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HomeMy WebLinkAbout1910 PALOMAR OAKS WAY; ; CB970231; PermitCitvof Carlsbad = COMMERCIAL BUILDING Permit No: CB970231 Job Address: 1910 PALOMAR OAKS WY Status: FINAL Permit Type: COM - V Applied: 02/06/1997 Parcel No: 2120920600 Lot 4*: 42 Approved: 08/26/1997 Reference No: V V V Issued: 08/26/1997 PC #: Inspect Area: Project Title 85,870 SF SELF STORAGE Applicant Owner AIRPORT SELF STORAGE AIRPORT SELF STORAGE LLC V• . V -P.O. BOX 15163 - LAS VEGAS NV 619 232-3034' 100130104993 [Strong Motion Fee IL $287.00 -1 400136104221 Budding Permit $4,272.00 100136104222 H.*. PLUMBING TOTAL V $112.00 V 1O4223 ELECTRICAL TOTAL J 2_00 ; 100136104224 $51.00 MECHANICAL TOTAL VVVV.• 00136104885 1 Plan Check .. . . $2,777.00 4 . V L -,--.---. - - -VV V 131000005541 V V__ _. - . ___ L.... _. .. .. - [Enter Traffic Impact Fee 7F f $4,180.00 100005540 I Enter Y to Autocalc P I $24,856 00 400005571 ]Enter Park Fee(Zone 5,1 $34348001 '150600005542 4 Enter #Units & Code Pota $3,420.0 1 V . V .4 . V V IV 2V VVV V • -. V V - * - V + V 4' •V V .. I Fees $74,513 00 I Additional Fees $0 00 j Total Fees $74,513.00],Balance I $0 00 I BUILDING PERMIT Permit No: CB970231 06/12/98 11:08 Project No: A9700323 Page 1 of 1 Development No: Job Address: 1910 PALOMAR OAKS WY Suite: Permit Type: COMMERCIAL BUILDING Parcel No: 212-092-06-00 Lot#: 42 Valuation: 1,365,720 Construction Type: VN Occupancy Group: Si Reference#: Status: ISSUED Description: 85,870 SF SELF STORAGE Applied: 02/06/97 Apr/Issue: 08/26/97 Entered By: RNA Appl/Ownr: AIRPORT SELF STORAGE 619 232-3034 P.O. BOX 15163 LAS VEGAS NV 89114 *** Fees Required Fees Collected & Credits. Total Credits: .00 Total Payments: 74,513.00 Balance Due: .00 Units Fee/Unit Ext fee Data --------------------------------------- 4272.00 2777.00 287.00 24856.00 Y 4180.00 4180.00 Y 34348.00 34348.00 05 1 3420.00 D3/4 20.00 Y 6 7.00 42.00 1 15.00 15.00 4 7.00 28.00 1 7.00 7.00 10.00 Y 400 .50 200.00 15.00 Y 4 9.00 36.00 Fees: 74,513.00 Adjustments: .00 Total Fees: 74,513.00 Fee description Building Permit Plan Check Strong Motion Fee Enter "Y" to Autocaic P.F.F. > Enter Traffic Impact Fee > Pass-Thru Fees(Y/N) or Waived(W)? > Enter Park Fee(Zone 5,13,16) > Enter #Units & Code-Potable Water > Enter"Y" for Plumbing Issue Fee > Each Plumbing Fixture or Trap > Each Building Sewer > Each Roof Drain > Each Install/Repair Water Line > Enter "Y" for Electric Issue Fee > Three Phase Per AMP > Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts/Heat Pumps > PflO\f/L FOR OFFICE USE.ONLY PERMIT APPLICATION,. - PLAN CHECK NO.-7 O23( 'CITY OF CARLSBAD BUILDING DEPARTMENT • Est. VAL:' O. b(0 2075 Las Palmas Dr, Carlsbad CA 92009 - Plan Ck Deposit 117 (760) 438-1161 - . - . - Validated By . ' Date______________ 1. PROJECT INFORMATION . ..... ...-- . . --.: 7i0 0'06/97 0001 01 •2 Address nc ud Bldg/S #) . - Bu ness Name (at this ad ss) . •. •f.(il . q I a.00 c½ f o (Xh,1f? Aik LJ AgLqD)I/'7 LegalDescri ti0 N Subdivis NamiJ mber -. - - I Unit No- Phase No. Total # of units - LZ JP 2- LO(iZ /I7' J?;f-t..i Assessor's Parcel #j , a , Existing Use - - . - Proposed Use -. . Description of Work . - - -SO. FT . - #of Stories - # of Bedrooms-'.- - # of Bathrooms ....................... -,. : ................-...... Name - - - Address . - ,_ City - -i State/Zip Telephone # Fax # Name 'Name . Address •1 City State/Zip ',,' / q Telpr # (Sec. 7031.5 Business and Professions Code: Any City or Countywhich 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 [$5001). Name ;. . . Address . City '. .' State/Zip Telephone # State License# License Class City Business License Designer Name . . . Address . ' City • State/Zip Telephone . State License # . . . .. . . .1 . - . 1 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: o -I have and will maintain a certificate of consent to self-insure for workers'c&rpensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. - . 0 -1 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 Policy No. Expiration Date - (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1S1001 OR LESS) C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not emloy any person in an'y manner s as to become subject to the Workers' Compensation Laws of California. . . .. WARNING: Failure to secure workers' compensation coverage is unlawful; and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE . . - DATE - f'OWNER BUILDERDELAR I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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, Businessand Professions Code: The Contractor's License Law does not apply to an owner. of property who büildsor improves thereon, and who does. such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the projecf(Sec. 7044, Business and Profesions Code: The Co!htractors 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 Contractors License Law). . - . . . , . - - - - . . 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the propdsed property improvement. 0 YES DNO - I (hive /o signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone nuiiber I contractors license number):, I plan t0 provide portions of the work, but I have hired the following person to coordinate, suervise and provide the major work (include name'/ iddress / phone number / contractors license number): -i - , - - I will provide some of the work, but I have contracted (hired) t following persons to provide the work indicated (include name / address / phone number / type of work): - -A, oe Alf PROPERTY OWNER SIGNATURE _ .._. DATE 7-_-- . - 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? 0 YES - NO - - . -- - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 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. - 18ZCONSTRUCT1ON_LENDING AGENCYL. L _ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME - - - LENDER'S ADDRESS LIcANT,,pERT1FjçAnON I certify that I have read the applicaIion and state that the above informition is correct and that the information on the plaris is'accurate. I agree to comply!with all City ordinances and State laws relating to building Construction. I hereby authorize representatives of the Cite' 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 pot cnménd wjin 65 days from the date of such permit or if the building or work-authorized by.such permit is suspended or abandoned at any time after t f a period of 180 days (Section106.4:4Uniform Building Code) APPLICANT'S IGNATURE - 7OAD - - - DATE ' 1 -. - ' WHITE: File YELLOW: Applicant PINK: Finance V I 6ts- SEWER PERMIT .-•• 08/26/97 15:58 Permit No: SE970122 Page 1 -of 1 1 Bldg PlánCk#: CB970231 Job Address: 1910 PALOMAR OAKS WY Suite:; Permit Type: SEWER - OFFICE/WAREHOUSE Parcel No: 212-092-06-00 -. 849108/26/97 0001 01 02 C-PRMT 1086.00 Description: 85,870 SF SELF STORAGE Status: -ISSUED SEWER PERMIT IS FOR 1,075 SF OFFICE ONLY Applied: 07/09/97' - ' Apr/Issue: 08/26/97 Permitee: AIRPORT SELF STORAGE 619 232-3034 Expired: P.O. BOX 15163 Prepared By: MAM LAS VEGAS NV '89114 - - *** Fees -Required *** Fee ,ollected & Credits Fees: 1 ,086 .00 ç3 'N Adjustments: /.00._. 'otaljCredi'ts: .00 - I f _'.Jt • I Total Fees: - 1,.086.00,J Tota•l(Pavments: " .00 I Barn'Due': 1,086.00 Fee description / Ext fee Data • Enter Office Square Fiootage 10 .60 Total EDUs'. Qzz~ .60 Sewer Fee' 1086.00 00 SEWER.TOTAL 1086.00 1952 ID FINAL APPROVAL DAT- - - * r-Afi' L. CITY OF CARLSBAD 2075 Las Palmas Dr.,Carlsbad, CA 92009 (619) 438-1161 CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB970231 FOR 06/02/98 INSPECTOR AREA PS DESCRIPTION: 85,870 SF SELF STORAGE PLANCK# CB970231 0CC GRP Si CONSTR. TYPE VN STE: LOT: 42 PHONE: 619 232-3034 PHONE: ix ~r %JL,4 r~ . C: f ~s; - INSPECTOR TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE970122 SWOW ISSUED AS970190 ASC ISSUED F5980007 FIXSYS ISSUED WM980014 WMETER ISSUED FA980007 FALARN ISSUED RW970221 ROW ISSUED CD LVL DESCRIPTION ACT COMMENTS 19: ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 052898 Final Combo CO PS 052098 Final Combo CO PS 050698 Exterior Lath/Drywall AP PS FREE STANDING WALL 050598 Exterior Lath/Drywall NR PS 050498 Exterior Lath/Drywall NR PS MADE 2 TRIPS OUT AN & PM 050198 Exterior Lath/Drywall NR PS 042898 Rough Electric AP PS 042298 Rough Electric CO PS 032098 Underground/Conduit-Wiring AP PS 03'1698 Frame/Steel/Bolting/Welding AP PS FREE STANDING WALL 031398 Interior Lath/Drywall AP PS 2 HR WALL DRYWALL 030698 Interior Lath/Drywall AP PS 1ST LAYER 2 HR WALLS 021398 Interior Lath/Drywall CO PS 2HR WALL 021398 Sewer/Water Service AP PS SEWER 021298 Sewer/Water Service AP PS OK TO BACK FILL 021198 Sewer/Water Service NR PS 020398 Interior Lath/Drywall CO PS 020398 Sewer/Water Service CO PS 012898 Grout AP PS 012798 Interior Lath/Drywall AP PS OFFICE AREA 012798 Exterior Lath/Drywall AP PS TYPE: COM JOB ADDRESS:PALOMAR -OAKS'' WY APPLICANT: AIRPORT SELF STORAGE CONTRACTOR: OWNER: REMARKS: C/804-0443 SPECIAL INSTRUCT: CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB970231 FOR 06/01/98 DESCRIPTION: 85,870 SF SELF STORAGE TYPE: COM JOB ADDRESS: cr9 10PALOMAR OAKS WY APPLICANT: AIRPORT SELF STORAGE PHONE: CONTRACTOR: PHONE: OWNER: REMARKS: B/760-804-0443 AN PLEASE SPECIAL INSTRUCT: INSPECTOR AREA PS PLANCK# CB970231 0CC GRP Si CONSTR. TYPE VN STE: LOT: 42 619 232-3034 rL-1%J1. a INSPECTOR TOTAL TIME: --RELATED PERMITS-- PERNIT# TYPE SE970122 SWOW AS970190 ASC FS980007 FIXSYS WM980014 WMETER FA980007 FALARN RW970221 ROW STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural t/j4) icr 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP 052898 Final Combo CO PS 052098 Final Combo CO PS 050698 Exterior Lath/Drywall AP PS 050598 Exterior Lath/Drywall NR. PS 050498 Exterior Lath/Drywall NR PS 050198 Exterior Lath/Drywall NR PS 042898 Rough Electric AP PS 042298 Rough Electric CO PS 032098 Underground/Conduit-Wiring AP PS 031698 Frame/Steel/Bolting/Welding AP PS 031398 Interior Lath/Drywall AP PS 030698 Interior Lath/Drywall AP PS 021398 Interior Lath/Drywall CO PS 021398 Sewer/Water Service AP PS 021298 Sewer/Water Service AP PS 021198 Sewer/Water Service NR PS 020398 Interior Lath/Drywall CO PS 020398 Sewer/Water Service CO PS 012898 Grout AP PS 012798 Interior Lath/Drywall AP PS 012798 Exterior Lath/Drywall AP PS COMMENTS FREE STANDING WALL MADE 2 TRIPS OUT AN & PM FREE STANDING WALL 2 HR WALL DRYWALL 1ST LAYER 2 HR WALLS 2HR WALL SEWER OK TO BACK FILL OFFICE AREA 06/12/98 INSPECTION HISTORY LISTING FOR PERMIT# CB970231 DATE INSPECTION TYPE INSP ACT COMMENTS 06/02/98 Final Combo RI RI 06/02/98 Final Combo PS AP 06/01/98 Final Combo RI RI 06/01/98 Final Combo PS CO 05/28/98 Final Combo RI RI 05/28/98 Final Combo PS CO 05/20/98 Final Combo RI RI 05/20/98 Final Combo PS CO 05/06/98 Exterior Lath/Drywall RI RI 05/06/98 Exterior Lath/Drywall PS AP 05/05/98 Exterior Lath/Drywall RI RI 05/05/98 Exterior Lath/Drywall PS NR 05/04/98 Exterior Lath/Drywall RI RI 05/04/98 Exterior Lath/Drywall PS NR 05/01/98 Exterior Lath/Drywall RI RI 05/01/98 Exterior Lath/Drywall PS NR 04/28/98 Rough Electric RI RI 04/28/98 Rough Electric PS AP 04/22/98 Rough Electric RI RI 04/22/98 Rough Electric PS CO 03/20/98 Underground/Conduit-Wir RI RI 03/20/98 Underground/Conduit-Wir PS AP 03/16/98 Frante/Steel/Bolting/Wel RI RI 03/16/98 Franie/Steel/Bolting/Wel PS AP 03/13/98 Interior Lath/Drywall RI RI 03/13/98 Interior Lath/Drywall PS AP 03/06/98 Interior Lath/Drywall RI RI 03/06/98 Interior Lath/Drywall PS AP 02/13/98 Interior Lath/Drywall RI RI 02/13/98 Interior Lath/Drywall PS CO 02/13/98 Sewer/Water Service RI RI 02/13/98 Sewer/Water Service PS AP 02/12/98 Sewer/Water Service RI RI 02/12/98 Sewer/Water Service PS AP 02/11/98 Sewer/Water Service PS NR 02/03/98 Interior Lath/Drywall RI RI 02/03/98 Interior Lath/Drywall PS CO 02/03/98 Sewer/Water Service RI RI 02/03/98 Sewer/Water Service PS CO 01/28/98 Walls RI RI 01/28/98 Walls PS WC 01/28/98 Grout PS AP 01/27/98 Interior Lath/Drywall RI RI 01/27/98 Interior Lath/Drywall PS AP 01/27/98 Exterior Lath/Drywall RI RI 01/27/98 Exterior Lath/Drywall PS AP 01/23/98 Interior Lath/Drywall RI RI 01/23/98 Interior Lath/Drywall PS CO 01/20/98 Insulation RI RI 01/20/98 Insulation PS WC 01/19/98 Insulation RI RI 01/19/98 Insulation PS AP 01/15/98 Fraiue/Steel/Bolting/Wel RI RI HIT <RETURN> TO CONTINUE... C/804-0443 B/760-804-0443 AN PLEASE NEED EXIT LIGHTS B/930-8040 C/804-0443 AN PLEASE C/804-0443 AN PLEASE FREE STANDING WALL C/804-0443 AN PLEASE R/804-0443/A.M. PLEASE MADE 2 TRIPS OUT AN & PM C/804-0443 AN PLEASE C/AIRPORT STORAGE/804-0443 AN C/804-0443 AN PLEASE C/AIRPORT SELF STORAGE/PM PLE C/ AN PLEASE FREE STANDING WALL C/AIRPORT STORAGE/803-0443 2 HR WALL DRYWALL C/804-0443 AN PLEASE 1ST LAYER 2 HR WALLS C/804-0443 AN PLEASE 2HR WALL C/804-0443 AN PLEASE SEWER C/804-0443 EARLY AN PLEASE OK TO BACK FILL C/804-0443 EARLY AN PLEASE C/804-0443 EARLY AN PLEASE C/804-0443 PM PLEASE C/804-0443 AN PLEASE OFFICE AREA C/804-0443 AN PLEASE C/804-0443 PM PLEASE C/804-0443 AN PLEASE ALREADY DONE ON 1/19/98 C/804-0443 AN PLEASE OFFICE AREA C/AIRPORT STOR/804-0443 PM 06/12/98 INSPECTION HISTORY LISTING FOR PERNIT# CB970231 DATE INSPECTION TYPE INSP ACT COMMENTS 01/15/98 Frame/Steel/Bolting/Wel PS AP OFFICE AREA ONLY 01/13/98 Frame/Steel/Bolting/Wel RI RI C/804-0443 PM PLEASE 01/13/98 Frame/Steel/Bolting/Wel PS CO 01/13/98 Rough/Topout PS AP 01/13/98 Rough Electric PS AP 01/13/98 Rough/Ducts/Dampers PS AP 01/08/98 Frame/Steel/Bolting/Wel RI RI C/804-0443 AN PLEASE 01/08/98 Frame/Steel/Bolting/Wel PS CO 01/08/98 Sewer/Water Service RI RI C/804-0443 AN PLEASE 01/08/98 Sewer/Water Service PS CO 01/07/98 Frame/Steel/Bolting/Wel RI RI C/804-0443 01/07/98 Frame/Steel/Bolting/Wel PS NR SEE ATTCH NOTICE 12/15/97 Exterior Lath/Drywall RI RI C/BRIAN/804-0443 AN PLEASE 12/15/97 Exterior Lath/Drywall PS AP BUILDING #1 12/12/97 Exterior Lath/Drywall RI RI C/BRAIN/804-0443 PM PLEASE 12/12/97 Exterior Lath/Drywall PS NR 12/11/97 Exterior Lath/Drywall RI RI C/BRIAN/804-0443 AN PLEASE 12/11/97 Exterior Lath/Drywall PS AP BLDG #2,#4,#6 NOT OFFICE 12/05/97 Footing RI RI C/MARX/753-7940 OR 804-0443 12/05/97 Footing PS CO 11/24/97 Frame/Steel/Bolting/Wel RI RI C/MIKE/632-2776 PM PLEASE 11/24/97 Frame/Steel/Bolting/Wel PK PA BLDG 3 11/24/97 Exterior Lath/Drywall RI RI C/MIKE/632-2776 PM PLEASE 11/24/97 Exterior Lath/Drywall PK AP BLDG 3 & 5 11/17/97 Exterior Lath/Drywall RI RI C/MIKE/632-2776 11/17/97 Exterior Lath/Drywall PK NR NO SUPT ON SITE 10:20AN 11/17/97 Rough/Topout RI RI C/MIKE/632-2776 11/17/97 Rough/Topout PK NR NO SUPT ON SITE 10:20AN 11/05/97 Frame/Steel/Bolting/Wel RI RI C/MIKE/632-2776 11/05/97 Frame/Steel/Bolting/Wel PK PA BLDG 5 - RATED WALL FRAMING 10/31/97 Roof Sheathing/Ext Shea PK PA OK TO ROOF & WRAP OFFICE & BL5 10/31/97 Rough Combo RI RI C/MIKE/632-2776 10/31/97 Rough Combo PK We 10/16/97 Ftg/Foundation/Piers RI RI C/MIKE/? BLDG 2 10/16/97 Ftg/Foundation/Piers PK AP BLDG 2 FTN 10/15/97 Ftg/Foundation/Piers RI RI C/RESET FROM 10-14 PER PK 10/15/97 Ftg/Foundation/Piers PK NR 10/15/97 Frame/Steel/Bolting/Wel RI RI C/RESET FROM 10-14 PER PK 10/15/97 Frame/Steel/Bolting/Wel PK NR 10/14/97 Ftg/Foundation/Piers RI RI C/MIKE/632-2776 10/14/97 Ftg/Foundation/Piers PK NR 10/14/97 Frame/Steel/Bolting/Wel RI RI C/MIKE/632-2776 10/14/97 Frame/Steel/Bolting/Wel PK NR 10/09/97 Ftg/Foundation/Piers PK PA BLDG 1 FTGS 10/09/97 Steel/Bond Beam PK PA 10/09/97 Underground/Under Floor PK WC 10/09/97 Underground/Conduit-Wir PK PA UFFER-BLDG 1 10/09/97 Underground Combo RI RI C/MIKE/632-2776 10/07/97 Ftg/Foundation/Piers RI RI C/MIKE/632-2775 AN PLEASE 10/07/97 Ftg/Foundation/Piers PK CO OFFICE AREA POURED W/O REINSPE 10/06/97 Ftg/Foundation/Piers RI RI C/MIKE/632-2776 10/06/97 Ftg/Foundation/Piers PK NR 10/03/97 Ftg/Foundation/Piers RI RI C/MIKE/632-2776 HIT <RETURN> TO CONTINUE... 06/12/98 INSPECTION HISTORY LISTING FOR PERMIT# CB970231 DATE INSPECTION TYPE INSP ACT COMMENTS 10/03/97 Ftg/Foundation/Piers PK PA 10/03/97 Frame/Steel/Bolting/Wel RI RI 10/03/97 Frame/Steel/Bolting/Wel PK PA 10/02/97 Frame/Steel/Bolting/Wel RI RI 10/02/97 Frame/Steel/Bolting/Wel PK NS 10/01/97 Frame/Steel/Bolting/Wel RI RI 10/01/97 Frame/Steel/Bolting/Wel PK PA 09/29/97 Ftg/Foundation/Piers RI RI 09/29/97 Gas/Test/Repairs PK AP 09/29/97 Rough/Topout RI RI 09/23/97 Ftg/Foundation/Piers RI RI 09/23/97 Ftg/Foundation/Piers PY AP 09/23/97 Steel/Bond Beam RI RI 09/23/97 Steel/Bond Beam PY AP 09/19/97 Steel/Bond Beam RI RI 09/19/97 Steel/Bond Beam PK PA 09/15/97 Steel/Bond Beam RI RI 09/15/97 Steel/Bond Beam PK PA 09/12/97 Ftg/Foundation/Piers RI RI 09/12/97 Ftg/Foundation/Piers PK PA 09/11/97 Ftg/Foundation/Piers RI RI 09/11/97 Ftg/Foundation/Piers PK NR 09/08/97 Footing RI RI 09/08/97 Footing PK PA 08/28/97 Ftg/Foundation/Piers RI RI 08/28/97 Ftg/Foundation/Piers PK PA BLDG 4 C/MIKE/634-5542 RESET FRN10/2 2ND FLOOR DECK-BLDG 5 C/MIKE/634-5542 632-2776 PAGE RESET FOR 1/3/97 C/MIKE/634-5542 2ND FLOOR DECK BLDG 5 C/MIKE/634-5542 U.G. WASTE ONLY-BLDG 6 C/MIKE/634-5542 C/MARX/ 634-5542 BLDG 6 C/MARK/ 634-5542 OK TO GROUT C/MIKE/634-5542\ RETAINING WALLS 2ND LIFT C/MIKE/634-5542 1ST LIFT-BLDG 1 C/MIKE/634-5542 BLDG C/NIKE/634-5542 SET BACK PROBLEM C/MIKE/634-5542 RET WALL FOOTINGS C/?/634-5542 BLDG 5A 5B HIT <RETURN> TO CONTINUE... FINAL BUILDING INSPECTION DEPT: BUILDING ENGINgERING FIRE PLANNING PLAN CHECK#: CB970231 PERMIT#: CB970231 PROJECT NAME: 85,870 SF SELF STORAGE CMWD ST LITE DATE: 05/20/9 PERMIT TYPE: C ir MAY .2 0 1998 ADDRESS: 1910 PALOMAR OAKS WY LOT# 42 CONTACT PERSON/PHONE#: C/804-'0443 AN PLEASE SEWER DIST: CA WATER DIST: CA INSPECTED- DATE - BY: /t/i U INSPECTED: 'APPROVED -PPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: itl FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING EIRE' PLANNING CNWD ST LITE PLAN CHECK#: CB970231 DATE: 05/20/98 PERMIT#: CB970231 PERMIT TYPE: COM PROJECT NAME: 85,870 SF SELF STORAGE ADDRESS: 1910 PALOMAR OAKS WY LOT# 42 - I CONTACT PERSON/PHONE#: C/804-0443 AN PLEASE jMAY 2. 1998 LI SEWER DIST: CA WATER DIST: CA My ------------------- INSPECTED DATE BY: a. '8ocL., INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: PLANNING DEPARTMENT FINAL INSPECTION CHECKLIST ROUTING BLDG '1 M. HARDY PLANNER_____ L BLACK______ M BLACK_____ M. 1-IARDY_____ BLDG Project Name: 170 _5F .SELF 5-7,4e Plan Check No. CO 70 / Address: /_7/O__L-,1__a_-i c*AIIJV_Project Number:_________________________ Project Planner: C/-. r-i -1 .-L-e.'_4't_A "-i Extension 47yr Contact Person Phone No.Drawing No.________________________________ Inspections - Final Inspection Items 1st 2nd Approved AllItemsbelowConformwithApprovedSitePlan 1. Project Planner confirms conditions are met qf'lZEs)c 2- Building elevations (JfP1C 3.Buildingmaterials 4.Buildingcolors Rooftop equipment screens Fence/wall height, location, and materials Size, number and location of parking spaces compact, regular, handicap Outdoor recreation facilities 9.Employeeeatingareas Trash enclosure and location Pavement treatment Street Addresses and mailboxes Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTIONBY MIKE BLACK: V .16. V V V Project complies with all conditions, including above-listed items. Final inspection is complete. Mike Black Date (I-l:\ADMIN\COUNFER\Fina InSI) Check) V 05/07/98 ex FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE CMWD ST LITE PLAN CHECK#: CB970231 DATE:' 05./20/98 PERMIT#: CB970231 PERMIT TYPE: COM PROJECT NAME: 85,870 SF SELF STORAGE ADDRESS: 1910 PALOMAR OAKS WY LOT# 42 CONTACT PERSON/PHONE#: C/804-0443 AN PLEASE SEWER DIST: CA WATER DIST: CA INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED -------------------------------- III - FINAL BUILDING INSPECTI,PN. DEPT BUILDING ENGINEERING FIRE ' _' / CMWD PLAN CHECK#: CB970231 PERMIT#: CB970231 PROJECT NAME: 85,870 SF SELF STORAGE ST LITE DATE: 05/20/98 PERMIT TYPE: COM ADDRESS: 1910 PALOMAR OAKS WY LOT# 42 CONTACT PERSON/PHONE#: C/804-0443 AN PLEASE SEWER DIST: CA WATER DIST: CA INSPE BY: INS BY: INSPECTED BY: PATE SPECTED: f-2 APPROVED (7" DISAPPROVED 'TE INSPECTED: APPROVED DISAPPROVED DATE INSPECTED: APPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD PLAN CHECK#: CB970231 DATE: 05/20/98 PERMIT#: CB970231 PERMIT TYPE: COM PROJECT NAME: 85,870 SF SELF STORAGE ADDRESS: 1910 PALOMAR OAKS '.WY LOT# 42 CONTACT PERSON/PHONE#: C/804-0443 AN PLEASE SEWER DIST: CA WATER DIST: CA INSPECTED DATE - BY: INSPECTED: 5 21Y APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: /9/a d 7 97-2.3/ A - ZED Structural Engineers (619) 549-6996 7920 Miramar Rd #127 San Diego &a92126 SEPTEMBER 22ND,1997 STERLING DEVELOPMENT 3252 HOLIDAY COURT #225 LA JOLLA CA 92037 ATTENTION : MR JEFFREY CRASAK PROJECT : STARBUCK'S COFFEE JOB. #97027 SUBJECT SITE OBSERVATION REPORT DEAR JEFF; IN ACCORDANCE WITH OUR CONVERSATION ON SEPT 19TH,1997 AND BASED UPON YOUR REQUEST, WE HAVE PERFORMED A SITE OBSERVATION VISIT ON SEPT 22ND,1997. PRESENT DURING THE VISIT WERE THE FOLLOWING -MR MARK D STAMPER OF MDS CONSTRUCTION - MR JEFF RASAK OF STERLING DEVELOPMENT - MR AMAD DOUDAR OF A-ZED STRUCTURAL ENGINEERS STATUS OF CONSTRUCTION : THE CONTRACTOR HAS : - INSTALLED THE EXPANSION BOLTS AS INDICATED IN DETAIL 6/S4 INSTALLED THE POST BASES IN THE SOUTH WALL. EXCAVATED AND LAYED REINFORCEMENT FOR ALL FOOTINGS. - DRILLED ALL SLAB DOWELS AS SHOWN IN DETAIL 8/S3. OBSERVATIONS / RECOMMENDATIONS THE CONSTRUCTION APPEARS TO BE IN GENERAL CONFORMANCE WITH THE CONTRACT 'DOCUMENTS EXCEPT FOR THE FOLLOWING ITEMS : 1- THE EXTERIOR PAD FOOTING. (THE ONE THAT HAS NO STEEL COLUMN) IS NOT CENTERED WITH THE ARCHITECTURAL PILASTER BUT RATHER CENTERED WITH THE NORTHERN WALL OF THIS PILASTER; THE WALL THAT IS CARRYING MOST OF THE LOAD. AFTER REVIEWING THE CONTRACT DOCUMENTS. WE HAVE DETERMINED THAT THE ABOVE DEVIATION DOES NOT VIOLATE THE MINIMUM REQUIREMENTS OF THE UNIFORM BUILDING CODE. CONT'D\... STARBUCK'S COFFEE JOB #97027 PAGE 2 OF 2 SEPTEMBER 22ND, 1997 APPROXIMATELY 32" x 32" AREA WAS ACCIDENTALLY KNOCKED OFF THE TOP OF THE WESTERN PORTION OF THE EXISTING NORTHERN MASONRY WALL. WE OBSERVED THAT PORTION TO BE FULLY GROUTED. WE RECOMMEND THAT THE CONTRACTOR RE-CONSTRUCT THE KNOCKED-OFF PORTION WITH NEW MASONRY OR CONCRETE; THE NEW MASONRY OR CONCRETE NEEDS TO BE DOWELED TO THE EXISTING MASONRY WALL WITH RE-BARS TO MATCH THOSE INDICATED ON THE PLANS. AT THE TOP OF THE EXISTING NORTHERN MASONRY WALL, WE OBSERVED TWO BLOCKS TO BE CRACKED ALONG THEIR JOINTS. WE RECOMMEND THAT THIS CRACK TO BE REPAIRED THROUGH THE INJECTION OF HIGH- PRESSURE GROUT. MR STAMPER POINTED OUT THAT THE PLANS HAD SOME DIMENSIONAL DISCREPENCIES WHICH LED HIM TO OFFSET THE TWO SOUTHERN MANSARD PILASTERS BY ABOUT 8" TOWARDS THE SOUTH. WE INFORMED MR STAMPER THAT THAT THE TWO NORTHERLY WALLS OF THESE PILASTERS NEEDED TO BE IN-LINE WITH THE SOUTH WALL OF THE BUILDING ITSELF. MR RASAK STATED THAT HE WILL SEEK THE CONSULTATION OF THE ARCHITECT, MR PAUL HOCK, ON THIS MATTER. AS A DEVIATION FROM THE PLANS, THE CONTRACTOR (BASED UPON THE INSTRUCTIONS OF MR RASAK AS WE WERE INFORMED) HAS DEMOLISHED THE 9' LONG MASONRY WALL AT THE SOUTH SIDE OF THE BUILDING. MR RASAK INSTRUCTED'OUR FIRM TO REVISE THE DESIGN IN ORDER TO ACCOMODATE A NEW 2x6 @ 16" STUD WALL IN PLACE OF THE DEMOLISHED MASONRY WALL. OUR FIRM, THEREFORE, WILL REVISE THE DRAWINGS AND CALCULATIONS. THE REVISED DRAWINGS WILL BE EITHER IN THE FORMAT OF 8 1/2 x 11 SKETCHES OR RE-ISSUED BLUE PRINTS. PLEASE CALL IF YOU HAVE ANY QUESTIONS. YOURS SINCERELY, R m_-Imil to AMAD DOUDAR 5 PRESIDENT. (SS/o el No.S3370 3/31/00 UCTO Of cAt c.c. MR PAUL HOCK MR MARK D STAMPER GeoSolls'Inc 5741Palrner Way, Carlsbad, California 92008 NOTICE OF FOOTING EXCAVATION OBSERVATION J 0 B L 0 C AT 10 N '2 C- // WORK Ô RD ER_______ OWNER OR CONTRACTOR (L 'I O,WNER ADDR'ESS'. DATE FOOTINGS •TOTAL -NO. 'OF FOOTINGS OR CAISSONS OBSERVED DESCRIPTION OF FOOTINGS OR CAISSONS COVERED.. BY THI S NOTICE: DAPP1&V E D .F+sffern-u*G—e+M-&wS+eN-s—FF—#P-P++GA-B-L-E-)- i ,- 7 c i 71 1~r S/7 '5ci/ :7tng,)7 . 7i .4/c. T'HE' UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REF'ERENC'ED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPOR.T'A'ND THE BUILDING CODE'OF T H E a/ c1-i5 hi BY c L O R M 8912 FROM : UHARTON & ASSOCIATES FAX PHONE NO. : 99 605 6870 Aug. 28 1997 10:50AM P1 R.T. WHARTON AND ASSOCIATES, INC. 601 S. M1LLIKEN AVE SUITE H ONTARIO, CA 9171 Date 4J&./1 (1'17 Number of pages including cover sheet To: rry or- t-/p.L.-MP Phone Fax Phone CC: From: JAMES MORFE R.T.WHARTON AND - ASSOCIATES, INC.. 601 S. MILLIKEN, SUITE H ONTARIO, CA 91781 Phone (909) 605-6865 Fax Phone (909) 605-6870 UkTi4I o For approval 0 For your files 0 For permit 0 Please comment FROM : UHARTON & ASSOCIATES PHONE NO. : 909 605 6870 R.T. WHARTON & ASSOCIATES INC. 601 SOUTH MIWKEN AVENUE SUITE H ONTARIO, CA 91761 PHONE: (9(9) 605-6865 FAX: (909) 605-6870 ALTERNATE DESIGN FOR CARLSBAD I AIRPORT SELF- STORAGE CARLSBAD, CA. Aug. 28 1997 10:51AM P2 AUGUST 28, 1997 THE FOLLOWING CALCULATION DETERMINES COMPARABLE ANCHORS TO THE 518"X8" EMBEDED ANCHORS SHOWN ON DETAIL 17 SHEET Dl. DESIGN MOMENtFRAME ANCHORAGE: T: 2490'L6 V 1380 LB USE 34" DIA. X 5" HILTI KB-it EXPANSION ANCHORS Vafl := 2-4225L5 Tall 2-20951.5 = 0.758 c 1.0 OK Vail Tall AUG 28 1997 3/4x8" EXP. ANCHOR BEYOND. 31 3/16"N27@3" "716 2@3" 3/4"8 EXP. ANCHOR 5'x120/2 BASEPIATE MOMENT FRAME ASSEMBLY COLUMN BASEPIAIE 10 FOUNDATION COLUMN TO FOUNDA TION - . - - - .1 - -.-.-- 7_23/ //O f4~zM4— s4,ts NOTICE OF FOOTING CeoSoils, Inc. EXCAVATION OBSERVATION 5741 Palmer Way Carlsbad, California 92008 'JOB LOCATION-- L/,Z C&rhLk Ar GTr WORK ORD.ER2/5 - OWNER OR-CONTRACTOR OWNER'S ADDRESS. DATE FOOTINGS. TOTAL NO.' OF OOTINGS OR CAISSONS OBSERVED _______ iii! DESCRIPTION.OF FOOTINGS OR CAISS-ONS COVERED BY THIS NOTICE: i ' 14o-, 4f C 4 5/ ,- - // / 4dC// THE UNDERSIGNED HAS OBSERVED THE -FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS - iNTHPRELIPRY FOUNT),O/.EPO-RT AND THE BUILDING CODE OF , THE - -- , - . .. -. ,. -. ' •" -. -• . 'BY 0-0 R M 8912 Airport Self Storage, LLC 1910 Palomar Oaks Way Carlsbad CA 92009 April 28, 1998 Paul Smith City of Carlsbad Building Dept. 2075 Las Palmas Dr. Carlsbad, CA 92009 Dear Paul We respectfully request the authorization from the City of Carlsbad to obtain temporary power from a permanent meter from SDGE for our facility. The purpose is to have lights to complete our finish work in our two story building, complete the install and testing of our intensive security systems, test our overhead fire sprinkler systems for leaks and generally test our lights and electrical systems to ensure they are working properly. We will not rent to anyone or allow anyone to store belongings at our facility unrelated to the completion of construction,, nor will we begin operations at our facility until we have received our Certificate of Occupancy. We thank you in advance for your cooperation in this matter. Sincerely, WCM National, LLC, Manager X vrw a><~ Brian M)ullough, Sr. Vice President iUI1I1li 0 FRO ER MM~1— I m Ave w I ~~k i 15P)J IL i mp Irmo _________ $ M, • owaa ii 1I11! 11- I I_-II mill iI! UI- . I II _____ V I I IlI--IIIII P'1 E 1II 01 NEI 4L I-lt ii ....................................... Nil 4H i I' I'll!" I'll" IIirnIE IIVAIilI EsGil Corporation crofessioncffp[an Review Engineers DATE: AUG 19, 1997 U APPLICANT o JURIS. JURISDICTION: CARLSBAD O PLAN REVIEWER FILE PLAN CHECK NO.: 97-231 SET:V PROJECT ADDRESS: 1910 PALOMAR OAKS WAY PROJECT NAME: AIRPORT SELF STORAGE FACILITY 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 AAAAAAAAAA codes when minor deficiencies identified below are resolved and checked by building department staff. El 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. EJ The applicant's copy of the check list ha's been sent to: U 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 III REMARKS: By: All Sadre Enclosures: Esgil Corporation fl GA 0 CM 0 EJ 0 PC LOG tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Dego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation fProfessiona[P&zn Review Engineers DATE: AUG 13, 1997 JURISDICTION: CARLSBAD PLAN CHECK NO: 97-231 SET: IV R-PUCANT El U PLAN REVIEWER U FILE PROJECT ADDRESS: 1910 PALOMAR OAKS WAY PROJECT NAME: AIRPORT SELF STORAGE FACILITY El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's AAAAA codes. The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAAA codes when minor deficiencies identified below are resolved and checked by building department staff. El 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. SEE BELOW 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: BILL HEDENKAMP AlA, 1035 7TH AVE., #423, SAN DIEGO, CA 92101 Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI 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: Please revise the plans to reflect all the soils engineer's recommendations. Please also complete the attached form and return to EsGil. By: All Sadie Enclosures: Esgil Corporation D GA (1 CM El EJ El Pc 8/7 trnsrntl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619)560-1468 4 Fax (619) 560-1576 CARLSBAD 97-231 AUG 13,1997 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 1910 PALOMAR OAKS WAY PLAN CHECK NUMBER:, 97-231 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 listed above. UBC Section 106.3.5. Signed I, as the engineer/architect 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. Englnee?s/Aschftecta Seal & SIgnure Here Signed , 1. List of work requiring special inspection: • Soils Compliance Prior to Foundation Inspection • Field Welding • Structural Concrete Over 2500 PSI , U High Strength Bolting LI Prestressed Concrete LI Expansion/Epoxy Anchors LI Structural Masonry LI Sprayed-On Fireproofing LI Designer Specified ' LI Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: 3. Duties of the special inspectors for the work listed above: - C 'SpecIal inspectors shall check In with the City and present their credentials for approval prior to beginning work on the Job site. SIP 4997 / EsE. ii Corporation t'rofessionafP(aii Review Engineers DATE: JULY 30, 1997 0 APPLICANT 41 JURIS. JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 97-231 SET: III PROJECT ADDRESS.: 1910 PALOMAR OAKS WAY PROJECT NAME: AIRPORT SELF STORAGE FACILITY El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAAAAA codes when minor deficiencies identified below are resolved and checked by building department staff. El 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: BILL HEDENKAMP AlA, 1035 7TH AVE., #423, SAN DIEGO, CA 92101 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: Please see attached for remaining corrections from the previous list. On :a response list please note exactly where each item is corrected on plans. No response was provided to many items on previous list. . . By Ali Sadre Enclosures Esgil Corporation 0 GA 0 -CM ;,..1 Z EJ 0 Pc 7/22 trnsmti dot 9320 Chesapeake Drive, Suite 208 • San Diego Calilorma 92123 • (619) 560-1468 • Fax (619) 560-1576 CARLSBAD 97-231 JULY 30, 1997 FloorArea: Note the floor area of the office separately in building 6. Specify the total area of buildings 4 & 6 versus allowable areas. Also identify on plans the yards used for area increases and state on plans: "the yards used for area increases will be permanently maintained". Clearly dimension building setbacks from adjacent buildings, as well as assumed property lines and street center lines, i.e., on SA-l. Specify distance between buildings 4 & 6. 5-C. Dimension the set backs to PL's adjacent to building I on SAl. The location of the one hour exterior walls (less than 20 feet to a property line or an assumed property line) per sheet A-I does not match those on S sheets; please coordinate. Section 503. On sheet A-I, please note the one hour walls are all around buildings 5-A & B. 7-C. The layout of rated partitions per A-4 does not match those on "S" sheets. Please revise the "S" sheets accordingly. 10. Provide a note on the plans stating: "Penetrations of area separation walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with UBC Section 709." 11 -a. Please verify with the city that the second floor of the office will not be used as living area. If so, please note the occupancy classification should change to R3/13 and a one hour occupancy separation is required to separate the two. See the next item as well. 11-b. Provide I.C.B.O. number or other approval for the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. between B/R3 occupancies as applicable. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. Provide a note on the plans stating: "Penetrations of fire-resistive walls,-floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." 14 Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B CARLSBAD 97-231 JULY 30, 1997 Specify tempered glass in windows 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 on A-2. Provide a ducted fan to the outside for the bathroom on A-2. Note the roofing material and specifications over the office area. Table 15-A. Where is this on plans? The roof plans could not be located per response. Specify roof slope. This information is not noted on roof plans per response. 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 shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. The information in the soils report and the plans do not match. Pleas provide a letter from the soils engineer indicating he has reviewed the foundation plans and they comply with his recommendations. Specify embedment and ICBO approval # for the shot pins. Section 1701.7. This is not noted on S3.1. Also shot pins are not acceptable in lieu of anchor bolts per A3. 1. Where is this on A3.1, per response? Show foundation bolt spacing with 12" o.c. spacing at ends and corners for the office foundation plans. Section 1806.6. Where is this on A3.1, per response? Please specify the note and section numbers. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Where is this on SI, per response? Please complete and return the attached form to EsGil designating the responsible special inspection firms. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 250p PSI FIELD WELDING HIGH-STRENGTH BOLTS REMARKS CARLSBAD 97-231 JULY 30, 1997 36. The area between the buildings 4 & 6 qualifies as an exit court. Please show compliance with Section 1010.4 for protection of walls & openings. Although the buildings may qualify as one for the purpose of protection of openings for allowable area increases, the exit court requirements still apply. 38. Show storage area on second floor of office is designed for 125 psf live loads per A-2. What do mean no storage? Please provide a detail of the solid blocking within the joists per sheet A-3. The stair pad is pointed to the wrong location on A-3. Show a solid wall legend on A-3 for east wall of office 101 and west wall of office 102 per floor plans. Show a wall legend for the west wall of hallway on A-3. Provide.stair framing plans on A-3. 39-f All details on A3, foundation plans, should be referenced to A3.2 instead of. A3.1. 397g. Provide a schematic in calculations showing the size and location of all the pads, beams Sand joists matching the structural plans for the office so the structural plans can be verified versus calculations. Please show a hold down to footing connection detail on plans. Show weld size and type on D/A3.2 and provide a plan view noting the clearances on base plate.. The second story office restrooms have to be handicapped accessible. This means grab bars, and all relevant interior clearances and dimensions for tub, lavy and w/c. Please revise sheet A-2 accordingly. Fill in the blank bubble on BB/A-8. Specify the ICBO #'s for all the cold forms and the expansion anchors per sheet. s-i; 50. Where is detail 3/D-2 on plans as referenced on DD/S-9? 51 Cross reference all the details per sheet Di on plans p -. CARLSBAD 97-231 JULY 30, 1997 52. Please see attached for P/M/E and HC corrections. 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: 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. 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. 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. 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 Ali Sadie at Esgil Corporation. Thank you. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Glen Adamek/Eric Jensen In Groups B, F, H, M and S Occupancies, if the number of employees exceeds four, provide separate toilet facilities for men and women. If "the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 2902.3. . PLUMBING (1994 UNIFORM PLUMBING CODE) 2. Show main roof drainage sizing and overflow roof drainage sizing as per UBC, Section 1506, and UPC, Appendix D' CARLSBAD 97-231 JULY 30, 1997 . MECHANICAL (1994 UNIFORM MECHANICAL CODE) Show the size, location and type of all heating and cooling appliances or systems. Provide mechanical ventilation in all rooms capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1 Detail ladder access to roof mounted HVAC equipment. UMC, Section 321.8. Detail disposal sites of main condensate drainage from air conditioning units as per UMC Section 310 Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1 How does the return air system work for building #4? . ENERGY CONSERVATION NOTE: Plans submitted after July 1 1995 must comply with the new energy standards. The completed and signed ENV-1,' LTG-1, and MECH-1 forms must be imprinted on the plans. ELECTRICAL PLAN REVIEW 1993 NEC JURISDICTION: Carlsbad . DATE: 7/31/97 PLAN REVIEW NUMBER: 97-231 . PLAN REVIEWER: Eric Jensen Please specify the wiring methods that, will be used at this facility. Local ordinance restricts the use of armored and NM cable to residential uses only. Clearly specify that AC and NM cable shall not be used as a wiring method. 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. . . CARLSBAD 97-231 JULY 30, 1997 Show the individual building grounding/bonding systems on the single line diagram. Building "5" disconnecting means are required to be "grouped" for building shut- off. If the electrical service is a series-rated design, please note the following on the electrical plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with the requirement of NEC 110-22" and "The overcurrent devices shall be AIC rated per the manufacturers labeling of the electrical equipment". Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS . DISABLED ACCESS PARKING SPACES If total number of spaces is less than 5, one shall be 14'0" wide and line to provide a 9'0" parking area and 5'0" loading and unloading area. There is no requirement that this space be identified or reserved for the exclusive use by persons with disabilities. Show that at least one in every 8 accessible spaces are served by an access aisle ~t96" in width and designated as VAN ACCESSIBLE, per Section 1129B.4.2. All such spaces may be grouped on one level of a parking structure. 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. Show or note that the maximum slope of the parking surface at the accessible space, in any direction, is :!M" per ft (2.083%), per Section 1129B.4.4. The maximum slope at the passenger loading zone is to be !Q%. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: : A profile view of a wheelchair with occupant in white on dark blue background. The sign shall ;->70 in in area. C) When in the path of travel, they shall be posted ~M" 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 42 shall have an additional sign "Van Accessible" mounted below the symbol of accessibility per Section 112913.5. ,• CARLSBAD 97-231 JULY 30, 1997 f) In addition, each accessible space is required to be marked with the international symbol of accessibility. 6. 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 ~t17' x 22" with lettering not ~1" in height. Per Section 11298.5 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 WALKS AND SIDEWALKS 7. If any proposed walks slope >1:20 (5%) they must comply with ramp requirements of Section 1007, per Section 1023.3. Revise plans to show or note requirements. 8. Walks along an accessible route of travel are required to be ~!48" minimum in width and have slip resistant surfaces, per Section 1023.1. Revise plans to show compliance. 9. The maximum permitted cross slope shall be :M" per ft., per Section 1023.1.3. 10. Show or note that any abrupt level changes will be :9W along any accessible route of travel. When changes do occur, they shall be beveled with a slope of :~1 :2. Level changes of _.,~%" may be vertical. . PEDESTRIAN RAMPS (if any) 11. Show that any path of travel with a slope ~_>1 :20 (5%) complies .with pedestrian . ramp requirements, per Sections 1023.3 and 1007.1 a. 12. The allowable slope for an accessible ramp is ~1:12 (8.33%), per Section 1007.3a. .Revise plans.. to show the least possible slope is being provided for all ramps. 13. The allowable cross slope at pedestrian ramps-shall be :91h" per ft (2%), per Section 1007.3.1 a. 14. Show or note that ramp surfaces will be slip resistant. . 15. Ramps shall have a minimum width of 48 inches, per Section 1007.2.2a. Where a ramp serves A building having an occupant load of 300 or more, the minimum clear width shall be 60 inches. 16. Show required landings at the top and bottom of ramps, per Section 1007.4.1 a. The bottom landing shall be ~_>72" in the direction of travel. The top landing shall be a ~_>60" x 60". 17. Show .that the required intermediate landing is provided, per Section 1007.4 as follows: ;_>60" long where the elevation change is ~30". 02" long at direction changes ~30°. 18. Show the minimum required depth of landing where a door swings over the top landing. The minimum depth of the landing is required to be equal to the door width, plus 47%. per Section 1007.4.3a. 19. Plans shall show that the strike edge distances at doors comply with the requirements of Section 1007.4.4a, as follows: . a), ~24" at exterior ramps. . b) ;->18" at interior ramps 20. Show' handrails at each side of ramp(s) which are shown to be ~1 :20 (5%) in slope, per Section 11007 5a CARLSBAD 97-23 1 JULY 30, 1997 21. Show that handrails are ~!11/4U but :~1Y21' in. cross sectional dimension. In addition, show that the handrails are placed a ~11/ from any wall, per Section 1007.5a. 22. Show or note that handrails meet the following requirements, per Section 1007.5a: Are continuous. Are to be located ~!34" but :Q8" above the ramp surface. C) Extend ~12" beyond both the top and bottom landings. d) Ends are to be returned. 23. Plans indicate that ramp(s) are ;->100 long (and is(are) not bounded by walls). Revise plan details, or note that curbs or wheel guides are to be provided, per Section 1007.10. 24. Note that all wall surfaces, adjacent to handrails, will be free of sharp or abrasive elements, per Section 1007.5a (i.e., no stucco). . ENTRANCES AND CIRCULATION 25. Specify all entrances, and exterior ground level exits, are accessible, per Section 1001.9.1. 26. 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. . DOORS 27. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be :!9%" lower than the doorway threshold, per Section 1004.9.1 a. 28. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1004.3.1: Is to be centered ~!30" but :!944" above floor. Latching, or locking, doors in a path of travel are operated with a single effort by: Lever type hardware. Push-pull activating bars. 29. Show or note that the lower 10" of all doors comply with Section 1004.8.1, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. 30. Provide a note on the plans that the maximum effort to operate doors, applied at right angles to hinged doors or at center plane at sliding doors, per Section 1004.5.1, will be: - _-,~8%# at exterior doors. - :!95# for interior doors. C) :!915# where fire doors are required. - STAIRWAYS AND HANDRAILS 31. Show that handrails also extend 2-12" beyond top nosing, per Section 1006.9.2.2a. Also the rise is max 7" and the run is 11" mm. Add to sheet A-4. 32 Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1006.16.1, as follows: At least 2" wide Placed parallel to and not more than 1" from the nose of the step or landing CARLSBAD 97-231 JULY 30, 1997 C) The strip shall be as slip resistant as the other treads of the stair. 33. Note that all tread surfaces comply with Section 1006.16.2.1, as follows: Be slip resistant and open risers are not permitted. Have smooth, rounded or chamfered exposed edges and nosing. C) Nosing shall not project ~-1 %" past the face of the riser above. . SANITARY FACILITIES 34. Note that the doorways leading to sanitary facilities shall be identified, per Section 111513.5, as follows: An equilateral triangle 1/4"thick with edges 12" long and a vortex pointing upward at men's rest rooms. A circle l/41 thick, 12" in diameter at women's rest rooms. A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. The required symbols shall be centered on the door at a height of 60". Braille signage shall also be located on the wall adiacent to the latch outside of the doorways leading to the sanitary facilities, per Section 11 17B.5.9. . RESTROOM FIXTURES AND ACCESSORIES 35. Show, or note, on the plans that the accessible water closets meet the following requirements, California Plumbing Code: The controls are: The force to activate the controls shall be :55# of force. 36. Show that accessible lavatories comply with the following, per Sections 1115B.9.1 and California Plumbing Code: a) The faucet controls, and operating mechanism are: The type which does not require tight grasping, pinching or twisting of the wrist. Has an operating force of :~5#. b) If self-closing valves are used, they shall remain open for ~!10 seconds. 37. Show that grab bars comply with the following, per Section 111 5B.8: If mounted adjacent to a wall, the space between the wall and the grab bar shall be 11/2'. Be designed to support 250#. EsGil Corporation fProfessiona[P[an Review Engineers DATE: JUNE 30, 1997 ANT JURISDICTION: CARLSBAD D PLAN REVIEWER 0 FILE PLAN CHECK NO.: 97-231 SET: II PROJECT ADDRESS: 1910 PALOMAR OAKS WAY PROJECT NAME: AIRPORT SELF STORAGE FACILITY 11111 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's *** **** codes when minor deficiencies identified below are resolved and checked by building department staff. El 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. El 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: BILL HEDENKAMP AlA, 1035 7TH AVE., #423, SAN DIEGO, CA 92101 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: Please see attached for remaining corrections from the previous list. On a response list please note exactly where each item is corrected on plans. No response or incoherent reply was provided to many items on previous list. By: Ali Sadre Enclosures: Esgil Corporation El GA El CM [J EJ U Pc 6/26 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 CARLSBAD 97-231 JUNE 30, 1997 1. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group: Note the office building is B occupancy (where is this done?) Type of Construction: Change the building type of construction to V-N for building 6 with-wood construction (not mix of ll-NN-N, which would require area separation walls).. Height: Specify the height for each building on cover sheet. Floor Area: Note the floor area of the office separately in building 6. Justify the actual area of building 6 versus the allowable areas on cover sheet (if yards are used, note the yards used for area increases will be permanently maintained). Clearly dimension building setbacks from adjacent buildings and street center lines on the site plan. Also specify distance between buildings 4 & 6, as well as set backs to PL's adjacent to building I on SAl. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503.1. Show the assumed property lines between all buildings on site plans. Dimension the distance to assumed property lines on SAl. - The exterior walls less than 20 feet to a property line or an assumed property line, shall be 1 hr. fire-rated construction. Section 503. Show one hour wall details on plans with references to where they apply. What is shown on A-I is not acceptable. The exterior wall shall have protected openings (3/4 hour) when closer than 10 feet to a property line or an assumed property line. Section 503. Show all the 45 mm. doors on floor plans for building 3 facing building 2; for building 2 facing building 1; and for exit door in building 6 facing building 4. Provide a note on the plans stating: "Penetrations of area separation walls shall• be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with UBC Section 709." Provide l.C.B.O. number or other approval for the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. Also requirements for the one hour corridors construction. Provide notes, details and references on plans. What is noted on Wharton response list is not adequate. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. CARLSBAD 97-231 JUNE 30, 1997 Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B." Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction. This applies to the corridors in buildings 5A & 513. The occupant load is determined based on 300 sq ft/ occupant (i.e., 15000/300 = 50). One-hour fire-rated corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1005.8.1.. Duct penetrations of fire-rated corridor, construction shall have smoke and fire dampers per Sections 713.10 and 713.11. Provide a complete architectural section of the corridor showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 1005.7. If a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 1005.8.1. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. Show the location of all exit signs on plans for buildings 5A & 513. Show two sources of power for the lamps at exit signs. Section 1013.4. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1012.2. Specify on a window schedule the glass type and thickness of all glazing per Table 24-A and Graph 24-1. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: . 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. CARLSBAD 97-231 JUNE 30, 1997 Note the roofing material and specifications over the office area. Table 15-A. Specify roof slope. This information is not noted on roof plans per response. 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 shall be provided with a local alarm which will give an audible signal at aconstantly attended location." Section 904.3. Provide a complete copy of the project soil report to EsGil for review. 31. Specify embedment and ICBO approval # for the shot pins. Section 1701.7. This is not noted on S3.1. Also shot pins are not acceptable in lieu of anchor bolts per A3.1. 32.' Show foundation bolt spacing with 12" o.c. spacing at ends and corners for the office foundation plans. Section 1806.6. Where is this on A3.1, per response? 33. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Where is this on Si, per response? Please complete and return the attached form to EsGil designating the responsible special inspection firms. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI , FIELD WELDING HIGH-STRENGTH BOLTS Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2324. The area between the buildings 4 & 6 qualifies as an exit court. Please show compliance with Section 1010.4 for protection of walls & openings. The office plans on sheet A-2 & A3 is labeled as building 4, clarify. Also remove sheet SAl (dated 11/2/96) from plans. It is full of mistakes and information inconstant with that on SAl dated 6/22/97 and cover sheet information. CARLSBAD 97-231 JUNE 30, 1997 Show storage area on second floor of office is designed for 125 psI live loads per A-2. 1 Please show the shear walls on framing plans, sheet A-3. Specify any hold down locations and details on A-3. Show typical footing details for the office building The second story office restrooms have to be handicapped accessible, though elevators are not required for the office building Please revise sheet A-2 to show second floor restrooms similar to the ones on the first floor level. Fill in the blank bubble on BB/A-8. Show handicapped complying details for the lift per A2. 49; Specify the ICBO #'s for all the cold forms and the expansion anchors per sheet S-I. Where is detail 3/D-2 on plans as referenced on DD/S-9? Cross reference all the details per sheet Dl on plans. Submit complete P/M/E plans for all proposed work including T-24 calculations forthe office. See attached for handicapped corrections. 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: 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. 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 CARLSBAD 97-231 JUNE 30, 1997 be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 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. 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 All Sadre at Esgil Corporation. Thank you. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS . DISABLED ACCESS PARKING SPACES If total number of spaces is less than 5, one shall be 14'0" wide and line to provide a 9'0" parking area and 5'0" loading and unloading area. There is no requirement that this space be identified or reserved for the exclusive use by persons with disabilities. 2. Show that at least one in every 8 accessible spaces are served by an access aisle ~!96 in width and designated as VAN ACCESSIBLE, per Section 1129B.4.2. All such spaces may be grouped on one level of a parking structure. 3. 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. 4. Show or note that the maximum slope of the parking surface at the accessible space, in any direction, is :!M" per ft (2.083%), per Section 1129B.4.4. The maximum slope at the passenger loading zone is to be :Q%. 5. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall 00 in 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. Signs may also be centered on the wall of the interior end of the parking space ~t36" from the parking space finished grade, ground or sidewalk. Spaces complying with Section 1129B.4.2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 1129B.5. In addition, each accessible spate is required to be marked with the international symbol of accessibility. 6. 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 CARLSBAD 97-231 JUNE 30, 1997 towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning . WALKS AND SIDEWALKS 7. If any proposed walks slope >1:20 (5%) they must comply with ramp requirements of Section 1007, per Section 1023.3. Revise plans to show or note requirements. 8. Walks along an accessible route of travel are required to be ~48" minimum in width and have slip resistant surfaces, per Section 1023.1. Revise plans to show compliance. 9. The maximum permitted cross slope shall be !9h/4" per ft., per Section 1023.1.3. 10. Show or note that any abrupt level changes will be :5h/211 along any accessible route of travel. When changes do occur, they shall be beveled with a slope of :51:2.' Level changes of ~h/4' may be vertical. . PEDESTRIAN RAMPS (if any) 11. Show that any path of travel with a slope ~!1 :20 (5%) complies with pedestrian ramp requirements, per Sections 1023.3 and 1007.1 a. 12. The allowable slope for an accessible ramp is !~1:12 (8.33%), per Section 1007.3a: Revise plans to show the least possible slope is being provided for all ramps. 13. The allowable cross slope at pedestrian ramps shall be :~W per ft (2%), per Section 1007.3.1 a. 14. Show or note that ramp surfaces will be slip resistant. 15. Ramps shall have a minimum width of 48 inches, per Section 1007.2.2a. Where a ramp serves a building having an occupant load of 300 or more, the minimum clear width shall be 60 inches. 16. Show required landings at the top and bottom of ramps, per Section 1007.4.1 a. The bottom landing shall be 02" in the direction of travel. The top landing shall be a ~60" x 60". 17. Show that the required intermediate landing is provided, per Section 1007.4 as follows: ;->60" long where the elevation change is ~-30". 02" long at direction changes ~!300. 18. Show the minimum required depth of landing where a door swings over the top landing. The minimum depth of the landing is required to be equal to the door width, plus 42", per Section 1007.4.3a. 19. Plans shall show that the strike edge distances at doors comply with the requirements of Section 1007.4.4a, as follows: ~!24" at exterior ramps. ~!18" at interior ramps. 20. Show handrails at each side of ramp(s) which are shown to be ~1 :20 (5%) in slope, per Section 1007.5a. 21. Show that handrails are ~!1%" but :~1h/21 in any cross sectional dimension. In addition, show that the handrails are placed a ~IIYV from any wall, per Section 1007.5a. 22. Show or note that handrails meet the following requirements, per Section 1007.5a: Are continuous. Are to be located ~34" but ~38" above the ramp surface. CARLSBAD 97-231 JUNE 30, 1997 C) Extend ~12" beyond both the top and bottom landings. d) Ends are to be returned. 23. Plans indicate that ramp(s) are ~100 long (and is(are) not bounded by walls). Revise plan details, or note that curbs or wheel guides are to be provided, per Section 1007.10. 24. Note that all wall surfaces, adjacent to handrails, will be free .of sharp or abrasive elements, per Section 1007.5a (i.e., no stucco). ENTRANCES AND CIRCULATION 25. Specify all entrances, and exterior ground level exits, are accessible, per Section 1001 .9.1.. 26. 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. . DOORS 27. 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 1004.9.1 a. 28. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1004.3.1: Is to be centered ~30" but :~44" above floor. Latching, or locking, doors in ,a path of travel are operated with a single effort by: Lever type hardware. Push-pull activating bars. 29. Show or note that the lower 10" of all doors comply with Section 1004.8.1, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. 30. Provide a note on the plans that the maximum effort to operate doors, applied at right angles to hinged doors or at center plane at sliding doors, per Section 1004.5.1, will be: :~81/2# at exterior doors. :~5# for interior doors. C) :915# where fire doors are required. STAIRWAYS AND HANDRAILS 31. Show that handrails also extend ~!12" beyond top nosing, per Section 1006.9.2.2a. Also the rise is max 7" and the run is 11" mm. Add to sheet A-4. 32. Show or note that interior stair treads are marked at the upper approach and, the lower tread of each stair, by a strip of clearly contrasting color, per Section 1006.16.1, as follows: At least 2" wide. Placed parallel to and not more than 1" from the nose of the step or landing. C) The strip shall be as slip resistant as the other treads of the stair. 33. Note that all tread surfaces comply with Section 1006.16.2.1, as follows: Be slip resistant and open risers are not permitted. Have smooth, rounded or chamfered exposed edges and nosing. C) Nosing shall not project 21 /" past the face of the riser above. CARLSBAD 97-231 JUNE 30, 1997 SANITARY FACILITIES 34. Note that the doorways leading to sanitary facilities shall be identified, per Section 1115B.5, as follows: An equilateral triangle 1/41 thick with edges 12" long and a vortex pointing upward at men's rest rooms. A circle W' thick, 12" in diameter at women's rest rooms. A 12" diameter circle with a triangle: superimposed on the circle and within the 12" diameter at unisex rest rooms. The required symbols shall be centered on the door at a height of 60". e) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities, per Section 11 17B.5.9. RESTROOM FIXTURES AND ACCESSORIES 35. Show, or note, on the plans that the accessible water closets meet the following requirements, California Plumbing Code: The controls are: The force to activate the controls shall be :~5# of force. 36. Show that-accessible lavatories comply with the following, per Sections 1115B.9.1 and California Plumbing Code: a) The faucet controls, and operating mechanism are: i) The type which does not require tight grasping, pinching or twisting of the wrist. ii) Has an operating force of :!~5#. • b) • If self-closing valves are used, they shall remain open for ~!10 seconds. 37.. Show that grab bars comply with the following, per Section 1115B.8: If mounted adjacent to a wall, the space between the wall and the grab bar shall be I W'. Be designed to support 250#. • EsGil Corporation Professional Plan Review Engineers DATE: FEB 20, 1997 O APPLICANT JURISDICTION: CARLSBAD U PLAN REVIEWER El FILE PLAN CHECK NO.: 97-231 SET: I PROJECT ADDRESS:, 1910 PALOMAR OAKS WAY PROJECT NAME: AIRPORT SELF STORAGE FACILITY LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El 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. LI 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: BILL HEDENKAMP AlA, 1035 7TH AVE., #423, SAN DIEGO, CA-92101 Esgil Corporation staff did not advise the applicant that the plan check has been completed. LII .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 LI REMARKS: By: All Sadre Enclosures: Esgil Corporation LI GA LI CM LI EJ LI Pc 2/10 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 CARLSBAD 97-231 FEB 20, 1997 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 97-231 JURISDICTION: CARLSBAD OCCUPANCY: B/S-i USE: SELF STORAGE TYPE OF CONSTRUCTION: II-N/V-N ACTUAL AREA: VARIES ALLOWABLE FLOOR AREA: 12,000/8,000 STORIES: 2 MAX HEIGHT: 20' MAX SPRINKLERS?: Y (BLDGS 5A & 5B) OCCUPANT LOAD: VARIES REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 2/6 ESGIL CORPORATION: 2/10 DATE INITIAL PLAN REVIEW PLAN REVIEWER: All Sadre COMPLETED: FEB 20, 1997 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) comIorw.dot CARLSBAD 97-231 FEB 20, 1997 1. Provide 'a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group: Note the office building is B occupancy Type of Construction: Change all the building type of construction to Il-N (except for building 6 with wood construction) Height: Accordingly for each building Floor Area: Note the floor area of the office separately in building 6 Justify the actual area of building 6 versus the allowable areas on 'cover sheet (if yards are used, note the yards used for area increases will be permanently maintained). Indicate on the Title Sheet whether or not a grading permit is required for this project.. 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. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." Clearly dimension building setbacks from adjacent buildings on the site plan between buildings 4 & 6. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503.1. Show the assumed property lines between all buildings on site plans. The exterior walls less than 20 feet to a property line or an assumed property line, shall be 1 hr. fire-rated construction. Section 503. The one hour wall as shown on sheet A-I is not correct for building 6 (on the side that faces building 5). The exterior wall shall have protected openings (3/4 hour) when closer than 10 feet to a property line or an assumed property line. Section 503. Show all the 45 mm. doors on floor plans for building 3 facing building 2; for building 2 facing building 1; and for exit door in building 6 facing building 4. Provide a note on the plans stating: "Penetrations of area separation walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with UBC Section 709." CARLSBAD 97-231 FEB 20, 1997 Provide I.C.B.O. number or other approval for the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. Also requirements for the one hour corridors construction. Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. Provide a note on the plans stating: "Penetratioris of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B." Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction. This applies to the corridors in buildings 5A & 513. One-hour fire-rated corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector• per Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1005.8.1. Duct penetrations of fire-rated corridor construction shall have smoke and fire dampers per Sections 713.10 and 713.11. Provide a complete architectural section of the corridor showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 1005.7. If a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 1005.8.1. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. Show the location of all exit signs on plans for buildings 5A & 513. Show two sources of power for the lamps at exit signs. Section 1013.4. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1012.2. CARLSBAD 97-231 FEB 20, 1997 23. Specify on a window schedule the glass type and thickness of all glazing per Table 24-A and Graph 24-1. 24. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: a) In door assemblies. 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. 25. Note the roofing material and specifications over the office area. Table 15-A. 26. Specify .roof slope. 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 shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 28. Provide a copy of the project soil report prepared by a California licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. 29. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 1804.3. 30. 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: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations comply with the intent of the soils report." 31. Specify embedment and size of power driven pins for non-bearing partitions. Show edge, end distance and spacing. Section 1701.7. 32. Show foundation bolt spacing with 12" o.c. spacing at ends and corners for the office foundation plans. Section 1806.6. 33. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. 0 REQUIRED SPECIAL INSPECTIONS CARLSBAD 97-231 FEB 20, 1997 In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2324. The area between the buildings 4 & 6 qualifies as an exit court. Please show compliance with Section 1010.4-for protection of walls & openings. The second floor office plans on sheet A-I is labeled as building 4, clarify. Show storage area on second floor of office is designed for 125 psf live loads per A-2. Please show the shear walls on framing plans, sheetA-3. Show a nailing schedule per Table 23-I-Q. Show typical shear transfer details for the office building. Provide double top plate splice details on sheet A-3. Specify any hold down locations and details on A-3. Show typical footing details for the office building. Provide wall reinforcement details and references for the elevator shaft, per A-4. The second story office restrooms have to be handicapped accessible, though elevators are not required for the office building. Please revise sheet A-2 to show second floor restrooms similar to the ones on the first floor level. Fill in the blank bubble on BB/A-8. CARLSBAD 97-231 FEB 20, 1997 48. Note all material specifications for lumber, bolts, plywood, etc. for the office building. 49. Specify the ICBO #'s for all the cold forms and the expansion anchors per sheet S-i. 50. Where is detail 3/D-2 on plans as referenced on DD/S-9? 51. Cross reference all the details per sheet Dl on plans. 52. Submit complete P/M/E plans for all proposed work including T-24 calculations for the office. 53. See attached for handicapped corrections. 54. As submitted the plans are too incomplete. A comprehensive review will be done at back-check. 55. 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: 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. 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. 56. 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. 57. 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. CARLSBAD 97-231 FEB 20, 1997 Have changes been made to the plans not resulting from this correction list? Please indicate: DYes LJ No 58. 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 Ali Sadre at Esgil Corporation. Thank you. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS DISABLED ACCESS PARKING SPACES If total number of spaces is less than 5, one shall be 140" wide and line to provide a 9'0" parking area and 60" loading and unloading area. There is no requirement that this space be identified or reserved for the exclusive use by persons with disabilities. 2. Show that at least one in every 8 accessible spaces are served by an access aisle ~!96" in width and designated as VAN ACCESSIBLE, per Section 112913.4.2. All such spaces may be grouped on one level of a parking structure. 3. 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 112913.4.3. 4. Show or note that the maximum slope of the parking surface at the accessible space, in any direction, is :!M" per ft (2.083%), per Section 1129B.4.4. The maximum slope at the passenger loading zone is to be !92%. 5. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall ;_>70 in 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. 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. Spaces complying with Section 112913.4.2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 11296.5. In. addition, each accessible space is required to be marked with the international symbol of accessibility. 6. 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 ~t17" x 22" with lettering not :~1" in height. Per Section 112913.5 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 CARLSBAD 97-231 FEB 20, 1997 . WALKS AND SIDEWALKS If any proposed walks slope >1:20 (5%) they must comply with ramp requirements of Section 1007, per Section 1023.3. Revise plans to show or note requiremehts. Walks along an accessible route of travel are required to be ~!48" minimum in width and have slip resistant surfaces, per Section 1023.1. Revise plans to show compliance. The maximum permitted cross slope shall be :~1h" per ft., per Section 1023.1.3. 10.. Show or note that any abrupt level changes will be :V/z" along, any accessible route of travel. When changes do occur, they shall be beveled with a slope of :51:2. Level changes of :M" may be vertical. . PEDESTRIAN RAMPS (if any) 11. Show that any path of travel with a slope ~1 :20 (5%) complies with pedestrian ramp requirements, per Sections 1023.3 and 1007.1 a. 12. The allowable slope for an accessible ramp is :~1:12 (8.33%), per Section 1007.3a. Revise plans to show the least possible slope is being provided for all ramps. 13. The allowable cross slope at pedestrian ramps shall be ~¼" per ft (2%), per Section 1007.3.1 a. 14. Show or note that ramp surfaces will be slip resistant. 15. Ramps shall have a minimum width of 48 inches, per Section 1007.2.2a. Where a ramp serves a building having an occupant load of 300 or more, the minimum clear width shall be 60 inches. 16. Show required landings at the top and bottom of ramps, per Section 1007.4.1 a. The bottom landing shall be 02" in the direction of travel. The top landing shall be a ~!60" x 60". 17. Show that the required intermediate landing is provided, per Section 1007.4 as follows: ;->60" long where the elevation change is ~!30". ~!72" long at direction changes ~30°. 18. Show the minimum required depth of landing where a door swings over the top landing. The minimum depth of the landing is required to be equal to the door width, plus 42", per Section 1007.4.3a. 19. Plans shall show that the strike edge distances at doors comply with the requirements of Section 1007.4.4a, as follows: ~!24" at exterior ramps. ~!18" at interior ramps. 20. Show handrails at each side of ramp(s) which are shown to be ;->1:20 (5%) in slope, per Section 1007.5a. 21. Show that handrails are ~!1%" but :511/2" in any cross sectional dimension. In addition, show that the handrails are placed a ~1'/2" from any wall, per Section 1007.5a. 22. Show or note that handrails meet the following requirements, per Section 1007.5a: Are continuous. Are to be located ;->34' but :938" above the ramp surface. C) Extend ~->12" beyond both the top and bottom landings. d) Ends are to be returned. CARLSBAD 97-231 FEB 20, 1997 23. Plans indicate that ramp(s) are >10-0" long (and is(are) not bounded by walls). Revise plan details, or note that curbs or wheel guides are to be provided, per Section 1007.10. 24. Note that all wall surfaces, adjacent to handrails, will be free of sharp or abrasive elements, per Section 1007.5a (i.e., no stucco). ENTRANCES AND CIRCULATION 25. Specify all entrances, and exterior ground level exits, are accessible, per Section 1001.9.1. 26. 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. DOORS. 27. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be :51/2I lower than the doorway threshold, per Section 1004.9.1a. 28. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1004.3.1: Is to be centered ~!30" but :~44" above floor. Latching, or locking, doors in a path of travel are operated with a single effort by: Lever type hardware. Push-pull activating bars. 29. Show or note that the lower 10" of all doors comply with Section 1004.8.1, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. 30. Provide a note on the plans that the maximum effort to operate doors, applied at right angles to hinged doors or at center plane at sliding doors, per Section 1004.5.1, will be: :~81/2# at exterior doors. :!~5# for interior doors. :!~15# where fire doors are required. STAIRWAYS AND HANDRAILS 31. Show that handrails also extend ~12" beyond top nosing, per Section 1006.9.2.2a. Also the rise is max 7" and the run is 11" mm. Add to sheet A-4. 32. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1006.16.1, as follows: At least 2" wide. Placed parallel to and not more than 1" from the nose of the step or landing. C) The strip shall be as slip resistant as the other treads of the stair. 33. Note that all tread surfaces comply with Section 1006.16.2.1, as follows: Be slip resistant and open risers are not permitted. Have smooth, rounded or chamfered exposed edges and nosing. C) Nosing shall not project ;->1'/" past the face of the riser above. 0 SANITARY FACILITIES CARLSBAD 97-231 FEB 20, 1997 34. Note that the doorways leading to sanitary facilities shall be identified, per Section 1115B.5, as follows: An equilateral triangle %" thick with edges 12" long and a vortex pointing upward at men's rest rooms. A circle 1h" thick, 12" in diameter at women's rest rooms. C) A 12" diameter circle with a triangle superimposed on the circle and within the 12' diameter at unisex rest rooms. The required symbols shall be centered on the door at a height of 60". Braille sigriage shall also be located on the wall adiacent to the latch outside of the. doorways leading to the sanitary faôilities, per Section 11 17B.5.9. . RESTROOM FIXTURES AND ACCESSORIES 35. Show, or note, on the plans that the accessible water closets meet the following requirements, California Plumbing Code: The controls are: The force to activate the controls shall be :55# of force. 36. Show that accessible lavatories comply with the following, per Sections 1115B.9.1 and California Plumbing Code: a) The faucet controls, and operating mechanism are: The type which does not require tight grasping, pinching or twisting of the wrist. Has an operating force of :~5#. b) If self-closing valves are used, they shall remain open for ~1 0 seconds. 37. Show that grab bars comply with the following, per Section 1115B.8: If mounted adjacent to a wall, the space between the wall and the grab bar shall be 11/2". Be designed to support 250#. CARLSBAD 97-231 FEB 20,1997 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 97-231 PREPARED BY: All Sadre DATE: FEB 20, 1997 BUILDING ADDRESS: 191OPALOMAR OAKS WAY BLDG #1 BUILDING OCCUPANCY: S-i TYPE OF CONSTRUCTION: 11-N BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ($) STORAGE 3,000 22 66,000 Air Conditioning Fire Sprinklers TOTAL VALUE 66,000 1991 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 486.50 1991 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ 316.23 Type of Review: U Complete Review LII Structural Only LII Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 252.98 Comments: Sheet I of 6 macvalue.doc 5196 CARLSBAD 97-231 FEB 20, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 97-231 PREPARED BY: All Sadre DATE: FEB 20, 1997 BUILDING ADDRESS: 1910 PALOMAR OAKS WAY BLDG # 2 BUILDING OCCUPANCY: S-i TYPE OF CONSTRUCTION: 11-N BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) STORAGE 9,000 22 198,000 Air Conditioning Fire Sprinklers TOTAL VALUE 198,000 1991 UBC Building Permit Fee fl Bldg. Permit Fee by ordinance: $ 982.50 1991 UBC Plan Check Fee fl Plan Check Fee by ordinance: $ 638.63 Type of Review: • Complete Review fl Structural Only LII Hourly Fj Repetitive Fee Applicable L Other: Esgil Plan Review Fee: $ 510.90 Comments: Sheet 2 of 6 macvaluedoc 5196 CARLSBAD 97-231 FEB 20, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 97-231 PREPARED BY: All Sadre DATE: FEB 20, 1997 BUILDING ADDRESS: 1910 PALOMAR OAKS WAY BLDG #3 BUILDING OCCUPANCY: S-i TYPE OF CONSTRUCTION: 11-N BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) STORAGE 3,220 22 70,840 Air Conditioning Fire Sprinklers TOTAL VALUE . .70,840 1991 UBC Building Permit Fee EIIJ Bldg. Permit Fee by ordinance: $ 509.00 1991 UBC Plan Check Fee El Plan Check Fee by ordinance: $ 330.85 Type of Review: • Complete Review El Structural Only El Hourly ElI Repetitive Fee Applicable. [I] Other: Esgil Plan Review Fee: $ 264.68 Comments: Sheet 3 of 6 macvalue.doc 5196 CARLSBAD 97-231 FEB 20, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 97-231 PREPARED BY: All Sadre DATE: FEB 20, 1997 BUILDING ADDRESS: 1910 PALOMAR OAKS WAY BLDG #4 BUILDING OCCUPANCY: S-i TYPE OF CONSTRUCTION: 11-N BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ($) STORAGE 1,650 22 36,300 Air Conditioning Fire Sprinklers TOTAL VALUE 36,300 U 1991 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 330.00 1991 UBCPlan Check Fee fl Plan Check Fee by ordinance: $ 214.50 Type of Review: U Complete Review LI Structural Only LI Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 171.60 Comments: . Sheet 4 of 6 macvalue.doc 5196 CARLSBAD 97-231 FEB 20, 1997, VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD ,. PLAN CHECK NO.: 97-231 PREPARED BY: All Sadre ' DATE: FEB 20, 1997 BUILDING ADDRESS: 1910 PALOMAR OAKS WAY BUILDINGS 5A & 5B BUILDING OCCUPANCY: 5-1 TYPE OF CONSTRUCTION: II-N/SPR BUILDING PORTION BUILDING AREA (ft.2) VALUATION IF VALUE MULTIPLIER ($) STORAGE 15,000 22 330,000 I SIMILAR BUILDING Air Conditioning Fire Sprinklers 1 15,000 1.7 1 25,500 TOTAL VALUE 355,500 1991 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 1,535.50 R 1991 UBC Plan Check Fee Plan Check Fee by ordinance: $ 998.08 Type of Review: • Complete Review El Structural Only Li Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 798.46 Comments: REPETITIVE FEES FOR SIMILAR BUILDNGS AT 20 % VALUATION. Sheet 5 of 6 macvalue.doc 5196 CARLSBAD 97-231 FEB 20, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD . . . PLAN CHECK NO.: 97-231 PREPARED BY: All Sadre . DATE: FEB 20, 1997 BUILDING ADDRESS: 1910 PALOMAR OAKS WAY BUILDNG # 6 BUILDING OCCUPANCY: S-i TYPE OF CONSTRUCTION: II-N/VN BUILDING PORTION BUILDING AREA VALUATION. .MULTIPLIER . . VALUE STORAGE . 7,100 22 . . . 156,200 OFFICE . 2,200 . 55 . 1211-000 Air Conditioning 2,200 12.90 16,380 Fire Sprinklers S TOTAL VALUE . . . . 283,580 1991 •UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 1,283.50 1991 UBC Plan Check Fee Li Plan Check Fee by ordinance: .$ 834.27 Type of Review: • Complete Review LI Structural Only Li Hourly Li Repetitive Fee Applicable . [I] Other: S S Esgil Plan Review Fee: $ 667.42 Comments: Sheet. 6 of 6 macvaluedoc 5196 -S , Citv of Carlsba* BUILDING PLANCHECK CHECKLIST DATE: ]p 4'7Ift PLANCHECK NO.: BUILDING ADDRESS: MM PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER:' FM(IMPPRIPJ( flPAPTMIIT cBq73 / EST. VALUE: 1,10 _. . ... — — . . . . —. ,. . • ••• — • 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: DENIAL Please se e attached report of deficiencies marked with)ç Make necessary corrections to plans or specif4tions for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: FOR: "OFFICIAL USE 'ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT 'Date:, ATTACHMENTS ' ENGINEERING DEPT. CONTACT PERSON 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 Name: Michelé Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 4315 A-4 H:\WORD'.uut.w.ruLb , buLingncnecx Isi wsju1 ,-p 2075 Las almas r. Isbad, CA 92009-1576. (619) 438-1161 • FAX (619) 694 BUILDING PLANCHECK CHECKLIST SITE PLAN 3RDJ \V C3 U /6 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway widths 2. Show on site plan: Drainage Patterns Existing & Proposed Slopes Existing Topography 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5] On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent." [Per 1990 UBC 2907(d)5] ID 4. Include on title sheet: Site address Assessor's Parcel Number 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 Page 1 of 4 H:\WORD\DOCS\CHKLST\S,,ildjng Plancl,eck Cklst BP0001 Form MM.doc Reo 12/28/96 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following Engineering Co K 1— - .f - - - - - A . .4 s of approval for All conditions are in compliance. Date: DEDICATION REQUIREMENTS T. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered. Civil Engineer Or Land Surveyor prepare the appropriate legal description together with an 8 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 submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineerihg Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 8a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: Page 2 of 4 H:WORD\DOCS\CHKLSTBuikJing Plantheck Ck!st BP000I Form MMdoc . Rev. 12128/96 I BUILDING PLANCHECK CHECKLIST stl 2nd/ 3rdl LI C3 8b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: Ll 8c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 8d. 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. . II 9a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Li Li 9b. 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: Date: 9c. No Grading Permit required. aWX& *Z44 11 Page 3 of 4 H:WORDDOCS\CHKLST9uj1dng Plancheck Cklsl 8P000I Form MM.doc Rev. 12/28/96 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 O6( - 14. I"Requir'ed fees are attac ed Q No fees required BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 2' 3rd/ 10. 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, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: )z 1 / 11. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. l 12. 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: Date: 13. NPDES PERMIT . _ 0-1 H:\WORODOCS\CHKLST\Buuding Planchecic Cidat BP0001 Form MM.doc . . Rev. 12/26/96 / FEE/ED U:_________ HIGH /LOW______ X FEE/AC: =$ $•-t4!c EDU's: X 61AINAGE FEES PLDA________ ACRES: EWER LATERAL ($2,500) ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: Permit No.(W 9?.r,Z J Prepared by/774_fDate: 'hecked by: Date: EDU CALCULATI9NS: List types and square footages for all use Types of Use: j)O7s tfA.q. Ft./Units: 1) 015 /1$OO ED U's: 0 ADT CALCULATINS: List types and square footaaes for all uses. g41 Types of Use: /1 0,7. Ft./Units:.,26ô,' ADTs: /W FEES REQUIRED: WITHIN (no bridge & thoroughfare fee, reduced Traffic Impact Fee) 0 NO PARK-IN-LIEU FEE PARK AREA: FEE/UNIT:______________ X2. TRAFFIC IMPACT FEE ADT's/UNITS: Ph—BRIDGE AND THOROUGHFARE FEE ADT's/UNITS:___________ &4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: 7( 5. SEWER FEE X NO. UNITS: =$___________ X FEE/ADT: = $4 /0 X FEE/SQ.FT./UNIT: X FEE/ADT:_________ ZONE: PERMIT No.3&?27/o2c EDU's: X FEE/EDU:_______ BENEFIT AREA: J DRAINAGE BASIN:_______ 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 01/28/97 . PLANNING CHECKLIST c( irnJ ,jZ ...p1an Check No.47pAddress Planner 44(4i'. S (Name) .5.'- hfl1 APNH- .. c1 :Jfl Zcine 'PVY\ Facilities Management Zone .( r : ' ;' •. . ,, ,, ,. - Legend .. .- i),J1 . - •• '• AA L.'j l7' IL3iT )1tL.t.'J \f ..vj:i b:i qu1~ Item Complete - .2 - - [tern Incomplete - Needs your action JIVO • 1, 2, 3 Number in circle indicates plancheck number where deficiency was - identified • . '. :gzo Environmental Review Required: YES V NO TYPE VQ-4 tXC- - - . -. T -'. -i •L U - ¶'. • 5" __•S__ DATE 0F,COMPLETION _ r' - Compliancewth conditions of Approval?.' If not, stated conditions which require action _..Condiiionspjpproál' .'" 5.. -'. • . El -----.- y-El [2' Discretio 5 nary Action Required: YES L. NO 2.Jr'PE i P APPROVAL/RESO. NO. DATE: - PROJECT NO. 1 OTHER RELATED CASES Compliance with.conditions of approval? If not, "state conditions which require action. Conditions of Approval 'I 'Q<cahfornia Coastal Commission Permit Required YES NO c , DATE OF APPROVAL . ,.. 'San Diego Coast, Dist ct,3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 '(619) 521-8036 -- , Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval ';: --U Landscape Plan Required:. YES 'NO r See.anached submittal requirements for landscape.pians, ZZ Site Plan: 4 ~i~ __ _ - — . _. - 1. Provide a fully dimensioned site plan drawn to scale. Show: - North arrow, property lines, easements, existing and proposed structiirs, existing , street improvements, right-of-way width and dimensioned setback. Show on Site Plan: Finish floor elevations, elevations of nishgrae adjacent to building, existing topographical lines, existing and proposed slopes and driveway. Provide legal description of property. S Provide assessor's parcel number. Zoning: . S •• --Setb'cks:— '• S..;. - .. . . 5; iiii ._._.Required . . Shown ....Int. Side: Required Shown • Street Side: ' Required Shown - - - Rear: -•---- -- - - -.-.-.---. ... Required .. Shown 2. Lot coverage: Required Shown II." 3. Height: Required Shown iiui 4. Parking: Spaces Required Shown Guest Spaces Required Shown AM Fjpffl§~ R 0 V '* -0 7- 8"7= --S OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER )X?41M6 — DATE '1(L4 fl. PLNCK. FRM WHARTON & ASSOCIATES 601 S. MILLIKEN AVE. SUITE H ONTARIO, CA 91761 (909) 605-6865 (909) 605-6870 FAX PLAN CHECK RESPONSE LIST FOR CARLSBAD! AIRPORT SELF STORAGE CARLSBAD, CA. N??% 41 k W R Ni\L 1, 32320 EXPIRES 12-31.00 CM '1OF 11. ROOF DECK IS SHEET FERROUS AND IS CLASSIFIED AS A CLASS 'A' ROOF COVERING ACCORDING TO UBC SECTION SECTION 1504. ONE HOUR WALL ASSEMBLY COMPLIES WITH UBC TABLE 7-B 16-1.1 AND UL DES 465. TWO HOUR WALL ASSEMBLY COMPLIES WITH UBC TABLE 7-B 16-1.2 AND UL DES 425 SOIL PARAMETERS HAVE BEEN LISTED ON THE GENERAL NOTES SHEET OF THE PLANS. NOTE REGARDING THE SOILS ENGINEER'S APPROVAL OF CONSTRUCTION HAS BEEN ADDED TO EACH FOUNDATION PLAN. SHOT EMBEDMENT HAS BEEN ADDED TO DETAIL 12 SHEET Dl AND* ANCHORAGE OF NON LOAD BEARING WALLS IS DETAILED ON NEW DETAILS ON SHEET S3.1. NOTE REGARDING SPECIAL INSPECTION HAS BEEN ADDED TO GENERAL NOTES SHEET OF THE PLANS. CONNECTION SPECIFICATIONS HAS BEEN ADDED TO THE GENERAL NOTES SHEET OFTHE'PLANS. ALL OTHER MATERIAL SPECIFICATIONS ARE ALREADY SHOWN ON Si. ADDITIONAL CHANGES: .1 FOUNDATIONWAS REDESIGNED PER SOILS REPORT DATA AND RECOMMENDATIONS. 2'. BUILDING #1 AND #3 EAVE HEIGHTS HAVE BEEN CHANGED TO MATCH ARCFHTECTURALS. N -------------------------- BEAM ON ELASTIC FOUNDATION DESCRIPTION >> CARLSBAD/AIRPORT SELF STORAGE >> CARLSBAD, CA. -BEAM DATA MATERIAL DATA -------- BEAM DEPTH = 6 in I-GROSS = 540 in'4 BEAM WIDTH = 30 in Beta = 0.025 BEAM SPAN = 40 ft ELASTIC MODULUS = 3122 ksi SUBGRADE MODULUS 85 pci - -----------------------------. END FIXITIES ---------------------------- LEFT FIXITY : 1=Free,2=Guided,3=Pin,4=Fixed 1 RIGHT FIXITY : 1=Free,2=Guided,3=Pir,4=Fixed,5=Infinite. 1 - -.- LOAD COMBINATIONS LOAD FACTORING ------- 1= DL DEAD LOAD = 1.4 2=DL+LL ->> 2<<- LIVE LOAD = 1.7 3= DL + ST SHORT TERN LOAD = 1 4= DL + LL + ST . OVERALL = 1 -----------------------------APPLIED LOADS ---------------------------- UNIFORM: -- DL ---- LL -- -- ST -- SLoc ELoc -- #1 0 0 Okif 0 Oft #2 : .0 0 Okif 0 Oft #3 : 0 . 0 0 kif 0 0 ft #4 : . 0 0 0 kIf 0 0 ft #5 : 0 0 Okif 0 Oft #6 : 0 0 Okif 0 Oft #7 : 0 0 Okif 0 Oft CONCENTRATED: 41 : 1.1 4.125 0 kips 5 ft #2 : 1.1 4.125 . 0 .kips 15 ft #3 : 1.1 . 4.125 0 kips 25 ft #4 : 1.1 4.125 0 kips 35 ft #5 : 0 0 Okips Oft #6 : 0 0 Okips Oft V. : 0 0 Okips Oft #8 : 0 0 Okips Oft #9 : 0 0 Okips Oft #10 : 0 0 .0 kips Oft #11 : . 0 0 . 0 kips 0 ft MOMENTS: #1 : 0 0 Okips Oft #2 : . 0 0 Okips Oft #3 : 0 0 Okips Oft #4 : 0 0 Okips Oft #5 : 0 0 0 kips 0 ft -SHEAR, MOMENT, SLOPE, & DEFLECTION ------------------ Max V+ = 4.33 kips @ 34.88 ft Ra = 0.00 kips Max V- = -4.51 kips @ 5.12 ft Rb .= 0.00 kips Max. M+ = 6.9 ft-k @ 4.96 ft Ma = 0 ft-k Max M- = -2.9687 ft-k @ 10.08 ft Mb = 0 ft-k Max Theta+ = 0.0006 rad. @ 37.60 ft Theta a= -0.0008 rad Max Theta- = -0.0008 rad. @ 0.00 ft Theta b= 0.0004 rad Max Defl.+ = 0.000 in @ 0.00 ft Defi a = -0.003 in Max Defi.- = -0.042 in @ 4.96 ft Defi b = -0.010 in Max S.P. = . 509 psf @ 4.96 ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 10.00 0.00 0.00 0.00 2,500 I---------I-------- 3,000 3,000 -I---------I 3,000 60,000 60,000 60,000 60,000 0.767 0 0 0 3 ' 0 0 0 0.767 ' 0 0 0 3 0 0 0 0.767 0 0 0 3 0 0 0 Y Y Y Y 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0 0. 0 0 0 0 0 0 0 0 0 MULTI-SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION >>' -------------------------------------------------------------------- CARLSBAD/AIRPORT SELF STORAGE >> CARLSBAD, CA. -GENERAL --------I--Span 1-1--Span. 2-I ---Span 3-I --Span -1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft 10 0 ' 0 0 END FIXITY Lft 1 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAN WIDTH in 30 0 0 0 BEAN DEPTH in 6 ' . 0 ' 0 0 CALCULATED VALUES ---- Left: Max Mu ft-k 0.0 0.0 0.0 0.0 Mn * Phi ft-k 9.1 ----------I---------I---------I---------- 0.0 ' 0.0 0.0 Center: Max Mu ft-k 0.0 0.0 0.0 0.0 Mn * Phi ft-k 9.1 0.0 0.0 0.0 ..Dist. to Mu ft. 10.00 0.00 0.00 0.00 Right: Max Mu ' ' ft-k 0.0 ' 0.0 0.0 0.0 Mn * Phi ' ft-k .9.1' 0.0 0.0 0.0 Max Vu: , Left ' k Rt k Reactions: Left: Dead k (service) Live k Total k Right:Dead k Live k 'Total -k Max. Def 1 @ Mid Span 'in X-Dist ft BEAN DESIGN DATA f'c ' psi Fy ' psi LEFT: As-TOP in-2 'd' TO BARS in CENTER: As-BOTTOM in"2 'd' TO BARS in RIGHT: As-TOP inA2 'd' TO BARS in -APPLIED. LOADS ------ USE LL THIS SPAN? Y/N UNIFORM ...... DL kif LL kif PARTIAL ......DL kif LL klf X-Left ft X-Right ft TRAP.... DL @ Left k/ft DL @ Right k/ft LL @ Left. k/ft LL @ Right k/ft X-Left ' ft X-Right ft POINT ........DL k LL k X-Dist. ft DL k LL k X-Dist. .. ft DL k LL k X-Dist. ft DL k LL k X-Dist. ft MOMENT .......DL ft-k LL ft-k X-Dist. ft - -----SHEAR STIRRUPS ----- Stirrup Av .@ Section in"2 Spacing Req'd @ Left in H Req'd @ .2L in Req'd @ .4L in Req'd @ .6L in H Req'd @ .8L in Spacing Req'd @ Right in -QUERY VALUES ------- Location ft Shear k Moment ft--k Deflection in o o 0 0 0. 0 0 0 0 O 0 0 o 0 0 0 o 0. .0 0 0 0 0 0 .0 0 0 0 0 0 .0. 0 0 0 0 0 .0 0 0 0 0 0 0 .0 .0.22 0.22 I---------I---------I--------- 0.22 0.22 999.00 0.00. . 0.00 0.00 999.00 0.00 0.00 0.00 999.00 0.00 0.00 0.00 999.00 0.00 0.00 . 0.00 999.00 0.00 0.00 0.00 999.00 0.00 0.00 0.00 0.00 0.00 -. --------I---------I---------I 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.000 = = = = = = = = = I = 0.000 = = = = = = = = I = = 0.000 = = = = = = = I = 0.000 = = = = = = = = I DEFAULT ACI LOAD FACTORS Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 40ks1 OF /0 ROOF 10.4. ESSI L.L. LI iAG \\ V /o-?7 E<.rn • FL OO/ 0, L "s I L L. c5 8643 WIND LOAD ía SE/SM/C ./ W LUMBER D.P (c1.oN) L-.V. . oo 1 PARALA/1 )6,5 L(J-I'1. 21-0PI PLYWOOD + CONCRETE 2000 P3/ 11AO1Vi?r' /Q0 P/. - SEk S S soiL C01VA/5CT0R /i1P0/I + S -- I /OOF. FI?At1JNc LOAD RFWc. L//75 L7.L. T.. SN7. L: w- JO/T w3SX270 ;LF S 7- / L: w-=37)<2 7'!-,L7 H5ADER z L = C5- / .(,H /) ,X// =z V 9c JEj/ /F L = 10 / CH:Z) 3'><G ± 30cG PF UsE /? 'i/O. D-X f/ /c OE //?78 y / V?RC 2 2c7c'. (tR 7t7,' 1,,V(;7 Z). /1 - L)L'E 4-XIO ip /tJ.7 L(af) 5X12.:- 2ZD.P'F VIT~T- / ~4x // ~~ LV IL0OR FR/4t'?//V' lf 2 CNc. 1? 3ft c:1 /NCL, CifL-. /0 pL L. /00 TL OFF/CE HROI1. Z_=14 1 w- .C. UO/5T OFF/CE 1'LF .U5'E /"7j/ 9.1 HEA hERs z w-= £I0 .UE .i= /V 4X4- 8(9 T;5 OSE 13ER ON -X4- 8GT?1F LfD'C1-1) W 2/0 UE 2S iE N 24- ,/ OR fr7dc4/2 /3Eat7 \. w -= 85>< S'R3 ,- 8$)(9 = 7 ± 3S><iS ± l)(O z fOQ I7QópLF iw 0 x/8=1237 FT / 1237 12 7<0(:Z) 80 //\/ i.x /ox IF, -/2c k= /cRDO xq 6so oe A .8 6-670 /3 // IEAR OAf 4-X< eEAfO: ov w/ccc L=I '(8) cot ciP ® CEN7ER + x 1 + bo x/oz 76SPtF 1: 7 /5/Ii5 FY S S: 2/S/5X/2 /2 ?OD. 89/H 3 I 75.X/2 /DcS O/AL. UE 3'/2?</ PL R 7 G S>< 5 5 57 7 ER ON *?K q- &L/ STC. E>q-. 84R/Vc RF. 2< 1AIL I<21 FTc, W4LL 280 75-. 300 /729 ?Lf / 7/ 0 !/VLO,E I)(7 BER/AIc 1/141 1g +20 &S XI= 1020 1O)<Z0 200 FT, 0O UE 1-0 w/c, EXT sEaR\/ç VV,4LL ç J'F. SX7 AZ. ESX 1O 95 57ç, 4o Z I ,vo ps c' 8E4iT B PT 1700 A/Q272cx3 5,/ f7-2 CTR F O cS7-<Fj B EAtvl 82 PT /7/09 20500 A 200/2000 /c. p7Z USE VE LcGc .OE - ( 8 7/2 (D t1 E ftJ7 ( TA 1R. PO7 710 L47E'4L L40 EAz7TIJIVEEFST AF. 5fT7 / 785N/ 3S/ PLF(C/7 - v .>< w/a • ia w /3</S?< FL = Ii ) 5 >< S I 7S k X/K3 8 u ?(/QXfc 2 v 3/SL/ ROOF y4p,L./' L 5- L72' w-= ia,><=ia I4-8 X//2cS: 74- PLF I t UE J/Z FL"V/O, Ut I' ( ff2 .C. VI3)2 S7i2P v'/idc 2/10. I=L 0/4W. LL /c5)( //=• 2 017- fL/Z 2X/2$ 7 ><1 - / 2 C) ~Z. ~5- A a I4 /5J.o V /'1or rOX/X/O V\/ 3?<-x/5 /.X?<JO . -F I>(X 15 ± 7. U.3E I IL N/L C. /-/LOcDV\//V w/ 7-/c 1f/L7 L-EO7 SPL/CE w/r2 CJE E3 ECCA ALL N,4i' JO/'T/LE q1? A'4 c I I - I 16 -- ---• _______f ___7_ C OE //2Ie'pvv,do. /ocF" 7KAIL 67 A. eoL-ro PA H Ar' OLOC frYA/ AE L . piç P/E W,/c722 S'EL WALL 2 L tr ><2o/2 / -i- /8X2Z/2!I 2S1 PRA (7 2J X2 X S/ c 1/71 2 01- X7S/25 f + l (7E/2O 4-4 • 1O FL Ina A EtçE /4,7?( '2"ccr. L7E. PL, ,O/ç c) Cc / 1611,5T 2, .0 IT E 3 /1e F L YkJ7, /2OC iBC/c ,4LL cE ® A. 80 L7(S 48" NORTW/J 0 TN E/5't-V C R/-138 xf4 it x3S><4 1/ >(I'><ç 4- U y RF ±3-1-2 ,tL 19+3±7-2 X X' F /2 21-a 27 :/:Cl / 38 z g c / z / ? 67 f6l-- X L(07 RF pjz:' 7i //S 4-- i7=' EE A, çE • SLF crç, 0- Lo' f7X/O/o tRc 9/xx//o2# VVlLL .b L=22' /57 xIq-/22 /2--l- + x / I25 X ( W /5X/2fZ z/o 3/CO 1c7,lq /3 x22x/q-D sa WA I- C / /5x/c Is P4 MEL 7//3o I 7-/xsx/z7ao0 pr vv /1XIOz oo 800 4 (X7< 5O 27O t7, 22O X Z ,57< 87 FT HOz 71_71(5a O# FLOOR D/f II u-s ¼ PL, 'P/ i/VL2. L ii /\/4/sa" (JPL/C S- 7- /1 W/ 7 -' 0 4 E. 8 d CC iv /Y. TO 1/ ICd( 1 12, It S70. •V'7-: CCiVC. 1)7 + 9IXO// I5•_ 2 =2X/X/0=3f 0(0 FT W/SX)i(24 GO D-O +1X,)<24z. +IG -,Kx2cL 2_O1- +I?KJzI I8O RZ I ~5GeO X '~:? X , '7= / (000 3O FY l/V4L & A (:7 5 X / a X /0/40 zzJ327 /?/X /2/2~ ~0-~- +/38X22/22= /36 Rcscx22N.IJc-0 53- W1LL C Lz 27 OVE TAPVFA W4Z_,. ()Z' 84MOAWALL & (1 W1 2- TZ SELF 5 P/VEL P1- /S5X3 ></()7&o S4/ A W4LL W= /S><c&X T /2O0 28OzD 72O tlRZ 72C)< ZS?<.7 z 112S STRUCTURAL CALCULATIONS FOR CARLSBAD I AIRPORT SELF- STORAGE CARLSBAD, CA. DESIGN LOADS (PER "94" UBC) ROOF LIVE LOAD............LL : 20•PSF ROOF DEAD LOAD ......... DL:=4•PSF WIND LOADING @ 80 MPH, 20 FT, EXPOSURE C VELOCITY PRESSURE: COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR COEFFICIENT: PRESSURE COEFFICIENT (LATERAL): PRESSURE COEFFICIENT (UPLIFD: LATERAL PRESSURE: UPLIFT PRESSURE: qs := 16.4•PSF Ce 1.13 Cq 1.3 Cqu := 0.7 Wp : qs.Ce•Cq Wu :z qs•Ce-Cqu JAN 311997 Wp = 24.092PSF Wu = 12.972PSF SEISMIC LOADING ZONE 4 SEISMIC ZONE FACTOR: SEISMIC IMPORTANCE FACTOR: SEISMIC BASE SHEAR COEFFICIENT MATERIAL SPECIFICATIONS: Z:= .4 I 1.0 C:= 2.75 Rw 6 ZIC = 0.183 Rw STEEL............................LIGHT GAGE: Fy = 50 KSI (FOR 18 GA. AND THICKER) STRUCTURAL STEEL: Fy = 36 KSI TUBE SECTIONS: Fy =46 KSI SCREWS ........................ #12 TEKS BOLTS.............................A-307 QUALITY ANCHOR BOLTS ............ HILTI-HDI ANCHORS CONCRETE....................F'c = 2500 PSI (NO SPECIAL INSPECTION REQUIRED) qs 16.4PSF Ce : 1.13 Cqu := 0.7 Wu := qs.Ce.Cqu Wu = 12.972P5F WHARTON & ASSOCIATES 601 SOUTH MILLIKEN AVENUE SUITE H ONTARIO, CA. 91761 PHONE: (909) 605-6865 FAX: (909) 605-6870 VERTICAL DESIGN AT ROOF PROJECT: CARLSBAD I AIRPORT SELF-STORAGE CARLSBAD, CA. DESIGN LOADS: ROOF LIVE LOAD: RLL 20PSF ROOF DEAD LOAD: RDL :z 4•PSF WIND PRESSURE: WIND LOADING @ 80 MPH, 20 FT, EXPOSURE C VELOCITY PRESSURE: COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR COEFFICIENT: PRESSURE COEFFICIENT (UPLIFT): UPLIFT PRESSURE: PURLIN DESIGN: TW:5.FT • L:=10.FT Fy := 50000. PSI W:z (RLL+RDL).TW W120PLF AI 2 M :z M = 1200-FT-LB 10 M Sxreq 0.6•Fy Sxreq = 0.48 1N3 TRY Z 4'X2"X1 8GA. PURLINS Sx 0.54.IN3 > 0.48 IN OK CHECK UPLIFT: E 29000000 PSI d:= 4-IN ly : 0.393-IN 4 Wup : Wu•5.FT Wu = 64.862PLF Mu :z Wup•L2 Mu = 648.62 FT. LB 10 thu :z Mu Thu = 14413.778 -PSI Sx 2 Fbu •E•dIy133 Fbu = 23086.969 PSI > L2 Sx USE 'Z 4"X2"XI8GA PURLINS 14413.778.PSI OK ______-- ---- - - - - - -----.-- -, -, 1 •" DESIGN CONTINUITY SPLICE: V:= M 18. IN V=800-LB USE (2) #12 TEK SCREWS 18" APART S Vail : 2.525-LB Vail = 1050 LB > 800. LB OK POST DESIGN: P := W-10-FT P = 1200LB USE 'C 4X2XI8GA. POSTS Pall := 1626. LB > 1200. LB OK DESIGN PURLIN TO POST CONNECTION: V:=P V=1200LB USE (3) #12 TEK SCREWS S Vail := 3.525-LB Vail = 1575 LB '> 1200. LB OK DESIGN POST ANCHORAGE: ' Vu := (Wu - RDL)•10•FT•5.FT Vu = 448.62 LB USE (3) #12 TEK SCREWS TO POST AND (1) 1/2" DIA. X 2" HDI EXP. ANCH. Vail := 3.525-LB Vail = 1575 LB > 448.62. LB OK Tail 592.5. LB PER ICBO RN 2895 Tall = 592.5 LB > 448.62. LB OK (SPECIAL INSPECTION NOT REQUIRED) PURLIN DESIGN (12 FT. SPANS): TW:=5.FT L:=12.FT S Fy := 50000 PSI W:= (RLL+RDL).TW W= 120PLF %AI 2 M :z M = 1728 FT. LB 10 M Sxreq 0.6•Fy Sxreq = 0.691 1N3 TRY Z 6°X2"XI6GA. PURLINS Sx := 1.137-IN 3 > 0.691. IN OK CHECK UPLIFT: E 29000000. PSI d 6-IN ly 0.48•1N4 Wup : Wu•5.FT Wu = 64.862PLF Mu Wup•L2 Mu = 934.013 FT. LB 10 Thu Mu thu = 9857.655-PSI Sx Fbu 0.3n2•Ed•Iy133 Fbu = 13950.111 PSI> 9857.655. PSI OK L2•Sx USE 2 6"X2"XI6GA PURLIN,11 USE (3) #12 TEK SCREWS 18" APART Vail := 3-525-LB Vail = 1575LB > 1152. LB OK POST DESIGN: P:=W.12.FT P=1440LB USE 'C' 4"X2"XI8GA. POSTS Pail := 1626. LB > 1440 LB OK DESIGN PURLIN TO POST CONNECTION: V:=P V=1440LB S USE (3) #12 TEK SCREWS Vail := 3-525-LB Vail = 1575 'LB > 1440. LB OK DESIGN POST ANCHORAGE: • Vu := (Wu- RDL).12.FT.5.FT Vu = 538.344 'LB USE (3) #12 TEK SCREWS TO POST AND (1) 1/2" DiA. X 2" HDI EXP. ANCH. Vail 3-525-LB Vail = 1575 'LB > 538.344.LB OK Tail := 592.5. LB PER iCBO RN 2895 Tail = 592.5 'LB > 538.344. LB OK ..(SPECIAL INSPECTION NOT REQUIRED) Lf Vt WHARTON AND ASSOCIATES SINGLE POST DESIGN FIND ALLOWABLE AXIAL LOAD FOR "C" 4 X 2" X 18-GA POST PER 1986 AISI MANUAL D:= 4-IN B 2. IN t .048. IN d .5•IN = 0 R :z .09375.IN A .413•SI Rx 1.62-IN Ry :z .74-IN J := .00032.IN4 Cw: .777•IN6 RU: 2.4-IN X0 .-1.61.IN Ix 10-FT ly := 10-FT G := 11300.KSI K 1.0 Fy 50•KSI 0 FIND ALLOWABLE STRESS FOR SECTION 0 2 Fel Fel = 11071.914 -PSI / \2 0 \ Ry 2 cYex aex = 53062.694 'PSI 0 (K.i 2 0 \RxJ 2 E•Cw G.J + cit = 8124.054 "PSI A.R02 (K.Iy)2 X0 2 0.55 RU2 Fe2 :=.[(ciex+at)_J(aex~)2_o4..ciex.citJ 2• Fe2 = 7558.976 "PSI Fel = 11071.614 -PSI Fe:Fe2 = 25000 "PSI > Fe = 7558.976 "PSI 2 Fn := Fe Fn = 7558.976 "PSI FIND EFFECTIVE AREA (Ae) FLANGES: dL (d - R - t) d =0.5-IN Is := dL• -- Is = 0"IN4 12 wf:z B— 2•R - 2•t wf=1.716-IN = 0.291 < 0.8 wf S 1.28. FS = 79.963 Fn = 26.654 < Wf = 35.76 3 t THEREFORE 3 la := 399• S - .33 •t4 S S - fl - I.i\ / \ ki := 4.82- 5.(--' .43 kl = 25.129 wfJ \Ia) k2 := 5.25 - 5.-- k2 = 3.794 wf Tk2 2 .f. fr tE =0.309<.673 THEREFOREFLANGES ARE FULLY EFFECTIVE bw:=wf bw=1.716-IN WEB: ww:=D-2.R-2.t . 1.052 44 FE S ). =0.652 <.673 THEREFORE WEB FULLY EFFECTIVE LIPS: dL = 0.358 1N k:= .43 := 1.052 ).dL. Fn tJE =0.192 <.673 THEREFORE LIPS ARE FULLY EFFECTIVE 1w dL Ae:=A Ae=0.413 -IN 2 DETERMINATION OF Pa pn := Ae•Fn Qc := 1.92 Pa Pa = 1625.967 *B DESIGN LOADS: ROOF LIVE LOAD: RLL 20 PSF ROOF DEAD LOAD: RDL 4.PSF FLOOR LIVE LOAD: FLL : 125. PSF FLOOR DEAD LOAD: FDL 36•PSF JOIST DESIGN: TW:2.5.FT L:=10•FT Fy:= 50000-PSI W : (FLL + FDL).TW W = 402.5 PLF %AI 2 M : M = 4025 FT. LB 10 :Sxreq := M 3 0.6Fy Sxreq = 1.61 IN USE *Z '8"X2 1/X16GA JOISTS Sx:=1.93.IN3 > 1.61•IN3 OK CHECK DEFLECTION: E : 29000000. PSI I 7.98-IN 4 : 5WL4 = 0.391 1N < = 0.5 1N 384•E•I 240 DESIGN CONTINUITY SPLICE: V M 18. IN V = 2683.333 LB USE (6) #12 TEK SCREWS 18" APART Vail 6525•1-13 Vail = 3150 LB > 2683.333. LB POST DESIGN: P:zW.1Q.FT P4025LB USE C' 4"X2 1/2"XI6GA. POSTS WI MIDHEIGHT BRACING Pall := 6464. LB > 4025. LB OK DESIGN PURLIN TO POST CONNECTION: V:P V=4025-LB USE (8) #12 TEK SCREWS VaII:8.525.LB VaII=4200LB > OK 4025- LB OK 7 - BEAM DESIGN TW:=10.FT L:=i0FT Fy:=36000.PSI W := (RLL-t- RDL +FLLi-FDL)•1W vv,i 2 M :=_ 0 M =23125-FT-LB 8 M Sxreq 0.66. Fy Sxreq = 11.679 1N3 TRY W12X26 Sx 33.4•IN3 bf := 6.49 if 0.38 d := 12.22 tw := 0.23 Af : = bf• if Af = 2.466 : Ix 204-IN 4 : CHECK LOCAL PLATE INSTABILITY: 65 bf --=10.833 —=8.539< 2if 'J36 = 53.13 < !. = 106.667 tw 436 THEREFORE W12X26, Fy=36 KSI IS A COMPACT SECTION CHECK OVERALL BEAM INSTABILITY: 76. bf 20000 -11212 36. (Af) Lb := 30. IN < 82. IN THEREFORE BEAM WILL NOT EXPERIENCE LATERAL-TORSIONAL BUCKLING Fb := 0.66Fy Fb = 23760 PSI fb fb = 8308.383 -PSI < 23760-PSI OK Sx CHECK DEFLECTION: E := 29000000. PSI 240 AII4 A := A = 0.07 1N < 0.75. IN OK 384•E-Ix • USE W12X26 BEAM P1 (RLL + FLL).L.TW P1 = 14500 LB Pu 1.4•Pd + 1.7.131 Pu =30250-LB TRY THICKNESS OF 18' d 14.5-IN 3c :z I bO := 4.3-IN i- 4•d bO = 70 1N as : 40 qs1:2+ 4— qs16 OC 2 as. d2 q2=10.286 bO := 14-PSI fc 3000. PSI Vn 0.27.0.b0.d.ar.j Vn = 224654.149 LB 0.85 Vn = 190956.026 -LB Vu := Pu. B2 - (3. IN + d)2 B2 B - 3-IN 2 Vu = 27073.024LB < I = 2.125FT I -- - - - - - -- -- -* - - -- --- ------- ---r--- -- (!),I2 Muc:= B Muc=15177.517•FT•LB 2 := 0.9 Fy := 60000. PSI 1.08•Muc 2 Asreq Asreq = 0.251 IN Fy•d preq Asreq preq = 0.00032 pmin : 0.0018 0 Asmin := pmin•B•d Asmin = 1.4091N2 USE (5)#5 BARS EACH WAY As 1.53•IN2 > 1.409. IN OK USE 4-6"X44'X18" SPREAD FOOTING WI (5) #5 BARS EACH WAY EDGE JOIST DESIGN: 0' TW :=1.25.FT L := 8.67-FT Fy 50000. PSI W (FLL -t- FDL).TW -i- (RLL + RDL).2.5.FT W = 261.25 - PLF tn, 2 M M = 2454.734 FT LB 8 M Sxreq 0.6•Fy Sxreq = 0.982 -IN 3 USE *C '8"X2 1/2"XI6GA JOIST Sx 1.93-IN 3 > 0.982 IN OK CHECK DEFLECTION: E 29000000. PSI 1:= 7.88-IN 4 0 • A := 51L4 A = 0.145 1N < = 0.434 1N 0 0 384•EI 240 LEDGER DESIGN: 1W 5. FT L := 8.67-FT Fy 50000. PSI W I = (FLL -t- FDL -t- RLL i- RDL ) .w W = 925 PLF AI 2 M ------ M = 8691 .404 FT. LB 8 M Sxreq •= 0.6Fy Sxreq = 3.477 1N3 USE 'U' 8 1!4"X3"XI2GA LEDGER Sx := 3.63.IN3 > 3.477• IN OK CHECK DEFLECTION: E := 29000000. PSI 1 := 14.9968•IN4 0 0 A 5L4 A = 0.27 1N • = 0.434 1N 0 0 0 • 384EI 240 I - - I W:= (FLL + FDL).TW W=1610PLF IA,• •• '2 M:= M=5031.25 FT- LB 8 Sxreq 0.6•Fy Sxreq = 2.013 -IN 3 USE (2) 'C 6"X2"XI6GA BEAM Sx:= 2•1.137IN3 Sx=2.274 -IN 3 > 2.013lN3 CHECK DEFLECTION: -. E := 29000000.PSI 1 := 2.3.411.IN4 A 5•W.0 A = 0.114 1N < = 0.25 -IN 384•E•1 240 POST DESIGN: P := W•3.75•FTi- 1200. LB P = 7237.5 LB USE 'C' 4'X2 1/2"X16GA. POSTS W/ MIDHEIGHT BRACING Pall 26464.LB Pail = 12928 'LB > • 7237.5. LB DESIGN PURLIN TO POST CONNECTION: V := P V = 7237.5 -LB USE (14) #12 TEK SCREWS OK OK Vail := 14•525.LB Vail = 7350LB > 7350. LB OK 77 ex WHARTON AND ASSOCIATES SINGLE POST DESIGN FIND ALLOWABLE AXIAL LOAD FOR "C" 4" X 2 1/2" X 16 GA POST PER 1986 AISI MANUAL . D := 4-IN B:= 2.5. IN t:= .06-IN d := .5-IN R:= .09375•IN A:= .573. SI Rx : 1.652-IN Ry : .913-IN J : .0006874.IN4 Cw :z 1.609.IN6 RO : 2.793-IN XO := -2.059.IN ly : 5-FT Ix : 10-FT G:= 11300KSI K:=,1.0 Fy : 50.KSI FIND ALLOWABLE STRESS FOR SECTION 2 Fel := Fel 67415.664 -PSI / \2 \ Ry 2 oex:= aex = 55179.703 -PSI (K. i 2 . .. Rx) 2 : G.J + it- art = 30850.22 -PSI A•R02 (K.Iy)2 11 p = 0.457 Fe2 : .[(aex + - ex + - 4..aex.at] 2.0 Fe2 = 22465.711 PSI Fel 67415.664 -PSI Fe := Fe2 !=25000-PSI > Fe=22465.7I1-PSI 2 Fn := Fe Fn = 22465.711 PSI FIND EFFECTIVE AREA (Ac) FLANGES: dL:=(d-R_t) d=0.5-IN Is : dL•-- Is = 01N4 12 wf:B-2.R-2.t wf=2.192-IN --=0.228< 0.8 wf fFn ES : 1.28 . . S = 46.383 > wf = 36.542 > = 15.461 3 - ------- ------ 4... THEREFORE 13 . . : .• • la := 399• .-- - .33 •t4 S n:=.5 ki := 4.82 - 5• 1.(Ls ) n 43 k1 = 2.81 wf) \Ia k2:=5.25-5.-.. . k2=4.11 .wf : 1.052 wf. ffFn =0.523 <.673 THEREFORE FLANGES ARE FULLY EFFECTIVE WEB: bw := wf bw=2.192-IN . ww:=D-2.R-2.t := 1.052 fr tE = 0.893 <.673 THEREFORE WEB IS NOT FULLY EFFECTIVE 1 -0.22 - p .= 0.844 LIPS: dL = 0.346 1N k:=.43 . . • := 1.052 .43 tf fFn = 0.255 <.673 THEREFORE LIPS ARE FULLY EFFECTIVE Iw:dL Ae A - wf.t.(1 - p) Ae = 0.552 S1 A = 0.573 1N2 DETERMINATION OF Pa pn AeFn Qc := 1.92 Pa Pn Qc • Pa=6464.089-LB 13 WHARTON & ASSOCIATES 601 SOUTH MILLIKEN AVENUE ••__-,----;SUITE H S ONTARIO, CA. 91761 PHONE: (909) 605-6865 FAX: (909) 605-6870 PROJECT: CARLSBAD I AIRPORT SELF-STORAGE CARLSBAD, CA. DESIGN LOADS: ROOF LIVE LOAD: RLL := 20.PSF ROOF DEAD LOAD: RDL : 4•PSF FLOOR LIVE LOAD: FLL := 125PSF FLOOR DEAD LOAD: FDL := 36•PSF WIND PRESSURE: WIND LOADING @ 80 MPH, 20 FT, EXPOSURE C VELOCITY PRESSURE: COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR COEFFICIENT: PRESSURE COEFFICIENT (LATERAL): LATERAL PRESSURE: SEISMIC 'LOADING ZONE 4 • SEISMIC ZONE FACTOR: SEISMIC IMPORTANCE FACTOR: SEISMIC BASE SHEAR COEFFICIENT: qs := 16.4PSF Ce := 1.13 Cq 1.3 Wp qs.Ce.Cq Wp = 24.092PSF - Z .4 1 := 1.0 C := 2.75 Rw := 6 Z•IC = 0.183 Rw TRANSVERSE DESIGN: SEISMIC FORCE: (75.FT.400.FT).(RDL).(0 183) = 21960 -LB (75• FT. 400• FT) (FDL.i- FLL.0.25)•(0.183) =369202.5LB (21960. LB -- 369202.5. LB) .(21960. LB. 20.FT) = 41585.382LB (21960.LB.20.FT) -t- (369202.5.LB.10.FT) (21960. LB -- 369202.5. LB) .(369202.5. LB- 10.FT) = 349577.118 'LB (21960.LB•20.FT) -t- (369202.5.LB. 10.FT) WIND FORCE: (Wp.5. FT. 400.FT) = 48183.2 LB (Wp.10. FT. 400.FT) = 96366.4 'LB WIND GOVERNS AT ROOF SEISMIC GOVERNS AT FLOOR Iq TOP TRACK DESIGN: W Wp5FT M.- W.(10• FT)2 10 W=120.458•PLF M = 1204.58 FT. LB M Sxreq. 3 30000-PSI Sxreq = 0.482 IN USE U 4"X2"XI8GA. TOP TRACK Sx := 0.518-IN 3 > 0.482. IN OK 2ND FLOOR SHEARWALL DESIGN: V : Wp.(5•FT•10•FT) V = 17.208PLF 70. FT USE 29GA.METAL SHEARWALL PANELS W/ (5) #10 TEKS AT EACH STUD 5'-0" O.C. AND (0) SIDELAP FASTENERS BETWEEN STUDS Vail 90•PLF > 17.208PLF OK ANCHORAGE DESIGN: USE 1/2" DiA. HDi EXP. ANCH. AT 5'-0" O.C. Vail 1110-LB Vail = 222 PLF > 17.208.PLF OK 5. FT 1ST FLOOR SHEARWALL DESIGN: V: Wp.(15•FT•10•FT) V=60.229PLF 60. FT USE 29GA. METAL SHEARWALL PANELS W/ (5) #10 TEKS AT EACH STUD 2-6" O.C. AND (0) SIDELAP FASTENERS BETWEEN STUDS Vail :174.PLF > 60.229•PLF OK ANCHORAGE DESIGN: USE 0.140" DiA. SHOTPINS AT 1'-0" O.C. Vail : 95.LB Vail = 95PLF > 60.229PLF OK 1• FT LONGITUDINAL DESIGN: : SEISMIC FORCE: (75. FT. 400. FT) .(RDL).(0.183) = 21960 LB (75• FT. 400. FT) •(FDL -t- FLL•0.25)•(0.183) = 369202.5 LB (21960. LB i- 369202.5•LB).(21960. LB. 20.FT) = 41585.382 LB (21960•LB.20•FT) -t- (369202.5•LB.10•FT) (21960. LB .i- 369202.5. LB) .(369202.5. LB. 10.FT) = 349577.118 LB (21960•LB•20•FT) + (369202.5.LB•10.FT) WIND FORCE: (Wp.5. FT. 75.FT) = 9034.35 LB (Wp.10. FT. 75.FT) = 18068.7 LB SEISMIC GOVERNS 2ND FLOOR EXTERIOR SHEARWALL DESIGN: V := 41585.382.LB.10.FT V = 13.862PLF 75-FT-400-FT USE STUCCO EXTERIOR W/ STUD 2-0" O.C. Vail 180.PLF > 13.862•PLF OK ANCHORAGE DESIGN: USE 0.140" DIA. SHOTPINS @ 24" O.C. Vail := 95B • Vail = 47.5 PLF > 13.862PLF OK 2 FT 2ND FLOOR INTERIOR SHEARWALL DESIGN: V 41585.382.LB.25.FT V = 40.77 PLF 75-FT-340-FT USE 29GA. METAL SHEARWALL PANELS W/ (5) #10 TEKS AT EACH STUD/GIRT 5-0" O.C. AND (0) SIDELAP FASTENERS BETWEEN STUDS Vail : 90.PLF > 40.77•PLF OK ANCHORAGE DESIGN: USE 1/2" DIA. HDI EXP. ANCH. @ 10-0" O.C. Vail 1110. LB Vail = 111 PLF > 40.77•PLF OK 10• FT 1ST FLOOR EXTERIOR SHEARWALL DESIGN: V 41585.382.LB.10.FT V = 13.862PLF 75. FT. 400. FT USE (3) PORTAL FRAMES SEE ATTACHED CALCULATION 1ST FLOOR INTERIOR SHEAR WALL DESIGN: 41585.382-LB-25-FT 75-FT-340-FT USE 29GA. METAL SHEARWALL PANELS W/ (5) #10 TEKS AT EACH STUD/GIRT 5'-0" O.C. AND (0) SIDELAP FASTENERS BETWEEN STUDS Vail 90PLF > 40.77. PLF OK ANCHORAGE DESIGN: USE 1/2" DIA. HDI EXP. ANCH. @ 10-0" O.C. Vail := 1110.LB Vail = 111 PLF > 40.77PLF OK 10-FT 17 ---- *-- ---v ------- A is WHARTON AND ASSOCIATES - STRUCflALCALCATIONS FOR 29 GA. STRUCTURAL SHEAR WALLS FROM EXAMPLES SUPPLIED IN THE STEEL DECK INSTITUTES "DIAPHRAGM DESIGN MANUAL THE FOLLOWING SHEARWALL IS ANALYZED FOR STRENGTH. STRENGTH DESIGN: #OF EDGE FASTENERS= ne : 5 # OF STITCH FASTENERS = ns := 0 # OF GIRTS BETWEEN END = np : 7 PANEL LENGTHS (MIN.) = L := 40. FT SUPPORT SPACINGS = Lv: 5. FT TEK DIAMETER #1O= d:.188.IN PANEL GAUGE 29 GA. = t := .0172. IN STEEL STRENGTH = Fy : 50• KSI PANEL DEPTH D := .75-IN MATERIAL: D = 0.75 -IN t = 0.017 'IN Fy = 50 KS1 CONNECTIONS: (5)#10 TEKS AT EACH PANEL TO POSTS AND GIRTS, AND (0)#10 TEKS AT SIDELAPS BETWEEN POSTS AND GIRTS. d=0.188-IN Lv=5FT CONNECTION STRENGTH: * IN Qf := 1.25.—.Fy.t•(1.KSI - 0.005.Fy) KIPS Qf = 0.806 KIPS SIDELAP STRENGTH: Qs := 115.! KIPS .d.t SI Qs = 0.372 'KIPS Qs as := Qf as = 0.461 . :1- 12 240.IN2.4[t = 0.881 np=7 a2:= al ne=5 L40-FT * . Su : (2-al + np.a2 + Qf Su = 0.378 KLF EQ. 2.2-2 SUMXe2 [12 + 2.(102 17 2) ].IN2 SUMXe2 = 779 1N2 SUMXp2 SUMXe2 Su2 := 2.(. - 1) + 2•np.SUMXp2 .i- 4. SUMXe2 Qf • EQ. 2.2-4 W2 L Su2 = 213.277 PLF B := [ns.as .i- .-1-.(2.np.SUMXp2 .i- 4-SUMXe2)] B = 10.819 N .!. 12. IN w Su3 : ( Qf EQ. 2.2-5 L2.N2) .1 (B-IN Su = 377.93 PLF Su2 = 213.277 PLF Su3 = 218.059 PLF USING A FACTOR OF SAFETY OF 2.35 S := 2.35 S = 90.756 PLF - t•. t. -- WHARTON AND ASSOCIATES - STRUCTURAL CALCULATIONS FOR -_.. .. ..- 29 GA. STRUCTURAL SHEAR WALLS FROM EXAMPLES SUPPLIED IN THE STEEL DECK INSTITUTES "DIAPHRAGM DESIGN MANUAL' THE FOLLOWING SHEARWALL IS ANALYZED FOR STRENGTH. STRENGTH DESIGN: # OF EDGE FASTENERS = ne := 5 # OF STITCH FASTENERS = ns : = 0 # OF GIRTS BETWEEN END = np := 15 PANEL LENGTHS (MIN.) = L := 40-FT SUPPORT SPACINGS = Lv: 2.5. FT TEK DIAMETER #1O= d:=.188-IN PANEL GAUGE 29 GA. = t: .0172. IN STEEL STRENGTH = Fy := 50. KSI PANEL DEPTH= D := .75-IN MATERIAL: D = 0.75-IN t = 0.017 IN Fy = 50 KS1 CONNECTIONS: (5)#10 TEKS AT EACH PANEL TO POSTS AND GIRTS, AND (0)#10 TEKS AT SIDELAPS BETWEEN POSTS. d=0.188-IN Lv=2.5FT CONNECTION STRENGTH: * ; IN Qf := 1.25.—. Fy.t.(1.KSI - 0.005-Fy) KIPS Qf = 0.806 KIPS SIDELAP STRENGTH: Qs := 115.!!.d.t SI Qs = 0.372 KIPS Qs as := Qf as = 0.461 12 240. IN2.Ji = 0.94 * ns = 0 NUMBER OF STITCH FASTENERS 0 0 * nsas=0 0 SUMXe:=(10.t.17-t-1-,-10+17),IN 0 SUMXe = 551N W := 36-IN SUMXe al W al 1.528 0 np=15 a2:= al ne5 L=40PT * Su := (2-al + np•a2 - ne).9! Su = 0.624 KLF EQ. 2.2-2 00 0 SUMXe2 := 112 2.(102 172) ].IN2 SUMXe2 = 779 1N2 SUMXp2 SUMXe2 Su2 := 2•(? - 1) -- ns•as 2-np.SUMXp2 -i- 4.SUMXe2 •.9! EQ. 2.2-4 W2 L Su2=409.526PLF B := ns•czs - -t-.(2.np.SUMXp2 i- 4-SUMXe2) W2 B = 20.437 ne N:=!.12.IN w M2 D2 Su3 := •Qf EQ. 2.2-5 4 (12.N2) (B-IN)2 Su = 624.284 PLF Su2=409.526•PLF Su3 = 411.793 fLF USING A FACTOR OF SAFETY OF 2.35 2.35 S=174.267•PLF CARLSBAD/A IRPORT SELF-STORAGE CARLSBAD, CA. 2.?? + .38 .. . Wharton & Associates RISA-2D (R) Version 3.03 CARLSBAD/AIRPORT SELF-STORAGE CARLSBAD, CA. Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge. Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -. ---------- (ft)- -------- (ft) ----- (in,K/in) ---- (in,K/in)---(r,K-ft/r)-----(F)- 1 0.00 • 0.00 R R 0.00 2 • 0.00 9.00 • 0.00 3 10.00 • 9.00 . . . . 0.00 4 .10.00 0.00 . R R 0.00 ---------------------------------------------------------------------------- Matérial Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ----------(Ksi) -----------------------(F) -------- (K/ft3 )------(Ksi) STEEL 29000.00 0.30000 0.65000 0.490 36.000 Section . • Database • Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------- ( in'2 )---------( jnA4 )_________________ W12X16 W12X16 STEEL 4.71 . 103.000 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------- (in) ---- (in) ------(ft) 1 1 - 2 W12X16 • 9.00 2 2 - 3 W12X16 10.00 3 3 - 4 W12X16 . • . 9.00 ---------------------------------------------------------------------------- I J . Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc . In Out Cm Cb --------------- ( (ft) -----(ft) -----(ft) ----------------------------------- 1 1- 2 2 2- 3 . . . ----------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --------------- ( ft) -----(ft) -------t ---------------------------------- 3 3 4 BLC Basic Load Case . Load Totals No. Description . - Nodal Point Dist. 1 SEISMIC . . . 1. Member Point Loads,BLC 1: SEISMIC . . ----------------------------------------------------------------------------- Meiub I J No . Node Node Direction Magnitude Location ---------------------------------------(K,K-ft,F) -----------------(ft) ------ 1 1 - . 2 X 2.772 9.000 Load. -Combination Self Wt .BLC BLC BLC BLC BLC W E No. :Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 . - 1_i Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case for masses : None BLC mass direction of action : . X only Acceleration of Gravity : 32.20 ft/sec**2 Load Combination is 1 Nodal Displacements -------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in) -----------------(in) ----------------(rad) --------- 1 0.00000 . . 0.00000 -0.00375 2 0.30724 0.00197 -0.00104 3 0.30603 -0.00197 -0.00103 4 . 0.00000 -0.00000 -0.00373 RISA-2D (R) Version 3.03 Wharton & Associates CARLSBAD/AIRPORT SELF-STORAGE CARLSBAD, CA. Job Page__________ Date Load Combination is 1 Reactions Node Global X Global Y Moment -----------------(K) ------------------(K) ---------------(K-ft) --------- 1 -1.38762 -2.49480 : 0.00000 4 . -1.38438 2.49480 0.00000 Totals -2.77200 . 0.00000 . 0.00000 Load Combination is 1 Member End Forces . Nodes ========== I-End ========== ========== J-End No • I J Axial Shear Moment Axial Shear Moment -----------(K) --------(K) ------ (K-f t) -------(K) --------(K) ------ (K-ft) -- 1 1- 2 -2.49 1.39 0.00 2.49 -1.39 12.49 2 2- 3 1.38 -2.49 -12.49 • -1.38 2.49 -12.46 3 3- 4 2.49 1.38 12.46 -2.49 -1.38 0.00 ..Load Combination is 1 AISC Code Checks Nodes ------------------------------------------------------------------------------ Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear 1 1- 2 0.6569 0.0245 ---------------------------------------------------------------------------- 0.1642 0.3284 0.4926 0.6569 0.0365 2 2- 3 0.8491 0.8491 0.4487 0.0483 0.4468 0.8472 0.0657 3 3- 4 0.7244 0.7244 0.5606 0.3968 0.2329 0.0691 0.0364 Is I'V' IasterLok908 Structural Standing Seam Roof Systems from McElroy represent the finest in a structural standing seam system. Proven by-stringent UL90 wind uplift testing, MasterLok-90 systems offer the ultimate in strength, weatherability and wind resistance. Designed for simplicity of installation, MasterLok-90's proven snap-together locking system allows panels to be installed on either side of the roof simultaneously, from one end of the building to the other. To ensure total weatherght integrity for slopes as low as 1/4:12, MasterLok-GO panels incorporate full 3" high standing seams complete with factory-applied sealant. In addition, all penetrations are made outside the building envelope. Endlaps, when required, are tightly sealed using a compression connection, 24" Cover Width _______I 81/2" - 7" 4 07410IMCE : BuyLine3423 MASTER LO K•90 LOAD. TABLE * SECTION PROPERTIES ALLOWABLE LOADS (PSF) TOP IN COMPRESSION BOTTOM IN COMPRESSION WINO LOAD LIVE LOAD DEFLECTION (IN) Panel Gauge Weight PSF F'? KSI Ix IN.4 Sx IN.3 Ma KIP FT. Ix IN.4 Sx IN.3 Ma KU' fl. 3• ' 35 ' 26 0.98 50 .2535 .1023 3.06 .1288 .0740 2.21 353 259 1199 1 157 127 105 191 141 108 85 69. 57 0.20 0.23 0.27 0.30 0.33 0.37 24 1.24 50 .3202 .1291 3.87 .1722 .0994 2.98 445 327 251 198 160 133 257 189 145 114 93 77 0.20 0.23 0.27 0.30 0.33 0.37 22 1.60 50 .4136 .1666 4.99 .2385 .1391 4.16 575 422 323 255 207 171 360 264 202 160 130 107 .20 0.23 0.27 0.30 0.33 0.37 Sue Load Table Notes, Page 7. For UL-90 24 GA minimum panel on 5 - 0 maximum purlin spacing, per UL construction number 205. SIDE LAP DETAIL 07410/MCE 7 BuyLine 3423 7heunique panel design of McElroy's Multi-V Architectural Panel make it an ideal selection for a variety of commercial and industrial applications. Although Multi-V is an exposed fastener panel, its panel design allows fasteners to be positioned in the "valleys", making them visually less apparent than with other exposed fastener panels. Multi-V represents an aesthetically superior panel which offers tremendous design flexibility for any building project 12" 1 3/16' TI 36' Cover Width I? MULTI-V LOAD TABLE SECTION PROPERTIES ALLOWABLE LOADS (PSF) TOP IN COMPRESSION BOTTOM IN COMPRESSION WIND LOAD DEFLECTION (IN) Panel Gauge Weight PSF I FY (<SI lx IN.' Se IN.' Ma KIP IN. Ix IN.4 Se IN.3 Ma KIP IN. ' 1 8 4 6 29 0.72 80 .0125 .0226 1.084 .0168 .0231 1.106 1371 76 39 22 114 1 9 1 .23 .40 .50 1.60 1.70 .80 29 0.72 50 .0132 .0231 0.691 .0175 .0241 0.723 89 50 32 22 15 10 1 .14 .25 .40 .57 1.70 .80 26 0.92 80 .0170 .0297 1.424 .0236 .0309 1.481 183 103 52 30 19 13 .23 .40 .50 .60 1.70 .80 26 0.92 1 50 1.0183 1.0331 1 0.991 1 .0236 1.0326 0.975 120 68 43 30 20 13 .14 .25 .39 .57 .70 .80 24 1.15 80 .0228 .0412 1.975 .0304 .0405 1 1.942 240 135 69 40 25 17 .22 .40 .50 .60 .70 .80 24 1 1.15 1 50 .0242 1.0475 1 1.422 1.0304 1.0426 1 1.276 158 89 57 39 26 18 .14 .25 .39 .57 1.70 .80 oee Loac I aoie NOteS. Page 7. MAX-RIB LOAD TABLE* N4EIroy's 'Max-Rib profile is one of the most popular and most copied panel profiles in the metal construction industiy. Well-suited to the commercial, industrial and post-frame markets, Max-Rib is also enjoying tremendous growth in popularity as a residential roofing panel. J_ I- 9' -1 3/4" T j 36'• Cover Width ___ SECTION PROPERTIES ALLOWABLE LOADS (PSF) TOP IN COIIPRESSICN BOTTOM IN COMPRESSION WIND LOAD IJVE LOAD DEFLECTION (IN) Panel Gauge Weight F'( PSF (SI lx IN.4 Se IN.3 Ma (<(P IN. Ix IN.4 Se IN.3 Ma KIP IN. 2 2.5 3 4 5 6 2 4 5' 6' 2' 25' 3' 4' 5' 6' 29 0.71 1 80 .0091 .01341 0.670 .0050 .0119 0368 158 101 170 36 1191 11 1 118 76 53 27 14 8 .11 .17 1.24 .40 .50 .60 26 0.90 1 80 .0117 .01881 0.901 .0069 .0155 10.743 206 132192 48 1251 141 155 99 69 36 18 11 .11 .17 .24 .60 26 0.90 50 .0117 .0188 0.563 .0076 .0161 0.482 134 86 59 33 21 15 100 64 45 25 16 11 .07 .11 .15 .27 .60 24 1.12 80 .0143 .0231 1.108 .0093 .0197 0.946 263 168 117 61 31 18 197 126 88 46 23 14 .11 .17 .24 .40 .40t._50 .60 24 1.12 50 .0143 .0231 0.692 .0103 .0205 0.614 170 109 76 43 27 19 128 82 57 32 20 14 .07 .10 .15 .27 .60 ' 5 7.7 O741O/MCE' M EIroys BUYUne 3423 35 1/2 Sheet Width -1 I- 39 3/8" Sheet Width 7/8 I 32" Cover Width '37 3/8" Cover Width M-COR MULTI-COR LOAD TABLE* SECTION PROPERTIES ALLOWABLE LOADS _(PSF) TOP IN COMPRESSION BOTTOM IN COMPRESSION WINO LOAD I LIVE LOAD DER.ECflON (IN) Panel Gauge Weight PSF FY XSI lx IN.' Se IN.3 Ma KIP IN. lx IN.' Se IN.3 Ma KIP IN. 6 7' 8 3 4 5 6 7' 8 3 4 5" 6 7' 8' 29 0.76 80 .0198 .0444 2.127 .0198 .0444 2.137 241 102 52 30 19 13 181 76 39 23 14 10 .30 .40 .50 .60 .70 .80 26 0.97 80 .0253 .0565 2.705 .0253 .0565 2.705 309 130 67 39 24 16 231 98 50 29 18 12 .30 .40 .50 .60 .70 .80 26 0.97 50 .0253 .0565 1.677 .0253 .0565 1.677 207 116 67 39 24 16 155 87 50 29 18 12 .20 .30 .40 .50 .60 .70 24 1.22 80 .0315 .0702 3.361 .0315 .0702 3.361 385 163 83 48 30 20 289 122 62 36 23 15 .30 .40 .50 .60 .70 .80 24 1.22 1 50 .0315 .0702 2.101 .0315 .0702 2.101 259 146 83 48 30 20 1 195 109 62 36 23 15 .20 .36 1 50 .60 .70 .80 'See Load Table Notes, Below. M-COR LOAD TABLE* SECTION PROPERTIES ALLOWABLE LOADS _(PSF) TOP IN COMPRESSION BOTTOM IN COMPRESSION WINO LOAD UVE LOAD DEFLECTION (1W Weight PSF FY KSl lx IN.' Se IN.3 Ma KIP IN. lx IN.' Se IN.3 Ma KIP IN. 4 5 6 7' 8 3 4 5 6 7' 8 3 4 5 6 7' 8 F26 0.67 80 .0066 .0255 1.221 .0066 .0255 1.221 47 20 10 6 4 3 63 27 14 8 5 3 .30 .40 .50 .60 .70 .80 0.85 80 .0052 .0201 0.964 .0052 .0201 0.964 61 26 13 8 .80 0.85 5 3 81 34 17 10 6 4 .30 .40 .50 .60 .70 50 .0066 .0255 0.763 .0066 .0255 0.763 61 26 13 8 5 3 81 34 17 10 6 4 .20 .30 .40 .50 .60 .70 24 1.06 80 .0083 .0316 1.512 .0083 .0316 1.512 76 32 16 9 6 4 101 43 22 13 8 5 .30 .40 .50 .60 .70 .80 24 1.06 50 .0083 .0316 0.945 .0083 .0316 0.945 76 32 1 16 9 6 4 101 43 22 13 8 5 1 20 .36 .50 .60 .70 .80 See Load Table Notes, Below. GENERAL LOAD TABLE NOTES All calculations for properties of panels are calculated in accordance with Specifications for the Design of Uglit Gauge Cold-Formed Steel Structural Members published by the American Iron arid Steel Institute (AlSl) and guidelines established by the Metal Building Component Manufacture?s Association (MBCMA). Wind loads and deflection loads are limited by a deflection of LJ180. Values shown as allowable loads are based on panels covering three (3) or more equal continuous spans. Multiply values shown by 0.8 for two (2) span condition. Allowable loads (deflection) for wind shown have been increased by 33 1/3%. For wind loads stress only, multiply live load (stress) by 1.33 Weight of panels must be deducted from values to obtain net allowable load. MEIroy's aluminum products combine light weight, durability and beauty. McElroy's Weatherstrong® and Diamond-Rib ® products provide attractive exposed fastener roof and wall panels whose light weight greatly enhances ease of installation. In addition to Weatherstrong and Diamond-Rib, other popular McElroy product profiles such as Multi-Rib, Multi-V and Max-Rib are available in aluminum. Load tables for McElroy aluminum products are available upon request. 37 3/4" Sheet Width 50 7/8" Sheet Width 36" Cover Width 4.8" Cover Width WEATHERSTRONG DIAMOND-RIB 7 CORRUGATED 1.7 - I th greater-than-normal spans and load-carrying characteristics in mind. Th Corrugated Panels were designed and engineered wi ey quickly communicate their high-strength performance capabilities - capabilities equally well suited for roof or wall applications. McElroy's Multi-Car and M-Cor are similar. in design, with M-Cor offering a more subtle rib height and configuration. MULTI-COR 0 McLNUT 'Z' SECTL1 PROPERTIES SIZE weight Axle x-x Axle y y I) U I d U Area per ------------- ................... - ......... . . . . . . . . . --.-.--.------J Cw loot . 1* Sx fix ly Sy fly ixy . Ill IN IN IN III SO IN PLF INA4 1NA3 IN 1NA4 INA3 IN INA4 INA4 IN A6 = = == = = = = = = = 40 2.00 0.018 010 1111911% 0.413 1.41 1.019 0.540 1.62 0.393 0.197 0.916 0.498 0.00052 1.047 4.0 2.00 0.060 0.111 'n0175 0.513 1.75 1.530 0.665 1.61 0.480 0.240 0.967 0.610 0.00062 1.274 4.0 2.00 0.075 HIll WIN 51% 0.636 2.16 1.633 0.816 1.60 0.582 0.291 - 0.957 0.744 0.00119 1.531 6.0 2.00 0060 0.10 11110575 0.655 2.15 3.411 1.131 2.32 0.480 0.240 0.e71 0.933 0.00076 3.145 6.0 1.09 0.015 Will 1101)171 0.786 2.67 4.203 1.401 2.31 0.582 0.291. 0.861 1.140 0.00147 3.110 8.0 7.50 0.075 0.10 11.110175 1.011 3.44 9.513 2381 3.07 1.070 0.421 1.019 2.294 0.00189 12.521 8.0 2.50 0.105 Will (1.1875) 1.583 4.71 12.763 3.191 3.04 1.373 0.549 0.996 3.009 0.00508 16.660 10:1) 3.00 0.105 0.71 11.18750 1.150 5.96 25.392 5.018 311 2.740 0.913 . 1.251 5.992 0.00643 51.771 t7.0 3.00 0.105 0.71 ll.IR7ili I.'169 6.61 39.289 6.548 4.48 2.740 . 0.913 1.182 7.233 0.00720 77.612 12.0 3.00 0.135 0.71 II IRiSH 2.501 8.51 49.688 8.281 4.46 3.380 1.121 1.163' 9.020 0.01519 95.199 11.0 3.50 0.101 0.71 0.18710 2.695 9.17 114.599 . 12.733 6.52 4.172 1.192 1.244 14.445 0.00990 278.076 18.0 550 0.115 0 1% 0 IRlIn I £1 11 71 IA( 411 . i Pin £ in . _.. .... -- .... v.,v 1.111 1.113 I5.U5Y 0.02093 345.104 .. .. ........ ... ..............., - I ... ¶ .) V . . . .. . ..-. . C SECTION PROPERTIES FOR ZEES SECTION . AXIS X - X AXIS I - I GA 'EtGfl2 AREA Ix Sx rx ly Sy RI L D x B .. . IN2 IN4 IN3 IN IN4 IN3 IN IN 6x2..5 1.2 4.19 1.23 6.97. 2.33 2.38 1.97' .66 1.26 .927 14 3.03 .89 5.08 1.69 2.39 1.40 .48 1.25 .660 16 2.42 .71 4.09 1.30 2.40 1.11 . .38 1.25, .634 6x3.0 12 4.55 1.34 7.88 2.63 2.43 3.10, .89 1.52 .927 - 14 3.28 .9.7 5.74 1.83 2.44 2.22 .65 1.52 .330 16 2.63 .77 4.52. 1.37 2.44 1.76 .52 1.51 .634 6x3.5 . 12 4.91 1.44 8.79 2.93 2.47 4.62. 1.16 1.79 .927 '• 14 '3.54 1.04 6.13 1.92 2.43 3.31 .84 1.78 .660 .16 2.83 .83 4.86 1.44 ?.49 2.63 .67 .1.78 .634 7x2.5. '12 -4.55 1.34 9.99 2.85 2.73 1.97 .66 1.21 .927- 14 3.28 .97 7.27 2.08 2.74 1.40 .48 1.20 .660 - 16 2.63 77 5.84 1.60 2.75 1.11 - .38 1.20 .634 7x3.0 12 4.91 1.44 11.23 3.21 2.79 3.12 .90 1.47 .927 14 3.54 1.04 8.17 2.24 2.80 '2.22 .65 ' 1.46 .660 '16 2.83 .83 6.42 1.69 2.81 1.76 .52 1.45 '.634 7x3.5 12 5.26 1.55 12.46 3.56 2.84 ' 4.64' '1.17 ' 1.73 .927. •. 14 '3.79. 1.12 8.95' 2.35 2.85 3.31 .84 .1.72 .660 16 1 3.04 '.89 6.90 1.76 12.86 2.63 .67 11.72 .634 8x2.5 ' 12 4.91 1.44 13.68 3.42 3.08 1.97 .66 .1.17 .927 14 '3.54 1.04 9.94 2.48 3.09 1.40 .48 1.16 .660 16 2.83 .83 7.98 1.93 3.10' 1.11 ' .38 1.15 .634 8x3.0 12 5.26 1.55 15.30 3.83 3.14 3.12 .90 1.42 .927 14 3.79 1;12 11.12 2.67 3.16 2.22 .65 ' 1.41 .660 16 3.04 .89 8.78 2.03 3.16 1.76 .52 1.41 .634 8x3.5 ' 12 5.62 1.65 16.92 4.23 3.20 4.64 1.17 1.68 .927 14 4.05 1.19 12.14 2.80 3.21 3.31 .84 1.67 .660 16 . 3.24 .95 9.40 2.11 3.22 2.63 .67 1.66 .634 NOTE Section properties and allowables are computed in accordance with the 1980 edition of- the AISI specifications. Lx is for deflection determination. S 3. Sx is for reduced section. Sy and Ly are for full section. FS is the allowable compressive bending stress for bending about axis x-x for sections that are supported late' ally for their full length. 13 $1 z.. , m a jJ Cl, II LU II INJ : H >— LU II 0 c•i I Ii • • I II co I I II • I I II II -Jc- I. I • a IIl 1< II a: LC 'z O —. I if L) a a I I LU I I II - o - • :x:< I II H I I • I I a II II I I II 1< ?( : II — CD — CC • I I I_II II II II C. II • ( It H CII < U II It fl II II II z II II II H a — I II z if II II w= • H It " Cl) It it II ZiI — II C0'00 in o*PS'CwPS V. —e00'C WlePS00 ro wIV 'Cvw qooa0' —. a P- -W O0* 9 on O 0''OPS 04 00'CVs00 PS—ClP4 lI4' 00pP r q1tee'a Q0'0'0'O 0*0*0*00w e'i'.orl'.oa.4 C4 C4 '.4'.4'.4 In on on on oft IV WW' i'W'We 'C No 'C(O'C. 0*PS0*PS .000-1 0000'.40* 0*C00 S0— VsIO00 C00'C C0000000 '00'.4'C 'CI00WI 'C'CPSPS 0*000'W... PSIC O 'CW00 WI WI WI PS Ps PSPS*fM V'000'Ce4 . • '• w, 'a s WI WI WI WI WI PS 00 0' 0* 0* PS WI ' OQG. '.4 0 0' 0 ' '0 WIWIWIWIWI w WIWIWIWIWI ¶0'C'CPN, I- ON WI00 WIC00C'C 00WIPS f4WIC0*Ps Va,WIWI 001'. 0*VWIWI— 0PI• C0'P4— PPC'0 'CWIWI0s0* — wwe* CC--- —P1'.4WI WIPS00 — 00PSPsPSWI PS—Vs00 OPSVsCW' -- PSWIWI'C PS PS 0' WI 00 0*10'.. PS '.4 C 000*0000 WI WI 0* WI WI C PS. Ps.0 0* C 00WI C WI -' 'C — — VI WI PS 0* PS PS WI 'C I 4 — C' 00 '0 0' 0* § -il CCCOC OCC©C CCCCC — CCCCC 000040' 00'.4WICWI WIPSWIO PS WIO*W WIPS0'C' *Ps.C'.4PS PS'0WI'0 — —CC0' 'CWIVsWI 00PSPSPSWI CC0'0'Ps 000*0*0* 0000000w COO PSPSPSPSfl! àCCCC CCCCC ---C — 10CPS.0*' IOCWIPSPs WICWI'.. WIPSC0''C WICWIWIC — WICWI'CWI WI PS 0* 00 — — C 00 0 0* Cl 00 'C WI WI C 0* IC 10 VS WI PS '.4 WI WI WI PS C OS N"N' 1PS10 '010 'OPS 'Cl0'C'CWI cc coo COOCC CC CD. CC CCCCQ cc coo CC CCCCC C lw Ps0* PSIC00e0* PS'C00WI00 Ps —-10 W10*'.400WI PSPS . WWIPSC00 —00'PSWI ICWSWPSC WI -.4 WIPSPSO*00 WIC PS -00Ps PSPSr-10 P.P.C'010 00000000w 000CC CCCOC 0* 00 ---00." CCCO CCCCC 00000 00 0.0 OPSeWIWI eP4'COWI rle4Ow.Ps IV0*WIP400 —PSWIVI0 I0C0IC '.4WIWI PSWIPS00 —'.4W1W1 WIPS0000 PSWIW*'WI .C'.40' VS'C000' f'4WIPS 4n1000C 0* 0*— WI00WIC'I0 .wS10000'.I 00000 CCCCC 000CC 000CC 0000— C— 000 '0 PS IC WI ' 00 WI ' N'l PS N' 'C PS 00 PS 05 PS 0' w PS '.4 PS WI WI PS PS PSPSWIPS Vs000000 000''.4WI WIVsVsC 00-00Vs 'CVS 00 0005 PC O0 .O COOC 00000 0000— 0—PS C—'.4 '.4WI —PSWIWI 31 PS — C 00 '0 WI 1.4 .00 PS 0, 00 PS 54 ' Vs — 0* WI PS 00 10 PS 00'..'0 PS C 'C'CN',W" WIWIWIPSPS 00000 00000000'.. VS W' N"VSVN'SVS I.4PSf.4 WIWIWIWIWI WIWIWIWI WIN'S C 'C 00 WI C PS — N'S WI 'C — — 00 — 00 '.4 WIC'.400 '0'.4 5PS 00WI WI—O —wVSPS —'0 CCC-- C—.—PS --'.4WI PSWIVS'C WIWI'C O' 'GPS0*PSIO 0' 0 WI PS 'C C V PS OsV ON WI -' PS — '.4 PS 00 WI P. -% s 00 '.4 WI 00 ' 0* PSWIWIWI 000 ..©PS'CWI CWIPS0*VS CWI'C0000 CC. qw 4 C 00 0'WI PSW'.IVSOs fl:f'4P"'C 00WIOSP4IC PSPS — PS '.4 '.4 WI V WI 'C IC PS 5 PS '0 PS 0500 WI PS 00 05 00 0*0* 00 PS '.405 PS'.405.'' '000 w,'C00 —05'CPS0* 05WIPWI PSPS-00 0*0005100* PS0*PS— WIWI PS..405PS05 P— OC PsO 0 Cc! PSWI'C—Ps —4'4PS05 '.4f405V PS'.405e05 r4 WIWIPS 0505'C00 1, 4 VsC0*— WIWIC0005 005'C0005 0505-0500 C— PS0505C C'C 050500Vs'C — — 0500 0 ' 00 '0' 00 1 PVPS "PSWI 05Vs05C 050505C 05Vs C CC VsVCO 00 0' C' 0' 00 00 0' 0' 0' 00 00 C C' 0' 00 00 C C C 00 00 00 00 0' 0' 0' 00 00 CCC CC CC CCCC 05V050505. 0505 0505 CCC C CC CCCC 00 C os VI Vs 00 0 Vs 05Vfl 000 Vs N'S Vs 00 = 05 N'S Vs. 00 wC' 0' vs vs C C Z. COO-- 000 COO-- CCC 0CC-- — CCC- 00000 CCCCC 00000 COCOC 000CC CC 00000 00000 C000 00000 CCCC 000CC CC CCCCC CCC 003C 0505050505 000 OCCO WIN' VsVS0505N'S PS PSPS PS PS I' PS PS I'. PS PS PS PS PS 1.4 05 * WI 05 05 05 05 '. 05 05 1 ' 05 -5 CCO.O 00009 000CC OCC 00 0' 0' 0 0' 0' 'C 'C 'C 'C '0 00 00 co C. 00 C C C '.4 PSI P0 PSI 0' WI 00cc cc 00 Gi B . _R=.1875 : 0 SECTION PROPERTIES FOR CEES SECTION . '. AXIS X'- X AXIS Y - Y •.. '• .• GA WE= AREA Ix Sx rx ,Iy Sy Wi L D x B IN2 IN4 IN3 IN iN4 IN3 IN IN 4x2 5 14 2.52 .74 1 95 98 1.62 .66 .42 .95 .783 '202 .591.58 77 • 1.63 .53 .34 95 747 4x3.0 14 3.03 .89 .2.51 1.15 1.69 1.50 .70 1.30 .7,83 16 2.42 .71 1.94 .86 1.69 1.20 .56 1.30 747' 4x3.5 12 4.55 , 1.3.4 3.83: 1.85. 1.69 2.87 l.'19 ' 1.4.6 .854 14 3.28 .97 2.71 1.20 1.71 2.07 .86 1.46 .783 16 2.63 .77 2.09 .89 1.72 .. 1.66 .69 1.47 .747 NOTE . . . Section properties and allowables are computed in accordance with the 1980 edition of the AISI specifications. Ix is for deflection determination. . Sx is for reduced section. , S 4. Sy and ty are for full section. . . S.,FB is the allowable compressive bending stress for bending about axis xx for sections'that are supported latcr ally for their full length. 17 SECTION ..' - AXIS 'X - X - AXIS Y - Y • GAWEIGff AREA Ix Sx rx ly Sy RY . L D x B IN2 IN4 IN3 IN IN4 IN3 IN IN 6x2.5 14 3.03 .89 4.99 1.66 2.37 .77 .44 .93 ' .783 16 2.42 .71 4.02 1.30 2.37 .62 .35 .93 .747.' 6x3.0 " 14 3.54 1.04 6.27 1.93 2.46 1.73 .74 1.29 .783 : 16 2.83 .83 4.84 1.44 2.47 1.39 .59 1.29 .747.- 6x3'.5 12. 5.26, 1.55 9.53 3.09 2.48 3.33 1.27 1.47 .854 ' "'14 3.79 1.12 6.73 ' 2.01 2.50 2.40 ' .92 1.47 .783 16 3.04 .89 5.17 . 1.50 2.51 1.92 .73 1.47 .747 7x2.5 ' 12 4.55 1.34 9.80 2.80 2.71 1.12 .62 .91 .854 14 3.28 .97 t7.16 2.04 2.72 .81 .45 .92 .783 16 2.63 .77 5.76 1.60 2.73 .65 .36 .92 .747 7x3.0 12 5.26 - 1.55 12.28 3.51 ' 2.82 ' 2.53 1.05 1.28 .854 14 3.79 1.12 8.91 2.36 2.83 1.83 .76 '1.28 .783 '16 3.04 .89 6.88 1.77 2'.84 1.46 .61 1.28 .747 7x3.5 ' ' 12 5.61 1.65 13.51 3.76 2.86 '3.5.1 1.30 1.46 .854, 14 4:05 1.19 9.53 2.46 2.88 2.53 " .94 1.46 .783 16 3.24 .95 7.33 1.84 2.88, 2.03 .75 1.46 .747 8x2.5 12 4.91 1.44 13.46 3.37 3.05 1.17 .63. .90.. .854 14 3.54' 1.04 9.81 2.45 3.07 .84 .45 .90 .783 16 2.83 .83 7.88 1.93 3.08 .68. .36 .90 .747 8x3.0 ' 12 5.61 1.65 16.70 4.18 3.18 2.65 1.07 1.27 .854 14 4.05 1.19 12.10 2.82 3.20- 1.91 .77 1.27 .783 16 3:24 .95 9.39 2.13 3.20 1.53' .62 1.27 .747 .8x3.5 12 5.97 1.76 18.32. 4.46 3.23 3.68 1.32' 1.45 .854 14 4.30 1.27 12.92 2.93 3.25 2.65 .95 1.45 .783 16 3.44 1.01 1 9.99 12.21 13..25 12.12 1 .76 1.45 .747 NOTE Section properties and altowables are computed in accordance with the 1980 edition of the AISI specifications. Ix is for deflection determination. 2 3. Sx is for reduced section. 2 S 4. Sy and ly are for. full section. 5. FB is the allowable compressive bending stress for bending about axis x-x for sections that are supported later aLly for their full Length. 19 WHARTON AND ASSOCIATES SUGGESTED CAPACITY FOR SCREWS CONNECTING STEEL TO STEEL (PER CCFSS TECHNICAL BULLETIN - AISI SPECIFICATION PROVISIONS FOR SCREW CONNECTIONS-) FOR Fy = 33 ksi Fu = 45 ksi (minimum) STEEL THICKNESS 1/4-14 SCREW #12-14 SCREW #10-16 SCREW #8-18 SCREW #6SCREW SHEAR PULL OUT SHEAR PULL OUT SHEAR PULL OUT SHEAR PULL OUT SHEAR PULL OUT .1017 1,000 320 890 280 780 245 675 210 560 175 .0713 600 225 555 195 520 170 470 145 1 395 125 .0566 420 180 390 155 1 370 135 340 115 310 1 95 .0451 300 140 280 120 1 260 105 240 90 220 . 75 .0347 200 110 185 1 95 1 175 80 165 70 150 60 FOR Fy = 50 ksi, Fu = 60 ksi (minimum): / 0 k STEEL. THICKNESS 1/4-14 SCREW #12-14 SCREW #10-16 SCREW #8-18 SCREW #6 SCREW SHEAR PULL OUT SHEAR PULL OUT SHEAR PULL OUT SHEAR I PULL OUT :SHEAR I PULL OUT .1017 1 1,360 430 1,260 370 { 1,190 330 1,105 280 1,010 240 .0713 800 305 745 260 700 230 560 200 595 165 .0566 570 240 525 210 f 490 185 460 160 420 .135 .0451 -400 190 375 170 350 145 325 125 300 105 .0347 300 145 250 130 235 110 220 95 200 81 NOTES: 1. STEEL THICKNESS CONSISTS OF THINNEST COMPONENT, VALUE OF THICKNESS MEASURED IN INCHES. 2. . SHEAR AND PULL OUT VALUES ARE IN LBS. • TABLE V-4.5(A) Allowable Loads, in Kips for A307 Bolts (Shear = 10ks1) BEARING VALUE (kips) Bolt Single Double [Ma. Area Shear Shear F ThICKNESS (In.t(" (in.) (in.t) (kips) (kips) (kj) 0.024 0.030 0.036 0.048 0.060 0.015 0.105 0.135 0.164 0.191 0.224 ¼ 0.0491 0.49 0.98 1.50 x 50 0.45 0.56 0.68 0.90 1.12 1.41 1.97 2.53 3:08 3.64 4.20 1.35 x 50 0.40 0.51 0.61 0.81 1.01 1.26 1.77 2.28 2.77 3.27 3.78 1.00 x 50 0.30 0.38 0.45 0.60 0.75 0.94 1.31 1.69 2.05 2.42 2.80 ¼ 0.1104 1.10 2.21 1.50 x 50 0.68 0.84 1.01 1.35 1.69 2.11 2.95 3.80 4.61 5.46 6.30 1.35 x 50 0.61 0.76 0.91 1.22 1.52 1.90 2.66 3.42 4.15 4.91 5.67 - 1.00 x 50 0.45 0.56 0.68 0.90 1.12 1.41 1.97 2.5.3 3.08 3.64 4.21) ½ 0.1963 1.96 3.93 1.50 x 50 0.90 1.12 1.35 1. 80r 2.25 2.81' 3.94 5.06 6.15 7.28 8.40 1.35 x 50 0.81 1.01 1.22 1.62 2.02 2.53 3.5. 4.551 5.54 6.55 - 7.56 1.00 x 50 0.60 0.75 0.90 1.20. 1.50 1.88 . 2.62 3.3& 4.10 4.85 5.4)0 ¼ 0.3068 3.07 6.14 1.50 x 50 1.12 1.41 1.69 2.25 2.81 3.52. 4.92. 6.33. 7.69 9.09 10.50 1.35 x 50 1.01 1.26 1.52 2.02 2.53 3.16 4.13 5.70 6.92 8.18 11.45 1.00 x 50 0.75 0.94 1.12 1.50 1.88 2.34 3.28 4.22 5.12 6.06 7.1)0 V4 0.4418 4.42. 8.84 1.50 x 50 1.35 1.69 2.02 2.70 3.38 4.22 5.91 7.59: 9.22 10.91 12.60 1.35 x 50 1.22 1.52 1.82 2.13 3.04 3.80 5.32 6.83 8.30 9.82 11.34 1.00 x 50 0.90 1.12 1.35 1.80 2.25 2.81 3.94 5.06 6.15 7.2S 8.1)) ¼ 0.6013 6.01 12.03 1.50 x 50 1.58 1.97 2.36 3.15 3.94 4.92 6.89 8.86 10.76 12.73 14.70 1.35 x 50 1.42 1.77 2.13 2.84 3.54 4.43 6.20 7.97 9.69. 11.46 '13.28 1.00 x 50 1.05 1.31 1.58 2.10, . 2.62 3.28 4.59 5.91 7.18 8.49 9.80 -0.7854 7.85 15.71 1.50 x 50 1.80 2.25 2.70 3.6I 4.50 5.62 7.88. 10.12. 12.30 14.55 16.8)) 1.35 x 50 1.62 2.02 2.43 3.24 4.05 5.06 7.09 9.11 11.07 13.10 15.12 1.00 x 50 1.20 1.50 1.80 2.40 300 3.75 5.25 6.15 8.20 9.70 11.21) TABLE V-4.5(B) Allowable Loads In Kips for A325 Bolts • Threading Excluded from Shear Plane ¼ 0.0491 1.47 2.94 1.5)) x 50 0.45 0.56 0.68 0.90 1.12 1.41 1.97 2.5.3 3.08 3.64 '1.20 1.35 x 50 0.40 0.51 0.61 0.81 1.01 1.26 1.77 2.28 2.77 3.27 3.18 1.00 x 50 0.30 0.38 0.45 0.60 0.75 0.94 1.31 1.69 2.05 2.42 2.80 ¼ 0.1104 3.31 6.62 1.50 x 50 0.68 0.84 1.01 1.35 1.69 2.11 2.95 3.80 4.61 5.46 6.30 1.35 x 50 0.61 0.76 0.91 1.22 1.52 1.90 2.66 3.42 4.15 4.91 5.67 LOU x 50 0.45 .0.56 0.68 0.90 1.12 1.41 1.97 2.53 3.08 3.64 4.20 ½ 0.1963 5.89 11.78 1.50 x 50 0.90 1.12 1.35 1.80 2.25 2.81 3.94 5.06 6.15 7.28 8.10 1.35 x 50 0.81 1.01 1.22 1.62 2.02 2.53 3.54 4.55 5.54 6.55 7.56 1.00 x 5)) 0.60 0.75 0.90 1.20 1.50 1.88 2.62 3.38 4.10 4.85 5.60 ¼ 0.3068 9.20 18.41 1.50 x 50 1.12 1.41' 1.69 2.25 2.81 a.5Z 4.92 6.33 7.69 9.09 1(.50 1.35 x 50 1.01 1.26 1.52 2.02 2.53 3.16 4.43 5.70 6.92 8.18 9.45 1.00 x 5)) 0.15 0.94 1.12 1.50 . 1.88 2.34 3.28 4.22 5.12 6.06 7.00 V4 0.4418 13.25 26.51 1.50 x 50 1.35 1.69 2.02 2.70. 3.38 4.22 5.91 7.59 9.22 10.91 12.6)) 1.35 x 50 1.22 1.52 1.82 2.43 3.01 3.80 5.32 6.83 8.30 9.82 11.3-1 1.00 x 50 0.90 1.12 1.35 1.80 2.25 2.81 3.94 5.06 6.15 7.28 8.10 '4 0.6013 18.04 36.08 1.50 x 50 1.58 1.97 2.36 3.15 3.91 4.92 6.89 8.86 10.16 12.73 1.1.70 1.35 x 50 1.42 1.77 2.13 2.84 3.54 4.43 6.20 7.97 9.69 11.46 13.23 1.00 x 50 1.05 1.31 1.68 2.10 2.62 3.28 4.59 5.91 7.18 8.49 9.80 1 0.7854 23.56 47.12 1.50 x 50 1.80 2.25 2.70 3.60 4.50 5.62 7.88 10.12 12.30 14.55 16.80 1.35 x 5)) 1.62 2.02 2.43 3.24 4.05 5.06 7.09 9.11 11.07 13.10 15.12 1.00 x 50 1.20 1.50 1.80 2.40 3.00 3.75 5.25 6.75 8.20 9.70 . 11.2)) TABLE V-4.5(C) Allowable Loads In Kips for A325 Bolts • Threading Not Excluded from Shear Plane ¼ 0.0491 1.03 2.06 1.50 x 50 0.45 0.56 0.68 0.90 1.12 1.41 1.97 2.53 3.08 3.61 4.20 1.35 x 50 0.40 0.51 0.61 0.81 1.01 1.26 1.77 2.28 2.77 3.27 3.78 1.04) x 50 0.30 0.38 0.45 0.6)) 0.75 0.91 1.31 1.69 2.05 2.42 2.8)) % 0.1104 .2.32 4.64 1.50 x 50 0.68 0.84 1.01 1.35 1.69 2.11 2.95 3.80 4.61 5.46 6.30 1.35 x 50 0.61 0.76 0.91 1.22 1.52 1.90 2.66 3.42 4.15 4.91 5.67 I.)))) x 50 0.45 0.56 0.68 0.90 1.12 1.41 , 1.97 2.53 3.08 3.61 4.20 ½ 0.1963 4.12 8.24 I.f0.x 50 0.90 1.12 1.35 1.80 2.25 2.8t 3.91 5.06 6.15 7.28 8.10 1.35 X 50 0.81 1.01 1.22 1.62 2.02 2.53 3.54 4.55 5.51 6.55 7.56 1.040 x .50 0.50 0.75 0.90 1.20 1.50 1.88 2.62 3.38 4.10 4.85 5.4)0 ¼ 0.3068 6.44 12.88 1.50 x 50 1.12 1.41 1.69 2.25 2.81 3.52 4.92 6.33 7.69 9.09 10.50 1.35 x 60 1.01 1.26 1.52 2.02 2.53 3.16 4.13 5.70 6.92 8.18 9.45 1.00 x 50 0.75 0.91 1.12 1.50 1.88 2.31 3.28 4.22 5.12 6.06 7.04) .Y4 0.4418 9.28 18.66 1.50 x 50 1.5 1.b9 2.02 2.10 3.38 4.22 5.91 759 9.22 10.91 12.60 1.35 x 50 1.22 1.52 1.82 2.43 3.04 3.80 5.32 6.83 8.30 9.82 11.31 1.00 x 50 0.90 1.12 1.35 1.80 2.25 2.81 3.94 5.06 6.15 7.28 8.40 ¼ 0.6013 12.63 25.25 1.50 x 50 1.58 1.97 2.36 3.15 3.91 4.92 6.89 8.86 10.76 12.73 14.70 1.35 x 50 1.42 1.77 2.13 2.84 3.54 4.43 6.20 7.97 9.69 11.46 13.2.1 1.00 x 50 1.05 1.31 1.58 2.10 2.62 3.28 '4.59 5.91 7.18 8.49 9.80 1 0.7854 16.49 32.99 1.50 x 50 1.80 2.25 2.70 3.60 4.50 5.62 7.88 10.12 12.30 14.55 16.80 1.35 x 50 '1.62 2.02 2.43 3.24 4.05 5.06 7.09 9.11 11.07 13.10 15.12 1.00 x 50 1.20 1.50 1.80 2.40 300 3.75 5.25 6.76 8.20 9.70 11.20 Charts and Tables for use with Lite September 3, 1980 Edition of the Cold-Formed Specification SI , BOLTED CONNECTIONS .s ........ II t; U) U) U) U. I) U) La 4 -I In I > . --0oQ (i mm ——— LIt U I to u•. • 0 0 In x xxx t: I a — gh 0 1.4 — U) — S — -0 -I - I — .11-0 4- 'S 0 C)U)U)MC) Il) -1 -.1 — F It —— -.-ll — — -— —- ° 0 0 U) a 0 IxI,IrI, vJdItiloIt H age 2 qf 2 Report No. 1639 TABLE NO. I—ALLOWABLE WORKING VALUES FOR RAMSET!RED HEAD LOW-VELOCITY FASTENERS '• INSTA&..LED IN STONE-AGGREGATE CONCRETE (Pounds)'-2 I coNcErE COI4PR€SSWE 2000 Q3 3000 0.o 4000 C •-'-'.0 NUUSER SHANK DIAM. tin.) PENETRATION tin.) WOE 0IS1 (tn.l SPACNG (In.) Sh..v Ts,i.aon 5)1.., tin,...., S) X)& 1900 .1441 5/4 . (0 ,i5 0 95 0 95 ho (65 (75 l5 23.5 205 3 .3 (30 (90 180 2(5 230 240 .170 I'/a 3 . 165 22.5 183 255 210 280 3 .1. 220 330 225 315 22.5 300 1 6 3 5 30 125 90 14.5 lOS 170 3 its 265 150 230 190 220 4I00senea .03 i'/. .3 5. 165 3(5 230 330 295 350 300 375 310 .LZO 320 460 ii 3 5 385 .170 370 440 . 350 415 IU21C' .140 3 3. 40 - 75 - 1(0 - IO2CP(0' .140 01, 6 .3 3 75 - 90 - 110 - 20C .140 1 lfIA 3 75 - so- ( - 110 - The tastenera shall not be driven wini the concrete has readied the designated ultimate comprea.sive strength. - The allowable tension and shear values are for the fastener only. Wood or steel members connected must be investigated separately in accordance with accepted design trtccna. Tn.: fasteners consists of a No. 14 gauge steal 5nS(e clip and a drive pin having a tophat washer. The rascener consiu at a No. 14 gauge steel angle clip and a drive pin. . . TABLE NO. 11—ALLOWABLE WORKING VALUES FOR RAMSET!RED HEAD LOW-VELOCITY FASTENERS IN ST.. (Founds)2.1 . CATALOG NUUeER I SHANK OtAU. (ht) rP! OF SHANK' (tn.) j LOGE CtSt (In.) I SPACING (In.) fl..woon I Sn.., r..,.o.., Sh~ I T.n.j.gi )Shmw 1500.IbO0&.194XJ enes .140 SanciK 'I. I 130 665 270 700 370 840 3300 series .170 S I I Is 85 I 820 J ISO I395 330 900 9(4(3K 05 I K I I (Is I - I - I 4.80 1563 1 550 I 1950 K w knurled than. S = smooth shank. :The fasteners shall have tuttictent length so that the entire pointed portion of the shank pietc the steel plate. Tbe allowable tension and shear values are for the fastener only. Wood or steel members connected must be investiazed separately in accordance with accepted design TABLE NO. IM—ALLOWABLE WORKING VALUES-FOR RAMSET!RW HEAD FASTENERS INSTALLED IN LIGHTWEIGHT CONCRETE (Pounds)1.2 -- LCATALOG NUUEEF FASTE.NER TYPE SHANK OIAM. (In.) MIN. 5148W. (In.) TrFE OF 1.0*0 coNcRErE COMPE3SIVE ___GTh (pop 2000 3000 1 1500 Senes Onve pin '.140 j I 'I. I Tension (20 I 165 215 senvo Ortve pin .140 J ['/,I Shear 50 I ISO 150 Li .03CF10 1 male Clio I .1.".) I 'f e, Tension- 35 I 75 110 The allowable tension and shear values are for the fastener only. Wood or steel members connected must be investigated in accordance with aceepted design criteria. ;The fastenen shall not be installed until the concrete has readied the designated compressive suength. 'The listed values are for fasteners driven through minimum No. 20 gauge drywall channel. ~nc 1500 .ccnes fasteners are manufactured in a variety of lengths to accommodate various thicknesses of material being fastened to the concrete. 'The fasteners mu.'L be installed through the underside of the steel deck pan at the ribs I. The steel dek must be a minimum No. 20 gauge. with bottom 4 flutes having rt a S.inc minimum width and with a minimum .jf. inches "I concrete slab. inches minimum TABLE NO. (V—ALLOWABLE DESIGN VALUES FOR RAMSETIRED HEAD LOW-VELOCITY FASTENERS ATTACHING WOOD TO STEEL (Pounds)'-2 SHANK CtAMET CATALOG NW48ER w000 TYPt STEEl. 5HICX?4855 (toowsi Iii.., sri Sli I300SOscnea ' .1.40 '/,.,nthStrucuaral Plywood 75 200 ItO 250 I5(X)S0scr,ec .140 i.s4(Nominals DouglasFTr Larch 90 1.35 160 215 '.'41nimuni spacing for the (assenertt mu.'u be equal to the thicX.nercs of the wood member being attached, but not Ie..s than i': inch=. The entire pointed p011100 at the t'asiener mu..t penetrate the 'ieei to obtain the tabulated valuet. ptoNe ICBO Evaluation Service, Inc. 0 cow A subsidiary corporation of the International Conference of Building Officials 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 • (310) 699-0543 FAX (310) 695-4694 ACCEPTANCE CRITERIA FOR STEEL, DECKS AC43 July 1996 (Effective July 1, 1997) PREFACE Evaluation reports issued by the ICBO Evaluation Service, Inc. (ICBO ES), are based upon performance features of the Uniform Building Code, ICBO Uniform Mechanical CodetM and related codes. Section 104.2.8 of the Uniform Building Code is the primary charging section upon which evaluation reports are issued. Section 104.2.8 reads as follows: The provisions of this code are not intended to prevent the use of any material, alternate design or method of construction not specifically prescribed by this code, provided any alternate has been approved and its use authorized by the building official. The building official may approve any such alternate, provided the building official finds that the proposed design is satisfactory and complies with the provisions of this code and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in suitability, strength, effec- tiveness, fire resistance, durability, safety and sanitation. The building official shall require that sufficient evidence or proof be submitted to substantiate any claims that may be made regarding its use. The details of any action granting approval of an alternate shall be recorded and entered in the files of the code enforcement agency. The attached acceptance criteria for the general code sections noted have been issued to provide all interested parties with guidelines on implementing performance features of the codes. The attached acceptance criteria were developed and adopted following public hearings conducted by the Evaluation Committee. These criteria may be revised from time to time as the need dictates. ICBO ES may consider alternate criteria, provided the proponent submits valid data demonstrating that the alternate crite- ria are at least equivalent to the attached criteria and otherwise meet the applicable performance requirements of the codes. Notwithstanding that a material, type or method of construction, or equipment, meets the attached acceptance criteria, or it can be demonstrated that valid alternate criteria are equivalent and otherwise meet the applicable performance requirements of the codes, if the material, product, system or equipment is such that either unusual care with its installation or use must be exercised for satisfactory performance, or malfunctioning is apt to cause unreasonable property damage or personal injury or sickness relative to the benefits to be achieved by the use thereof, LCBO ES retains the right to refuse to issue or renew an evaluation report. Published by the International Conference of Building Officials 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2298 Copyright © 1996 ICBO Evaluation Service. Inc. PRINTED IN THE U.S.A. ACCEPTANCE CRITERIA FOR STEEL DECKS INTRODUCTION Scope: This criteria establishes minimum requirements for rec- ognition of steel deck panels in ICBO ES evaluation reports under the Uniform Building Code (U.B.C.) (hereafter identified as "the code"). - REQUIRED INFORMATION 2.1 Composite Assembly: Assembly composed of a steel deck, concrete fill and steel reinforcement. The steel deck normally has web embossments to provide a mechanical bond to the concrete fill and establish combined concrete and deck resistance to applied loads. 2.2 Diaphragm: Horizontal assembly that resists wind, earth- quake and other lateral forces. Analogous to a horizontal beam with interconnected floor or roof deck units acting as the beam web, in- termediate joists or beams acting as web stiffeners and perimeter beams or reinforcement, usually on the diaphragm perimeters, act- ing as beam flanges. 23 Cellular Deck: Fluted deck, resistance-welded to an essen- tially flat plate or another fluted deck. 2.4 Fluted Deck: Cold-formed steel sheet with flanges alternat- ing from top to bottom. 2.5 Steel Deck: Fluted deck cold-formed from sheet steel. MATERIALS 3.1 Steel: The steel used in decks shall comply with Section 2230 or 2252 A3.1 or 3.2 of the code, or U.B.C. Standard 22-1. 3.2 Galvanized Finish: For galvanized steel, the galvanized coating shall be described and shown to comply with ASTM A 924. Coating weight shall be verified in accordance with the standard. 3.3 Paint Finish: The type of paint used for painted decking shall be described. 3.4 Phosphatized Finish: The temporary preservative coating applied to surfaces receiving concrete fill shall be described. 3.5 Steel Deck: 3.5.1 Steel deck profiles shall be described by drawings show- ing fluting patterns, edge treatments, base metal thickness and coated thickness. For cellular decks, the resistance weld pattern shall be reported and shown on the drawings. 3.5.2 Minimum steel thickness shall comply with Section 2230 or 2252 A3.4 of the code. ANALYSIS 4.1 Section Properties: Section properties shall be determined in accordance with Section 2230 or 2252 C 1 of the code. The sec- tion properties report shall include the base-metal design thickness; full moment of inertia (Is); effective moment of inertia, normal posi- tion (Ion); effective moment of inertia, inverted position (Ia,); effec- tive section modulus, normal position (Sen); and effective section modulus, inverted position (Set). In lieu of section moduli, nominal moment strength, Mn, is permitted. Under uniform loads, the fol- lowing equations are permitted to determine deflections: Simple span: 'D = (Ix +2I0 )/3.or! Multiple span: 'D = (l1- 2It) /3, (!. + 21,) / 3, or the minimum of I and Ii,, 4.2 Web Crippling: Web crippling values shall be determined in accordance with Section 2230 or 2252 C3.4 of the code. For decks with R/t, NA or N/h ratios that exceed limitations specified in the code, full-scale tests are necessary to determine applicable end reac- tions and interior reactions. See Section 5.1 of this criteria. 43 Diaphragm Capacity: Steel deck diaphragm capacities are determined by using one of the following references: 43.1 Technical Manual 5-809-10, Seismic Design for Build- ings, Section 5-6 for Bare and Concrete Filled Assemblies, De- partments of the Army, Navy and Air Force, 1982. 4.3.2 Diaphragm Design Manual, 2nd edition, published by the Steel Deck Institute Inc., 1987; except that factors of safety shall be as set forth in Section 2230 D 5 of the code. 4.33 For steel deck assemblies that exceed the scope outlined in the above two references, full-scale testing is required. See Section 5.2. 4.4 Composite Assemblies: The design and analysis of compos- ite slabs shall comply with the Standard Specifications for the Struc- tural Design of Composite Slabs, ANSL/ASCE 3.91 Standard, pub- lished by the American Society of Civil Engineers. The design program includes full-scale testing. As an alternative, the proce- dures in the Composite Deck Design Handbook, published by the Steel Deck Institute, are permitted. Other rational methods for ana- lyzing composite decks will be considered with prior concurrence of the ICBO ES staff. 4.5 Cellular Decks: To fully develop section properties of the as- sembled deck, welds shall be placed to develop the shear flow at the intersection of the two sheets. Resistance weld strengths are noted in Section 2230 or 2252, Table E2.6, of the code. TEST REQUIREMENTS 5.1 Web Crippling: 5.1.1 For assemblies with ratios exceeding limitations in Sec- tion 2230 or 2252 C3.4 of the code, tests are conducted in accord- ance with Section I of ASTM E 72 on three similar specimens. Two series are required for each assembly: one series for interior reactions and a second series for end reactions. The series for inte- rior reactions may be waived if the results for end reactions ex- ceed values determined by Section C3.4. The test assembly de- scribed in Figure 3 of ASTM E 72 may be modified to place the loading plates at a location that will ensure web crippling failure as opposed to other failure modes for the deck. Both end reactions and interior reactions shall be evaluated in accordance with the conditions set forth in the code. The tested bearing width will be the minimum width recognized in the report. For deck profiles available in multiple gages, only the least thickness in each pro- file is required to be tested. 5.1.2 Conditions of Acceptance: The decks are loaded to fail- ure or dysfunctional distortions and the loads causing web crip- pling are recorded. The determination of nominal resistance, R, shall be based on Section 2252 Fl and F2 of the code. For allow- able stress design, the allowable strength, Ra, is as follows: R0 = R/Q where 1.6 The results are then compared to the design equations in Sec- tion 2230 or 2252 C3.4 of the code. The lowest result, from either testing or calculations, will determine the allowable value noted in the evaluation report. Where allowable capacities are derived from testing, the value will apply to heavier thicknesses. If the calculated result is the lowest value, capacities for heavier thick- neses are permitted to be calculated in accordance with the code. 5.2 Diaphragm Testing: For diaphragm construction exceeding design limitations in Section 4.3, full-scale testing in accordance with ASTM E 455 is required. Either the cantilever beam test or a simple beam test is permitted. Loading procedures must follow Sec- tion 7.2 of the standard. For decks available with more than one fin- ish, the following guidelines apply: ACCEPTANCE CRITERIA FOR STEEL DECKS 5.2.1 Test results conducted on decks with concrete fill with one finish may be extended to decks with alternate finishes within the types noted in Sections 3.2 and 3.4 of this criteria. 5.2.2 Test results conducted on decks without concrete fill may be extended to the types noted in Sections 3.2, 3.3 and 3.4. Conditions of Acceptance: The test results are recorded and reduced by factors of safety described in Section 2230 D5 of the code, to obtain the allowable shear loads. The reduced shear loads and deflections are compared with the calculated procedures using equations in the diaphragm design refer- ences. Equations may be modified to achieve a correlation co- efficient between the equations and test data of 0.95 or better. For each deck type, at least two different configurations (i.e., connections, deck thickness) shall be tested to provide an ade- quate data base for reconciling variations with the design equa- tions. 5.3 Composite Slabs: For recognition in composite slabs where both steel and hardened concrete resist vertical loads, performance tests evaluating shear bond shall be conducted in accordance with Chapter 3 of the Standard for the Structural Design of Composite Slabs, ANSIJASCE 3-91 Standard. At least two full-scale speci- mens of each deck type shall be evaluated. In addition, flexural tests in accordance with Section 3.2.3.2 are required for decks more than 3 inches deep or formed from low-ductility steels, having a ratio of F/F less than 1.08, using three identical flexural strength test spec- imens. The test results shall be recorded and evaluated in accord- ance with Section 3.2.4 of the standard. Data shall be analyzed in accordance with Section 4.4 of this criteria. Other test evaluation methods require prior concurrence of the ICBO ES staff. 5.4 Test Specimens: 5.4.1 Steel: Steel decks used in all tests shall be evaluated by material property tests to determine the tensile strength, yield strength, and elongation in accordance with the appropriate standard for the steel grade. In addition, the base metal thickness shall be determined, exclusive of coatings. Test results shall be based on the evaluation of five specimens in each thickness. The specimens shall be selected from different panels on the test deck. 5.4.1.1 Concrete: To obtain desired concrete compressive strengths, the mix should follow recommendations for propor- tioning in the Portland Cement Association's Design and Con- trol of Concrete Mixtures, 13th edition; ACI 211. 1, Standard Practice for Selecting Proportions for Norma! Weight, Heavy Weight, and Mass Concrete; and Chapter 19 of the code. Con- crete test cylinders shall be prepared and tested in accordance with ASTM C 86 and ASTM C 39-86. 5.4.1.2 Normal-weight Concrete: Normal-weight aggre- gate in the concrete shall comply with ASTM C 33-86. Aggre- gate description shall include the rock and mineral compo- nents, shape, hardness, maximum size and grading specification. Concrete slabs shall be field-cured in accord- ance with ASTM C 31-90 for 28 days, with a five-day allow- able minus tolerance. Two tests of two cylinders shall be per- formed and the average compressive strength reported during a 24-hour period immediately preceding and following any test series. Two cylinders constitute one test. The average of two tests, or four cylinders total, establishes the compressive strength of the testing medium. For tests conducted with concrete aged 90 days or more, the compressive strength shall be the average of three test cylin- ders aged a minimum of 90 days and tested in accordance with ASTM C 39-86. 5.4.1.3 Structural Lightweight Concrete: Lightweight concrete shall comply with the same requirements as normal- weight concrete in Section 5.4.1.2, except for the aggregate specification. Lightweight aggregate shall be identified by the generic or trade name, shape, size, maximum size, grading specification and compliance with the requirements in ASTM C 330-89. 5.4.1.4 Insulating Concrete: Lightweight aggregates for insulating concrete shall comply with ASTM C 332-83. Ag- gregate shall be described by group, rock and mineral compo- nents, expansion process, shape, maximum size, grading spec- ification and unit weight. Concrete slabs shall be field-cured. Compressive strength shall be determined according to ASTM C 495. Two tests of two cylinders shall be performed and the average compressive strength reported during a 24-hour period immediately preced- ing and following any test series. Two cylinders constitute one test. The average of two tests, or four cylinders total, estab- lishes the compressive strength of the testing medium. 5.4.1.5 Cellular Concrete: Cellular concrete shall comply with ASTM C 869. Concrete slabs shall be field-cured. Com- pressive strength shall be determined according to ASTM C 495. Two tests of two cylinders shall be performed and the av- erage compressive strength reported during a 24-hour period immediately preceeding and following any test series. Two cylinders constitute one test. The average of two tests, or four cylinders total, establishes the compressive strength of the test- ing medium. 5.4.2 Welding: Arc-spot and seam welds are performed in accordance with Section 2230 (or 2252) E2 of the code. Welding process, filler metal weld size, fusion diameter, location and any weld defects such as cracks shall be reported. The fusion diameter may be determined from the welder's qualification tests. 5.4.3 Mechanical Fasteners: Mechanical fasteners shall be installed in accordance with manufacturer's recommendations. A detailed description of fasteners shall be provided, including length, diameter, thread pitch, head diameter, head shape and penetration distance through the metal. 5.4.4 Button punching methods and the resulting connection require detailed descriptions. 5.5 Testing Laboratories and Reports of Tests: 5.5.1 Testing laboratories shall comply with the ICBO ES Ac- ceptance Criteria for Laboratory Accreditation (AC89). 5.5.2 Test reports shall comply with the ICBO ES Acceptance Criteria for Test Reports (AC85) and include the following infor- mation: 5.5.2.1 Dates of tests and of reports. 5.5.2.2 Detailed identification of specimens. 5.5.2.3 Detailed drawings of specimens, describing physical characteristics and including Section profiles and other construction details. 5.5.2.4 Detailed descriptions of test specimens and test as- semblies, attachment of specimens to the fixture, location of load points, deflection gages, deflection points and other items as applicable. Ambient conditions at the date of construction, curing period and date and time of tests shall be reported. The ambient conditions include relative humidity, temperature and wind speed. 5.5.3 Results of tests on individual materials, in accordance with Section 5.4, shall be included. If the test specimen construc- tion deviates from typical field construction, deviations shall be reported. 5.5.4 The test report shall state that tests were conducted in accordance with the applicable methods and the ICBO ES accep- tance criteria. 5.5.5 Statements indicating whether the constructed test speci- mens meet actual or intended construction shall be included. If the test specimen construction deviates from typical field construction, deviations shall be reported. 5.5.6 Test results shall be reported, including load-deflection readings, maximum load applied, failure mode, total time under load at the various load levels and photographs of tested speci- mens before and after testing. 5.5.7 A recognized independent agency shall provide calibra- tion certification of test equipment. The certification shall be ACCEPTANCE CRITERIA FOR STEEL DECKS traceable io the National Institute of Standards and Testing (NIST) and be within one year of test dates. QUALITY ASSURANCE 6.1 Resistance Welds: For cellular decks, where individual sheets are connected by resistance welds, a detailed quality control manual, prepared in accordance with the ICBO ES Acceptance Cri- teria for Quality Control Manuals (AC 10), shall be submitted. Qual- ity assurance by a recognized quality assurance agency is not re- quired. Typical welded sheets shall be evaluated using the tension shear test in Sections 5.18 and 5.19 of UL 209 and a peel test in accordance with Sections 5.20 and 5.21 of the UL Standard. 6.2 Minimum Thickness: An in-house quality control program, documented in a quality control manual, shall be established which includes the following: 6.2.1 Verification of incoming steel-coil material in the form of mill certificates, service center certificates, independent labo- ratory tests or in-house testing with calibrated test equipment. Tests shall verify the following, if the steel does not conform to one of the steel specifications noted in Section 2230 (or 2252) A3.1 of the code: material thickness, yield strength, tensile strength, galvanized coating and ductility. Ductility compliance shall be determined in accordance with Section 2230 (or 2252) A3.3 of the code. 6.2.2 Periodic testing for material thickness (uncoated) may be conducted in-house or by an independent laborator'. Periodic testing consists of testing one oui of every 120 pieces. Periodic testing of coated material is permitted, provided complete details covering the method of thickness determination are included in the quality control manual. 6.2,3 Records shall be kept of all mill certificates, service cen- ter certificates, independent laboratory tests and in-house tests for a minimum of one year. 6.2.4 Tests shall be conducted in accordance with the follow- ing: Yield Strength—ASTM A 370 Tensile Strength—ASTM A 370 Galvanized Coating (hot-dip process)—ASTM A 653-94, Section 8.1.4 Galvanized Coating (electrolytic)-ASTM A59 1, Section 6 Additionally, ductility compliance shall be determined in accordance with Section 2230 (or 2252) A3.3 of the code. Mini- mum acceptance criteria for each test shall be specified in the in- house quality control manual. 7. REFERENCES 7.1 Uniform Building Code, International Conference of Build- ing Officials, 1994. 7.2 Uniform Building Code Standards, International Conference of Building Officials, 1994. 73 Annual Book of ASTM Standards, ASTM, 1995. 7.4 TM 5-809-10, Seismic Design for Buildings, Departments of the Army, Navy and Air Force, 1982. 75 Diaphragm Design Manua4 2nd edition, SDI, 1987. 7.6 Standard for the Structural Design of Composite Slabs, ANSIJASCE 3-91, ASCE, 1994. 7.7 Design and Control of Concrete Mixtures, 13th edition, PCA, 1988. 7.8 AC! Standard 211.1, Standard Practice forSelecting Propor- tions for Normal Weight, Heavy Weight and Mass Concrete, ACT. 7.9 UL Standard 209, 6th edition, UL, 1987. 1994 UNIFORM BUILDING CODE 2230 Sheathing parameters q, and y may be determined from representative full-scale tests, con- ducted and evaluated as described by published documented methods or from the small-scale-test values given in Table D4. 04.2 Wall Studs in Bending For studs having identical sheathing attached to both flanges, and neglecting any rotational re- straint provided by the sheathing,* the allowable moments are M 0 and Mayo where M 0 and Mayo = Allowable moments about the centroidal axes determined in accordance with Section C3. 1, excluding the provisions of Section C3.1.2 (lateral buck- ling) 04.3 Wall Studs with Combined Axial Load and Bending The axial load and bending moments shall satisfy the interaction equations of Section C5 with the following redefined terms: Pa = Allowable axial load determined according to Section D4.1 Ma,, and May in Equations C5-1 and C5-3 shall be replaced by allowable moments, M 0 and Mayo. respectively. TABLE 04 Sheathing Parameters(1) Sheathing(2) (3) k/in. in./in. x 175 for N/mm mm/mm to /g in. (9.5 mm to 16 mm) thick gypsum 2.0 0.008 Lignocellulosic board Fiberboard (regular or impregnated) Fiberboard (heavy impregnated) 1.0 0.6 1.2 0.009 0.007 0.010 The values given are subject to the following limitations: All values are for sheathing oft both sides of the wall assembly. All fasteners are No. 6, type S- 12, self-drilling drywall screws with pan or bugle head, or equiv- alent, at 6- to 12-inch (152 mm to 305 mm) spacing. All sheathing is 1/2-inch (13 mm) thick except as noted. q = o (2—s/12) (Eq. D4.1-26) For Si: (3) q = o (2—s/304.8) where s = fastener spacing, in. (mm) For other types of sheathing, q0 and '' may be determined conservatively from representative small-specimen tests as described by published documented methods. 05 Floor, Roof or Wall Steel Diaphragm Construction The in-plane structural performance of floor, roof or wall steel diaphragm construction shall be established by calculation or test. The allowable in-plane load carrying capacity Sa shall be: Sa = S,/!Q, (Eq. D5-1) WHERE: S, = the nominal diaphragm shear strength *Studs with sheathing on one flange only, or with unidentical sheathing on both flanges. or having rotational restraint that is not neglected, or having any combination of the above, shall be designed in accordance with the same basic analysis principles used in deriving the provisions of this Section. 2-517 2230 1994 UNIFORM BUILDING CODE = the factor of safety for diaphragm shear as specified below: - = 3.0 for welded connections or for combinations of welds and mechanical connections sub- jected to earthquake loads, or subjected to load combinations which include earthquake loads. = 2.5 for mechanical connections subjected to earthquake loads, or subjected to load combina tions which include earthquake loads. For backed-up fasteners (bolts, rivets, spreading back fasteners or the like) 92s may be taken as 2.3. = 2.75 for welded connections or for combinations of welds and mechanical connections sub- jected to wind loads or subjected to load combinations which include wind loads. = 2.35 for mechanical connections subjected to wind loads or subjected to load, combinations which include wind loads. For backed-up fasteners (bolts, rivets, spreading back fasten- ers or the like) Qs may be taken as 2. 1. Although Section A4.4 of the Specification allows forces to be multiplied by 0.75 when the load- ing consists of wind or seismic loads acting either alone or in combination with other loads, this decrease in loads is not permitted for diaphragms. For load combinations not involving wind or seismic loads: 2-75 = 075 for welded connections or for combinations" of welds and mechanical connections. = for mechanical connections. 0.75 Sec. 27.903 E. CONNECTIONS AND JOINTS El General Provisions Connections shall be designed to transmit the maximum load in the connected member. Proper regard shall be given to eccentricity. E2 Welded Connections Arc welds on steel where each connected part is over 0.18 inch (4.6 mm) in thickness shall be made in accordance with AISC Specification (Section A6). Except as modified herein, arc welds on steel where at least one of the connected parts is 0.18 inch (4.6 mm) or less in thickness shall be made in accordance with the AWS D- 1.3 (Section A6). Weld- ers and welding procedures shall be qualified as specified in AWS D1.3. These provisions are in- tended to cover the welding positions as shown in Table E2. Resistance welds shall be made in conformance with the procedures given in AWS C1.1-66, "Recommended Practices for Resistance Welding" or AWS C 1.3-70, "Recommended Practice for Resistance Welding Coated Low Carbon Steels." TABLE E2 Welding Position Square Arc flare- Groove Butt Arc Spot Seam Fillet Weld, Lap Bevel Flare-V Connection Weld Weld Weld or T Groove Groove Weld F - F F F F Sheet to Sheet H - H H H H V - - V V V OH - - OH OH OH Sheetto - F F F F - Supporting H H - Member - - - - OH OH - (F = flat, H = horizontal. V = vertical. OH = overhead) 2-518 . •. , - - -• -.. Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92Q08 • (619) 438-3155 • FAX (619) 931-0915 August 8, 1997 W.O. 2195-B-SC Carlsbad/Airport Storage, LLC P.O. Box 15163 0 - Las Vegas,Nevada89ll4 Attention: Mr. Brian McCullough f F Subject: Plan Review, Carlsbad/Airport'Sélf Storage, Lot 42, Carlsbad Airport Center, Carlsbad, California. Dear Sir: In accordance with your request, GeoSoils, Inc., has reviewed the 1=20' scale Grading Plans and Grading Plan Notes, prepared by Great Basin Engineering, Inc., the Foundation Plans, Details and Notes, prepared by Wharton and Associates and Architectural plans prepared by William Hedenkamp (see the Appendix). The following comments and/or additional recommendations are based on our review of the referenced plans and a review of GSI (1997). Grading Plans Based on our review of the title sheet and sheets Cl through C4 (inclusive), it appears that the - plans and notes have been derived in general accordance with recommendations provided - by this office. However, the following additiohal comments and recommendations should be incorporated into the final construction plans for the project. Grading note #4, shown on Sheet C2 states that fills shall be compacted to 90 percent * density as determined by UBC Chapter 70. We recommend that all site earthwork . should be in accordance with UBC Chapter 33 and A33 (1994 edition). The term 90 percent density is incorrect in the context that it is used. Fills should be compacted to a minimum 90 percent relative compaction in accordance with ASTM D-1 557. * Sheet C3 shows a typical pavement section detail consisting of 21/2 inches asphaltic concrete over 8 inches base course, per the geotechnical engineer. Based on a review of GSI (1997) such pavement sections were not provided. GSI recommends that asphaltic concrete is no less than 3 inches in thickness and that all pavements conform to the City of Carlsbad Standard Drawings. 0 -• Foundation Plans • • Based on our review it appears that the plans, notes and details have been derived in general accordance with recommendations provided by this office, with the following comment. 0• -• • Albert R. Kleist - Geotechnical Engin Based on the expansion character of site soil, foundation embedments for buildings 1,. 2A, 213, 3, 4 and 6 maybe constructed to a minimum depth of 15 inches, as measured below the lowest adjacent soil subgrade elevation, per the UBC. Architectural Plans Based on our review of sheets SAl, SA-2, GN-1 and Sheets Al through A9 (inclusive), it appears that the plans and notes have been derived in general accordance with recommendations provided by this office. However, the following additional comments and recommendations should be incorporated into the final construction plans for the project. Sheet SA-2 shows retaining wall details derived from the County of San Diego, Regional Standard Drawings. Drawing C-B indicates that walls drains may consist of 4 inch diameter holes, 8 feet on center, and that each hole shall be provided with a minimum 4 cubic feet of filter material behind the wall. It is recommended that wall drains are constructed per guidelines presented in GSI (1997) or in accordance with the following alternative. If weep holes are to be used, per drawing C-B, gravel filter material should be placed behind the entire length of wall. Rock should be separated from any adjacent soil with a filter fabric. In lieu of filter fabric, class 2 permeable filter material may be used. Sheet A 3.2, Detail A, shows a foundation embedment of 12 inches. All foundation embedments should be constructed in accordance with the project structural plans and recommendations provided by this office. Detail C, for the perimeter garage grade beams should also conform to GSl recommendations regarding embedment depths. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. 0,00 ZO L I f 1934\ Robert G. Crisman I LEXP*I Project Geologist, ARK/RGC/hs Op 0 Attachment: Appendix - References Distribution: (4) Addressee Carlsbad /Airport Storage, LLC Lot 42, Carlsbad Airport Center FiIe:e:\wp7\2100\2195b.gaf W.O. 2195-B-SC August 8, 1997 Page 2 GeoSoils, Inc. Appendix REFERENCES GeoSoils, Inc., 1997, Preliminary geotechnical evaluation, Lot 42, Carlsbad Airport Center, Carlsbad, California, dated March 6. Great Basin Engineering, Inc., 1997, Grading plans and notes, Carlsbad/Airport self storage, Title Sheet, Sheets Cl through C4, 1=20' scale, dated January 31. Wharton and Associates Engineering, Inc., 1996, Foundation Plans, Notes and Details, Carlsbad/Airport Self Storage; Sheets D-1, Sheets 5-1 through S-9, revised August 5. William Hedenkamp, Architect, 1996-7, Architectural Plans, Carlsbad/Airport Self Storage; Sheets SA-1, SA-2, GN-1, Al through A9, various dates from 12/96 through 8/97. GeoSoils, Inc. \ - Geotechnical *Geologic * Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931-0915 - March 25, 1997 0 - W.O. 2195-A-SC -. Capital Finance Group do Hedenkamp and Associates 1035 7th Avenue, Suite 423 San Diego, California 92101 Attention: Mr. Bill Hedenkamp, A.I.A Subject: Supplemental Geotechnical Recommendations, Lot 42, Carlsbad Airport Center, Carlsbad, California. Reference: "Preliminary Geotechnical Evaluation, Lot 42, Carlsbad Airport Center, Carlsbad, California", W.O. 2195-A-SC, by GeoSoils, Inc., dated March 6, " - 1997. , 0' ' •0 • Dear Sir: it In accordance with your request, GeoSoils, Inc. (GSI) has prepared this letter to present ,supplemental concrete floor slab recommendations with respect to the proposed development of the subject site. It is our understanding, from a conversation with Mr. j Hedenkamp, that the proposed single floor building structures will utilize lightweight metal framing instead of concrete tilt up construction, as indicated in our referenced report. rJ Based on a review of GSI (1997) with respect to currently proposed construction, the minimum allowable concrete floor slab thickness may be reduced from 5 inches to 4 inches. This recommendation is meant as a minimum. The project structural engineer should design the 'slabs in areas subject to higher loads (machinery, fork lifts, storage racks, etc.) and/or verify that the minimum recommendations presented herein are ' considered adequate with, respect to anticipated uses. All other recommendations, 0 presented in GSI (1997) regarding floor slab construction, are considered valid unless 0 0 0 specifically superseded in the text of this report 0 ' 0 . 0 'O , - ( The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. Robert G. Crisman Project Geologist, CEG 1934 RGC/ARK/hs Distribution: (4) Addressee Reviewed by, Albert R. Kleist Geotechnical En Capital Finance Group W.O. 2195-A-SC Lot 42, CAC March 24, 1997 File: e:\wp7\2100\2195a.sgr GeoSoils, Inc. Page 2 €s , PRELIMINARY GEOTECHNICAL INVESTIGATION LOT 42, CARLSBAD AIRPORT CENTER CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: Review of readily available soils and geologic data (Appendix A). Geologic site reconnaissance. Subsurface exploration consisting of the hand excavation of five borings. Bulk samples of representative materials were obtained from the borings. Laboratory testing of representative soil samples collected during our subsurface exploration program. Appropriate engineering and geologic analysis of data collected and preparation of this report. SITE DESCRIPTION The site is a relatively rectangular-shaped parcel, consisting of about 2.88 acres, located within Unit II of the Carlsbad Airport Center development in the city of Carlsbad, California (see Figure 1, Site Location Map). The lot is bounded on the east by Palomar Oaks Way, on the south by an adjacent, vacant commercial property, on the east by Palomar Airport, and on the north by undeveloped property. A slope, ranging up to 15 feet in height, ascends to the east and north property boundaries; and a slope, ranging up to 15 feet in height descends to the east property boundary. Construction debris and deep tire ruts were observed in localized areas on the lot during our site reconnaissance. The subject property and the surrounding pads were mass graded in 1985 through 1989 under the Observation and testing services of Moore & Taber and subsequently under the observation and testing. services of San Diego Soils, Inc. (later named ICG, Incorporated). A geotechnical site evaluation was later performed for Unit II of the Carlsbad Airport Center project by GSI in 1991. — - / 7 7 . PROPOSED DEVELOPMENT ( t is our understanding that the proposed development will consist of the construction of even-eencete-4i1t.tip I I buildings with an interior second floor mezzanine on a portion of one of the buildings The remainder of the lot would be utilized frtr ti r, , r rt,i r, r, n ti I . m r I l 4l IV ' VVy JI nil SLf cii ISIA*Jp cii 114 id I14ISISdSIS III 11.11 IS V dli idi.itJ. ..................- - GeoSoils, Inc. FOUNDATION RECOMMENDATIONS In the event that the information concerning the prop o s e d d e v e l o p m e n t p l a n i s n o t c o r r e c t or any changes in the design, location, or loading co n d i t i o n s o f t h e p r o p o s e d s t r u c t u r e a r e made, the conclusions and recommendations co n t a i n e d i n t h i s r e p o r t a r e f o r L o t 4 2 o n l y and shall not be considered valid unless the chang e s a r e r e v i e w e d a n d c o n c l u s i o n s o f t h i s report are modified or approved in writing by this offi c e . The information and recommendations presented in t h i s s e c t i o n a r e c o n s i d e r e d m i n i m u m s and are not meant to supersede design(s) by th e p r o j e c t s t r u c t u r a l e n g i n e e r o r c i v i l engineer specializing in structural design. Upon req u e s t , G S l c o u l d p r o v i d e a d d i t i o n a l consultation regarding soil parameters, as relate d t o f o u n d a t i o n d e s i g n . T h e y a r e considered preliminary recommendations for prop o s e d c o n s t r u c t i o n , i n c o n s i d e r a t i o n o f our field investigation, laboratory testing, and engine e r i n g a n a l y s i s . ID For preliminary planning purposes, the fovr)gis'ré s e n t e d . I t i s o u r u n d e r s t a n d i n g t h a t the structure will be erected utilizing aiptyp9f'co n s t r u c t i o n . W e a s s u m e t h a t c o l u m n loads are not anticipated to excee&1p' 4br dead plus live loading conditions while wall loads are not expected to exce'"ps per line a l f o o t . T h e e n g i n e e r i n g a n a l y s i s performed, concerning the foundation s'stern and t h e r e c o m m e n d a t i o n s o f f e r e d b e l o w , have been prepared using these anticipated lo a d s a n d a s s u m i n g t h e r e c o m m e n d e d earthwork is performed. In the event that the info r m a t i o n c o n c e r n i n g t h e p r o p o s e d development is not correct, or any changes in the d e s i g n , l o c a t i o n , o r l o a d i n g c o n d i t i o n s of the proposed structure are made, the conclusions a n d r e c o m m e n d a t i o n s c o n t a i n e d i n this report shall not be considered valid unless the ch a n g e s a r e r e v i e w e d a n d c o n c l u s i o n s of this report are modified or approved in writing by t h i s o f f i c e . Design Our review, field work, and laboratory testing indicat e s t h a t o n s i t e s o i l s h a v e a m e d i u m expansion potential. Preliminary recommendations fo r f o u n d a t i o n d e s i g n a n d c o n s t r u c t i o n are presented below. Final foundation recomm e n d a t i o n s s h o u l d b e p r o v i d e d a t t h e conclusion of grading based on laboratory testing o f f i l l m a t e r i a l s e x p o s e d a t f i n i s h g r a d e . 12 Bearing Value / 1. An allowable vertical bearing value of 2000 pounds p ' W s q u a r e f d ' o t ( p s f ) P l o u l d b e used for design of continuous footings a minim u r n Q ) i n c h e s w i d e a n d ( ) n c h e s deep (below lowest adjacent exterior grade) and f o r d e s i g n o f s q u a r e f o o t i n g s 2 4 inches wide and 24 inches deep (below lowest a d j a c e n t g r a d e , n o t i n c l u d i n g s a n d layer), bearing in properly compacted fill material. Per U B C c o d e , t h i s v a l u e m a y b e increased by 10 percent, 200 pounds per square fo o t f o r e a c h a d d i t i o n a l 1 2 i n c h e s Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\2100\2195a.pge Page 13 GeoSoils, Inc. I in depth of embedment (no increase should be utilized for f o o t i n g w i d t h ) t o a maximum value of 2500 pounds per square foot. The ab o v e v a l u e s m a y b e increased by one-third when considering short duration seismi c o r w i n d l o a d s . I . Exterior square footings should be tied back to the main foun d a t i o n w i t h a g r a d e beam or tie beam as described in the "construction" secti o n o f t h i s r e p o r t . I n addition, foundation depths and widths should be constr u c t e d p e r t h e U B C I guidelines. 2.. All footings should be embedded a minimum 18 inches into pr o p e r l y c o m p a c t e d f i l l I and minimally reinforced with two No. 5 rebars top and botto m . 7 -ZT\ \\. All continuous footings should be minimally reinforced wgift four No.frrebars two J top and two bottom. . . Interior columns may be supported on isolated footings pro v i d e d t h e a n g u l a r distortions and differential settlement criteria provided herein a r e i n c o r p o r a t e d i n t o project planning and design by the project structural engineer a n d / o r a r c h i t e c t . Column loads should not be supported directly by slabs. Isolat e d s p r e a d f o o t i n g s should have a minimum soil to concrete surface area of 4 squ a r e f e e t . /-(L Z .S7"7 c ç 4- TJ ( 5. Any iriteoczmeajne should not be supported directly upon th e s l a b s u r f a c e . I t "-' is recommended that any interior mezzanine be supported by e i t h e r i s o l a t e d i n t e r i o r footings or strip footings. 6. The upper 6 inches of footing embedment should be neglecte d i f not confined by slabs or pavement. Lateral Pressure Passive earth pressure of compacted fill may be computed as a n e q u i v a l e n t f l u i d having a density of 225 pounds per cubic foot per foot of depth, t o a m a x i m u m e a r t h pressure of 2,000 pounds per square foot. An allowable coefficient of friction between compacted fill soil a n d c o n c r e t e o f 0 . 3 5 may be used with the dead load forces. When combining passive pressure and frictional resistance, the p a s s i v e p r e s s u r e component should be reduced by one-third. . All footings should maintain a minimum 7-foot horizontal setback f r o m t h e b a s e o f the footing to any descending slope. This distance is measure d f r o m t h e f o o t i n g face at the bearing elevation. Footings should maintain a m i n i m u m h o r i z o n t a l setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet nor need be greater than 4 0 f e e t . F o o t i n g s adjacent to unlined drainage swales should be deepened to a mi n i m u m o f 6 i n c h e s below the invert of the adjacent unlined swale. Footings for s t r u c t u r e s a d j a c e n t t o Capital Finance Group . W.O. 2195-A-SC Lot 42, Carlsbad Airport Center . March 6, 1997 e:\wp7\2100',2195a.pge Page 14 GeoSoils, Inc. retaining walls should be deepened so as to exte n d b e l o w a 1 : 1 p r o j e c t i o n f r o m t h e heel of the wall. Alternatively, walls may be design e d t o a c c o m m o d a t e s t r u c t u r a l loads from buildings or appurtenances as describe d i n t h e r e t a i n i n g w a l l s e c t i o n o f this report. 5. Due to anticipated disturbances in areas adjacent t o l a n d s c a p i n g , t h e u p p e r 6 i n c h e s of passive pressure should be neglected if not c o n f i n e d b y s l a b s o r p a v e m e n t . --' --------.., Construction All footings should be embedded a minimum o j , 1 n c h e s i n t o p r o p e r l y c o m p a c t e d f i l l . \ Grade beams (typically utilized in foundation la y o u t t o c o n t r o l l a t e r a l d r i f t { c o m p r e s s i o n \ Thrrdtènsion} of footings subjected to expansive s o i l s , s e t t l e m e n t s , a n d s e i s m i c l o a d i n g ) should be provided across large openings, (i. e . , g a r a g e s o r e n t r a n c e s ) . A l l e x t e r i o r isolated footings should be tied to the main fo u n d a t i o n s y s t e m b y g r a d e b e a m s o r t i e beams to reduce the potential for lateral drift o r d i f f e r e n t i a l d i s t o r t i o n . T h e b a s e o f t h e reinforced grade beams should enter the adjoini n g f o o t i n g s a t t h e s a m e d e p t h a s t h e footings (i.e., in profile view). The grade beam s t e e l s h o u l d b e c o n t i n u o u s a t t h e f o o t i n g connection. Grade beams and footings should be m i n i m a l l y r e i n f o r c e d a n d s i z e d p e r t h e structural engineers recommendations. When revi e w i n g t h e i n t e r i o r b u i l d i n g f o o t i n g s , t h e structural engineer should evaluate the need f o r g r a d e b e a m s t o c o n t r o l l a t e r a l d r i f t o f isolated column footings, if the combination of f r i c t i o n a n d p a s s i v e e a r t h p r e s s u r e w i l l n o t be sufficient to resist lateral forces. FLOOR SLAB DESIGN RECOMMENDATIONS Concrete slab-on-grade floor construction is anti c i p a t e d . T h e f o l l o w i n g a r e p r e s e n t e d a s minimum design parameters for the slab, they are in n o w a y i n t e n d e d t o s u p e r s e d e d e s i g n by the structural engineer. Design parameters d o n o t a c c o u n t f o r c o n c e n t r a t e d l o a d s (e.g., fork lifts, other machinery, etc.) and/or the u s e o f f r e e z e r s o r h e a t i n g b o x e s . Light Load Floor Slabs The slabs in areas that will receive relatively lig h t l i v e l o a d s ( i . e . , s t a n d a r d o f f i c e l o a d i n g ) should be a minimum of 5 inches thick and be reinf o r c e d w i t h N o . 3 r e i n f o r c i n g b a r o n 1 8 inches centers in two horizontally perpendicular dir e c t i o n s . R e i n f o r c i n g s h o u l d b e p r o p e r l y supported to ensure placement near the vertical m i d p o i n t o f t h e s l a b . " H o o k i n g " o f t h e reinforcement is not considered an acceptabl e m e t h o d o f p o s i t i o n i n g t h e s t e e l . T h e recommended minimum compressive strength o f c o n c r e t e i s 2 , 5 0 0 p o u n d s p e r s q u a r e inch (psi). The project structural engineer should consider t h e u s e o f t r a n s v e r s e a n d l o n g i t u d i n a l control joints to help control slab cracking due t o c o n c r e t e s h r i n k a g e o r e x p a n s i o n . T w o of the best ways to control this movement are: 1) a d d a s u f f i c i e n t a m o u n t o f r e i n f o r c i n g Capital Finance Group W.O. 2195ASC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wpl\2100\2195a.pge Page 15 GeoSoils, Inc. - - -7 / DISCUSSION AND CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the subject site appears suitable for the proposed industrial/commercial development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: Regional seismic activity. Depth to competent bearing material, including cut/fill transitions. Expansion potential of site soils. Subsurface water and potential for perched water. The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses performed, concerning site preparation and the recommendations presented herein, have been completed using the information provided and obtained during our field work, as well as information provided to this office with regard to grading (Appendix A). In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. Earth Materials Existing Fill The results of density testing performed on existing compacted fill material are presented at the appropriate depth taken as indicated within the boring logs in Appendix B. Our conclusions are based on a review of this data and laboratory maximum dry density/optimum moisture content. data. Existing fill materials within 2 feet of existing pad grade are generally dry and loose and/or do not meet the current industry minimum standard of 90 percent (or greater) relative compaction. Based on our visual, tactile, and field density testing, the relative compaction of existing fill appears to be generally at or above the current industry minimum standard of 90 percent with fill soils generally moist, at depths below 2 feet. Previous site work performed during rough grading of the lot as outlined in GSI (1991) had indicated that fill onsite was compacted to the minimum industry standards stated above. Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 è:\wp7\21002195a.pge Page 9 Recommendations for the treatment of existing fills are presented in the earthwork secti o n of this report. Localized sections of the fill may be loose and dry beyond 11/2 to 2 feet as previously indicated. If exposed during grading, additional evaluations may be performed as deemed appropriate. Bedrock Depending upon actual building location and proposed pad grade, there is a potential t o encounter bedrock during site earthwork. Processing of this material should be accomplished with conventional grading equipment. However, resistant bedrock or boulders may be encountered during development of this lot and should be anticipated. Subsurface and Surface Water Subsurface and surface water, as discussed previously, are not anticipated to affect sit e development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditio n s along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, o r damaged utilities. Should perched groundwater conditions develop, this office co u l d assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. The groundwater conditions observed and opinions generated were those at the.time of our investigation. Conditions may change with the introduction of irrigation, rainfall, o r other factors that were not obvious at the time of our investigation. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code (adopted and current edition), the requirements of the City o f Carlsbad, and the Grading Guidelines presented in this report as Appendix D, exc e p t where specifically superseded in the text of this report. Prior to grading GSls representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule; Earthwork beyond t h e limits of the surficial, remedial overexcavations or those indicated on the grading plan should be reviewed by the geologist and/or geotechnical consultant prior to and following these additional removals. Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:wp7\2100\2195a.pge - Page 10 GeoSoits, Inc. 16 During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative (s) of GSI. If unusual or unexpected conditions are exposed in the field or if modifications are proposed to the rough grade or precise grading plan, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. GSI does not consult in the area of safety engineering. Excavations into the granular material on this site may be unstable. Site Preparation Debris, vegetation, and other deleterious material should be removed from the improvement(s) area prior to the start of construction. Following removals, areas approved to receive additional fill should first be scarified in two perpendicular directions and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and compacted to a minimum 90 percent relative compaction. Removals (Unsuitable Surficial Materials) Due to the desiccated and relatively loose condition of near surface soils across the lot, removals should consist of fill soils within 2 feet of existing grades within the building footprint and parking/driveway areas. Once these materials are removed, the bottom of the excavations should be observed and tested. At that time, the removed existing earth materials may be re-used as fill, provided the materials are moisture conditioned at, or above, the soils optimum moisture and compacted in accordance with the recommendations of this report. When removals are completed, the exposed surface should be scarified in two perpendicular directions (cross ripped), moisture conditioned and recompacted prior to fill placement. If encountered during excavation of utilities or footings, oversized materials may increase excavation difficulty. Treatment of unsuitable materials (removal and recompaction) should be considered. Overexcavation Formational materials occur at, or near, existing grade within the eastern portion of the lot. In order to provide for uniform structural support, areas underlain by formational materials within 5 feet of proposed grade, should be overexcavated to provide a minimum 5-foot layer of compacted fill and at least 5 feet outside the limits of the outer-most foundation elements. The limits of any bedrock overexcavation should be determined once a grading plan for the site is made available. This 5-foot overexcavation is considered a minimum and within the limits of the building assumes a 2-foot footing embedment (from lowest adjacent soil grade). If embedments are greater than 2 feet, the overexcavation should be Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\2100\2195a.pge Page 11 GeoSoils, Inc. = increased to a minimum of 3 feet beyond the bottom of the footing and 6 feet l a t e r a l l y beyond the width of the footing. Proposed grading of the building site will likely create a cut/fill transition in the b u i l d i n g p a d area where existing fill (i.e., cut areas) is adjacent to proposed fill. Areas w h e r e t h e proposed cut is less than 2 feet should be overexcavated to the minimum depth as d e f i n e d within the removals section presented above. Cut areas greater than 2 feet below existing grade should be well scarified (cr o s s - r i p p e d ) , moisture conditioned as necessary, and compacted to a minimum 90 pe r c e n t r e l a t i v e compaction (ASTM test method D-1557). Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (6±i n c h ) l i f t s , - cleaned of vegetation and debris, brought to a least optimum moisture c o n t e n t , a n d compacted to achieve a minimum relative compaction of 90 percent. If e n c o u n t e r e d oversized cobbles and boulders (8 to 24 inches), generated as the result of the e a r t h w o r k should be placed outside of the limits of the building in landscape areas or i n a pre-designated disposal area. If fill materials are imported to the site, the proposed import fill should be su b m i t t e d t o GSI, so laboratory testing can be performed to verify that the intended import mat e r i a l i s compatible with onsite material. At least three business days of lead time sh o u l d b e allowed by builders or contractors for proposed import submittals. This lead tim e w i l l a l l o w for particle size analysis, specific gravity, relative compaction, expansion t e s t i n g , a n d blended import/native characteristics as deemed necessary; Erosion Control Onsite soils and bedrock materials have a moderate erosion potential. Use of h a y b a l e s , silt fences, and/or sandbags should be considered, as appropriate during c o n s t r u c t i o n . Temporary grades should be constructed to drain at a minimum of 1 to 2 perce n t t o a suitable temporary or permanent outlet. Precise grades should be evaluated by t h e d e s i g n civil engineer to reduce concentrated flows to less than 6feet per second (Ami m o t o , 1 9 8 1 ) and into lined or landscaped swales. Evaluation of cuts during grading will be ne c e s s a r y in order to identify any areas of loose or non-cohesive materials. Should any s i g n i f i c a n t zones be encountered during earthwork construction, additional remedial gra d i n g m a y b e recommended; however, only the remedial measures discussed herein are anticip a t e d a t this time Capital Finance Group ; W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\21OO2195a.pge • Page 12 GeoSoils, Inc. • . steel to increase the tensile strength of the slab; and 2 ) p r o v i d e a n a d e q u a t e a m o u n t o f control and/or expansion joints to accommodate a n t i c i p a t e d c o n c r e t e s h r i n k a g e a n d expansion. Transverse and longitudinal crack control jo i n t s s h o u l d b e s p a c e d n o m o r e than 12 feet on center and constructed to a minimum d e p t h o f 1/4, where 'T' equals the slab thickness in inches. Heavy Load Floor Slabs The project structural engineer should design the slab s i n a r e a s s u b j e c t t o h i g h l o a d s (machinery, forklifts, storage racks, etc. or above sta n d a r d o f f i c e l o a d i n g ) . T h e M o d u l u s of subgrade reaction (k-value) may be used in the d e s i g n o f t h e f l o o r s l a b s u p p o r t i n g heavy truck traffic, fork lifts, machine foundations a n d h e a v y s t o r a g e a r e a s . A k - v a l u e (modulus of subgrade reaction) of 100 pounds per squ a r e i n c h p e r i n c h ( p c i ) w o u l d b e prudent to utilize for preliminary slab design. An A-v a l u e t e s t a n d / o r p l a t e l o a d t e s t m a y be used to verify the k-value on near surface fill soils. Concrete slabs should be at least 51/2 inches thick and reinforced with at least No. 3 reinforcing bars placed 12 inches on center in two dir e c t i o n s . S e l e c t i o n o f s l a b t h i c k n e s s compatibility with anticipated loads should be provided b y t h e s t r u c t u r a l e n g i n e e r . H e a v i l y loaded concrete slabs should be underlain with a minim u m o f 4 i n c h e s o f 9 4 - i n c h c r u s h e d rock (vibrated into place), or 4 inches of aggregate b a s e m a t e r i a l s ( C l a s s 2 a g g r e g a t e base or equivalent) compacted to a minimum relati v e c o m p a c t i o n o f 9 5 p e r c e n t . Transverse and longitudinal crack control joints should b e s p a c e d n o m o r e t h a n 1 4 f e e t on center and constructed to a minimum depth of 1/4, where 'T' equals the slab thickness in inches. The use of expansion joints in the slab shoul d b e c o n s i d e r e d . C o n c r e t e u s e d in slab construction should be 560-C-3250. Spacing o f e x p a n s i o n o r c r a c k c o n t r o l j o i n t s should be modified based on the footprint of the area t o b e h e a v i l y l o a d e d . These recommendations are meant as minimums. The p r o j e c t a r c h i t e c t a n d / o r s t r u c t u r a l engineer should review and verify that the minimum r e c o m m e n d a t i o n s p r e s e n t e d h e r e i n are considered adequate with respect to anticipated us e s . Subgrade Preparation The subgrade material should be compacted to a minim u m 9 0 p e r c e n t o f t h e m a x i m u m laboratory dry density. Prior to placement of concrete, t h e s u b g r a d e s o i l s s h o u l d b e w e l l moistened to at least optimum moisture content and v e r i f i e d b y o u r f i e l d r e p r e s e n t a t i v e . Moisture Protection In areas where moisture condensation is undesir a b l e ( e . g . , a r e a s t o h a v e m o i s t u r e - sensitive floor coverings), a minimum .10 mil plastic me m b r a n e s h o u l d b e p l a c e d w i t h a l l laps/openings sealed. The membrane should be s a n d w i c h e d b e t w e e n t w o 2 - i n c h (minimum) sand layers for a total of 4 inches of sand. T h e s e a r e a s s h o u l d b e s e p a r a t e Capital Finance Group .W.0. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\2100'2195a.pge Page 16 GeoSoils, Inc. . from areas not similarly protected. This separation could be provided with a concrete cut- off wall (minimum 6 inches thick) extending at least 18 inches into the subgrade soil, below the sand layer. RETAINING WALL RECOMMENDATIONS General The equivalent fluid pressure parameters provide for either the use of native or low expansive select granular backfill to be utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wall at a 1:1 (h:v) projection from the heel of the foundation system. Low expansive fill is Class 3 aggregate baserock or Class 2 permeable rock. Wall backfllling should be performed with relatively light equipment within the same 1:1 projection (i.e., hand tampers, walk behind compactors). Highly expansive soils should not be used to backfill any proposed walls. During construction, materials should not be stockpiled behind nor in front of walls for a distance of 2H where H is the height of the wall. Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with the recommendations presented below. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To reduce the potential for wall cracking, walls should be internally grouted and reinforced with steel. To mitigate this effect, the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed. Vertical expansion control joints should be infilled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints. Walls should be internally grouted and reinforced with steel. Restrained Walls Loading Dock Wall It is recommended that loading dock walls be designed for restrained conditions (indicated below), where adjacent to the proposed site building. Loading dock walls should be designed to resist lateral earth pressure and any additional lateral pressures caused by surcharge loads on the anticipated adjoining slab surface. Approximately up to 1/2 of surcharge loads on the truck loading dock slab may be added as a uniform load in the Capital Finance Group W.O. 21 95-A-SC Lot 42, Carlsbad Airport Center March, 6, 1997 e:\wp7\21OO2195a.pge Page 17 GeoSoils, Inc. back of the loading dock wall. However, the structural engineer or civil engineering specializing in structural design should review and evaluate the type of wall connection(s) and the condition of the wall (restrained or cantilever). Other Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent flUid pressures (EFP) of 65 pcf, plus any applicable surcharge loading. This restrained-wall, earth pressure value is for select backfill material only. For walls that are restrained and backfilled with native low to medium expansive soils, an EFP of 75 pcf, plus applicable surcharge loads should be used. - For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The wall should be drained as indicated in the following section. A seismic increment of 10H (uniform pressure) should be considered on walls for level backfill, and 20H for sloping backfill of 2:1, where H is defined as the height of retained material behind the wall. For structural footing loads within the 1:1 zone of influence behind wall backfill, refer to the following section. Cantilevered Walls These recommendations are for cantilevered retaining walls up to 10 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specifiô slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, expansive soils, or adverse geologic conditions. For cantilever retaining walls greater than 4 feet in height, a seismic increment of 10H (uniform pressure) for level backfill and 20H for backfill sloped at 2:1 behind the walls should be considered. For cantilever walls, these seismic loads should be applied at 0.6 H up from the bottom of the wall. If traffic is within a distance H behind any wall or a 1:1 projection from the heel of the wall foundation a pressure of 100 psf per foot in the upper 5 feet should be used. Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1:1 projection behind any site wall. However, for preliminary planning purposes,. one third of the footing contact pressure should be added to the wall in pounds per square foot below the bearing elevation and for a distance of three times the footing width along the wall alignment. Alternatively, a deepened footing beyond the 1:1 projection (up from the heel) behind the wall may be utilized. Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\2100\2195a.pge Page 18 GeoSoils, Inc. EQUIVALENT FLUID WEIGHT* FOR BACKFILL'. E RETAINED MATERIAL SOIL SOIL örlzónta....:vètIcaI).:. Level** 35 45 2t01 55 65 *10 be increased by traffic, structural surcharge and seismic. loading as needed. **Level walls are those where grades behind the wall are level for a distance of 2H. Wall Backfill and Drainage All retaining walls should be provided with an adequate backdrain and outlet system (a minimum two outlets per wall and no greater than 100 feet apart), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. See site wall drain options (Figure 3, Figure 4, and Figure 5). Drain pipe should consist of 4-inch diameter perforated schedule 40 PVC pipe embedded in gravel. Gravel used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of 3/8- to 1-inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall. Where the void to be fitted is constrained by lot lines or property boundaries, the use of panel drains (mirafi 5000 or equivalent) may be considered with the approval of the project geotechnical engineer. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. Weeping of the walls in lieu of a backdrain is not recommended for walls greater than 2 feet in height. For walls 2 feet or less in height, weepholes should be no greater than 6 feet on center in the bottom coarse of block and above the landscape zone. A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete, behind the top of the walls with sloping backfill should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at 1 to 2 percent. Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from formational bedrock, to gravelly fill to select fill. If this condition is present the civil designer may specify either: Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\2100\2195a.pge Page 19 GeoSoils, Inc. A minimum of a 2-foot overexcavation and recompaction of bedrock materials for a distance of two times the height of the wall. Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H (where H=wall height in feet) on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. C) Embed the footings entirely into native formational material. If transitions from cut to 1111 or rock fill to select fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and increase overexcavation until such transition is between 45 and 90 degrees to the wall alignment. ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA Additional Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request this includes but not limited to appurtenant structures. This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfihls. Erosion and Sedimentation Control The objective of the National Pollutant Discharge. Elimination System (NPDES) requirements are to reduce (or eliminate) discharge of non-stormwater runoff from construction sites. One of the best management practices (BMP's) to mitigate significant erosion from sites in the grading phase of construction is implementation of structural Containment devices, including but not limited to sandbags, retention basins, hay bales, etc. BMP's should be developed prior to the start of mass grading. As described in the General Permit, a Storm Water Pollution Prevention Plan (SWPPP) specific to the subject development is required, and should include an erosion control plan presenting best management practices (BMP's) for runoff control. The erosion control plan should be exhibited on the grading plans. The SWPPP should be maintained until a post- Construction management plan is in effect. These services would be provided by GSl Upon request. CaPital Finance Group W. O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\1oO195apge Page 20 GeoSoils, Inc. Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided. Onsite soil materials should be maintained in a solid to semisolid state. Brushed native and graded slopes (constructed within and utilizing onsite materials) would be potentially erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Planting of large trees with potential for extensive root development should not be placed closer than 10 feet from the perimeter of the foundation the anticipated height of the mature tree, whichever is greater. It order to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting) should be considered. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent minimum relative compaction. Moisture sensors, embedded into fill slopes, should be considered to reduce the potential of overwatering from automatic landscape watering systems. The use of certain fertilizers may affect the corrosion characteristics of soil. Review of the type and amount (pounds per acre) of the fertilizers by a corrosion specialist should be considered. Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Landscaping should be graded to drain into the Street, or other approved area. All surface water should be appropriately directed to areas designed for site drainage. Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7'21002195a.pge Page 21 GeoSoits, Inc. Coo drcir, (cut off) 16' below sail line Waterproofing Manufactured drainage Geacomposite drain ( Mira drain 5000 or equivalent ) Note: Filter fabric wraps completely around perforated pipe crid behind core mccericl, core mctericl wrccs beneath bottom of pipe. 4" cic. mm . perforated — pipe picced with holes down and sloped at 1 —2% to suitable outlet 4" mm. granular material - (class 2 permeable or 3/8-1' clean crushed rock wrapped in 0 filter fcbric) Site retaining wail (structurci design by others) Pcverrent section per GSI recommendations Finished lot surface I I file (I l4"r 06, A I O 61 <1 I r_ %%_..-t. -... - 4' I 0 - , OA' , ' l I .- (1 / / 0 Q I 41 & L Wcll footing (designed by others) L710- J-i FORM 89/22 SCHEMATIC OF SITE WALL DRAIN (7 OPTION 'A Figure 3 SP Tf- I DATE 3/97 IW.o. NO 2195-A-SC Geotechnical. Geologic' Environmental rr Ccp drain (cut off) 18" be!ow Scil line WoterprOoritig - 4" dig. mm . perforated pipe placed with holes down and sloped at 1 —27 to c suitcble outlet 12" thick (mm.) drain rock (class 2 permeable) or other acceptable granular material, 1/8-1" clean crushed rock wrapped in o filter fabric (Mirafi 140 or equivalent) Site reccining wcll (structural design by others) Pavement section per GSl reccmenccticns - Finished lot surface / f(% ''c;' •:@ ° ' 4" Mm. 4" Mm. b I tj . • a' • ~17 ' •, p • p .1 e .. pm. •. I. • • • uII 4" Min. ' ' • p I f 0 13 ...... • • ' . ' • • • 0 . , / 0 - , •• 'i.: 4 • p p .0 • b•, 'Jt1 Fcotirtg (designed by others) SCHEMATIC OF SITE WALL DRAIN OPTION B Figure 4 FDATE Geotechnical. Geologic. Environmental FORM 89/22 Waterproofing If finished surface is wichir 6" of top of footing wcll shcfl be at 6' ititervols %wc. the length of the wall and located at the level of the bottom course of block. The drcins shall be 4" in diameter p Coo drain (cut off) 18" below soil line 2" thick (min.) drain rock (class 2 permeable) or other acceptable grar.ulcr mctericl, 1/8—i" clean crushed rock wrapped in c filter fabric (Mircfi 1.40 or equivclerit) '•' . V/'Z -Site retaining wail ( (structural design . by. others) -: veerc:eaicnpe `z' recornenccticns hed lot surface ;•:. JI" -_I b. I 0 • •' •'• : (10 0 0 , , • • • , 01 0 • ' I • £ • • P1 0 0' I 0 • • i , •.I• • • • •i :.. i • ''0 • / • A • • .0 . VaL1 Fcatir'g (designed by 'others) SCHEMATIC OF SITE WALL DRAIN OPTION C Figure 5 DATE 3/97 Iw.o. Na_2195-A-SC Geotechnical. Geologic. Environmental FORM 89/22 Roof gutters and down spouts are recommended to control roof drainage. Down spouts should outlet a minimum 'of 5 feet from proposed structures or tightlined into a subsurface drainage system. We recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. Drainage behind top of walls should be accomplished along the length of the wall with a paved channel drainage v-ditch or substitute. Footing Trench Excavation All footing trench excavations should be observed and approved by a representative of this- office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trench Backfill All excavations should be observed by one of our representatives and conform to OSHA and local safety codes. Exterior trenches should not be excavated below a 1:1 projection from the bottom of any adjacent foundation system. If excavated, these trenches may undermine support for the foundation system potentially creating adverse conditions. All utility trench backfill in slopes, structural areas and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Observations, probing and, if deemed necessary, testing should be performed by a representative of this office to verify compactive efforts of the contractor. Soils generated from utility trench excavations should be compacted to a minimum of 90 percent (ASTM D-1557) if not removed from the site. Jetting of backfill is not recommended. Bottoms of utility trenches should be sloped away from structures. Corrosion Potential Corrosivity testing of site soils was not performed for this study. Consideration should be given to performing site specific corrosion testing (chlorides, resistivity, pH) to confirm the corrosion potential for, the subject lot. Such testing can be performed, preferably subsequent to final site grading, at the client's's request. The use of certain fertilizers in landscape areas may alter the soil chemistry and create a corrosive soil condition. Review of landscape, utility, and foundation plans by a corrosion specialist should be considered. Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\21OO2195a.pge Page 25 GeoSoils,_Inc. I IWtI;täL1 Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site grading, construction, and our post-grading study. Site conditions may vary due to seasonal changes or other factors. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. Inasmuch as our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have, been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI performed this study within the constraints of a budget. During the field exploration phase of our study, odors tor stained or discolored soils were not observed onsite or in our test pits or boring spoils. However, these observations were made during our preliminary geotechnical study and should in no way be used in lieu of an environmental assessment. If requested, a proposal for a phase I preliminary environmental assessment could be provided. Capital Finance Group W.O. 2195-A-SC Lot 42, Carlsbad Airport Center March 6, 1997 e:\wp7\2100\2195a.pge Page 26 GeoSoils. Inc. NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you throughly understand the options before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is requred before a building permit will be issued. Your signature is confirming the accuracy of all parcel and ownership information shown. ,,porcc- r Name of Owner ?'fO9 Address L4.5\J44 AfV 933 City State Zip Code oi9-1SC- ccf Telephone q,o cAJ Project Address Carlsbad CA 9200 City State Zip Code 2)2- 0c320 Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. C1702 31 Building Permit Number As cited by Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No. 1. All non-residential property, upon the issuance of the first building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty- five (25) years. Please indicate your choice by initialing the appropriate line below: OPTION (1): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now as a one-time payment. Amount of One-Time Special Tax: $ I 3 . I 9 c. ' . Owner's Initials___________ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax: $ 2, 783. 99 . Owner. Initials l4<— I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. &LC., ITS we nt W*'To,'.-, LLC7 fiT i#fm'419f ç,. Vic E E,Jr Signature o'\P!`_Olierfy Owner Title CLoijG Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. NON-RESIDENTIAL CERTIFICATE CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD Plan Check No. '7 COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: Carlsbad Unified 801 Pine Avenue Carlsbad CA 92009 (434-0661) Encinitas-Union 101 South Rancho Santa Fe Rd. Encinitas CA 92024 (9444300) San Marcos Unified 1290 West San Marcos Blvd. San Marcos CA 92024 (744-4776) San Dieguito Union High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) Project Applicant: Project Address: RESIDENTIAL: 'rporr Lkrcç LLc APN: Zt?_-- O. SQ. FT. of living area number £f dwelling units.________________ SQ. FT. of covered area SQ. FT. of garage area USTRIAL: SQ. FT. AREA c S 7ô 1 Ø/ Date_____________ COMMERCIAL/IN Prepared by FEE CERTIFICATION be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1 986. (other school fees paid) Other Residential Fee Levied: $ _56 .7D based on sq. ft. @ Comm/Indust Fee Levied: $______________ based on sq. ft. @ I H. Blair d isbnt'Sug&±L . ( School District Official Title Date . - - - 1- * B-UILDING. PERMIT PCR No: PCR97085' 01/16/98,12: 11 .. Project No: A9700323 Page 1 of. 1 Deie1opment No: a Job Addre: -1910 PALOMAR OAKS WY Suite: '. Permit Type:. PLAN CHECK REVISION' 'Parcel No': 212-092-06-00 Lôt#: 42 308701/16/98 000101 02 - '-1 - .Valuation: . 0 '-Construction ype: VN '.Occupancy Group: Si Reference#: CB970231 Status: ISSUED Description: REVISIONS To RESTRAINING WALL Applied: 11/07/97 SELF STORAGE Apr/Issue01/16/98 -- . ."Entered By: •RMA Appl/Ownr : AIRPORT SELF STORAGE .619 232-3034 - • . P.0 BOX 15163 LAS VEGAS NV 89114 •- *** Fees Required ***—___..Fs Collected. & Credits ***' . •• ' Fees: -. 272.0-0 - •. . Adjustments ,/oo tot.i Credits 00 'Total-Fees:-' 272.0'0 al -..00 Qfa- • ,- / 0 ~nc~e-eD?e: 27200 Feedescripion /c\ /2 Ext.fee Data Plan Check Revisio F' 7Yj'27.2.00 308701/16/98 02010002 C-PRI'IT - 269..28 - - - . II'JCO5PORATED 1952 9 - - - • . . . - - - - FAPROVAL INS PE1. DATR~~J - . - CLEARANCE - -. CITY OF CARLSBAD . - 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 . ••. 9 - .• . . k.. - Address linclude Bldg/Suite 81 Legal Description lt No. Subdivisio 'W IL 414'-14 - ' Asse rC&# Ealst,nU r Description of Work SQ. FT. 2. "TCONT CT PERSON iii dIN.I Im apoBintj Business Name let this address) Unit No. of /c~ 7/,iViI ti'i J2//6v 0/ PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 1. PROJECT INFORMATION / C C' /(0f -71J /3 FOR OFFICE USE ONLY PLAN CHECK NO. Pl, EST. VAL. Plan Ck. Deposit Validated Phase No. Total S of Use L-0 T C/-/ ms S of Bathrooms 4z7.oltZ Name Address - . City State/Zip Telephone # Fax P 3. 'APPUCANT 0 Contractor 0 Agent for Contracoi 0 àwiit 'O Agent for wner. TT'. .......... Name • Address City State/Zip Telephone P 4 PROPERTY OWNER Name . Address City State/Zip Telephone P S CONTRACTOR COMPANY NAME 77 7.1 (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 Codel 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 toe civil penalty of not more than five hundred dollars 185001). Name Address City State/Zip ' Telephone State License P License Class City Business License S Designer Name Address . City State/Zip Telephone State License # C WORKERS COMPENSATION - ' ' '." ' - Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My 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 1*1001 OR LESS) 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 subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8100.000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's lees. SIGNATURE '' DATE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. if, however, the building or Improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sac. 7044, Business and Professions Code: The Contractor's License Law does not apply to in owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I em exempt under Section ______________ Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DNa I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (Include name / address / phone number / contractors license number): 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 I phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (Include name I address / phone number I type' of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING 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?' 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 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. .8 CONSTRUCTION LENDING AGthCY '' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS________________________________________________________ APPLICANT CERTIFICATION I certify that I have read the application and state that the above information Is correct and-that the Information on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Clt' 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 no comme9f.6 within 85 days from the date of such permit or If the building or work authorized by such permit is suspended or abandoned at any time after the ork codianc a period of 180 days (Section 108.4,4 Uniform Building Code). APPLICANT'S SIGNATURE , '." I" DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation Professional Plan Review Engineers DATE: JAN 91 1998 U APPLICANT )JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 97-231 REV-2 (PCR 97085) SET: II PROJECT ADDRESS: 1910 PALOMAR OAKS WAY PROJECT NAME: CARLSBAD AIRPORT SELF STORAGE F-1 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. SEE BELOW LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant . contact person. LI The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. El Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax I er REMARKS: The applicant 1 ip sheet the two 11 x 17 pages into revised plans at the city. By: All Sadre . Enclosures: Esgil Corporation [1 GA El CM El EJ El PC log trnsmtl.dot 9320 Chesapeake Drive, Suite 208 6 San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation Professional Plan Review Engineers DATE: JAN 6, 1998 JURISDICTION: CARLSBAD PLAN CHECK NO.: 97-231 REV-2 (PCR 97085) SET: I PROJECT ADDRESS: 1910 PALOMAR OAKS WAY PROJECT NAME: CARLSBAD AIRPORT SELF STORAGE C3 AP ICANT JURIS. o PLAN REVIEWER U FILE El 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 LII 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. SEE BELOW F-1 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: BILL HEDENKAMP 1035 7TH AVE., #423, SAN DIEGO, CA92101 U Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI 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 U REMARKS: There are two sets of calculations provided for the retaining walls one by Wharton and the other by Wagenaar. Please submit one set only for detail A and reflect all structural information for it per calc's. on plans. Also provide material spec's. on plans for block wall and tubes. Provide calc's. for the mm. embedment of tubes in block walls and dimension it on plans. Also show the tubes are full height with size and spacing of the tube connections to the studs for positive wall anchorage. By: Ali Sadre Enclosures: Esgil Corporation EGA ECM LIEJ M PC 1/2 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 CK FEE .VALUATION AND PLAN CHE JURISDICTION: CARLSBAD PLAN CHECK NO.: 970-231 REV-2 PREPARED BY: SADRE DATE: 1/6 BUILDING ADDRESS: 1910 PALOMAR OAKS WAY BUILDING OCCUPANCY: :si TYPE OF CONSTRUCTION: IIN BUILDING PORTION BUILDING AREA.T VALUATION VALUE (sq. ft.) MULTIPLIER ($) PLAN REVISIONS 2.5 HRS. 87.15/HR. ESGIL FEE = 217.88 Air Conditioning Fire Sprinklers [: :TOTAL VALUE UBC Building Permit Fee: UBC Plan Check Fee: $ 272.34 CITY FEE Comments: Sheet I of I valuefee.dot EsGiI Corporation Professional Plan Review Engineers DATE: November 21, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-231 REV PROJECT ADDRESS: 1910 Palomar, Oaks Way P APPLICANT O PLAN REVIEWER 0 FILE SET: I PROJECT NAME: Carlsbad Airport Self-Storage Revisions 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: Bill Hedenkamp 1035 7th Ave., #423 San Diego 92101 Esgil Corporation staff did not advise the applicant that-the plancheck has been completed. Esgil Corporation staff did advisethe applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ' ) Fax #: Mail Telephone Fax In Person j REMARKS: ' By: Kurt Culver for A. Sadie Enclosures: Esgil Corporation E1 GA CM LI EJ' LI Pc 11/12/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576' Carlsbad 97-231 REV November 21, 1997 GENERAL PLAN CORRECTION LIST URDKTION: Carlsbad PROJECT ADDRESS: 1910 Palomar Oaks Way DATE PLAN RECEIVED BY ESGIL CORPORATION: 11/12/97 REVIEWED BY: Kurt Culver for A. Sadre PLAN CHECKNO.: 97-231 REV DATE REVIEW COMPLETED: November 21, 1997 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. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. 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. 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? U Yes U No Fence detail "A" refers to standard drawings for the retaining wall. Due to the large overturning moment added to the wall from the fence, regional standards won't apply. Provide a separate design and detail for this wall. 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 Kurt Culver for A. Sadre at Esgil Corporation. Thank you. Carlsbad 97-231 REV November 21, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad, PLAN CHECK NO.: 97-231 REV PREPARED BY: Kurt Culver for A. Sadre DATE: November21, 1997 BUILDING ADDRESS: 1910 Palomar Oaks Way BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE E 199 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ LI 199 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ Type of Review: LI Complete Review E] Structural Only Hourly F-1 RepetitiveFee Applicable LI Other: Esgil Plan Review Fee: $ 174.30 Comments: Review of proposed revisions: Esgil fee = 2 hrs. @ 87.15/hr. Sheet.1 of I macvalue.doc 5196 C11tv Of Carlsbad Engineering Department I BUILDING PLANCHECK CHECKLIST RETAINING WALLpC/3 BUILDING PLANCHECK NUMBER: CBI 700£ / BUILDING ADDRESS: /9/0 )1L PROJECT DESCRIPTION: Retaining Wall ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL 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 i s nsion of permit to build. By: Date: i/i S7'7 DENIAL Please seXth ttached report of deficiencies marked witMake necessary corrections to plans or ations for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. flTh-te: /d//c?2 By: Date: By: Date: ATTACHMENTS D Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME: MICHELE MASTERSON City of Carlsbad ADDRESS: 2075 Las Palmas Drive Carlsbad, CA 92009 PHONE: (619) 438-1161, ext. 4315 O:UJBRARGWORDDOCS',c*4XjSflReuirjng WtI 8uIrç Plancfledi Most Forn hdoc R.'. 81fl190 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576• (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST RETAINING WALLS 2ND/ 3RD, U Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures (dimensioned from street) Property Lines Easements Retaining Wall (location and height) 1 ho hoco (,thz// U U U 2. Show on site plan: A. Drainage Patterns - B. Existing & Proposed Slopes C. Existing Topography U U U 3. Include on title sheet: Site Address Assessor's Parcel Number Legal Description Grading Quantities Cut Fill Import/Export (Grading Permit and Haul Route Permit may be required) U U U 4. Project does not comply with the following Engineering Conditions .of approval for Project No. Conditions were complied with by: Date: I MISCELLANEOUS PERMITS U U 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent tot he public Right-of-Way. A separate Right-of-Way issued by the Engineering Department is required for the following: Please complete attached Right-of-Way application form and return to the Engineering Department together with the requirements on the attached Right-of-Way checklist, at the time of resubmittal. Page 1 Wal Bmng PUnched, Odst Fonn P.doc Rae. &2V96 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check Address Planner Phone (61 9) 438-116 1, extension APN: Type of Project and Use: Project Density:_____________________ Zoning: General Plan: Facilities Management Zone: CFD (in/out) # _Date of participation: Remaining net dev acres:______ Circle One (For non-residential development: Type of land used created by this permit: Le0end: Z Item Complete 0 Item Incomplete. - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval: 0 Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:__________________________ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit -Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. ft Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance- May 21, 1993.) Data Entry Completed? YES NO (Enter CB #; UACT; NEXT1 2; Construct housing Y/N; Enter Fee Amount (See fee schedule for amount); Return) Site Plan: fl 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. E Provide legal description of property and assessor's parcel number. Zoning: LI fl n Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Li Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Eli LII Li Lot Coverage: Required Shown Li LI Li Height: Required Shown g,d. j4j. W'76ieg - Li Li Li Parking: Spaces Required Shown Guest Spaces Required Shown Li Li Additional Comments (3tL1t24 ,j4z4 Q(pi/. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER )/(9frici' SEP-15-1997 15:46 CAPITAL FINANCE GROUP 6197569938 P.01 FAX Date j2f Number of pages including cover sheet TO: PAT kuM FROM: /k1fCffEL 42Q COMPANY: Cm' OF C,255AD COMPANY: CAPITAL fl q7zi Phone (t.Oi') 4 36 - I f& I Fax Phone (61c1) 438-8* Phone (c --/ Fa Phone ICC: REMARKS: 0 Urgent For your review El Reply ASAP El Please Comme,fjf PrnTHc -r it'/%c7 CJR/L P) ThE FE T CFE27 cLY S7V74G (04;o 0. W a.1 SEP-15-1997 15:46 CAPITAL FINANCE GROUP 6197569938 P.02 SEP-15-1997 15:47 CAPITAL FINANCE GROUP Dsgnr: Description. 6197569938 P.04 Jab Uat Soepe: Cantilevered Retaining Wall Descdpeofl [in*.aI RMe9ed Height 687 ft Wall height above retained Soil = 1.33 It Slope Behind Well 0.00:1 Height of Soil over To 000 in Soil Density. = 115.60 pcf Footing Data Toe Width 4.17* Heel Width = 11.117 ft Total Footing Width = 5.341t Footing Thickness = 12.00 in LFooting Key Data Distance from Too = 2.17* Width = 1Z00 in Depth = 12.00 in Surch2vgS Surcharge Over Heel 0.0 Per Surcharge Over Toe * 125.0 pef OJlovv Soil Bearing .uuo.q pa, Equhelent Fluid Pressure Method I Active Soil Pressure - Heel Side = 359 pat Active Soil Pressure - Toe Side = 35. Pc? Passive prsuure = 225. peE Water table height overheel = 0.0* I sliding Da?a .- Frictien Factor @ Footoig & soil 03S4 —neglect ht for = 00 in Lateral Sliding Force =. 9734 lbS less Passive P" us Force . - 1,068,5 lbs less Friction Force - lbs Added Restraint Force Required = -. 0.0 lbs Axial Load Applied TO Stem dsl Deed Load = 204 lbs AxiI Uve Load 100. lbs Adal Load Pecentricity O.V in 2 Fy :5 psi Minimum Footing Reber Op000 tIa...... Minimum As % 0.0018 Too Side.. Heel Side,... Rebar Cover Top = 3.00 in Not req'd Not req'd Reber cover Bottom 3.00 in Mu c S" Fr Mu < S • Fr Toe Heel ACt Fectered Soil Pressure 636 291. pat Mu': From Upward Loads 5,278 0 ft-0 Mu': From Downward Loads a 3,781 1l4*- Mu; Used For Design = 1,518 114 ft-0 Not Reqd = MU'SFr Actual One-Way shear = 4.74 2-15 psi Key Reinforcement, Allowable One-Way Shear 85.00 85.00 pal g SEP-15-1997 15:48 CAPITAL FINANCE GROUP 6197569938 . P.5 TM: Job • 0sgnv - Cantilevered Retaining Waft F IDeeiflnSumIfv -- -.-. Total fleeting Load = 1,800 lbs Summary, of Stem Section Designs.... ..reeultant em 3.06 In Top: BIn Mae, 431O0 inEdqe, From 8-0 ft to 1. It Soil Pressure § Toe = 488 < 2.000 pet 2nd 12 In Mae, 0(%10-00 lnEdge. From 2.7 It to It Soil Pressure (0 Heel 224 2,000 psf ACI Factored Press @ Toe 635 psf ACI Factored Frau 0 Heel 1= 201 psf. Footing ShearlIa Toe = 4.7 <= 860 psi Footing Sheer @ Heel a 21 <= 85.0 Psi WALl. STABILITY RATIOS Overturning Stubility Ratio 2.53 Sliding Ratio Ratio 1.76 r Sti.DeiQn & Cnstruction 1ev Stem Stem OK 2nd 6%m-- Stem Ok Design at This height above fig 2.87 It 0)0 ft Wall Material Abom Ht' Masonry Masonry Thickness 800 in 100 in RebarSize # 4 6 Reber Spacing . 3200 In 18.00 In Rabsr Placed at .Edge Edge Desln Data .. .. tb/PB • ft/Fe 0.58$ 0647 Total Force @ Section . 279.8 Ito 777.9 lbs MornonLActuaI 372.5114 1,728.7 114 Moment....Allowable V 892..31t- 29111.7It-4 Shear ..... Actual 7.93 psi 10.97 psi Shear.....Aftowable 19,36 psi 19.36 psi Bar Embed ABOVE Ht 24•00 In 12,00 in Bar Embed SELOW I'lL 24.00 in 6.00 in V Wall Weight 55.0 psf 94.0 psf Reber Depth 'd' 525 in 9.00 In Masonu'y Data . 1,500 psi 1,500 psi Fs = 24,000 psi 24,000 psi Solid Grouting Na No Special Inspection . = No No Modular Ratio 'ii' 25.78 25.78 Short Term Factor 1.000 t•000 Equiv. Solid Thick. 4.90 in 8.50 in Co. Des fc Fy (e) 1983W ENERCAII C V c:alcnsWtaCw . IW401543 '/5.0.2, .Jun-1997 SEP-15-1997 15:48 CAPITAL FINANCE GROUP 6197569938 P.06 - Title: Job Dow- Daft- Scope: Cantilevered Retaifling Waif P3 OVRRNlNG.:.... KE5IbT1Ni..... Fame Distance Moment Fame Distance M Its V-4 lbs .. It Heel t''s Pressure 1,028.7 2.58- 2,829.0 Soil Over Heel - 130.9 5.26 587.9 Sloped Soil Over Heel Surcharge Over Heel - Adjacent Footing Load = 4dsl Dead Load on stem 20.0 4.87 93.4 Toe Active Pure = -17.5 0.33 - Sol' Ow Toe Surcharge Over Too -37.9 0.50 stem Weight(s) . = 544.1 . 4.58 1 2,49Z2 rgarth 4k Stern Tren;itione 153.9 5.00 789.9 Footing Weight • BOtO 2.87 2.1387 Key Weight 1500 2.87 i 400.5 Vert Component Added Lateral Load Load Stern AboveSoil c TOTALS = 073.3 lbs 0-T.M. = 2,604.2 1709.9 R.M 6,582.8 • P.sietingIOvotUrnlng Ratio 2.53 Total us" for Soil Pressure a . 1,899.9 (-' A'dei Live Load, - Ve,ticai Soi Component) - ;.Vertical component of active pressure Not used for soil pressure Too Surcharge Met Used To Resist Overturning i.6e1 Surcharge Not U*ed To Resist Oveftuming \ - (c) 1997E$ERCALC . C5cqi.qcW ION.0801343, V5.6 4,-1 - TOTAL P.06 W I BUILDING PERMIT' :Permit Jo:•wM98004 03/20/98 15:52 Project No: A9700323 Page of I . Development No: Job Address: 1910 PALOMAR OAKS WY Suite: Permit Type: WATER METER PERMIT . . . 'Parcel No: 212-092-06-00 ., . Lot#. 42 .. Valuation: , 0 ', Coristructioti Type: VN Occuaricy Group: .51 Reference#: CB970231 Status: •1SSUED Description: IMPACT FEES 'FOR 1" IRRIGATION Applied: 03/20/98 METER-AIRPORT SELF STORAGE Apr/Issue: 03/20/98 Entered By: RMA Appl/Ownr : AIRPORT SELF STORAGE 760 8.04-0443 .. P.O. BOX 15163 LAS -VEGAS NV 8911-4 *** Fees Required ** Fe _,Collected & Credits • Fees:- 5,40 O40 o 5284 03/20/98 0001 01 .02 Adjustments: . /.o.o . ta/redits: .• CPRMT.O0. 5400•00 -• . •1 - Total • Fees.: . 51400.0 . otalçPaymnts.: .00 . . . . -ia 'à ue\ 5,400.00 ee F description . ç ii e/Uhit Ext fee Data Enter.#Units & Co e Wa er± 1f •• 5400:00 Dl rL.oRpoRArec 1952 • ID - - FINALAPPP VAL INSP.____ CLEARANCE - ,• .' - .,. ' ' • • .1' I' CITY OF CARLSBAD 205. Lai Paimas Dr., Carlsbad, -CA 92009 (619) 438-1161 ' - .• . • A PERWIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 CA FOR OFFICE USE ONLY PLAN CHECK NO. 4(1OO14 I EST. VAL. Plan Ck. Deposit Validated By Date TION Address (include Bldg/Suite WI / Business Name (at this address) - £7' 2.... ,44v'1rei Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total S of units )z-o9a-o(-co Assessor's Parcel # Existing Use Proposed Use 1M4er F. F oIt )" /tCm,J il4rtc Description of Work SO. FT. Sâf Stories I of Bedrooms S of Bathrooms 2; CONTACTPERSbN (If dflarentfàm alilcant) T'" ......... - &rft,) 7O go/-ô4'4'3 Name Address City State/Zip Telephone S Fax S APPLICANT 0 Contractor . 0 Agent for oiira' ÔWIF:iO •. Name Address City State/Zip Telephone S :4; . PROPERTY' OWNER . Name Address City State/Zip Telephone S S. - CÔNTRACTOR.COMPANYNAME (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 Codel 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 (65001). Name Address City State/Zip Telephone I State License S License Class City Business License III Designer Name Address City State/Zip Telephone State License S S. WORKERS COMPENSATION - * Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. El 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 Policy No Expiration Date____________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 161001 OR LESS) 0 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 chat subject an employer to criminal penalties and civil fines up to one hundred thousand dollars 16 100.000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interact and attorney's fees. SIGNATURE S DATE 7 OWNER BUILDER DECLARATION - I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for isle. 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). C3 I em exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for Construction of the proposed property improvement. 0 YES ONO i (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (Include name I address I phone number / contractors license number): 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): I will provide some of the work, but I have Contracted (hired) the following persons to provide the work Indicated (include name I address / phone number / type of work): - PROPERTY OWNER SIGNATURE . DATE COMPLETE THIS SECTION FOR NONRESIDENTiAL BUILDING PERMITS ONLY '' 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 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. 8 CONSTRUCTION LENDING AGEiCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS___________________________________________________________ 9 APPLICANT CERTIFICATION * __ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Clt' 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. demolition or construction of structures over 3 stories in height. is provisions of this Code shall expire by limitation and become null and void if the building or from the date of such permit or if the building or work authorized by such permit is suspended of 180 days (Section 106.4.4 Uniform Building Code). DATE WHITE: File YELLOW: Applicant PINK: Finance OSHA: An OSHA permit is required for excavations over 5'0 EXPIRATION: Every permit issued by the Building Official un work authorized by such permit is not commenced within 365 or abandoned at any time after the work i,comencdd for a o APPLICANT'S SIGNATURE