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Home My WebLink About2840 LOKER AV EAST; ; CB970948; Permit08/15/97 09 Page 1 of Job Address Permit Type Parcel No: Valuation. BUILD :10 1 - 2840 LOKER AV EAST . INDUSTRIAL BUILDING 209-082-08-00 3,305,993 ING PERMIT Suite Permit No Project No Development No Lot# Occupancy Group: Referenced Description 104290 SF SHELL(1NCL 2500 SF : OFFICE) SF TILTUP INDUSTRIAL Appl/Ownr . HUNSAKER DEVELOPMENT 17761 MITCHELL IRVINE CA 92714 *** Fees Required *** ---""' *** Construction Type Status Applied- /V/ JtWf f\*Apr/Isj^ue3117ai.j.f CB970948 A9603349 F0505029 NEW ISSUED 04/22/97 ,Entered By 714-863-1390 Fees Collected & Credits * * * Fees : Adjustments• Total Fees: Fee description -400/552*.Tota^l/Pavmentvs 00 5, 299. 00 395,253.39 Ext fee Data Building Permit Plan Check Stronq Motion Fee i ( , * * jEnter "Y" to Autocalc-V. F. F Enter Traffic Impact* Fee \ <x Pass-Thru Fees(Y/N) or Wad-ved^WJ Payoff Fee for CFD, Enter Park FeefZone 5,13,136) * BUILDING TOTAL \ Enter "Y" for Plumbing -Issue "Fe^e Each Plumbing FixtureXjor^Trlip' Each Building Sewer Each Roof Drain Each Install/Repair Water Line Each Water Heater and/or Vent Gas Piping System Each Vacuum Breaker * PLUMBING TOTAL Enter "Y" for Electric Issue Fee > Three Phase 480 Per AMP > * ELECTRICAL TOTAL Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts/Heat Pumps > Each Exhaust Fan > * MECHANICAL TOTAL PLDA B > 8152 5299 694 60169 12298 2000 1 2 6. 23 1 . 00 00 50 00 00 00 00 00 235549 41719 363880 20 56 15 35 7 7 7 14 161 10 2000 2010 15 9 13 37 34464 . 39 . 00 . 39 00 00 00 00 .00 . 00 00 . 00 . 00 . 00 00 .00 00 00 .00 .00 . 00 N 05 H CLEA PROVAL DATE// 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 FOR OFFICE USE ONLY PLAN CHECK NO. ESTJ .^ = Plan Ck Deposit Validated By Date AddrE /41 • Business Name (at this address) NONE AT THIS TIME Legal Description * Lot PARCEL 1 OF PARCEL MAP 15692 25 Subdivision Name/Number Unit No CARLSBAD OAKS BUSINESS CTR. ,-N/AA. Phase No Total # of units ;ONE ,(>!) BLDG Assessor's Parcel ft 209-082-08 Existing Use VACANT L,AND {350$ Proposed Use ^ o'w^~ " ~"e—><-n n&MANUFACTURING^'DISTRIBUTION' R. BRIAN HUNSAKER 17761 MITCHELL NORTH of Bedrooms .N/A,,,, )((ii?i ' CA 92614 (714) 863-1390 Name i'f \ ^APPUCANTi KTCHART1 C. Address 17761 MITCHELL NORTH State/Zip Telephone # F< CA 92614 (714") 863-1390 Address City State/Zip Telephone # 17761 MITCHELL N; IRVINE CA- 92614 (714) 863-1390 Name Address City State/Zip Telephone # (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 not more than five hundred dollars [$500]) RICHARD C. HUNSAKER 17761 MITCHELL NORTH; IRVINE, CA 92614 ' (714) 863-1390 Name State License #184422 Address License Class 5-1 City State/Zip City Business License #' Telephone tf HIMES PETERS JEPSON ARCH. 3505 CADILLAC BLDG L5: COSTA MESA CA 92626 (714) 549-0644 Designer Name TOM PETERS State License # 4285 Address City State/Zip Telephone COMPENSATION 'tf •,' ' ^HTLESCT, il'^1 rW-V. [ ^ZES' 'W '&? V .^"V »}<f& '.! *., , S , ' ['„"?, ^T^rM', t ' '^f'^ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations [~1 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 IXl I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company REPUBLIC INDEMNITY _ Policy No 130835-01 _ Expiration Date 02/01/98 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I$100] 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 to secure workers compensation coverage is/ unlawful, and shall s thousand dollars (SIOOjOtTO), in Addition to,the cjost pvpomperfiafion damages as ationco UtiMkc san employer to criminal penalties and civil fines up to one hundred fded forjm Section 3706 of the Labor code, interest and attorney's fees / DATE 04/21/97SIGNATURE . _ _ _ 17 (i« iOWNERteUILDeR.DECl&BATION "-psr JROT S APPBiLTABKE J I hereby affirm that I am exempt from the Contractor's License Law for the following reason n 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 wh'o does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) - ; [] '. 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) Q 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 QNO 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 / address / 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 / address / phone number / type of work) _ _ • _ PROPERTY OWNER SIGNATURE DATE '<^>MPLETEfTHI$tSECTION FOlP/WMWKSroflVTMiJUlLDlNQ PERMITS ONLY fe^'V,1 A ! !,!'Wk,li£ ! 3i n"* 'I• 'i *b &\!!!HMLUM„' J&, h,i/|y» .1S! ,;„ Ma • '• 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? Q YES JQ£ NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Qy NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES [JD NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE (SSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT rs^c'oMTRucTW ^'TOl'.AiL!, VT„' ;^7.!7VW"l<'"n 'y W,1, 'H'uLl;^ v" " 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 1ST BUSINESS BANK LENDER s ADDRESS 601 W FIFTH ST; LOS ANGELES CA 90071 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 ana State laws relating to building construction I hereby authorize representatives of the CitV 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 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the Building Official under 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 commenced*within 365 daw 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 vym#is cqmn/e/iced for a peri^S of^JSO day^f (Section 106 4 4>JJnifo\n Building Code) _ _ 04/21/97 ^_APPLICANT'S SIGNATURE RICHARD C.File YELLOW Applicant PINK Finance FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD ST. LITE> PLAN CHECKS: CB970948 PERMIT#: CB970948 PROJECT NAME: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL ADDRESS: 2840 LOKER AV EAST Lot# CONTACT PERSON/PHONE#: C/MIKE HUNSAKER/804-0691 SEWER DIST: CA WATER DIST: CA DATE: 04/27/98 PERMIT TYPE: INDUST INSPECTED BY: INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING J"^ PLAN CHECK#: CB970948 PERMIT*: CB970948 PROJECT NAME: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL ADDRESS: 2840 LOKER AV EAST Lot# CONTACT PERSON/PHONE!: C/MIKE HUNSAKER/804-0691 SEWER DIST: CA ' WATER DIST: CA ST LITE DATE: 04/27/98 PERMIT TYPE: INDUST jfTFT^ INSPECTE BY: INSPECTED BY: - INSPECTED BY: DATE INSPECTED: DATE INSPECTED: ^APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING^ 'CMWD ST LITE PLAN CHECK*: CB970948 DATE: 04/27/98 PERMIT*: CB970948 PERMIT TYPE: INDUST PROJECT NAME: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL ADDRESS: 2840 LOKER AV EAST j ' Lot# CONTACT PERSON/PHONE#: C/MIKE HUNSAKER/804-0691 , SEWER DIST: rCA WATER DIST: CA INSPECTED - DATE BY: ftAtl£g4^AQC- INSPECTED: 1 TO APPROVED DISAPPROVED INSPECTED ' , DATE , , BY: INSPECTED: ______ APPROVED DISAPPROVED INSPECTED •DATE BY: - INSPECTED: APPROVED DISAPPROVED COMMENTS: t\\ DEPT: BUILDING FINAL BUILDING INSPECTION ENGINEERING FIRE PLANNING , CMWD ST LITE PLAN CHECK#: CB970948PERMIT*: CB970948 PROJECT NAME: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL ADDRESS: 2840 LOKER AV EAST Lot# CONTACT PERSON/PHONE#: C/MIKE HUNSAKER/804-0691 SEWER DIST: CA WATER DIST: CA DATE: 04/27/98' PERMIT TYPE: INDUST INSPECTE BY: ( 0 . INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED A- DISAPPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ' ENGINEERING FIRE PLANNING CMWD ST LITE PLAN CHECK!: CB970948 PERMIT*: CB970948 , PROJECT NAME: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL ADDRESS: 2840 LOKER AV EAST DATE: 04/27/98 ' PERMIT TYPE: INDUST CONTACT PERSON/PHONE#: C/MIKE HUNSAKER/804-0691 ,' -SEWER DIST: CA WATER DIST: . CA INSPECTE BY: - Lot# INSPECTED BY: INSPECTED BY:* DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: 11/04/98 INSPECTION HISTORY LISTING FOR PERMIT* CB970948 DATE INSPECTION TYPE 04/29/98 Final Structural 04/29/98 Final Plumbing 04/29/98 Final Electrical 04/29/98 Final Mechanical 04/29/98 Final Combo 04/29/98 Final Combo 03/31/98 Final Electrical 03/31/98 Final Electrical 03/20/98 Final Electrical 03/20/98 Final Electrical 03/06/98 Ftg/Foundation/Piers 03/06/98 Ftg/Foundation/Piers 03/04/98 Sewer/Water Service 03/04/98 Sewer/Water Service 02/25/98 Rough/Topout 02/2 5/98 Rough/Topout 02/10/98 Interior Lath/Drywall 02/10/98 Interior Lath/Drywall 02/05/98 Frame/Steel/Bolting/Wel 02/05/98 ' Frame/Steel/Bolting/Wel 02/05/98 Rough/Topout 01/23/98 Frame/Steel/Bolting/Wel 01/23/98 Frame/Steel/Bolting/Wel 01/20/98 Frame/Steel/Bolting/Wei 01/20/98 Frame/Steel/Bolting/Wel 01/12/98 Frame/Steel/Bolting/Wel 01/12/98 Frame/Steel/Bolting/Wel 01/09/98 Underground/Conduit-Wir 01/09/98 Underground/Conduit-Wir 01/09/98 Rough Electric 01/09/98 Rough Electric 01/05/98 Frame/Steel/Bolting/Wel 01/05/98 Frame/Steel/Bolting/Wel 12/30/97 Ftg/Foundation/Piers 12/30/97 Ftg/Foundation/Piers 12/23/97 Roof/Reroof 12/19/97 Roof/Reroof 11/10/97 Steel/Bond Beam 11/07/97 Steel/Bond Beam 11/06/97 Steel/Bond Beam 11/06/97 Steel/Bond Beam 11/05/97 Steel/Bond Beam 11/03/97 Steel/Bond Beam 10/31/97 Ftg/Foundation/Piers 10/31/97 Steel/Bond Beam 10/30/97 Ftg/Foundation/Piers 10/28/97 Steel/Bond Beam 10/27/97 Steel/Bond Beam 10/24/97 Steel/Bond Beam 10/24/97 Steel/Bond Beam 10/23/97 Steel/Bond Beam 10/22/97 Steel/Bond Beam 10/21/97 Steel/Bond Beam INSP ACT COMMENTS PS PS PS PS RI PS RI PS RI PS RI PS RI PS RI PS RI PS RI PS PS RI PS RI PS RI PS RI PS RI PS RI PS RI PS PS PS PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK AP we APwe RI NS RI CO RI AP RI AP RI AP RI we RI AP RI AP AP RI CO RI CO RI AP RI AP RI AP RI PI RI AP CO CO PA NR PA PA CA AP PA CO CO CA CO PA PA PA AP CA C/MIKE/909/734-2010 C/MIKE/804-0691 OK TO RELEASE HOUSE METER C/DOUG/480-4400 DO NOT RELEASE ELEC C/JIM/480-4400 6 POLE LIGHT PARISING LOT C/MIKE/734-2010 ROOF DRAINSCOMPLETE C/KAREN/714/554-6132 THIS IS FIRE INSP C/MIKE/804-0691 ELEC ROOM ONLY C/MIKE/804-0691 ELEC FRAME ONLY NEED RETEST ON NORTH EAST PRIM C/MIKE/804-0691 C/MIKE/804-0691 C/MIKE/804-0691 ENG FIT ON PLYWOOD SHEAR OK C/JIM/480-4400 C/JIM/480-4400 C/MIKE/804-0691 DRY PACK UPPER COLM C/MIKE/804-0691 POUR STRIPS REMAINING PANELS PANELS7,8,9,10,11,12,13,75,72, 73,74 OK TO POUR RE SET FOR 11-6-97 PANELS REMAINING FOOTINGS PANELS STILL INCORRECT TOO LOOSE - MANY DEVIATIONS NOT PER PLAN PANELS 23,24,25,17,18,19,20 PANELS 23,24,25,17,18,19,20 48-49-50-27-26 PANELS 28-47 (INC) BY MIKE H @ 7:30A HIT <RETURN> TO CONTINUE. 11/04/98 INSPECTION HISTORY LISTING FOR PERMIT! CB970948 DATE 10/20/97 10/20/97 10/09/97 10/01/97 09/25/97 09/24/97 09/23/97 09/17/97 09/15/97 09/11/97 09/08/97 09/05/97 09/04/97 09/03/97 09/02/97 INSPECTION TYPE INSP ACT Ftg/Foundation/Piers PK CO Steel/Bond Beam PK CO Ftg/Foundation/Piers PK AP Ftg/Foundation/Piers PK PA Ftg/Foundation/Piers PY NS Ftg/Foundation/Piers PY AP Ftg/Foundation/Piers PK NS Ftg/Foundation/Piers PK PA Ftg/Foundation/Piers PK PA Ftg/Foundation/Piers PK PA Ftg/Foundation/Piers PK PA Underground/Under Floor PK AP Ftg/Foundation/Piers PK PA Ftg/Foundation/Piers PK CA Ftg/Foundation/Piers PK NR COMMENTS TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL HIT <RETURN> TO CONTINUE... CITY OF CARLSBAD INSPECTION REQUEST PERMIT! CB970948 FOR 04/29/98 DESCRIPTION: 104290 SF SHELLflNCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: - PHONE: OWNER: PHONE: INSPECTOR AREA PS PLANCK! CB970948 OCC GRP CONSTR. TYPE NEW STE: LOT: 714-863-1390 REMARKS: C/MIKE/909/734-2010 SPECIAL INSTRUCT: INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT! SE970094 GR970027 AS970132 RW970273 TYPE GRADING ASC ROW STATUS ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION 19 29 39 49 ST Final Structural PL Final Plumbing EL Final Electrical ME Final Mechanical ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 033198 Final Electrical 032098 Final Electrical 030698 Ftg/Foundation/Piers 030498 Sewer/Water Service 021098 Interior Lath/Drywall 020598 Frame/Steel/Bolting/Welding 020598 Rough/Topout 012398 Frame/Steel/Bolting/Welding 012098 Frame/Steel/Bolting/Welding 011298 Frame/Steel/Bolting/Welding 010998 Underground/Conduit-Wiring 010998 Rough Electric 010598 Frame/Steel/Bolting/Welding 123097 Ftg/Foundation/Piers 122397 Roof/Reroof 121997 Roof/Reroof 111097 Steel/Bond Beam 110797 Steel/Bond Beam 110697 Steel/Bond Beam 110697 Steel/Bond Beam 110597 Steel/Bond Beam 110397 Steel/Bond Beam 103197 Ftg/Foundation/Piers ACT CO AP AP AP AP AP AP CO CO AP AP AP PI AP CO CO PA NR PA PA CA AP PA INSP PS PS PS PS PS- PS PS PS PS PS PS PS PS PS PS PS PK PK PK PK PK PK PK COMMENTS OK TO RELEASE HOUSE METER DO NOT RELEASE ELEC 6 POLE LIGHT PARISING LOT ROOF DRAINSCOMPLETE ELEC ROOM ONLY ELEC FRAME ONLY NEED RETEST ON NORTH EAST PRI ENG FIT ON PLYWOOD SHEAR OK DRY PACK UPPER COLM POUR STRIPS REMAINING PANELS PANELS7,8,9,10,11,12,13,75,72 73,74 OK TO POUR RE SET FOR 11-6-97 PANELS REMAINING FOOTINGS HUNSAKER DEVELOPMENT COMPANY, LLG March 27, 1998 City of Carlsbad Building Department Attn Paul Smith 2075 Las Palmas Drive Carlsbad, CA 92008 RE. 2840 LOKER AVENUE EAST PERMIT #970948 Dear Paul We hereby request release from your department for an electrical house meter to be set. This meter is needed for power to complete the sprinkler monitoring system, for exterior security lighting and for landscape irrigation We fully understand that no occupancy of the building will be allowed until all necessary approvals are granted. Sincerely, Richard C Hunsaker. Member/Trustee RCH/pa 17761 Mitchell North • Irvine, CA 92614 • Telephone (714)863-1390 Mailing Address PO Box 2423 • Santa Ana, GA 92707 'J CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB970948 FOR 01/12/98 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST, JOB ADDRESS':-~ 284o~ LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: IN MEZZANINE AREA INSPECTOR AREA PS PLANCKtf CB970948 OCC GRP CONSTR. TYPE NEW STE: LOT: 714-863-1390 INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT! TYPE STATUS SE970094 SWOW ISSUED GR970027 GRADING ISSUED AS970132 ASC ISSUED RW970273 ROW ISSUED CD LVL DESCRIPTION ACT COMMENTS 14 ST Frame/Steel/Bolting/Welding ff? £?*& /3V ***** INSPECTION HISTORY ***** DATE DESCRIPTION 010598 Frame/Steel/Bolting/Welding 123097 Ftg/Foundation/Piers 122397 Roof/Reroof 121997 Roof/Reroof 111097 Steel/Bond Beam 110797 Steel/Bond Beam 110697 Steel/Bond Beam 110697 Steel/Bond Beam 110597 Steel/Bond Beam 110397 Steel/Bond Beam 103197 Ftg/Foundation/Piers 103197 Steel/Bond Beam 103097 Ftg/Foundation/Piers 102897 Steel/Bond Beam 102797 Steel/Bond Beam 102497 Steel/Bond Beam 102497 Steel/Bond Beam 102397 Steel/Bond Beam 102297 Steel/Bond Beam 102197 Steel/Bond Beam 102097 Ftg/Foundation/Piers 102097 Steel/Bond Beam 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers ACT PI AP CO CO PA NR PA PA CA AP PA CO CO CA CO PA PA PA AP CA CO CO AP PA NS AP INSP PS PS PS PS PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PY PY COMMENTS DRY PACK UPPER COLM POUR STRIPS REMAINING PANELS PANELS?,8,9,10,11,12,13 ,75, 72 73,74 OK TO POUR RE SET FOR 11-6-97 PANELS REMAINING FOOTINGS PANELS STILL INCORRECT TOO LOOSE - MANY DEVIATIONS NOT PER PLAN PANELS 23,24,25,17,18,19,20 PANELS 23,24,25,17,18,19,20 48-49-50-27-26 PANELS 28-47 (INC) BY MIKE H @ 7:30A TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE PROJECT SUBJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714J 263-1308 Fax (714)263-1310 / CAfL\&&bO *L DATE CALC BY SHEET JOB OF V SUBJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 TeL (714) 263-1308 Fax (714) 263-1310 T CAUC BY -».-3&4^l LlEU aP SIMPSON 0*1 S&? 3- (2? A/ CITY OF CARLSBAD BUILDING DEPARTMENT' ™ ^^ * ' ^^ "™ PERMIT N10 *•/ O 438-3550 2075 LAS PALM AS DRIVE (P s AT FOR INSPECTION CALL 438-3101 RE-INSPECTION FEE DUE? FOjLfURTHER INFORMATION, CONTACT_ V r YES BUILDING PHONE CODE ENFORCEMENT OFFICER STEEL COL SEE TRUSS TO TRUSS CONN. CITY OF CARLSBAD INSPECTION REQUEST PERMITtf CB970948 FOR 12/19/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF , OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST _ . _ JOB ADDRESS:- 2840 „ LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: ' PHONE: OWNER: PHONE: REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: INSPECTOR AREA PK PLANCK# CB970948 OCC GRP CONSTR. TYPE NEW STE: LOT: 714-863-1390 INSPECTOR TOTAL TIME: —RELATED PERMITS —PERMIT! SE970094 GR970027 AS970132 RW970273 TYPE SWOW GRADING ASC ROW STATUS ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION 15 ST Roof/Reroof ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 111097 Steel/Bond Beam 110797 . Steel/Bond Beam 110697 Steel/Bond Beam 110697 Steel/Bond Beam 110597 Steel/Bond Beam 110397 Steel/Bond Beam 103197 Ftg/Foundation/Piers 103197 Steel/Bond Beam 103097 Ftg/Foundation/Piers 102897 Steel/Bond Beam 102797 Steel/Bond Beam 10^497 Steel/Bond Beam 102497 Steel/Bond Beam 102397 Steel/Bond Beam 102297 Steel/Bond Beam 102197 Steel/Bond Beam 102097 Ftg/Foundation/Piers 102097 Steel/Bond Beam 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 _ Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers ACT PA NR PA PA CA AP' PA CO CO CA CO PA PA PA AP CA CO CO AP PA NS AP NS PA PA PA INSP PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PY PY PK PK PK PK COMMENTS REMAINING PANELS PANELS?,8,9,10,11,12,13,75,72 73,74 OK TO POUR RE SET FOR 11-6-97 PANELS REMAINING FOOTINGS PANELS STILL INCORRECT TOO LOOSE - MANY DEVIATIONS NOT PER PLAN PANELS 23,24,25,17,18,19,20 PANELS 23,24,25,17,18,19,20 48-49-50-27-26 PANELS 28-47 (INC) BY MIKE H @ 7:30A TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING NOTICECITY OF CARLSBAD " ~ "^ " ~ "^ ~~" 438-3550 BUILDING DEPARTMENT -• 2075 LAS PALM AS DRIVE DATE. LOCATION PERMIT NO. r^^> FOR INSPECTION CALL 438-3101 RE-INSPECTION FEE DUE? YES I, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB970948 FOR 11/06/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: \ PHONE: OWNER: , PHONE: REMARKS: C/MIKE/909/734-2010 SPECIAL INSTRUCT: INSPECTOR AREA PK PLANCK# CB970948 OCC GRP CON^TR-. TYPE NEW STE: / \LOT: 714-863-13' INSPECTOR TOTAL TIME: —RELATED PERMITS— CD 12 12 LVL DESCRIPTION PERMIT! TYPE STATUS SE970094 SWOW ISSUED GR970027 GRADING ISSUED RW970273 ROW - ISSUED ACT COMMENTS ST Steel/Bond Beam ST Steel/Bond Beam // TVM \ ***** INSPECTION HISTORY ***** DATE DESCRIPTION 110597 Steel/Bond Beam 110397 Steel/Bond Beam 103197 Steel/Bond Beam 103197 Ftg/Foundation/Piers 103097 Ftg/Foundation/Piers 102897 Steel/Bond Beam 102797 Steel/Bond Beam 102497 Steel/Bond Beam 102497 Steel/Bond Beam 102397 Steel/Bond Beam 102297 Steel/Bond Beam 102197 Steel/Bond Beam 102097 Steel/Bond Beam 102097 Ftg/Foundation/Piers 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers \ ACT CA AP CO t PA CO CA CO PA PA PA AP CA CO CO AP PA NS AP NS PA ' PA PA" PA AP PA CA- INSP PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PK PY PY PK PK -PK PK PK 'PK PK PK COMMENTS RE SET FOR 11-6-97 PANELS PANELS STILL INCORRECT REMAINING FOOTINGS TOO LOOSE - MANY DEVIATIONS NOT PER .PLAN PANELS 23,24,25,17,18,19,20 PANELS 23,24,25,17,18,19,20 48-49-50-27-26 PANELS 28-47 (INC) BY MIKE H @ 7:30A TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL '> ' CITY OF CJlRLSBAD '* '" INSPECTION 'REQUEST PERMIT* CB970948 FOR 11/03/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE), SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT ' PHONE CONTRACTOR: PHONE OWNER: > . PHONE INSPECTOR AREA PK PLANCKtf CB970948 OCC GRP - CONSTR. TYPE NEW STE: LOT: 714-863-1390 REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: INSPECTOR TOTAL TIME: —RELATED PERMITS— CD LVL DESCRIPTION 12 ST Steel/Bond Beam PERMITfl TYPE ' SE970094 SWOW \ GR970027 GRADING STATUS ISSUED ISSUED ACT COMMENTS ***** 'INSPECTION HISTORY ***** DATE DESCRIPTION 103097 Ftg/Foundation/Piers 102897 Steel/Bond Beam 102797 Steel/Bond Beam 102497 Steel/Bond Beam 102497 Steel/Bond Beam 102397 Steel/Bond Beam 102297 Steel/Bond Beam 102197 Steel/Bond Beam 102097 Steel/Bond Beam 102097 Ftg/Foundation/Piers 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers 090297 Ftg/Foundation/Piers ACT CO CA CO- PA PA PA APS CA CO, CO AP PA NS AP NS PA PA- PA PA' AP< PA CA NR INSP PK PK PK PK PK PK PK PK PK PK PK PK PY PY PK PK PK PK PK PK PK PK PK COMMENTS TOO LOOSE - MANY DEVIATIONS NOT PER PLAN PANELS 23,24,25,17,18,19,20 PANELS 23,24,25,17,18,19,20 48-49-50-27-26 PANELS 28-47' (INC) BY MIK2 H @ 7:30A TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL KI-T ENGINEERS 714 2&3 1310 P . 0 1 KLT r SUBJECT CONSULTING STRUCTURAL ENGINEERS 3430 Itvuw Avenue, Newport Beach, CA 9266Q Tc! (714)263-1308 fw (714)2634310 CALC 1 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB970948 FOR 10/30/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: - PHONE: OWNER: - PHONE: INSPECTOR AREA PK PLANCKfl CB970948 OCC GRP CONSTR. TYPE NEW STE: LOT: 714-863-1390 REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: INSPECTOR TOTAL TIME: —RELATED PERMITS— CD 11 PERMIT# SE970094 TYPE SWOW GR970027 GRADING STATUS ISSUED ISSUED LVL DESCRIPTION ST Ftg/Foundation/Piers ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 102897 Steel/Bond Beam 102797 Steel/Bond Beam 102497 Steel/Bond Beam 102397 Steel/Bond Beam 102297 Steel/Bond Beam 102197 Steel/Bond Beam 102097 Steel/Bond Beam 102097 Ftg/Foundation/Piers 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers 090297 Ftg/Foundation/Piers ACT CA CO PA PA AP CA CO CO AP PA NS AP NS PA PA PA PA AP PA' CA NR INSP PK PK PK PK PK PK PK PK PK PK PY PY PK PK PK PK PK PK PK PK PK COMMENTS NOT PER PLAN PANELS 23,24,25,17,18,19,20 48-49-50-27-26 PANELS 28-47 (INC) BY MIKE H @ 7:30A • TOO MANY TO LIST REMAINING FOOTINGS * REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL rtzuss SEE 2 \ PLAN VlEOJ TRUSS P/1NEL 6ROUTPOC OEL 7 8 BETWEEN "x4"xl*" OC. 3/1& ]/$-£>r~~ UJ/ 2.-J4:* THRU BOLTS (2 MIN PER BAY> ' ~ A PLAN VIEUJ &M 4x TOP E LUX V* MB CC5J « 16' OC $T£EL & SEB PLAN EF5ECTION BOLTS V PLAN VlEUJ OROJTPOC liEL 7 BLOCKING BETWEEN FURL INS "x4"xl* * 43" O.C. BETU&EN TRUSS FURL/NS UJ/ 2-34 »+ THRU BOL T3 C2 MIN. •_"?'• •»" ':zz A PLAN VIEW 3 SID! Ft UU E 9 BN. 4x TOP E UV 34"* HB CC5J ' OX;. (STAGGJ II If J Vx4uxC" E UI/ 2- 4 Ul/V* ERECTION BOLTS PLAN VIEUJ CITY "OF CARLSBAD INSPECTION REQUEST PERMIT* CB970948 , FOR 10/24/97 > DESCRIPTION: '104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: ' HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: INSPECTOR AREA PK PLANCKtf CB970948 OCC GRP • CONSTR. TYPE NEW STE: _ LOT: 714-863-139^ INSPECTO TOTAL TIME: —RELATED PERMITS—PERMITff TYPE STATUS SE970094 SWOW * ISSUED GR970027 GRADING ISSUED CD LVL DESCRIPTION 12 ST - Steel/Bond Beam ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 102297 Steel/Bond Beam 102197 Steel/Bond Beam 102097 Steel/Bond Beam 102097 Ftg/Foundation/Piers 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers 090297 -Ftg/Foundat ion/Piers ACT AP . CA CO CO AP PA ' NS AP NS PA PA PA PA AP PA CA NR INSP PK PK PK PK PK PK PY PY PK PK PK PK PK PK PK PK PK COMMENTS PANELS 28-47 (INC) BY MIKE H @ 7:30A TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB970948 FOR 10/22/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT J PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: STE: INSPECTOR AREA PK PLANCK# CB970948 OCC GRP CONSTR. TYPE NEW LOT: 714-863-1390 INSPECTOR TOTAL TIME: —RELATED PERMITS--PERMIT# TYPE STATUS SE970094 SWOW ISSUED GR970027 GRADING ISSUED CD 12 LVL DESCRIPTION ST Steel/Bond Beam ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 102097 Steel/Bond Beam 102097 Ftg/Foundation/Piers 100997 Ftg/Foundation/Piers 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers 090297 Ftg/Foundation/Piers ACT CO CO, AP PA NS AP NS PA PA PA PA AP, PA CA NR INSP PK PK PK PK PY PY PK PK PK PK PK PK PK PK PK COMMENTS TOO MANY TO LIST REMAINING FOOTINGS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL CHPS.E."Corky"MASON Jr. 909 391 S8TT §110 NO ,0386' MASON, CHARLES 6. f P.O. 8QX 1^6 CHINO. CA •m-391-2676 NO, TYPE WORK CL AMERICAN CONCRETE INSTITUTE Thfe It to certify thai CHARLES E MASON, JR. 568523462 has demonstrated knowledge and Ability by successfully completing the ACI certification requirements and (5 hereby recognized >S AH ACI CONCRETE HELD TESTING TECHNICIAN - GRADE I CK COUNTY aci-}")Examiner A Keliyka Date June 15, 1996 Expires June 2001 THE AMERICAN WEtDINC SOCIETY P. hsa compiled wilh th« nw)u(ipmenW of Section 6 I of the ^WS SUndS'd tor Qual!fic«ion and Certification erf lind March 1999 i Q»0 cinm'IWt Pager. (909) 422-2247 Fax (909)391-387? Registered Deputy Building Inspector Bus /Home (909) 391-2676 P,O. Box 91710 International Confarancs of Building Officials CHARLES EMERSON MASON JR CERTIFIED SPECIAL INSPECTOR STRUCTURAL STEEL AND WELDING 1994 EDITION - UNIFORM BUILDING CODE The individual named hereon Is CERYiFlEp in the category snown, having Deen so certified pursutjpvtTTsuccessful completion of the prescribed written examinatWn-—~)/ Expiration date March 16,-JWK^^ * NP aaaii /^ ^*&ek > Not P5»d unless signed by certitica^oIder" JCeOce/tWcaflonattesKto competent ii,owJcdge o'corfes and Applicable experience should be verfflecf by foca/ mnsdt^ions CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB970948 FOR 10/09/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKBR AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: PM PLEASE INSPECTOR AREA PK PLANCK* CB970948 OCC GRP CONSTR. TYPE NEW STE: ' _ LOT: 714-863-1391 INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE STATUS SE970094 SWOW ISSUED GR970027 GRADING ISSUED CD LVL DESCRIPTION - 11 ST Ftg/Foundation/Piers ACT COMMENTS J ***** INSPECTION HISTORY ***** DATE DESCRIPTION 100197 Ftg/Foundation/Piers 092597 Ftg/Foundation/Piers 092497 Ftg/Foundation/Piers 092397 Ftg/Foundation/Piers 091797 Ftg/Foundation/Piers 091597 Ftg/Foundation/Piers 091197 Ftg/Foundation/Piers 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers 090297 Ftg/Foundation/Piers ACT PA NS AP NS PA PA PA PA AP PA CA NR INSP PK PY PY PK PK PK PK PK PK PK PK PK COMMENTS REMAINING SLAB 9-11 & J-G LINE SLAB ONLY SLAB & MEZZANINE PIERS SLAB & FOOTING EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL UNSCHEDULED BUILDING INSPECTION DATE ^(^{3^ INSPECTOR^ i^ PERMIT # .CSx^LlQSL^S PLAN CHECK* JOB ADDRESS DESCRIPTION TIME ARRIVE: TIME CODE DESCRIPTION ACT COMMENTS CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB970948 FOR 09/11/97 DESCRIPTION: 104290 SF SHELL(INCL 2500 SF OFFICE) SF TILTUP INDUSTRIAL TYPE: INDUST JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: HUNSAKER DEVELOPMENT PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/MIKE/804-0691 SPECIAL INSTRUCT: INSPECTOR AREA PK PLANCK# CB970948 OCC GRP CONSTR. TYPE NEW STE: LOT: 714-863-1390 INSPECTOR TOTAL TIME: —RELATED PERMITS-- CD 11 PERMITfl TYPE _STATUS SE970094 SWOW ISSUED GR970027 GRADING ISSUED LVL DESCRIPTION ST Ftg/Foundation/Piers ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 090897 Ftg/Foundation/Piers 090597 Underground/Under Floor 090497 Ftg/Foundation/Piers 090397 Ftg/Foundation/Piers 090297 Ftg/Foundation/Piers ACT INSP PA PK AP PK PA CA NR PK PK PK COMMENTS EXTERIOR AS NOTED BELOW PIERS ONLY BY MIKE VIA VOICE MAIL u'ft KLT CONSUI TING STRUG TURAL FNGINEFR^ 3430 Irvine Avenue G Newport Beach, California 92660 (714) 263-1308 FAX (714) 263-1310 September 57 1997 Mr Tom Peters Himes Peters Jepson Architects 3 505 Cadillac Ave, Suite L-5- - - Costa Mesa, CA 92626 RE Carlsbad I (Hunsaker)-2840 LokerAve East in Carlsbad, CA Dear Tom, The design compressive stiength for the concrete slab on grade is 2500 psi at 28 days without continuous inspection The contractor has the option to pour higher strength concrete than specified also without continuous inspection Thank you for the opportunity to be of service to you Please feel free to call me if you have any farther questions KLT Engineers==2*. Francis Lo. SE - President FL jnip HIMES-PFTbRS•""• fr "-=»* t v*y ARCHITECTS iiMC iSPECIAL INSPECTOR'S REPORT 1 * t ' / * ' " ' i* > ^ "*''*•?>; -^ * •' 1 ." ^"-L , , EACH INSPECTOR MUST COMPLETE THIS REPQfcT AND MAIL IT TO.THE-DlSl'RicftoFFlCE OF THE BUILDING AND SAFETY DIVISION. " ' " - -» '" ^ */' ' /v \ » ' " WEEKLY, *O ^ TOTAL TIME ON JOB (IN DAYS) __ /_ JOB ADDRESS CfKUS &+£> 3T - DISTRICT NO. It GENERAL CONTRACTOR > & • '- ' SIZE OF BLDGi _: __ : __TYPE OF WALL - NO OF STOR13S. TYPBJOF WORK, REINFORCED CONCRETE' Q MASONRY p HI-TENSILE BOL7TNG D ^ . '-. " - ;PRESTRESSED' CONCRETE D /' WELDING'.^* ^GYPSUM CONCRETE D DESCRIPTION, OF WORK msPErmcp £%~®£fcJS&£? LJfc&t*ri P7F (?); ' ' * ' " " '' ' ^ , >• • " ^ " " f,r^; ^LOCATION IN;STpU'CTURE-.t_ .;...>.'. 1J_; —'..-7', ^/^^l^^^i-r'^^^.^ ^ ^r- if jffiv f.-^y'v•';;• it^^v :VVT-n Vt^•-,-;^^:':vv• ^...Nr' ^;.^vX>v^'::Vf\\.-"iiLJ^- _ Vi^r' ^%k^^-J'/c^^: /^>,^gi ^^4r^ -, r -"^ v ' 1-'., ;' " > ;- -> -V -v ""1--- ^^^"x^^,:^/^^^^ f --• ^."'"'«"<--. y f^' ' _ tT- ','•* "'^7^ .-.>;%-/'/' *s.- ,".;.-- ^;;v " / " , .v^gy w'*/\J '' ",.,-/: '/-\ s, ' ; All' work 6n this1 jgb ipT date Ijas been satisfactorUy cotef^tbd and conforms to the appfoved plans wid ' ^"'.'^ ; requUem^^the^vj^^^ 9°"°*?, ?uildji^ ^?*\ \' - ! ° ",-'-'' " " T '' .: '^ "- "/./ --{^ ?" / " ''^^\ !j ,Vn s-'^'\ -/'DaU'fe- * •' , ' i "-. T- ;= ^^ - <*«' ' ^"'J*'> 'V^-:'- '" ^ t .'Special* Inspector « / <-1, - V %,r^'-^-^v?^'^^-'' -:V^'-u;v: -'^.^/.^^:/?^<iiL!W"-v '--' --• ;-r.;:%(?«X?Klf* ^ '';- v'-- :-: COUNTY OF DEPARTMENT OF COUNTY ENGINEER BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION TOTAL TIME ON JOB (IN DAYS) JOB ADDRESS BUILDING PERMIT NO FINAL )DISTRICT NrO GENERAL CONTRACTOR _ SIZE OF 3LDG _____ TYPE OF WORK REINFORCED CONCRETE Q TYPE OF WALL PRESTRESSED CONCRETE Q DESCRIPTION OF WORK INSPECTED. MASONRY Q WELDING Q NO OF STOR] HI-TENSILE BOLTING Q GYPSUM CONCRETE Q LOCATION IN STRUCTURE „_ REMARKS Ail work oa this job to date ^Ls o/ Lhe b^en wubfaUoiily complete oxid co'ifonui 10 tht appro\c-d plor.s acd County Bu:Jdmg Code COUNTY OF DEPARTMENT OF COUNTY ENGINEER BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION WEEKLY D4__> TOTAL TIME ON JOB (IN DAYS) JOB ADDRESS OfH^^S^O IT FINAL BUILDING PERMIT 'O DISTRICT NO Af g/f 5 GENERAL CONTRACTOR SIZE OF BLDG __ 0/g/VT TYPE OF WALL NO OF STOR TYPE OF WORK REINFORCED CONCRETE D MASONRY Q HI-TENSILE BOLTING D WELDING £j GYPSUM CONCRETE Q DESCRIPTION OF WORK INSPECTED PRESTRESSED CONCRETE Q 2 ?. y LOCATION IN STRUCl^URE ^ AU work on this job to date has been satisfactorily completed and conforms to thrapproved plans and requirements of UieJvT*/* /2/<4%d County Builduig Code Date Special Inspector COUNTY OF DEPARTMENT OF COUNTY ENGINLLK BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION WEEKLY D TOTAL TIME ON JOB (IN DAYS) JOB ADDRESS . FINAL BUILDING PERMIT NO DISTRICT NO GENERAL CONTRACTOR SIZE OF BLDG OfcA TYPE OF W __ NO OF STOR] TYPE OF WORK REINFORCED CONCRETE D MASONRY Q HI-TENSILE BOLTING D PRESTRESSED CONCRETE Q WELDING g\ GYPSUM CONCRETE Q DESCRIPTION OF WORK TNSPFrmrn &£$£*€(/&& All work on tius job to dale hai been ^.aUsfuctorily Co, requirements of Uie jvf//1 /-^/l)Coaiuy Building Code confornii 10 tl>*<approved plans and Date Special Inspector o COUNTY OF DEPARTMENT OF COUNTY h-NGINCLK BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION WEEKLY Q TOTAL TIME ON JOB (IN DAYS)_ JOB ADDRESS FINAL BUILDING PERMIT NO O DISTRICT NO, / GENERAL CONTRACTOR SIZE OF BLDG TYPE OF WORK __ „ TYPE OF WALL NO OF STOR: REINFORCED CONCRETE Q MASONRY C1 HI-TENSILE BOLTING D DESCRIPTION OF WORK iNSPErmrn PRESTRESSED CONCRETE Q WELDING gf GYPSUM CONCRETE Q /} f ^ / tf I l •f1 /V^^^VA^ £***?/£€/*4" ~~ 7X 3'^X 2-'4^ 7T /T 7$ LOCATION IN STRUCTURE ~? Ail work on this job to date has been satisfactorily completed arid conforms to the^approved plans and requirements of the $A*/* &/<?£$ County Building Code Date Po Specja-1 Inspector COUNTY OF DEPARTMENT OF COUNTY ENGINLLK BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION ' WEEKLY n FINAL W\L_J f^ TOTAL TIME ON JOB (IN DAYS) __ BUILDING PERMIT NO U^-^-^ DISTRICT NO. _ JOB ADDRESS Gfr£ <-$&&£> ^ - ^8W L GENERAL CONTRACTOR SIZE OF BLDG _____ __ __ TYPE OF WALL_ ____ _^__ ____ ___ _ NO OF STOR TYPE OF WORK REINFORCED CONCRETE Q MASONRY n HI-TENSILE BOLTING PRESTRESSED CONCRETE J WELDING GYPSUM CONCRETE DESCRIPTION OF WORK TNSPECT*n &£S LOCATION IN STRUCTURE AH work on this job to date has been satisfactorily cf5japTetfxi and conforms 10 t^6 approved plans and requirements of the Jvfo>* &/&£) County Building Code Date ,_. Special Inspector COUNTY OF DEPARTMENT OF COUNTY ENGINELK BUILDING AND SAFETY DIVISION 'SPECIAL INSPECTOR'S'REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING .AND SAFETY DIVISION WEEKLY Q TOTAL TIME ON JOB (IN DAYS) JOB ADDRESS FINAL BUILDING PERMIT L DISTRICT NO. g/f? GENERAL CONTRACTOR HU*J5fyj< V SIZE OF BLDG TYPE OF WALL - NO OF STORIES TYPE OF WORK - REINFORCED CONCRETE Q MASONRY Q PRESTRESSED CONCRETE D DESCRIPTION OF WORK INSPECTED & WELDING HI-TENSILE BOLTING GYPSUM CONCRETE 4L All work on this job to date has been satisfactorily comp requirements of the^/fas P/^\) County Building Code d conforms to the apj^ved plans and - -Date Special Inspector COUNTY OF DEPARTMENT OF COUNTY ENGINEER BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION WEEKLY D TOTAL TIME ON JOB (IN DAYS) JOB ADDRESS FINAL BUILDING PERMIT t DISTRICT NO t/c GENERAL CONTRACTOR __ SIZE OF BLDG TYPE OF WORK REINFORCED CONCRETE D TYPE OF W NO OF STOR PRESTRESSED CONCRETE Q DESCRIPTION OF WORK MASONRY G WELDING [g•\ 07? HI-TENSILE BOLTING GYPSUM CONCRETE ' TO 7 LOCATION IN STRUCTURE I/ <f rt // /t A (j) REMARKS AH work on this job to date has been satisfactorily requirements of thejv^/ O/defi) County Building Date 10 the^pproyed plans £ind Special Inspector COUNTY Or DEPAKl MENT OF COUNTY hNGlNLLK BUILDING AND SAFETY DIVISION SPECIAL INSPECTOR'S REPORT EACH INSPECTOR MUST COMPLETE THIS REPORT AND MAIL IT TO THE DISTRICT OFFICE OF THE BUILDING AND SAFETY DIVISION WEEKLY Q TOTAL TIME ON JOB (IN DAYS) JOB ADDRESS FINAL BUILDING PERMIT 'O L DISTRICT NO l//f GENERAL CONTRACTOR SIZE OF BLDG ___ TYPE OF WORK REINFORCED CONCRETE Q0fc _ ___ TYPE OF W PRESTRESSED CONCRETE D DESCRIPTION OF WORK INSPECTED r MASONRY Q WELDING Q NO OFSTOR] HI-TENSILE BOLTING GYPSUM CONCRETE REMARKS ^/ ^-— •All work on this job 10 date has been satisfactorily completed and conforms to the appro v&oplans and requirements of the,5y^<* O/A County Building Code Date Spc-cial laspecior John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO.: 1671-1 FILE NO.. P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #1 IDENTIFICATION MARK 8 ABC DATE CYLINDER MADE 11-4-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11-7-97 COMPRESSIVE STRENGTH, (P.S.I.): 4 Day #1 REMARKS. COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES: 6 DESIGN MIX: 355P CYL. MADE BY: CLIENT 2400 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO.: 1671-1-2-3 FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE,EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: \PANEL #1 IDENTIFICATION MARK: 8 ABC DATE CYLINDER MADE: 11-4-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11 -7-97 COMPRESSIVE STRENGTH, (P.S.I): 4 Day #1 SLUMP-INCHES: 6 DESIGN MIX- 355P CYL. MADE BY. CLIENT 2400 28 Day #2 3820 28 Day #3 4030 REMARKS' COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloomtngton (909) 877-1324 Riverside (909) 783 7910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT. CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO.: 1681-1-2-3 FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #7 IDENTIFICATION MARK: 9 A-C DATE CYLINDER MADE: 11-7-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11-10-97 COMPRESSIVE STRENGTH, (P S I.): 5 Day #1 28 Day #2 28 Day #3 SLUMP-INCHES: 5 DESIGN MIX-355P CYL. MADE BY: CLIENT 2190 3110 3220 REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloomington (909) 877 1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO. 1681-1 FILE NO. P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE PANEL #7 IDENTIFICATION MARK: 9 A-C DATE CYLINDER MADE: 11 -7-97 DESIGN PSI @ 28 DAYS' 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11-10-97 COMPRESSIVE STRENGTH, (P.S.I.): 5 Day _#1 Day Day REMARKS: COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES 5 DESIGN MIX: 355P CYL. MADE BY CLIENT 2190 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John RL INCORPORATED DEC 2 6 1997 ENGINEERING CONCRETE COMPRESSION TEST REPORTDEPARTMENT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1685^1-2-3-H FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #12 IDENTIFICATION MARK: 10 A-D DATE CYLINDER MADE: 11-10-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 4 DATE CYL. RECEIVED 11-13-97 COMPRESSIVE STRENGTH, (P.S.I.): 7 Day #1 SLUMP-INCHES: 5 DESIGN MIX: 355P CYL. MADE BY: CLIENT 2760 28 Day #2 3600 28 Day #3 3640 REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH 1 L COPIES TO. (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Btoomington (909) 877 1324 Riverside (909) 783 1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO . 1685-1 FILE NO. P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #12 IDENTIFICATION MARK: 10 A-D DATE CYLINDER MADE: 11-10-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL MADE: 3 DATE CYL. RECEIVED 11-13-97 COMPRESSIVE STRENGTH, (P.S.I.): 7 Day #1 Day Day REMARKS: COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES 5 DESIGN MIX 355P CYL. MADE BY: CLIENT 2760 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloomington, CA 92316-2903 Btoomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO 1704-1 FILE NO. P-4147 CARLSBAD Ir2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: DOCK PANELS IDENTIFICATION MARK: 12 A-C DATE CYLINDER MADE: 11-14-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE. 3 DATE CYL. RECEIVED 11-17-97 COMPRESSIVE STRENGTH, (P.S I.): 4 Day #1 Day Day REMARKS: COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES 5 DESIGN MIX 355P CYL. MADE BY. CLIENT 2300 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton.CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT. PROJECT. CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1703-1 FILE NO.' P-4147 CARLSBAD;I; 2840'LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE. PANEL #15 IDENTIFICATION MARK: 11 A-D DATE CYLINDER MADE: 11-12-97 DESIGN PSI @ 28 DAYS: 3000 NO OF CYL. MADE. 4 DATECYL RECEIVED 11-17-97 COMPRESSIVE STRENGTH, (P.S.I.): 6 Day #1 Day Day REMARKS: COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES' 5 DESIGN MIX: 355P CYL. MADE BY. CLIENT 2720 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1703-1-2-3-H FILE NO.: P-4147 CARLSBAD I,'2840 LQKER AVENUE EASTJ CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #15 IDENTIFICATION MARK: 11 A-D DATE CYLINDER MADE: 11-12-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 4 DATE CYL. RECEIVED 11-17-97 COMPRESSIVE STRENGTH, (P.S.I.): 6 Day #1 SLUMP-INCHES: 5 DESIGN MIX: 355P CYL. MADE BY: CLIENT 2720 28 Day #2 3890 28 Day #3 3640 REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloommgton (909) 877-1324 Riverside (909) 783 1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT. PROJECT- CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO 1668-1 FILE NO. P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE. PANEL #19 IDENTIFICATION MARK: 5 ABC DATE CYLINDER MADE: 10-29-97 DESIGN PS1 @ 28 DAYS 3000 NO- OF CYL MADE: 3 DATECYL RECEIVED 10-31-97 COMPRESSIVE STRENGTH, (P S I) 10 Day #1 REMARKS: COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES' 5 DESIGN MIX: 355P CYL MADE BY: CLIENT 2580 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton. CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO.: 1668-1-2-3 FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 ' LOCATION IN STRUCTURE: PANEL #19 ] IDENTIFICATION MARK- 5 ABC DATE CYLINDER MADE: 10-29-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATECYL RECEIVED 10-31-97 COMPRESSIVE STRENGTH, (P.S.I.): 10 Day #1 28 Day #2 28 Day #3 SLUMP-INCHES: 5 DESIGN MIX: 355P CYL. MADE BY: CLIENT 2580 3320 3250 REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave , Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1669-1 FILE NO. P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE PANEL #26 IDENTIFICATION MARK: 6 ABC DATE CYLINDER MADE: 10-29-97 DESIGN PSI @ 28 DAYS' 3000 NO. OF CYL. MADE. 3 DATE CYL. RECEIVED 10-31-97 COMPRESSIVE STRENGTH, (P.S.I.): 10 Day #1 REMARKS: COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES. 5 DESIGN MIX: 355P CYL. MADE BY: CLIENT 2970 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Aven Bloommgton, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO/ 1669-1-2-3 FILE NO.. P-4147 CARLSBAD I, 2840'LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #26 IDENTIFICATION MARK: 6 ABC DATE CYLINDER MADE: 10-29-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 10-31-97 COMPRESSIVE STRENGTH, (P.S.I.)- 10 Day #1 SLUMP-INCHES: 5 DESIGN MIX- 355P CYL. MADE BY: CLIENT 2970 28 Day #2 3600 28 Day #3 '3640 REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave , Bloommgton, CA 92316-2903 Bloommgton (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT- PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA91™—_ LAB NO.: 1613-1-2-H FILE NO.' P-4147 CARLSBAD I, 2840 LOKER AVENUE EAS^, CARLSBAD, CA 92009, CA PERMITNe—9ZQ948 LOCATION IN STRUCTURE. PANEL #29 IDENTIFICATION MARK. 1 A-C DATE CYLINDER MADE * * 10-23-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 10-28-97 COMPRESSIVE STRENGTH, (P S.I.): 14 Day #1 SLUMP-INCHES 5 DESIGN MIX: 335 CYL MADE BY: CLIENT 3530 14 Day. #2 Day 3360 REMARKS: THE 14 DAY TESTS EXCEED INDICATED DESIGN STRENGTH THE 28 DAY TEST WILL BE PERFORMED UPON REQUEST, COPIES TO: (1) CLIENT (1)" CITY OF CARLSBAD (1) HUNSAKER CORPORATION . . . . GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION .2257 South Lilac Ave., Bloommgton, CA 92316-2903 Bloomington (909)877-1324 Riverside (909)783-1910 Fax (909)877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO,CA 91710 LAB NO.: 1614-1-2-H FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #34 IDENTIFICATION MARK' 2 A-C DATE CYLINDER MADE. 10-23-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL RECEIVED 10-28-97 COMPRESSIVE STRENGTH, (P.S.L): 14 Day #1 SLUMP-INCHES 5 DESIGN MIX- 335 CYL. MADE BY: CLIENT 3500 14 Day #2 Day 3390 REMARKS: THE 14 DAY TESTS EXCEED INDICATED DESIGN STRENGTH THE 28 DAY TEST WILL BE PERFORMED UPON REQUEST COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHN1CAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 ' Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT. CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 CARLSB PERMIT LOCATION IN STRUCTURE: IDENTIFICATION MARK DATE CYLINDER MADE: DESIGN PSI (5> 28 DAYS: 2840 LOKER -9ZQ348 PANEL #39 3A-C 10-28-97 3000 •HWy&^A LAB NO.: 1643-1-2-H FILE NO.' P-4147 , CARLSBAD, CA 92009, CA NO. OF CYL MADE: 3 DATE CYL. RECEIVED 10-31-97 COMPRESSIVE STRENGTH, (P.S.I.): 14 Day #1 SLUMP-INCHES' 5 DESIGN MIX: 355P CYL MADE BY: CLIENT 3290 14 Day #2 Day 3220 REMARKS THE .14 DAY TESTS EXCEED INDICATED DESIGN STRENGTH THE 28 DAY TEST WILL BE PERFORMED UPON REQUEST COPIES TO. (1) CLIENT (1)- CITY OF CARLSBAD - (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION ' 2257 South Lilac Ave., Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT. PROJECT. CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1644-1-2-H FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: PANEL #42 IDENTIFICATION MARK: 4 A-C DATE CYLINDER MADE: 10-28-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE. 3 DATECYL RECEIVED 10-31-97 COMPRESSIVE STRENGTH, (P.S.I.): 14 Day #1 SLUMP-INCHES' 5 DESIGN MIX: 355P CYL. MADE BY. CLIENT 3020 14 Day #2 Day 3000 REMARKS. THE 14 DAY TESTS EXCEED INDICATED DESIGN STRENGTH THE 28 DAY TEST WILL BE PERFORMED UPON REQUEST COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS * TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1670-1 FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE- PANEL #52 IDENTIFICATION MARK. 7 ABC DATE CYLINDER MADE 11-4-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11-7-97 COMPRESSIVE STRENGTH, (P.S I.): 4 Day #1 REMARKS: COPIES TO. (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION SLUMP-INCHES: 6 DESIGN MIX: 355P CYL. MADE BY: CLIENT 2540 GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloommgton, CA 92316-2903 eioomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT: PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO.CA 91710 LAB NO: 1670-1-2-3 FILE NO.. P-4147 CARLSBADJ, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: < PANEL #52 IDENTIFICATION MARK: 7 ABC DATE CYLINDER MADE: 11 -4-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11-7-97 COMPRESSIVE STRENGTH, (P.S.I): 4 Day #1 28 Day #2 28 Day #3 SLUMP-INCHES: 6 DESIGN MIX:355P CYL. MADE BY: CLIENT 2540 3990 3890 REMARKS: COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO: (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloomington, CA 92316-2903 Bloomington (909) 877 1324 Riverside (909) 783-1910 Fax (909) 877 5210 John R. Buerlu INCORPORATED CONCRETE COMPRESSION TEST REPORT CLIENT PROJECT: CHARLES E MASON, JR PO BOX 1696 CHINO, CA 91710 LAB NO.: 1704-1-2-3 FILE NO.: P-4147 CARLSBAD I, 2840 LOKER AVENUE EAST, CARLSBAD, CA 92009, CA PERMIT NO 970948 LOCATION IN STRUCTURE: ;DOCK PANELS IDENTIFICATION MARK: 12 A-C DATE CYLINDER MADE: 11-14-97 DESIGN PSI @ 28 DAYS: 3000 NO. OF CYL. MADE: 3 DATE CYL. RECEIVED 11-17-97 COMPRESSIVE STRENGTH, (P S I.)' 4 Day #1 SLUMP-INCHES: 5 DESIGN MIX. 355P CYL MADE BY. CLIENT 2300 28 Day #2 4310 28 Day #3 4350 REMARKS' COMPRESSIVE STRENGTH EXCEEDS INDICATED DESIGN STRENGTH COPIES TO" (1) CLIENT (1) CITY OF CARLSBAD (1) HUNSAKER CORPORATION GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave, Bloommgton, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877 5210 <s EsGil Corporation Professional Ttan Review 'Engineers DATE 8/1/97 O APPLICANT • JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 97-948 SET VI PROJECT ADDRESS Loker Ave. PROJECT NAME Hunsaker Development 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person XI REMARKS Mech sheet to be signed by the designer Roof screening to be approved by the City -Building Dopaftmei^-tQ-apprave-speaaJH^ . By Mike Kratz Enclosures Esgil Corporation D GA D CM D EJ D PC 7/25/97 trnsmtldot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 + (619)560-1468 4- Fax (619) 560-1576 EsGil Corporation a APBJJCANT ZT^\JR\S^> Q-TOtfTRE VIEWER Q FILE £rofesswnaC<p[an 1(eVieW "Engineers DATE 7/23/97 JURISDICTION Carlsbad PLAN CHECK NO 97-948 SET V PROJECT ADDRESS Loker Ave. PROJECT NAME Hunsaker Development 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check fist and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Himes, Peters, Jepson Architects 3505 Cadillac Ave , Suite L5, Costa Mesa, CA 92626 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgi! Corporation staff did advise the applicant that the plan check has been completed Person contacted Gerry Dorsey Telephone # (714) 549-0644 Date contacted 7/23/97 (by MK) Fax # (714)549-7168 Mail Telephone Fax In Person REMARKS By Mike Kratz , Esgil Corporation n GA' D CM n EJ PC Enclosures 7 ft 5197 trnsmtldot 9320 Chesapeake Drive, Suite 208 •* San Diego, California 92123 + (619)560-1468 + Fax (619) 560-1576 Carlsbad 97-948 V 7/23/97 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbadi PROJECT ADDRESS Loker Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION 7/15/97 REVIEWED BY Mike Kratz PLAN CHECK NO 97-948 SET V DATE RECHECK COMPLETED 7/23/97 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, notse attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION - B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 97-948 V 7/23/97 A-1 Provide revised structural calculations and revised plans for window opening changes on panel 51, 52, & 53 Do other panels change per the architectural Provide 3 copies of plans of any changed sheets Provide corrected panel elevations, and provide calculation for lateral loads in the plane of the new walls with new openings. 3 M sheets to be signed by the'Mechanical Contractor This may be done at the City 50 Roof screening to be reviewed and approved by the City If you have any questions regarding these items, please contact Mike Kratz of Esgil Corporation at (619) 560-1468 Thank you •Professionaff Can %t DATE 7/11/97 JURISDICTION Carlsbad PLAN CHECK NO 970948 PROJECT ADDRESS Loker Ave. PROJECT NAME Hunsaker Development EsGil Corporation 'Engineers a APPLICANT U PLAN REVIEWER FILE SET IV 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Hunsaker Development 17761 Mitchel North, Irvine CA 92614 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Hunsaker Development Date contacted "?inh7 (byf*vO Mail ^/Telephone Fax ^In Person XI REMARKS Forward to the structural engineer Telephone # (714) 863-1390 Fax # (714) 553-8390 By Mike Kratz Esgil Corporation , D GA D CM D EJ D PC Enclosures 7/11/97 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 • (619)560-1468 4- Fax (619) 560-1576 Carlsbad 970948 IV 7/11/97 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS Loker Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION 7/11/97 REVIEWED BY Mike Kratz PLAN CHECK NO 970948 SET IV DATE RECHECK COMPLETED 7/11/97 FOREWORD {PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list*? QYes GNo Carlsbad 970948 IV 7/11/97 A-1 Provide revised structural calculations and revised plans for window opening changes on panel 51, 52, & 53 Do other panels change per the architectural Provide 3 copies of plans of any changed sheets 3 M sheets to be signed by the Mechanical Contractor This may be done at the • City 50 Roof screening to be reviewed and approved by the City If you have any questions regarding these items, please contact Mike Kratz of Esgil Corporation at (619) 560-1468 Thank you EsGil Corporation s Trofesswnaf f[an Review 'Engineers DATE 7/8/97 Q APPLICANT JURISDICTION Carlsbad Q PLAN REVIEWER O FILE PLAN CHECK NO 97-948 SET III PROJECT ADDRESS Loker Ave. PROJECT NAME Hunsaker Development 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Hunsaker Development 17761 Mitchell North, Irvine, CA 92614 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Hunsaker Development Telephone # (714) 863-1390 Date contacted itefa? (by F/*x) Fax # (714) 3*3 S3?o Mailu^ Telephone Fax;-" In Person REMARKS ' By Mike Kratz Enclosures Esgil Corporation D GA D CM D EJ E| PC 6/30/97 trnsmtldot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 + (619)560-1468 4- Fax (619) 560-1576 Carlsbad 97-948 III 7/8/97 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS Loker Ave. DATE PLAN RECEIVED BY ESG1L CORPORATION 6/30/97 REVIEWED BY Mike Kratz PLAN CHECK NO 97-948 SET III DATE RECHECK COMPLETED 7/8/97 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 97-948 III 7/8/97 • The following note should be given with each correction list Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential 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 3 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 Sheet M-1 needs to be signed by the licensed Mechanical Contractor who prepared the plans. 6 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E Clarify note on A-1. "Any?" Note on A-1 is unclear. Specify "Yes or No" if any hazardous materials will be used or stored in excess of the specified Tables. 29 Special inspection program to be approved by the City Does Corky Mason have qualification for special inspections in all the specified areas'? Usually the soils engineer does the soils foundations 32 Submit cut sheets and samples of 2 1/8" 10-d nails for 3" nailing at roof diaphragms A&B Also note that prior to nailing roof diaphragm that the contractor is to submit samples of nails to the engineer, and include this as an item in the special inspection program Otherwise, provide 3 by members at all edges with 3" nailing 50 Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6) Location of mechanical equipment and use of parapet as screening to be approved by the City of Carlsbad. Carlsbad 97-948 III 7/8/97 • DISABLED ACCESS 1 Show an accessible path of travel from Door 3 to the public way, and door F's on line A to the driveway Will curb ramps be required'? Show an accessible path of travel from Door B on line J to the drive way Show 60" deep level landings outside the above doors Unable to find section D3.3.4 Exception 1.B in the State Law. Provide a copy for the plan Checker. If this is not a valid exception, or if full compliance can not be met, provide access to the exits as noted. 9 Show on site plan locations of all curb ramps, and cross reference all construction details See site correction 1 above If you have any questions regarding these items, please contact Mike Kratz of Esgil Corporation at (619) 560-1468 Thank you EsGil Corporation >ionaCt£tan ^evieii) 'Engineers DATE 6/16/97 JURISDICTION Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO 97-948 SET II PROJECT ADDRESS Loker Ave. East PROJECT NAME Hunsaker Development 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Hunsaker Development 17761 Mitchell North, Irvine, CA 92614 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS' - ' -- ' ,By Mike Kratz Enclosures - 'Esgil Corporation - D GA D CM ? K EJ " D PC 6/3/97 , trnsmtldot 9320 Chesapeake Dnve, Suite 208 *• San Diego, California 92123 4- (619)560-1468 * Fax (619) 560-1576 Carlsbad 97-948 II 6/16/97 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS Loker Ave. East DATE PLAN RECEIVED BY ESGIL CORPORATION 6/3/97 REVIEWED BY Mike Kratz PLAN CHECK NO 97-948 SET II DATE RECHECK COMPLETED 6/16/97 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to Esgil Corp ortothebldg dept of the juris B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 97-948 II 6/16/97 • The following note should be given with each correction list Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential 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 3 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 Sheet M-1 needs to be signed by the licensed Mechanical Contractor who prepared the plans. 6 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E Clarify note on A-1. "Any?" 29 Special inspection program to be approved by the City Does Corky Mason have qualification for special inspections in all the specified areas'? Usually the soils engineer does the soils foundations 32 Submit cut sheets and samples of 2 1/8" 10-d nails for 3" nailing at roof diaphragms A & B Also note that prior to nailing roof diaphragm that the contractor is to submit samples of nails to the engineer, and include this as an item in the special inspection program Otherwise, provide 3 by members at all edges with 3" nailing 38 On designs of wall panels a Check individual wall panels on lines E and 5 for overturning Individual panels need to be checked for overturning, so that it can be determined that adequate shear and chord connectors are provided between individual panels. Carlsbad 97-948 II 6/16/97 b In ultimate strength designs of tilt-up panels, roof live loads must be included in combination with seismic or wind loads as per 1909 2 Omission of roof live loads is only allowed for working stress design per 1603 6 On panels 33 thru 39, provide #6 bars at 11" O.C. as per calculations. 39 On mezzanine lateral analysis, include tributary mass from tilt-up walls, or make the mezzanine totally independent from the tilt-up walls Calculations for mezzanine shear walls unclear, but shear walls on lines G.4 and 105 appear inadequate. 45 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a The building pad was prepared in accordance with the soils report, b The utility trenches have been properly backfilled and compacted, and c The foundation excavations comply with the intent of the soils report " 46 Show size, embedment and location of hold down anchors on foundation plan Section 10633, 50 Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6) Location of mechanical equipment and use of parapet as screening to be approved by the City of Carlsbad. If you have any questions regarding these items, please contact Mike Kratz of Esgil Corporation at (619) 560-1468 Thank you 4 ELECTRICAL PLAN REVIEW * 1993 NEC * PLAN REVIEWER: Eric Jensen 14 The "Future " electrical room is shown with only one door A minimum of 7', possibly 8', clear space is required in front of the service where using one door for access If only one door is used, the closest edge of the door may be no closer than 4' to the service gear (NEC 110-16(c) ex 2) The 8' clearance must be 8' clear, the design as shown on Sheet E3A has panelboard "HL" infringing upon this area. The local Utility Company will not allow "foreign Utilities" (such as the phone board shown) to be installed in their (the Utility Company's) service room. DISABLED ACCESS Carlsbad 97-948 II 6/16/97 1 Show an accessible path of travel from Door 3 to the public way, and door F's on line A to the driveway Will curb ramps be required? Show an accessible path of travel from Door B on line J to the drive way Show 60" deep level landings outside the above doors 3 Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B57and1127B3 4 On 14/A6 2, show marking on all treads as per the original correction 6 Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 1129B 4 3 With groups of HC parking, it appears that wheel stops are required. 9 Show on site plan locations of all curb ramps, and cross reference all construction details See site correction 1 above 17 Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1004 3 1 a Is to be centered >30" but <44" above floor b Latching, or locking, doors in a path of travel are operated with a single effort by i Lever type hardware u Panic bars in Push-pull activating bars iv Or other hardware designed to provide passage without the requirement to grasp the hardware 20 Show 1 1/2" handrail on detail 3/A6 0 If you have any questions regarding these items, please contact Mike Kratz of Esgil Corporation at (619) 560-1468 Thank you V.EsGil Corporation Professional3>(an Review 'Engineers DATE 5/6/97 JURISDICTION Carlsbad PLAN CHECK NO 97-948 PROJECT ADDRESS Loker Ave. East PROJECT NAME Hunsaker Development Q PLAN REVIEWER Q FILE SET I The plans transmitted herewith have been corrected where necessan/and substantially comply with the jurisdiction's *********** codes The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by budding department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck V *• 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 Hunsaker Development 17761 Mitchell North, Irvine, CA92614 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # • Date contacted (by ) , Fax # Mail Telephone Fax In Person REMARKS By MikeKratz Esgil Corporation E3 GA D CM IE EJ D PC . Enclosures 4/24/97 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 * Fax (619) 560-1576 Carlsbad 97-948 5/6/97 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 97-948 OCCUPANCY B, F-l, S-l JURISDICTION Carlsbad USE Industrial/Warehouse TYPE OF CONSTRUCTION V-n spr ACTUAL AREA 104,298 ALLOWABLE FLOOR AREA ? SPRINKLERS'? yes REMARKS DATE PLANS RECEIVED BY JURISDICTION 4/22/97 DATE INITIAL PLAN REVIEW COMPLETED 5/6/97 STORIES 1 + mez. HEIGHT 35ft. OCCUPANT LOAD 521 DATE PLANS RECEIVED BY ESGIL CORPORATION 4/24/97 PLAN REVIEWER Mike Kratz FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 1994 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans. LIST NO 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC ) comforw dot Carlsbad 97-948 5/6/97 • The following note should be given with each correction list Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential 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 • PLANS 1 Provide the site address on the Title Sheet 2 Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet 3 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 i 4 Indicate on the Title Sheet whether or not a grading permit is required for this project 5 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC 6 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E Carlsbad 97-948 5/6/97 7 Provide a Building Code Data Legend on the Title Sheet Include the following code information for each building proposed 4 Occupancy Group B/S-^/F-? 4 Type of Construction ? (See Below) * Sprinklers Yes or No Yes * Stories 1 + Mez 4 Height 35ft 4 Justification to exceed allowable area in Table 5-B (if applicable) 8 On site plan, south west corner is less than 60 ft to the property line, therefore 60 ft yards on all sides can not be used for unlimited floor area as per UBC 505 2 Specify the type of construction and justify the allowable building area 9 Unless considered a separate story, the floor area of a mezzanine shall be included in calculating the area of the story in which it is located Section 504 4 • SITE PLAN 10 Clearly dimension building setbacks from property lines, and street centerlines on the site plan 11 Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan 12 Provide a statement on the site plan stating "All property lines, easements and buildings, both existing and proposed, are shown on this site plan " 13 Clearly designate any side yards used to justify increases in allowable area based on Section 505 14 Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained j 15 Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes • FIRE-RESISTIVE CONSTRUCTION 16 If building is required to be of fire resistive construction for allowable floor area, provide details for fire resistive protection of structural elements Carlsbad 97-948 5/6/97 • OCCUPANCY SEPARATION 17 If occupancies other than B/S-1 or F-1, maintain required occupancy separation as per Table 3-B • EXITS • STAIRWAYS 18 Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches Section 1006 3 See the exception for private stairways serving less than 10 occupants Schedule on 3/A6.0 will allow risers less than 4" • GLASS AND GLAZING 19 Specify on the window schedule the glass type and thickness to show compliance with Table 24-A and Graph 24-1 20 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface c) Individual fixed or operable panels, other than those locations described above, that meet alt of the following conditions i) Exposed area of an individual pane is greater than 9 square feet, and . • n) Exposed bottom edge is less than 18 inches above the floor, and in) Exposed top edge is greater than 36 inches above the floor, and iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing • ROOFS 21 A Class B roof covering is required, as amended by City of Carlsbad ordinance Carlsbad 97-948 5/6/97 22 Provide specification for roof material and application 23 Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water Section 1506 1 24 On roof dram detail 7/A6 0, show overflow dram 2" above the roof deck, not 2" above the roof recess as shown on the detail 25 Show locations of curtain boards and provide detail of construction as per UBC 9065 • FIRE EXTINGUISHING 26 Fire sprinklers are required for any story or basement when the floor area ' exceeds 1,500 sq ft and there is not provided at least 20 sq ft of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of ' exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 904 2 2 27 Note on the plans "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shal! be provided with a local alarm which will give an audible signal at a constantly attended location " Section 904 3 • FRAMING 28 On listing of special inspections, include soils compliance as per 1701 5 item 13 29 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 30 On the cover sheet of the plans, specify any items that will have a deferred submittal (Steel joists, girders, truss 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" 31 On roof framing plan, show location, size and weight of all room mounted mechanical equipment Carlsbad 97-948 5/6/97 32 At roof framing, provide 3 x or larger sub-purlins at diaphragms A & B, which have 3" edge nailing See Table 23-1-J-1, footnote 3 33 On roof framing plan, dimension extent of roof diaphragm B to the right of line 5, and roof diaphragm A above line J 34 Provide on plans axial load design criteria for Steel joists and girders taking collector loads on line 9 taking rotational forces- 35 At sub-diaphragms, show one more bay of blocking and straps as per calculations (40ft deep) 36 On panel elevations on WP-2, what do portions that are "X" signify'? The portions that are cross hatched? 37 Wall panel elevations appear incomplete Some, but not all short comings are noted as follows a) Ties on "Panels with Pilasters" on WP-1 closer tie spacing needs to extend L/6 from point of tie to slab, and from the top bearing points Also the right pilaster needs to show the closer tie spacing for columns if supporting axial loads b) Show size and number of vertical bars on J/WP-1 c) Clearly show on panel elevation all openings, thickened panel sections recesses, etc d) Clarify cross referencing of jamb returns e) Cross reference special reinforcing at all girder supports f) complete panel schedules for panels 55 thru 71 38 On designs of wall panels a) Check individual wall panels on lines E and 5 for overturning b) In ultimate strength designs of tilt-up panels, roof live loads must be included in combination with seismic or wind loads as per 1909 2 Omission of roof live loads is only allowed for working stress design per 16036 c) 39 On mezzanine lateral analysis, include tributary mass from tilt-up walls, or make the mezzanine totally independent from the tilt-up walls 40 At mezzanine framing a) On line H, develop wall tie loads into adequate sub-diaphragms b) Detail connection of W14 x 22 to tilt up panel c) Detail interaction of steel columns with ends of shear walls with hold down anchors Carlsbad 97-948 5/6/97 41 Provide calculations for drag splices at tilt-up panels on lines E and 5 Chord splice/ledger details 8, 9, & 10/SD-3 appears inadequate Note for example lagest load resisting panels are the end of the line on line 5 42 On 2 way drag detail 6/SD-5, are details 9 and 10 correctly cross referenced'? Are they transposed? 43 On details 10, 18, & 19 on SD-5, show welds for 1/2" continuity plates • FOUNDATION 44 The foundation plan does not comply with the following soil report recommendation(s) for this project Show #4 rebars at 18" O C at slab on grade as per section 3 2 of the report 45 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report" 46 Show size, embedment and location of hold down anchors on foundation plan Section 10633 • MISCELLANEOUS 47 Guardrails at rear stairs (Section 509 1) a) * Shall be installed at balconies or porches more than 30" above grade or floor below b) Shall have a height of 42" c) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B d) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 48 Note on the plans that new water closets and associated flushometer valves, if any, shall use no more than 1 6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112192 H &S Code, Section 17921 3(b) 49 Urinals and associated flushometer valves, if any, shall use no more than one gallon per flush and shall meet performance standards established by the -American National Standards Institute Standard A112 19 2 H & S Code, Section - 17921 3(b) Carlsbad 97-948 5/6/97 CARLSBAD SPECIAL CODE REQUIREMENTS 50 Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6) 51' Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof dram Policy 84-35 • ADDITIONAL • 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 • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q-Yes Q No • 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 Mike Kratz at Esgil Corporation Thank you Carlsbad 97-948 5/6/97 4 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS 4 PLAN REVIEWER: Glen Adamek 1 Each sheet of the plans must be signed by the licensed designer • PLUMBING (1994 UNIFORM PLUMBING CODE) 2 Correct the water line sizing calculations to show the maximum velocities of 8 feet per second as per the appropriate Installation Standard as per UPC Section A 6 1 The 1 inch and 3/4 inch water lines serving the urinal are undersized The 2 inch building water main is undersized for the total 129 GPI water demand For corrected velocity the 1-1/2 inch water line serving the restroom area is undersized For example for 9 psig per 100 feet maximum allowable pressure drop, the maximum demands for each pipe size are as follows Pipe Size 0 1/2" 0 3/4" 0 1" 0 4-1/4" 0 1-1/2" 0 2" 0 2-1/2" GPM 4 9 17 ' 36 46 80 135 ft/sec 5 6 7 8 - 8 8 8 FU tank 5 13 24 70 110 280 555 FUFV 0 2 4 22 39 150 452 Show water heater location on plans Is it above or below the Mezzanine floor level? UPC, Section 501 0 a) If above the Mezzanine floor level, the plans show no wall near the water heater to connect the straps to brace the water heater to resist seismic forces UPC, Section 510 0 b) If below the Mezzanine floor level, provide the required ladder access to water heater more than 8 feet above the floor UPC section 511 2 Provide scupper sizing, mam roof drainage sizing and overflow roof drainage sizing calculations as per UBC, Section 1506, and UPC, Appendix 'D' Carlsbad uses 3 3 inches per hour rainfall rated The scuppers, roof drams and horizontal piping are undersized • MECHANICAL (1994 UNIFORM MECHANICAL CODE) Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 Carlsbad 97-948 5/6/97 • ENERGY CONSERVATION NOTE Plans submitted after July 1, 1995 must comply with the new energy standards 6 The energy design does not show the roof insulation and the roof area over the conditioned office space Please correct and rerun the energy design 7 Show the dayht areas and required dayht area lighting controls for lighting in daylit areas Title 24, Part 6, Section 131(c) Correct the light switching 8 The energy design does not show the roof insulation and the roof area over the conditioned office space Please correct and rerun the energy design 9 Complete energy plan check will be done when complete corrected energy designs are provided 10 ' The corrected, completed and signed ENV-1 forms must be imprinted on the plans 11 The LTG-1 forms on sheet E5 must be signed by the Documentation Author and Principal Lighting Designer Use LTG-1 forms dated July 1995 or later 12 The LTG:1 part 2 of 2 form is missing and must be imprinted on the plans with the LTG-1 part 1 of 2 on sheet E5 Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad 97-948 5/6/97 + ELECTRICAL PLAN REVIEW 4 1993 NEC • PLAN REVIEWER: Eric Jensen 13 The Utility Company requires access to the service room - check with the local Utility planner for the acceptability of an interior electrical service room 14 The "Future" electrical room is shown with only one door A minimum of 7', possibly 8', clear space is required in front of the service where using one door for access If only one door is used, the closest edge of the door may be no closer than 4' to the service gear (NEC 110-16(c) ex 2) 15 The City of Carlsbad does not allow the use of armored cable (ac/bx) Please ,specify the type of wiring method that will be used at this facility 16 Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad Please specify what all the acceptable grounding electrodes will be Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468 To speed the review process, note on thts list ( or a copy) where the corrected items have been addressed on the plans Carlsbad 97-948 5/6/97 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 (4) All existing accommodations when alterations, structural repairs or additions are made to such accommodations NOTE All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24 SITE PLAN REQUIREMENTS Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B 1 Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc Provide an accessible path of travel from the public way to the building entrances, and accessible ground level exits Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility Signs are required to indicate the direction to accessible building entrances and facilities, per Sections - 1117B57and 1127B3 Revise plans to show that stairways that occur outside a building comply with Section 1006 as follows a) 'Have the upper approach and all treads marked with a strip of contrasting color as follows i) >2" in width. n) Placed parallel to and <1" from the nose of the step or landing in) The strip is required to be as slip resistant as the treads of the stairs Carlsbad 97-948 5/6/97 DISABLED ACCESS PARKING SPACES 5 Revise site plan to show compliance with the required number of accessible parking spaces for new facilities, (or at existing facilities where a change of occupancy occurs) Per Table 11B-7 the minimum number of spaces is a) 1 for each 25 spaces up to 100 total spaces b) 1 additional space for each 50 spaces for between 101 and 200 total spaces c) 1 additional space for each 100 spaces for between 201 and 500 total spaces • (7 H C spaces are required) 6 Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 1129B43 7 Show or note on the plans that the accessible parking spaces are to be identified by a reflectonzed sign, permanently posted immediately adjacent to and visible from each space, consisting of a) A profile view of a wheelchair with occupant in white on dark blue background b) The sign shall >70 in2 in area c) When in the path of travel, they shall be posted >80" from the bottom of the sign to parking space finished grade d) Signs may also be centered on the wall of the interior end of the parking space >36" from the parking space finished grade, ground or sidewalk e) Spaces complying with Section 1129B 4 2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 1129B5 , f) In addition, each accessible space is required to be marked with the international symbol of accessibility 8 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space The sign shall be >17" x 22" with lettering not <1" in height Per Section 1129B 5 required wording is as follows "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense Towed vehicles may be reclaimed at or by telephoning " CURB RAMPS Carlsbad 97-948 5/6/97 9 Show on site plan locations of all curb ramps, and cross reference all construction details ENTRANCES AND CIRCULATION 10 Revise plans to show that all entrances, and exterior around level exits, are accessible, per Section 1001 9 1 11 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B 1.2 - 12 At non-required, non-accessible exits, remove exit signs, and add a sign stating "Not an accessible exit" and provide directions to the closest accessible exits • WALKS AND SIDEWALKS 13 Show on site plan all walks from accessible exits Maintain the following a) A 48" minimum width per 1023 1 Provide wheel stops at parking to maintain required width b) A 1 20 maximum slope c) A 1/4" per foot maximum cross slope d) Outside exit doors maintain a 60" by 60" level landing per 1023 5 (Provide wheel stops to prevent encroachment of cars ) e) Show locations of all curb ramps f) Show that a 36" wide detectable warning material is provided at boundaries between walkways and vehicular ways Material shall comply with criteria of Section 1024 3, per Section 1024 5 g) Plans indicate that more than one route of travel is to be provided Revise plans to show that all routes are to be made accessible, per Sections 1114B1 2and1127B1 • PEDESTRIAN RAMPS 14 Show compliance of ramp leading to door at cross grid E-5 This is a required exit to maintain the 200 ft maximum travel distance inside the building See T- 24 1023 3 for requirements 15 Show a 60" minimum deep landing outside the door at grid E-5 DOORS 16 Show, or note, that there is a level floor or landing on each side of all doors The floor or landing is to be <?/* lower than the doorway threshold, per Section 10049 1a Carlsbad 97-948 5/6/97 17 Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1004 3 1 f a) Is to be centered >30" but <44" above floor b) Latching, or locking, doors in a path of travel are operated with a single effort by i) Lever type hardware n) Panic bars di) Push-pull activating bars iv) Or other hardware designed to provide passage without the requirement to grasp the hardware 18 Revise plans to show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1004923a a) >24" at exterior conditions SPECIAL HAZARDS 19 Plans show that walk crosses, or adjoins, a vehicular way and walking surfaces are not separated by curbs or other elements Revise plans to show that the boundary is defined, per Section 1024 5, by a continuous detectable warning which is a) >36" in width b) The surface is to consist of raised truncated domes in a staggered pattern with i) A diameter of nominal 0 9" at the base ii) Tapering to 0 45" at the top in) Height of 02" iv) Nominal o c spacing of 2 35" STAIRWAYS AND HANDRAILS 20 • Per Section 1006 9 2 6a, please provide details, sections or notes to show that handgrip portions of handrails are a) >1%" and <1V£" in cross sectional dimension 2" pipe is N.G. SANITARY FACILITIES 21 At restrooms, detail and dimension clearances and mounting heights for all restroom fixtures and accessories Carlsbad 97-948 5/6/97 22 Correct 12/A6 2 and plan on A2 2, so they correctly correspond to each other • GENERAL ACCESSIBILITY REQUIREMENTS • COUNTERS AND TABLES 23 The tops of tables and counters shall be 28" to 34" from the floor Where a , single counter contains more than one transaction station, such as a bank counter with multiple teller window or a retail sales counter with multiple cash register stations, at least 5% (but never less than one of each type of station) shall be located at a section of counter that is at least 36" long and no more than 28" to 34" high 'Section 1122B 4 Coffee Bar 13/A6.2. • ALARMS 24 Per Section 1114B 1 1, when sprinkler or fire alarms are provided, they shall comply with the following a) Approved notification appliances for the hearing impaired shall be installed in accordance with the provisions of NFPA 72G in the following areas i) * Restrooms n) Corridors MI) Occupational shops iv) Occupied rooms where ambient noise impairs hearing of the fire alarm v) Lobbies vi) Meeting rooms vn) Any other area for common use Section 3501 1, amendment to Section 2-4 9 b) Provide a note on the plans stating that the visual and audible alarms will comply with the provisions of NFPA 72G Carlsbad 97-948 5/6/97 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION. Z04fe> £-*%£& Alfc. PLAN CHECK NUMBER.OWNER'S NAME' I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site iisied^above UBC Section 106 3 5 Signed I, as thifengineejferchitect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above S 5igran« Hera 1. List of work requiring special inspection: Compliance Prior to Foundation Inspection \/Structural Concrete Over 2500 PSI U Prestressed Concrete H Structural Masonry U Designer Specified Field Welding Strength Bolting ExpansionyEpoxy Anchors Sprayed-On Fireproofing Other 2. Narne(s) of mdividuai(s) or firm(s) responsible for the special inspections listed above A. CoKKV MA^£>N .Vo&<oyi B 3. Duties of the special inspectors for the work listed above: A. B C Special inspectors shall check in ivrth the City and present their credentials for approval pnorto beginning work on the job site S!P 4997 Carlsbad 97-948 5/6/97 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Mike Kratz BUILDING ADDRESS Loker Ave. East BUILDING OCCUPANCY B/F-l/S-1 PLAN CHECK NO 97-948 DATE 5/6/97 TYPE OF CONSTRUCTION V-n BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) VALUATION MULTIPLIER ' Per Application VALUE ($) > i $3,305,998 00 13 1991 UBC Building Permit Fee D Bldg Permit Fee by ordinance $ 8,151 50 KM 991 UBC Plan Check Fee D Plan Check Fee by ordinance $ 5,29848 Type of Review £3 Complete Review Q Structural Only Q Hourly D Repetitive Fee Applicable D Other Esgil Plan Review Fee $ 4,238 78 Comments Sheet 1 of 1 macvalue doc 5196 f \ V City of Carlsbad Engineering Department BUILDING PLANCHECK CHECKLIST PLANCHECK NODATE £>-£ • BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER c^O^-Ql?^- ENGINEERING DEPARTMENT APPROVAL v?v^ EST VALUE 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 see the attached report of deficiencies marked with^_Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist 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 ENGINEERING DEPT CONTACT PERSON/c Name Michele Masterson City of Carlsbad Address 2075 Las Palmas Dr, Carlsbad, CA 92009 Phone (619) 438-1161, ext 4315 A-4 \J-ASPALMAS\SYS\LlBRARYVENG\WORD\DOCS\CHKLS-nBuiklLnDRaneneckCkBtBPOn01FnrmMM-riiic Rev 12/26.Las Palmas Dr • Carlsbad, CA 92OO9-1576 • (619) 438-1161 • FAX (619) 438-O894 BUILDING PLANCHECK CHECKLIST Q Q SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements 2 Show on site plan D Property Lines E Easements F Right-of-Way Width & Adjacent Streets G Driveway widths A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one ercent towards an adjoining street or an approved drainage course 2 ^!DD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Q DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No Q 4b All conditions are in compliance Date \\LASPALMAS\SYSMJBRARY\ENG\WORDU)OCS\CHKLS7\BuikltnB Planctieck Cfclst BP0001 Form MM Doc Rev 12/26/96 iSTV '2 NO/ Q 3RCV Q BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buddings 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 1/2" 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 submitta! 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 AH 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 1840040 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 1840 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 ULASPALMASSYSM-IBRARYENGWORmDOCSKHKLSTTBulWing PlanWecti Chlsl BP0001 Forni MM doc Rev 12/26/96 BUILDING PLANCHECK CHECKLIST •t st/ pnd^ ord/ Q Q Q 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date Q Q Q 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by AI L. ^W \C Date Q Q Q 7c Graded Pad Certification required (Note Pad certification may be required even tf a grading permit is not required ) Q Q Q 7d No Grading Permit required MISCELLANEOUS PERMITS Q 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tiemg into public storm dram, sewer and water utilities Right-of-Way oermit required for \\LAEPALMASVS¥S\LIBRARV\ENG\WORP\OOCS\CHKLS'nBuildina Plancheck Cklst 6P0001 Form MM doc Rev 12/2B/B6 4 .:/*?*BUILDING PLANCHECK CHECKLIST Q Q a _l A SEWER PERMIT is required concurrent with the building permit issuance fee is noted in the fees section on the following page The 10 INDUSTRIAL WASTE PERMIT is required Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit Industrial Waste permit accepted by ate 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 "JSWJequired fees are attached 'Q No fees required 13 Additional Comments: \M-A5 PALM A S\SYSW BRA RY\ENG\WORDM3OCS\CHKLST\BuiWmfl Plancheck Ckbl BP0001 Form MM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Bldg PermitAddress £$ & Prepared by Date Checked by Date EDU CALCULATIONS. List types and square footages.for all uses,f . /0/A7*#' Types of Use > \SjLdJ Sq Ft /Units <?/ .535 —EDU's v APT CALCULATIONS List types and square footages for Types of Use \J/J /A Sq Ft /Units FEES REQUIRED- ADT's 4 WITHIN CFD (no bridge & thoroughfare fee, reduced Traffic Impact Fee)D NO PARK-1N-LIEU FEE FEE/UNIT PARK AREA 2 TRAFFIC IMPACT FEE ADT's/UNITS X NO UNITS X FEE/APT =$ BRIDGE AND THOROUGHFARE FEE ADT's/UNITS .FEE/ADT =$ 4 FACILITIES MANAGEMENT FEE UNIT/SO FT /O4*) 5 SEWER FEE PERMIT No ZONE X FEE/SO FT /UNIT ^ $ 4-/I // BENEFIT AREA EDU's U*"»/ 6 DRAINAGE FEES PLDA ACRES (o<0 X FEE/EDU DRAINAGE BASIN X FEE/EDU _ HIGH A X FEE/AC /LOW 3-=$34 LATERAL ($2,500)= $ TOTAL OF ABOVE FEES* $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. P \DOCS\MISFORMS\FEE CALCULATION WORKSHEET REV 0 1 / 28/97 flPR-24-1998 15-04 P.02/02 HUNSAKER ^ASSOCIATES •>AN OICGD 1 N t. I'lANNINO CNGINECRINC SURVEYING IRVINE 1 AS VEGAS IJAVfc HAMMAR JACK HILL LCXWILLIMAN April 24, 1998 City of Carlsbad Engineering Department 2075 Las Palmas Dnve Carlsbad, CA 92009-4859 Attn Joe Fedenco Senior Grading Inspector Subject Civil Engineer's Certification of Building Forms Project Title Building Form Certification for Emerald Ridge Tract 95-05 Lots. 19 through 32 I certify the building foundation forms which are in substantial conformance with the precise grading plans as to honzontal and vertical location Hunsaker & Associates San Diego, Inc Daniel P. Smith L S. 6854 Field Supervisor Suuc 200 A <)>121 (CT9I 150 141* M www tiunsaku torn !nfo«"Hui«akei$D com DS Kd msword* «102\1^8\a77 doc wo 1102-13 TOTfiL P.02 City of Carlsbad^/ Engineering- Department TO; FROM. DATE. DEVELOPMENT PROCESSING SERVICES ENGINEERING INSPECTION DIVISION ROUGH GRADING APPROVAL FOR PROJECT NO. Pi P (P.E. OR TRACT #) (PROJECT NAME & ADDRESS)^ (DEVELOPERS NAME & ADDRESS) or Phase\ We have inspected the grading for v vof the above mentioned project. In addition, we have received rough grading certification , the Soils Engineer, dated AM* I), z& , the Supervision Grading Engineer, from i-J and from x. VM.,. /1 fl*n. and are satisfied that the rough grading has been completed in accordance with City Standards. Based on these certifications and our observation, we take no exception to the issuance of a buiidvmg permit for Lot^f :2S~ or Phase of project P/P \ ^6*-0~*> from a grading standpoint. This release, however, is not intended to certify the project from other engineering concerns including site development, water or sewer availability, or final grading. We will need to be advised prior to the issuance of a Certificate of Occupancy so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. APPROVED. PROJECT GRADING INSPECTOR H \LIBRARY\DPS\WPOATA\INSPECT\ROUQQRAO FOR SR.' CONSTRUCTION INSPECTOR 2O75 Las Palmas Drive • Carlsbad, California 92OO9-1 576 \ (619) 438-1 161 T0 1S194.NO.28-JUL-zyy < BY AND WHEN RECORDED MAIL TO HUNSAKER DEVELOPMENT CO LLC 17761 MITCHELL N IRVINE CA 92614 OFFICIAL RECORDS SAH DIEGO COUHTY OTOER'S OFFICEmm sim am RECORDER 183 RF' 15.00 FEES- 38.00 flF: 21.00F;F; LOO CF- 1.00 E A & E M E NT AGREEMENT This Easement Agreement-is made and entered into as of July 8, 1997, by and b< HUNSAKER DEVELOPMENT COMPANY, LLC, a California Limited Liability Company ("Hunsaker") and DANIEL T. SHELLEY, a married man, as separate property ("Shelley") with reference to the following: 2RECLTALS ENGINEERING A. Hunsaker is the Owner of that certain real property located in th#©!^18feNT Carlsbad, County of San Diego, State of California described as Lot 18 of Carlsbad Tract No. 74-21, according to map thereof No. 10372, filed in the Office of the San Diego County Recorder April 13, 1982 (the "Hunsaker Property")- B. Shelley is the Owner of that certain real property located in the City of Carlsbad, County of San Diego, State of California described as Lot 19 of Carlsbad Tract No 74-21, according to map thereof No. 10372, filed in the Office of the San Diego County Recorder April 13, 1982 (the "Shelley Property")- C. The parties hereto wish to create mutual and reciprocal easements for purposes of access, ingress and egress over those portions of the Hunsaker Property and the Shelley Property*, more particularly depicted and described on Exhibit A through D, inclusive, attached hereto and incorporated herein, Page I of8 TWs Instrument fiW fcf «ort by CWrtp TtU Company «s «n «?• -•Tod.-ltoit only K htt itf Dnn ex«tn!ne<f t* to it* eucutttft or • to II upon tm T0 r 184 NOW THEREFORE, Hunsaker and Shelley agree as follows: 1> GRANT OF EASEMENT A. Hunsaker hereby grants to Shelley an easement for access, ingress and egress located on that portion of the Hunsaker Property depicted on Exhibit A and more particularly described on Exhibit B 1 (the "Shelley Easement'1), B. Shelley hereby grants to Hunsaker an easement for access, ingress and egress located on that portion of the Shelley Property' depicted on Exhibit C and more particularly described on Exhibit D (the "Hunsaker Easement"), CHARACTER OF EASEMENT The easements granted herewith are appurtenant to the Hunsaker Property and the Shelley Property. 3. USE The primary use of the easements shall be access, ingress and egress, but shall include the incidental use of construction, repair and maintenance. Each party agrees not to block the access, ingress and egress of each easement and shall not store material, fence or park in the easement area. 4- NON-EXCIjJSIVENggS The easements granted herein are not exclusive. 5. CONSTRUCHON AND MAlNTENANCg A. Hunsaker shall, at its sole cost and expense, install, construct, maintain and repair the Shelley Easement. Notwithstanding the foregoing, if Shelley desires to utilize the Shelley Easement prior to construction of same by Hunsaker, Shelley may, at its election, install or construct the Shelley Easement at its sole cost and expense, without reimbursement from Hunsaker and Shelley shall thereafter maintain the Shelley Easement until such time as Hunsaker completes building improvements on the Hunsaker Property. Page 2 of 8 TO 16194.N0974 P.4/12 185 5. CONSTRUCTION AND MAINTENANCE (continued) B. Shelley shall, at its sole cost and expense, install, construct, maintain and repair the Hunsaker Easement. Notwithstanding the foregoing, if Hunsaker desires to utilize the Hunsaker Easement pnor to construction of same by Shelley , Hunsaker may, it its election, install or construct the Hunsaker Easement at its sole costs and expense, without reimbursement . from Shelley and Hunsaker shall thereafter maintain the Hunsaker Easement until such time as Shelley completes building improvements on the Shelley Property. C. In the event Shelley fails to adequately maintain or repair the easement granted to Hunsaker and the improvements thereon, Hunsaker shall give written notice of such failure to maintain that easement. If Shelley docs not remedy such failure within thirty (30) days after receipt of such written notice from Hunsaker, Hunsaker can proceed to enter the property of Shelley, to perform whatever work is necessary to adequately maintain or repair the subject easement and improvements. The reasonable cost of any repairs and maintenance completed under this subparagraph shall be bome by Shelley. D In the event Hunsaker fails to adequately maintain or repair the easement granted to Shelley and the improvements thereon, Shelley shall give written notice of such failure to maintain that easement. If Hunsaker does not remedy such failure within thirty (30) days after receipt of such written notice from Shelley, Shelley can proceed to enter the property of Hunsaker, to perform whatever work is necessary to adequately maintain or repair the subject easement and improvements The reasonable cost of any repairs and maintenance completed under this subparagraph shall be bome by Hunsaker. 6. ENTIRE AGREEMENT This instrument contains the entire agreement between Hunsaker and Shelley concerning the rights granted and the obligations assumed in this Agreement 7. INDEMNIFICATION Each party agrees to indemnify the other and to hold such other party harmless from any and all costs, claims, demands, liabilities or other obligations suffered such other party arising out of or in connection with the easements granted in this Agreement or by reason of any breach of this Page 3 of8 TO 16194.NQ. 974 FP. 5/13 186 Agreement^ including, without limitation, reasonable attorneys' fees incurred by such other party as a result thereof. 8 BINDING EFFECT Tins instrument shall bind and inure to the benefit of Hunsaker and Shelley and their respective successors and assigns. 9. ^.TTO|INEY'S FE%S In the event of any controversy, claim or dispute relating to this Agreement or any breach of this Agreement, the prevailing party shall be entitled to recover from the losing party reasonable costs and expenses, including attorney's fees, IN WITNESS WHEREOF, Hunsaker and Shelley have signed and entered into this Agreement as of the day and year first above written. HIWSAKER DEVELOPMENT COMPANY, LLC, a California Limited Liability Company By:. R. Brian Hunsaker - Member, Trustee VRichard C. Hunsaker - Member, Trustee DANIEL T. SHELLEY, a married man as his sole and separate property ByS Daniel T. Shelley Page 4 of 8 TO 16194-NO 974 fp 6/12187 California All-purpose Acknowledgment State of California County of San Diego On //_I997 before roe. Panda Pecce, Notaiy Public, personally appeared ~f\2hJs>/ ~~r> ^kij/jj/ [Name(s) of Signers)] / o personally known to me proved to me on tbe basis of satisftctoiy evidence to be the pejsop&Jwfcose executed the same iawAer/tbdr ainhorixed capacife^), and that bjj^«er/their signatog^Toa the iastnzm«ittbepecsOT&^<)rtte entity upon behalf of which th^per$on(&5cted, executed the instnnnect NOTARY STAMP OFFICIAL SEAL IPAMELA j PESCE NOTARY PUBUC>CAL!FOPNlAi WITNESS my hand and official seal SAN OIEQO COUNTY WY COMI4. EXP. JUU 11 , (SijgMture) ^ TO 16194'NO 974 7x12 CALIFORNIA AU-PURPOSfe ACKNOWLEDGMENT NO ate?r : State of California Bounty of Orange Hamagftgggfc«H3ggg:^^ On July 8, 1997. before me. Laurel E. Hostetler, Notary Public OAte NAME TITLE OP QFFICSB .EG, PJ*NB DOS. NOTARY pueuc" personally appeared ** Brian Hunsaker personally known to me - OR - D proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscnbed to the within instrument and ac- knowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their ' signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument, WITNESS my hand and official seal. SIGNATURE OP NOTARY OPTIONAL. Though thf data betow Is not required by law, it may provs valuabf* 10 persons relying on the document and could prevent fraudulent reattgchmsnt of this form. DESCRIPTION OF ATTACHED DOCUMENTCAPACITY CLAIMED BY SIGNER D INDIVIDUAL C CORPORATE OFFICER Membtr, Trustee Easement Agreement D PARTNER(S) G LIMITED D GENERAL D ATTORNEY-IN-FACT D TRUSTEED) D GUARDIAN/CONSERVATOR PI OTHER: TITLE OR TYPE OP DOCUMENT Eight (8) SIGNER IS REPRESENTING: NAME OF rER50N(8) OR E*mTY(lE3) Hunsaker Development Company, NUMBER OF PAGES July8, 1997 DATE OF DOCUMENT Richard C. Hunsaker SIQNEH(S) OTHER THAN NAMED ABOVE P1993 NATIONAL NOTARY ASSOCIATION • K5S F»»mmet Av»., P O, BM 7l(U • Canopg P»iK CA 91B09-T1M JAN 15 1998--l|^l^ory1 CONSTRUCTION^ i tt^> 11 . «i .—.U-s, j~~ -• "Jntvi ''"' "~" " ' l-i-"is i n_n_ i jLutt Tn*tOe. rr^UII nuiionr-i—i^ i »^ 11 . *< .w IU CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT 16194HO 974 lp g/12 No State Of California County of On 8, 1997 DATE personally appeared __ before me, Laurel E. Hosteller, Notary Public NAME,TITUCFOF(fiCSR i« 'JANE OOE. NOTARY PU0UC' Richard C. Hunsaker NAME(S)OPSI«NER(S) , personally known to me - OR - D proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and ac- knowledged to me that he/she/they executed LTL ^ - ^ ^ ^ ^ the same in his/her/their authorized 1 ,/£6B^ CAume.HQOTTUB capacity(les), and that by his/her/their 1^^ N«^p3S*l°c^niQ I 'signature(s) on the instrument the person(s), i\sClR^ oflANcscouNTY or the entity upon behalf of which theJ ^^S,^ M/Comm.*xplf«iJUN*6,lW8 / * * _• .,.L-,J i~, iFi j , , g person(s) acted, executed the instrument. WITNESS my hand and official seal. /•* OPTIONAL Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reatraohment of this form. CAPACITY CLAIMED BY SIGNER INDIVIDUAL CORPORATE OFFICER Member, Trustee TITLE(S) D PARTNEP(S)D LIMITED D GENERAL D ATTOflNEY-IM-FACT D TRUSTEE(S) P GUARDIAN/CONSERVATOR O OTHER SIGNER IS REPRESENTING:PM*e OF PEHSOWC3J Oft &*T1TY(|SSJ Hunsaktr Development Company. LLC DESCRIPTION OF ATTACHED DOCUMENT Easement Agreement TITLE OR TYPE OF DOCUMENT Eight (8) NUMBER OF PAGES July 8, 1997 DATE OF DOCUMENT R, Brian Hunsaker SIGNER(S) OTHER THAN NAMED ABOVE C1953 NATrOWL NOTARY ASSOCIATION -«Z3S R»mm«l AVC, P O Bet ?Tfi4 • C*flOfli PwK. CA 01308.7184 TO IK EXHIBIT A LOT 19 MAP NO. 10372 S3 £3 •< ^ ^ \«**<ifr^ V¥2:L. A•N a9;5i'*av^ ul\l3rSZ LOT 16 MAP NO. 10372 PROPOSED ACCESS EASEMENT - A NTS Page 5 of 8 EXHIBIT B 19i ACCESS EASEMENT A AN EASEMENT BEING A PORTION OF LOT 18 OF CARLSBAD TRACT NO. 74-21, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 10372,' FILED 3K THE OFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, APRIL 13,1982, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEASTERLY CORNER OF SAID LOT 18; THENCE ALONG THE NORTHWESTERLY LINE THEREOF NORTH 89'S 1( 40" WEST 13.27 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 89*51' 40" WEST 83.59 FSET; THENCE SOUTH29*42'4-3"EAST41.61 FEET; THENCE NORTH 60*17 17" EAST 72.50 PZET TO THE TRUE POINT OF BEGINNING. AREA 1508.22 SQUARE FEET. ROBERT BRJCE SERVICE L.S. 4456 Page 6 Of 8 TO EXE I BIT C 192 PROPOSED ACCESS EASEMENT - B LOT 19 WAP NO. 1Q372 LOT 16 UAP NO. 10372 NTS Page 7 of 8 TO 1S194'NU EXHIBIT D ACCESS EASEMENT B 293 AJN EASEMENT BEING A PORTION OF LOT 19 OF CARLSBAD TRACT NO. 74-21, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 10372, FILED IN THE OFICE OF THE COUNTY RECORDER OF SAN DECK) COUNTY, APRIL 13, I9S2, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEASTERLY CORNER OF SAID LOT 19; THENCE ALONG THE SOUTHEASTERLY LINE THERE OF NORTH 8$*51' 40" WEST 83.59 FEET; THENCE NORTH 60*17 17" EAST 72.50 FEET TO THE PROPERTY LIKE OF SAID LOT 19. SAID LINE BEING ALSO THE SOUTHWESTERLY LINE OF LOKER AVENUE: THENCE ALONG THE NORTHEASTERLY LINE OF SAID LOT 19 SOUTH 29*42' 43" EAST 41,61 FEET: TO THE TRUE POINT OF BEGINNING. AREA 1508.22 SQUARE FEET, ROBERT BRICE SERVICE L.S.4456 , Page 8 of 8 TOTAL P. 12 - PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST O-Plan Check No. CB ^ 0 Planner _#M C/<^ # jf A/ APN ^£>^- £>% 3-^g 9>Address Phone (619) 438-1 1 61 , extension OJ 1C Jre re <J Type of Project and Use: IA* Zone: j? r~foy Facilities Management Zone CFD<(ip)out) # Circte One (if property in, compleie SPECIAL TAX CALCULATION WORKSHEET provided by Building Department rv rl OJ U Legend U O TO ro x BZf Item Complete 'Item Incomplete - Needs your action NO TYPEEnvironmental Review Required: YES DATE OF COMPLETION. 5> /"f ~ f 7 'i Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval [ Discretionary Action Required: YES ^ NO APPROVAL/%ESQr-NO / J^ Z-T~/\ DATE /) . /7 >-» , ^ PROJECT TYPE OTHER RELATED CASES Compliance with conditions,or approval7 If'npt, state conditions'which require action Conditions of Approval Coastal Zone'Assessment/Compliance Project site located in Coastal Zone7 YES NO If NO, proceed with checklist, if YES, proceed below Determine status (Exempt or Coastal Permit Required). _ If Exempt, proceed with checklist, if Coastal Permit required, hold building permit until Coastal Permit issued NOCoastal Permit Determination Form already completed7 YES tf NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # _ Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed City of Carlsbad 97070 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report. Wednesday, June 11, 1997 _ Reviewed by Contact Name Hunsacker & Assoc Address Three Hughes City, State Irvine CA 92718 Bldg Dept. No. CB97-948 Planning No PIP96-Q3 Job Name Lot 25/Hunsacker ___ Job Address 2840 Loker _____ _____ 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 LJ 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# 97070 Fi!e# 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 City of Carlsbad 97070 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report Wednesday. April 30.1997 Reviewed by Contact Name Hunsacker & Assoc Address Three Hughes City, State Irvine CA 92718 Bldg Dept'No CB97-948 Planning No PIP96-Q3 Job Name Lot 25/Hunsacker Job Address El Fuerte/Sea Otter/Loker Ste or Bldg No D 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 Kl 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 1 st 2nd 3rd Other Agency ID CFD Job* 97070 File# 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION CB No SENo APPL NO._ 1ND CLASS BUSINESS NAME. SITE ADDRESS__ Hunsaker Development Company, LLC 2840 Loker Avenue East CONTACT PERSON (at business). PHONE NUMBER R. Brian Hunsaker (714) 863-1390 Type of Business {check all that apply) D Agricultural D Assembly D Automotive D Chemical Handling D Electronics DFood D Government D Laboratory D Laundry D Manufacturing D Medical D Metal Work D Office D Photo Lab D Retail D Service Station D Warehouse H Other A 104,298 sq. ft. speculative building DESCRIBE WASTE OTHER THAN DOMESTIC (Chemicals, Particulates, etc) None DESCRIBE BUSINESS ACTIVITY None -- Win be leasing the building to a tenant (as yet unknown) GENERAL DESCRIPTION OF ONSITE WASTEWATER PROCESSING (chemical & physical characteristics^ Unknown Is business presently in operation at site7 G YES El NO Has Wastewater Discharge Permit been applied for through the Enema Water Authority7 D YES El NO Hunsaker Development Company, LLC Applicant's Name R. Brian Hunsaker Title Member, Trusteephone (71U) 863-1390 Please Print Agency Signature Date June 11, 1997 Signature of City Representative D EXEMPT D NOT EXEMPT Date forwarded to Enema Date \-\DOCS\MISFORKS\FCTW0045 REV. 2/10/92 Inclusionary Housing Fee required: YES NO (Effective date of tnclusionary Housing Ordinance - May 21, 1993 Site Plan: s^ ' i " • ' ', 1 Provide a fully dimensional site plan .drawn to scale Show North arrow^ property lines, easements, existing and proposed,' structures, streets, existing street 'improvements, right-of-way width, dimensional setbacks and existing topographical lines! 2 Provide legal description of property and assessor's parcel number D D D Zoning: 1 Setbacks: Front: Int Side: Street Side. Rear 2 Lot Coverage 3 Height- 4 Parking' Spaces Guest Spaces Additional Comments n - <£ _ <f o tL ^ /I ts [ J t~T ff\A^{ A J f / ^^fJc/ ^^ Required 3^" Required /^ ' Required 3^ ' Required -— - Required l ^^^ Required ^^T Required ^ 5- ^ Required -^~ >.\ •/"'.' /•L/\rfR-*l >7^ ix^> i. ^/A «t^,' </^vL" #0^f & ,s\jss- Shown 3^ Shown ^ c? ' Shown C5JT'' Shown v^ Shown L-^ Shown "33" ' Shown ^7,-r $£ Shown -^- ^ • •J^«-* 7^ /7^/>^kx t/X^< ^i$/r*^- ^ ^ rf /. ' P^2^£ 10^es/~~ S1J1 s t-^3-£>^ff s?/^S^—*f ?y .. -, - ^ , t ^ — • *— ^7 ' X ' " OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER /L.ATE Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Site Plan: V ^- \ \ '(" \ r 1. Provide a fully dimensional site plan drawn to scale Show North arrow,'; property lines, easements, existing and proposed^ structures, streets, existing street * improvements, right-of-way width, dimensional setbacks and existtng topographical lines! \ " 2 Provide legal description of property and assessor's parcel number Zoning: 0 1 Setbacks: D D Front: Int Side: Street Side: Rear: 2. Lot Coverage: 3 Height: 4 Parking* Spaces Guest Spaces Additional Comments > 7 ", -£-fO A- tyJ*J^+^*<4 ' v Lc^r^f ^t* \ " \ '. • Required 35 Required /^ ' Required 3^~ ' Required Required • ^^^ Required 35 ' Required ^ r % Required -^~ w. iA \ *-£ \ • i,fj^^^^i^r ts$j j{jg/s-i^H. yrit_(L £ '^^/^ ^<t £tL-*?f ts> ./\jL{S~-{0^. . " ' ^ ",,^ I.. Shown 3 JT Shown ^ c? J Shown ^jr ^ Shown v^ Shown L-""~ Shown 3 3" Shown 5*^^ 1 . \Shown -&~ ^ —j— ~ U*-*i ^ s\sWl ^*£S/ ^=* --«^ -^ ^ . i //^j2^y^ * 4? / n I/• 1— y OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ATE U CONTRACTORS ft „ ENGINEERS 'L^m License No 201042 608 WEST EMPORIA • ONTARIO, CALIFORNIA 91762 • 909-983-1794 FAX 909-983-6912 Comments to Plan Check Corrections Plan Check #: 97-948 Carlsbad I Locker Ave East & Sea Otter Place Carlsbad, CA Electrical Plan Review: Item 13 The Utility company requires a dedicated meter room with direct access to the outside when the main switchboard is indoors We have revised the drawings accordingly to reflect this (see sheets E2 & E3) Item 14 A dimension 8' minimum per NEC article 110-16 has been added in the electrical room (on sheet E3) between the front of the main switchgear and the wall A dimension has also been added to this sheet for 4' minimum from the edge of the switchgear to the edge of the door Item 15 All references to armored cable has been removed from the Electrical Symbols List and the General Notes (see sheet El) Item 16 Note 13 has been added under General Notes (sheet El) stating, "Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad Provide bare copper grounding electrode in footing per NEC requirements " Energy Conservation: Item 7 On sheet E4 we have indicated daylit areas and revised the switching Item 11 The LTG-1 form has been signed by the Documentation Author and Principle Lighting Designer The LTG-1 and LTG-2 forms have been dated July 1995 Item 12 The LTG-1, part 2 of 2 form has been added to sheet E5 Sincerely yours Gregg Electric Inc. Glenn Tasson, PE Senior Electrical Engineer Slzabiia, One. CONTRACTORS ENGINEERS - License No 201042 608 WEST EMPORIA • ONTARIO, CALIFORNIA 91762 • 909-983-1794 FAX 909-983-6912 Comments to Plan Check Corrections - Set II Plan Check #: 97-948 Carlsbad I Locker Ave East & Sea Otter Place Carlsbad, CA Electrical Plan Review: Item 14 See sheet E3 A dimension 8' minimum per NEC article 110-16 has been added in the electrical room between the front of the mam switchgear and the face of the electrical panels on the opposite wall A dimension has also been added to this sheet for 4' minimum from the edge of the switchgear to the edge of the door The telephone backboard has been moved out of the electrical room per the local utilities requirements Sincerely yours Gregg Electric Inc. Glenn Tasson, PE Senior Electrical Engineer HIMES-PETERS ARCHITECTS INC. HIMES • PETERS ARCHITECTS, inc. ARCHITECTURE & PLANNING June 20, 1997 Mr Mike Kratz Es'jihCorporation 9320 Chesapeake Drive Suite 208 San Diego, Cd 92123 RE Carlsbad I, 2840 Loker Avenue Fact Plan check# 97-948 Dear Mr Katz Below you will find a list of plan check response items for the above reterenced project, all corrections within The plans have been clouded and deltaed for your convenience ARChaECTURAL_PLAM Item #3, Item #6 Item #29 Items 32,38, Item #50 Item #14 Item #1 Item #3 Itpm #4 Item #6 Item #9 Item #1 7 Item #20 Item Sincerely, Al! sheets will be wet signed as requested Note sl.eet A1 1 right side Soils inspector has been added to orogram - Anthony-Taylor Consultants 39, 4^ & 46 Refer to structural responses City of Carlsbad has approved tiib use of parapef as screening for equipment Refer to electrical response Door F's on line "A" (anv door more thdn 24" above grade need not comply) per D3 3 4 Ex 1 B CA T-24 arrest code AH doors that are accessible are corrected on sheets A1 1 A? 0 & A2 1 Noted sheet A1 1 right side Also shown on det 14/A6 2 Noted on detail 1/A6 D all 6'0" wine walks abutting pdrkmq wilj have a 6" curb Allows for a 2'-0' overhang All curb ramps are shown and keypil in to detail 2/AG 0 Noted on sheet A7 above door scnedule Is uoneu ohcw address on elevation sheet A 3 Gerry Dorsey GD/kb 3505 • L-5 CADILLAC AVENUE • COSTA MESA, CALIFORNIA 92626 • 714/549-0644 • FAX 714/549-7168 Carlsbad 97-948 II '6/16/97 * The following note should be given with each correction fist Please make ail corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential 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 Dnve, Carlsbad, CA 92009, (619) 438-1161, The City will route the plans to EsGii Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2 Bring one corrected sat of plans and calculations/reports to EsGii Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92-T23, (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 EsGll Corporation is complete. 3 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 Cairfomia license number, seal, date of license expiration and the date the plans are signed Business and Professions Code, Sheet M-1 needs to be signed by the licensed Mechanical Contractor who prepared the plans. Provide a note on the plans indicating if any hazardous materials wi([ be stored / i and/or used within the building which exceed the quantities listed in UBC Tables 3-Danrf3-E. Clarify note on A-1. "Any?" ^ Special inspection program to bs approved by the City. Does Corky Mason ,. lt have qualification for special inspections in all the specified areas? Usuaffy the 'iftf* SO!'S e^9'neer does the soils foundations. >--~ w 32 Submit cut sheets and samples of 2 1/8" 10-d nails for 3" nailing at roof diaphragms A & B. Also note that prior to nailing roof diaphragm that the contractor is to submit samples of nails'to the engineer, and include this as an item in the special inspection program. Otherwise, provide 3 by members at all edges with 3" nailing 38. On designs of wall panels' a- Check individual wall panels on lines E and 5 for overturning. Individual panels need to fce, checked for overturning, so that ft can be determined that adequate shear end chord connectors are provided between Individual panels. 97 69TA 6FS trU 'ON 3NOHd ' - dH : UOdJ, 2 d wdj.2 t- 1.661 DC nnr Carlsbad 97-94§ II 6/16/97 b In ultimate strength designs of tift-up panels, roof live loads must be included in combination with seismic or \vind loads as per 1909.2. Omission of roof live loads is only allowed for working stress design per 1603.6, On panels 33 thru 39, provide #6 fcars at 77" O.C. as per . Sot. G, On mezzanine lateral analysis, include tributary mass from tilt-up walls, or make the mezzanine totally independent from the tilt-up walls. Calculations for mezzanine shear walls unclear, but shear walls on lines G.4and 10.5 appear inadequate. 45. The soils engineer recommended that he/she review tne foundation excavations') Note on the foundation plan that "Prior to the contractor requesting a Building / Department foundation inspection, the soils engineer shall advise the building official in writing that, a. The building pad was prepared in accordance with the softs report, b The utility trenches have been properly backfilled and compacted, and c. The foundation excavations comply with the intent of the soils report." ^ 45, Show size, embedment and location of hold down anchors on foundation plan. Section 1053.3. £££> p£Vi^£c7 P&TA\L /f 50 Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6). Location of mechanical equipment and use of parapet as screening to be approved by the City of Carlsbad* Jf you have any questions regarding these items, please contact Mike Kratz of Esgft ^Corporation at (S19) 560-146S. Thank you. + ELECTRICAL PLAN REVIEW + 1993 NEC + PLAN REVIEWER: Eric Jensen 14. , The "Future " electrical room is shown with only one door. A minimum of 7', possibly 8', clear space is required in front of the service where using one door for access. If only one door is used, the closest edge of the door may be no closer than 4' to the service gear. (NEC 110-16(c) ex.2) The 8' clearance must be 8' clear, the design as shown on Sheet E3A has panelboard "ML" infringing upon this area. The local Utility Company will not allow "foreign Utilities" (such as the phone board shown) to be Installed In their (the Utility Company's) service room, DISABLED ACCESS DO'fSb 3 QNtin bICn ' "-Cds dH hOdd KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714} 263-1310 SUBJECT /Q CALC BY KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714} 263-1308 Fax (714) 263-1310 PROJECT. 2-1 .SHEET OF. CALC BY JOB U-). i— >r:RMi&b~r = ( f rrr -A,<r:«v~ t- ,n . x "6 KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1303 Fax (714)263-1310 PROJECT. SUBJECT . .SHEET CALC BY. *i r* . >) ,^\ X - „ _j I rtV 5 )~~ _ -- 1 , PROJECT. SUBJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 DATE CALC BY. .SHEET JOB KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tei (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT. DATE * CALC BY. -SHEETi .JOB KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 3*PROJECT . — DATE SHEET1 OF SUBJECT_ CALC BY JOB _ i-j^-:: A, = L •; I] f o .< y i J; KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 SUBJECT <;HPFT/ !tr f £F-f i... |- *- +"//•' ,_l *:*: • * KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tef (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT CALC BY $*V -? —< ~l -.! 1 "7, /__ ( -n. ^ ,.^ .^ *£ .L. dr. > 'tf 0. _ - - \— (^^ -—— - P:i t KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT .CALC BY. _SHEET JOB .OF. 1) KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 PROJECT. SUBJECT . OF CALC BY. i /-•^r » »^^« KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT SUBJECT DATE CALC BY. -SHEE JOB _ KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 PROJECT SUBJECT L CALC BY . SHEE JOB _ OF (. '-><*&« 101' X fa * 2. - 4J>f.'«£<is:B t Kf3 ' " ,•>• io 110x2 4, Jr? -- o ()(--$, V. f PROJECT SUBJECT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel {714)263-1308 Fax (714)263-1310 . DATE CALC BY. .SHEET JOB . VL R x 8 ' -V^ X PROJECT. SUBJECT . KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 CALC BY,JOB £ Of 17 .._/ /- KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT CALC BY .SHEET JOB t s. N <>&*/> I rO /N KLT CONSULTING STRUCTURAL ENGINEERS 3430 Inane Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 PROJECT. SUBJECT CALC BY. .SHEET. JOB A p A 3 F CP /Jo /J v KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT SUBJECT CALC BY SHEET _ OF. ' *~JOB l/e* f -o 4 a / KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 PROJECT. SUBJECT . DATE CALC BY. . SHEET JOB 2. //e *o./S*>x 5r <? 4f/ Ig T. . ,7 • --) / v- 5° /' ' * x /v 2? L y Id, ~ r ff x CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 -™.PROJECT _ DATE SHEET SUBJECT . CALC BV _.. JOB _ ^ 2^3 07- >^o /x CONSULTING STRUCTURAL ENGINEERS 3430 Irvine- AvcnuerNewport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT DATE CALC BY SHEET ___ OF P.O. Box 1149 10411-26tti Street Raneho Cucamonga, CA 91730 909/946-9441 Phone 8M/606-9245 909/494-0077 To: KAREN Company: DUKE PACIFIC Date: June 24, 1997 Fax Number: P$: Plywood Nails cc: file To Whom it May Concern Our regular stock items in plywood nails for the panei<zed roof structure industry are' 2 1/8x148 1/2" plywood 2 1/4x148 5/8" plywood 2 3/8x148 3/4" plywood These nails are also made in deformed shank - The rule of thumb for the length of the plywood nail, as outlined in NER 272, is to achieve a penetration of 1-5/8" into the main{nailing)member, J have attached a copy of page 19 of the new "draft" of NER 272 for further clarification Of course, the type of nail must be proper for the application as designated by the architect, structural engineer local building codes and must be applied by a proffesiona! If you have any further questions, please call me at the above number, or have the building authority reach me Report No. NER-272 f°r s 5 r 1 These values are for ihort-iime loading due to wbd or earthquake and must be reduced by 25 percent for normal goading based on a duraaoa of load factor of 1.33 and a diaphragm factor of 1.3. 2 The tabulated values are for fasteners installed la Douglas Fir-Larch or Southern Pine. Allowable values for diaphragms framed wiih wood having a specific gravity equal to or greater dun .42 bui less than .50 may be calculated by multiplying the values above by 82. For woods with specific gravity less than .42 multiply the values above by .65. 3 C-D, C-C Exterior Sheathing and other panel grades covered in PS 1. 4 Nads with "T*. brad, finish or casing heads may not be used. A deformed shank nail may have either a helical (screw) shank or an annular (ring) shank 5 Staples shall have a 7/1 6 -inch crown width 6 Larger fasteners ihan those listed here may be required if diaphragms are required to withstand negative pressures winds. 7 Values arc based ou 24" o.c. spacing of support framing members Space fasteners maximum 12" o c, along intermcdiai framing members (6 in. o c. when supports are spaced 48" o.c,) 8 Framing at adjacent panel edges shall be 3-inch nominal or wider and fasteners shall be staggered where nails are spaced 2-1/2" or closer on center. 9 Frammg at adjacent paaei edges shall be 3-ioch nominal or wider and fasteners shall be staggered wbcre nails with shani diameters of .148" or greater and penetration of 1-5/8 inches or greater arc placed 3 inches on center or closer. 10 Plywood not exceeding 1-1/8" in thickness may be atuched provided the fastener penetration is at least twelve times the fastener shank diameter. Diagrams for Honmntai Diaphragm Tables 3 - I2 Load j 1 1 1 CASE 1 , Fuming [ill CASE 2 ,*.«*!*• w wtD CASE 3 1 1 1 1 Lad 1 1 I CASE 4r~r i i rr T T u 111 ' T ']* i';' t > t._^—T-^—•> , •, , •-,- .T-.r..v-v.-.. ^ i-i-i-. ,— i^ij.... , „,,, —- - v V --^ — ' ^.. .V-j —S •«.-. —-~PT=r n 1 ContinueOlpiMl|a rib J -t|1 1 • I ^1 \"\ 11s CASE 6 eiacbng WO7E F/-j/rtJrtjj fiu/bc unc/iicd in e forduphnifi""< proviJtd ih*aihms i* ptoperly Uengned for vertical loadi KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT . DATE CALC BY.JOB -o \r u: ~- .i- ^r^-'-m X 7- >* ( KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 "-v PROJECT ^___ DATE / ' [/ ' / SHEET ^" *f n " SUBJECT - CALC BY JOB 7 i-^> / X # # x KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT. DATE CALC BY. .SHEET OF JOB Y/A - e> L -- \J f —7^// •c / - 73s/'X z- c -2 / A / I7x7 e , KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT CALC BY. f PROJECT. SUBJECT. CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 DATE CALC BY. .SHEET JOB A .n / - 1X2 M to. -2./0 - Sro A/6-T T r ~~ f/ ' / /* ft i i/'r i !%>!r#f ' /c/o *// /^f/ PROJECT_ SUBJECT KUI CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue Newport &>ach, CA 92660 Tel (714)265-1308 Fax (714)263-1310 DATE —CALC BY SHEETtT_ JOB_j£. OF. #.a, -- 4,1-1'7' X .2-4-X >t> p x s>.},x f. 6 9 560 576 FAGS 2/-J 97-948 V 7/23/97 A-1 Provide revised structural calculations and revised plans for window opening changes on panel 51, 52, & 53 Do other panels change per the architectural, Provide 3 copies of plans of any changed sheets. Provide comctwj panel elovQtlons, and provldt* calculation for lateral loads in the plane of the newwith new openings* 3 M sheets to be signed by the Mechanical Contractor This may be done at the City. 50 Roof screening to be reviewed end approved by the City. If you have any questions regarding these Items, please contact Mika Kratz of Eegti Corporation at (619) 560-1468. Thank you. PROJECT. SUBJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 CALC ev __, N - i-l KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT SUBJECT SHEET CALC BY JOB KLT C O N S U I 1 ] N G S T R U C T U R A L E N G I N b fc R S_ 3430 Irvine Avenue a Newport Beach, California 92660 (714)263-1308 FAX (714) 263-1310 STRUCTURAL CALCULATIONS HUNSAKER CARLSBAD I PLAN CHECK CORRECTIONS VJ JOB # 96121 MAY ,4* 97-94S /6/97 r", cvioe specification rcr rocf maic'isi snc ac-i cs*;0' 23 Scec.fy rvnirxm 1/4 men per foot rcc* S'CDS '"cr arsiracs or ces,*r ic sureon sccjmJaieG water Sect'cn 15C5 i 2^ On roof cram cetsn 7/A6 0, snow cverficw arain 2' aoove the rcc: ceck, net 2' £ocve tne rccr recess as sncwn or, the deta ' 25 Show locations cf curtain bcarcs and srcviae detail cf ccnstrjcitcn as per USC S065 • FIRE EXTINGUISHING 26 Fire sprinklers are required for any story or casement wnen tne floo'' area exceeds 1 500 sc ft and ;ngrs is net providec at least 2C 5q f: of csenirg entirely a^ove the adjoining ground in escr; £0 lineal feet or fraction thereof cf exterior wst! on st least one Stcs, or when openings ars provided on oniv one side and the opposite side is more than 75 feet away. Section 90- 2 2 27 Note on tne plans "When serving more man IOC scnnK.er nescs ajtcmarc sonnKisr systems snsli oe supervised cv an acproved central c^opnetany cr Demote, station sendee, cr shall ce provicea with £ local aiaTr whion v/ii! c;ve a* aucibis s.cnsi s: a ccnstant'y attenaed Iccaucn " Section 9C^ 3 * FRAMING 28 On ;ist:nc c* sceciai inspections, inciuae scsis compliance as cer 170" 5 heTi 13 2S When spec,al irsoeciion is requirea, the s'cnitect cr engineer c*" record sna;i prepare an 'nsoection program whicn snail oe suonittec to tne cuiiGinc offis.ai for approval prior to issuance of me building permit Please review Section 10635 Please complete the attached form 3C On the cover sneet of the olans, specify any items that w,ll have a aeferreo submittsl (Steel joists, giraers, truss joists, ere) Add;ticns)]y, prowae the following noie or, tne plans, per Sec 106 342 "Subrnmsl cocumsnis for deferred suomtuai items shall be submitted to tne arcnitect or engineer of reccrc whc shai! review tr.em snc! forward them to tne buicing cfficia! with a notation ir.aicaiing tnst the aeferred submitta! documents have been reviewed snd ir.ai they hsve been found to be in general ccnr'ormance with the assign of the builaing Tne deferred submittal items snail NOT be installed until tneir des.cn and submitta1 documents nave been approved by the ounaing official" ^ On roof frarn.nc ciar, show location, size and weight of a!1 room mountec mecnsnica1 equipment - 5/6/97 32 At reef fram.r.g prcvae 2 x or larger s^c-cjr,ins at c.spnracms A 3. S wh,cn ^5ve 3 eccer 3,:^c See Table 23-1-J-1 fccncie 2 33 On rc"f ra,r:rg olan cmens-on exient of roof diaphragm 3 to me ngnt of 'me SPG roof aiacnracm A above (ins J 34. P'ovce en plans sxiai load assign criteria for Steel joists ana giraers taking collector loses on "r.e 9 tak'ng rotational -orcss 25 At sjc-diapnragms snow ons more osy o* tlock.ng ana straps as per ; OP panel elevators on WP-2. what ac oorjons mat are LX' signify'' i r.e portions thai are cross Hatched9 Wall pane1 eieva: ens appear mcomDlets Some but rot all snor comings are notes as follows a) Ties on "Panels \v:!i Pnaster3fl on WP-1 closer tie spacing neecs to sxtand L/6 frc^ oomt of t»e to slab, anc from the top bearing points Aisc :ne right pilaster neeas tc snow the closer ue spacing for columns r sjoportiRc ax'ai icacs oj Srow 5(25 ar.c number of ve-rical cars on JAAP-1 c) Ciearly snow en oanei elevation si! openings thicxsnsc cane! ssc^ons _.__,_..__ ^_ j.£- *« ^ C — Q r? d) C'Snfy cress "eferencinc o" tame rs'u^s /"-\ _**, |h J* ^S ^-, jb ^^^%J — f** * f \ 1 j-+ 1 T* J~* ^ *• P* I ' t-*> ~\ r*~ • ••* T i v- ^/1 j ] TJ i ^r c <*~i *~* *j"~"OL_jf^"^ ^t j*~ ij^ n *^ ^ ^ cr p LJ /] On designs cr W3i' panels / a) Cneck jncivic jal \vaii paneis on lines E ana 5 far overturning. ^ D) In jltimste =:reng:n aesig-s of alt-op panels, roof live loacs must ce inciuced in combination wnn se'smio or vyinc 'caas as per 19Q9 2 Omission <r~ roof live ioacis is only alioxvec for wording stress design osr 1503 5 c) On mezzanine lateral ana'ys.s indues tnouta-y mass from tilt-uo walls cr rra-<e the merzsnine totai!y inceoenoent from the nl'-'jo waiis - f At mezzanine framing / a) On l.ne H, deve'cp wall tie loaas into adeauate sub-dicDhragms --" s b) Detai! ccnrec-jop, c* Wl^ x 22 to tilt uo csne' rr / c) Derail interaction cf steel columns with ends of shear v/a Is w;th noic ccwr anchors ' -r -Z. - ' 5/6/97 4* Provide ca'CjJst.c^s -'or crap screes at ti!:-uc caries OP lines £ ana 5 Chore ss!ic3/:eoger devils 5 9 a 1C/SD-3 sooears >nadecuate Note for examp'e lacsst loao rss.s^ng Dane's are tne ena of the line en Ine 5 ^2 On 2 way drag ce:3'< S/SO-5 are derails S and 10 correctly cross references0 Are they transposed 43 On details 10, 13 & IS or SD-5, show welds for 1/2" coni.nuity plates * FOUNDATION Tne founcaiicn plan aces not comciy with the following soil report recommencauonfs) fo- mis project Show £4 rebars a: 13" 0 C at slab on ^rao as oer section 3 2 of tns reocrt Tne sc;!s engineer recornmendsd ins: ne/sns review the foundaiion excavator; Note on :he founcation plan tnat "Prior ic the contractor reauesting a Buildfnr DepartTisnt founcsucn inspection the soils engineer shall acvise tns bunding offic.a! in writing :na: =) Tne ouncino osc was precarec ir accordance w,tn che soils report, b) Tne utilny trenches nsvs been oropeny backfilied =nc comcaciea snc c) The founcstior. excavations cCT.oly witn ins inien; of tne soils racer. ' Snow Siire STDcrOTsrt =nc ioostiC^ oc rO'G COV/P sncnors on rouncetior Oi=r «^o * MISCELLANEOUS a) Shali cs irstSiied at baiccnjes or serenes more than 20" aoove crac- or floor below c; Sha!! have a n~:cnt of 42" c) Shall be oetaii-c showing adeems c> of connections to resist tne nonioTia! force prescribed in Tsoie 16-E di Openings between ra'lincs shall ce less tha^ 4". The triangular openings formed by tne riser tread and oottom eiement of s guardrail at a stair shall be less than S" Note on the plans tnai new water ciosers and associated fiusnometer valves if any, snail use no more tnan 1 S cslions perflusn and sna!! meei performance standards established by tne American National Standards institute Standara A112192 Has Code Section 17921 3(b) UrT.a's snc associstec :!ushomet5r vaives, if any, shall use no more tnan bne gallon per flush and shall meet oeT'crmanca stendaras estsbusheo by the KLT ,-> PROJECT. SUBJECT . CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 DATE CALC BY .SHEET JOB •1 is KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714) 263-1308 Fax (714) 263-1310 PROJECT. SUBJECT .CALC BY. .SHEET .JOB '-- ALL/ - J F5\KiE.L TfV7ig e. K/f3- KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)2634308 Fax (714)263-1310 PROJECT. SUBJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 PROJECT.DATE SUBJECT CALC BY.JOB ^ J__| KIT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE .NEWPORT BEACH CALIFORNIA, 92660 Date 05/13/97 S Page JILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD I Desian Method Exact 1994UBC 1914 0 RoofDL= 48 Ibs I Roof LL = 80 Ib3 w 1 Roof Ecc = 3 13 in Q. HIin to V- d IS hO10 I! O i to P"i^ = = = = ~ = ^ ^ = ^ Oo CM CXI 11 „ ~ = •••PB 2 j 00 Thick = 9 25 in Using * 6 £ 9 75 t"c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0 300 Eff Width = 12 in 3300 4 V44D|c)198396ENERCALC KIT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05/13/97 Page ') TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD I LINEJ, F, A WALL DATA VERTICAL LOADS LATERAL LOADS Wai! Height Parapet Height Thickness Rebar Size ii Rebar Spacing Wall ZlCp Parapet ZlCp Mm Allow Defl Ratio Fixity % Used @ Base Seismic Zone —— MATERIAL DATA 33 QQ ft 200ft 925m 6 9 75 in 0300 0300 150000 00 4 Uniform Dead Load Uniform Live Load Ecc Concentric Dead Load Concentric Live Load Concrete Weight 48 Q# 80 0# 8 13m 14500pcf Point Lateral Load Height from Base (this is a Seismic Load) Uniform Lateral Load distance to Bottom distance to Top {this is a Seismic Load) Wind Load 000ft OOplf 000ft 000ft 22 00 psf SUMMARY f'c - 3000 psi Fy - 60000 psi Phi - 0 88 Mm Vert Steel % - 0 0025 Mm Honz Steel % - 00025 Max Vertical Spacing - 1800m Max Horizontal - 1800 in 'd1 Deplh To Steel - 4 25 in Wall Weight = 111 77 psf Effective Strip Width = 1200m Live & Short Term Loads Combined Seismic Parapet Wt Used M n * Phi Moment Capacity Applied Mu (3 Mid Height MU § Top of Wall Allow Axial Stress Actual Axia! Stress Max As% 06*RhoBal = Maximum Service Deflection Ht/Service Defl Ratio Using UBC Sec 19140 method Exact, Won Iterated Seismic 113814 7 rn# 113552 7 m# 2582 6 in # 1200 psi 19 8 psi 00128 00106 2 275 in 174 1 Space bars @ base of parapet at FACTORED LOAD STRESSES - Basic Defl w/o P Delta Basic Mu wjo P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment -—— LOAD FACTORS USED —_ ACI91 S92 DL = 140 ACI91&92 LL = 170 ACI91 #92 ST - 1 70 Seismic - ST 1 10 ACI9 2 Group Factor - 075 AC) 9 3 Dead Load Fact - 0 90 ACI 9 3 Short Term = 1 30 UBC 1921 27 "1 4" Factor = 140 UBC 1921 2 7 "09" Factor - 090 Seismic 0 504 m 76392 3 in # 66688 2 in # 12088m II35527 in# Wind 0 305 in 46102 2 m# 27680 3 in # 12241 in 74544 8 in ft Basic Defl w/o P Delta Basic Moment w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment ANALYSIS VALUES 180 in SERVICE LOAD DEFLECTIONS - Seismic 0 363 in 54890 9 in # 13823 2 in # 2 275 in Wind 1l20l50m# 74544 8 in # 19114m# 1200 psi 198 psi 00106 0 239 m 1654 1 180m 60687 7 m# Wind 0 239 m 361930 in # QQm# 0 239 in 41989 8 m# 5) (As'Fy) /I85*f'c' /Fy 12) E 57,000*|f'c n 29,000/Ec Fr 5Mf'c"5) Ht/Thk Ratio As(eff) = [ Pu tot 'a' = (As'Fy + Pu) 'c'= 'a'! 85 Moment of Inertia Modification Factor I gross kracked I effective (ACI) Phi Capacity Reduction Factor Mn = As(eff) " Fy * ( d a/2 ) 3122019 psi 929 273 86 psi 4281 Fr S gross Mcr - S Rho balanced Seismic 0 593 m2 1 162 in 1 367 in TOO 791 5 in4 56 0 m4 00 m4 088 129335 in # 171 1 rn3 46864 5 in # 00214 Wind 0580 1 138 1 339 100 7915 553 00 088 127290 m2 in m m4 m4 in4 in# V44D|c)198396E!\!ERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KIT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05113197 Page 7 ' LT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBADI LINE! Design Method Exact 1994UBC19140 Roof DL = 240 Ibs CL roho ^_ "o I/! K"ro 11 0 i (D CO ~^ = EE = ~= = = = •*- CL O O C\J C\l 11 "O i = = = '^^ = =1 ~r- = — ^ = 1 Poof LL = 3201bs Roof Ecc = 8 13 in 450 j Thick = 9 25 in Using *" 6 £> 11 00 f'c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0 300 Eff Width = 12 in 30 50 A V44D(c)19B396ENERCALC KIT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT COMSULTINC STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, (.*>)Date 05/13/97 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD I LINE1 WALL DATA Wail Height Parapet Height Thickness Rebar Size Rebar Spacing Wall ZICp Parapet ZICp Mm Allow Defl Ratio Fixity % Used @ Base Seismic Zone 30 50 ft 450ft 9 25 in 6 11 00m 0300 0300 150000 00 4 VERTICAL LATERAL LOADS Uniform Dead Load Uniform Live Load Ecc Concentric Dead Load Concentric Live Load Concrete Weight 240 0# 320 0# 813m Q0# 00# 14500pcf Point Lateral Load Height from Base (this is a Seismic Load) Uniform Lateral Load distance to Bottom distance to Top (this is a Seismic Load) Wind Load 000ft OOplf 000ft 000ft 22 00 psf DATA SUMMARY f'c Fy Phi Mm Vert Steel % Mm Honz Steel % Max Vertical Spacing Max Horizontal 'd' Depth To Steel Wall Weight Effective Strip Width Live & Short Term Loads Combined Seismic Parapet Wt Used 60000 psi 088 00025 00025 1800m 1800m 425m 111 77 psf 1200m M n * Phi Moment Capacity Applied Mu@ Mid Height Mu (ji Top of Wall Allow Axial Stress Actual Axial Stress Max As% 06*RhoBal = Maximum Service Deflection Ht/Service Defl Ratio Using UBC Sec 1914 Q method Exact, Won Iterated Seismic 105572 5 in # I030182m# 12073 7 in # 1200 psi 24 9 psi 00128 00094 1192m 307 1 Space bars @ base of parapet at FACTORED LOAD STRESSES — - Seismic Basic Defl wlo P Delta = 0 360 in Basic Mu w/o P Delta = 64017 3 in # Moment m Excess of Mcr = 56153 7 in # Max Iterated Deflection = 10066m Max Iterated Moment = 103018 2 in # LOAD FACTORS USED —— ACI91 &92 DL - 140 ACI91 &92 LL = 1 70 ACI91 &92 ST = 1 70 Seismic = ST = 1 10 ACl 9 2 Group Factor = 075 ACl 9 3 Dead Load Fact = 090 ACl 9 3 Short Term = 130 UBC 1921 2 7 "14" Factor = 140 UBC 1921 2 7 "09" Factor = 090 Wind 0 228 in 401175m# 237190 in # 10231 in 70583 5 m# 180m SERVICE LOAD DEFLECTIONS ~ Seismic Wind 1033460 in # 70583 5 m# 8770 6 m# 1200 psi 24 9 psi 00094 0180m 2038 1 180m Basic Deft wlo P Delta Basic Moment w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment VALUES 0 266 in 47026 6 in # 6914 8 in # 1 192m 53779 3 m 8 Wind Q 180 in 31636 7 in # 00 m# 0180m 38389 4 m # E 57,000*|f'c" 5) = 3l22Q19psi Sgross = 1711 in3 n 29,000/Ec = 929 Mcr = S * Fr = 46864 5 m# Fr 5 * (f'c" 5) = 273 86 psi Rho balanced - 0 0214 Ht/Thk Ratio = 3957 Seismic Wind As(eff) = [ Pu tot + (As*Fy) ] / Fy = 0 545 m2 0 530 m2 'a1 = (As*Fy + Pu}/(85*f'c*12) = 1068m 1038m 'c'= 'a'/ 85 - 1 256 in 1 222m Moment of Inertia Modification Factor = 1 00 1 00 I gross = 791 5 m4 791 5 m4 I cracked = 533 m4 524m4 I effective (ACl) = 0 0 jn4 00 in4 Phi Capacity Reduction Factor = 0 88 0 88 Mn = As(eff) * Fy * ( d a/2 ) = 119969 m # 117439 m # V44D(c)198396ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05/13)97 Page '-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD LINE 5 Desian Method Exact 1994UBC 19140 Roof DL = 288 Ibs [ Roof LL = 384 Ibs ^ X Roof Ecc = 8 13 in d.* K~j ho •*- Q I.-, LO roto ii o d o> CO = = ~ ~~~_ = = ^~ = = = — — I ^CL D O C-J II c: 5= = = _. ~ 2 00 J1 Thick = 9 25 in Using * 6 £ 8 50 f c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0 300 Eff Width = 12 in33 00 4 V44D{cH98396ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KIT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05/13/97 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD 1 LINE 5 WALL DATA Wall Height Parapet Height Thickness' Rebar Size # Rebar Spacing Wall ZICp Parapet ZICp ucDTipfti tnnno 3300 200 925 6 850 0300 0300 Mm Allow Defl Ratio = 150000 Fixity % Used @ Base Seismic Zone MATERIAL DATA f'cI I* FVPhi Mm Vert Steel % Mm Honz Steel % Max Vertical Spacing Max Horizontal 'd' Depth To Steel Wall Weight Effective Strip Width 00 4 • L.II i i Mni- kunuu ft Uniform Dead Load = 288 0 8 ft Uniform Live Load in Ecc m Concentric Dead Load Concentric Live Load Concrete Weight 384 0 8 813m 00# 00# 14500pcf 1 flTFRfll 1 HARc;- LH 1 CnnL LUMUO Point Lateral Load Height from Base (this is a Seismic Load) Uniform Lateral Load distance to Bottom distance to Top (this is a Seismic Load) Wind Load 00# 000ft OOplf 000ft 000ft 22 00 psf OIIHfllUIADV 3000 6000Q 088 00025 00025 1800 1800 425 111 77 1200 psi Usinp psi M n * Phi Moment Capacity Applied Mu (5) Mid Height Mu @ Top of Wall m Allow Axial Stress in Actual Axial Stress m Max As % 0 6 * RhoBal = psf Maximum Service Deflection m Ht/Service Defl Ratio \j w in in ni • i • — - — • — IIRP Cor* 1O1J1 fl mathnrl Cv-in+ Alnn l*nr*i+nrlULJu UCU lill^tU illCLMUU CAOliL, IUUII 1 LcJ dLcU Seismic Wind 1281749 m# 126220 1 m# = = = = 00128 = = 125565 2 in 8 8770 6 in # 1200 psi 24 7 psi 00122 2447m 162 1 861380 in # 7108 2 in # 1200 psi 24 7 psi 00122 0257m 1541 1 Live S Short Term Loads Combined Seismic Parapet Wt Used FACTORED• n w i UHUU Basic Defl w/o P Delta Basic Mu w/o P Delta Moment m Excess of Mcr Max Iterated Deflection Max Iterated Moment LOAD FACTORS USED ACI 91 &92 DL AC! 91 S92 LL ACI 91 St92 ST Seismic - ST ACI 9 2 Group Factor ACI 9 3 Dead Load Fact ACI 9 3 Short Term UBC 1921 2 7 "14" Factor = UBC 1921 2 7 "09" Factor = LOAD ( Space bars Igl base of parapet ITDPCCCCL- U n LI i*iiikwkw Seismic Wind « = = = = 140 170 170 1 10 075 090 1 30 140 090 0515m 0326m 77757 3 in # 48742 5 m# 78700 6 in # 39273 5 in ff 12464m 12634m 125565 2 in# 861380 in # E 57,GQO*(f'c" 51 n 29,000/Ec Er 5* (f'c" 5) Ht/Thk Ratio As(eff) = [ Pu tot + (As'FyM 'a' = (As*Fy + Pu)|{85*fV V- 'a'/ 85 at SR 180m Quire i nnn ncci cnrinnic— OOl V IUL. LUflU LH-FLI-O 1 IUIUO Seismic Basic Defl w/o P Delta = 0 380 m Basic Moment w/o P Moment in Excess of Delta - 571064 m# Mcr = 17469 4 in # Max Iterated Deflection = 2447m Max Iterated Moment = 64333 9 m 8 AWfll Y*tl*iHIUHLIOlO = 3122019 psi 929 273 86 psi 4281 !Fy 12) = Moment of Inertia Modification Factor 1 gross 1 cracked 1 effective (ACI) = = ij Phi Capacity Reduction Factor Mn- AsfeffT Fy * ( d a/2) VAMIFSVHLULO • • — S gross Mcr = S * Fr Rho balanced Seismic Wind 0685m2 0671 m2 1 343 in 1 315 m 1 580 m 1 547 in 1 00 1 00 791 5m4 791 5 m4 61 1 in4 60 3 m4 0 0 m4 00 m4 0 88 0 88 145653 in 8 143432 mji 180m Wind 0257m 38444 1 in 8 00m# 0 257 m 45665 5 in # 171 1 in3 46864 5 m # 00214 i V44D(c)198396ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 /(/>.Date 05/1 3/97 p<=-n Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD Design Method Exact 1994 UBC 191 40 Roof DL = 336 Ibs | Roof LL = 3841bs 4 'o. hOin ro fO N— CL K> ID fO M"J II O £^ OJ CO V- Ci oo C\J OJ M •oa £ = = = +Roof Ecc = 8 13 in 1- 5 j 1 50 - Thick = 9 25 in Using * 6 <?> 12 00 f c = 3000 psi Fy = 60000 p3i Seismic Zone = 4 Seismic Factor = 0 300 Eff Width = 12 in 29 50 A V44D(c)198396ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05113197 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD 1 LIKIE- 12 Ul/AI 1 DATAVVni,L LlH 1 H Wall Height Parapet Height Thickness Rebar Size # Rebar Spacing Wall ZICp Parapet ZICp ^.21 iiCDTinnt innnc IATCDAI innne 2950 550 925 6 1200 0300 0300 Mm Allow Defl Ratio = 150000 Fixity % Used (5) Base Seismic Zone MATERIA1 RftTAIVtH 1 L.nlnL UH 1 H fV -1 C Fy Ph; Mm Vert Steel % Mm Honz Steel % Max Vertical Spacing Max Horizontal 'd' Depth To Steel Wai! Weight Effective Strip Width 00 4 3000 60000 088 00025 00025 1800 1800 425 11177 1200 • kiiiiwnkkwriLrw — kniiuijni-i-<-*nw — ft Uniform Dead Load = 336 0 # Point Lateral Load = 0 0 # ft Uniform Live Load m Ecc m Concentric Dead Load Concentric Live Load Concrete Weight t\f\ ____ — „ M<Miin[Jol UollllJ psi M n * Phi Moment Capacity Applied Mu@ Mid Height Mu § Top of Wall in Allow Axial Stress in Actual Axial Stress in Max As % 0 6 * RhoBal = psf Maximum Service Deflection in Ht/Service Defl Ratio 384 0 # Height from Base 8 13 m (this is a Seismic Load) Uniform Lateral Load 0 0 if distance to Bottom 0 D # distance to Top (this is a Seismic Load) 145QQpcf Wind Load NUMMARYOUIVIIUIHH i Seismic 995351 m# 97478 0 in # 16710 3 in # 1200 psi 26 9 psi 00128 00086 0 768 in 461 1 000ft OOplf 000ft 000 ft 22 00 psf Wind 970980 in # 67761 3m# 11935 6 m# 1200 psi 26 9 psi 00086 0158 m 2248 1 Live & Short Term Loads Combined Seismic Parapet Wt Used FAPinRED— - — _™ rHij i untij Basic Defl w/o P Delta Basic Mu w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment - LOAD FACTORS USED ACI91 &92 DL ACI 91 &92 LL ACI 9 1 &92 ST Seismic - ST AC! 9 2 Group Factor ACI 9 3 Dead Load Fact ACI 9 3 Short Term UBC 1921 2 7 "14" Factor = UBC 1921 2 7 "09" Factor = LOAD S. Space bars @ base of parapet ?TDCCPCCLUr\U V • llkM**L-f Seismic Wind = = = = = 1 40 170 170 1 10 075 090 1 30 140 090 0309m 0199m 58930 1 in 8 37492 5 in # 50613 5 m# 20896 8 in # 9229m 9403m 974780 in # 67761 3 in # E 57,000*(f'c"5) n 29,000/Ec Fr 5 * if'c" 5) Ht/Thk Ratio As(eff) - 1 Pu tot + (As*Fy|] 'a1 = (As*Fy + Pu)/(85*f'c* 'c'= 'a1/ 85 at = 180m «!FRVIPF i nnn RFFI prTinw*;— ' OCnVlUC LUHLJ uCrLCljIIUIIIO Seismic Basic Defl w/o P Delta = 0 230 in Basic Moment w/o P Delta = 43652 9 in # Moment in Excess of Mcr = 3829 1 m # Max Iterated Deflection = 0 768 m Max Iterated Moment = 50693 6 in # rtfiffll V<?K 1MI IIF<!ntUHLIOlO WHLUCO = 3122019 psi S gross 9 29 Mcr = S * Fr 273 86 psi Rho balanced 3827 Seismic Wind /Fy = 0510m2 0494 12) = 0999m 0968 1 176m 1 139 180m Wind 0 158 m 29646 7 in # OQmtf 0158m 36687 5 in # 171 1 m3 46864 5 m 8 00214 m2 m m Moment of Inertia Modification Factor = 1 00 1 00 1 gross 1 cracked I effective (ACI) 791 5 m4 791 5 512m4 503 0 0 m4 00 m4 m4 m4 Phi Capacity Reduction Factor = 0 88 0 88 Mn = As(eff) * Fy * ( d a/2 :1 = 113108 m# 110339 in# V44D(C)198396ENERCALC KIT CONSULTING STRUCTURAL ENGINEER, KW0602483 KIT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05/13/97 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKER/CARLSBAD I PANEL 39 Axial DL = Axial LL = 1556 Ibs 0 Ibs Design Method Exact 1994UBC 1914 0 2500 000 I RoofDL = RoofLL = Roof Ecc = 373 Ibs 498 Ibs 813 in 450 Thick = 9 25 in Using * 6 £• 5 50 f'c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seiami^Factor = 0 300 Eff Width = 12 in 30 50 V44D{c)198396ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KWQ6Q2483 J KIT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH CALIFORNIA, 92660 Date 05/13/97 TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNDSKERICARLSBAD I PANEL 39 WALL DATA VERTICAL LOADS Wall Height - 30 50 ft Parapet Height - 4 50 ft Thickness - 9 25 in Rebar Size # 6 Rebar Spacing = 5 50 in Wall ZICp = 0 300 Parapet ZICp - 0 300 Mm Allow Def! Ratio = 150000 Fixity % Used @ Base = 00 Seismic Zone = 4 MATERIAL DATA f'c = 3000 psi Fy = 60000 psi Phi = 0 88 Mm Vert Steel % =0 0025 Mm Horiz Steel % - 0 0025 Max Vertical Spacing - 18 00 in Max Horizontal - 1800 in 'd1 Depth To Steel - 4 25 in Wall Weight = 11177psf Effective Strip Width = 12 00 in Live & Short Term Loads Combined Seismic Parapet Wt Used Uniform Dead Load Uniform Live Load Ecc Concentric Dead Load Concentric Live Load Concrete Weight 373 0# 49800 813m 1556 00 145 00 pcf LATERAL LOADS Lateral Load Height from Base (this is a Seismic Load) Uniform Lateral Load distance to Bottom distance to Top (this is a Seismic Load} Wind Load 000 ft 190 pit 1000ft 35 00 ft 47 00 psf SUMMARY M n * Phi Moment Capacity Applied Mu (5) Mid Height Mu @ Top of Wall Allow Axial Stress Actual Axial Stress Max As % 0 6 * RhoBal = Maximum Service Deflection HtiService Defl Ratio Using UBCSec 19140 method Exact, Non Iterated Seismic 178489 7 in # 156572 5 in # 18843 2 rn# 1200 psi 41 8 psi 00128 00188 As Too High" 2250m 163 1 Space bars (31 base of parapet at FACTORED LOAD STRESSES - Basic Defl w/o P Delta Basic Mu w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment LOAD FACTORS USED ACI91 S92 DL ACI91&92LL ACI91 &92 ST Seismic = ST ACI 9 2 Group Factor ACI 9 3 Dead Load Fact ACI 9 3 Short Term UBC 1921 2 7 "14" Factor - UBC 1921 2 7 "09" Factor - Seismic 0513m 92341 7in# 1097080 in # 9 909 in 156572 5 in # Wind 0475m 84147 9 in # 881900 in # 10226m 135054 5 in # 140 1 70 170 1 10 075 090 130 140 090 Basic Defl w/o P Delta Basic Moment w/o P Delta Moment in Excess of Mcr Max Iterated Deflection Max Iterated Moment ANALYSIS VALUES 180m SERVICE LOAD DEFLECTIONS - Seismic 0 380 in 68062 4 m # 32487 9 in # 2 250 in Wind 176090 8 in# 135054 5 in # 156220 in # 1200 psi 41 8 psi 00188 2 239 in 163 1 180m 79352 4 in # Wind 0 375 in 66265 8 in # 30709 4 in # 2 239 in 77573 9 in # E 57,000*(f'c" n 29,000/Ec Fr 5 * (f'c" 5) Ht/Thk Ratio 5) (As*Fy)]/Fy 3122019 psi 929 273 86 psi 3957 'c'= 'a1/ 85 Moment of Inertia Modification Factor I gross I cracked J effective (ACI) Phi Capacity Reduction Factor Mn - As(eff) * Fy " ( d a/2 } S gross Mcr = S * Fr Rho balanced Seismic 1 068 m2 2 094 m 2 464 m 1 00 791 5 m4 91 5 m4 00 in4 088 202829 in # 171 1 in3 46864 5 in # 00214 Wind 1043 2045 2406 100 791 5 887 00 088 200103 m2 in in m4 m4 in4 m# V44D(c)198396ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, Tel (714) 263-1308 Fax (714) 263-1310 — SUBJECT DATE .CALC BY .n.til KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 f " \ PROJECT __ / SUBJECT _ SHEET CALC BY JOB £ I tf L * r? X ; irf- V - o r -r- - r> '§ KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel {714)263-1308 Fax (714)263-1310 PROJECT. SUBJECT . DATE /* pc/7 .OF. CALC BY.JOB KLT CONSULTING STRUCTURAL f ,___ 3430 Irvine Avenue, Newport B"a^, CA 92df 0 TeL {714} 263-1308 Fax (714)263-1310 PROJFCT. SUBJECT . DATE SHEET*- S OF —CALC BY. * >'£+*<? )/,x*4 KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel (714)263-1308 Fax (714)263-1310 PROJECT. SUBJECT DATE CALC BY. ••»PRCJtCT SUBJECT CONSULTING fr At ENGINEERS 3430 Irvine Avenua, Newpo- 3?,,-h CA 92660 Tel (714)263-1308 Fax (714) 2634310 DATE _CALC BY SHEET JOB OF ^£f3£r'f Z X4--MT . y_ -— ~H | KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue o Newport Beach, California 92660 (714) 263-1308 FAX (714) 263-1310 STRUCTURAL CALCULATIONS FOR HUNSAKER/CARLSBAD I JAN.1997 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (714)263-1308 FAX (714) 263-1310 PROJECT HUNSAKER/CARLSBAD I SUBJECT DATE 1-10-97 CALC. BY . SHEET 1_ 0F_ .JOB 96121 DESIGN CRITERIA BUILDING CODE: 1994 UNIFORM BUILDING CODE SEISMIC: SEISMIC ZONE = 4 Z= 0.4 V = ZIC_W= 0.4 X 1.0x2.75 W = 0.1833 W Rw 6 Fp = Z Ip Cp Wp = 0.4 X 1.0 X 1.2 X Wp = 0.48 Wp WIND: WIND SPEED = 70 MPH EXPOSURE = C (i) PRIMARY FRAMES & STRUCTURE: P = CeCqqs Iw= 1.27 X 1.3 X 12.6 X 1.0 = 20.8 PSF (ii) ELEMENTS & COMPONENTS: a. WALL ELEMENTS P = 1.20 X 1.23 X 12.6 X 1.0 = 18.6 PSF b. ROOF ELEMENTS SLOPE = <7:12 P= 1.27 X 1.30 X 12.6 X 1.0 = 20.8 PSF ( t ) CONCRETE PANELS: F'c = 3000 PSI 28 DAYS F'y = 60 KSI CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (714)263-1308 FAX (714) 263-1310 PROJECT HUNSAKER/CARLSBAD I DATE 1-10-97 SHEET _2_ 0F_ SUBJECT CALC. BY JOB 96121 ROOF DEAD LOADS: (FOR WAREHOUSE AREA) U.N.O. ROOFING 2.5 PLYWOOD 1.5 SUB-PURLINS (^24" o.c. 0.7 INSULATION 0.5 SPRINKLER 2.5 MECH. + DUCTING 0.5 PURLINS @ 8' o.c. 2.0 MISC. 0.8 TOTAL DEAD LOADS 12.0 PSF + WT. OF GIRDERS LIVE LOADS 20 PSF (REDUCIBLE) CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 (714)263-1308 FAX (714) 263-1310 PROJECT SUBJECT HUNSAKER/CARLSBAD I DATE 1-10-97 CALC. BY SHEET 3 0F_ JOB 96121 ROOF DEAD LOADS: ( FOR OFFICE AREA) U.N.O. ROOFING PLYWOOD SUB-PURLINS (§24" o.c. INSULATION SPRINKLER MECH. + DUCTING CEILING PURLINS (§ 8' o.c. MISC. 3.0 1.5 0.7 0.5 2.5 1.0 2.0 2.0 0.8 TOTAL DEAD LOADS 14.0 PSF -1- WT. OF GIRDERS LIVE LOADS 20 PSF (REDUCIBLE) PROJECT. ) SUBJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 >^\\t\^/^^f^ ^ 0^\A>&t>(0 I DATE SHEET_kdLoF_ CALC. BY JOB . KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. .DATE . CALC. BY. . SHEET L*2 np .joB_3M21 li 2. X Ue3 ^ i/»>i7 * -j^^y^ KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT DATE SHEETI*"^ OF SUBJECT CALC. BY JOB li) Liue A T«» 6. ' 2. X exj'ip' ^ tiO b/JE £ J : ^4- ®— ® ®— I2h 0- \(t,<9/L^Cl 5L M , n (3) 4 0 29 "I © a—^- ® ® ® ® ® (i) i) I >.ui ® ® •|NIH Si KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT^ . . . DATE SHEET£=_^2_0F SUBJECT CALC. BY JOB . ClNlD^X Mo : ?>^l\Co) w/ \Oc3t CO\A\AO^ KJ/\IL«3 C2^' Lc?kIGi) 3' 3" 4" Co'' p^Lc 'e': 1^", KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 rL PROJECT ^ ^ DATE SHEETt— / OF 1 SUBJECT CALC. BY JOB 9^/^\ 1 Fp » 5>g>^x \\(c>% x0.4-e> * 1/^2 V PH = 4'x iie>2 := 47^^ /^^g>x/.£5x' ^&^^tp.<z. IV/ ^-J-!(£><=/ /JA1L3 >2. OwT--Tie- /AoG^e EACH GS'SLV^^ KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. . CALC. BY. .SHEET .JOB ^—2—OF_ Jxic?. 5> » 2<^3^^x2>+'^45<^ xlE "T _ , 3 .4- 5/ <^|ZBtS?t3 =• gi7g _, O.o'd? ,r7 L^>n z. o.^S/n ^ o.7!bx3(b KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irwne Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT . .DATE. .SHEET . CALC. BY. -JOB . A5.0F__ = 4-'xM<32 4 ^ 41^^-^^ 5-4-2o ^ dee- ^iMpsoU HPA^io ^ KLT CONSULTING STRUCTURAL FNGINFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tel- (714) 263-1308 Fax: (714) 263-1310 PROJECT. . DATE OF. SUBJECT . CALC. BY. -JOB . ^yfj^c^-i'2'^ 1^9/^-0' -- v^ih^l, 1^/ ^2 •L'i-Coo ^2 ; ^ -2:4-7 y - 3 ri-3 i< V KLT CONSULTING STRUCTURAL ENGINEERS 3430 bvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. . DATE .SHEET .OF. SUBJECT. . CALC. BY. JOB LlL ^L/^\ l— r—l- I /' -7' ^ 6>f I 2^ ^77 --113- X g 3^ xg'^^-rf-y^.vT X'^^V-^ /yA-'i-^ KLT CONSULTING STRUCnTRAf FlSiniMFFRS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. .DATE. /• f 7 SHEET.^OF. SUBJECT. .CALC. BY. .JOB . -H- 4 G>/iO 56> ^/ i' 34 V fi' 77^ ^7 : 4-KS.''yr*'y 7^' i--!-' - ''4(^:2.»• PROJECT. SUBJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 / , 7, , ^7 7,2 . DATE I ? I ' SHEET^ ? OF . CALC. BY. IT I. ^^.a-^ ^^^^ ^ 4^X'<^77' ^77^<^ Jr. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 "\ PROJECT. SUBJECT . .DATE. . CALC. BY / 3>-^7 SHEET ^^C/ OP .n, 7^(^ 12.; KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714)263-1310 PROJECT. SUBJECT. . DATE Ail^SHEET^ OF. . CALC. BY. .JOB . '/i I PROJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 DATE . _llll^ZsHEET^__!4oF. SUBJECT CALC. BY JOB ^^ ^ ^ ^ 4 a ^ //4 fP/fi,ACy :^ l-ao§^/ / rd - KLT CONSULTING STRUCTURAL FPJGINFFRS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT __ . CALC. BY . ^/X^p /:. - '^^--^ 7i^, ^^^^ 4 AM/^ - ^J^/ X^^^ ^ ;^'UTM^^. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT . . DATE SHEET OF. . CALC. BY. JOB f/^l^-] ^ y< 1-2. ^ • >- Ik ^ A 1-2- KLT CONSULTING STRUCTCTRAI FNGIMFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. .DATE. . CALC. BY SHEET U I J ni .r,. 1-2- f- ',<9 - /a.7,^ •-7.7 l4-i 3 4^x(:S. ^ep^<?-^ KLT CONSULTING STRUCTURAL FNGllMFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. .CALC. BY. .JOB ^ ^ ^ ^ / LA J^^A C > 'r ' ^./^^jx 2?3;4- c^'^e 2-V<S /f KLT CONSULTING STRUCRJI^AL FNfillsiFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. .DATE. SUBJECT . -CALC. BY /l_iill2_SHEETJ^i/_OF_ JOB _2j^_iJ?l. ^//^Afs WALL ^7(1 > t 7 KLT CONSULTING STRUCTUPAf FNGlNFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT_ .DATE . I "Z "2. . SHEET OF. SUBJECT. .CALC. BY. JOB^^JJli LAJ(CK A L A-g>. ^ -^^^^ --A3f / fi^j// C/9^ <3 (^/^ - ^^£:>. ly 7x7 KLT CONSULTING STRUpm^AL FNGINFFRS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT . . DATE /' ^ SHEET ^ ^ OF SUBJECT CALC. BY . .JOB^4.J^2j_ ^ti^J. C- //^2,YX z/ ' ixlc^-^z,^ KLT CONSULTING STRUCTUl^Af FNfllNFFRS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. .DATE. /•3 SHEET. -OF. SUBJECT . . CALC. BY. (D e -i ^.^. /I'^' V tuJ X >/^7' "MOST)" 1 ^^5^1^ 'i'>77 KLT CONSULTING STRUCRTRAL FNGINFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. .DATE . CALC. BY. SHEET ^/^Ah WAAL~ ^LA2P ^ M ?7 -f //-^77 "2f^7/ Jr4^7/ O IX. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irwne Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. . DATE .CALC. BY. /'^•^7 SHEET^2^0F_ JOB^gk_L£_L 97i^^ ^1 •- <7-^. -2-/0// 1? -.j2J2LxiLx^>^ / I c?/V^ ^/d l^xC^OTi^-^ KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 /_AlXZsHEET^OF. PROJECT . DATE SUBJECT . CALC. BY /^AI-(C?SAL 7 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/09/95 g' STEEL COLUMN DESIGN HUNSAKER- CARLSBAD I COLUMN DATA APPLIED LOADS AISC Section Column Height Fixity i Top Fixity @ Bottom Unbraced Lengths... For Y-Y Buckling For X-X Buckling DESIGN DATA w24x68 48.00 Pinned Pinned 16.00 48.00 ft Axial Dead Load Live Load Short Term 0.00 k 0.00 k 187.0 k "Y" Eccentricity "X" Eccentricity 0.00 in 0.00 in Dead Live - Short XrStart X:End ft X-X Axis Moments: ft Fy - 36 ksi Y-Y Axis Moments Load Duration Factor - 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Restrained Y-Y Axis : Effective Length Factors... X-X Axis Y-Y Axis SECTION DATA Restrained 1.00 1.00 Point Loads Uniform Loads Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis X-X Y-Y 0.20 -None- "None- -None- -None- "None- "None- -None- -None- "None- 0.00 0.00 k/ft 0.00 ft 0.00 ft SUMMARY Depth - 23.73 in Width 8.97 in Combined Stress Ratios... — Dead — -- Live — - DL -1- LL — DL -H ST — Top Thickness - 0.585 in Formula 1.6 - la 0.780 Web Thickness - 0.415 in Formula 1.6 - lb -0.512 Area - 20.100 in2 Formula 1.6-2 0.251 0.251 Weight - 88.246 pIf Actual & Allowable Stresses... rT - 2.260 in Fa: Allowable 12.65 0.00 12.65 16.82 ksi Ixx - 1830.0 in4 fa: Actual 0.00 0.00 0.00 9.30 ksi Sxx - 154.2 in3 Fb:xx:Allow[F1-6] 17.89 0.00 17.89 23.79 ksi Rxx 9.54 in " " [F1-7&F1-8] 17.89 0.00 17.89 23.79 ksi lyy 70.4 in4 fb:xx Actual 4.48 0.00 4.48 4.48 ksi Syy 15.7 in3 Fb:yy: Allow [F1-6] 17.89 0.00 27.00 35.91 ksi Ryy 1.87 in " " [F1-7&F1-8] 17.89 0.00 27.00 35.91 ksi Ryy fb:yy Actual 0.00 0.00 0.00 0.00 ksi F'ex (DL-KLL) F'ey (DL-^LL) F'ex (DL-HLL-I-ST) F'ey (DL-4-LL-HST) 40979 14188 54502 18870 psi psi psi psi Max X-X Axis Deflection Max Y-Y Axis Deflection Intermediate Stress Calculation Values Cm:x(DL-HLL) - 1.00 Cb:x(DL-^LL) Cm:y(DL-HLL| - 0.60 Cb:y|DL-HLL) Cm:x(DL•»•LL-^ST) - 1.00 Cb:x (DL^-LL-t-ST) Cm:y(DL-fLL-t-ST) - 0.60 Cb:y (DL-HLL-^ST) •0.450 in at 24.00 ft from column base 0.000 in at 0.00 ft from column base 1.00 1.75 1.00 1.75 V4.4B3 (c) 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/09/95 Page: STEEL COLUMN DESIGN HUNSAKER•CARLSBAD I ^M. (® L)M&. E. &TW 5 g ^ COLUMN DATA AISC Section Column Height Fixity § Top Fixity @ Bottom Unbraced Lengths... For Y-Y Buckling For XX Buckling DESIGN DATA w27x84 48.00 ft Pinned Pinned 16.00 ft 48.00 ft Fy = 36 ksi Load Duration Factor ~ 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Y-Y Axis : Effective Length Factors... X-X Axis Y-Y Axis SECTION DATA Depth Width Top Thickness Web Thickness Area Weight rT ixx Sxx Rxx lyy Syy Ryy Restrained Restrained 1.00 1.00 = 26.71 in 9.96 in = 0.640 in • 0.460 in • 24.800 in2 = 84.203 pIf • 2.490 in = 2850.0 in4 213.4 in3 10.72 in 106.0 in4 21.3 in3 2.07 in APPLIED LOADS F'ex IDL-hLU F'ey (DL+LLI F'ex (DL-HLL-HST) F'ey (DL-^LL-^ST) - 51725 psi •= 17314 psi - 68794 psi •= 23028 psi Axial Dead Load Live Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads 0.00 k 0.00 k 234.0 k "Y" Eccentricity "X" Eccentricity 0.00 in 0.00 in Top Bottom Btwn Ends Top Bottom Btwn Ends X X Axis Y-Y Axis XX Y-Y Dead - Live - "None- -None- -None- "None- -None- -None- "None- "None- 0.20 0.00 "None- - Short X:Start X:End — 0.00 k/ft 0.00 ft 0.00 ft SUMMARY Combined Stress Ratios... — Dead Live — Formula 1.6 - la Formula 1.6-lb Formula 1.6-2 = 0.171 Actual & Allowable Stresses... Fa: Allowable - 13.86 0.00 fa: Actual = 0.00 0.00 Fb:xx:Allow(F1-6] - 18.96 0.00 " " [F1-7&F1-8] = 18.96 0.00 fb:xx Actual •= 3.24 0.00 Fb:yy:Allow[F1-6] - 18.96 0.00 •' " IF1-7&F1-81 - 18.96 0.00 fb:yy Actual - 0.00 0.00 Max X-X Axis Deflection - -0 Max Y-Y Axis Deflection - 0. intermediate Stress Calculation Values Cm:x|DL-HLL) - 1.00 Cb:x(DL-^LL) Cm:y(DL-KLL) - 0.60 Cb:y(DL-HLU Cm:x(DL-t-LL-HST) = 1.00 Cb:x (DL-^LL-^ST) Cm:YlDL-i-LL-KSTl - 0.60 Cb:y (DL-i-LL+ST) OL + LL 0.171 13.86 0.00 18.96 18.96 3.24 27.00 27.00 0.00 DL -^ ST — 0.661 0.457 18.43 ksi 9.44 ksi 25.22 ksi 25.22 ksi 3.24 ksi 35.91 ksi 35.91 ksi 0.00 ksi 289 in at 24.00 ft from column base .000 in at 0.00 ft from column base 1.00 1.75 1.00 1.75 V4.4B3 (c) 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL 714-263-1308 FAX: 714-263-1310 Date: 01/09/95 Page: STEEL COLUMN DESIGN HUNSAKER- CARLSBAD I e>H. & COLUMN DATA AISC Section Column Height Fixity § Top Fixity § Bottom Unbraced Lengths... For Y-Y Buckling For X-X Buckling DESIGN DATA w27x94 48.00 ft Pinned Pinned 16.00 ft 48.00 ft Fy 36 ksi 1.330 Load Duration Factor Live & Short Loads Don't Combine Sidesway... X-X Axis : Restrained Y-Y Axis : Restrained Effective Length Factors... X-X Axis - 1.00 Y-Y Axis - 1.00 SECTION DATA Axial Dead Load Live Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads APPLIED LOADS 0.00 k 0.00 k 220.0 k "Y" Eccentricity "X" Eccentricity 0.00 in 0.00 in Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis XX Y-Y Dead - — Live — -None- -None- "None- -None- -None- -None- "None- -None- 0.67 0.00 "None- — SUMMARY - Short X:Start X:End — 0.00 k/ft 0.00 ft 0.00 ft Depth - 26.92 in Width 9.99 in Combined Stress Ratios... — Dead -— Live — -DL + LL — DL + ST — Top Thickness - 0.745 in Formula 1.6 - la 0.845 Web Thickness - 0.490 in Formula 1.6 - lb 0.651 Area - 27.700 in2 Formula 1.6-2 0.498 0.498 Weight - 94.050 pIf Actual & Allowable Stresses... rT - 2.530 in Fa: Allowable 14.12 0.00 14.12 18.77 ksi Ixx - 3270.0 in4 fa: Actual 0.00 0.00 0.00 7.94 ksi Sxx - 242.9 in3 Fb:xx:AllowlF1-6] 19.12 0.00 19.12 25.43 ksi Rxx - 10.87 in " " IF1-7&F1-8] 19.12 0.00 19.12 25.43 ksi lyy - 124.0 in4 fb:xx Actual 9.53 0.00 9.53 9.53 ksi Syy 24.8 in3 Fb:yy: Allow [F1-61 19.12 0.00 27.00 35.91 ksi Ryy 2.12 in " •' IF1-7&F1-8] 19.12 0.00 27.00 35.91 ksi fb:yv Actual 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection 0.844 in at 24.00 ft from column base Max Y-Y Axis Deflection -0.000 in at 0.00 ft from column base F'ex [DL+LL] - 53134 psi Cm:x (DL+LL) - 1.00 Cb:x(DL-HLL) 1.00 F'ey [DL+LL] - 18134 psi Cm:y(DL-*-LL) 0.60 Cb:y(DL-^LU 1.75 F'ex (DL-HLL-HST) - 70668 psi Cm:x(DL-^-LL-^ST) 1.00 Cb:x (DL+LL-fST) 1.00 F'ey 1DL-HLL•^ST) - 24118 psi Cm:y (DL-HLL-HST) 0.60 Cb:y(DL+LL+ST) 1.75 V4.4B3 (cll 983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/09/95 Page: 34- STEEL COLUMN DESIGN HUNSAKER- CARLSBAD I i Axial ••I nil iiiii III X-X AXIS LOADS Pdl = 0.00 k P3t = 220.00 k Y-Y AXIS LOADS V4.4B3 (0)1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: STEEL BEAM DESIGN HUNSAKER/CARLSBAD BEAM DATA Center Span Length - 21.75 ft Left Cantilever - 0.00 ft Right Cantilever - 0.00 ft Unbraced Length - 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy - 36 ksi Load Duration Factor - 1.00 Beam End Fixity Pin:Pin STEEL SECTION DATA AISC Section w14x22 Section Depth 13.74 in Ixx - 199.00 in4 Web Thickness 0.230 in lyy 7.00 in4 Section Width 5.00 in Sxx 28.97 in3 Flange Thickness 0.335 in Syy 2.80 in3 Section Area 6.49 in2 r:xx 5.537 in Section Weight 22.04 # r:yy 1.039 in rT,y 1.25 in APPLIED LOADS - Uniform Loads - Dead Load Live Load Distance To Start Distance To End 0.33 k/ft 0.49 k/ft 0.00 ft 21.75 ft SUMMARY USING w14x22, Max Stress Ratio - 86.82%, Min Defl. Ratio 355.27 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 49.8 57.4 k-ft Placed DL LL LL+ST LL LL+ST ...Stress 20.63 23.76 ksi for Max Only @Cntr @Cntr @Cants fCants Shear 9.16 45.51 k Stress 2.90 14.40 ksi Moments.. M+ @ Center -49.8 20.6 49.8 0.0 0.0 0.0 k-ft Deflection -0.735 M- § Center -0.0 -0.0 0.0 0.0 0.0 k-ft fb/Fb : % max = 0.868 § Left = 0.0 0.0 0.0 0.0 0.0 k-ft fv / Fv : % max 0.201 @ Right -0.0 0.0 0.0 0.0 0.0 k ft Min. DL Defl Ratio -857.06 Shears... @ Left -9.16 3.80 9.16 0.00 0.00 0.00 k Min. TL Defl Ratio -355.27 § Right -9.16 3.80 9.16 0.00 0.00 0.00 k Deflection.. @ Center --0.735 -0.305 -0.735 -0.305 0.000 0.000 in @ Left -0.000 0.000 0.000 0.000 0.000 0.000 in @ Right 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft -0.000 0.000 0.000 0.000 0.000 in Reactions @ Left 9.16 3.80 9.16 3.80 0.00 0.00 k Reactions @ Right 9.16 3.80 9.16 3.80 0.00 0.00 k V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 S»4 LL= 0.49 klf DL= 0.33 klf f 21.75 i-^>\y V4.4B3 (c) 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: 49.79 Mmax = 49.79ft-k <?> 10.88 ft Mmin = -0.00 ft-k <?- 21.75 ft Vmax = 9.16 kips 0.00 ft Vmin = -9.16 klps 21.75 ft Dmax = 0.00in<?» 0.00 ft Dmin = -0.73 in ^ 10.88 ft -0.00 It 9.16 •0.73 ft^ 0.0 3.6 7.2 10.9 14.5 18.2 21. V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: STEEL COLUMN DESIGN HUNSAKER/CARLSABD COLUMN DATA AISC Section Column Height Fixity @ Top Fixity @ Bottom Unbraced Lengths... For Y-Y Buckling For X-X Buckling DESIGN DATA w14x22 21.75 ft Pinned Pinned 8.00 ft 0.00 ft Fy = 36 ksi Load Duration Factor - 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Restrained Y-Y Axis : Restrained Effective Length Factors... XX Axis - 1.00 Y-Y Axis - 1.00 SECTION DATA Axial Dead Load Live Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads APPLIED LOADS 0.00 k "Y" Eccentricity 0.00 k 3.9 k "X" Eccentricity 0.00 in 0.00 in - Dead - — Live Top -None- Bottom -None- Btwn Ends - 20.6 0.00 Top -None- Bottom "None- Btwn Ends -None- X-X Axis -None- Y-Y Axis -None- X-X -None- Y-Y -None- SUMMARY — Short X:Start 0.00 k-ft 0.00 ft X:End - Depth - 13.74 in Width 5.00 in Combined Stress Ratios... — Dead -— Live — DL + LL — DL + ST — Top Thickness = 0.335 in Formula 1.6 - la Web Thickness - 0.230 in Formula 1.6-lb Area - 6.490 in2 Formula 1.6-2 0.449 0.449 0.370 Weight - 22.035 pIf Actual & Allowable Stresses... rT - 1.250 in Fa: AllowaUe 13.91 0.00 13.91 18.50 ksi Ixx = 199.0 in4 fa: Actual 0.00 0.00 0.00 0.61 ksi Sxx 29.0 in3 Fb:xx:Allow[F1-6] 19.00 0.00 19.00 25.28 ksi Rxx 5.54 in " •' [F1-7&F1-8] 19.00 0.00 19.00 25.28 ksi lyy 7.0 in4 fb:xx Actual 8.53 0.00 8.53 8.53 ksi Syy 2.8 in3 Fb:yy: Allow (F1-6] 19.00 0.00 27.00 35.91 ksi Ryy 1.04 in " " [F17&F1-8] 19.00 0.00 27.00 35.91 ksi Ryy fb:yy Actual 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection -0.187 in at 9.13 ft from column base Max Y-Y Axis Deflection -0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values F'ex (DL+LL) -89999999 psi Cm:x (DL+LL) - 1.00 F'ey(DL+LU - 17477 psi Cm:y (DL+LL) - 0.60 F'ex(DL+LL+ST) 1€2999999 psi Cm:x (DL+LL+ST) - 1.00 F'ey(DL+LL+ST) - 23244 psi Cm:y (DL+LL+ST) - 0.60 Cb:x (DL+LL) Cb:y (DL+LL) Cb:x (DL+LL+ST) Cb:y (DL+LL+ST) 1.00 1.75 1.00 1.75 V4.4B3 (c) 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 Page: STEEL COLUMN DESIGN HUNSAKER/CARLSBAD Axial 1111 IhVBfwnl X -# - -X Axial iiiiiiii IIIIIIII iilllBI J X-X AXIS LOADS Pdl = 0.00 k P3t= 3.93 k Y-Y AXIS LOADS V4.4B3 (0)1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483^ KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: STEEL BEAM DESIGN HUNSAKER/CARLSBAD BEAM DATA STEEL SECTION DATA Center Span Length - 21.00 ft Left Cantilever - 0.00 ft Right Cantilever - 0.00 ft Unbraced Length = 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy - 36 ksi Load Duration Factor - 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y w14x30 13.84 in 0.270 in 6.73 in 0.385 in 8.85 in2 30.05 # 1.74 in Ixx lyy Sxx Syy r:xx r:yy 291.00 in4 19.60 in4 42.05 in3 5.82 in3 5.734 in 1.488 in APPLIED LOADS - Uniform Loads - Dead Load Live Load Distance To Start Distance To End 0.49 k/ft 0.74 k/ft 0.00 ft 21.00 ft SUMMARY USING w 14x30, Max Stress Ratio - 83.75%, Min Defl. Ratio 384.18 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 69.7 83.3 k-ft Placed DL LL LL+ST LL LL+ST Stress 19.90 23.76 ksi for Max Only iCntr @Cntr @Cants @Cants Shear 13.28 53.81 k Stress 3.55 14.40 ksi Moments.. M+ § Center 69.7 28.8 69.7 0.0 0.0 0.0 k-ft Deflection -0.656 M- § Center -0.0 -0.0 0.0 0.0 0.0 k-ft fb/Fb : % max = 0.838 § Left -0.0 0.0 0.0 0.0 0.0 k-ft fv / Fv : % max = 0.247 § Right 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio -930.96 Shears... @ Left -13.28 5.48 13.28 0.00 0.00 0.00 k Min. TL Defl Ratio = 384.18 § Right = 13.28 5.48 13.28 0.00 0.00 0.00 k Deflection.. @ Center •0.656 -0.271 -0.656 -0.271 0.000 0.000 in § Left -0.000 0.000 0.000 0.000 0.000 0.000 in § Right 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left 13.28 5.48 13.28 5.48 0.00 0.00 k Reactions @ Right 13.28 5.48 13.28 5.48 0.00 0.00 k V4.4B3 (c) 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: LL= 0.74klf DL= 0.49 klf f 21.00 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: 69.74 Mmax = 69.74ft-k 10.50 ft Mmin = -0.00 ft-k ^ 21.00 ft Vmax = 13.28 kips <?> 0.00 ft Vmin = -13.28 kips 21.00 ft Dmax = 0.00in<?» 0.00 ft Dmin = -0.66 in «?> 10.50 ft ft^ 0.0 3.4 7.0 10.5 14.0 17.6 21. V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: STEEL COLUMN DESIGN HUNSAKER/CARLSABD COLUMN DATA AISC Section Column Height Fixity § Top : Fixity @ Bottom Unbraced Lengths... For Y-Y Buckling For X-X Buckling DESIGN DATA - w14x30 21.00 ft Pinned Pinned 8.00 ft 0.00 ft Fy = 36 ksi Load Duration Factor - 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Y-Y Axis : Effective Length Factors... X X Axis Y-Y Axis SECTION DATA Depth Width Top Thickness Web Thickness Area Weight rT Ixx Sxx Rxx lyy Syy Ryy Restrained Restrained 1.00 1.00 ' 13.84 in 6.73 in • 0.385 in • 0.270 in • 8.850 in2 = 30.048 pIf • 1.740 in • 291.0 in4 • 42.1 in3 • 573 in 19.6 in4 5.8 in3 1.49 in F'ex (DL+LL) F'ey (DL+LL) F'ex (DL+LL+ST) F'ey (DL+LL+ST) =89999999 psi - 35886 psi 162999999 psi - 47728 psi Axial Dead Load Live Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads APPLIED LOADS 0.00 k "Y" Eccentricity 0.00 k "X" Eccentricity 3.9 k Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis X-X Y-Y Dead - — Live -None- -None- 28.8 0.00 -None- -None- -None- -None- -None- -None- -None- Short 0.00 in 0.00 in X:Start X:End 0.00 k-ft 0.00 ft SUMMARY Dead Live — -DL + LL Combined Stress Ratios... Formula 1.6 - la Formula 1.6 - lb Formula 1.6-2 = 0.380 Actual & Allowable Stresses... Fa: Allowable - 16.99 0.00 fa: Actual - 0.00 0.00 Fb:xx:Allow[F1-6] = 21.60 0.00 " •' [F17&F1-8] - 21.60 0.00 fb:xx Actual = 8.22 0.00 Fb:yy:Allow[F1-6] - 21.60 0.00 •' " [F17&F1-8] - 21.60 0.00 fb:yy Actual = 0.00 0.00 Max X-X Axis Deflection = 0.167 in at Max Y-Y Axis Deflection - 0.000 in at Intermediate Stress Calculation Values Cm:x (DL+LL) - 1.00 Cb:x (DL+LL) Cm:y (DL+LL) - 0.60 Cb:y (DL+LL) Cm:x (DL+LL+ST) - 1.00 Cb:x (DL+LL+ST) Cm:y (DL+LL+ST) = 0.60 Cb:y (DL+LL+ST) DL + ST 0.380 16.99 0.00 21.60 21.60 8.22 27.00 27.00 0.00 8.82 ft from column 0.00 ft from column 0.306 22.60 ksi 0.44 ksi 28.73 ksi 28.73 ksi 8.22 ksi 35.91 ksi 35.91 ksi 0.00 ksi base base 1.00 1.75 1.00 1.75 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUaURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Oate: 01/08/95 3'^ STEEL COLUMN DESIGN HUNSAKER/CARLSBAD Axial Axial X iiiiiiii iMxBtwnl X liiiliISi iiiiiiill liiiiiiiiiiii illiill iiiiiiill Iiiiiiill llillll liiiiiBilii iiiiiiillli X-X AXIS LOADS Pdl = 0.00 k Pst= 3.93 k Y-Y AXIS LOADS V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 STEEL BEAM DESIGN HUNSAKER/CARLSBAD BEAM DATA Center Span Length - 21.75ft Left Cantilever - 0.00 ft Right Cantilever - 0.00 ft Unbraced Length - 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy - 36 ksi Load Duration Factor - 1.00 Beam End Fixity Pin:Pin STEEL SECTION DATA AISC Section w18x50 Section Depth 17.99 in Ixx 800.00 in4 Web Thickness 0.355 in lyy 40.10 in4 Section Width 7.49 in Sxx 88.94 in3 Flange Thickness 0.570 in Syy 10.70 in3 Section Area 14.70 in2 r:xx 7.377 in Section Weight 49.91 # r:yy 1.652 in rT,y 1.94 in APPLIED LOADS - Uniform Loads - Dead Load Live Load Distance To Start Distance To End 0.96 k/ft 1.45 k/ft 0.00 ft 2175 ft SUMMARY USING w18x50. Max Stress Ratio ~ 82.80%, Min Defl. Ratio 487.69 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 145.8 176.1 k-ft Placed DL LL LL+ST LL LL+ST Stress 19.67 23.76 ksi for Max Only §Cntr iCntr @Cants @Cants Shear 26.82 91.96 k Stress 4.20 14.40 ksi Moments.. M+ @ Center 145.8 59.9 145.8 0.0 0.0 0.0 k-ft Deflection -0.535 M- § Center 0.0 0.0 0.0 0.0 0.0 k-ft fb / Fb : % max = 0.828 §1 Left = 0.0 0.0 0.0 0.0 0.0 k-ft fV / Fv : % max -0.292 @ Right 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio -1187.27 Shears... @1 Left 26.82 11.02 26.82 0.00 0.00 0.00 k Min. TL Defl Ratio -487.69 § Right 26.82 11.02 26.82 0.00 0.00 D.OO k Deflection.. @ Center --0.535 -0.220 -0.535 -0.220 0.000 0.000 in @ Left 0.000 0.000 0.000 0.000 0.000 0.000 in i Right -0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft -0.000 0.000 0.000 0.000 0.000 in Reactions @ Left 26.82 11.02 26.82 11.02 0.00 0.00 k Reactions @ Right 26.82 11.02 26.82 11.02 0.00 0.00 k V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: LL= 1.45 klf DL= 0.96 klf f 21.75 1 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 ^'7 Page: 145.46 Mmax = 145.46ft-k^ 10.88 ft Mmin = -0.00 ft-k <S> 21.75 ft Vmax = 26.75 kips <?> 0.00 ft Vmin = -26.75 kips «?> 21.75 ft Dmax= 0.00 in 0.00 ft Dmin = -0.53 in <?> 10.88 ft ft ^^Cl^\ 0.0 3.6 7.2 10.9 14.5 18.2 21. V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 1 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 Page: STEEL COLUMN DESIGN HUNSAKER/CARLSBAD i Axial hx Btwn^ X X Axial liiiiiiii iiiiiiii X-X AXIS LOADS J Pdl = 0.00 k P3t= 13.90 k Y-Y AXIS LOADS V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 STEEL BEAM DESIGN HUNSAKER/CARLSBAD BEAM DATA STEEL SECTION DATA Center Span Length - 6.00 ft Left Cantilever - 1.00 ft Right Cantilever - 0.00 ft Unbraced Length - 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy - 36 ksi Load Duration Factor - 1.00 Beam End Fixity Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y w12x22 12.31 in 0.260 in 4.00 in 0.425 in 6.48 in2 22.00 # 1.02 in Ixx lyy Sxx Syy r:xx r:yy 156.00 in4 4.66 in4 25.35 in3 2.33 in3 4.907 in 0.848 in APPLIED LOADS > > All distances refer to left support,' ' identifies load as being on left cantilever. Concentrated Loads - Dead Load Live Load Distance To Load 11.02 k 15.80 k -1.00 ft Uniform Loads Dead Load Live Load Distance To Start Distance To End 0.96 k/ft 1.45 k/ft 0.00 ft 6.00 ft SUMMARY USING w12x22. Max Stress Ratio ' 53.47%, Min Defl. Ratio 1170.10 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 26.8 50.2 k-ft Placed DL LL LL+ST LL LL+ST Stress 12.70 23.76 ksi for Max Only glCntr @Cntr iCants iCants Shear 26.84 46.09 k Stress 8.39 14.40 ksi Moments.. M+ @ Center 26.8 0.6 6.1 0.0 0.0 0.0 k-ft Deflection 0.021 M- @ Center --11.0 •11.0 0.0 -26.8 0.0 k ft fb / Fb : % max 0.535 0 Left -11.0 -11.0 0.0 -26.8 0.0 k-ft fv / Fv : % max 0.582 (a) Right 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio > 3710.49 Shears... @ Left 26.84 11.04 11.04 0.00 26.84 0.00 k Min. TL Defl Ratio 1170.10 i Right -5.46 1.11 5.46 0.00 1.53 0.00 k Deflection.. @l Center 0.018 0.004 -0.006 0.004 0.018 0.004 in @ Left 0.021 •0.006 -0.001 •0.006 -0.021 -0.006 in @ Right 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft -0.000 0.000 0.000 0.000 0.000 in Reactions § Left 38.61 15.83 20.18 15.83 34.26 15.83 k Reactions § Right 5.46 1.11 5.46 1.11 -1.53 1.11 k V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 LL= 1.45 klf DL= 0.96 klf ui II II —I _i Q _J T t 1.00 6.00 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 Page: Mmax= 1.64ft-k<g> 4.85 ft Mmin =-26.83 ft-k 0.01ft 1.64i 1 •26.83 11.77 Vmax = 11.77 kips 0.01 ft Vmin =-26.84 kips <g> -0.02 ft Dmax = 0.01 in % 1.83 ft Dmin = -0.02 in % -1.00 ft IIIIHlliu 6.1 V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 3>} Page: ^ STEEL COLUMN DESIGN HUNSAKER/CARLSBAD COLUMN DATA AISC Section Column Height Fixity @ Top Fixity § Bottom Unbraced Lengths... For Y-Y Buckling For X-X Buckling DESIGN DATA w12x22 6.00 ft Pinned Pinned 0.00 ft 0.00 ft Fy - 36 ksi Load Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Restrained Y-Y Axis : Restrained Effective Length Factors... X-X Axis •= 1.00 Y-Y Axis - 1.00 SECTION DATA Axial Dead Load Live Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads APPLIED LOADS 0.00 k "Y" Eccentricity 0.00 k "X" Eccentricity 13.9 k - Dead - — Live - Top - -None- Bottom - -None- Btwn Ends - 0.6 0.00 Top ••None- Bottom - -None- Btwn Ends = -None- X-X Axis = -None- Y-Y Axis - -None- X-X - -None- Y-Y - -None- Short X:Start 0.00 in 0.00 in X:End 0.00 k-ft 3.00 ft SUMMARY Depth - 12.31 in Width 4.00 in Combined Stress Ratios... — Dead -— Live — - DL + LL — DL + ST — Top Thickness - 0.425 in Formula 1.6 - la - Web Thickness - 0.260 in Formula 1.6 - lb - Area - 6.480 in2 Formula 1.6-2 0.006 0.006 0.079 Weight = 22.002 pIf Actual & Allowable Stresses... rT = 1.020 in Fa: Allowable 21.60 0.00 21.60 28.73 ksi Ixx = 156.0 in4 fa: Actual 0.00 0.00 0.00 2.15 ksi Sxx 25.3 in3 Fb:xx: Allow [FV6] 23.76 0.00 2376 31.60 ksi Rxx 4.91 in " " [F17&F1-8] 23.76 0.00 23.76 31.60 ksi lyy 4.7 in4 fb:xx Actual 0.14 0.00 0.14 0.14 ksi Syy 2.3 in3 Fb:yy:Allow[F1-6] " " [F17&F1-8] 23.76 0.00 27.00 35.91 ksi Ryy 0.85 in Fb:yy:Allow[F1-6] " " [F17&F1-8] 23.76 0.00 27.00 35.91 ksi fb:yy Actual 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection -0.000 in at 1.76 ft from column base Max Y-Y Axis Deflection -0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values F'ex (DL+LL) -69999999 psi Cm:x (DL+LL) - 1.00 Cb:x (DL+LL) F'ey (DL+LL) =99999999 psi Cm:y (DL+LL) - 0.60 Cb:y (DL+LL) F'ex (DL+LL + ST) >32999999 psi Cm:x (DL+LL+ST) - 1.00 Cb:x (DL + LL + ST) F'ey (DL+LL+ST) W2999999 psi Cm:y (DL+LL+ST) - 0.60 Cb:y (DL+LL+ST) 1.00 1.75 1.00 1.75 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 ^^4 STEEL COLUMN DESIGN HUNSAKER/CARLSBAD i Axial jlHil MxBtvnl X - X Axial liiiiiiiMiliiiiiii iiiili^iiiiiii iiiiiiiiiMiiiiiiil liiiiHIiil ilililiiiii iiiiliiiiilil iiiiiiiiWill X-X AXIS LOADS Pdl = 0.00 k Pst= 13.90 k Y-Y AXIS LOADS V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: STEEL BEAM DESIGN HUNSAKER/CARLSBAD ^1^ / . ^ 1 BEAM DATA Center Span Length - 24.00 ft Left Cantilever = 0.00 ft Right Cantilever - 0.00 ft Unbraced Length - 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy - 36 ksi Load Duration Factor - 1.00 Beam End Fixity Pin:Pin STEEL SECTION DATA AISC Section w12x14 Section Depth 11.91 in ixx 88.60 in4 Web Thickness 0.200 in lyy 2.36 in4 Section Width 3.97 in Sxx 14.88 in3 Flange Thickness 0.225 in Syy 1.19 in3 Section Area 4.16 in2 r:xx 4.615 in Section Weight 14.12 # r:yy 0.753 in rT,y 0.95 in APPLIED LOADS - Uniform Loads - Dead Load Live Load Distance To Start Distance To End 0.11 k/ft 0.16 k/ft 0.00 ft 24.00 ft USING w12x14. Max Stress Ratio - 68.46%, Min Defl. Ratio -° 353.88 SUMMARY TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 20.2 29.5 k-ft Placed DL LL LL+ST LL LL+ST Stress 16.27 23.76 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear 3.36 34.30 k @Cants Stress 1.41 14.40 ksi Moments.. M+ @ Center 20.2 8.6 20.2 0.0 0.0 0.0 k-ft Deflection -0.814 M- § Center 0.0 0.0 0.0 0.0 0.0 k-ft fb/Fb : % max -0.685 § Left = 0.0 0.0 0.0 0.0 0.0 k-ft fv/Fv : %max -0.098 @ Right -0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio -825.23 Shears... § Left -3.36 1.44 3.36 0.00 0.00 0.00 k Min. TL Defl Ratio -353.88 @ Right 3.36 1.44 3.36 0.00 0.00 0.00 k Deflection.. @ Center --0.814 -0.349 -0.814 -0.349 0.000 0.000 in @ Left 0.000 0.000 0.000 0.000 0.000 0.000 in § Right -0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft -0.000 0.000 0.000 0.000 0.000 in Reactions @ Left 3.36 1.44 3.36 1.44 0.00 0.00 k Reactions § Right 3.36 1.44 3.36 1.44 0.00 0.00 k V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: LL= 0.16 klf DL= 0.11 klf 1^ 24.00 r Ll, /C> '7 V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: 20.17 Mmax= 20.17ft-k<?> 12.00 ft Mmin= 0.00 ft-k <?> 0.00 ft Vmax = 3.36 kips 0.00 ft Vm1n= -3.36 kips 24.00 ft Dmax = 0.00 in"?* 0.00 ft Dmin = -0.81 in «?> 12.00 ft ft 0.0 3.9 8.0 12.0 16.0 20.1 24 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/06/95 Page: STEEL COLUMN DESIGN HUNSAKER/CARLSABD COLUMN DATA AISC Section Column Height Fixity @ Top Fixity @ Bottom Unbraced Lengths... For Y-Y Buckling For X-X Buckling DESIGN DATA w12x14 24.00 ft Pinned Pinned 8.00 ft 0.00 ft Fy - 36 ksi Load Duration Factor = 1.330 Live & Short Loads Don't Combine Sidesway... X-X Axis : Restrained Y-Y Axis : Restrained Effective Length Factors... X-X Axis - 1.00 Y-Y Axis = 1.00 SECTION DATA Axial Dead Load Live Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads APPLIED LOADS 0.00 k "Y" Eccentricity 0.00 k "X" Eccentricity 26.3 k 0.00 in 0.00 in Top Bottom Btwn Ends Top Bottom Btwn Ends XX Axis Y^Y Axis X-X Y-Y Dead - — Live - -None- -None^^ 8.0 0.00 -None- -None- -None- -None- -None- "None- -None- — SUMMARY — Short XiStart X:End 0.00 k-ft 0.00 ft Depth - 11.91 in Width 3.97 in Combined Stress Ratios... — Dead Live — DL + LL -— DL + ST — Top Thickness - 0.225 in Formula 1.6 - la 0.833 Web Thickness - 0.200 in Formula 1.6 - 1b -0.536 Area - 4.160 in2 Formula 1.6-2 0.420 0.420 Weight = 14.124 pIf Actual & Allowable Stresses... rT - 0.950 in Fa: Allowable 9.19 0.00 9.19 12.23 ksi Ixx 88.6 in4 fa: Actual 0.00 0.00 0.00 6.31 ksi Sxx 14.9 in3 Fb:xx: Allow [F1-6] 15.35 0.00 15.35 20.42 ksi Rxx 4.61 in " " [F17&F1-8] 15.35 0.00 15.35 20.42 ksi lyy 2.4 in4 fb:xx Actual 6.45 0.00 6.45 6.45 ksi Syy 1.2 in3 Fb:yy:Allow[F1-6] 15.35 0.00 27.00 35.91 ksi Ryy 0.75 in " " [F17&F1-8] 15.35 0.00 27.00 35.91 ksi Ryy fb:yy Actual 0.00 0.00 0.00 0.00 ksi Max X-X Axis Deflection 0.199 in at 10.08 ft from column base Max Y-Y Axis Deflection 0.000 in at 0.00 ft from column base _ Intprmpiiifltp ^trp^ii Pnlriilntinn Vnhip^ F'ex (DL+LL) •€9999999 psi tiiiciiiicuiaic wiicoo waibumiiuii vaiuco Cm:x (DL+LL) - 1.00 Cb:x(DL +LL) 1.00 Fey (DL+LL) 9192 psi Cm:y (DL+LL) 0.60 Cb:y (DL +LL) 1.75 F'ex (DL+LL+ST) 1€299g99g psi Cm:x (DL+LL+ST) 1.00 Cb:x(DL + LL+ST) 1.00 F'ey (DL+LL+ST) = 12226 psi Cm:y (DL+LL+ST) 0.60 Cb:y (DL + LL+ST) 1.75 V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/08/95 Page: STEEL COLUMN DESIGN HUNSAKER/CARLSBAD \ Axial 111(1 RxBtvnl X --iV - - i Axial 111111111 llillll illil Iiiiiiill liiiiBilii X-X AXIS LOADS Pdl = 0.00 k P3t= 26.27 k Y-Y AXIS LOADS V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 PROJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 TeL (714) 263-1308 Fax: (714) 263-1310 DATE SHEET SUBJECT CALC. BY JOB > / C2><-> KLT CONSULTING STRUCTURAI. KNRI1MFFR.<; 3430 Irvine Avenue, Newport Beach, CA 92660 TeL (714) 263-1308 Fax: (714) 263-1310 Z_^_£ZSHEETC:LOP. ^ PROJECT . DATE I »• SUBJECT CALC. BY. ^oZa/M ^ V AnD WA LL --^ ly ' ''0.1^,) ^-z lY. r /I 1> KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT . . CALC. BY. .SHEET OF at? V// /^ i/jcfieAse. fri « 3o£ Y'/ ^(^^ ^ X2^CP ' = /CO 'x 'x I/P^ y<:>./3S'S> » /^^ KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT DATE SHEET ^ ' OF SUBJECT CALC. BY JOB 4* <2s» ... Ife = o.'i>\x C^oooox \^Ox 1^ =L ^<2?(0> C-fr^<s.i^) 13 113' KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. .DATE . SUBJECT . . CALC. BY. .SHEET -JOB fOF. u— LL I n = 1-3 X -fl ^ / =5 53^ IK- IK 31 7-4- IK It'- ll^ ,1 ) r- I/eg. ^x;r. /Ta^. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT . .DATE -CALC. BY. .SHEET .JOB £i±LiroF_ y^ALL IMf * I2-J>X X 1/6^1^ I / I frcBi =s 3 X /.& y /ee. x o. 15 * 337 (Q.e'X \.^X 1(^4-3^ ^ ^ij 7 = -^f/S*"^ KLT CONSULTING STRUCTURAL ENGINEERS 5430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 11/24/94 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD I ^ ^A \ 74 / X I WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height - 34.00 ft Uniform Dead Load 288.0 # Point Lateral Load 0.0 # Parapet Height 4.00 ft Uniform Live Load 0.0 # ...Height from Base 0.00 ft Thickness 9.25 in Ecc. 8.13 in (this is a Seismic Load) Rebar Size # 6 Uniform Lateral Load 0.0 pif Rebar Spacing 8.00 in Concentric Dead Load 0.0 # ...distance to Bottom 0.00 ft Wall: ZICp - 0.300 Concentric Live Load 0.0 # ...distance to Top 0.00 ft Parapet: ZICp - 0.300 (this is a Seismic Load) Min. Allow Defl Ratio = 150.000 Concrete Weight 145.00 pcf Wind Load 22.00 psf Fixity % Used § Base - 0.0 Seismic Zone - 4 MATERIAL DATA SUMMARY f'c - 3000 psi Fy - 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing - 18.00 in Max. Horizontal = 18.00 in 'd': Depth To Steel 4.25 in Wall Weight - 111.77 psf Effective Strip Width - 12.00 in Using: UBC Sec. 1914.0 method...Exact, Non-Iterated Seismic M-n * Phi: Moment Capacity Appjied: Mu § Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0128 134956.0 in-# 130470.0 in-# 7782.6 in-# 120.0 psi 23.7 psi 0.0129 2.538 in 161 :1 As Too High! Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at FACTORED LOAD STRESSES - Wind 132642.5 in-# 86320.7 in-# 5149.8 in-# 120.0 psi 23.7 psi 0.0129 0.268 in 1520 :1 18.0 in Basic DefLjw/o P-Delta JasicJWu wjo£^eI^ Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment — LOAD FACTORS USED - ACI9-1&9-2DL - 1.40 ACI 9-1 & 9-2 LL - 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seismic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact - 0.90 ACI 9-3 Short Term - 1.30 UBC 2625(04 "1.4" Factor - 1.40 UBC 2625(04 "0.9" Factor - 0.90 Seismic 0.566 in 80785.2 in-# 83605.4 in-# 13.467 in 130470.0 in-# Wind 0.340 in 48520.8 in-# 39456.2 in-# 13.661 in 86320.7 in-# ".5) E :57,000*(f'c n: 29,000/Ec Fr: 5" (f'c\5) Ht / Thk Ratio As(eff)-[Pu:tot-H (As*Fy)]/Fy •a' = (As*Fy-HPu)/(.85Tc*12) 'c'- "a'/.85 Moment of Inertia Modification Factor l-gross l-cracked l-effective (ACI) Phi: Capacity Reduction Factor Mn - As(eff) * Fy * (d - a/2) 18.0 in SERVICE LOAD DEFLECTIONS Seismic Wind Basic DefL w/o P-Delta - 0.404 in 0.268 in Basic Moment w/o P-Delta - 57703.7 in-# 38262.0 in-# Moment in Excess of Mcr = 18006.9 in-# 0.0 in-# Max. Iterated Deflection - 2.538 in 0.268 in Max. Iterated Moment - 64871.4 in-# 45429.7 in-# ANALYSIS VALUES 3122019 psi S-gross - 171.1 in3 9.29 Mcr-S*Fr = 46864.5 in-# 273.86 psi Rho balanced •= 0.0214 44.11 Seismic Wind 0.721 in2 0.706 in2 1.415 in 1.385 in 1.664 in 1.629 in 1.00 1.00 791.5 in4 791.5 in4 . 63.2 in4 62.3 in4 0.0 in4 0.0 in4 0.88 0.88 153359 in-# 150730 in-# V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 11/24/94 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD 1 Design Method: Exact 1994UBC 1914.0 in tn K> to LT) K) fO II o £ to RoofDL= 288 lb3 RoofLL= Olbs Roof Ecc = 8.13 in o o (si CM II •o — o o Thick = 9.25 in Using:* 6 S.OOin f c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0.300 Eff. Width = 12 in o o V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW08D2483 PROJECT. SUBJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 DATE« * / 'ggMFFT OF. . CALC. BY. 54 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD L- <^AJ r WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height - 34.00 ft Uniform Dead Load 288.0 # Point Lateral Load 0.0 # Parapet Height - 3.75 ft Uniform Live Load 0.0 # ...Height from Base 0.00 ft Thickness 9.25 in Ecc. 8.00 in (this is a Seismic Load) Rebar Size # 6 Uniform Lateral Load 0.0 pIf Rebar Spacing - 12.00 in Concentric Dead Load 5760.0 # ...distance to Bottom 0.00 ft Wall: ZICp - 0.300 Concentric Live Load 0.0 # ...distance to Top 0.00 ft Parapet: ZICp - 0.300 (this is a Seismic Load) Min. Allow Defl Ratio - 150.000 Concrete Weight 145.00 pcf Wind Load 22.00 psf Fixity % Used @ Base - 0.0 Seismic Zone - 4 MATERIAL DATA SUMMARY f'c 3000 psi Fy - 60000 psi Phi - 0.90 Min. Vert Steel % - 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing - 18.00 in Max. Horizontal - 18.00 in 'd': Depth To Steel 7.00 in Wall Weight - 111.77 psf Effective Strip Width - 12.00 in Using: UBC Sec. 1914.0 method...Exact, Non-Iterated Live & Short Term Loads Combined Seismic Parapet Wt Used FACTORED LOAD STRESSES Seismic Wind M n * Phi: Moment Capacity 218756.0 in-# 203463.0 in-# Applied: Mu @ Mid-Height 162828.6 in-# 113257.1 in-# Mu@ Top of Wall 7186.5 in-# 4785.9 in-# Allow Axial Stress 120.0 psi 120.0 psi Actual Axial Stress 75.4 psi 75.4 psi Max. As %: 0.6* RhoBal - 0.0128 0.0052 0.0052 Maximum Service Deflection 1.461 in 0.893 in Ht/Service Defl Ratio 279 :1 457:1 Space bars § base of parapet at 18.0 in 18.0 in Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED Seismic 0.568 in 81032.8 in-# 115964.1 in-# 6.983 in 162828.6 in-# Wind 0.341 in 48664.9 in-# 66392.6 in-# 7.352 in 113257.1 in-# SERVICE LOAD DEFLECTIONS - Seismic Basic Defl. w/o P-Delta - 0.406 in Basic Moment w/o P-Delta - 57680.6 in-# Moment in Excess of Mcr - 33775.0 in-# Max. Iterated Deflection - 1.461 in Max. Iterated Moment - 80639.5 in-# ANALYSIS VALUES Wind 0.269 in 38371.9 in-# 14266.2 in-iSf 0.893 in 61130.7 in-# ACi 9-1 & 9-2 DL 1.40 E :57,000*(fc".5) - 3122019 psi S-gross - ACI9-1&9-2LL 1.70 n: 29,000/£c - 9.29 Mcr - S * Fr AC19-1&9-2ST 1.70 Fr: 5 * (fc".5| - 273.86 psi Rho balanced - .... Seismic - ST 1.10 Ht/Thk Ratio - 44.11 Seismic Wind ACi 9-2 Group Factor 0.75 As(eff)-[Pu:tot-H(As*Fy)]/Fy 0.635 in2 0.586 in2 ACI 9-3 Dead Load Fact 0.90 •a'-(As*Fy-KPu|/(.85*f'c*12) 1.246 in 1.150 in ACI 9-3 Short Term 1.30 'c'- 'a'/.85 1.465 in 1.353 in UBC 2625(04 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 1.00 UBC 2625(04 "0.9" Factor -0.90 l-gross 791.5 in4 791.5 in4 l-cracked 193.3 in4 183.6 in4 l-effective (ACI) 0.0 in4 0.0 in4 Phi: Capacity Reduction Factor 0.90 0.90 Mn - As(eff) • Fy * (d • a/21 243062 in-# 226070 in-# 171.1 in3 46864.5 in-# 0.0214 V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 m KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD A L I r Design Method: Exact 1994UBC 1914.0 ft tt _ tr t 7^ ] ro in ro ro m IO' IO II o 'i m 12.00 in fc = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0.300 Eff. Width = 12 in V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 PROJECT. SUBJECT . KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 TeL (714) 263-1308 Fax: (714) 263-1310 ^ .DATE( . CALC. BY. f. •»$: ' KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 Page: ) TILT-UP CONCRETE WALL PANEL STRIP DESIGN p/^A ^^^/^ HUNSAKER/CARLSBAD ^ ., ^. / J- ^ f / /o /5 WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone IVIATERIAL DATA - 32.75 ft Uniform Dead Load 3020.0 # Point Lateral Load - 2094.0 # 5.00 ft Uniform Live Load 0.0 # ...Height from Base 13.00 ft - 30.00 in ... Ecc. 10.75 in (this is a Seismic Load) # 6 Uniform Lateral Load 349.0 pIf 6.00 in Concentric Dead Load =• 25282.0 # ...distance to Bottom 22.00 ft - 0.300 Concentric Live Load 0.0 # ...distance to Top 32.75 ft - 0.300 (this is a Seismic Load) - 150.000 Concrete Weight 145.00 pcf Wind Load - 228.00 psf 0.0 4 SUMMARY f'c - 3000 psi Fy - 60000 psi Phi 0.90 Min. Vert Steel % - 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing 5.87 in Max. Horizontal 5.87 in 'd': Depth To Steel - 27.50 in Wall Weight - 362.50 psf Effective Strip Width - 12.00 in Using: UBC Sec. 1914.0 method...Exact, Non-iterated Seismic M-n * Phi: Moment Capacity Applied: Mu @ Mid-Height Mu@Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0128 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at FACTORED LOAD STRESSES - Basic Defl. w|o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED Seismic Wind 0.127 in 0.088 in 656579.0 in-# 462932.2 in-# 239313.1 in-# 32910.2 in-# 1.509 in 1.662 in 732263.4 in-# 525860.5 in-# 2399111.7 in-# 732263.4 in-# 68288.5 in-# 120.0 psi 100.1 psi 0.0027 0.140 in 2813 :1 5.9 in SERVICE LOAD DEFLECTIONS Seismic Wind 2122808.1 in-# 525860.5 in-# 77693.2 in-# 120.0 psi 100.1 psi 0.0027 0.070 in 5633 :1 5.9 in Basic Defl. w|o P-Delta Basic Moment w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 0.090 in 468985.0 in-# 69882.3 in-# 0.140 in 562832.6 in-# Wind 0.070 in 365948.6 in-# 0.0 in-# 0.070 in 460400.8 in-# ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c\5) - 3122019 psi S-gross = ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec - 9.29 Mcr - S * Fr - 49 ACI9-1&9-2ST 1.70 Fr:5*(f'c".5) - 273.86 psi Rho balanced - .... Seismic - ST 1.10 Ht/Thk Ratio - 13.10 Seismic Wind ACI 9-2 Group Factor 0.75 As(eff)-[Pu:tot-H(As*Fy)]/Fy 1.721 in2 1.511 in2 ACI 9-3 Dead Load Fact 0.90 "a" - (As*Fy + Pu)/{.85*f'c*12) 3.375 in 2.963 In ACI 9-3 Short Term 1.30 'c'- 'a'/.85 3.970 in 3.485 in UBC 2625(04 "1.4" Factor •= 1.40 Moment of Inertia Modification Factor 1.00 1.00 UBC 2625(04 "0.9" Factor -0.90 l-gross 27000.0 in4 27000.0 in4 l-cracked 9101.9 in4 8263.1 in4 l-effective (ACI) 0.0 in4 0.0 in4 Phi: Capacity Reduction Factor 0.90 0.90 Mn - As(eff) * Fy * (d - a/2) 2665680 in-# 2358676 in-# 1800.0 in3 12950.3 in-# 0.0214 V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Waii: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone MATERIAL DATA - 32.75 ft Uniform Dead Load 3775.0 # Point Lateral Load - 2618.0 # 5.00 ft Uniform Live Load 0.0 # ...Height from Base 13.00 ft - 30.00 in Ecc. 10.75 in (this is a Seismic Load) # 6 Uniform Lateral Load 436.0 pIf 6.00 in Concentric Dead Load - 31603.0 # ...distance to Bottom 22.00 ft - 0.300 Concentric Live Load 0.0 # ...distance to Top 32.75 ft - 0.300 (this is a Seismic Load) - 150.000 Concrete Weight 145.00 pcf Wind Load - 285.00 psf 0.0 4 f'c - 3000 psi Fy - 60000 psi Phi - 0.90 Min. Vert Steel % - 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing - 5.87 in Max. Horizontal - 5.87 in 'd': Depth To Steel - 27.50 in Wall Weight - 362.50 psf Effective Strip Width - 12.00 in Live & Short Term Loads Combined Seismic Parapet Wt Used SUMMARY Using: UBC Sec. 1914.0 method.. Seismic M-n * Phi: Moment Capacity Applied: Mu § Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6* RhoBal- 0.0128 Maximum Service Deflection Ht/Service Defl Ratio 0.0027 0.192 2051 Space bars § base of parapet at FACTORED LOAD STRESSES - Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED Seismic Wind 0.147 in 0.110 in 762784.3 in-# 578665.3 in-# 361847.5 in-# 163008.6 in-# 1.539 in 1.707 in 854797.8 in-# 655958.9 in-# Basic Defl. w/o P-Delta Basic Moment wlo P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES Non-Iterated Non-Iterated Wind in-# 2286074.0 in-# in-# 655958.9 in-# in-# 97116.5 in-# psi 120.0 psi psi 119.8 psi 0.0027 in 0.155 in :1 2529 :1 in 5.9 in DEFLECTIONS Seismic Wind 0.105 in 0.087 in 544845.9 in-# 457435.8 in-# 163926.8 in-# 77476.7 in-# 0.192 in 0.155 in 656877.1 in-# 570427.0 in-# ACI9-1&9-2DL 1.40 E:57,000*(f'c".5) - 3122019 psi S-gross - ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec - 9.29 Mcr - S * Fr - 49 ACI9-1&9-2ST 1.70 Fr: 5 * (f'c".5) - 273.86 psi Rho balanced .... Seismic - ST 1.10 Ht/Thk Ratio - 13.10 Seismic Wind ACI 9-2 Group Factor 0.75 As(eff) - [Pu:tot-H (As*Fy)]|Fy 1.886 in2 1.635 in2 ACI 9-3 Dead Load Fact 0.90 'a'- (As*Fy-1-Pu)/(.85*f'c*12) 3.699 in 3.205 in ACI 9-3 Short Term 1.30 'c*- 'a'/.85 4.351 in 3.771 in UBC 2625(04 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 1.00 UBC 2625(04 "0.9" Factor -0.90 l-gross 27000.0 in4 27000.0 in4 l-cracked 9718.6 in4 8764.5 in4 l-effective (ACI) 0.0 in4 0.0 in4 Phi: Capacity Reduction Factor 0.90 0.90 Mn - As(eff) * Fy * (d - a/2) 2903069 in-# 2540082 m4 1800.0 in3 0.0214 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714)263-1310 PROJECT. .DATE, SUBJECT . . CALC. BY. L ^''^HEET ^ -ftp JOBJ£^_/A/. ' /o ' 1 2 7 ^A'^^T> -7 n -f- KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD ^ ^^^Vr^r^" WALL DATA VERTICAL LOADS Wall Height Parapet Height Thickness Rebar Size # Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone MATERIAL DATA 32.75 ft 5.00 ft 30.00 in Ecc 6 Uniform Dead Load Uniform Live Load 6.00 in 0.300 0.300 150.000 0.0 4 Concentric Dead Load Concentric Live Load Concrete Weight 3020.0 # 0.0 # 10.75 in 32256.0 # 0.0 # 145.00 pcf LATERAL LOADS Point Lateral Load ...Height from Base (this is a Seismic Load) Uniform Lateral Load ...distance to Bottom ...distance to Top (this is a Seismic Load) Wind Load 0.0 # 0.00 ft 349.0 pIf 10.00 ft 32.75 ft 228.00 psf f'c - 3000 psi Fy - 60000 psi Phi - 0.90 Min. Vert Steel % - 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing - 5.87 in Max. Horizontal - 5.87 in 'd': Depth To Steel - 27.50 in Wall Weight - 362.50 psf Effective Strip Width - 12.00 in Live & Short Term Loads Combined Seismic Parapet Wt Used M-n * Phi: Moment Capacity Applied: Mu § Mid-Height Mu la Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio SUMMARY Using: UBC Sec. 1914.0 method.. Seismic 0.0128 0.0027 Space bars @ base of parapet at FACTORED LOAD STRESSES - Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED Seismic VITrnd 0.168 in 0.088 in 901540.0 in-# 462932.2 in-# 500690.4 in-# 47064.6 ih-# 1.539 in 1.706 in 993640.7 in-# 540014.9 in-# Basic Defl. w/o P-Delta Basic Moment w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES Non-Iterated Non-Iterated Wind in-# 2283732.1 in-# in-# 540014.9 in-# in-# 77693.2 in-# psi 120.0 psi psi 119.5 psi 0.0027 in 0.083 in :1 4755 :1 in 5.9 in DEFLECTIONS Seismic Wind 0.120 in 0.070 in 643957.1 in-# 365948.6 in-# 263009.4 in-# 0.0 in-# 0.249 in 0.083 in 755959.7 in-# 478672.6 in-# ACI91&9-2DL 1.40 E:57,000*(f'c-.5) - 3122019 psi S-gross - ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec - 9.29 Mcr - S • Fr - 49 ACI 9-1 8t 9-2 ST 1.70 Fr:5'*(f'c".5) - 273.86 psi Rho balanced - .... Seismic - ST 1.10 Ht/Thk Ratio - 13.10 Seismic Wind ACI 9-2 Group Factor 0.75 As(eff)-[Pu:tot-H(As*Fy)]/Fy 1.884 in2 1.633 in2 ACI 9-3 Dead Load Fact 0.90 'a'- (As*Fy-1-Pu)/(.85''f'c*12) 3.694 in 3.202 in ACI 9-3 Short Term 1.30 'c'- 'a'/.85 4.346 in 3.767 in UBC 2625(04 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 1.00 UBC 2625(04 "0.9" Factor -0.90 l-gross 27000.0 in4 27000.0 in4 l-cracked 9710.0 in4 8757.4 in4 l-effective (ACI) 0.0 in4 0.0 in4 Phi: Capacity Reduction Factor Mn - As(eff|*Fy*(d-a/2) 0.90 0.90 Phi: Capacity Reduction Factor Mn - As(eff|*Fy*(d-a/2) 2899670 in-# 2537480 in-# 1800.0 in3 12950.3 in-# 0.0214 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tek (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. .DATE . CALC. BY. .SHEET -JOB . t 1^ 1 g -d^" 77 //t>lO. 0.)x/ny{'v^* (Ai/A»p. 7.Tjt^^+ 2.i.-^/y^ --17'fa' Y/ KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone MATERIAL DATA - 34.00 ft Uniform Dead Load -1008.0 if Point Lateral Load 0.0 # 3.75 ft Uniform Live Load -0.0 # ...Height from Base -0.00 ft 9.25 in Ecc. -8.00 in (this is a Seismic Load) # 6 Uniform Lateral Load -84.0 pIf - 4.70 in Concentric Dead Load -7770.0 # ...distance to Bottom -10.00 ft - 0.300 Concentric Live Load 0.0 # ...distance to Top 34.00 ft - 0.300 (this is a Seismic Load) - 150.000 Concrete Weight -145.00 pcf Wind Load -77.00 psf 0.0 4 SUMMARY f'c 3000 psi Using: UBC Sec. 1914.0 method...Exact, Non-Iterated Fy - 60000 psi Seismic Wind Phi 0.90 M-n * Phi: Moment Capacity 451219.7 in-# 434604.9 in-# Min. Vert Steel % - 0.0025 Applied: Mu @ Mid-Height 375583.4 in-# 264364.4 in-# Min. Horiz Steel % - 0.0025 Mu @ Top of Wall 15250.5 in-# 16750.7 in-# Max. Vertical Spacing - 18.00 in Allow Axial Stress 120.0 psi 120.0 psi Max. Horizontal - 18.00 in Actual Axial Stress 100.0 psi 100.0 psi 'd': Depth To Steel 7.40 in Max. As %: 0.6 * RhoBal - 0.0128 0.0127 0.0127 Wall Weight - 111.77 psf Maximum Service Deflection 2.706 in 2.252 in Effective Strip Width - 12.00 in Ht/Service Defl Ratio 151 :1 181 :1 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in FACTORED LOAD STRESSES SERVICE LOAD DEFLECTIONS Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED ACI91&9-2DL ACI 9-1 & 9-2 LL ACI9-1&9-2ST .... Seismic - ST ACI 9-2 Group Factor ACI 9-3 Dead Load Fact ACI 9-3 Short Term UBC 2625(04 "1.4" Factor - UBC 2625(c)4 "0.9" Factor - Seismic Wind 1.752 in 1.195 in 254924.9 in-# 170327.2 in-# 328718.9 in-# 217499.9 in-# 7.791 in 8.070 in 375583.4 in-# 264364.4 in-# 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 .5) E :57,000*(f'c n: 29,000/Ec Fr:5*(f'c".5) Ht/Thk Ratio As(eff)-[Pu:tot-^(As*Fy)]/Fy 'a' - (As*Fy PU)/(.85*f'c*12) •c'- 'a*/.85 Moment of Inertia Modification Factor l-gross l-cracked l-effective (ACI) Phi: Capacity Reduction Factor Mn - As(eff) * Fy " (d - a/21 Fr Basic Defl. w/o P-Delta Basic Moment w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 3122019 psi S-gross 9.29 Mcr - S 273.86 psi Rho balanced 44.11 Seismic 1.382 in2 2.710 in 3.189 in 1.00 791.5 in4 357.4 in4 0.0 in4 0.90 501355 in-if Seismic 1.251 in 182089.2 in-# 165226.4 in-# 2.706 in 212090.9 in-# Wind 0.943 in 134301.5 in-# 117621.5 in-# 2.252 in 164486.0 in-# 171.1 in3 46864.5 in-# 0.0214 Wind 1.318 2.584 3.039 1.00 791.5 • 345.0 0.0 0.90 482894 in2 in in in4 in4 in4 in-i V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 3 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 12/26/94 Page:' TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD / // 1^ Axial DL = Axial LL = 7770 lbs 0 lb3 Design Method: Exact 1994UBC 1914.0 RoofDL= 1008 lbs RoofLL= Olbs Roof Ecc = S.OOin o o OJ o o 00 OT o E oo CO on \- <D 40 ro IO ro Ui to ro II o E CO <D CO o o a. o Ui r^ IO o o to Thick = 9.25 in Using:* 6 (? 4.70 in fc = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0.300 Eff. Width = 12 in V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/02/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD ^C\^ WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone MATERIAL DATA - 34.00 ft Uniform Dead Load -731.0 # Point Lateral Load 0.0 # 3.75 ft Uniform Live Load -0.0 # ...Height from Base -0.00 ft 9.25 in Ecc. -8.00 in (this is a Seismic Load) # 6 Uniform Lateral Load -52.0 pIf 6.00 in Concentric Dead Load -4782.0 # ...distance to Bottom 10.00 ft - 0.300 Concentric Live Load -0.0 # ...distance to Top -34.00 ft - 0.300 (this is a Seismic Load) - 150.000 Concrete Weight -145.00 pcf Wind Load -56.00 psf 0.0 4 SUMMARY f'c 3000 psi Fy - 60000 psi Phi 0.90 Min. Vert Steel % - 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing - 18.00 in Max. Horizontal - 18.00 in 'd': Depth To Steel 7.00 in Wall Weight - 111.77 psf Effective Strip Width - 12.00 in Using: UBC Sec. 1914.0 method...Exact, Non-Iterated Seismic M-n * Phi: Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - 0.0128 Maximum Service Deflection Ht/Service Defl Ratio Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars § base of parapet at FACTORED LOAD STRESSES - Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection' Max. Iterated Moment LOAD FACTORS USED Seismic 1.300 in 188492.7 in-# 229407.3 in-# 8.018 in 276271.8 in-# Wind 0.869 in 123865.5 in-# 144715.3 in-# 8.234 in 191579.8 in-# 341926.4 in-# 276271.8 in-# 12148.1 in-# 120.0 psi 70.6 psi 0.0105 2.650 in 154:1 18.0 in SERVICE LOAD DEFLECTIONS Seismic Wind 329686.9 in-# 191579.8 in-# 12164.8 m4 120.0 psi 70.6 psi 0.0105 2.033 in 201 :1 18.0 in Basic Defl. w/o P-Delta Basic Moment w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 0.929 in 134637.7 in-# 109042.8 in-# 2.650 in 155907.3 in-# Wind 0.686 in 97665.4 in-# 72104.6 in-# 2.033 in 118969.1 in-# ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c'.5| - 3122019 psi S-gross - ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec - 9.29 Mcr - S • Fr SE ACI9-1&9-2ST 1.70 Fr: 5 - (f'c".5) - 273.86 psi Rho balanced - .... Seismic - ST 1.10 Ht/Thk Ratio - 44.11 Seismic Wind ACI 9-2 Group Factor 0.75 As(eff)-[Pu:tot-^(As*Fy)]/Fy 1.063 in2 1.017 in2 ACI 9-3 Dead Load Fact 0.90 •a'-(As*Fy-HPu)/(.85*f'c*12) 2.084 in 1.994 in ACI 9-3 Short Term 1.30 'c'- 'a"/.85 2.452 in 2.346 in UBC 2625(04 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 1.00 UBC 2625(04 "0.9" Factor -0.90 l-gross 791.5 in4 791.5 in4 l-cracked 263.2 in4 256.3 in4 l-effective (ACI) 0.0 in4 0.0 in4 Phi: Capacity Reduction Factor Mn - As(eff) • Fy * (d - a/2) 0.90 0.90 Phi: Capacity Reduction Factor Mn - As(eff) • Fy * (d - a/2) 379918 in-# 366319 in-# 171.1 in3 46864.5 in-# 0.0214 V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 m KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-263-1308 FAX: 714-263-1310 Date: 01/02/95 Page: ' TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD Axial DL = 4782 lbs Axial LL= Olbs Design Method: Exact 1994 UBC 1914.0 RoofDL= 731 lbs I RoofLL= Olbs X Roof Ecc = 8.00 in o o (SI o CD csi Ui £ <Si CO i OtJ •a O O hO in ro ro ro Ui ro' ro II o £ #» CO O CD (O Ui Ui ro Thick = 9.25 in Using:* 6 6.00 in f c = 3000 psi Fy = 60000 psi Seismic Zone = 4 Seismic Factor = 0.300 Eff. Width = 12 in o o ro V4.4B3 (01983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 PROJECT. • SUBJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 . CALC. BY. .JOB t <5 2' /i^ •2. -<p KLT CONSULTING STRUCTURAL ENGINEERS 5430 IRVINE AVE., NEWPORT BEACH, CA 92660 TEL: 714-265-1508 FAX: 714-263-1510 Date: 12/26/94 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER/CARLSBAD ^7 4^ WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone MATERIAL DATA - 34.00 ft Uniform Dead Load -1152.0 # Point Lateral Load -0.0 # 3.75 ft Uniform Live Load 0.0 # ...Height from Base -0.00 ft 9.25 in ...Ecc. -8.00 in (this is a Seismic Load) i? 6 Uniform Lateral Load 101.0 pif - 4.70 in Concentric Dead Load 7980.0 # ...distance to Bottom -14.00 ft - 0.300 Concentric Live Load 0.0 # ...distance to Top -34.00 ft - 0.300 (this is a Seismic Load) - 150.000 Concrete Weight -145.00 pcf Wind Load -66.00 psf 0.0 4 SUMMARY f'c - 3000 psi Fy - 60000 psi Phi 0.90 Min. Vert Steel % - 0.0025 Min. Horiz Steel % - 0.0025 Max. Vertical Spacing - 18.00 in Max. Horizontal - 18.00 in 'd': Depth To Steel 7.40 in Wall Weight - 111.77 psf Effective Strip Width - 12.00 in Using: UBC Sec. 1914.0 method...Exact, Non-Iterated M-n * Phi: Moment Capacity Applied: Mu @ Mid-Height Mu @ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0128 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at FACTORED LOAD STRESSES - Seismic Wind 453307.8 in-# 436214.2 in-# 376849.5 in-# 244364.9 in-# 16863.3 in-# 16776.9 in-# 120.0 psi 120.0 psi 103.2 psi 103.2 psi 0.0127 0.0127 2.702 in 1.997 in 151 :1 204:1 18.0 in 18.0 in SERVICE LOAD DEFLECTIONS Seismic Wind Basic Defl. w|o P-Delta ~ 1.710 in 1.034 in Basic Mu w/o P-Delta - 253631.3 in-# 147204.3 in-# Moment in Excess of Mcr = 329985.0 in-# 197500.4 in-# Max. Iterated Deflection = 7.791 in 8.081 in Max. Iterated Moment LOAD FACTORS USED — 376849.5 in-# 244364.9 in-# Basic DefL w/o P-Delta Basic Moment w/o P-Delta Moment in Excess of Mcr Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES Seismic 1.222 in 181165.2 in-# 164999.6 in-# 2.702 in 211864.1 in-# Wind 0.818 in 116267.6 in-# 100550.4 in-# 1.997 in 147414.9 in-# ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c-.5) - 3122019 psi S-gross - ACI91&9-2LL 1.70 n: 29,000/Ec - 9.29 Mcr - S • Fr ACI9-1&9-2ST 1.70 Fr: 5 * (f'c".5) - 273.86 psi Rho balanced = .... Seismic - ST 1.10 Ht/Thk Ratio - 44.11 Seismic Wind ACI 9-2 Group Factor 0.75 As(eff)-[Pu:tot-^(As*Fy)]/Fy 1.391 in2 1.324 in2 ACI 9-3 Dead Load Fact 0.90 'a'- (As'Fy-i-Pu)/(.85*fc'*12) 2.727 in 2.596 in ACI 9-3 Short Term 1.30 •c'- 'a'/.85 3.208 in 3.054 in UBC 2625(04 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 1.00 UBC 2625(04 "0.9" Factor -0.90 l-gross 791.5 in4 791.5 in4 l-cracked 359.0 in4 346.2 in4 l-effective (ACI) 0.0 in4 0.0 in4 Phi: Capadty Reduction Factor Mn - As(eff) * Fy * (d - a/2) 0.90 0.90 Phi: Capadty Reduction Factor Mn - As(eff) * Fy * (d - a/2) 503675 in-# 484682 in-# 171.1 in3 46864.5 in-# 0.0214 V4.4B3 (0 1983-95 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 '1 PROJECT. KLT CONSULTING STRUCnn^Af FNAINFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 DATE /z--2.n- -rC SUBJECT . SHEET . CALC. BY. KLT CONSULTING STRUCTURAI FlsiniMFFRS 3430 Irvine Avenue, Newport Beach, CA 92660 TeL (714) 263-1308 Fax: (714) 263-1310 PROJECT DATE .OF SUBJECT / "P • C . CALC. BY JOB <k / I /7^/^/. 7/^7 X y^^' ^ - z / ^ K : - if K 3 "PC / u» o o Cr. KLT CONSULTING STRUCTIW^AI FNniNFFR.«t 3430 Irvine Avenue, Newport Beach, CA 92660 Tek (714) 263-1308 Fax: (714) 263-1310 1 PROJECT. . DATE SUBJECT. . CALC. BY. SHEET OF /<P-lr-l> KLT CONSULTING STRUCTUl^Al FNGlNFFRfi 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 . I ^ 7 lp SHEET^ QF PROJECT ..^ . DATE SUBJECT CALC. BY KLT CONSULTING STRUCTUff Al FNGINFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT . /AJ V<^A/^<>/A?-A'K . CALC. BY /^^^7ll^SHEETlif^i_ . JOB . I \9- 0 •s. V3 If tt. n 7 ^ 4 ^ If ^ / ^8 PROJECT SUBJECT KLT CONSULTING STRUCTUi^Ai FNGINFFRS 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 DATE llll2llL...T^^l.. ^ • f' CALC BY JO fCl-u) v^/^/i?cjj'(L c/k.AR^ p/e%<^\'' A/ {1) ^ 7^ 4 ^.<2>c> /^u- "V"-;^ "^a^ CO 1^^77" / PROJECT. KLT CONSULTING STRUCT! n^Ai FNfiiMFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 , Q DATE I / ' ^HFFT OF. SUBJECT CALC. BY . .JOB^^J.^ ^ t^ '^^^ 4-^ ^7 ''^ X ^^^^ '-^^ ^ t/< KLT CONSULTING STRUCRJi^Ai FNfilisiFFR.t; 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 ^ Z^l^^Zl^SHEET^^^OF. PROJECT . DATE SUBJECT /• ^' ^ . _ CALC. BY .OB f^/^l iX~ f >x// / X//-T5 x|^' T>. PROJECT. KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 DATE /"^ SUBJECT. .CALC. BY. -pA^SL ^td C^jeL //x^' xzj'}\: //XJ^5C^OJ91^ V ''yl-^xhfX UN l'^ 1^ ^iS^f^l^ufa <,AfsA^ f/6/\.- ^J ^.(-^ o,i^) 1/ 3 17 4- o, 0 7wm KLT CONSULTING STRUCTm^Ai FisiniNFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 / SHEET O PROJECT DATE L- / I SHEET _OF. SUBJECT ^ ' ^ ' CALC. BY JOB C / ) :PAJ& <L ^ /g - ii/>~ K • / I / K KLT CONSULTING STRUCTURAI FNfilNFFR.*; 3430 Irvine Avenue. Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 . ' ^ / .SHEETl_lI!__OF_ PROJECT . DATE SUBJECT / f 4 CALC. BY JOB '9(^/'^l ^//B^ ^U6I{J(^RAJ/^^^•-' ^ . Xx(. > 7^ X .^r<^x -^'h.'^o - lA^ \ -uXxf^Vlxx/L^ ^ J /o ^ / 5^ X O X /6. / KLT CONSULTING STOUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. .DATE. SUBJECT /A/ -f^A/JS <;_/A^A\ .CALC. BY [ Z. ^ SHEETl21ZJ_OF .JOB . Ay^ A/ 1^ o.f. //. = X"^ /%X - 7^' 4c KLT CONSULTING STRUCTUl^Ar FNfllNFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 , ' r__/___rSHEET_ OF. PROJECT ^ . DATE SUBJECT _ CALC. BY JOB <^Ah^ ^^A^ 17" - ———^ '^^"^ 7 P , /.,7-7 ^ ^7^^ ^ /> ^ / KLT CONSULTING STRUCTUf^Al FMfilNFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. .DATE SUBJECT .CALC. BY. iu—^AzjJ_ ,p WAIL ly. ^ ^-y, 7^-- V // 2- tA ^ l^"/.' x^ IS WAc oJ%b}? X /U. ^ 7 4.0./- •-^/^j^^/'f.r') X ^ KLT CONSULTING STRUCTURAI FNGINFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ll*- / SHEET OF / ^ • C CALC. BY JOB / '> ] PROJECT . DATELf:: / SHEET OF. SUBJECT . :pAx/eL ^ >^ '\7(j L^y --c^" T/^^ ^//"^^^v ^ )Cx T^^Yf^y - -L ll ^ s X A ^ KLT CONSULTING STRUCTUi^Al FNfllNFFR.Q 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT. pX/^A/< ^/A^A^^ DATE I U • f-IO SHEET JOF .CALC. BY. .JOB L'^eL {/kAK '-/i^Vo' ^^'T^ A^~)n): xoj^l"^ - >^>"x A(Z -yK" tyC ^ t^ ;/ . d>.^ / X<^ >^ X''Z^ ' Tj /-' N^jA^f.C:A of- w^^Lc, zAy.-}\''xfx^)-C/^x}^/^Xi(^^'^n) X ^ I'^^ ^ (Kl X 1 CP. |C -7' KLT CONSULTING STOUCTUi^Ai FNfiiNFFR.*; 3430 Irvine Avenue, Newport Beach. CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 . PROJECT DATE XJ: Sla SHEET lOF. SUBJECT . / ^' CALC. BY JOB - ?AKI/^U ""^7 7. ^7 4- r lA -(i^ij'^^ ,nfj^^7n\^)^^^tl4'^'c^>^ 1^ ^ Z\J,LL ir/ -f- oil- ^.L. i^.^j^ X /A^A L6 (i^<:?Q'l XO.H7, •to^i'^'^ X i7^^ %'] ff 3 KLT CONSULTING STRUCTURAI FNniNFFR.«S 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 /-7 . z7.^X" ^0^7/ /!'•('/• 7'CaSHFFT 'OF. PROJECT DATE SUBJECT /• ^ • ^ • CALC. BY JOB / y X ^ 4-7/ ' M > / // KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. . DATE SUBJECT . CALC. BY SHEET OF OB_f^ZZ7_ ^ A 9^ \^ X /(^ /'Z I KLT CONSULTING STRUCTURAI FNniMFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 SHEE^^^O. PROJECT OATE /'2^ ' »Xj>- / Q SHEEf__I_l_'OF_ SUBJECT / ^ ' ^ ' CALC. BY JOB ^ f ) K K ^^ \/o y^x^/HAi^ o./l / i^ 7 V ^•i-7(^ ll ^A£^(< 4/AsAf^ ^ V Wo X f X 2/. i / =-2/. 7^^" .^"^ / /CsnTO ^ ^ . i- ^ i , K KLT CONSULTING STRUCTURAI FNGIIMFFR.*; 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. . DATE 1 ^oJ4^ i- ' ^ 7^ SHPFT OF. SUBJECT. -CALC. BY. . JOB A<\j ' 4-.^)^x A ^7 ;f ^3 7-^^ ^A':7<^ 4-3 7 &K/0 KLT CONSULTING STRUCTin^Al FNfillMFFR.S 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. . DATE SUBJECT. . CALC. BY. i ^ / ^3 SHEET_l___OF 7- I/- §7 ^^-i^/p f?^"x 2^ x^:^^ y / "R; =^i9S -^V^^// x/^^V^X - ^^^x /^^x/.7 - 7^ / c2? .(^ . f /crv-^ 1^1 KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tet (714) 263-1308 Fax: (714) 263-1310 PROJECT. SUBJECT . .SHEET . CALC. BY. .JOE V^OF__ PA^^ ft pAC? : 0> ^<S. X l-f vs// 5-22-1997 4 20PM FROM ANTHONY-TAYLOR CONSULTANTS nty 2240 Vineyard Avenue Escondido, CA 92OZ'J (760) 738-8600 Omttgt County 1442 E. Lincoln Av*nue #449 Orange. CA 92665 (71-4> 283-5470 R7G E Cram Line Road Tfatfy CA 9S376 (BOO) 564-7645 LJU Vegas Area 3275 All Baba Lane, *505 Lu Vegas, NV 69110 (702)73»-155O P. 2 May 22, 1997 HUNSAKER DEVELOPMENT Project No, 96-0548 17761 Mitchell North Irvine, California 92714 Attention: Mi Brian Hunsaker Subject- Revised Recommendations for Warehouse Slab Construction Carlsbad Oaks Business Park, Lot No. 25, NW Corner of Loker Ave. And Sea Otter Place, Carlsbad, California. Dear Mr Hunsaker: In accordance with your request we present with tins letter our revised recommendations for the warehouse slab construction at the subject site We understand that you desire to omit the visqueen moisture barrier and the sand layer beneath the warehouse portion of the building and to extend the moisture barrier underlying the proposed office space to approximately 20 feet beyond the limits of the office space Anthony-Taylor Consultants approves the request to eliminate the moisture barner under the warehouse portion of the slab with your understanding that migration of moisture through the slab may occur at some time in the future without the barrier in place The sand layei under the warehouse portion may also eliminated provided that the near surface soils underlying the slab aie tested and are deter mined to be generally low to non-expansive granular materials We sincerely appreciate this opportunity to be of service. Should you have any additional questions or need farther information, please refer to Project No. 96-0548 to expedite your request Respectfully Submitted, ANTHONY-TAYLOR CONSULTANTS An Anthony-Taylor Company ry Lichal, P E CIVIL - STRUCTURAL- CEO?ECHNlCAL - ENVIRONMENTAL ENGINEERING • TESTING & INSPECTION • ARCHITECTURE • CONSTRUCTION MANAGEMENT MAY 1 9 1997 IES-PETERS ARCHITECTS INC, Report of Geotechnical Investigation Carlsbad Oaks Business Park, Lot 25 NW Corner of Loker Ave and Sea Otter Place Carlsbad, California FOR Hunsaker Development 17761 Mitchell North Irvine, California DATE October 24, 1996 PROJECT 96-0548 PREPARED BY Anthony-Taylor Consultants 2240 Vineyard Avenue, Suite B Escondido, California 92029 (619) 738-8800 TABLE OF CONTENTS I SCOPE II SITE DESCRIPTION 1 General 2 Site Geology 3 Subsurface Conditions 4 Groundwater III FIELD EXPLORATION IV LABORATORY TESTING V CONCLUSIONS 1 General 2 Groundwater 3 Moisture Content 4 Expansive Soils 5 Water Soluble Sulfate in Soils 6 Land Slippage and Erosion 7 Potentially Compressible Soils 9 Settlement of Fill Soils 9 Seismic Considerations V RECOMMENDATIONS 1 Seismicitv 2 Earthwork 3 Foundations and Slab Design 4 Pavement Subgrade 5 Preliminary Pavement Design 6 Lateral Earth Pressures and Resistance 7 Surface and Subsurface Drainage 8 Construction Observation and Plan Review LIMITATIONS 10 10 10 12 14 14 16 17 17 17 FIGURES: la Ib Ha - lid Ilia nib IIIc - Hid APPENDICES: A B C D Vicinity Map Site Map Excavation Logs Laboratory Soil Data Summary Direct Shear Test Results Consolidation-Pressure Curve References Unified Soil Classification Chart Earthwork and Grading Guidelines Seisnucity and Local Faulting ANTHONY-TAYLOR CONSULTANTS San Diego County 2240 Vineyard Avenue Escondido CA 92029 (7601 738 8800 Orange County 1442 E Lincoln Avenue, #449 Orange CA 92665 (714)283 5470 Bay Area 876 E Grant Line Road Tracy CA 95376 (800) 564-7645 LAS Vegas Area 3275 Ah Baba Lane #505 Las Vegas NV 891 1 8 (702)739 1550 October 24, 1996 Hunsaker Development 17761 Mitchell North Irvine, California 92614 Attention Subject Project No. 96-0548 Mr Brian Hunsaker Report of Geotechnical Investigation Lot 25 Carlsbad Oaks East Business Park Northwest Corner of Loker Avenue East and Sea Otter Place, Carlsbad, California Dear Mr Hunsaker In accordance with your request, a Report of Geotechnical Investigation has been performed to address the geotechmcal conditions at the subject site It is our understanding that the subject site has been previously graded to the present grade elevations The purposes of this report, are to determine the general engineering characteristics of the soils underlying the subject site to the depths explored, and to provide recommendations for the design of the proposed improvements This report describes the investigation performed, the results and opinions of our findings, and our geotechnical recommendations for construction I.SCOPE The scope of our geotechnical investigation was based upon the planning information provided to us, and consisted of field, laboratory and engineering evaluation of site conditions, to include 1. Review of readily available documents pertinent to the subject site (Appendix A), 2. The excavation of four exploratory test borings The soils encountered in the excavations were logged by our Field Geologist and relatively undisturbed and loose bag samples were collected at selected intervals in the various soil types to the maximum depth of the exploration, 3. Laboratory analysis of the collected samples, CIVIL » STRUCTURAL • GEOTECHNICAL • ENVIRONMENTAL ENGINEERING • TESTING & INSPECTION • ARCHITECTURE • CONSTRUCTION MANAGEMENT Hunsaker Development Project No 96-0548 October 22, 1996 Page <2> 4. Geotechmcal analysis of the data and information obtained, and 5. Preparation of this report, presenting our conclusions and recommendations H. SITE DESCRIPTION 1. General: The subject site is located in the Carlsbad Oaks East Business Park, and is referred as Parcel 1, Lot 25 located at the northwest corner of the intersection of Loker Avenue East and Sea Otter Place in the City of Carlsbad, California, (see Figure Ib, Site Plan) The site is bounded to the north by a parking structure and a business building, to the south by an undeveloped graded lot, to the east by Sea Otter Place and to the west by an approximately 25 to 50 feet high slope down to a generally east-west running canyon Review of the referenced as-graded geotechmcal reports, (Appendix), indicate that the fill thickness at the subject site is in the order of 50 to 60 feet in the southwest comer of the property Our review of the referenced as graded reports also indicate that after mass grading occurred in 1986, part of the subject site was regraded to install a storm drain and create a drainage pattern to control surface runoff It is our understanding that the proposed structure(s) and improvements are to be constructed upon surface grades which are similar in elevation to those currently existing 2. Site Geology: Review of the referenced geotechmcal report (Woodward-Clyde Consultants, 1981) indicate that the subject site is located in an area underlain by Tertiary-aged Santiago Formation Regional faulting literature, indicate that the site is located approximately 8 miles from the Rose Canyon Fault Zone, 12 miles from the Newport-Inglewood Fault Zone, 21 miles from La Nacion Fault Zone and 22 miles from the Elsmore Fault Zone These fault zones are both reported to have shown indications of Late Quaternary-Holocene and Historic seismic activity Our review of the literature (Hart, 1990) indicates that the subject site lies outside the present Earthquake Fault Zones, which are described in the Alquist-Pnolo Earthquake Fault Zoning Act as being placed along active faults 3. Subsurface Conditions: Review of the referenced reports and our subsurface investigation indicate that the materials at the subject site, consist of a significant thickness of artificial fill and formational materials Detailed descriptions of the materials encountered during our subsurface investigation, can be found in our excavation logs (refer to Figure Nos Ha through lid) Based on our field investigation and laboratory testing, the general character!sties of these units (from youngest to oldest) are described below Hunsaker Development Project No 96-0548 October 22,1996 Page<3> Artificial fill The existing fill encountered in our subsurface investigation at the subject site was observed to have approximate thicknesses between 2 feet and 51 feet in the vicinity of our exploratory excavations The encountered fill soils, generally consist predominantly of siJty sands, clayey sands and sandy silts These soils where sampled, were found to be medium dense to dense and hard We understand based on our review of the available literature, that the placement and compaction of these fill soils dunng rough and fine grading of the subject site has been documented by others Please refer to the geotechmcal report prepared by San Diego Geotechmcal Consultants, (1987) for the appropriate documentation of placement and compaction of these fill soils Formational Tertiary-aged Santiago Formation material were reported to be encountered during the grading of the Carlsbad Oaks East Business Park, (Woodward-Clyde Consultants, 1981) Formational materials associated with the this formation were encountered beneath the fill material dunng our field investigation The formational material encountered in our investigation generally consisted of silty sands and sandy silts A more detailed description of the subsurface materials encountered in our exploratory borings is presented on the Borings Logs (Figure Nos Ila through lid) 4. Groundwater: Free groundwater was not reported to have been encountered in the vicinity of the subject site dunng the subsurface investigation, nor grading operations (Woodward-Clyde, 1981 and San Diego Geotechmcal Consultants, 1987) Groundwater was not encountered in any of our exploratory excavations to the maximum depths explored (approximately 56!/2 feet below existing site grades in the vicinity of Bonng B-l) A description of the subsurface conditions encountered during our subsurface investigation is presented on the Borings Logs (Figure Nos Ila through lid) m. FIELD EXPLORATION Four (4) exploratory borings were dolled, logged and sampled for this study by our Field Geologist on October 11, 1996 at the approximate locations shown on the Site Plan (Figure No Ib) The borings were advanced using a truck-mounted drill rig with an 8-inch diameter, hollow-stem auger Drive samples, recovered from all borings, were obtained using a Modified California Drive Sampler (2 5-mches inside diameter and 3-mches outside diameter) with thin brass liners, and a Standard Penetrometer (2-inches outside diameter and 1-3/8-inches inside diameter) The samplers were driven 12 to 18 inches into the soil by a 140-pound hammer free-falling for a distance of 30-mches The number of blows required Hunsaker Development Project No 96-OS48 October 22, 1996 Page<4> to penetrate the last 12 inches is shown on the Boring Logs The obtained samples were carefully removed, sealed to minimize moisture loss, and returned to our laboratory for further classification and testing Representative bulk samples were collected from cuttings obtained from the bonngs The bulk samples were selected for classification and testing purposes and may represent a mixture of soils within the noted depths Recovered samples were placed in transport containers and returned to our laboratory for further classification and testing The classifications listed in the excavation logs are a result of visual classification of soil with existing moisture contents while in the field The classifications were assigned in accordance with ASTM D-2488 "Description of Soils (Visual-Manual Method)", and all applicable field soil-identification procedures described therein These may or may not correspond precisely to those indicated by subsequent laboratory methods Classifications, made in the field from auger cuttings and drive samples, were verified in the laboratory' after further examination and testing of samples Conditions between bonng locations may vary considerably and it should be expected that site conditions ma> or may not be precisely represented by any one of the bonngs Soil deposition processes and topographic forming processes are such that soil and rock types and conditions may change in small vertical intervals and short horizontal distances Stratification lines, as indicated on the Bonng Logs, represent approximate changes in soil and rock composition, moisture and color, as approximated by field personnel logging the drilling operation and by the engineer in the laboratory from sample recovery data and by observation of the samples Actual depths to changes in the field may differ from those indicated on the logs, or transitions may occur in a gradual manner and may not be sharply defined by a readily obvious line of demarcation The location of the bonngs as shown on Figure No Ib were approximately determined and should be considered accurate only as a reference guide IV. LABORATORY TESTING Laboratory tests were performed on both disturbed and relatively undisturbed soil samples in order to evaluate their pertinent physical and engmeenng properties The following tests were conducted on the sampled soils 1) Moisture Content ASTM D2216-71 2) Density Evaluations ASTM D1557, Method A and others 3) Water Soluble Sulfate in Soil ASTM D1428, D516 Hunsaker Development October 22, 1996 Page <5> Project No 96-0548 4) Direct Shear Test 5) Consolidation Test 6) Expansion Index Test 7) R-Value Testing ASTM D3080 ASTMD2435 ASTMD4928,UBC 18-2 California Materials Method No1 301 The relationship between the moisture and density of undisturbed soil samples give qualitative information regarding the in-place soil strength characteristics and soil conditions Results of our in-place moisture and density testing are presented on the Boring Logs (Figure Nos Ha through lid) The results of our maximum dry density and optimum moisture content determinations are presented on Figure No Ufa The water soluble sulfate content of the near surface soils was determined in accordance with ASTM Test Methods D142S and D516, in order ro estimate the potential for sulfate attack on normal Type I/II cement The results of our testing are presented on Figure No Ilia Direct shear testing was performed on a representative sample of the near surface soils remolded 10 a relative compaction of 90 percent (based on ASTM D1557-vl) We also performed direct shear testing on a representative m-situ density sample Results of this testing (Tigure No Illb) indicate that the near-surface soils possess an apparent cohesion of 360 psf and an internal faction angle of 28 degrees in its natural condition Our testing also indicates that in their properly compacted state, the near-surface soils possess an apparent cohesion of 340 psf and an internal friction angle of 29 degrees The consolidation test is used to estimate the consolidation settlement that could potentially occur within a soil under specific loadings (such as may be imposed by buildings, walls, piers, etc ) The results of our testing are presented in Figure Nos IIIc and Hid The expansion index of the upper foundation soils was evaluated m accordance with ASTM Test Method D4928 (UBC 18-2), where representative soil samples are tested at saturations near 50 percent Expansive soils are classified as follows (by the Expansion Index Test) Very Low Low Medium Oto20 21 to 50 51 to 90 91 to 130 Above 130 High Very High Hunsaker Development Project No 96-0548 October 22, 1996 Page<6> The tested soil samples yielded Expansion Indices of 32 and 97 , which indicate a low to high expansion potential for the near-surface soils R-Value testing was performed on representative samples of the subgrade soils in accordance with California Materials Method No 301 Three samples were prepared and the exudation pressure and R-value were determined for each one The graphically-determined R-value at an exudation pressure of 300 psi yielded an R- value of 10 for these soils IV. CONCLUSIONS 1. General: Based on the results of our study and the review of the geotechmcal reports prepared by Woodward-Clyde (1981), and San Diego Geotechmcal Consultants (1987), (see Appendix), it is our opinion that the proposed structures can be constructed as planned, provided that the recommendations presented herein are implemented 2. Groundwater: As no;ed previously, free groundwater was not encountered during our subsurface investigation nor reported to be encountered during grading of the subject site It should be noted, however, that fluctuations in the groundwater level may occur due to variations in ground surface topography, subsurface stratification, rainfall, irrigation, and other possible factors which may not have been evident at the time of the grading operation 3. Moisture Content: The in-place moisture contents of the near-surface soil samples (upper 5 feet) obtained from the proposed building pad area during our investigation at the subject site were observed to range from 5 4 percent to 19 1 percent, with an average value of 11 6 percent The optimum moisture content for these upper soils was determined during our laboratory testing to be approximately 10 8 percent, indicating that the near-surface soils underlying the proposed building pad area generally possessed moisture contents that were slightly over optimum at the time of drilling, (see Figure Nos Ila through lid for moisture content data of near surface soils) 4. Expansive Soils: The near-surface soils (approximately the upper 4 to 5 feet) encountered m our exploratory bonngs were observed to consist mainly of silty clays Based on our laboratory testing of representative samples obtained at the subject site, these materials appear to possess a low to high potential for expansion Hunsaker Development Project No 96-0548 October 22,1996 Page <7> The likelihood for expansive soils to affect the overall performance of the proposed structure foundations and associated improvements (e g paving) can be reduced, provided the recommendations presented in this report are incorporated into their design Anthony-Taylor Consultants may provide additional recommendations if indications of a significant change in the near-surface soils' expansion potential are encountered during construction 5. Water Soluble Sulfate in Soils: A principal cause of deterioration of concrete in foundations and other below ground structures is the attack by soluble sulfates present in the soil and groundwater The reported results of water soluble sulfate testing performed on samples obtained during the geotechnical investigation of the subject site indicates that proposed cement-concrete structures that are in contact with the underlying soils are anticipated to be affected with a severe sulfate exposure 6. Land Slippage and Erosion: No significant indications of either deep seated land slippage or erosion were reported nor observed to be affecting the subject site During our site reconnaissance, we observed tension cracks running parallel and along the top os the slope located at the southwest portion of the property These cracks were noted to range in width from approximately Vi inch to 11/2 inches Further observations indicated that these cracks were present in a lesser number on the face of the slope as well as on the top of the middle slope bench It is our opinion that these cracks may be the result of a minor surficial slope failure, caused possibly by the lack of slope maintenance and drying of the surficial slope soils It is also our opinion that the potential for land slippage or erosion to affect the proposed improvements at the site is minimal, provided that the recommendations presented herein are implemented 7. Potentially Compressible Soils: The existing fill soils may be potentially compressible in their current condition It is our opinion that this condition should be taken in consideration for design of the proposed structures at the site as well as follow the recommendations presented herein 8. Settlement of Fill Soils: Based on our site investigation we estimate that after undercutting the cut portion of the building pad, the total settlement experienced at the west and east ends of the structure would be approximately 4 0 inches and 2 0 inches, respectively However, the total differential settlement across the span of the building should be limited to 2 0 inches Vertical offsets may occur where asphaltic concrete pavement and hardscape areas meet the westerly side of the Hunsaker Development Project No 96-0548 October 22, 1996 Page <8> structure It should be noted that minor maintenance may be required to alleviate the cosmetic damage in these areas 9. Seismic Considerations: 9.1 Regional and Local Faulting The principal seismic considerations for improvements at the subject site are surface rupture of fault traces, damage caused by ground shaking during a seismic event, liquefaction, and seismically-mduced ground settlement The potential for any or all of these hazards depends upon the recency of fault activity and the proximity of nearby faults to the subject site The possibility of damage due to ground rupture is considered unlikely since no active faults are known to cross the site and no evidence of active faulting was noted during our subject site investigation nor reported to have been found crossing the site during the geological investigation, or mass grading (Woodward-Clyde, 1981 and San Diego Geotechmcal Consultants, 1987) Review of geologic literature (Appendix A) indicates that the subject site is located in an area surrounded by active and potentially active fault zones The nearest major active and/or potentially active faults are the Rose Canyon Fault Zone, located approximately 8 miles from the area of study, the offshore portion of the Newport-Inglewood Fault Zone, located approximately 12 miles from the area of study, the La Nacion Fault Zone located approximately 21 miles from the subject site, and the Elsmore Fault Zone, located approximately 22 miles from the subject site A list of active and potentially active faults located within a 100 mile radius of the subject site is presented in Appendix D 9.2 Seismicity: The seismic hazard most likely to impact the site is ground shaking due to a large earthquake on one of the major active regional faults Because of its proximity to the site, the Rose Canyon Fault Zone is most likely to affect the site with severe ground shaking, should a significant earthquake occur along this fault A maximum probable event along this fault zone could produce a peak horizontal acceleration of approximately 0 I7g at the subject site With respect to this hazard, the site is comparable to others in this general area within similar geologic settings A summary of seismic design parameters associated with the major faults located within a radius of 100 miles of the site is presented in Appendix D 9.3 Liquefaction: Liquefaction of soils can be caused by strong vibratory motion in response to earthquakes Both research and historical data indicate that loose, granular soils are susceptible to liquefaction, while the stability of Hunsaker Development Project No 96-0548 October 22, 1996 Page <9> rock is not as adversely affected by vibratory motion Liquefaction is generally known to occur primarily m saturated or near-saturated soils at depths shallower than about 100 feet and is also a function of relative density, soil type and probable intensity and duration of ground shaking The effects of liquefaction at a particular site may include such surface manifestations as dynamic settlements, sand boils, and lateral displacement of the near-surface soils Review of the referenced geotechnical reports (Appendix), and our subsurface investigation, indicate that the site is underlain by compacted artificial fill that is composed of silty and clayey materials Because of the relatively plastic nature of the site fill soils and the apparent lack of shallow groundwater, it appears that the potential for liquefaction at the site due to a design earthquake is relatively low 9.4 Seismic Settlement: Seismic settlement occurs when loose to medium- dense, granular soils consolidate dunng ground shaking The native materials which underlie the subject site were observed to be primarily fine grained, cohesive, and very stiff to hard As such, it appears that the soils underlying the subject site possess a relatively low potential for seismically induced settlement 9.5 Design Earthquake Magnitude: The review of readily available references pertinent to the subject site (Appendix A) indicates that structures should be designed to resist moderate earthquakes with a low probability of structural damage Such design shall resist major or severe earthquakes with some structural damage, but with a low probability of collapse The moderate and major earthquakes have been interpreted to represent the maximum probable and maximum credible earthquakes, respectively The maximum credible earthquake is defined as the largest event that a specific fault is theoretically capable of producing within the presently known tectonic framework and is established based on mechanical relationships of the fault and fault mechanisms and does not consider rate of recurrence or probability of occurrence The maximum probable earthquake is generally defined as that seismic event along a particular fault which has a 10 percent probability of being exceeded in 50 years The repeatable high bedrock acceleration, which is considered appropriate for structural design, is estimated to be approximately two-thirds of the peak acceleration for events within a radius of about 20 miles of the site and is considered equal to the peak acceleration beyond 20 miles (Ploessel and Slosson, 1974) Hunsaker Development Project No 96-0548 October 22, 1996 Page <10> V. RECOMMENDATIONS Based on our geotechmcal review of available reports and literature pertinent to the site (Appendix A), it is our opinion that the proposed development at the site is feasible from a geotechmcal standpoint, provided the conclusions and recommendations included in this report are incorporated into the design and construction of the proposed structures There appear to be no significant geotechmcal constraints onsite that cannot be mitigated by proper planning, design, and utilization of sound construction practices The engineering properties of the underlying materials, surface drainage, and anticipated degree of seismic nsk offer conditions comparable to the other sites surrounding the subject project The following sections provide geotechmcal recommendations that should be incorporated into the design of the proposed improvements at the site 1* Seismicity: The maximum anticipated bedrock acceleration at the site is estimated to be on the order of 0 17g, based on a maximum probable earthquake on the Rose Canyon Fault Zone However, sites founded upon non-bedrock materials (e g alluvium) may experience higher values of acceleration For design purposes, two- thirds of the maximum anticipated bedrock acceleration may be assumed for the repeatable high ground acceleration The effects of seismic shaking can be mitigated by adhering to the current edition of the Uniform Building Code and/or state-of-the- art seismic design parameters of the Structural Engineers Association of California 2. Earthwork: Grading and earthwork should be performed in accordance with the following recommendations and the General Earthwork and Grading Guidelines included in Appendix C In case of conflict, the following recommendations shall supersede those presented in Appendix C 2.1. Site Preparation: Prior to earthwork or construction operations, the site should be cleared of surface and subsurface obstructions and stripped of any vegetation in the areas proposed for development Removed vegetation and debris should then be properly disposed of off-site Holes resulting from removal of buned obstructions which extend below finished site grades should be backfilled with suitable fill soils compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557-91) 2.2. Reprocessing of Upper Soils: Based on subsurface investigation and our review of the as-graded geotechmcal report It is our understanding that fill soils placed during mass and fine grading at the site have been certified by others, and cut portions of the site appear to have not been undercut during mass grading, (San Diego Geotechnical Consultants, 1987) Hunsaker Development Project No 96-0548 October 22, 1996 Page<ll> In order to obtain a uniform layer of fill soils and to reduce the amount of differential settlement across the building, we recommend the removal and recompaction of the upper 5 feet of the soils below proposed finish grade elevations within the cut portion of proposed building pad area Due to possible desiccation of those soils presently exposed at existing grades, we recommend overexcavating 1 foot of the fill portion of the proposed building area after removal of the brush and vegetation Following removal of these upper soils, the bottom of the removals should be observed and approved by a representative of this office to verify that potentially unsuitable materials have been properly removed It should be understood that based on the observations of our field representative, localized deeper or shallower removals may be recommended After removal of unsuitable soils, all areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to a minimum 3 to 5 percent above optimum moisture content and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91) The removed soils shall be moisture conditioned , as necessary to achieve a minimum 3 to 5 percent above optimum moisture content and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557-91) This earthwork should extend a minimum of 5 feet beyond the proposed footing limits 2.3. Slope Repair: In order to address the existing western slope conditions previously noted in Section IV, "Land Slippage and Erosion", we recommend to remove and replace the upper 4 feet of soils along the top of the slope The removals should start at a minimum one foot behind the observed cracks and extend four feet down and at a minimum 2 percent up to the face of the slope Following removal of these upper soils, the bottom of the removals should be observed and approved by a representative of this office to verify that potentially unsuitable materials have been properly removed The removed soils shall be moisture conditioned , as necessary to achieve a near optimum moisture content and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557-91) 2.4, Fills: The onsite soils appear to be suitable for reuse as compacted fill, provided they are free of organic materials and debris and material larger than 6 inches in diameter After removal of the upper soils, all areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to near-optimum moisture conditions and compacted to at least 90 percent relative compaction (based on ASTM Hunsaker Development Project No. 96-0548 October 22, 1996 Page <12> D1557-91) If necessary, import soils for near-surface fills should be predominately granular, possess an expansion index of less than 35, and be approved by the geotechmcal engineer Lift thicknesses will be dependent upon the size and type of equipment used In general, fill should be placed in uniform lifts not exceeding 8 inches Placement and compaction of fill should be performed in accordance with local grading ordinances under the observation and testing of the geotechnical consultant It should be noted that if expansive soils are encountered during the removal and recompaction operations, they should be either removed and replaced with low expansive soils, or mixed with onsite less expansive soils until reaching an expansion index of less than 35 We recommend that if encountered, oversize materials (materials greater than 6 inches in maximum dimension) be placed in accordance with the General Earthwork and Grading Guidelines contained in Appendix C 2.5. Trench Excavations and Backfill: Trenches are anticipated to be excavated with moderate effort using conventional construction equipment in good operating condition To satisfy OSHA requirements and for workmen's safety, it will be necessary to shore excavations deeper than 5 feet, if workers are to enter such excavations The onsite soils may be used as trench backfill provided they are screened of rock sizes over 6 inches in dimension and organic matter Trench backfill should be compacted in uniform lifts (not exceeding 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTMD1557-91) 3. Foundations and Slab Design: Foundations and slabs should be designed in accordance with structural considerations and the following recommendations These recommendations assume that soils exposed at finished pad grade will have a medium potential for expansion These recommendations may be verified by performing additional expansion tests after grading is completed 3.1 Foundation Design: Due to the large differential in fill thickness across the site, (2 to 50+ feet of fill), all proposed building and non-building improvements that are anticipated to constitute a structural load may be designed by an appropriate foundation system designed by the project structural engineer in accordance with the guidelines of the Uniform Building Hunsaker Development Project No 96-0548 October 22, 1996 Page <13> Code and/or all applicable local building codes The foundation system should be designed for a total differential settlement of approximately 2.0 inches across the 400-foot span of the proposed building. Footings for a one and two-story building that are founded m properly compacted fill soil may be designed for an allowable soil bearing value of 2500 pounds per square foot (psf) with a footing embedment of 18 inches below adjacent finished grade or 3000 psf with a footing embedment of 24 inches below adjacent finished grade This value may be increased by one-third for loads of short duration including wind or seismic forces Foundations should be properly reinforced in accordance with the project structural engineer's recommendations To reduce the potential for misalignment of garage door openings at the site (if they are proposed), we recommend that a grade beam be constructed across each garage door entrance These grade beams should be designed and reinforced in accordance with the structural engineer's requirements We recommend a minimum horizontal setback distance from the face of descending slopes and/or retaining walls for all structural footings and settlement-sensitive structures This distance is measured from the outside bottom edge of the footing, horizontally to the slope face or wall face and should be a minimum of H/2, where H is the slope height or wall height (m feet) The setback should not be less than 5 feet and need not be greater than 10 feet Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, pools, sidewalks, fences, pavement, etc ) constructed within this setback area may be subject to lateral movement and/or differential settlement All foundation excavations should be observed and tested by a representative of Anthony-Taylor Consultants pnor to placement of steel and concrete 3.2 Floor Slabs: Interior concrete slabs should have a minimum thickness of 5 inches and be underlain by a 10-miI visqueen moisture barrier underlain with a 2 inch layer of clean sand (possessing a sand equivalent of at least 30) The visqueen moisture barrier should be overlain by a 2 inch layer of clean sand to aid m concrete curing Exterior concrete slabs (walkways, etc ) should have a minimum thickness of 5 inches and be underlain by a 4 inch layer of clean sand All slabs should be constructed with preferred minimum reinforcement consisting of No 4 bars placed mid-height in the slab and spaced on 18 inch centers in both directions For interior slabs, welded wire Hunsaker Development Project No 96-0548 October 22, 1996 Page <14> mesh is not an acceptable alternative Crack control joints should be provided in accordance with the recommendations of the project structural engineer Some slab cracking due to shrinkage should be anticipated The potential for this slab cracking may be reduced by careful control of water/cement ratios The contractor should take appropriate curing precautions during the pounng of concrete in hot weather to minimize cracking of slabs We recommend that a shpsheet (or equivalent) be utilized if crack-sensitive flooring is planned directly on concrete slabs All slabs should be designed in accordance with structural considerations 3.3 Cement Type: As noted before, the laboratory testing of near surface soils at the subject site, indicated a concentration of soluble sulfates that would cause a severe sulfate exposure of the concrete in direct contact with these soils Based on the guidelines presented in the Uniform Building Code, a minimum Type V cement may be utilized in concrete that will be in direct contact with these near-surface soils Anthony-Taylor Consultants may provide additional recommendations if indications of a significant change in the near-surface soils are encountered during construction 3.4 Moistening of Foundation Soils: Footing excavations and slab subgrades should be thoroughly moistened prior to the placement of concrete The soil moisture should be at least 3 to 5 percent over optimum to a depth of at least 18 inches 4. Pavement Subgrade: The soils beneath all new pavement areas, (if proposed) should be scarified to a depth of 12 inches below finish subgrade elevations, moisture conditioned as necessary to achieve a near optimum moisture content, and recompacted to at least 95 percent relative compaction (based on ASTM Test Method D1557-91), or m accordance with the minimum compaction requirements of the City of Carlsbad, California Aggregate base material placed as part of the pavement structural section should be compacted to a minimum 95 percent relative compaction (based on ASTM Test Method D1557-91) 5. Preliminary Pavement Design: For preliminary pavement design purposes, we have utilized an R-Value of 10 for the subgrade soils, based on the laboratory testing of a sample obtained during our site investigation R-Value testing is recommended for soils exposed at finish subgrade elevations following grading operations For preliminary purposes, we have assumed a traffic index of 4.5 for the proposed Hunsaker Development Project No 96-0548 October 22, 1996 Page <15> parking areas and 6.0 for heavy traffic areas This assumed traffic index should be verified by the project civil engineer prior to construction The recommended structural pavement section was calculated in accordance with the Caltrans Highway Design Manual and is summarized below Parking Areas Assumed R-Value = 10, Assumed T I — 4 5 3 inches of asphalt concrete over 8 inches of Caltrans Class 2 aggregate base Dnve Areas Assumed R-Value = 10, Assumed T I = 6 0 4 inches of asphalt concrete over 11 inches of Caltrans Class 2 aggregate base As an alternative, we recommend that mam drive areas, parking areas, drive entrances, and other areas subject to relatively heavy vehicle loading receive a full- depth Portland Cement Concrete (P C C ) section of 5 0 inches We recommend a minimum reinforcement consisting of 6x6 - 6/6 welded wire mesh be placed midheight in each slab Care should be taken by the contractor to ensure that the reinforcement is placed and maintained at slab midheight We also recommend that slab sections be nearly square as possible and no more than 12 feet on a side Placement of concrete should be performed in accordance with the guidelines of the American Concrete Institute (A C I) and all local building codes We recommend that curbs, gutters and sidewalks be designed by the project civil engineer or structural engineer We suggest control joints at appropriate intervals as determined by the civil engineer or structural engineer be considered If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated It is recommended that the concrete curbing separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff Hunsake rDevelopment October 22, 1996 Page <16> Project No. 96-0548 6. Lateral Earth Pressures and Resistance: For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for retaining walls (if proposed) up to 10 foot high, backfilled with on-site granular soils EQUIVALENT FLUID WEIGHT 0>CF) Conditions Active At-Rest Passive (Fill Sods) On-site Level Backfill 45 65 250 On-site 2 1 Sloping Backfill 80 100 250 Select Backfill PHI > 30 degrees 35 55 300 Unrestrained (yielding) cantilever walls should be designed for an active equivalent pressure value provided above In the design of walls restrained from movement at the top (nonyieldmg), such as basement walls or re-entrant corners, the at-rest pressures should be used For areas of re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner The above values assume backfill soils will have a very low expansion potential and free-draining conditions If conditions other than those covered herein are anticipated, the equivalent fluid pressures should be provided on an individual basis by the geotechmcal engineer Retaining wall structures should be provided with appropriate drainage Typical drainage design is illustrated in Appendix C Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM Test Method D1557-91) Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 8 feet Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above Further, for sliding resistance, a friction coefficient of 0 30 may be used at the concrete and soil interface These values may be increased by one-third when considenng loads of short duration including wind or seismic loads The total resistance may be taken as the sum of the Hunsaker Development Project No 96-0548 October 22, 1996 Page <17> fnctional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance 7. Surface and Subsurface Drainage: Our experience indicates that surface or near surface ground water conditions can develop in areas where ground water conditions did not exist pnor to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation This sometimes occurs where relatively impermeable and/or cemented formational materials are overlain by fill soils In addition, during retaining wall excavations (if they are proposed), seepage may be encountered We recommend that Anthony-Taylor Consultants be present during grading operations to evaluate areas of seepage if, and as encountered Drainage devices for reduction of water accumulation may then be recommended, if warranted We recommend that measures be taken to finish grade the site, such that surface drainage is directed away from structure foundations (2 percent minimum grade for a minimum distance of 5 feet), floor slabs, and tops of slopes Ponding of water should not be permitted, and installation of roof gutters which outlet into a drainage system is considered prudent Planting areas at grade should be provided with positive drainage directed away from all buildings Drainage design for these facilities should be provided by the design civil engineer 8. Construction Observation and Plan Review: The recommendations provided in this report are based on subsurface conditions disclosed by field reconnaissance and the review of the available referenced reports The subsurface conditions should be checked in the field during construction by a representative of Anthony-Taylor Consultants We recommend that onsite excavations be observed during grading for the presence of potentially adverse geologic conditions by a representative of this firm Construction observation and field density testing of compacted fill should be performed by a representative of this firm to check that construction is in accordance with the recommendations of this report The final grading plan and building plan should be reviewed by this office pnor to construction VI. LIMITATIONS This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed others Our recommendations are based on the technical information gathered, our understanding of the proposed construction, and our experience in the geotechmcal field We do not provide a Hunsaker Development Project No 96-0548 October 22, 1996 Page <18> guarantee or warranty (either expressed or Implied) of the performance of the project, only that our engineering work and judgements meet the standard of care of our profession at this time In view of the general conditions in the area, the possibility of different local soil conditions cannot be discounted Any deviations or unexpected conditions observed during construction should be brought to the attention of the Geotechmcal Engineer In this way, any required supplemental recommendations can be made with a minimum of delay to the project If the proposed construction will differ from our present understanding of the project, the existing information and possibly new factors may have to be evaluated Any design changes and the final grading and foundation plans should be reviewed by the Geotechmcal Consultant Of particular importance would be extending development to new areas, changes in structural loading conditions, postponed development for more than one year, or changes in ownership This report is issued with the understanding that it is the responsibility of the owner or owner's representative to ensure that the information and recommendations contained herein are called to the attention of the Architects and Engineers for the project and incorporated into the plans and that the necessary steps are taken to ensure that the Contractors and subcontractors carry out such recommendations in the field This report is also subject to review by the controlling authorities for this project H-Jnsaker Development Octohc- 22. 1996 Page <19> Project No 96-1.548 We appreciate this opportunity to be of service to you If you ha^e questions or need further information, please refer to Project No 96-0548 tc expedite your requests Respectfully Submitted, ANTHONY-TAYLQR CONSULTANTS Ail Anthony-Taylor Company ' iV Bruce Taylor/ President /__ CCGNo I960" Bay am Y Abueg Project Engineer RCENo C053S57 soak 548 Distnbution 2 Hunsaker Development, Attn Mr Brian Hunsaker (1 original, 2 copies) VICINITY MAP Cerro De IjasTosas Lake San \farcos N L^^By SCALE r = i MI ^^s3 ANTHONY-TAYLOR 16191 rja-aa°° JOB NAME CARLSBAD trial 233 i" CONSULTANT M ro "* ^**» rraci^Ca 95376taooi ss» '6-15 OAKS BUSINESS PARK - LOT 25 SITE ADDRESS LOKER AVENUE EAST. CARLSBAD, CA JOB NUMBER 96-0543 REVIEWED BY HGE DATE 10/11/96 no NO |a SITE MAP PARCEL 1 MAP 10372 B-2 APPROXIMATE LOCATION OF EXPLORATORY BORINGS —APPROXIMATE LIMITS OE REMOVALS —APPROXIMATE LIMITS OE 5 ET UNDERCUT, BASED ON EXISTING GRADING LINES AND BORING INFORMATION (THESE LIMITS MAY CHANGE BASED ON FINAL FINISH GRADES AND ACTUAL FIELD DEPTH TO FORMATION DURING CONSTRUCTION) !ANTHONY-TAYLOR CONSULTANTS: =-AR-TM SYSTEMS ENGINEERING G(=OUP San Diego County Orange Courviy Say Area5240 Vmeyord &vanuf, B ,443 E Lincoln AVC 449 875 Grnnl Lire Rood Esconaiflo Ca 9202S Orange Ca 92665 Tracy Co 93376 [6191 738 3800 |714| 283 5470 |8OO! 364 7645 ENKNEEBJIG SfCOKSIBUCIBN JOB NAME CARLSBAD OAKS BUSINESS PARK - LOT 25 SITE ADDRESS LOKER AVENUE EAST,CARLSBAD, CA JOB NUMBER 96-0548 REVIEWED BY HGE DATE 10/11/96 FIG NO Ib EXCAVATION LOG EQUIPMENT TRUCK MOUNTED DRILL RIG SURFACE ELEVATION PAD ELEVATION DIMENSION &. TYPE OF EXCAVATION 8" DIAMETER AUGER BORING GROUNDWATER DEPTH NONE ENCOUNTERED LOGGED BY JB DATE LOGGED 10-1 1-96 BORING No B-1 1 t . 1 —a. LjJ Q 0- - ~ C - — " "I — 10- - 15- _ - 20-- _ 25-- - - 30- _Jom 2 >C/l 1;1'i . I, Ll4l ( | I 'l ^fr{t s '' '*// l]l [ 1 1 { y-r -T-'T-i !1 1 11111 I ! 1 1iiti M 1 'i ' i'l<1 1 i I 1 1 I 11 !l! 3 Q_ ^5j cn o 03 \l \ ¥ AI - /IA _ i UJ 0. <!(/) •• •^m I • *— • • • ' • •• -] J J l , »^ ^* > Irto t; 03 Z>oo 68 52* 58 44 •^. 69^ 19 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, DENSE. DAMP, LIGHT RED- BROWN TO LIGHT BROWN GRAVELLY SLIGHTLY CLAYEY TO SILTY FINE TO MEDIUM SAND, DENSE, MOIST, MOTTLED BROWN-GRAY AND YELLOW-BROWN CLAYEY SANDY SILT, HARD, MOIST, MOTTLED GREEN-GRAY AND ORANGE-BROWN SILTY FINE TO MEDIUM SAND, MEDIUM DENSE, MOIST, LIGHT ORANGE BROWN CLAYEY FINE SAND, DENSE, MOlST, MOTTLED ORANGE-BROWN AND LIGHT GRAY SILTY FINE SAND, MOIST, MEDIUM DENSE LIGHT ORANGE- SROWN BECOMES MEDIUM DENSE FILL in o </} =3 SM SC/ SM ML SM SC SM SM 6?ijj ^"*^(j- | — — uja 1 16 1 1)41 1 10 6 105 7 1 !2 5 s?.^ ^^^•^ID LU 2 9~ !~ 1—O- (/) °0 2 10 8 125 £c-U ^jo.2 - —Z) ^__2 l_ ^ *rt<2Q 1275 118 2 » ,~, a>—i — Qt/j ^ 1Z.LJ •—o o £S ( ) VALUE AS PER SIMILAR SOIL TYPE T WATER TABLE IE! LOOSE BAG SAMPLE 3 SPT SAMPLE • DRIVE SAMPLE ** NO SAMPLE RECOVERY * DISTURBED SAMPLE # DISTURBED BLOWCOUNT No ANTHONY-TAYLOR CONSULTANTS [BI9I '39 S800 JOB NAME CARLSBAD OAKS BUSINESS PARK - LOT 25 SITE ADDRESS LOKER AVENUE EAST. CARLSBAD, CA JOB NUMBER 96-0543 REVIEWED BY HGE DATE 10/11/96 FIG NO Ha EXCAVATION LOG EQUIPMENT TRUCK MOUNTED DRILL RIG SURFACE ELEVATION PAD ELEVATION DIMENSION & TYPE OF EXCAVATION 8" DIAMETER AUGER BORING GROUNDWATER DEPTH NONE ENCOUNTERED LOGGED BY UB DATE LOGGED. 10-1 1-96 BORING No B-1(Cont) t—u_ X1-Q.UJO 30^ j 40 - _ -SYMBOL7 — . ! -I- 4- | ! i il "III J_j 5(H 55- : — - 1 [i ! i i i- '', V I 1 Ul Q_ IS) CO 1 _ .SAMPLE« I -, J -A BLOWCOUNTS/FTF62bz— T ^^^ M 7? FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Groin size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, DENSE, MOIST, LIGHT ORANGE- BROWN CLAYEY SANDY SILT. HARD, MOIST, LIGHT GRAY-GREEN SILTY FINE SAND, DENSE, MOIST, LIGHT GRAY-GREEN TO LIGHT BROWN FILL SILTY FINE SANDSTONE, MEDIUM DENSE TO DENSE, MOIST, MOTTLED, LIGHT GRAY AND ORANGE ORGANICS. WEATHERED CLAYEY SILT, VERY STIFF, MOIST. MOTTLED GREEN AND LIGHT YELLOW-GRAY, CALCIUM CARBONATE WEATHERED SILTY FINE SANDSTONE, VERY DENSE, MOIST TO DAMP, LIGHT GRAY, IRON OXIDE, LAMINATED TOTAL DEPTH 56 5 NO CAVING FORMATION FT GROUNDWATEP NOT ENCOUNTERED BACKFILLED ON 10-11-96 VI o SM ML SM SM CL- ML SM - i/i s-z.UJ —o o K T am* * VALUE AS PER SIMILAR SOIL TYPE WA i FR TAR! F LOOSE BAG SAMPLE SPT SAMPLE DRIVE SAMPLE NO SAMPLE RECOVERY DISTURBED SAMPLE DISTURBED BLOWCOUNT No ANTHONY-TAYLOR 16191 Tia saao aviL STHUcruRlL MOTEWMi JOB NAME CARLSBAD CONSULTAN (7T*1 3B3 SJT'O HO. EfUlHONMCMTdL fJjew^EPlNfj GCOLOGI GEOIECWJCSC.E«DI»™« OAKS BUSINESS PARK - SITE ADDRESS LOKER AVENUE EAST, CARLSBAD JOB NUMBER 96-0543 REVIEWED BY HGE DATE 10/11 T1O paaai-,1 0 bn^i- — ^ SIS dan' Lint foodT.ac, C3 95316IflOOl 5BJ T6-»5 sECO-smjcnox y*N.a«Nr LOT 25 . CA /96 FIG NO ||a, EXCAVATION LOG EQUIPMENT TRUCK MOUNTED DRILL RIG SURFACE ELEVATION PAD ELEVATION DIMENSION & TYPE OF EXCAVATION 8" DIAMETER AUGER BORING GROUNDWATER DEPTH NONE ENCOUNTERED LOGGED BY UB DATE LOGGED 10-11-96 BORING No B-2 I, Xt—Q.Ula n — 5-~ — — "10- - 15- 20- — - 25- -JoCQ >-C/1 1 I I u. 1 1 |l 1 J-4- W' Ul D_ in m LJ_J Q_ 2 <{/I 1- ."- S>f~\ 1 —3z03 =5 Oo |_y -PL66 "TTM n50/ — \ FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size. Density, Moisture, Color) S1LTY FINE TO MEDIUM SAND, MEDIUM DENSE, DAMP, LIGHT BROWN FILL SILTY FINE TO MEDIUM SANDSTONE, DENSE, DAMP, MOTTLED CLAYEY SILTSTONE HARD, MOIST, LIGHT BROWN WEATHERED SANDY SILTSTONE, VERY HARD, DAMP LIGHT OLIVE-BROWN, FRACTURED FORMATION TOTAL DEPTH 6 FT NO CAVING GROUNDWATER NOT ENCOUNTERED BACKFILLED ON 10-11-96 in t/i 3 SM SM CL- 6? LJ^ 'y^<£HTg-~—r - - • -02 10 1 ML ML 18 7 l O tiJ H <^ ^t ~~ Ulo 1 14 1 107 4 1? — ^"^^ Z? LJ2 C£- D-K °02 SoQ oQ. |t 2 Ul D ^-^ Q tQ l/l S 21 Ul —o o *-- T a ;k ik *ff VALUE AS PER SIMILAR SOIL TYPE WATER TABLE LOOSE BAG SAMPLE SPl SAMPLE DRIVE SAMPLE NO SAMPLE RECOVERYDISTURBED SAMPLE DISTURBED BLOWCOUNT No ^=g3a ANTHONY-TAYLOR San lH*go County (h-Angt Cat*r 16191 738 SBOO OKIL STI"JCTia"l MOIEOWC JOS NAME CARLSBAD CONSULTANTS ^^= Oionge ca S2663 17141 283 S*ro L ENV«ONMe«r4l_ ENQBEEflmG GEOLOO•> M01ECHH.UL REP-EWAIIOH OAKS BUSINESS PARK - Troc. Co I8O01 S6« flECONSIRUCnON w LOT 25 ^ 9H/6 764.5 SITE ADDRESS LOKER AVENUE EAST, CARLSBAD, CA JOB NUMBER 96-0548 REVIEWED BY HGE DATE 10/1 1/96 FIG NO lib EXCAVATION LOG EQUIPMENT TRUCK MOUNTED DRILL RIG SURFACE ELEVATION PAD ELEVATION DIMENSION & TYPE Of EXCAVATION 3" DIAMETER AUGER BORING GROUNDWATER DEPTH NONE ENCOUNTERED LOGGED BY JB DATE LOGGED. 10-11-96 BORING No B-3 1 LL_ X1—Q- LUa 0 j - - 10- - - — om2 • 'I1!• ' '.11 -|ili :!lilMM'•j(|i •!i|i Mil I ( 1 UJ-A 1 ii;i|i is-l'iiij1!1-_ — j- 20- ] 25J UJ a. in CD m UJ a. <(/i ! t- >\5 i/io g m D OU 82 48 1 48 1 ~m 46raJ - — \ FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY PINE TO MEDIUM SAND DENSE, DAMP TO SLIGHTLY MOIST, LIGHT RED-BROWN TO LIGHT BROWN SLIGHTLY CLAYEY, SILTY, FINE TO MEDIUM SAND, MEDIUM DENSE, MOIST. MOTTLED CLAYEY EINE SAND, MEDIUM DENSE, MOIST, MOTTLED, CONTAINS SILT FRAGMENTS FILL SILTT FINE SANDSTONE, MEDIUM DENSE, MOIST LIGHT YELLOW-GRAY, CALCIUM CARBONATE, WEATHERED SILTY FINE TO MEDIUM SANDSTONE, DENSE, MOIST, LIGHT YELLOW-GRAY FORMATION TOTAL DEPTH 16 FT NO CAVING GROUNDWATER NOT ENCOUNTERED BACKFILLED ON 10-1 1-96 t/i o SM sc/ SM SC SM fr? UJ" — 5| °r *~ 2 8 1 9 5 18 4 22 1 SM 14-4- — o °- ^°r t; ~~ ua 1142 1100 102 3 102 0 &? 2"^ ^ ^f— t- °o £c-Q oQ. i*" ^ >— X [/i 2 UJo .-^ Q t/1 S-z. LU '— Q O fr? ( ) VALUE AS PER SIMILAR SOIL TYPE T WATER TABLE [X] LOOSE BAG SAMPLE H 5PT SAMPLE • DRIVE SAMPLE ** NO SAMPLE RECOVERY * DISTURBED SAMPLE # DISTURBED BLOWCOUNT No ANTHONY-TAYLOR CONSULTANTS San JXtpo Catatly I8OOI 564 7S4S JOS NAME CARLSBAD OAKS BUSINESS PARK - LOT 25 SITE ADDRESS LOKER AVENUE EAST, CARLSBAD, CA JOB NUMBER 96-0548 REVIEWED BY HGE DATE 10/11/96 FIG NO He EXCAVATION LOG EQUIPMENT TRUCK MOUNTED DRILL REG DIMENSION & TYPE OF EXCAVATION 8" DIAMETER AUGER BORING DATE LOGGED 10-11-96 SURFACE ELEVATION PAD ELEVATION GROUNDWATER DEPTH NONE ENCOUNTERED LOGGED BY JB BORING No B-4 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size, Density, Moisture, Color) ^^^ &- o. 05 5 a o 60 45 SILTY FINE TO MEDIUM SAND, MEDIUM DENSE. DAMP, LIGHT BROWN SILTY CLAYEY FINE TO MEDIUM SAND, MEDIUM DENSE, MOIST, MOHLED GREEN-BROWN SILTY FINE TO MEDIUM SAND, DENSE, MOIST, LIGHT BROWN TO ORANGE-BROWN sc SM 19 1 11 4 18 6 105 5 107 4 102 8 ~i CLAYEY FINE TO MEDIUM SAND, DENSE. MOIST, MOTTLED, ' ROCK FRAGMENTS SC 46 20- "~) c;ZD 30 22 SILTY CLAYEY FINE TO MEDIUM SAND, MEDIUM DENSE MOIST, MOTTLED 20 2 19 5 105 2 105 3 FILL 23 3 ** *# VALUE AS PER SIMILAR SOIL TYPE WATER TABLE LOOSE BAG SAMPLE SPT SAMPLE DRIVE SAMPLE NO SAMPLE RECOVERY DISTURBED SAMPLE DSTURBED BLOWCOUNT No ANTHONY-TAYLOR CONSULTANTS Can £K.JB i (613! 738 I Qranq* CovnEv14-12 £ LncoiT, A».nu« 449 avn. siauetusw. « ore CPU cm. ENviROnuEHrAL ENOii«Em JOS NAME CARLSBAD OAKS BUSINESS PARK - LOT 25 SITE ADDRESS LOKFR AVENUE FAST. CARLSBAD. CA JOB NUMBER 96-0548 REVIEWED BY HGE DATE 10/11/96 FIG NO EXCAVATION LOG EQUIPMENT TRUCK MOUNTED DRILL RIG SURFACE ELEVATION PAD ELEVATION DIMENSION & TYPE OF EXCAVATION 8" DIAMETER AUGER BORING GROUNDWATER DEPTH NONE ENCOUNTERED LOGGED BY UB DATE LOGGED 10-1 1-96 BORING No B-4(Cont) S vi 3£m ziou FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Gram size, Density, Moisture, Color) 40 I 1 50- 55 CLAYEY FINE SANDSTONE, DENSE, MOIST, LIGHT GRAY TO LIGHT GREEN, IRON OXIDE, CALCIUM CARBONATE, WEATHERED FORMATION sen ML 27 7 TOTAL DEPTH 31 5 ET NO CAVING GROUNDWATER NOT ENCOUNTERED BACKFILLED ON 10-1 1-96 T a VALUE AS PER SIMILAR SOIL TYPE WATER TABLE LOOSE BAG SAMPLE SPT SAMPLE DRIVE SAMPLE NO SAMPLE RECOVERY DISTURBED SAiVIPLE DISTURBED BLOWCOUNT No AI^ 32 4D Vin.,or3 av.niie 8 fsoi rsa aaoo rtVIL STBOCTlJfUL. GEOTECMNIC JOB NAME CARLSBAD ITHONY-TAYLOR Oran^« £«u1442 E Lincoln aOr on,. Co 9(7141 283 S L, EHVIBONMOiTlL £»CM££SHO ^OLOS CONSULTANTS ^^^ Vmj« 449 376 Orn"l Lmt Boon 70 [8001 SS-i-7fi4S , MOrECHaCM. BEMEBMIO. OAKS BUSINESS PARK - fi6coNsm«ciio« »*«*w«a.T LOT 25 SITE ADDRESS LOKER AVENUE EAST, CARLSBAD. CA JOB NUMBER 96-0548 REVIEWED BY HGE DATE 10/11/96 F,G NO ,|d, LABORATORY SOIL DATA SUMMARY 140 130 120 1 10 100 90 80 t •H —o CL h-X("1 UJ t— I \\\ \ 0 \ \ i \L \A \\\/ ABORATORY COMPACTION TEST V\A,/V V\ / \V\ V\ f i t ^ \v ^ — ® ^- — ® (\ WATER SOLUBLE SULFATE IN SC \v\ \ SOIL SULFATE SULFATE C A TYPE (%) EXPOSURE \ \ 1 0 23 SEVEREsJv_\\ \ \ \ \ \ FYPAMSION TT^T DATA 1 ^ \l \ INITIAL WATER CONTENT (%) 14 \K\ LOAD (psf) 14^ | f \ \ \ PERCENT SWELL 9 7 \ \\ \ N\ \ i \\\ MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT (%) 1 \1\\ 1 2 3 \ _n,n^ )IL (%) EMENT TYPE V 2 V 12751182 IV^^ "9 Rn^SPECIFIC GRAVITY 108 125 V^lC/^ 2 5° VK_X^=^==- 7r-o^— — ' •— — ' ' 1 — ;•-——' 1 \n — "ri — \_ — - — /_Qr\w MIF\ vuiuo uur MOISTURE CONTENT (%) VVl ) 10 20 30 40 SOIL TYPE 1 2 3 SOIL CLASSIFICATION ^^ ^o^ SOIL CLASSIFICATION LIGHT BROWN CLAYEY SAND B-1 0 5 TO 5 0 FT LIGHT GRAY-BROWN SANDY B-1 g Q T0 1 Q Q ^ ?VES — -ggsj Af Eicofiduo Ca 42029[6I9I 'Sa B8OO CtVL STRUcruHAL GtDItCHNIC JOB NAME CARLSBAD JTHONY-TAYLOR 1442 E Luiculn A (71-11 333 t £U EhlvPOtiMENrAI. EMCINEE^lrfi? GCDLO CONSULTAN enua 449 70 OAKS BUSINESS PARK - TS 8-v "876 Gionl 1, Trocj CaI8OOI S6-1 BECOPIS LOT HUCI«H - 25 ^-=- ni HogO933 7 S 7S4S SITE ADDRESS LOKER AVENUE EAST. CARLSBAD, CA JOB NUMBER 96-0548 REVJEWED BY HOE DATE 10/11/96 FIG NO Ilia DIRECT SHEAR TEST RESULTS 3000 577 1000 1 154 1731 2000 2308 NORMAL PRESSURE (PSF) 3000 SYMBOL • A SAMPLE LOCATION B-1 @ Q 5 TO 5 0 FT B-3 © 3 0 TO 4 0 FT COHESION (psf) 340 360 FRICTION ANGLE (') 29 28 REMARKS REMOLDED TO 90% RELATIVE COMPACTION ROCK FRAGMENTS IN FIRST DATA POINT -S3 A> Eiconaido Co 92029ISI9I ne SBOO CIVIL. STRUCTURAL GEOrECnui; JOB NAME CARLSBAD JTHONY-TAYLOR CONSULTAN Orang. Co 32655 |T1*> 293 S470 TS E 876Tr 1 ISa-rarf - Say AtGrow LK1 CoHOI S64 SMT> 9S3I6 OL ENUBO«"«NUL ENClNttRIHti OEOIOBV MOTECMHICflL 3EMEDHT10N SECOuSIBUCrnW luUI«<!£»ffi»r OAKS BUSINESS PARK -LOT 25 SITE ADDRESS LOKER AVENUE EAST, CARLSBAD, CA JOB NUMBER 96-0548 REVIEWED BY HGE DATE 10/1 1/96 FIG NO Illb CONSOLIDATION - PRESSURE CURVE1— ^ OZ51L - O QGQUl 1 ^ 088Z- o; c/i UJo: 06^- 09£- c -. 1 • — ! i • — "T~ — f -<r>« — ^w — *• / 1i / ./I / ~rAi i — • i /P* . /* / rI/ F i 1 i 1 1r- I ! ' '/ ' 1 i 1 !-^ . a i • ' ' — / / J-t*- 1 ! i • 1 1 — —i , i1 — i i --.• — i i iN30d3d - NOIlVailOSNOO QOCDLJo:I O O _Jo o CJ/ Q LJ 1— a: LJ i—00 o 2 _j S O ©JOB NAMECARLSBAD OAKS BUSINESS PARK - LOT 25CO a. —3 SITE ADDRESSLOKER AVENUE EAST, CARLSBAD, CAa10 ^)oulCDC">^ om QLJ yX LJ Ct LijOQCQ ^~ ^ tO — > O^ ?! ^S ^ e 0 O jJ OJ (T> -T £ > JJ? f* ^ S j C ft, ^ L> Jb UJ aQ _ T ^Z^-r ^ E3« S IS*-£-^LI 5 ^ ^ i-^ 3«<"< -r-— I Q C T7 f*.•>!-I S = cE 8 o S „\ Co q- in -OJLiJ HQIlVKfflHM TV;!WO]10B 130TO MlE±OVL STRUnUBJL EfOTEOMCOL OMRONMBtW DIGINt O * VCD LJJ Q_ CO CONSOLIDATION - PRESSURE CURVEI— ^ 039 1 L -o oooo i -PRESSURE - LE3 O 0 CD *tf 00 (£D ^ CO h-- *- (N IT1 I IC ii ._:_ 1 1 1 1 — . | / I — / X i --"7/f j. ^ ^M ) / /r 1^ r"|~T^ /. _ / /I !£\r i . 1 / / / /' r -©-_-! ii — • / f tur/ f= I i 1 f^ I j — _L 1 1 1 — i — 1 | 1 i 1 i 1 1 I 1— " i ii i i 1 i 1 i 1 ! i i i Ii I - - OCDLJcc1 2:o 1— o oi/)-z.oa m QLJ CC f— c/i LJ QL 1—on o o a:O ©JOB NAMECARLSBAD OAKS BUSINESS PARK - LOT 2511 C_"^-> •^ — h SITE ADDRESSLOKER AVENUE EAST, CARLSBAD, CAl\ Oou_CDCDgo1 REVIEWED BYHGEujCO |in j> 0 0 o 03 Ol1- -^ HI l^s §. c° m ^°MO T O ^ Q °5 * u a 2 0o o u (SI UJ 3Da0 a0 j s 5e 1 i § s a i S § 5 t in iCO UJ c_ CO APPENDIX A APPENDIX A REFERENCES Blake, T F , 1993, EQFAULT Software, Version 2 01 Campbell, K W, 1993, Empirical Prediction of Near-Source Ground Motion from Large Earthquakes, in Proceedings of International Workshop on Earthquake Hazard and Large Dams in the Himalaya, Sponsored by the Indian National Trust for Art and Cultural Heritage (INTACH), New Delhi, India, January 15-16 California Division of Mines and Geology, 1982, Geologic Map of North-Central Coastal Area of San Diego County, California, Showing Recent Slope Failures and Pre- Development Landslides, by Harold F Weber, Scale 1 24,000 Hart, E W 1990, Fault-Rupture Hazard Zones in California, California Department of Conservation Division of Mines and Geology, Special Publication 42 Jennings, C W , 1992, Preliminary Fault Map of California, California Division of Mines and Geology Open-File Report 92-03 Murphy, J R, and O'Bnan, L J , 1978, Analysis of Worldwide Strong Motion Data Sample to Develop an Improved Correlation Between Peak Acceleration, Seismic Intensity, and Other Physical Parameters, U S Nuclear Regulatory Commission, NUREG- 0402 Ploessel, MR, and Slosson, JE, 1974, Repeatable High Ground Accelerations from Earthquakes - - Important Design Catena, California Geology, vol 27, no 9 Rick Engineering Company, 1989, Grading and Storm Dram Plans for Lots 24 & 25 Carlsbad Oaks East Project No PE 2 88 47, dated July 3, 1989 Rick Engineering Company, 1989, Site Plan Carlsbad Oaks East Limited, Carlsbad Oaks East, Carlsbad, California, Job No 05-7995-001-01-10, dated November 1989 San Diego Geotechmcal Consultants, 1987, As Graded Geotechnical Report, Final Report of Mass Grading, Carlsbad Oaks Business Center, Carlsbad Tract 74-21, Carlsbad California, Job No 05-1079-002-00-10, dated February 19, 1987 Woodward-Clyde Consultants, 1981, Soil and Geological Investigation for the Proposed Carlsbad Oaks (CT 74-21), Carlsbad California Project No 51218G-SI01, dated November 12, 1981 APPENDIX B APPENDIX B UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material is larger than a No. 200 sieve GRAVELS, CLEAN GRAVELS More that half of coarse fraction is larger than No 4 sieve size, but smallerthan 3" GRAVELS WITH FINES (appreciable amount) SANDS, CLEAN SANDS More than half of coarse fraction is smaller than a No 4 Sieve SANDS WITH FINES (appreciable amount) FINE-GRAINED More than half of material is smallerthan a No. 200 sieve SILTS AND CLAYS Liquid Limit Less Than 50 Liquid Limit Greater Than 50 GW Well-graded gravel and sand mixtures, little or no fines GP Poorly graded gravels, gravel and sand mixtures, little or no fines GM Silty gravels, poorly graded gravel-sand-s lit mixtures GC Clay gravels, poorly graded gravel-sand silt mixtures SW Weil-graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines SM Silty sands, poorly graded sand and silty mixtures SC Clayey sands, poorly graded sand and clay mixtures ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceousfine sandy or silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity HIGHLY ORGANIC SOILS PT Peat and other highly organic soils APPENDIX C APPENDIX C EARTHWORK AND GRADING GUIDELINES I. GENERAL A These guidelines present general procedures and requirements for earthwork and grading, including preparation of areas to be filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report B The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project II. EARTHWORK OBSERVATIONS AND TESTING A Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing any fill It is the contractor's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation B Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557. Random field compaction tests should be performed in accordance with test method ASTM designations D-1556-82, D-2937 or D-2922 & D-3017, at intervals of approximately two (2) feet of fill height or every 1000 cubic yards of fill placed These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. C Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations of the sod engineer. The contractor should also remove all major non-earth material considered unsatisfactory by the soil engineer It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc, are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed SITE PREPARATION A All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site These removals must be concluded prior to placing fill Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills Any materials incorporated as part of the compacted fills should be approved by the soil engineer B Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condition should be over excavated down to firm ground and approved by the soil engineer before compaction and filling operations continue Over excavated and processed soils which have been properly mixed and moisture-conditioned should be recompacted to the minimum relative compaction as specified in these guidelines C Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of six (6) inches or as directed by the soil engineer After the scarified ground is brought to optimum moisture or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about six (6) inches in compacted thickness D Existing ground which is not satisfactory to support compacted fill should be over excavated as required in the geotechmcal report or by the on-site soils engineering geologist. Scarification, dicing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, or other uneven features which would inhibit compaction as described in Item III, C, above E Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least two (2) feet deep into firm material, and approved by the soil engineer and/or engineering geologist In fill over cut slope conditions the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to one-half (1/2) the height of the slope. F. Standard benching is generally four feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed four feet. Pre-stnpping may be considered for unsuitable materials in excess of four feet hi thickness. G All areas to receive fill, including processed areas, removal areas, and toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill Fills may then be properly placed and compacted until design grades are attained IV. COMPACTED FILLS A Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer These materials should be free of roots, tree branches, other organic matter or other deleterious materials All unsuitable materials should be removed from the fill as directed by the soil engineer Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material B Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock-derived material Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact C Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buned or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade or within 20 feet horizontally of slope faces. To facilitate trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative D If import material is required for grading, representative samples of the material to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible E. Approved fill material should be placed in areas prepared to receive fill in near-horizontal layers that when compacted should not exceed six (6) inches in thickness The soil engineer may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. F Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layers should continue until the fill materials have a uniform moisture content at or above optimum moisture G After each layer has been evenly spread, moisture-conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D 1557-78, or as otherwise recommended by the soil engineer Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. H. Compaction of slopes should be accomplished by over-building a minimum of three (3) feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2*1, specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended I If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following la An extra piece of equipment consisting of a heavy short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope Ib Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. Ic Field compaction tests will be made in the outer (horizontal) two (2) to eight (8) feet of the slope at appropriate vertical intervals, subsequent to compaction operations Id. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face Subsequent to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the slope face Final testing should be used to confirm compaction after grid rolling le. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and recompact the slope materials as necessary to achieve compaction. Additional testing should be performed to verify compaction If. Erosion control and drainage devices should be designed by the project civil engineer in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. V. SUB-DRAIN INSTALLATION A Subdrams should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechmcal consultant. Sub-drain locations or materials should not be changed or modified without approval of the geotechnical consultant The soil engineer and/or engineering geologist may recommend and direct changes in sub-drain line, grade and dram material in the field, pending exposed conditions The location of constructed subdrams should be recorded by the project civil engineer VI. EXCAVATIONS A Excavations and cut slopes should be examined during grading by the engineering geologist and/or geotechnical engineer If directed by the engineer geologist, further excavations or over-excavation and refilling of cut areas should be performed and/or remedial grading of cut slopes should be performed When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineer geologist prior to placement of materials for construction of the fill portion of the slope B The engineer geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. C If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems The need for cut slope buttressing or stabilizing, should be based on in-grading evaluations by the engineering geologist, whether anticipated previously or not D Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies Additionally, short-term stability of temporary cut slopes or temporary excavation is the contractors responsibility E. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. VH. COMPLETION A Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded m accordance with the approved project specifications. B After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist C All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect Such protection and/or planning should be undertaken as soon as practical after completion of grading RETAINING WALL DRAINAGE DETAIL RETAINING WALL WALL WATERPROOFINGPER ARCHITECTSSPECIFICATION FINISHED GRADE ------- COMPACTED FtLL ' SOIL BACKFILL COMPACTED TO 90 PERCENT RELATIVE COMPACTION PER ASTW D1557 WIN :-:-: WALL FOOTING 6" WIN l_ _ — — — r WIN LJ-:• c- FILTER FABRIC (MIRAF! 140N OR APPROVED EQUIVALENT) 0/4" - 1-1/2' CLEAN GFAVE_ 4* (MIN) DIAMETER PERFORATED PVC PIPE (SCHEDULE 4Q OR EQUVIVALEYD WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 3" WIN IITZ COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOT TO SCALE it'".LI STSTCMS !.VC;.SEH?nG APPENDIX D DATE Monday, September 30, 1996 E Q F A U L T Ver. 2 01 (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR. Hunsaker and Associates JOB NUMBER 96-0548 JOB NAME. Parcel I, Lot 25, Carlsbad Oaks East SITE COORDINATES LATITUDE 33 1343 N LONGITUDE 117 2512 W , SEARCH RADIUS. 100 mi ATTENUATION RELATION 1) Campbell (1993) Hcri = - 0=So_l l=Rock UNCERTAINTY (M-Mean, S=Mean^l-Sigma): M SCOND 0 COMPUTE PEAK HORIZONTAL ACCELERATION pauLT-DAT^ FILE USED CALIFLT DAT SOURCE OF DEPTH VALJES (A^Attenuation File, F=Fault Data File) A Page DETERMINISTIC SITE PARAMETERS ABBREVIATED FAULT NAME BLUE CUT BORREGO MTN (San Jacinto) CAMP ROCK-EMER -COPPER MTN CASA LOMA-CLARK (S Jacin ) CATALINA ESCARPMENT CHI NO COYOTE CREEK (San Jacinto) CUCAMONC-A ELSINORE ELY STAN PARK SEISMIC ZONE [GLN HELEN-LYTLE CR-CLREMNT HELENDALS HOMESTEAD VALLEY HOT S-3UCK RDG (S Jacinto) IMPERIAL - SRAWLEr JOHNSON VALLEY L^ NACION LENWOOD-OLD WOMAN SPRINGS JMALI3U COAST NEWPORT- INGLEWOOD-OFFSHORE I NORTH FRONTAL FAULT ZONE 1 | APPROX. | DISTANCE | mi {km) 1 78 62 93 45 40 49 48 73 22 80 49 33 93 48 99 85 21 90 98 12 79 PALOS VERD-CORON B -A BLAN | 24 PINTO MOUNTAIN - MORONGO RAYMOND j - — _ — ROSE CANYON 72 33 - 8 (126) (100) (150) ( 73) ( 65) ( 78) ( 77) (117) ( 35} (MAX CREDIBLE EVENT | |MAX PROBABLE MAX. | PEAK | SITE CRED.i SITE IINTENS MAG ]ACC g] MM 7.00 6 50 7.00 7 00 7 00 7 00 7 00 7 00 7 50 (129) 7 00 ( 79) 7 00 (134) 7 30 (150) 7 50 ( 77) (159) (137) ( 34) (145) (157) ( 20) (127) ( 38) (116) (133) ( 13) 7 00 7.00 7 50 6 50 7 30 0.015 IV 0.015 0.010 0.039 0.046 0 045 0 036 0 022 0 149 0 018 IV III V VI VI V IV VIII IV 0 034 V 0 017 IV 1 0 015 IV 0.035 V 0 009 0 018 0 103 0 014 7 50 0 018 7 00 0 203 7 70 0 026 7 50 0 135 7 30 0 022 7 50 Q 026 7 00 0 305 III IV VII IV IV VIII I MAX. | PEAK | IPROB | SITE | | MAG IACC g] i 6.00] 0.007 5.751 0.009 1 5.75 6 75 6 25 5 50 5 75 6 25 6 75 5 75 | 6 50 5 75 4 00 6 00 6 75 5 25 4 25 5 25 6 50 5 75 V 5 75 VIII IV v IX 6 75 5 75 | 4 00 6.00 0.004 0 032 0.026 0 014 J 0 014 0 012 0 039 0 007 0 023 0.005 EVENT | SITE 1 INTENSI MM | II 1 III | I 1 V | V 1 1 IV i — J IV 1 III 1 VII 1 II 1 IV [ II 1 _ j 0 001 - I 0 017 0 007 0 003 0 020 IV ! II 1 I 1 IV 1 0 003 - | 0.008 0 086 0 005 i 0 080 0.006 II I VII | II 1 VII ! •* 1 II [ 0 001 - | | 0 1651 VIII |1 DETERMINISTIC SITE PARAMETERS Page 1 | APPROX. ABBREVIATED (DISTANCE FAULT NAME | ma (km) 1 SAN ANDREAS {Coachella V.) SAN ANDREAS (Mojave) SAN ANDREAS (S Bern Mtn ) SAN CLEMENTE - SAN ISIDRO SAND HILLS SAN DIEGO TRGH -BAHI£ SOL SAN GABRIEL SAN GORGCNIO - BANNING SANTA MONICA - HOLLYWOOD SIERRA MADRE-SAN FERNANDO SUPERSTITION HLS (S Jac_n) SUPERSTITION MTN (S Jacin) VERDL'GO WKITTIER - NORTH ELSINORE 71 (115) 31 (130) 67 (109) 57 ( 91) 91 (146) 34 ( 54) 87 (140} 60 ( 97) 88 (142) 77 (123) 82 (131) 76 (123) 85 (137) 47 ( 76) MAX CREDIBLE EVENT)] MAX. PROBABLE EVENT | MAX | PEAK | SITE | J MAX. | PEAK | SITE | CRED ! SITE 1 INTENS 1 | PROB | SITE | IN TENS | MAG . | ACC g | MM | 1 MAG | ACC . g | MM | a oo 8 30 8 00 8 00 8 00 7 50 7 00 7 50 7 50 7 50 7 00 7 00 6 70 7 50 0.039 0 039 0 043 0 057 0 025 0 086 0 012 0 047 0.023 0 030 0 013 0 015 v I v i vi ! VI | V VII III VI | IV i V | III 1 IV | 7 00 8 00 6 75 6 50 6 75 6 25 5 75 7 00 5 25 6 00 6 25 6 25 0.018 IV ! 0 031 0 016 0 018 0 009 0 035 0 004 0 032 0 004 0.009 0 007 0 008 V I ! IV i IV | III i v i I 1 V | I 1 III 1 II I III 1 0 013 III | ] 4 50] 0 002 - ! 0.053 VI | 6 00I _ 0 017 iv ! 1 -END OF SEARCH- 39 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS THE ROSE CANYON FAULT IS CLOSEST TO THE SITE IT IS ABOUT 8 0 MILES AWAY LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION 0 305 g RGEST MAXIMUM-PROBABLE SITE ACCELERATION 0 165 g CALIFORNIA FAULT MAP SAN FRANCISCO SITE LOCATION ( + ) Latitude - 33 1343 N Longitude -117 2512 W m ANTHONY-TAYLOR CONSULTANTS 17141 283 5470 87S Oronl UniTine | Ca SaS' (BOO! 564 7843 JOB NAME CARLSBAD OAKS BUSINESS PARK - LOT 25 SITE ADDRESS LOKER AVENUE EAST, CARLSBAD, CA JOB NUMBER 96-0543 REVIEWED BY HGE DATE 10/11/96 FIG NO C-1 RECEIVED NOV 1 9 1997 ENGINEERING DEPARTMENT WVDFSOLOCV A3STO T-IYT>RAXJL X C 1!AM<\NK CONSTRUCT'] JON -125 W. BKADLEY AV7FNUli El CAJON, CA. 02020 PUN: «>19> 44\)-7424 SITE LOCATION: LOT I vi CAULSRAD IP. 74-i2( MAP IU372; COUNTS OK SA^J niEGO, S'JATE OF CATTFORNJA BY. SPF.M? & ASSOCJrVTKS, INCi;ivn fiNti i M-.i'RS AND LANO SIM.'VEY J 1 i .5 FAST PKNMbVLVAMA h>i;o\Li I Taj, TALI l-Of?<l *\ c)202o PH.\' '737 -7 27Z ; FAX ( 7BO ; 737»7?74 1?1 ( ,11 ARD Vv , HAKTLIiY , K.C.F. 20934, EXP OJEC'J Ki-jQJ VFK I. DISCUSSION THIS REPORT IS FOR A GRADING PLAN PREPARED BY SPEAR &- ASSOC'S. THE SITE IS LOCATED IN THE CITY OF CARLSBAD, CALIFORNIA DESCRIBED AS LOT 19, CITY OF CARLSBAD TR. 74-12; MAP NO. 10372; COUNTY OF SAN DIEGO; STATE OF CALIFORNIA. THIS LOT HAS BEEN PREVIOUSLY GRADED UNDER CITY PERMIT. ALL STREET AND DRAINAGE IMPROVEMENTS HAVE BEEN INSTALLED. EXISTING ON-SITE DRAINAGE IS COLLECTED VIA ONE 18" RCP. LOCATED AT THE S.E.'LY CORNER. THE GRADING PLAN IS FOR INDUSTRIAL BUILDING TO BE DEVELOPED BY HAMANN CONSTRUCTION CO, THIS REPORT ASSUMES THAT ALL PREVIOUSLY INSTALLED DRAINAGE STRUCTURES, WERE APPROVED AND INSPECTED BY THE CITY FOR CONFORMANCE WITH APPROVED PLANS AND SPECIFICATIONS, ARE ADEQUATE TO HANDLE THE ON-SITE RUN-OFF FOR A STORM WITH AN OCCURRENCE FREQUENCY OF 100 YEARS. THE REPORT IS BASED ON THE CITY OF CARLSBAD HYDROLOGY AND HYDRAULIC REQUIREMENTS. IT UTILIZES THE COUNTY OF SAN DIEGO HYDROLOGY SOIL GROUP MAP TO DETERMINE THE SOIL RUN-OFF FACTOR "C" AND THE COUNTY OF SAN DIEGO PRECIPITATION CHARTS TO DETERMINE THE PRECIPITATION RATE, THE RATIONAL METHOD WAS USE TO DETERMINE "Q100" SINCE THE ARE WAS LESS THAN 0.5 SQUARE MILES. THE HAESTAD METHODS, INC COMPUTER PROGRAM FOR OPEN CHANNEL FLOW WAS USED TO SIZE THE ON-SITE DRAINAGE PIPES. i J ^1 ,r_ '-• -' e; _ — * - ~~£cSJ o 1 <n n UJ UJu. o K 8 0810 ^T uj ac,i - tf 0 <3 5a:5: _ i i g£ a*ujr5 o £ Oi Z 1- ^ 77" < HO i UJ Ul1— •< T U- t- z y^"uj o £ o j. UJ 0 -J w u=j^ i- !*! - sSogSs-lN £ -j Z>KS- i- < °_j o < <: E « OCM O a zfc 0^5^W Uiz: DC X z (/> «> Ofis iE3io 3 * rfS<rt Ul >CM <>- CM<j a «MAP ACCURALORADO 8'i SYMBOLS 1 JJ3JOOQD9E l egegWKCQ O o:O _J , I- — -VI r- -0 0 <Uu "p "o >>in .a •«- -M >• (I >> CU S- VO it) O1 Wt. CU 1C T3 rd CJ •— 3_C C3 3 </>O-r- •<-* »*— «/» -M r- -« t—10 OJ 4-» U CUC. C1 r— Ct_ C C (Jft^t, '*~ fd Ocu **- 3 ••— r-> "O *-} *^* -^ ^" CX ^EQjC. H-M-O -C I-eu o-c E^- -S Ci c -a •OJ i— • ra C CD O O >» CU-OCUCt-3 OC* O- 4->M.-W CJ4->S-O O CU Wl r—co.cu"oosi *a •*- *r~ -c cmo ra -C aj cz> 4J <« -»-> -M 4-> aic_^^ *•• , * j a /*• —4 . _g _« • • -^ *j"" C*~l- CL-M^J -M ^T C 3 O O "S- C "O "u *~ O. CS. 3 Cf— T— <*— C. T; oj QJ •?— t— i*™ o GJ ••-• p— 4J OU-EIO O t. -C(U Q. *3 v* S- LO S_ t-1. S-* +->(rt ^-r-Cna C_ »3CX O.-4-* UJ WC Q.3- J» I-OJCf-O ^3 f* p; f*\ ^^ r^ ^T^ ^ j ^^ J^ *^ *^— ^— * QJ -4-* i, E -M CJ "O f— CJto a. • ^— c •*•» t— ^ i/» u3 aj »acu »— o 0 E-CvIS^1 S-^^O +*5 S+J in1""-r— o flJ c 4->*J CuO Q O. t— -M CUJ- C3 •— oj co ^r in ^,§0r™— —M— •Xi v *2 ^0 01 O^j **%y--• '-^ x1^ ^^O oO c XQ "iCrJ . • fj1 O Fr CUt. J- (0 O U. ^\ * ' j-O' T3JXc cu V *O •*-• -M CU -C- fO r— 1 CJ OJL-^- vi 4*0- ^^ — ^ o" \\J '* 3~^.a411 „«=iO C\J -r-a. a.*-t^:trn f —CM "ra. jsj •c it•t— • UOa.r * ^J cu •*-" n =>**~j 1O "^ ^^- CM V^ 0***t*-m^ 'f^r*- <u- oc^"^, ».~~~~*^ t*^" (UT" «"CUr~ ca. u oV v ••-*\ .* MJ• t- r—c jc -a **"" ^^^ 'OECU•*— «^- CLO.•a: \T rr *f- Or ? n nu •M H-t ^-^. ^-» CO *3- , aisO 0 ^Z C/) CM~"1 *°Q"5 o>3 ? 5gSg^ *^ «*^fc* ^^ ^jf^» ii i ^^3 — ' Ol*v ^J ^ X tt ^ rnrf ^ m *ui ^-O)oCM o to UJo 6-Hour Precipitation (inches) -?-/~/~f^/~/ ~ /-£~~f-~. z^-i^r "" ''f^_'~ '^ '' —•— <-<-• L. 3 O eu-M =3 IX XI IV--14 II-A-7 UJ Xo2: a: UJ o u.o rr UJ UJ ieo 168 156 144 132 120 IO8 96 84 72 6O 54 r- 48 - 36 -33 - 3O -27 -24 - 21 u.o o tuorr<xo CO r 200 10,000 8,000 6,000 5,000 4.0OO 3,000 2,000 I.OOO 800 600 500 400 EXAMPLE 0=42 inches (35 feet) O-120 cfs (I) (I) (2) (3) awo 2.5 2.1 2.Z *D i» feet HW feet 88 74 7.7 6 5 4 r 3 ~ 2 - 15 L- 1Z BUREAU OF PUBLIC ROADS OCTOBER i960 r.o To use scale (2) or (3) project horizontally lo scale U),*h'n use straight Inclined tine through D and 0 scales, or revere* as illustrated - 4. - 3. * to(CUJ HtU 5 - 2. - 1.5 (2) e - 4. - 2. — 1.5 .8 - .7 -.6 €. 5. 4, \~~ 3. - 2 - 1.5 - I.O - .9 .8 - .7 .5 .5 - I.O - .9 - .8 -r .6 L .5 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL (ObJ Xo 2 O a: UJ tc UJ UJ O ISO 168 156 144 132 12O I OS 15 IO,OOO 6,000 6.OOO 5.OOO 4.0OO 3fOOO ~ 2,000 EXAMPLE 0=42 mcti« (3.5 fwt) Q. 120 cfs (2) 13) US0 Z.5 2.1 *0 in feet HW fMt 8.0 74 7.7 To use scale (2) or (3) project horizontally to scale (t),lh«n use straight inclined line through D 0nd 0 scoles, or r«ver» as illustrated *- r,o < (0 (2) - 4. 4. - 3. - 2 - 1.5 -.6 - 1.5 - l.O .9 a .7 - .6 L .5 L- .5 - l.O .9 -.8 - .7 L- .5 BUREAU OF PUBLIC ROADS OCTOBER I960 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL -180 -166 186 -144 -I5H -109 - 96 - 84 - 72 - 60 - 84 48 »6 h33 -ei inu.u z S o § -10,060 = «.0<H> -4,00b r 3,000 - 1,000 - 800 600 900 400 300 200 100 60 60 40 80 -eo - 15 -IB fiUfl(AU OF PUBLIC ROAOJ>*«o EXAMPLE (tl ¥ t.9 t.t t.t In fit* f«t T4 r.r ENTRANCE TYf>£ Gr**vt t*d wllh U Mill (| 0 *etl«i, tr rtvlrt* •» .. (0 (2) & U Z X U)o UlX -1.6 -1.0 - .T 6. -6. 3. — ft - 1.8 - I.O -.9 .0 - .7 .8 6. -8. 4. - 3. - e. -1.6 -i.o .6 — T .6 -.8 D6PTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL pieo - 168 - 156 - 144 UlXoz - I2O - toe - 96 - 84 - 72 - 60 rruii-ut a ui - 48 o - 36 -33 - 30 -27 -24 - 21 v> ore r- IO.OOO - 8,OOO - 6.OOO - 5.00O -4.0OO r 3.0OO '- 2,000 - 1,000 - 80O 600 t- 500 400 r 3OO ~ 200 100 80 6O 50 4O I- 30 EXAMPLE D«42 inches (3 5 feet) Q-IZO cfs HW tut <2) (3) 2.1 2.2 74 7.7 "0 m 5 4 I- 3 - 15 L- |g BUREAU OF PUBLIC ROADS OCTOBER I960 HW erA. cSCALE O ENTRANCE TYPE To use scale (2) or (3) project horizontally to scofi (I),than use straight inchned tine through 0 ond Q *colcs,Qf (*v«rs« o* illustrated (I) (2) - 4. /' - 3. a:Ul - 2. - 1.5 UJo - .9 - 4. - 3. - 2. - 1.5 .8 - .7 .6 (3) - 6. - 5. - 4. - 3. - 2, 1.5 - I.O .9 - .8 .7 - .5 - I.O - .9 .8 - .7 .o - .5 DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL Q--HA I^^^^^^Lj -.11 CITY Of SAW DlttO * OUtOH «lifi£SNT. NO. NOMOGRAM- INLET AT SAG 15 rtdwtttfUh -f CHART I- 10 i«C v)f1 4 I U.J----J-.-L ^t^ ~~~+ L \ mm - ,13 cctvATtoN ifttrtdit RCV.CITY OF SAH DIEGO - OCSI4M (JUlOt SHT. HO. NOMOGRAM - CAPACITY , CURB INLET AT SAG 15 lorrr 1073 02 w '^. a P = A s J.On- 7 \fi i ,1 7T i i 17 liit =—f=~< ; U.Tx[J LJ.J_Ji 3J3 'E §E_H>jd Q/P 3.OHVz 0.. l » i r i i i i t i i i i!= b' 'nFAfn U!P TO io.4 ICUrlV7 1 - H£AOS A rlOVZ M,_•>-• ~ H EA&S 3£T\^££!N Wa ,- s P c TO p ~ 5 ; - i i t i ^/z. f fn.i \.-:='LFS I (b1) \?PUES I !.j*,VFJ4NJ3i|TIC.N j 5 CPEtRijTt'ON 1 !ARGT l M' P " M"fn, FO 0~i is UN !O*E: FINITE i 1 ! i 0-?£R I.V 11 r if,^ 1 1 i 1 i • ' i D1S , ti< /n/-f?G I i t *,1 1ii p~" f 'T'MM °v _ i 1 111 T P = r 1 = 1 f •E - I _Z ' i • ' i r n •^ M i rLJ EC OJ 2 .3 ,4 .3 .J .V .e.'J I 0 2 J 4 0 .1 7 U 9 IV &U3EAU OF PUBLIC ROADS CAPACITY OF GRATE INLET IN oiv.^icsrv/o v/A3;iD.c, i^'P^0 0|^ ~G-ir?AT; 2O 4-2 QI xj •—** *» SECTOR |a cpEtR^Ti'ON ii's' JJNJO'E. !I Ml M f UJic «ARGt PH^11 M* Ill''hi! FO.O" OF .DISC;Ert FOaT Or X^EA 'P/A)_ II'.IM' 'i"" .. ', I I I ! I I 1.1 01 .Z .3 ,4 ,3 --1 -V .y.UlO 2 J 1 0 .) 7 'J t> lg IO &U3EAU Or PUBLIC ROADS CAPACITY Or GRATE INLET IN 5_U_M_? ci'.oicsrv/o v/A3H,D.c. ,'% L^L Ji2--llP-^^ ^'"; .P_'1A"*"^ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: SPEAR/ASSOC' S Comment: DESIGN ON-SITE DRAINAGE SYSTEM: N1-N2 Solve For Actual Depth Given Input Data: Diameter... Slope Manning's n Discharge. . Computed Results: Depth Velocity Flow Area.... Critical Depth Critical Slope Percent Full.. Full Capacity. QMAX @.94D. .. . Froude Number. 1.50 ft 0.0050 ft/ft 0.012 7.40 Cfs 1.13 ft 5.17 fps 1.43 sf 1.05 ft 0.0060 ft/ft 75.55 % 8.05 cfs 8.66 cfs 0.86 (flow is Subcntical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: SPEAR/ASSOC' S Comment: DESIGN ON-SITE DRAINAGE SYSTEM: N4-N3 Solve For Actual Depth Given Input Data: Diameter... Slope Manning's n Discharge.. Computed Results: Depth Velocity Flow Area Critical Depth Critical Slope Percent Full.. Full Capacity. QMAX @.94D. . . . Froude Number. 1.50 ft 0.0050 ft/ft 0.012 5.60 cfs 0.92 ft 4.92 fps 1.14 sf 0.91 ft 0 0051 ft/ft 61.41 % 8 05 cfs 8.66 cfs 0.98 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: SPEAR/ASSOC' S Comment: DESIGN ON-SITE DRAINAGE SYSTEM: N3-N6 Solve For Actual Depth Given Input Data: Diameter.., Slope Manning's n Discharge.. Computed Results: Depth Velocity Flow Area Critical Depth Critical Slope Percent Full.. Full Capacity. QMAX @.94D.... Froude Number. 1.50 ft 0 0197 ft/ft 0.012 16.90 cfs 1 10 I 1 0 88 15 17 1 33 21 66 44 ft fps sf ft ft/ft0192 60 % 97 cfs 18 cfs 36 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookslde Rd * Waterbury, Ct 06708 SPEAR & ASSOCIATES, INC. 77 - .CIVIL ENOINCCniNO * LANO SUHVEYINT, 1^" 1 .1. Jlf'tlfl- j "'T•!*•**» &^ 1rift*#*»•*•« tt I " 7 4 r * / n in u i? 1 1 M IS IA 17 in 1? ?0 71 77 n M » •- MO. A ^~\ ^ V ft, w -p {* L* . ... AREA (AC.) O ofl' / > MOM |U r-w TV 7~\ 9 L) /S Irt"— * IT (1 In ^ ip. — .T F v- T V ^ p— . ^ T ( C M + 1 1< N i ) • - 1 / V t7 t7 r cf x ^ S ^ (J \ tt t 1, == / i: fi X R — 1 n7 -i1 7 nr // iin „n n c \- •*3 Ay /[/ / rf/")W (7^if '%I tt V V ( s t)ch =( 3 : 1 /f J •i1 n 1 A 8 ^ f-/AJO Onr r-$> Onfu i ; i \ 1 1r [ 11 1 CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC SAN DIEGO CA • 2414 Vineyard Ave Suite G Escondido, CA 92029 (619) 7464955 (619) 746-9806 FAX RIVERSIDE, CA • 490 E Pnnceland Ct Suite? Corona, CA 91719 (909) 371 1890 (909) 371 2168 F« VENTURA, CA • 1645 Pacific Ave Suite 105 Oxnard, CA 93033 (805) 4866475 (805) 486-9016 FAX MODESTO, CA • 35400akdafeRd. Suite A2 Modesto, CA 95357 (209) 551 2271 (209) 551 3593 FAX LANCASTER, CA - 42156 10th St.* Unit* Lancaster, CA 93 534 (805) 726-9676 (805) 726-9676 FAX LAS VEGAS, NV • 4560 S Valley View Suite A-3 Las Vegas, MV 89103 (702) 7952278 (702) 7264485 FAX SEATTLE, WA 235SSMlsiSL Renton, WA 98055 (206) 656-1266 (206* 656-1265 FAX Storm Dram Calculations Carlsbad Oaks Business Park Lot 25 Carlsbad. California Prepared For Brian Hunsaker Development Company, LLC 17761 Mitchell North Irvine, CA 92714 Prepared By Construction Testing & Engmeerins Inc**j ^j *^ 2414 Vinevard Avenue, Suite G Escondido CA 92029 CTEJobNo 10-2016 April 21, 1997 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION f PE a ,,, 5lr- 3 ^0.0455" Sr 0 (J500 Fife, FI6 PVG V. V PIG > ft 12 1 af" 7- 3 - FIG. " i K" fVC FI&,> i H C 5 - -e s 2.1 " FVC ] OiO 5 -* '2,i 4, N 234, > •30 — 20 — 3 -2 90 84 72 66 60 54 48 42 -36 -30 -27 24 21 -12 -10 " 6 00002 ~ 0 0003 -2 00004 00005 00006 00007 00008 000090001 0002 — 0003-i 0004-= 0005 0006 0007-0008-0009001 • 0 002- a) :Q. ^_O = ™ 003^ \ 004- \ 005- \ 006- \007-X008-009-01 02^ 03 — 04 05 -. 08 \ 1 0 20 -=1 2 — 3 — 4- 7 5-1 6- S- 10—I 15- 20 Figure 4-tl Nomograph for Manning formula, Eq 4-14, for circular pipes flowing full based on 120 3 -JA5IM 5 14" u -»QJ £ So o ,i~— c 3a p90 no -70 j-60 HSO :-40 r30 -20 1>v-^ g-10 -9 S-. o- 8 **-0 / ^-- — — — M * — "~ i-6 (5 — 5 — 4 -3 -2 --) -09 -08 -07 -90 -R4 - -72 -66 -60 -54 -48 -42 -36 -30 -27 -24 -21 18 J_i — - — " -12 -10 -a -6 -4 Figure 4-11 Nomograph for Manning ; 1 0 0002 -E = 00003 -f 00004 -^ 00005 -E 00006 ~ 0 0007 -H00008^=00009 H0001 ~ ^0002 -E \ 0003H 0004^- 0005-E 0006-^ 0007-^ 0008^ r 0009^€ 001 -*- ^~°- — -•"~"^°- : "° 002- a ^o = - 004- 005-E-U 06 - 007-^008-;009 -f - i 02-E 103-: 04-^ 05-5 oe-i 07^OS ^09 -| 1 Q — - - i 20 - 2- - - - - - 3-- -. - - 4- - : - ; 5^ ; - ^ *— ' " s 6^ £ - u 7-o > •; ft-^o — ~ . 9- - 10- . - 15- _ 20- , - formula, Eq 4-14, for circular pipes flov 120 4- f-90 h70 h60 j-50 1- -30 - - -20 c r'° [-8 "o h I ~5 :4 - 3 : -2 : - j-1 r09 r-os ^-07 -90 : -84 -: 00002 -E -72 = - 66 0 0003 -3 - 60 \ o 0004 -E - 54 0 0005 -: 00006 -= - 48 0 0007 -. 00008 —.00009 H-42 0001-: -36 ~ 0002 -= -30 -| . 27 0 003 -^ 0004^-24 0005- ^j . 0 006 ^ ^~~~~^ 0007 -= ^--^^0 008 -H 18 -E1 O^00^ -15 | ^ ° 002^ "12 s 003^ 004^ ~10 005^ 006^ 007-= „ 008^d 009-| - -6 -02^ | 03-^ 04 ~ ~ 4 : 06^ 07-1 08 =09 -i 1 0 ~ ~ 20 -= 2 - - - _ 3~ - 4 J 7 S-: & , : 3 ' ~501 = 8^* 9- 10- . - - . 15- - 20- - Figure 4-11 Nomograph for Manning formula, Eq 4-14, for circular pipes flowing full based on n=00!3 120 trJ ^-50 •40 •30 -20 ^-6 :-5 i-4 -3 -90 -R4 - -72 -66 -60 -54 -48 -42 -36 -30 -27 -24 -21 -18 -15 :12 \-to\ \\ . 0o -6 - 4 I - 0 0002 -_ = 0 0003 ^ 00004 -_ 00005 -5 00006 H0 0007 ^00008 -==00009 -H0001 ^ -, 0002 -i ^0003-f 0004-E— 0005^ 0006^ 0007^0008-; « 0009-3S 001 -= tl)a. : a. ° 002-m Ia.o - m 003^ 004H 005^ 006H v 007-^\ 008^ \ 009^\ °'"! \ : \ _ : \02-= \ -i°V 04-^ 05H 06-i 07^08 ^ 09 -i1 0-7 20 - 2 — 3 — 4- 7 5^ 6^ 7 — 8^ 9 10- 15- 20- \ Nomograph for Manning formula, Eq 4-14, for circular pipes flowing full based on 120 Figure 4-11 Nomograph for Manning formula, Eq 4-14, for circular pipes flowing full based on n-0013 120 =-40 -30 -20 -2 90 84 72 66 60 54 48 42 36 0 0002 - 0 0003 -f 00004 -E 00005 0000600007 00008000090001 0002 -E 0 003 -= -te-004- -6 -4 007- 008-009-01- 02-. 03-f 04-^ 05 06 07- 08 091 0 20 - 3- 5- 6- 7- 10- 15- 20- 1-igure 4-11 n = 0013 Nomograph for Manning formula, Eq 4-14, for circular pipes flowing full based on 120 420 4-15 410 405 72' R/Wj 3 Ol *»• 01 o00 0cO rs. to 5 y ° OUT*TOP OF aura W/FOSS1FL1ER NTS •/ DUAL STAGE FOSSL NTS NOTE CONTRACTOR TO SUPPLY OWNER WITH MAINTENANCE OF FOSSIL FILTER D/W ENTRANCE - LOKER AVENl! SCALES HORI2 I" VERT r TYPICAL STREET SECTION NTS LOKER AVENUE EAST SEA OTTER PLACE 5 3* _i S__ C=1n 32 2% -I -J 32 2% E . z^ 55 2 r 45' A F- 4' PCC(BOTH sites).._,-._ 8' CURB 4 GTR (9QTH SOCS) -^ TYPICAL STREET SECTION NTS EL FUERTE GRADING QUANTITIES (RAW) CUT 76QO CY FILL 6500 CY GRAPHIC SCALE: < IN FEET }1 inch => 40 ft LANDSCAPE MAJNTENANCE AREA EA^MENT MV MUM. ptua PARCEL 1, P V. 15692 CARI5BAD OAKS BUSINESS PARK grr O«D 8V-.RVW 8Y. OUKMONO. PrtOJ 1,CT WO* J.^ CALC DATE2- SHT _ CHKD OF STATTQN_ AREA AREA REFEPCNCE .057 (50 scale) X .918 (200 scale) = .021 (30 scale) 0-41 ACRF.S COEFFICIENT OF RUNOFF: C (consider probable development Develooed Areas (Urban) % Land Use Residential: Single Family Multi-Units Mobile homes Rural dors greater that 1/2 acre} Commercial (2) 80% Impervious Industrial (2) 90% Imoervious A .40 .45 .45 . 30 .70 .80 Coefficient "C1 Soil B .45 .50 . 50 . 35 .75 Type (1) c .50 . 60 .55 . 40 .80 .55 = .70 .65: .45' .85' .90 TIME OF CONCENTRATION Tlcl' l'^> ^0°-" * "i rUJNOFF: Q=I Altitude I f ^Q = ' fact 100- ! Overland Flow (App. X-C) 30O ' @ % % / £f L T , = A-jv,' mm. ; n . -- ,Cl i rr» ^^fp -I-T* — • X CA Factor = (Chart C) x 5 &2/ " /hr 1*5?? cfs or x .^ = x G?.5^ "/hr CA 3, 1C1 cfs mm. C =_ CA = T 9: Gutter Flow (App. X-D) , Length of street= ft. } Approx ave . vel. = f ps •' T _= mm.c2 USE Q USE °100 = CFS CFS Reference: San Diego County Flood Control Design and Procedure Hanual (1) Obtain soil type from Appei -Uces 1X-C1 throuth IX-C4 ; (2} Obtain overland flow T f.om App. X-C „ ' ( (3) Obtain approx. average velocity from App. X-D 'c - (4) Detain rainiall intensity i:om App. XI PRuJi.CT_ wo? jo-: CALC j DATE CH1CD STATJON_ AREA ' AREA REFERENCE .057 (50 scale) X .918 (200 scale) = .021 (30 scale) A-G ACRES OF COEFFICIENT OF RUNOFF: C (consider probable development) Develooed Areas (Urban) % Land Use Residential: Single Family Multi-Units Mobile homes Rural (Iocs greater that 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Imoervious 80 Coefficient "C A .40 .45 .45 .30 .70 Soil B .45 .50 .50 .35 .75 Type (1) C .50 .60 .55 .40 . 80 D .55 = .70= .65 = . 45- . 85- .90 TIME OF CONCENTRATION T Overland Flow (App. X-C) T . = 5*,-, mm.cl — T =T , _cl c2 mm RUNOFF: Q=I x CA Altitude Factor ={Ch?rt C) x 100= factor >' C "/hr "/hr x CA = ' T ?: Gutter Flow (App. X-D) c Length of street= ft. Approx ave . vel. = f ps T = mm.c2 CA cfs USE Q ioo = _CFS CFS Reference: San Diego County Flood Control resign and Procedure Kanual t (1) Obtain soil type from Appe: Alices 1X-C1 throuth IX-C4 (2) Obtain overland flow T . i . om App. X-C (3) Obtain approx. average velocity florn App. x-D . (4) Obtain rainiall intensity f: OTI App. XI PROJc.CT_ WO? 10 - CALC DATE 2- SHT "CHKD" STATTON AREA REFERENCE .057 (50 scale) X .918 (200 scale) = .021 (30 scale) ACRKS DATE COEFFICIENT OF RUNOFF: C (consider probable development) Developed Areas (Urban) Coefficient "C" % Land Use Residential: Single Family Nulti-Units Mobile homes Rural (Ions greater that 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Imoervious A .40 .45 .45 .30 .70 Soil B .45 .50 .50 .35 .75 Type (1) C .50 .60 .55 .40 .80 D .55 = .70= .65 = .45 = .85 = 80 90 TIME OF CONCENTRATION Tc T : Overland Flow (App. X-C) C I ,-, „ „ , Q , - tf.ft mm.'cl T =T T _cl c2 mm. KUNOFF: Q=I x CA Altitude Factor =(Chart C) x C = CA = ? ?: Gutter Flow (App. X-D) c Length of street^ ft. Approx ave. vel.= fps T „= mm.c2 "/hr factor x 100=/hr CA 4--20 cf s bSE Q USE Q CFS IOC =4- 2 o CFS Reference: San Diego County Flood Control Design and Procedure lianual (1) Obtain soil type from Apper oices IX-C1 throuth IX-C4 (2) Obtain overland flow T from App, ^X-_C (3) Obtain approx. average velocity fr6m"App. X-D (4) Ootain rainfall intensity from App. XI P HO J TO? CALC DATE SHT CHKD STATION^ AREA AREA REFERENCE .057 (50 scale) X .918 (200 scale) = .021 (30 scale) ACRP1S OF_ DATE 4| " COEFFICIENT OF RUNOFF: C (consider probable development) Developed Areas (Urban) % Land Use Residential: Single Family Multi-Units Mobile homes Rural (Iocs greater that 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient A .40 .45 .45 .30 .70 Soil B .45 .50 .50 .35 . 75 Type (1) C .50 .60 .55 .40 .80 D .55= .70= .65= .45 = .85 = .80 90 TIME OF CONCENTRATION T , : Overland Flow (App. X-C ~- T ci- -TC1+TC2=- RUNOFF: Q=I x CA Altitude Factor — = I x5-^V "/hr factor 100="/hr CA _(Chart C) 5 4-5 cf s Q)?& r,f c-c r s c = = ,<n Gutter Flow (App. X-D) Length of street= Approx ave. vel.= T = mm.c2 f ps USE Q USE Q Fift = 5-4-6 CFS 100 = &•%& CFS Reference: San Diego County Flood Control Design and Procedure Manual (1) Obtain soil type from Appe.dices IX-C1 throuth IX-C4 (2) Obtain overland flow T n from ADO. X-CC** 1 * * • -(3) Obtain approx. average velocity from App. X-D (4) Obtain rainfall intensity i:om App. XI PROJECT HO? \Q- IQU* CALC DATE 1 _SHT__ "CHKD STAT TON AREA AREA REFERENCE .057 (50 scale) X .918 (200 scale .021 (30 scale) OF COEFFICIENT OF RUNOFF: C (consider probable development) Developed Areas (Urban) Coefficient "C" % Land Use Residential: Single Family Multi-Units Mobile homes Rural dors greater that 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Imoervious A 40 45 45 30 70 Soil B .45 .50 .50 .35 .75 Type (1) C .50 .60 .55 .40 .80 D .55 = .70- .65 = .45 = .85- 80 90 /"* — TIME OF CONCENTRATION T T ,: Overland Flow (App. X-C) T =T .+T ~=c cl c2 -mm KUNOFF: Q=I X CA Altitude Factor = "/nr (Chart C) l.vb cf s Gutter Flow (App. X-D) Length of street-1 ft. Approx ave . vel. = f ps T = mm.c2 facto x 100-"/hr CA LSE Q USE Q 7'^CFS 100 =CFS Reference; San Diego County Flood Control Design and Procedure IJanual (1) Obtain soil type from Appernices IX-C1 throuth IX-C4 (2) Obtain overland flow T . from App. _X-C (3) Obtain approx. average velocity from App. X-D •4) Detain rainiall intensity from App. XI PROJECT CALC STATION ARES AREA REFERENCE .057 {50 scale) X .918 {200 scale) = .021 (30 scale) DATE CHKD ACRES DATE COEFFICIENT OF RUNOFF: C (consider probable development) Developed Areas (Urban) Coefficient "C" % Land Use Residential: Single Family Multi-Units Mobile homes Rural (Iocs greater that 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Imoervious Soil Type (1) ABC .40 .45 .50 .45 .50 .60 .45 .50 .55 .30 .35 .40 .70 .75 .80 .80 .85 .90 D .55 = .70= .65 = .45 = .85 = /^B5^ '^ C = <^ CA = • '**r TIME OF CONCENTRATION T M ; Overland Flow (App. X-C Lr1 rnin =T T _cl c2 RUNOFF: Q=I x CA Altitude Factor - I $Q = _V x_5 fc^ "/hr f«ctor x X100- \ :-: £.23 "/hr mm {Chart C) CA 1 -: Gutter Flow (App. X-D) C Length of street= ft. Approx ave. vel.= fps T _= min.c2 USE Q USE Q CFS 100 -CFS Reference: San Diego County Flood Control Design and Procedure Manual ^•1) Obtain soil type from Appe- oices IX-C1 throuth IX-C4 v{2) Obtain overland flow T , from App. X-C (3) Obtain approx. average velocity from App. X-D (4) Ootain rainfall intensity from App. XI frt-V-Ai IX XION3ddVCD V t«o. ^J » ^P" ¥» ;- nzn^z: A—izr/ifz/.: /j- en O - in O inotnocno C CD , >— 4 t>- 1 ^3„ > rn 0 ^0c. ^£ d x co *-• ,/n * *"^ T3 *"li ^^ 0 cr ro CT O oro_ fD 'c * £?ro '.Q O -^ **' *— ** *~l CO fO — -* O 3s* * -a r* *e» T3 Co -*-n OL CTV ro oB «-». — • EUM __ % V ZJ =r — "S „' »1V <J1 €T i ^ _ — ^_ -r -1 n ci 11 ro rt- ^1 ffl — •* S- -C^" jL T3 rt- O7-1 ro 3 - CX-v -n"n o-s -scn — *• ro 3II 3 .0 •• 3 3 • ,-. ^-_^ ^^ -,- « ro T3 0ro *<-> ~r~. - V\"T~— - v^. 1* ^< t * 1 *~al -n— •- ro |cn~' 3 -c*-^ • n -^" -""-- „ - _._ o >3~j£ ^ x" in -f* co ro — • o - ^rot-t- — H "a o o "^ r^ <~*- <•*• >• o IZ —I ro ~n o3-3* — ' -s -h — ' O3~3*cx. rocw3--e>"i rt-ro _•. o o* o ro o* e-». 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O •*" 3 —•O 3 O. ^JG-13-97 WED 14:25 CITY OF CARLSBAD COMM DE | FAX NO. £380894 p rn t lit NON-RESIDENTIAL CERTIFICATE: Non-Residentai Land Owner, option carefL'ISy and be sure you throughly understand the opfeons before agnino The opijcn you choose wtl affect vo--'' payment of ifre developed Special Tax assessed on your property , This ootion is avai!ab!e only s, the time of the first building permit issuance Property owner signature is required before a build ng sermsi wtl 1 | be issued Yout signature is confirming the accuracy of at! parcel and owners^io '^formation shown i •'" •' '' ; (714) 863-1390 Name oj Owner 17761 Mitchell, North Telephone "7J3HQ; Address Irvine i* CA 92614 Project Address Carlsbad CA City State Zip Code I * 08 City State Zip CodeIf, ii.f 1« Assessor's Parcel Number, or APN and Lot Number if not yet subdivided, Building Permit Number I > - ' JAs crted by Ordinance No NS-155 and adopted by the C;ty Council of the Citv o* Carlsbad, Calfoma, the] C-V is authonzed to levy a specia' Tax in Community Fac&tea cistnc* No 1 A!I non-ressdenta! property, upon t^o issuance of the first bui'dips permit, shall have the op&on to (1) pay the SPECIAL DSVELOPViEfvTTAX ONE- TIME or (2) gcrume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a penod noi to exceed iwbnty- five (25) years Please indicate your choice oy initialing the approbate hn« below , .' m* OPTION (1) t elect to pay the SPECIAL DEVELOPMENT TAX O!^§-T!MF now, as a cne-tme t?RVT)en*; j 'ne-Time Specia.1 Tax S Z.3S. S^^^ . ^-^ Owners» OPTION (2) ] elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY r'or a penod no^ to exceoc i .- .- . - twenty-five {25} years - Maa'rium-Annual^pecial Jax $' ST^^T2-^.^'1 Initials " "~ \ p " ! I DO HERSBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED 'STHE "! OWNER OF THE SUBJECT PROPERTY AND THAT ! UNDERSTAND AND WILL COWPLV WiTH@5 PROVISIONS AS STATED ABOVE ' i Signature of Property OvvTier s * II Title t '.r/YfDatevi., , •, ,j'n ^LElj,i. vt ,M ,h ,^j 7^ The Oty of CaVsbad^as not independently venfied the;nforrnaion sliown above .Th'erefbie, we acpftp^fvp1 j responsibility as to ttt'e accuracy or'completeness*of ttiisjnformaaon' ""^ ' F'.'iV" •' / • > •• "'^M!'" I ' NON-RESIDENTIAL CERTIFICATE1 1__ -F_ _r__i_ i I '. r'i'. »'t J WED 14:25 CITV OF CARLSBAD CJW DE ^AX NO. ^380894 P. 04i V " CERTIFICATE OF OQMPUANCP ' CITY OF CARLSBAD , ! COMMUNITY DEVELOPMENT' '2075 LAS PALMAS DR, CARLSBAD, CA 92009 (619) 438^1161 II This form shall be used to determine the amount of school fees for a project and *o verify applicant has complied with the school fee requirements. No buiidmfe permits for the projects'shall" K* issued until the certification is stoned bv the approonate school district and returned tolthejOty *f]( Carlsoad BuJding Department | , * •. I • -1 SCHOOL DISTRICT JV Carlsbac Ur'i 801 Pme Avenue Carlsbad CA 92009^434-0661' ^___ Encmitas Union 101 South Rancho Santa *Fe Rd. s CA 92024 (944-4300) San Marcos 1290 West San i! 1 t , , Marcos CA 92024l74'^-776)t f Hunsaker Development Co. LLCProject Applicant _ Project Address _ RESIDENTIAL: SQ FT of living area Sap Dieguii-o Union High Sc 710 Encmitas Bouievafc! .EhcmitasCA 92024 (7p A?N SQ FT of covered area number of dwelling urrtsL . SQ FT of'garage area _II COMMERCIAL/INDUSTRIAL: S0 m AREA _JGH. 2,<jQ ? -30 ^er sq. ft. = 31,28>7.00 Prepared bv IH ^JjJ- /-^fcr^ - Date! • 8/g/T?i ^ ~ ~~ •""••£••"•"•' CERTIFICATION"-- -r- (To be completed by the School District'1 Appifc.-rr has complied with fee requ.rement under Government Code 53080' i Pioject is subject to an existing fee agreement Project is exempt fro-n Government Code 530SO * ' i >'r " ' ' ~ * ' ' \ ' ' 0 - ' . > -' - _^ „ Final Map approval and construction' started before SeDtemocr 1, (other school fees paid) Other OU^ ResidentidJ Fee Leved $ -'st Fee Lvied $ 3 |'. based on ", • based on so. t . -. 4' i 11 '"•? f"'"14"' ® ;l' V f'^i --"if SchbcTDistnct Official'. Ai!.i/L ^ • '-''* "r|t !! •' f >i: * i ..'..I. v;; . - r r .,ir l';. "iHiBtalr1 Assistant Supt •r' Business Services Datew BUILDING PERMIT 10/29/97 15:40 Page 1 of 1 Job Address PCR No PCR97077 Project No A9603349 Development- No F0505020 Permit Type. PLAN CHECK REVISION Parcel No- 203-082-08-00 Valuation " 0 Occupancy,Group- Referenced• Description. REVISION-REVISED PAMEL RETURN : DETAIL Appl/Ownr : DORSEY GERRY 3505-65 CADILLAC AVENUE COSTA MESA, CA 92626 *VA Fees Required *-v* ^^*1P^ Suite . Lot# Construction Type: NEW Status: ISSUED Applied- 10/29/97 .Apr/Icsue: 10/29/97 Entered By: JM 714 549-0644 0849Collected Fees- ents Total Fees. Fee description 109 |P4S V /> To. ta i «• ' 00 00 109.00 * , „ -iv? •UU '£e3/?VtMt Ext fee 'Data Plan Check Revision"1 -> --"— 1-0-9-. 00 ;109.00 / J?*&• i/ 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 PROJECT-INFORMATION/^£& FOR OFFICE USE ONLY PLAN CHECK NO EST VAL / 7 Plan Ck Deposit Validated By Date Address (include Bldg/Suite *) ~ / Legal Description Assessor s Parcel #, ^-y , Description'of Work ' Business Neme (at this addressLJ Lot No Subdivision Name/Number Unit No Phase No Total * of units :/}*&• Existing Us'/'T-j—,^ . y Proposed Use J / SO FT "" f of Stones # of Bedrooms # of Bathrooms 3 APPLICANT Q Contractor Name * / Address D Agent for Contractor Address Q Owner C . City^Xi3 Agent for Ownerx*' City ^,,-gv^tate/Zip State/Zip Telephone^ Telephone t Fax # 4 PROPERTY OWNER Name 5 CONTRACTOR - COMPANY NAME Address Ctty State/Zip Telephone (Sec 7031 5 Business end Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, pnor to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant fo the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of th« Business end Prolusions Code) or that ha 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 not more than five hundred dollars 1)500)1 Name State License # Address License Class City State/Zip Crty Business License t Telephone Designer Name Address City State/Zip Telephone State License # 6 WORKERS'COMPENSATION ~ " - '"" ~~ " ~"~ , Workers' Compensation Declaration I hereby effwm under penalty of oeriury one of the following declarations Q 1 have end 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 Q I have and will maintain workers compensation, as required bV Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company __ Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [41001 OR LESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person m any manner so es to become subject to the Workers' Compensation Lews of California WARNING Failure to IB cure worker*' compensation coverage is unlawful, and shall subject in employer to criminal penalties and civil lines up to one hundred thousand dollars ($100,000), tn addition to the tost of compensation, damages M provided for ui Section 3706 of the Labor code. Interest and attorney's teei SIGNATURE DATE 7 OWNER-BUILDER DECLARATION " "" ~" "" '"'~ r'""k * ' 'WB I hereby affirm thet I am exempt from the Contractor s License Lew for the following reason Q I, as owner of the property or my employe** with wages as their sole compensation, will do the work end the structure Is not intended or offered for sale (Sec 7044, Business end Professions Code The Contractor's License Law does not apply to en 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 la sold within one year of completion, the owner-builder will have the burden of proving that ha did not build or Improve for the purpose of sale} C] j as owner of the property, em exclusively contracting with licensed contractors to construct the protect (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 protects with contractors! licensed pursuant to the Contractors License Law} Q I am exempt under Section Business and Professions Coda for this reason 1 I personally plan to provide the major labor end materials for construction of the proposed property Improvement Q YES QNO 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 parson to coordinate, supervise and provide the major work (include name / address / 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 / address I phone number I type of PROPERTY OWNER SIGNATURE : DATE COMPLETE THIS SECTION FOR NOtHIESIDBMAL BUILDINQ PERMITS ONLY ^""— ~»~^- .«rr-«rrr~w- -i-rp' Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or risk menagement and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tenner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q 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 S. CONSTRUCTION LENDING AGENCY " ~* " """ ~~ '™-'1t*>" J~""•"• ""- "- * -•', L; ^bv a'tniit that there is a construction*lending agency for the performance of the woik for which this permit is issued (Sec 3097(i) Civil Code) r LENDER'S NAME . LENDER'S ADDRESS •9 APPLICANT CERTIFICATION ' ~ ,— „ — ,.„«, _ --„ , —,fc -, ^_,tr^(l,- - , I certify that I have *ead 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 Stnte laws relating to building construction I hereby authorize representatives of the City 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 LIABILITIbS, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUEJXGAINST^AJD CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavettoos overJi'O' deep-end demolition or construction of structures over 3 stones in height X EXPIRATION Every permit issued by tha^uitdmgJX^S!ynoer fee provisions--of~This Codejshall expire by limitation and become null and void if the building or work authorized by such permit is notrc%fnmence^w1thth^65 daysSramJh^ja^oTsueti permit or If the building or work authorized by such permit is suspended or abandoned at any time after jMVork is^e^i^«n5^^aJjjejiod^fJ8/9'o^rl$ectioi'( IOC 4 4 Uniform Building Code) APPLICANT'S SIGNATUR DATE ES6IL CORPDRflTION Fax 619-560-1576 Oct 29 '97 15 22 P 02 Carlsbad 97-948 PCR 97-77 10/29/97 VALUATION AND PLAN CHECK FEE REV-1 JURISDICTION- Carlsbad PLAN CHECK NO,. 97-948 PCR 97-77 PREPARED BY, Mike Kratz DATE- 10/29/97 BUILDING ADDRESS 284O Loker Ave, Panel Revision BUILDING OCCUPANCY TYPE OF CONSTRUCTION. BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) , VALUATION MULTIPLIER VALUE ($> Q 199 UBC Building Permit Fee Q Bldg Permit Fee by ordinance, $ n 199 UBC Plan Check Fee D P'an Check Fee by ordinance $ Type of Review Q Complete Review Q Structural Only Q Hourly G Repetitive Fee Applicable Q Other Esgil Plan Review Fee $ 43 57 Comments 1/2 hr. x $87 15 = $43 57 Sheet 1 of 1 macvalue doc 5193 KLT ENGINEERS 714 265 1310 P. 03 KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE. NEWPORT BEACH Daw. 10/29197 TILT-UP CONCRETE WALL PANEL STRIP DESIGN CARLSBAD (.. . AxmlDL- C2?21bB Axial LI • 0 Its 6*«lgn Method Aflflid Point 5«1smle £ loot)* 94int)ib3 a a = B 7,00 Kg 1000 -g S Rt«rtu= OIK* Roof fee- BODi 600 Thick- U»infl * 7* 9W f c = 5000 ps1 FV= QOQQQptt Bsiwntc Zflfia • 4 fi»t*m!c Factor - 0,300 Eff Width = 12^ 29 00 KLT CQNSUITINS STRUCTURAL EHGlMetR, KWQS024B3 KUT ENGINEERS KIT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVE NEWPORT BEACH T14 263 131B P. 02 Date 10/29/97 TILT-UP CONCRETE WALL PANEL STRIP DESIGN CARLSBAD WAIL DATA Wall Height - ,29.00 ft Parapet Height - B 00 fi Thickness • - 30 00 in debar Sue 0 7 Rebar Spacing • 9 00 m WalhBCp - 0.300 Parapet ZICp - 0.300 Mm Allow Oaf (Ratio . = 150.000 Fixity S Used ® Base = 0.0 Seismic Zone - • 4 MATERIAL DAT" fc Phi Mm Vert Steel % Mm. Horiz Steel % Max Uettitel Spacing Max Horizontal 'd1 . Depth To Steel Wall Weight Effective Strip Wtdth Live & Short Term Loads Co Seismic Parapet Wt Used FflPTf Base Defl w/0 P Delta " Baac MuwloP-Qalta Moment in Excess of Mcr Max Iterated Deflection Mat Iterated Moment 1 RAO FACTORS U ACI91&92DL AW91&9-2LL ACI 9-1 & 9 2 ST .... Seismic - ST ACI 9-3 Dead Load Fact ACI 9 3 Short Term UBC 19212.7 -1.4' factor UBC 1 921 2.7 "0 9' Factor • x _^. — ( *• i ^SSTD 'f t tf ^ - &^ (f> & • t— -. . ' 3000 psi - 60000 PS - 088 • 0.0025 - 0,0025 8.00 in 8.00 In - 25 00 in - 362.50 ps - 1200m mbmed IRED LOAD STF 4 t SED 140 170 170 - 110 - 075 090 1.30 = MO 0.90 -. v$ t , 7* Uniform Dead Load = 56 Q # Point Lateral Load - 941 0 # Uniform Live Load = QTQ# ...Height from Base = 24.00ft -...Etc - 6.00 in (this is 9 Seismic Load) Uniform lateral Load = 2690p|f Concenlfle DMd Load - 6272.0 #. . distancg to Bottom * 10 00 ft Concentric LIVB Load - 0 0 # . distance to Top - 17.00 ft (this is a Seismic Load) Concrete Weight - HSOOpcf Wind Load - 198.00 nsf NUMMARY Seismic WIIH) Mn "Phr- Moment Capacity « 12452t5.5 m-ff 119Qe297inj? Applied: Mu @ Mid Height - 435426.1 Jn-# • 308469 1 tn*l Mu@TopolWan - 3335B4u>| ' ' 54»82.Q m-$] > Allow Axial Stre« - 120 Q psi , t20.0 pst ' Actual Axial Stress - 38.2 psi 33.2 pst Max. As % 0.6 * Rhoflal - 00128 00027 , , 0.0027 ,' ^ MaxHiwrnSewiceDetieclion - 0042m > 0 034 in - ' Ht/Serwce Defl Ratio - B239 ;1 ' 1 0374 -1 Space bars @ base of parapet at - 8,0 in B 0 m " : 'trssES . 5ERUif E I ftAn RFFI Frunms ., Seismic Wind Seismic - • Wind 0.059 in 0 043 in Basic Defl w/o P-Detta - 0 042 in < ^ 0.034 ir.' '• > - 14647.9 in-# 2919S1 3 in-0 Basic Moment W/Q P Delta - 296177 1 m-tf .. , , 229009.9 \r-ff 0 0 in i^ 0.0 in ft Moment in Excess of Mcr - 0.0 in-# - - 0 0 in # 1.079 in 1.H5 in Max Iterated Deflection - 0042 in ' '0034 in t35426 1 «•# 308469,1 in # Max, Iterated Moment - 326098 6 in * 260880 2 in f ANALYSIS VALUES E 57,000-lfV 5) - 3122019 psi S gross - 1900.0 in3 n 29,OM!Ec - 929 Mcr^S'Fr - 492950 3 m-* Fr 5 * {fV.5] - 273.86 ps! Rho balanced - 0 0214 HUThkRafio - 1160 Seismic Wind Asteffl - 1 Pu:t6\ T lAs-fy) ] f Fy = 1.U1 in2 1 041 ml 'a1 - IAs*Fy * Pu|/(85*f'c"12) - 2 198 m 2 041 in 'c'- V/^5 = 2.586m 2.401 in Moment of Inertia Modification Factor = 1 00 1 00 l-gross - 27000 Om4 27000 Om4 kracked - 5300 7 in4 4992.9 in4 J-st f active IACI) = 00in4 0.0 m4 Phi :Capaoly Reduction Fac«r =• 0.88 O.B8 — _ — x**7 v ^flmL&&x *%&. " s<^r\F^'uJ3} V44Dlc)19B3-96ENERCALC KLT CONSULTING STRUCTURAL ENGfNffR, inV0602483 *• <TV , *3 « 16" •3 * 14" •3 * 12" •3 * 1!" •3 e 3" •4 * 14" • 4 * 13" • 4 * if" * 5 « f5" • & « 13" 'TIE5 24" r~<IN BETONP eoocu>a *• ^^