•· .. ~· ........ , ...... ,., ......... DOEH" flli .. ,.. . ... .,, .. ., .. ,,DOE'L li . .,, • ..,"'.-'~'""''' ,Region-Region, RJKA4f:·~;:'. ,,._ · ..... ,·:· •,,.. ', .•, .,• ,.-.. -·:~:.i: es1gn on IIOOS;j?,;•;,; · ... , ··:~-;,,•'::;-~,':i;\r·-:~i·;~~·,r;·:_ .. -.... ~:~J;-"''1'5-·•,i:~~ ii:.. 1g emp.~~., .. 11,,t,\,.,•,::.'t1°,}, ow emp.~;::~i:Jlf,.l~iJ,1:~ .. ~.:~-~'!'tv·'-''i1ti,,C·;~.: f--\· . . .· ·Total. . ,. . .. . . . ... <<-·<·'· .•.. ARI u:s.' .,,-.:i:· .. ~.,-;., ..... ·.:;,..,; ·.,, · .... "· ··' •.. ,. '. . :-.... ·:,. ~''.·-•-."·:, .. ,.,.,,_ ,,., .. -4,,.,. .. M:•· · ..... ~ ,.y;..V ·· ... , ... ,_ ··.· . ;,,>·:· .. 'NetSens· 'Net Latent·'··,·,··~--,,.,. ·•·1ndoor:•·;,.· , .. ,;.:·. · · 'Total'. .: · · .... •},:,,·".::; .• ·.:.Total;: ;.--::.N::.:. ·' HSPE'.'.. ~:;.:.HSPF.:. '_'.·: Capacity·-.. .. ~; BTU/H [kW.] BTU/H [kW] ··. ; E~R l• SEER Sound :, .. CFM cu· s]'"' :i ~TU(H [kW]. Watts' . COP BTU/H [kVJ) ;,-·watts',; ·:.·~P~-.' " .. 1\!I" ... ;, A036CK/CUDUJK/YL A042CK/CUDUJK/YL A048CK/CUDUJK/YL A060CUDUJUYL .BTU/H[kW]·. . ·.. Raling<D. · · ·· · ·· · · '"'.~·:. •·:· . ····::··'· ...... · q6.ooot10.56J I 26.587J~ 9,413[2.761 I 9.6o~ I 10.25~1 83.o 11200[5651 I 37,000110.§~LLl566J 3.04 L21,60016.36J I 3196 I 1.98 I 6.80 I 5.9o 40,500 [11.851 I 30,268 [8.88J I 10,2a2 [2.971 I· 9.10 no.oo l-83.0_·_l 1400 (660JJ 42,500 [12.45LL4144. I _3.04 I 24,800 !7.261 I 3633 I 2.00 I 6.80 I · ,5.90 47.000 [13.80] 35,594 [10.44] 11.406 [3.36] 9.20 10.50 83.0 1600 [755] 48,500 [14.25] 4487 3.20 28.400 [8.34] 3879 2.14 6.90 6.20 57,500 [16.80) 43,_1~6 [12.60L 141364 [4.201 9.50 10.00 83.o 2000 (9.1§1 57,500J16.80J 5491 3.04 34,ooo 19.961 4875 2.04 6.ao 5.90 01 Sound ratrng in dB in accordance with ARI Standard 270. [ ] Designates Metric Conversions MANSOUR ARCHITECTURE II" i FEB-27-1998 11•30 ~.,,,..... ~ e o t e c h n ic s .. ! Incorporated January 26, 1998 Bycor Gaf1eral Contractors, Inc. 6867 Nancy Ridge Dri11e1 Suite A san Diego. California 92121 Attention: Mr. Rich Byer SUBJECT: FOUNDATION AND GAADING PLAN REVIEW Proposed TOHC Enter:priees Facilities Carlsbad Reseal'Qh Center. Lot 101 Carlsbad, Califcrnf. 619 558 9221 P.02 Pri11Qp11l,: Anlhony F. BcKat NichaeJP.Jfflhrielio W.LeeV~UhC Project No. 0236-002-00 Document No. 8-0133 Referenc;:e: Geotechnics Inc. (1997). "RepQrt of Geotechnical Investigation. Proposed TOHC Enterprises Fa<;ilities, Carlsbad Research Center, Lot 101, Carlsbad. Canfomfa''. Project No. 0236-002 .. oo. Document No. Hi 33, dated September 24. Gentlemen: Sillman I V\/yman, Inc. (1998). "Grading Plans for THDC Enterprises", Plan Sheets G1 to G3 dmed February 23. Mansour Architects (1998). "Found~tion Plans for THDC Errterpri1e.s", Plan Sheets S-1 to S-7. dattld February ~3. This letter confirms that we have reviewed the geotechnicaJ aspects of the referenced foundation and grading plans for lot 101 of the Cqm;ba(I Research Center in Carlsbad. California. It is our opinion that the referenced plans sd$quatefy fncorpotate the intent Qf the referenced geotechnica, recommendations. We appredate this opportunity to be of continJ,Jed $erYice. Please feel free to contact the Office with any question, or comments. GECTECHNICS ltitCORPORATED Anthony F. Belfast, P.E. 40333 Prind~al Engineer AFB/maf' Distribution: {4} Addf'llast:e (1) Man$Our Architects. Victor Lo~ (FAX! 558-9221) 9951 Bumca Park Aft., see. B • IU VieP Califamla • 9Z131 Plhfflt (61'.) 536-1000 " Fu (619J "6-Dll TOTAL P,02 ... r· . TITLE 24 REPORT FOR: Planning Systems Lobby/Restrooms 2111 Palomar Airport Road Carlsbad PROJECT DESIGNER: Mansour Architectural Corporation 5897 Oberlin Drive, Suite 111 San Diego, CA 92121 (619) 558-1508 REPORT PREPARED BY: Michael Dell DELL CO. 1629 York Drive Vista, CA 92084 (619) 940-0064 Job Number: n0198mls Date: 1/19/1998 The COMPLY 24 computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySoft, llc (415) 883-5900. .. <' Table Of Contents for Title 24 Report Cover Page ................................................................................................ 1 Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Nonresidential Performance Title 24 Forms ......•.................... 3 HVAC system Loads Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 Zone Loads Summary . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 HVAC Equipment Spec Sheets .......................................... 18 r=-. !1 ' (""~ PERFORMANCE CERTIFICATE 01-· COMPLIANCE ( part 1 of 3) { PERF-1 page 3 of 20 Run Initiation Time: 23:14: O Runcode: 1712-607369664 --------------------------------------------------------------------------- Project Name: Planning Systems Lobby/Restrooms Address: 2111 Palomar Airport Road Carlsbad Designer: Mansour Architectural Corporation Documentation: DELL co. STATEMENT OF COMPLIANCE :Date: 1/19/1998 I I-----------/ Building Permit No I '-----------:checked by/ Date I I :coMPLY 24 User 1712 This Certificate of Compliance lists the Building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. The Principal Designers hereby certify that the proposed building design represented in the const,uction documents and modelled fo, this pe-rmit application are consistent with all other forms and worksheets, specifi- cations, and other calculations submitted with.this permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 24, Part 6, Chapter 1. 1. I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed as a civil engineer, mechanical engineer, electrical engineer o, architect. 2. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I a~ a licensed contractor p,eparing documents for work that I have contracted to perform. 3. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section ____ of the Code to sign this document as the person ,esponsible for its preparation; and fo, the following ,eason: _______________ _ SCOPE OF COMPLIANCE (Designers should ci,cle applicable pa,ag,aph numbers) ENVELOPE -Requi,ed Forms: ENV-1, ENV-2 Location of Mandatory Measu,es on Plins Principal Designer Mansour Architectural Co,poration (619) 558-1508 LIGHTING - (Signature) LIGHTING COMPLIANCE NOT IN THE SCOPE OF THIS SUBMITTAL MECHANICAL - Principal Designer Superior Air (619) 634-2299 1 2 3 (Date) (Circle) MECH-4 1~3 (Date) (C~) P,.ERFORMANCE CERTIFICATE Of COMPLIANCE ( part 2 of 3) PERF-1 page 4 of 20 Run Initiation Time: 23:14: o Runcode: 1712-607369664 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. :Date: 1/19/1998 I I :coMPLY 24 User 1712 ANNUAL SOURCE ENERGY USE SUMMARY (KBtu/sqft-yr) Energy Component Space Heating Space Cooling Indoor Fans Heat Rejection Pumps Domestic Hot Water Lighting Receptacle Process TOTALS GENERAL INFORMATION Conditioned Floor Area: Average Ceiling Height: Glass Area/ Wall Area: Average Glazing U-Value: Front Orientation: 38 deg Number of Stories: Number of Zones: Number of Occupancies: ZONE INFORMATION Floor Area Zone Name ( sqft) ------------------------------ Lobby 826 Restrooms 650 1476 9.6 0.17 1.19 (NE) 1 2 2 Standard Proposed Compliance Design Design Margin -------------------------- 21.14 24.59 -3.46 21.95 19.72 2.24 26.42 22.76 3.66 0.00 0.00 0.00 0.00 0.00 0.00 3.86 3.25 0.61 48.37 48.37 0.00 6.30 6.30 0.00 0.00 0.00 0.00 -------------------------- 128.05 125.00 3.05 Compliance Method: COMPLY 24 v5.10 Location: Carlsbad Climate Zone: 7 SERVICE WATER HEATING System Type: System Efficiency: Pipe Insulation: Electric Res 0.89 0 Display Inst Tailored Process Tailored Perim. LPD Lighting Loads Vent. (ft) ( w/sf) (watts) ( w/sf) ( y/n) ----------------------------------- 0 0.00 0 0 N 0 0.00 0 0 N ("""' r-- PERFORMANCE CERTIFICATE Or COMPLIANCE (part 3 of 3)' PERF-1 page 5 of 20 Run In'itiation Time: 23:14: o Runcode: 1712-607369664 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. /Date: 1/19/1998 I I :coMPLY 24 User 1712 The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR Michael Dell (619) 940-0064 (Signature) EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST / 7 (Date) The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. BUILDING DEPARTMENT APPROVAL OF EXCEPTIONAL FEATURES JUSTIFICATION: The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. authorized signature or stamp CERTIFICATE OF COMPLIANCE -Envelope ~un Initiation Time: 23:14: 0 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. ENV-1 page 6 of 20 Runcode: 1712-607369664 :Date: 1/19/1998 I I :coMPLY 24 User 1712 OPAQUE SURFACES Assembly Name Const Type Location/Comments. Note to Field R-11 Metal Stud Wall R-19 Roof Carpeted Slab On Grade 6" Concrete Wall T B-5 FENESTRATION Frame Metal Wood None None Orient Panes Type Exterior Shade Front (NE) 1 Metal None OH Glazing Type N PPG Jade Ice (reflect) CERTIFICATE OF COMPLIANC~ -Mechanical (part 1 of 2 1 MECH-1 page 7 of 20 ~un i~itiation Time: 23:14: 0 Runcode: 1712-607369664 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. SYSTEM FEATURES Zone Name Lobby/Restrooms Time Control 'D Setback Control Setback #of Isolation Zones n/a HP Thermostat Yes Electric Heat 0.0 KW Fan Control Constant Volume VAV Min Position n/a Simul. Heat/Cool n/a Heat Supply Reset Constant Temp Cool Supply Reset Constant Temp Ventilation C OA Damper Control &- Economizer Type No Economizer Outdoor Air CFM 221 Heat Equip Type Heat Pump Make & Model No. RHEEM RJKA-A048CK Cool Equip Type DX Make and Model Code Tables ------------------------------------------------- Time Control S:Prog Switch o:occ Sensor M:Man Timer ·ventilation B=Air Balance c:oA Cert. M:OA Measure D:Demand Cont N:Natural OA Damper A:Auto G:Gravity :oate: 1/19/1998 I I :coMPLY 24 User 1712 Note to Field (" I" CERTIFJCATE OF COMPLIANCE. -Mechanical ( p·art 2 of 2} . MECH-1 page 8 of 20 Run Initiation Time: 23:14: 0 Runcode: 1712-607369664 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. :Date: 1/19/1998 I I :coMPLY 24 User 1712 ---------------------------~----------------------------------------------- DUCT INSULATION System Name RHEEM RJKA-A048CK PIPE INSULATION System Name Domestic Hot Water Type Duct Location Heating Ducts in Attic Cooling Ducts in Attic Pipe Type Insul Required -6)~-~- NOTES TO FIELD -For Building Department Use Only Duct Tape Insul Note to Allowed R-Val Field 4.2 4.2 Note to Field . (" f' ENVELOPE COMPLIANCE SUMMAKY -Performance (part 1 of /)ENV-2 page 9 of 20 RUn IN!tiation Time: 23:14: O Runcode: 1712-607369664 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. :Date: 1/19/1998 I I :coMPLY 24 User 1712 ---------------------------------------------------------------------------. GENERAL INFORMATION BY ZONE Zone Name Lobby Restrooms Occupancy Lobby (Office) Corr.idor/Restroom Total Flr No 1 1 . Floor Display Area Volume Perim. ------------------ 826 8260 0 650 5850 0 ----- 1476 ENVELOPE COMPLIANCE SUMMAKY -Performance (part 2 of .)ENV-2 page 10 of 20 Run r~itiation Time: 23:14: o. Runcode: 1712-607369664 Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. OPAQUE SURFACES Act Solar Type Area U-Val Azm Tilt Gains Form 3 Reference --------------------------------- Wall 1240 0.189 0 90 Yes R-11 Metal Stud Wall Roof 826 0.052 38 22 Yes R-19 Roof Slb 826 0 .134 0 180 No Carpeted Slab On Grade Roof 650 0.052 38 22 Yes R-19 Roof Slb 650 0.134 0 180 No Carpeted Slab On Grade lDate: 1/19/1998 I I . :coMPLY 24 User 1712 Location/Comments -------------------- Lobby Lobby Lobby Restrooms Restrooms :Y -Performance (part 3 of ~)ENV-2 page 11 of 20 . : o Ru ncode: 1712-607369664 terns Lobby/Restrooms lDate: 1/19/1998 :ne Div U-Val ----- -3.l No 1.19 .1er hang------ ·-lt LExt RExt Act Azm Tilt 38 90 SC Glass Only ----- 0.42 I I lCOMPLY 24 User 1712 Location/Comments ---------------------Lobby ---Left Fin--- Dist Len Ht ---Right Fin-- Dist Len Ht Mfi::CHA-N"ICAL EQUIPMENT ZONIJ-.,G SUMMARY -Performance Run Initiation Time: 23:14: O Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. SYSTEM/ZONING SUMMARY System/Zones Served Central/Zonal System MECH-2 page 12 of 20 Runcode: 1712-607369664 :Date: 1/19/1998 I I :coMPLY 24 User 1712 System Type No Sys Lobby/Restrooms RHEEM RJKA-A048CK Packaged Heat Pump 1 Lobby Restrooms .MECHANICAL EQUIPMENT SUMhf-'lRY -Performance Run Initiatipn Time: 23:14: o Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. MECH-3 page 13 of 20 Runcode: 1712-607369664 :Date: 1/19/1998 I I :coMPLY 24 User 1712 ------------------------------------------------. -------------------------- CENTRAL SYSTEM SUMMARY Sys No System Name 1 RHEEM RJKA-A048CK CENTRAL SYSTEM RATINGS No System Type Sys Economizer Type Packaged Heat Pu 1 No Economizer Sys-------Heating----------------------------------Cooling----------- No Type Output Aux KW EFF Type Output Sensible EER SEER 1 Heat Pump 48500 0.0 6.90 DX CENTRAL FAN SUMMARY------------Supply Sys Fan 47000 -----------Mtr Drv 35594 9.20 10.50 Return Fan Mtr Drv No Fan Type Motor Location CFM BHP Eff Eff CFM BHP Eff Eff ------ 1 Constant Volume Draw-Through 1600 0.50 ZONAL FAN SUMMARY Zone Name Restrooms None BOILER SUMMARY System Name ----------------------- A.O.SMITH EES-40 ---------Zonal Fan ----- Mtr Drv No CFM BHP · Eff Eff None AFUE /Rec Rated System Type-Eff Input ------.. ---------- DomesticHW 0.980 15359 ---------- 70 100 None -------Exhaust Fan ----- Mtr Drv No CFM BHP Eff Eff ----------- 1 800 0.25 64 100 Stdby Volume Loss EF (gals) ---------------- 0.000 0.890. 40 MECHANICAL VENTILATION -Performance Run Initiation Time: 23:14: O Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. VENTILATION SUMMARY BY ZONE Floor Zone Name T Occupancy Area ------------------------__________ ,.. ___ ----- Lobby Lobby (Office) 826 Restrooms Corridor/Restr 650 sqft /Occ 143 143 MECH-4 page 14 of 20 Runcode: 1712-607369664 :Date: 1/19/1998 I I :coMPLY 24 User 1712 Tran CFM Dsg Min sfer /Occ CFM CFM CFM ------ 21.5 124 124 21.5 98 98 ------ TOTALS 222 221 Tailored OA (T=*) requires supporting documentation on MECH-5, Tailored Ventilation and Process Loads Worksheet _H.VAC.£YSTEM HEATiNG & coo~ING LOAD SUMMARY · Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. page 15 of 20 :Date: 1/19/1998 I I :coMPLY 24 User 1712 HVAC SYSTEM DESCRIPTION HVAC System Name: Heating System Name: Cooling System Name: System Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: ZONES ON THIS SYSTEM ----------------------- Lobby Restrooms PEAK (Jan 12am) (Jan 12am) TOTAL ZONE LOAD Duct Gains & Losses: Ventilation: ( 222 CFM) Return Air Lighting Gain Supply/Return Fan Gain: TOTAL SYSTEM L'OAD SYSTEM OUTPUT AT DESIGN CONDITIONS MAIN HEATING & COOLING SYSTEM TOTAL SYSTEM OUTPUT HEATING ------- 19759 1073 ------- 20832 2083 7657 0 ------- 30572 39757 ------- 39757 Lobby/Restrooms RHEEM RJKA-A048CK 1 All On Load Cales COINCIDENT 50 % COOLING PEAK SENSIBLE LATENT -------------- ( Jul 2pm) 18155 1473 ( Jul 2pm) 8097 1159 -------------- 26252 2632 2625 ( 222 CFM) 1125 1034 0 0 -------------- 30002 3666 39566 9022 -------------- 39566 9022 NOTE: The TOTAL SYSTEM LOAD shown represents the m1n1mum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- ature as a result of a setback thermostat. Those responsible for final equipment selection should note that Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. ,bONE·REATING & COOLING L0HD SUMMARY page 16 of 20 --------------------------------------------------------------------------- · Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. SUMMARY OF PEAK HOUR LOADS FOR ZONE ZONE Name: DESIGN CONDITIONS Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Wall Conduction Window Conduction Door Conduction Roof Conduction Skylight Conduction Floor Conduction Slab Conduction Interior Conduction Infiltration Solar Gain Lighting Receptacle Process Occupants Quantity ------------ 1240.0 sqft 260.0 sqft 0.0 sqft 826.0 sqft 0.0 sqft 0.0 sqft 826.0 sqft 0.0 sqft 0.0 AC/hr 260.0 sqft 2880.0 watts 826.0 watts 0.0 watts 5.8 occs ZONE LOADS HEATING ------- Jan 12am 70 F DB 38 F DB Btu/hr ------- 7493 9901 0 1364 0 0 1001 0 0 0 0 0 0 0 ------- 19759 :oate: 1/19/1998 I I :coMPLY 24 User 1712 Lobby COOLING SENSIBLE LATENT -------------- Jul 2pm 78 F DB 50 % RH 83 F DB 68 F WB Btu/hr Btu/hr -------------- 1096 471 0 1219 0 0 0 0 0 4213 6863 2819 0 1473 1473 -------------- 18155 1473 Heating AirFlow: Cooling Airflow: 19759 Btu/hr/ [1.08 x 18155 Btu/hr/ [1.08 x 35 F DeltaT)J = 23 F DeltaT)] = 524 cfm 732 cfm . Z.ONE·., !e-JEA TI NG .& COOL I NG LOHO SUMMARY 'Project Name: Planning Systems Lobby/Restrooms Documentation: DELL CO. page 17 of 20 :Date: 1/19/1998 I I :coMPLY 24 User 1712 SUMMARY OF PEAK HOUR LOADS FOR ZONE ZONE Name: DESIGN CONDITIONS Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Wall Conduction Window Conduction Door Conduction Roof Conduction Skylight Conduction Floor Conduction Slab Conduction Interior Conduction Infiltration Solar Gain Lighting Receptacle Process Occupants Quantity ------------ 0.0 sqft 0.0 sqft 0.0 sqft 650.0 sqft 0.0 sqft 0.0 sqft 650.0 sqft 0.0 sqft 0.0 AC/hr 0.0 sqft 979.0 watts 650.0 watts 0.0 watts 4.5 occs ZONE LOADS Restrooms COOLING HEATING SENSIBLE LATENT Jan 12am 70 F DB 38 F DB Btu/hr ------- 0 0 0 1073 0 0 0 0 0 0 0 0 0 0 ------- 1073 ' Jul 2pm 78 F DB 50 % RH 83 F DB 68 F WB Btu/hr ------- 0 0 0 1382 0 0 0 0 0 0 3337 2218 0 1159 ------- 8097 Btu/hr 1159 1159 Heating AirFlow: Cooling Airflow: 1073 Btu/hr/ (1.08 x 8097 Btu/hr/ [1.08 x 35 F DeltaT)] = 23 F DeltaT)] = 28 cfm 326 cfm I I I I ,., I I I I I I I I I I I I I I HYDRAULIC CALCULATIONS LOT 101, MAP NO. 12815 CARLSBAD, CA. CITY OF CARLSBAD NO. DATE: JANUARY 7, 1998 PREPARED BY: SILLMAN/ WYMAN, INC. 6181 CORNERSTONE COURT, EAST, SUITE 101 SAN DIEGO, CA. 92121 S/W JN 97026 ENGINEER OF WORK: SILLMAN/ WYMAN, INC. I I I I .,,_ I I I I I I I I I I I I I I HYDRAULIC CALCULATIONS PROJECT:LOT 101, MAP 12815 DATE: JANUARY 7, 1998 S/W JN 97026 PROJECT DESCRIPTION: THE PRESENT SITE AND IMMEDIATE VICINITY IS A DEVELOPED (GRADED) COM:MERCIAL LOT. THE PROPOSED SITE USE IS TO BE A COMMERCIAL BUILDING. NO OFF-SITE WATER DRAINS ONTO THE SITE WHICH WAS RECENTLY SUBDIVIDED WITH IMPROVED STREETS AND STORM DRAIN SYSTEM. THE ON SITE STORM DRAIN SYSTEM WILL BE PRIVATE. POINTS OF CONNECTION TO THE PUBLIC STORM DRAIN SYSTEM ALREADY EXIST. THE 100 YEAR STORM WILL BE USED FOR DESIGN. FOR DRAINAGE AREAS SEE ATTACHED GRADING/ HYDROLOGY MAP. RUNOFF FACTOR: COMMERCIAL DEVELOPMENT: WORSE CASE SOIL TYPED: C = .85 TIME OF CONCENTRATION (Tc) OVERLAND FLOW FOR SITE HI 158.80 LOW 154.80 DROP 4.0' LENGTH(D) 130' SLOPE 3.08% FROM APPENDIX A CHART "URBAN AREAS OVERLAND TIME OF FLOW CURVES" THE Tc IS 3 MINS. USE 5 MINS MIN. INTENSITY (I) 100 YEAR/ 6 HOUR= 2.7 (APPENDIX Bl) 100 YEAR/ 24 HOUR= 4.4 (APPENDIX B2) P6/P24 = 61%: USE P6 SEE (APPENDIX B3) FROM EQUATION ON APPENDIX B3: I = 7. 44 X 2. 7 X 5. o-·654 = 7 .1 ZONE A: AREA= 0.7824 Q(l00)= .85 X 7.1 X 0.7824 = 4.7 CFS WATER IS COLLECTED AT AN 24" X 36" CATCH BASINS (SUMP CONDITION). USE 150% OF Q FOR INLET DESIGN. INLET DESIGN Q = 7.1 CFS INLET CAPACITY: SEE CHART -APPENDIX "C" -0.50' HEAD REQUIRED= 0.5' = AVAILABLE HEAD (TC= 155.3 -GRATE ELV. 154.8) NOTE FF= 157.00 STORM DRAIN PIPE DESIGN: 15" PVC N=.011 S=.0080 FT/FT Q(l00) = 4.7 CFS Dn= 9.1" V= 6.00 FT/S (SEE APPENDIX "D" FOR CALCULATIONS) I I I I ··1: I I I I I I I I I I I I I I PAGE 2 ZONE B: AREA= 0.4726 Q(l00)= .85 X 7.1 X 0.4726 = 2.9 CFS WATER IS COLLECTED AT AN 24" X 36" CATCH BASINS (SUMP CONDITION). USE 150% OF Q FOR INLET DESIGN. INLET DESIGN Q = 4.4 CFS INLET CAPACITY: SEE CHART -APPENDIX "C" -0.29' HEAD REQUIRED= 0.29' < AVAILABLE HEAD (FF= 157.00 -GRATE ELV. 155.00 = 2.0') STORM DRAIN PIPE DESIGN: TOTAL QIN SYSTEM= 4.7 + 2.9 = 7.6 CFS 15" PVC N=.011 S=.0449 FT/FT Q(l00) = 7.6 CFS Dn= 7.7" V= 12.98 FT/S (SEE APPENDIX "D" FOR CALCULATIONS) ZONE C: AREA= 0.2623 Q(l00)= .85 X 7.1 X 0.2623 = 1.6 CFS WATER IS COLLECTED AT AN 24" X 36" CATCH BASINS (SUMP CONDITION). USE 150% OF Q FOR INLET DESIGN. INLET DESIGN Q = 2.4 CFS INLET CAPACITY: SEE CHART -APPENDIX "C" -0.19' HEAD REQUIRED= 0.19' < AVAILABLE HEAD PROVIDED BY TOP OF BERM MOUNDING= 1.0' STORM DRAIN PIPE DESIGN: TOTAL QIN SYSTEM= 4.7 +·2.9 + 1.6 = 9.2 CFS EXISTING 18" RCP 18" RCP N=.013 Dn= 5.3 V= 20.91 S=.2076 FT/FT Q(l00) = 7.6 CFS (SEE APPENDIX "D" FOR CALCULATIONS) I I I I .·,. I I I I I I I I I I I I I I ' -~ 1-.....,; ~ /~~-=· ============;:;:=~t~;z:===z=~===z==;====;z~===~;~:=~-=.:;=z======== ~ ~ ~------~ ' '' '---i--- E..::m,:;14 .- ~/v~n , L ~n9rh ~ MOW • ..?tJtJ /.t $/op~ ~ l.tJ ¼ C:7e . ..4.--",,J:/e.11r o/ Rund/. C • . .;O Re:zd: t/Yi!'l"'/<?,"Jq /i'tlw,~m~ r I y Htn~l'e.s ' SAN 01 EGO COUNTY DE?ARTME?-f7'. CF SFE:C!AL ClS"iri!CT SERVIC~S i" o::s1GN MANUAL I AP~~CV£J __ /_,_ .. _· -·'_._,_,_,·_~_~---~-·-_.,,.., __ ~_....-:-:----_._:-_. --- =.:--· "":::'. ~ ~ -~ 2t:::: '- -t) UP.SAN :.RSlS OVERLAND TiME OF FLOW CURVES- ::.T:: _z 6 ..... 1_/ 1 ...... 9 __ .~ ... ") ·-J :,1 r J '. >·: ,··· 'j I -:J ----------------------···,. -· -···· -----DErl'tRT/-IEtlT OF SAtllTATION & FLOOD COIITROL 45 1 I ' ···-I 15 I ; I I ~--\ / ,I' 33° I 't--- 1,5 I -I I A Prep,. f ·J by U.S. DEPARHIEt:11' OF COMMERCE NATIONAL OCl::ANIC AtfO I\T' .iSl'IIEHIC ADMINISTRATION Sl'ECII\I. STUil!£~ IIHANCII. OtflCE ot· II 1>1-(lll.OCiV. NATIONAL WEATHER SERVICE , 30• -I . •-----•-----•----- 118 1 115 I 30 1 15 I 115 I 301 Jl:I )Jt'.o APPE":~D \ X e:; \ l) t~ ·,1 in .,, c:i t-t :.,..~ .-. ·-~ I --------------1111111'. ··---- C.UUfHr VI" ;,11rt V.&ClJU OEPARTI-IEUT Of SAtlITATIOH & FLOOll COtlTROL 1,5 I 30 1 15 • r1 • I Bo 7 .\.\I ,-,- J15 I l>tcpu + ,j "r l'IAl'IONnl. OCl.1\:-;lc AIIO ,q 4u::.1•111::1uc AO~IIIH::.'fllA'flOl'I ~l'l:.CIAI. SlUIJlt:~ L>l,A~ICII, Ot l'ICI:: llt' 1d1,l,OL1JGV, l'IAl'l<nll\L \Vl::ATICj,:I( 51::l<VlCE U.S. OEPARTI\IEM!r OF COMMERCE 30 1 --:__-l---,--.--:1---_, ___ t--- ',w ,, lj I JOI l'i I II 7° 11 !i I ·w• ti;• llf," A'Pi'END\)<. ~1-. -------------------- 5. 4. J. ~ 2. J ) .. !I l -.1 • . ~ ./ ,i ~ ,1 ,1 ' ,6 ... .5 -1- 114 I• • I -t • I - ,3-,--,-·-···- I .I .2 1-1-,-·1-,-,.,-,_ J l ,) J . ' ,I ' 10 15 20 Min11tPS 30 40 50 1 2 3 4 5 6 II. --...,u..,.,c,::,"(·· .. ~---~,-ta::-·--.. -- Directions for Application: 1) From precipitation r:1aps detenni ne 6 hr. and 24 hr. amounts for the selected fl·equency. These maps are printed in the County llydrolo9y Manual (lo. 50 and 100 yr. maps included in the Design and Procedure Manual) . 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not ~rrlicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for . the location being analyzed. .'I Application Form: 0) Selected Frequency / 00 yr. 1) p6 = 2 ,7 in .. P24= t../.~ • *p 6 = 6/ %* P24 2) Adjusted *P6= 2, 7 in. 3) tc = ~ min. 4) I= ____ in/hr. *Not Applicable to Desert Region A?PEND\X. B~ I I I I .·,,: I I I I I I I I I I I I -I I .,,. , \NLET CA~. \W ~uv-,p '-O~\i1CN 1073.02 rrl------' !f:---·----..• I--,-.t..' -·------f ,-1· .. ·--··. ··-···· ' -·•••• ... _ -I b W I -· .... --. i '===-=:.:_::::.·. : . ·--~··••· -j I ---,-£---I I -a--. 1or.!--i"T"1.-,--,.,.,..-r,,,,o.,.,...,,,.,..,.,..........,...,,"""''''"'"1,·1""'•·'"'·•·..,_..-,.,.,...,..,_ ,r-,~[j 2C:---+---+--,--~-+--1--',-+-.......+-,+---, ,,,._d_ ai;; I 11 I .. 1 ·11;r I"' II• j . I ' I ' I I• I I -I j / : ~ :.":'". ---+--+---,.--+----+--+--;.-..-~-j-y,./---~ G I / ·.~---,_....--__,._.,.._J ----.... -+-,t-,._ ____ =" ~ , I _ .. ~.J I -= I :: = P , 2 (o + o) -~-- I --I -- I ------l -- '; I .~1 -. )---t-·-r 1 ~y }/ 1.:,, I I ! II ·:i .;r-r,~ I I I/ ! / / I ! I I I j ./ I ' .: I ! I / 1 / t-----r--t---t---1~r-+-:--.-i---,-,~-+-+-+-i-l-+-+-,+-;-t--+-----: ~ I ':'" I • b ; r l I I l .Y I ~ E-". ! I I I ! I/ I ' - .-f ~ , : (o·t I K I o, • 1~ 1, 11 H"• ! : ." f-fJ-· ···f ··-~--. ~. ~ f .. ·-I .•• --""·--,-'"-·-rj . .,..,_ -+-j 1 . ~ i_· : .· ; , -h7-l f l . L i--T L ; ·1 1 , u-:-· -;y · ·r : r, --T---~:-~ ;--~ ~ ,i. ,----~ .. < .v ., : J / --, f / 7 1 ~ -I ·" I :.. lU ' /l UP • ,3. Oli·:'t /I ~ -'" V ;-1 ~-a-~ -·-·r ~ i I I l I ' I . l t . + I I I ~ t---,·--· "7"T'. -I r-t I -r ' , J ; I , : t f O I SCHAR.;..:: P "R 1Froc ~~ p,--~>,(f .-, .:R ( C.,,~) • I I , I I • i • I I I 01 1 .J •• ' II .7 .0 ~ I 0 t 2oN IE B ~ ::. 1-i, l.f 4. Lf/ 1 c l.F -::. C ,yy ""2..o"-l t= C &. -::. '2.. 'Lf ?,_.4 / 10 LP :::. , '2..J.f ll 4 0 a T t t IQ 61..•REAU OF l'UBL 1C ROA05 (,vlSIOw :WO WA5H., 0.C. CAPACITY OF GRATE INLET IN SUMP WATER PONDED ON GRATE I I I I I I I I I I I I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. ZONE A-15" PVC AT 0.80% Worksheet for Circular Channel c:\haestad\fmw\fara.fm2 faraday Circular Channel Manning's Formula Channel Depth 0.011 0.008000 ft/ft 15.00 in 4.70 cfs 9.1 in 0.78 ft2 2.24 ft 1.22 ft 0.88 ft 60.96 0.005343 ft/ft 6.00 ft/s 0.56 ft 1.32 ft 1.32 7.34 cfs 6.83 cfs 0.003791 ft/ft SILLMAN/WYMAN 01/07198 04:33:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster \15.08 Page 1 of 1 I I I I I I I I I I I I I I I I I Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. ZONE 8 -15" PVC AT 4.49% Worksheet for Circular Channel c:\haestad\fmw\fara.fm2 faraday Circular Channel Manning's Formula Channel Depth 0.011 0.044900 ft/ft 15.00 in 7.60 cfs 7.2 in 0.59 ft2 1.92 ft 1.25 ft 1.09 ft 48.21 0.008967 ft/ft 12.98 ft/s 2.62 ft 3.22 ft 3.34 17.40 cfs 16.18 cfs 0.009911 ft/ft SILLMANNVYMAN 01/07198 04:33:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.08 Page 1 of 1 • I I I I ---1 I I I I I I I I I I I I I I 01/07198 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. ZONE C-18" RCP AT 20.76% Worksheet for Circular Channel c:\haestad\fmw\fara.fm2 faraday Circular Channel Manning's Formula Channel Depth 0.013 0.207600 ft/ft 18.00 in 9.20 cfs 5.3 in 0.44 ft2 1.73 ft 1.37 ft 1.17 ft 29.71 0.008410 ft/ft 20.91 ft/s 6.79 ft 7.24 ft 6.51 51.48 cfs 47.86 cfs 0.007672 ft/ft SILLMANNVYMAN 04:30:42PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.08 Page 1 of 1 ----'1 ------------------( I -< ":::J ::0 :::) - :::) :;) -< ;~ -.. en . :c ~ 0 ~ -z ~ m ""CJ > z PLANNING 8Y8TEM8 FNSH DRAINAGE PLAN I I I I I I I I I I I I I I I I I --- I I I I I I I I I I I I I ~ o n . :,,. :,:, r-- '-" "' I "' it: " :,,. :,,. :,,. <::, '\l :,, r----( ~ ~: :,:, C}:,,.:,,. . " <::, --( " l\l:,:,.,, en "' - " (h C} '-" "' ' :,,. :,, en " (.)\ -,-1 -['J -I>- I ..... SILLMAN / WYMAN, INC. -- aRcH1TEcTuRE & EN81NEERIN8 ------,. COINEISTCH CT,. SIITE IOI. SAN DIGO, CAllOINA 9212118.. (619) .US-4320 _____ _ NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you throughly understand the options before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of 1he first building permit issuance. Property owner signature is required before a building permit will be issued. Your signature is conflTming the accuracy of all parcel and ownership information shown. Name of Owner Telephone '2\\\ 3-:A\~~ ~\l.p!f~.s.~tOD Address 1-p ' · Project Address ~AD dA-'1-ZOO°\ _ca--"rl_sb_ad ____ ~CA _____ 92_0_0 _ City State Zip Code City State Zip Code z..., t.-ri o-i.1o~ ~ o Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. Building Permit Number /ls, cited by Ordinance No. NS-155 and adopted by the CiW Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No. 1. All 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 noUo exceed twenty- five (25) years. Please i,:idicate your choice by initialing the appropriate line below: OPTION (1): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one-time payment Amount qf One-Time Special Tax: $ Z.'-1, ~2. t3 · . Owner's Initials · 1 OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALL '( for a period not to exceed twenty-tit? years. Maximum Annual Special Tax: $ '1, O 1 ] . Owner Initials · . . ' . . . I _DO HEREBY CERTIFY UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PRQVISIONS AS STATED AB.OVE. 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 CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD · Plan Check No. 18 -c.f. 'z 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 compiied with the scbool fee reql_Jirements. 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: --i,._ Carlsbad Unified 801 Pine Avenue Carlsbad CA 92008 (434-0661) Encinitas Union --101 South Rancho Santa Fe Rd. Encinitas CA 92024 (944-4300) Project :'PPlicant: Project Address: -- -- San Marcos Unified 215 Mata Way San .. Marcos . CA 92069 736-2236 San Dieguito Union High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) APN: z.tl -\3P -c_ti, co RESIDENTIAL: SQ. FT. of living area ____ _ number of dwelling units ______ _ SQ. FT. of covered area ____ _ SQ. FT. of garage area ______ _ COMMERCIAI/INDUSTI\IAlj\ s~ \3.( ell../ Prepared by __ '[v\ ___ ~ __ Jl __ ~---------- FEE CERTIFICATION (To be completed by the School District) · y· Applicant ha.s complied with fee requirement 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 -------------------------------Resident i a I Fee Levied: $ ______ based on _______ sq. ft. @ ______ _ Comm/lndust Fee Levied: $ ~, q;:;,.:),. Jv based on l j 1 D 7 f sq. ft. @ -----~ ..... 3 .... D ___ _ , 1 J1 r, • -J. H. Blair ~ l~ AsslstantSupt Business Services istrict Official , ... ,...,. Title ~~ )t,/( /1.AL · · 1~ 4/ttJe_ ~ ; . -. I 3 j 07 'i tp ..J,A-eu 41 '-{7 IT', ,J-/\,.2-(l,,:r,;, <t80J&?' ~----- l (d-q Ice t -1o C,;q , L ~ L r 1 .AM-\,/JJ ~/ If~__!!:¼'"' ~ r .d6:. :J_'t ~ w~ ~. JJ~ ~ + ~ ~ Data m w/ ,b . -r--; , r, ',f aun;t,;'g= i / /r · t, 1 Planning ?/ I I f £ -W fr. i (. '3 I :.g_ Engineeriq "3t~'"1 1/l r,.,(~ Fire / i ,' ,i ~{[0[ t C.,½ J1-~ pl~ @ 't.r:s ---Coastal 9-.. ~ · ___ Health e,c.v.A-<f1 1£ ~ f C . 1 --~~Assoc. : 06,~e-4,of1i;,,.,,.+ ,t,,,./;/ ;;;_,ti~~ cfdi;/ £-,f;d_ 03/ r ~ Moir '{Nii _E:12 f'W ~At6 _ /::, ,, fjs/rt~ f at~C~ j ;_a~/~ · 1M0_; f's:1~ =-= =~-::: --4~'r-:!-J;;; =='l'i:':.;::""""' ==~ .. ~~~....,_ SCHOOLFEEFORU • 'j I i I I , I ! ",_., __ . ....,,,__~--.,;..;;,_ "',_ ---~--..-..,, .... ~ ..... ,.,.,_,,__ ~ -· ~ --=--· ~ PLANCORR -4,.!..;~~~i-f---ENGRGCORR "-,,-;.~-.. -\ 'J . " ---. .. --· ,_.I . -----···---------•. ---- BUSUC ----:t---WCOMP FIRE PLANS ------t---ASSESSOR PLANS COFO ·-·----~ --~-~ --