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1818 MARRON RD; ; CB051893; Permit
City of Carlsbad S 1635 Faraday Av Carlsbad, CA 92008 - 07-29-2005 Commercial/industrial Permit Permit No: CB051893 Building Inspection Request Line (760) 602-2725 Job Address:, Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1818 MARRON RD CBAD - COMMIND Sub Tye: COMM 1563011600 Lot #: 0 $212,800.00. Construction Type: VN Reference #: SHELL BLDG-7600 SF Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 05/25/2005 RMA 07/29/2005 07/29/2005 - Owner: PAN PACIFIC RETAIL PROPERTIES. 1631 S MELROSE DR #B VISTA CA 92081 'S.. / \•- '\__ 'S... Building Permit , , $894.60 Meter Size ..... AddI Building Permit Fee / - $0.00 AddI Recl..Water Con. Fee - $0.00 Plan Check / 1... / $581 49'- 1.- Meter Fee\ ç \ $22000 AddI Plan Check Fee '-' / $0.00 I tSDCWA'Feé . \ \..i $3,938.00 Plan Check Discount ,. ---. $0.00 CFD Payoff Fee $0.00 Strong Motion Fee / \ $44 69 PFF (3105540) -T $3,872.96 Park Fee $000 PFF(4305540) / -',-. $357504 LFM Fee (. $0.00 License Tax (3104193) — — $000 Bridge Fee $000 License Tax (4304193) ,'' $000 BTD#2 Fee ,.. \- .J • .$0.00 rrafhclmpáct Fee (3105541) .--) $8,101.60 BTD #3 Fee . $0.00 traffic -Impact Fee (4305541), $7,478.40 Renewal Fee . ' $000 \. PLUMBING TOTAL $70.00 Add 'I Renewal Fee ç. $000 ELECTRICAL TOTAL / J $81000 Other Building Fee \ \ $O.00\ MECHANICAL TOTAL'/. y $0.00 Pot Water Con Fee '-$15,748.00,' Master Drainage Fee' ' I- $0.00 Meter Size )D1 "- SewerFée / $3,911.94 AddI Pot. Water Con. Fee ' I $0.00 Redev Parking Fee / $0.00 Red. Water Con. Fee . -- \ $0.0OCOAdditional,Fees ,./ -.. /. $0.00 TOTAL PERMIT FEES \ \ ' c-) $40,246.72 (7 / Total Fees: $40,246.72 Tàtal Payments To Date: ('—\'\$593.50'. Balance Due: $39,653.22 -• (. , - S.--.- - - .. .. BIJ,jL DING. PLANS 69 07/29/05 0062 01 02 ' IN STOGE •c 1133 p. 3965322 ATTACHED FINAL APP,ROVAL Inspector: '-/14\ Date: fi l'1'Z_Zt, Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. - -. You are hereby FURTHER NOTIFIED that your dght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any Applicant: STEVEN KOHN 92081 858 274-1812 - : FOR OPFICE USE ONLY \J2\°\çac) 4IErZ?p. PL AN PERMIT APPLICATION ff--- EST VAL. Plan Ck. Deposit $' 5o CITY OF CARLSBAD BUILDING DEPARTMENT , . ' Validated By 1C- 1635 Faraday Ave Carlsbad CA 92008 Date 1. PROJIN9RTION Hrroi Rxct . " . .• " .. " ' . Address (include Bldg/Suite #) - Business Name (at this address) . . Lyaecnplion .Lot No. Subdivision Name/Number Unit No. .. Phase,No. ' , Total # of units -, Assessor's Parcel # Existing Use , ' , ..... "" Proposed Use , DescriptionofWork . . - SOFT:. - : . #ofStories -. #ofBedroom . #of Bathrooms F_WAIdIV,1,b ell ovil 000.1 - 129 05/25/01 05 (2 [ ERSON i i re - :. . .- - c3+eAjV •1fl 2.It 8 yr 5f4 'i 1)to 6A 92IO . 5748!Z/!+.53 5o Name Address . - State/Zip - ephone # Fax # , Ai HtjCT , ........... Name I City , State/Zip Telephone# PRO PEROWA -'-'-S.--.- .. ,. •. . . , .-'- P4tVI PC4{& foILfrffrbS bic I frD31—t& 'va1 Mdroe Or, (Iix CA 42M Mime'- Addr, City , State/Zip Telephone# ( 7o) 727 /oO2— : (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 700001 Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of S cti 7031.5 by aWpplicant for a b- Is the apo icant to a civil penalty of , not ringe than five hu d . dd 11 $ . gaJ •4-• Nam •' - , Address . • , City. • State/Zip . . Tele ne # State License # '(2 License Class City Business License # Designer Name , Address ---- •-' . ' '. City, . State/Zip "i''' . Telephone# '. State License # ------------ 1 WMERIV OMPENSATKN Wnrkers Compensation Declaration I hereby difirm under penalty 01 perjury one of the following declarations l,ave 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,(ch this permit is issued I have and will maintain worker's 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 coTpehsatiqnnsurance carrier and! o nu er Insurance Company 'Lor Policy No Expiration Dat (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT 'A FOR ONE HUNDRED DOLLARS [$100] OR LESS) CERTIFICA E 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 tol.. become subject to e Wor Compensa on Laws f C )fornia , WARNING: Fail e S ure' orkers' en io coverage is unlawful, and shall subject n employer to criminal penalties and civil fines up to one hundred thousand doflars($10000 it, hoc (cpsa amages are provided for in Section 3706 of the Labor Code, interest and SiGNA DATE T ó'ë LDE -DEC T I here ylfirm that am exempt from'lhe (,.ontraAors Li rise Law k. ICe following reason: -- ,, -'• , . . - . ', - - - •• - &,• - 1 I as owner of the property or my employees with wages as their sole compensation will d 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 Ihatsuchimproements'are not intended or offered for sate., If, hover, the building or improvement is. sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) I as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractors License Law does not apply to an owner of properly who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law) I am exempt under Section Business and Professions Code for this reason 1 (personally plan to provide the major labor and materials for conxl rut tion of the proposed property improvement 0 YES 0 NO 2 I (have/have not) signed an application for a building permit for the proposed work 3. I have contracted with the following erson (firm) to provide. the proposed construction (include name / address / phone number/ pontractori license..ndmber):" F , . '. ' . ,.'• . -. '•• •• ,. •' .. 'l . - -' 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name'/ address / phone number / /ontractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (inctude name / address / phone number / type of work) - - • PROPERTY OWNER SIGNATURE • -. -- - ' -, ,• • - • 0 ,,,• , • • • • DATE e WHITE File YELLOW Applicant PINK Financ .. • , • .,.- • • • • • • . • , . • - ., -- - - •'. • •- . - .-. .- -: - - -, - :"- •. I *- ,- 4. V ... . .. .1 : PERMIT APPLICATION 7. CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 .......... . .. . ;''• /4• ., ., ., . Page2of2 79 .. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for 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. . .- ONSTRU -JN LI1 AY , --- it,.. .._ . - . . - ... .. ........................ ............. . I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(l) Civil Code). LENDERS NAME LENDER'S ADDRESS .. . .. .... . .-.-.- 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 City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, 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 of 50 deep and demolition or construction of structures over 3 stones in height EXPIRATION: Every permit issued by the building Official under the provisions ofthis Code shall expire by limitationand become null and void if the building orwork authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after - the work is commenced for a period of 180 days (Section 106.4.4.Unifórm Building Code). . . . . APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: ApIicant PINK: Finance, - RECEIVED CiLy 01 Carlsbad Final Building Inspection jA N 25 20061 I CITY OrcAkI,SBAIj' Dept: Building En ,erqjae Planning CMWD St Lite Fire L ENCINEERING DEPARTMENT Plan Check #: Date: 01/24/2006 Permit #: CB051893 Permit Type: COMMIND Project Name: SHELL BLDG-7600 SF Sub Type: COMM Address: 1818 MARRON RD Lot: 0 Contact Person: Phone: Sewer 01st: CA Water Dist: CA Inspected Date By: 2//1 Z i),-ii Inspected://Zc/ Approved: 6Disapproved: Inspected Date By: Inspected:, Approved: Disapproved: Inspected Date - By: Inspected: Approved:, Disapproved: Comments: • • CilyolCOMM RAO, Final Building Inspection Dept: Building Engineering Planning CMWD St Lite aej Plan Check #: Date: 01/24/2006 Permit #: CB051893 Permit Type: COMMIND Project Name: SHELL BLDG-7600 SF Sub Type: COMM Address: 1818 MARRON RD -' Lot: 0 - Contact Person: Phone: - - Sewer Dist: CA Water Dist: CA Inspected By: Date f)1 A'4, Inspected: I Approved: 2' Disapproved: Inspected I Date -' By: - Inspected: Approved: _ Disapproved: Inspected Date By: Inspected: Approved:, Disapproved: Comments: - I Inspection List Permit#: CB051893 Type: COMMIND COMM SHELL BLDG-7600 SF Date Inspection Item Inspector Act Comments 12/22/2006 89 Final Combo JIM Fl 12/22/2006 89 Final Combo - RI 09/07/2006 89 Final Combo JM CO SEE NOTICE ACCESSIBLE PARKING STALLS DO NOT COMPLY 02/16/2006 89 Final Combo JM CO HANDICAP & LIST 02/03/2006 39 Final Electrical JM AP HOUSE PANEL 01/30/2006 11 Ftg/Foundation/Piers JM AP (3) LIGHT POLE FIGS 01/27/2006 11 Ftg/.Foundation/Piers JM NS notified. 01/23/2006 34 Rough Electric JM NR COMPLETE ELECTRIC FOR EMR RELEASE 01/18/200622 Sewer/Water Service JM AP WATER SERVICE 01/10/200622 Sewer/Water Service JM , NR 01/10/2006 24 Rough/Topout JM AP ROOF DRAINS 01/05/2006 22 Sewer/Water Service JM CO FIX LEAK @ WATER SERVICE TO BLDG 01/05/2006 23 Gas/Test/Repairs JM AP 01/04/2006.17 Interior Lath/Drywall JM AP 01/04/2006 18 Exterior Lath/Drywall JM AP 12/30/2005 16 Insulation JM PA walls only 12/29/2005 16 Insulation JM CA BOB 12/28/2005 14 Frame/Steel/Bolting/Weldin JIM AP . 12/28/2005 18 Exterior Lath/Drywall JM WC 12/16/2005 13 Shear Panels/HDs, JM AP STORE FRONT SHEAR OK FIRE BLOCKING COMPLETE OK TO WRAP BLDG 12/16/2005 14 Frame/Steel/Bolting/Weldin JM WC 12/14/2005 31 Underground/Conduit-Wirin JM WC 12/14/2005 34 Rough Electric JM CO SEE NOTICE DATED 12/14/2005 12/08/2005 13 Shear Panels/HD's JIM CO NO APPROVED PLANS 12/08/2005 14 Frame/Steel/Bolting/Weldin JM CO 12/08/2005 34 Rough Electric • JM CO 12/07/2005 13 Shear Panels/HD's PC NR RESET FOR 12/8/05 12/05/2005 14 Frame/Steel/Bolting/Weldin JM CA CHRIS 12/02/2005 13 Shear Panels/HD's • 'JM AP VERIFY DRAFT STOP AT SOFFITS 12/02/2005 15 Roof/Reroof JIM AP OK TO COVER 12/02/2005 22 Sewer/Water Service JM AP • (2) FUTURE WATSTER AT STORE FRONT 12/01/2005 15 Roof/Reroof JIM NS 11/30/2005 13 Shear Panels/HD's JIM CO DRAFT STOP REQUIRED @ PERIMETER SOFFIT 11/29/200514 Frame/Steel/Bolting/Weldin JM WC 11/29/2005 15 Roof/Reroof JM • AP EAST OF RIDGE & EAST TOWER 11/29/2005 21 Underground/Under Floor JM WC 11/29/2005 23 Gas/Test/Repairs JM WC 11/28/200514 Frame/Steel/Bolting/Weldin JM CA, CHRIS' 11/22/2005 14 Frame/Steel/Bolting/Weldin JM AP EXTERIOR FRAME OKTO SHEAR BLDG 11/22/2005 15 Roof/Reroof JM , PA WEST OF RIDGE WEST TOWER Tuesday, December 26, 2006 Page 1 of 2 P., I 11/18/2005 14. Frame/Steel/BoltinglWeldin JIM 11/18/2005 15 Rôof/Reroof JM 11/08/2005 14 Frame/Steel/Bolting/Weldin JIM 11/07/200.5 14 Framé/Steel/Bolting/Weldin JIM 10/17/2005 11 Ftg/Foundation/Piers PC 10/17/2005 12 Steel/Bond Beam PC 10/17/2005 31 Underground/Conduit-Wirin PC 1 0/14/200511 Ftg/Foundation/Piers JIM 10/14/2005 12 Steel/Bond Beam JIM 10/14/2005 31 Underground/Conduit-Wirin JIM 10/14/2005 66 Grout JM 10/13/2005 11 Ftg/Foundation/Piers JM 10/13/2005 12 Steel/Bond Beam JM 10/13/2005 34 Rough Electric JIM 10/06/2005 11 Ftg/Foundation/Piers RB 09/30/2005 11 Ftg/Foundation/Piers JIM 09/27/2005 11 Ftg/Foundation/Piers JIM 09/14/2005 22 Sewer/Water Service JIM 09/08/2005 22 Sewer/Water Service JIM 09/07/2005 31 Underground/Conduit-Wirin JM 08/29/2005 22 Sewer/Water Service JM CA CHRIS CO NEED APPROVED TRUSS PACKAGE PA OK TO SHEAR N. S. & WEST EXTERIOR CO nail all straps AP AP AP uferok CO STEEL NOT PER PLAN @ POP OUTS NOT A COMPLETE INSPECTION CO . CO CO CA CHRIS CA CA AP 6 PIERS IN FRNT OF LINE D PA PAD FOOTINGS A-O OK TO POUR CO need survey, soils & special inspection memo PA BUILDING TO ENTRY OF PARKING LOT. NR PA TRANSFORMER TO PANEL PA STORM DRAIN PARTIAL Tuesday, December 26, 2006 Page 2 of 2 City of Carlsbad Bldg Inspection Request For: 12/22/2006 Permit# C6051893 Title: SHELL BLDG-7600 SF Description: Type:COMMiND Sub Type: COMM Job Address:' 1818 MARRON'RD Suite: ' Lot 0 Location: OWNER ' PAN PACIFIC RETAIL PROPERTIES Owner: Remarks: Inspector Assignment: JM Phone: 8588643603 Inspector: Total Time: Requested By: JOHN Entered By: CHRISTINE CD Description Act Comment 19 Final Structural 29, Final Plumbing 39 Final Electrical ' I 49 Final Mechanical Comments/Notice,./Holds Comment Occupancy shall be restricted to those occupants that would not require a Fire Department permit as required in Article I of the California Fire Code. Associated PCRs/CVs Original PC# PCR05204 ISSUED SHELL BLDG-DEFERRED TRUSS SUBM; PCR06118 ISSUED SPEC,SUITES ADD WALL&RESTRM; TO CREATE ANOTHER SUITE, 101-104 Inspection History Date Description ' Act Insp Comments - 09/07/2006 89 Final Combo CO JM SEE NOTICE ACCESSIBLE PARKING STALLS DO NOT COMPLY 02/16/2006 89 Final Combo , CO JM HANDICAP & LIST 02/03/2006 39 Final Electrical ' AP JM HOUSE PANEL 01/30/2006 11 FIg/Foundation/Piers AP JM (3) LIGHT POLE FTGS 01/27/2006 11 Ftg/Foundation/Piers -- NS 'JM notified 01/23/2006 34 Rough Electric NR JM COMPLETE ELECTRIC FOR EMR RELEASE 01/18/2006 22 Sewer/Water Service AP JM WATER SERVICE - 01/10/2006 22 Sewer/Water Service NR JM 01/10/2006 24 Rough/Topout AP JM ROOF DRAINS 01/05/2006 22 Sewer/Water Service CO JM FIX LEAK © WATER SERVICE, TO BLDG 01/05/2006 23 Gas/Test/Repairs AP JM - - ' .' .. . " AIlUt lI'IVVeJ , Certificate of Conformance THE UNDERSIGNED MANUFACTURER HEREBY CERTIFIES that the structural wood products , identified below and marked with a collective mark of Engineered Wood Systems (EWS) were .. manufactured in accordance with the specifications indicated below.. 1 55* 7] .ANSI Standard A190.1-1992, for Structural Glued Laminated Timber , '. S •, 'S 4 . S ,. : - ' 4' S •, ,, ' 11111 . ' Job Name 'North County Plaza -- S . - • .4' 5 5 - .-_-.. . . 4. 4. .4, • , -. S -' . 5 , Job Location 2420 Grand Aye; Ste F, Vista, CA 92083 -. 5 .' • •1 • ' 4 ., . 5 Order No Date Mfgrs Order No 49035CG4 e • 27 Glulam beams specifications noted on attached Bill of Matenals (2 pages) Signature L.,LLtCI i1 Title David A Fabbnni Quality Assurance Director Company Standard Structures Inc Address 5900 Pruitt Ave, Wind.or,CA 'Date 12/02105 / 4' - IT IS!, HEREBY, CERTIFIED that the structural glued laminated timber production of the above- •. . named manufacturer which carries a collective mark 'of Engineered- Wood'Systems (E WS) is sübject to regular audit by 'Engineered Wood Systems, such audit consisting of the inspection with ' reasonable frequency of the manufacturing process, with adequate sampling to verify the quality of 4 , glulam'construction and the'adequacy of glue bond. A. crc1 03331 7j) 'by c ' Thomas GWimamson - Executive Vice President ENGINEERED WOOD SYSTEMS is a related corporation of APA — THE ENGINEERED WOOD ASSOCIATION . 7011 -South 19" Street P.O. Box 11700 'Tacoma, WA 98411-0700. • - - S Telephone: (253) 565-6600 - FAX: (253) 565-7265 - Web site address: www.a0awood.org .1 . . .• ' 4 .4 •_ • -, . . - 5 -. Rev. 01102 - , ' 5 '* - 4j • 4' 4 44 • .. t - . . 5.. 4' 4 S - / 7iFI Standard Structures Fn BILL OF MATERIALS Date 12/2/2005 P.O. B ox K, Santa Rosa, CA 95402 SIMPLE SPAN GL ULA M BEAMS APPROVED FOR FABRICATION (707) 836-8100 Fax: (707) 8364109 http:llwww.StandardStructures.com job #: - 49035CG - - - Checker:. LIST - WILD 5EN0 Job Name NORTH COUNTY PLAZA Engineer: Customer BARN ETT CONSTRUCTION Drafter LIST * A SalesRep: Mueller, Jeff - - -I- - -' Delta - Mark Qty Width Depth Length Cuts: - App Grade: Species: Wrap: FN SL TR MC: Camber Radius MBF LF RB01 2 83/4 191/2 24 3 A I 24F V4 DF S S3 E 14 000012 1167 1.05 485 RB02 2 8 3/4" 30" - , Z70'*' A -I .24F-V4 • DF 4' S S3 E 14 00-01-06 1739 2.67 80- * RB03 2' 51/8 21 _336V - -4 A 24FV4 DF SS3 E 14 000102 1492 094 67 RB04 -2 5 1/8131/2" 23'6" A I 24F-V4 DF S - S3 E 14 - 00-01-00 832 0.42 47 RBOS 2T 51/8 161/23 - A 'I 24FV4 DF'" S3 E 14 000012 1O73- 051 465 k RB06 - 2 - 51/8" 131/2" 233" A '1 24F-V4 DF S S3 E - 14 00-01-00 814 0.42 46.5 - RBO7 2 51/8 161/22ro A I 24FV4 DF S S3 E 14 , 00-00-14 1248 2 0.59,54 RB08 2 51/8 161/2" 246" A I 24F-V4 DF S S3 E 14 00-00-12 1191 0.54- 49 R609 4'51/8 131/2250 - A 1 24F-V4. DF S S3 E - 14 000000 0 023 25 R1310 1 5 1/8" . 161/2 19' 0" A I 24F-V4 DF S - S3 - E 14 00-00-00 0 - 0.21 19 R131 1 51/8 161/2" 160 A I 24FV4 DF S S3 E 14 000000 0 018 16 RB13 1 • 5 1/8" 18" 19' 0" A -, I 24F-V4 DF - --.--*------.----- S S3 E .'.---.-.----- 14 - 00-00-00 0 ' 0.23 19 RB14 2 5 1/8 18 13'0" A I 24F V4 DF S S3 E 1'00 00 00 0 - 031 26 RB15 2 51/8" 18' 200" A 'I 24F-V4 DF S S3 E 1400-00-00 0 0.48 40 RB16 1 5 1/8 18 24 0 A I 24F V4 DF S S3 E 14.!'00-00-04 3429 0.29 24 25 - . . .. 9.06 607.5 Date 12/2/2005 r'7?1 Standard Structures In BILL OF MATERIALS Box K, Santa Rosa, CA 95402 SINGLE CANTILEVER GLULAM APPROVED FOR FABRICATION J P.O. 707 836-8100 F 707 836-8109 http://www.StandardStructures.com It4LO Job # 49035CG Checker: LIST Job Name NORTH COUNTY PLAZA Engineer: Customer: BARN ETT CONSTRUCTION Drafter: LIST :::t A SalesRep: Mueller, Jeff Right Right Cantilver Cantilever Elevation Delta Mark Qty Width Depth Length Cuts: App Grade: Species: Wrap: FN SL TR MC: (L) (N) Camber Radius MBF LF - RB12 2 8 3/4" 30" 36'6" A I 24F-V8 DF S S3 E 14 6'0" 011 0 1/4" 5537 2.43 73 2 2.43 73 GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER' ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS CLIENT: PROJECT NAME: n-'. •! ''?A PROJECT ADDRESS: FPC\t.J DATE: TIME: JOB NO. cc -1O'1S . The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The cast-in-place drilled friction piles listed below penetrated material for which the allowable supporting capacities recommended in the foundation report are applicable. The piles were-excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Flans. The excavations for the cast-in-place belled piers listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion that the foundation recommendations presented in the report of the foundation investigation, Job No. --i 04 , dated "1 2 7 not) applicable applicable to the conditions observed. Foundation Plans by dated / were used as a reference for our observations. tIC - a lu C c. c PA '-,(L jNJ : -c-- o'r' NOTE: The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. - The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance with generally accepted professional engineering practice. We make no other warranty, either express or implied. . BY G W 0 - - -. CONSTRUCTION'TESTING&-ENGINEERING.,INC. ESCONDIDO. TRACY • RIVERSIDE .OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PAGE OF L CTEJOB#i(— Q) t7 REPORT #____________ PROJECT NAME: O rV Ccvk- ADDRESS: % Acx c ' Cc&\oc ARCHITECT: As cC\&~r zcAvwi, ENGINEER: f\Qt- Ec CONTRACTOR: Pars \cc INSPECTION DATE: - PLAN FILE: / A BLDG PERMIT: C2>Q)5 OTHER: INSPECTION MATERIAL J.DENTIFICATION CONCRETE CONCMIX#/PSI____ ).MASONRY GROUT MIX#/PSI____________ ()P.T.CONC. MORTAR TYPE/PSI________________ ( ) FIELD WELD ( ) SHOP WELDING - STR. STEEL________________________ ()P[LE DRIVING S ()BATCH PLANT H.S.BOLT S ()EXP. ANCHOR MAS. BLOCK - ( ) - OTHER ELECTRODE MATERIAL SAMPLING ()CONCRETE ()MORTAR ()GROUT ().FIREPROOFING ()MASONRY BLOCK ()REBAR ()STRUCTURAL STEEL ()BOLTS INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS .LL .r. , Ar .. - .' £. ' _ \2 - ( cccd¼Q \Occko • C\ECc o%ym e cx C\ecr\ \ ç rci \. k4oc? Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and• the uniform building code: - NAME: (PRINT) iAcX SIGNATURE'\ CERTIFICATION NO: E\CtS C) GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION - - 'Vi • , V . - CONSTRUCTION TESTING & ENGINERING, INC. VESCONDIDO • TRACY • CORONA • OXNARD • LANCASTER • SACRAMENTO - ' INSPECTION REPORT PAGE OF 1 N411' CTE JOB # V . REPORTII - PROJECT NAME: -J1t ADDRESS: ARCHITECT: ENGINEER:, OS(2O A4E512-I CONTRACTOR: •S/'t414 c:::-' • .- jNsPEçT1oN DATE: •- PLAN FILE: - BLDG PERMIT: 0S / OTHER: :. V • :.-. . MATERIAL SAMPLING .,,' . 'V ()CONCRETE ()MORTAR ()GROUT ()FIREPROOFING ()MASORY BLOCK ()REBAR ( ) STRUCTURAL STEEL () BOLTS V• V V V N - V , INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS 7EZ- t-'- '- V V • ••• V • . ___ ____:__ : V V Certification of Compliance: All Work, unless otherwise noted, complies with the approved plans and specifications and theThniform building code. NAME: (PRINT) 17 (4IAUJ V :• CERTIFICATION NO: /U'3ôJ,5 7 IL111%L 1%, I I%.JI I I.J1 II 1E,E,I"VI1J I £I I1IJ I113FI2A I IJ1 -. . . .4 2414 VII'IYARD AVENUE, SUITE 0 ESCONDIDO, CA 92029 (760) 746-4955 ;-FAX (760) 746-9806 V • • V V - VVV•VVV V V . - - A WALSH ENGINEERING & SURVEYING, INC. September 29, 2005 Tito Arias Simac Construction 2067 Wineridge Place, Suite "A" Escondido, CA 92029 Subject: Form Certifications Dear Tito: Attached you will find an exhibit of the elevations of the forms as determined by our field survey on September 28, 2005. According to Don at Arcon, these forms were constructed with two levels. The lower levels are intended to conform to the Finished Floor elevation as shown on the Demolition, Grading, and Improvement Plans dated September 19, 2005. The higher levels are intended to rise 0.5 feet above the Finish Floor. Said plans call for a Finished Floor elevation of 17.26 feet. Sincerely, 6{awrence W. Walsh, RCE, PLS ft4D S(1s President W. 1870 Cordell Court, Suite, 102 • El Cajon CA 92020 Phone (619) 588-6747 • Fax (619) 448-7132 www.walsh-engineering.com 7)7 ,4( pi 17781 17 1gp 84 PoQ PO4 83 v14p <77 1 \ \ N 4j8 j6 1PLON POA88 rs Up 77 l7, r __••-1, oj5 O47U V -17 FF 17.26 P 777 / r.j2 •. I—I is V 41 o ,7ki4a . V 7!, 77 Pc LONE;,7 Af SCALE 1"=20' FORM CERTIFICATION EXHIBIT V FIELD SURVEY PERFORMED SEPTEMBER 28, 2005 ______ GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING - GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: • TIME: CLIENT: Pcz &t(c cpe4ei JOB NO. -o4€ PROJECT NAME: RdJf 1. PROJECT ADDRESS: P=1 i Oc s-cJ ' 19 The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The cast-in-place drilled friction piles listed below penetrated material for which the Ej allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. The excavations for the cast-in-place belied piers listed below were bottomed on material for El which the bearing values recommended in the 'foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The 'driven piles listed below were observed to be driven to the specified lengths and/or driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion that the foundation recommendations presented in the report of the foundation investigation, Job No / dated '4 (are)/(are not)' applicable to the conditions observed. Foundation Plans by I1r& dated f2_e./DT were used as a reference for our observations. ()rL {4&tt'c( CchkfcM.ce r'ki 1j.-1- NOTE: - The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. The opinions esented in this report were based upon our observa- 4 tions and are with generally accepted professional engineering practice. We other Jty, either express or inq'lied. Y: '<'i' QFC • •• SPIN 7420 Trade St. San Diego, Ca. 92121 9 (858) 549-7222 9 FAX: (858) 549-1604 .- -. - GEOTECHNICAL EXPLORATION, INC, SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY RECD A U G 3 1 REC'D 29 August 2005 Pan Pacific Retail Properties, Inc Job No. 05-9048 1631-B South Melrose Drive Vista, CA 92083 Attn: Mr. Stuart Tanz Subject Earthwork Observation .& Testing Services Retail Shops R 1818 Marron Road Oceanside, California Gentlemen: In accordance with your request, we are providing earthwork observation and testing services for the subject project. An update geotechnical reconnaissance for the project was previously performed by the Robert Prater Associates, The results of which were presented in their report dated May 9, 2005. During the period of August 19, 2005, through August 22, 2005, our representatives were at the site intermittently to observe the grading operations and perform field density compaction tests. The approximate locations of the field density tests are shown on the attached Figure No. I. The results of the field density and laboratory compaction tests are presented in the attached Tables I and II. - As recommended in the update report, the grading operations for the building pad consisted of removal and recompaction of the upper 1.5 feet of existing fill soil. Based on our observations and the attached test results, it is our opinion that the fill, soils were compacted to a minimum degree of compaction of 90 percent and the pad has been suitably prepared for support of the proposed building designed in accordance with the recommendations presented in the May 9, 2005, update report. Work remaining on-site that requires additional observation and testing services includes utility trench backfills, footing inspections, the preparation of hardscape and pavement subgrade, and the placement and compaction of pavement base and AC. • 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@lxpres.com "4 Retail Shops R Job No. 05-9048 Oceanside, California Page 2 Our services, consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is.in lieu of all other warranties either express or implied. Thank you for this opportunity to be of service. Should you have any questions concerning this matter, please do not hesitate to contact our office. Reference to our Job No. 05-9048 will help to expedite a response to your inquiries. Respectfully submitted, GEO TECHNICAL EXPLORATION, INC. Wm. D. H peler, G.E. No. 396 Senior Geotechnical Engineer FCAU ' LàJ. COMPACTION TEST RESULTS TEST DATE LOCATION DEPTH! ELEVATION OF FILL MOISTURE (%) FIELD DENSITY SOIL TYPE RELATIVE COMPACTION 1 8/19/05 See site plan FSG-0.7 12.2 116.5 . 1 91 2 8/19/05 See site plan FSG-0.7 13.1 116.0 1 91 3 8/19/05 See site plan FSG-0.7 14.0 115.9 1 91 4 8/19/05 See site plan FSG 11.8 117.5 1 92 .5 8/19/05 See site plan FSG 11.5 117.1 1 91 6 8/19/05 See site plan FSG 12.3 116.6 1 91 7 8/22/05 See site plan FSG-0.7 12.0 115.9 1 91 8. 8/22/05 See site plan FSG-0.7 12.7 114.8 1 90 9 8/22/05 See site plan FSG-0.7 11.7 114.9 1 90 .10 8/22/05 See site plan FSG-0.7 11.5 115.8 1 90 11 8/22/05 See site plan . FSG-0.7 12.1 115.4 . 1 90 12 8/22/05 See site plan FSG 11.4 114.7 1 90 13 8/22/05 See site plan FSG 11.9 115.4 1 90 14 8/22/05 See site plan FSG 11.7 116.3 1 91 15 8/22/05 See site plan FSG . 11.5 116.0 1 91 16 8/22/05 See site plan FSG 12.1 114.9 1 90 Job No. 05-9048 Table No. I —\d— - ---- -. A /DJ\ SCALE: 1 in = 30 ft S I JEW DENSITYTEST, 15 LOCATION PLOT PLAN - Retail Shops R 1818 Marron Road. Carlsbad, CA. Figure No. I Job No. 05-9048 4I4 Geotechnlcal Eploraticn, Inc. FOr Plaza' provided by Walsh Engineering LABORATORY COMPACTION TESTS 7 • . l. '1 thy EsGil Corporation In cPartnersfiip with çovernment for 'Bui(&ng Safety DATE: July 12, 2005 U A ANT JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO 051893 SET!! PROJECT ADDRESS: 1818 Marron Road PROJECT NAME: Shell Building for Pan Pacific 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI 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. 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. LIII 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: OK to issue with the person nsible for their preparation signing all inal sheets <of plans. (California Business and Professions rofession ode). Set II h&1kee marked set Ill. By: Bryan Zuppiger Enclosures: Esgil Corporation Li GA L1 MB LI EJ LI PC 07/01/05 trnsmti.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 41 r (p EsGil Corporation In cPartners flip with Government for(Building Safety DATE: June 13, 2005 JURISDICTION: Carlsbad PLAN CHECK NO.: 051893 PROJECT ADDRESS: 1818 Marron Road PROJECT NAME: Shell Building for Pan Pacific U APPLICANT U PLAN REVIEWER U FILE SET:I S 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 jurisdictionto forward to the applicant contact person. The applicant's copy of the check list has been sent to: Steve Kohn 2168 Balboa Avenue Suite 4 San Diego, CA 92109 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. Telephone #: 858274 1812 Fax #: 858274 1433 Enclosures: Person contacted: Steve Kohn Date contacte/B/tRy4) Mail VeIephone VFax Person LII REMARKS: By: Bryan Zuppiger Esgil Corporation E] GA [I MB LIEJ [:1 PC 05/31/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 051893 June 13, 2005 PLAN IREVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 051893 OCCUPANCY: B TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: 8000 ft2 JURISDICTION: Carlsbad USE: Shell Building for Future Us ACTUAL AREA: 7600 ft2 STORIES: I HEIGHT: 26'-6" at west elev. sheet a-4. SPRINKLERS?: unknown DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: June 13, 2005 FOREWORD (PLEASE READ): OCCUPANT LOAD: 253 DATE PLANS RECEIVED BY ESGIL CORPORATION: 05/31/05 PLAN REVIEWER: Bryan Zuppiger 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 1997 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, 1997 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. I, 'Carlsbad 051893 June 13, 2005 PLANS 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, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. 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, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). I. Final plans, specifications and calculations shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 4. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, disabled restrooms, T-24 for the TI, etc.). Additionally, provide the following note on the plans, per UBC Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Carlsbad 051893 June 13, 2005 5. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. UBC Section 106.3.2. . REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with UBC Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS STRUCTURAL CONCRETE YES OVER 2500 PSI When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review UBC Section 106.3.5. Please complete parts 1,2 & 3 of the attached form and resubmit. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No S Stories Height Floor Area 8. Provide a statement on the Title Sheet of the plans that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. EXITS Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B, F, M orS occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This, signage is only allowed at the main exit. UBC Section 1003.3.1.8. S When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in UBC Chapter 10. UBC Section 1003.3.1.1. tl Carlsbad 051893 June 13, 2005 - . EXIT SIGNS 11. Exit signs are required whenever two exits are required. Show all required exit sign locations. UBC Section 1003.2.8.2. 12. If exit signs are required, provide the following noteson the plans, per UBC Section 1003.2.8.2: Exit signs shall be located as necessary to clearly indicate the direction of egress travel. No point shall be more than 100 feet from the nearest visible sign. Exit signs shall be readily visible from any direction of approach. . ROOFING 13. Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6). 14. Specify on the plans the following information for the roof materials, per UBC Section 106.3.3: Manufacturer's name. Product name/number. ICBO approval number, or equal. . FOUNDATION & FRAMING REQUIREMENTS 15. Unable to locate detail 11/S2 referenced on sheet S5. 16. Please detail the grade beam rebar to flagpole footing rebar connection. 17. Incorporate the steel corrosion resistance requirements from the notes on sheet S5 into the details. 18. Please show the HVAC unit in the roof weight. 19. The. length of each designed shear panel must be dimensioned on the plans. These dimensions should be shown wherever the shear panels are called out. See • Line A. . ELECTRICAL (NATIONAL ELECTRICAL CODE) 20. WIRING METHODS: AC Cable is not allowed in A, B, E, H, and I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits. 21. The UFER ground may only be a copper conductor for commercial and industrial electrodes. Rebar is allowed for residential use only up to 200 amperes. Carlsbad 051893 June 13, 2005 The-use of flexible metal conduit as a grounding means must comply with City Policy 84-36. No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy) . PLUMBING (UNIFORM PLUMBING CODE) Please add the following note on the plan check list: "The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35)." 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 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. I( No.3830 r flO"dIJ Signed 1. List of Wring special inspection: Structural Concrete Over 2500 PSI I, --r----- - .....' t2.—Name(s) of individual(s) or firm(s)r j A. . ,stcj Carlsbad 051893 June 13, 2005 PECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: Ir) fr1rrrni kyAA PLAN CHECK NUMBER: ' 0I593 OWNER'S NAME: 'i £a-fo t44d I-• 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 listd above. UBC Section 106.3.5. Signed 1WJ'_- I, as the engineer/architect of record, certify that I .have prepared the folidwing special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed 3. Duties of the special inspectors for the work listed above: Special Inspectors shall check in with the city and present their credentials for approval prior to beginning work on the job site. P Carlsbad 051893 - - .a aaa dune 1-5, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad . PLAN CHECK NO.: 051893 PREPARED BY: Bryan Zuppiger DATE: June 13, 2005 BUILDING ADDRESS: 1.818 Marron Road BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (S q. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) shell building 7600 City Valuation 212,800 Air Conditioning Fire Sprinklers TOTAL VALUE 212,800 Jurisdiction Code 1cb 1By Ordinance I $894.601 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I $581.491 Type of Review: LI Complete Review - LI Structural Only L] Repetitive Fee Other pjRepeats S LI Hourly Hour * Esgil Plan Review Fee Comments: - I $5O098I macvalue.doc of Carlsbad BUILDING PLANCHECK CHECKLIST chl"9'5 DATE:PLANCHECK NO.: CB BUILDING A66ESS: PROJECT DESCRIPTION: 7)i1 —ic7 ASSESSOR'S PARCEL NUMBER: 11 T6 SIT?! - IC,! EST. VALUE: 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 in suspension of permit to build. El A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see\th).4ttached report of deficiencies marked with Make necessary corrections to plans or specietids for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review 1K 0 Date: ivy: Date: FOR OFFICIAL USE ONLY NGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: El Dedication Application El Dedication Checklist El Improvement Application El Improvement Checklist El Future Improvement Agreement El Grading Permit Application El Grading Submittal Checklist El Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: El Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet El Sewer Fee Information Sheet Carlsbad, CA 9200817314 • (760) 602-2720 • FAX (760) 602-° BUILDING PLANCHECK CHECKLIST SITE PLAN (j 1. Provide a fully dimèfsioned site plan drawn to scale. Show: North Arrow F. Right-of-Way Width & Adjacent Streets Existing & Proposed Structures . G. Driveway widths Existing Street -Improvements H. Existing or proposed sewer lateral Property Lines I. Existing or proposed water service Easements J. Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns . . Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." . B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. . - D. Sewer and water laterals should not be lOcated within proposed driveways, per standards. 3. 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 F:\BUILDING PLANCHECK CKLST FORM.doc - 2 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE El E 4a. Project does not comply with the following Engineering Conditions of approval for Project No.. . . U U . U 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS U. 5. Dedication for all street Rights-of-Way adjacent to the, buDding 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 $_15,000 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 %" x II" plat map and' submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist "items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: '' Date: • IMPROVEMENT REQUIREMENTS • ' ' • U U U 6a. All needed public improvements upon and adjacent to the building site must.be constructed at time of building construction whenever the value of the ' construction exceeds $_75,000 , 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 publiô •' ' 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 • F:BUILDING PLANCHECKCKLST FORMA= • , 5 3 'S ' ' Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 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. V Improvement Plans signed by: Date: Eli 0 0 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $360 so we may prepare the necessary. Neighborhood 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: 0 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. V V V Neighborhood Improvement V V Agreement completed by: V Date: V V V V LIII 0 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective. V V V V improvements found adiacent to building site must be repaired to the satisfaction • V V of the. City Inspector prior to occupancy. V V GRADING PERMIT REQUIREMENTS V V • The conditions that invoke the need for a grading permit are found i.n Section 15.16.010 of the Municipal Code. V V V X 0 7a Inadequate information available on Site Plan to make a determination on grading r (j. requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. 0 0 0 7bTadi uired. A separate grading plan prepared by a registered Civil ngineer must .be su mitted 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 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) V V F:2UILDING PLANCHECIC CKLST FORMA= . . V Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD D El El D LI 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS S 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way: Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: . .9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is • on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: NPDES PERMIT S 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 Ejigineer prior to issuance of grading or building permit, whichever occu,frt. . . . L Required fees are attached . .... . . 9 No fees required . . . WATER METER REVIEW S 12a. Domestic (potable) Use . Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" I" service with 5/8" service. F:BUILDlNG PLANCHECK CKLST FORM.doc .5 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3RD If. owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons •per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "metersizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", 'suggest the , installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit . multiple trenching into the street). 0 12b. Irrigation .Use (where recycled water is not available) All irrigation meters must be sized via irrigation, calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and, observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed With a circled "I", and potable water is typically a circled "W'.' The irrigation service should. , look like: rI Q STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) - ' 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed.via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the . , . applicant must provide irrigation àalculatiOns for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: , Hydraulic grade line ' . , . • " . Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) - • • Worse case zone (largest, farthest away from valve - Total Sprinkler heads listed (with gpm use per head) ' ' • • Include a 10% residual pressure at point of connection ' 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:'BUILDING PLANCHECK CKLST FORMA= • ' • Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. E LII 12c. Irrigation Use (where recycled water is available) .. Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the . S improvement plans. Installing recycled water meters is a benefit for the • • applicant since they are exempt from paying the San Diego County Water . . Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. , However, let the applicant know. that we cannot guarantee the refund, and they must deal with the SDCWA for this. • 0 • 0 El El El 13. Additional Comments: F:8UILOING PLANCHECK CKLST FORM.doc Rev. 7114100 =$, ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 ..'iimate based on unconfirmed information from applicant. ' Calculation based on building plancheck plan submittal. Address: (t5 1VVA,(r#V1 Bldg. Permit No.C3O/ 83 Prepared by: Date: Checked by: Date: EDU CALCULATIONS: List types and square footages for all u es. Types of Use: 5L'Q1( Sq. Ft./Units: '76'T,//8O3 EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footageor,lI uses. Types of Use: Q_.A Sq. Ft./Units: 0//(tt (c16 00)ADT s: 35o Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) OINK ~O PARK-IN-LIEU FEE PARK AREA & #: I ,/'FEE/UNIT: X NO. UNITS: 112. TRAFFIC IMPACT FEE 3'8 0 ADTs/UNITS: X FEE/ADT: P IVBRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADT's/UNITS: X FEE/ADT:________ MANAGEMENT FEE ZONE:I pJFACILITIES UNlT/SQ.FT.: X FEE/SQ.FT./UNIT:_ 1Z"5. SEWER FEE EDU's: ct: c29' P .FIT AREA: EDU,s: 6. SEWER LATERAL ($2,500) '(rJ47. DRAINAGE FEES PLDA_______ ~8 POTABLE ACRES:X WATER FEES X FEE/EDU: %27 X FEE/EDU:______ FEE/AC:_______ - DIST.#3 =sj HIGH /LOW UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION lof2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 y a, 1818[ From: "Larry Walsh" <larry©walsh-engineering.com> To: "Joanne Juchniewicz" <Jjuch@ci.carlsbad.ca. us> Date: 06/09/2005 9:00:57 PM Subject: RE: North County Plaza, 1818 Marron Road project Thanks for your comments - getting them via email is great!! I'll take care of them asap. Larry Original Message----- From: Joanne Juchniewicz [mailto:Jjuch@ci.carlsbad.ca.us] Sent: Thursday, June 09, 2005 9:55 AM To: Larry Walsh Subject: RE: North County Plaza, 1818 Marron Road project Mr Walsh, I received a copy of the preliminary grading plan for the above referenced project - thank you. I do have a few preliminary comments/issues that I need for you to address. The first big issue is how are you going to clean/filter water runnoff prio.r to it entering the stormdrain? This would include all surface water as well as water being directed through the area drains. Another issue is the need to include more flow line (FL) data on the area drain located along the south side of the building (in the area of the trash enclosure). Also, please clarify the flow line information at the SW corner of the building where there appears to be a level area in the pipe. One other issue is to provide more finished surface elevations in the parking lot to clearly identify the direction of flow. Again, how will the water and pollutants be filtered prior to entering the stormdrain? I am e-mailing you these issues in the hopes of expediting the review process. My normal plan check checklist would first go to the architect and/or applicant and sometimes it takes quite a bit of time for engineering issues to get to the appropriate person to address. I hope this is acceptable to you. If you would prefer I handle it differently, please just let me know. Thank you for all your help. Joanne >>> "Larry Walsh" <larry©walsh-engineering.com> 06/03/05 1:24 PM >>> Hi Steve I received a call from Joanne this morning. She acknowledged the email below regarding not needing a grading plan submittal to the City but she said that they need a Civil Site Plan submitted with your building plans. Remember I sent you my preliminary grading plan to be used at the Civil Site Plan for your submittal? There must be some confusion, she said she did not receive it. Did it get misplaced, forgotten, etc.? You might want to follow up with her. She also said they need a soils report. Dave - what is the status of your soils report? Do you need an updated grading design? I can email it to you later today when I email my updated plan to Stuart and Steven. Thanks, Larry Original Message----- From: Larry Walsh Sent: Sunday, May 29, 2005 11:24 AM To: Stuart Tanz (E-mail) Cc: Steven Kohn (E-mail); Joanne Juchniewicz (E-mail) Subject: North County Plaza, 1818 Marron Road project Stuart . . This email is in response to our discussion Friday regarding my grading plan preparation. I told you I would discuss the grading plan submittal requirements with the City and get back to you with what I would need from you, i.e. submittal fees, application signatures, etc. After discussing the project with Joanne Juchniewicz, an Engineering Technician with the City of Carlsbad knowledgeable about the grading permit process it was determined that it might not even be required to submit a grading plan. There are three thresholds that it not met, a grading plan would not be required: * less than 100 cubic yards of cut or fill outside the building footprint * less than 5,000 square feet of new pavement * less than 15 new parking spaces . After further review the following are our results: we have calculated 91 cubic yard of cut outside the building footprint * thara ic nnk, akn, f ') Mn en, ,arn faa+ nf naiAD n-%% ,inn •• f * there are only two new parking spaces . . ;. •• Therefore, it appears the City will not require a grading plan be • submitted for your project. • . Sincerely, . . - • • Larry. Walsh • Walsh Engineering & Surveying, Inc. 619-8184772 cell • . . CC: "Steven Kohn (E-mail)" <kohndesign©pacbell.net> lb, A From: Joanne Juchniewicz To: Larry Walsh Date: 07/19/2005 1:57:31 PM Subject: 1818 Marron Rd Dear Larry, I received your second submittal for the building located at 1818 Marron Rd. I took it to our engineering staff meeting this past Thursday and there are several issues that need to be addressed. There needs to be more site design BMPs. The roof water is not considered to be clean, so cannot connect roof drains directly into the area drain system. The entire parking lot area drains directly into the stormdrain without being filtered. A possible solution is an inlet filter. Another issue that was not completely resolved from first plan check is the flow line elevations on the south side of the building. lnfront of the existing electric transformer, the water still appears to be flowing backwards away from the stormdrain inlet, creating a pool/pond in the pipe. Please clarify. If you have any questions, please let me know. Joanne PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address_/6/8 414rrrn. ,( Phone(760)602- Type of Project & Use:_A/e9./ <M'U Net Project Density: DU/AC - Zoning.-42- General Plan: Facilities Management Zone: CFD (in/out) #.Date of participation: Remaining net dev acres:______ acres- (For non-residential development Type of land used Created by this circle '' permit . . Legen&... Item complete: 0 Item Incomplete ITYPE Mods your action Environmental Review Required: YES NO _________ DATE OF COMPLETION: -S . Compliance with conditions of approval? it not, state conditions which require action. Conditions of Approval: . Discretionary Action Required: YES____ NO ____ TYPE_________ APPROVALJRESO. NO. _DATE_____ PROJECT NO. OTHER RELATED CASES: _. Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: . Plan Check Planner APN: /5 Coastal Zone Assessment/Compliance Project site located 1n Coastal Zone? YES_. NO)( CA Coastal Commissioh Authority? YES____ NO____ If California Coastal Commission Authority: Contact them at —.7575 San Diego..CA 92108-4402; (619) 767-2370 Determine Status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES_ if NO, complete Coastal Permit Determination Form now. Metropolitan Drive, Suite 103, NO___ M- Coastal Permit Determination Log #: FollowUp Actions: Stamp BUilding Plans as 'Exempt" or 'Coastal Permit Required' (at m!nimum'Floor Plans). Complete Coastal Permit Determination Log as needed. lncluslonary Housing Fee required: YES _ NO (Elf ective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES____ NO (AIPIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATEI) Site Plan: HMDMIN\e0UNTER8IdgPtnct1kR.vch1dst S '71 0 E] 1. Provide a fully dimensional site plan drawn to scale. Show:. North arrow, property lines, f- easements, existing and proposed structures, streets, existing Street improvements, ight-o-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines Applicability. YES NO________ Project compiles YES NO________ Zoning: S 1. Setbacks: Front. . Required Shown_______________ Interior Side: Required . Shown Street Side:. Required ShOWfl______________ Rear Required Shown Top of slope: Required Shown . . OtLti/EvAY (5 2. Accessory structure setbacks: Front .. Required Shown Interior Side: Required Shown Street Side: Required Shown Rear. •. Required Shown Structure separation: Required Shown Lot Coverage:• - 3t,, /V if ( ffi WI" Required Shown Height Required _______________ Shown I, Parking: Spaces Required r.?_/ SW Shown /vOr.c,'IJ-w,V (breakdown by uses for commiai -and Industrial projects required) Residential Guest Spaces Required . _. Shown A,4g4IftrinI r.nmmnnt 'Jijto4- I!7Vt"CQp%*i '1;v /+ II14 rev t// - ( Deii all <trM-. h'('t (( (1t'to te a-q-e Kf J. OM't f I ild Iilt4 k2tLV IhQ i1b • QdI t evei, I, [2 )1(TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE•_ HMDMINOUNTER0dgPtflthkRIvQ1Id$t Rev Gal Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM Date of Report: 07-22-2005., Reviewed by: Name: STEVEN KOHN Address: . 92081. it#:CBO51893- . . Job Name: SHELL BLDG-7600 SF Job Address: 1818 MARRON RD CBAD 1114%-%J1V1JE I~Jrl X 12, 111 lLc111 you IIavuL1I1lLLJ ft'i ivvv , m1,$LL. 1 tIi, ih di. liL Conditions:• Cond: C0N0000572 . . Unsprinkled buildings are subject to restricted occupancy as follows: No Medical Arts businesses that utilize flammable gases(02 / N20 /Anesthesia). Print Shops that utilize non-vegetable base inks, and some Dry Cleaners. It has been our experience that the lack of fire sprinkler coverage has however minimal precluded the sale or lease of some space or buildings. Entry: 07/22/2005 By: GR Action: PA These plans are approved, however additional information has been requested Cond: BP006 . Provide a 'Knox' key-entry method for this project. The fire department will determine the location for the key box(es) and/or gate(s). An authorization to order form may be obtained by calling the Fire Prevention Division at 602-4665. Provide a 'Knox' key operated emergency entry device for gate controlling emergency vehicle access. Provide an 'Opticom' automated sensor device for all security gate systems controlling vehicular access. Applicant shall contact the Fire Prevention Division for specifications and approvals prior to installation. MESRI ENGINEERING STRUCTURAL CONSULTING PROJECT:— 1818 MARRON ROAD RETAIL ROOF LOADS (FLAT): DEAD LOAD ROOFING 3.0 (NO GRAVEL) PLYWOOD 1.8 RAFTERS 3.0 * CLG. + INSULATION 3.0 SPRINKLER 2.0 MISC. 2.2 LIVE LOAD TOTAL LOAD 15.0 PSF 20.0 PSF 3:5.0 PSF ROOF LOADS (SLOPED). ROOFING 12.0 PLYWOOD 1.5 JOISTS OR 3.0 CLG. + INSULATION 0.0 SPRINKLER 0.0 MISC. 1.5 DEAD LOAD LIVE LOAD TOTAL LOAD 18.0 PSF 16.0 PSF 34.0 PSF WALL (EXT.): 16.0 PSF BEAMS: #1 JOIST & B)CCKJNG:#2 OR #1 WALL(INT.): 10.0 PSF POSTS: #1 STUDS & PLATES: #20R#1 U.ON. ALL CONCRETE TO BE A MEN. OF 3000 PSI AT 28 DAYS STRENGTH. (SPECIAL INSPECTION REQUIRED FOR FOOTINGS) SEISMIC ZONE: 4 ,Na=I .0, Se, Ca..36 WIND: UBC 97 EXP. C, 70 MPH SOIL PRESSURE: 2000 PSF @ 18" BELOW GRADE BY: ROBERT PRATER & ASSOCIATES ALL MASONRY TO BE, rm= 1500 psi U.O.N.(SEE PLANS FOR SPECIAL INSPECTION REQUIREMENTS, PRISM TESTS ARE REQUIRED WHEN SPECIAL INSPECTION IS SPECIFIED). ALL GLUE-LAMINATED BEAMS ARE 2400F-V4 (SIMPLE SPAN), AND 2400F-V8 (CANTILEVER SPAN). BALCONY LIVE LOAD: N/A EXIT/CORRIDOR LIVE LOAD: N/A THESE CALCULATIONS ARE NOT VALID OR USABLE WITHOUT THE WET SIGNATURE OF ONE OF THE PRINCIPALS OF THE MESRI ENGINEERING. THESE CALCULATIONS ARE ONLY FOR THE ITEMS INCLUDED HEREIN, SPECIFIED BY THE CLIENT AND 1)0 NOT IMPLY APPROVAL OF ANY OTHER PART OF THE STRUCTURE BY THIS OFFICE. JOB NO.: 05120 DATE: 05/10/05 DESIGNED BY: KM CHECKED BY: PAGE:i C 1 M f4o r V-7 TO. MESRI ENGINEERING Structural ConsulUng 2180 Garnet Ave. Ste. 2E San Diego, CA 92109 L> (71 t4 c,cik Sr\c. Lçt L, C-Lc C: -1m LA- I• '/ \PS LL .c' ?A) r I AC LL 'To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 Title: Dsgnr: Description Scope: Single Span Beam Analysis Job # Date: 10:30AM, 12 MAY 05 Page 1 Description i-Z I General information Center Span 24.00 ft Moment of Inertia 1,918.000 in4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.417 k/ft #1 k/ft #1 k/ft Query Values Center Location 24.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear ' -5.09 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 31.07 k-ft at 11.78 ft @ Left 5.74 k © Left 5.74 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 5.09 k © Right 5.09 k Maximum 5.74 k © Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... Center -0.994 in at 11.93 ft Maximum 31.07 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job # Date: 10:30AM, 12 MAY 05 I 6ser:KW-0604834Ver5.5.0,25-Sep-2001 Single Span Beam Analysis Page 1 . (01983-2001 ENERCALC Enaineerina Software Description General nformaiuon J Center Span 24.00 ft Moment of Inertia 1,918.000 1n4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin LUniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.268 k/ft #1 k/ft #1 k/ft Query values Center Location 24.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -3.25 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 19.74 k-ft at 11.88 ft @ Left 3.53 k @ Left 3.53 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 3.25 k @ Right 3.25 k Maximum 3.53 k Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... Center -0.630 in at 11.98 ft Maximum = 19.74 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 'To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job # Date: 11:02AM, 12 MAY 05 User: KW-0604834, Ver5.5.0, 25-Sep-2001 Single Span Beam Analysis Page I (01983-2001 ENERCALC Enaineerina Software Description [erai Information Center Span 33.00 ft Moment of Inertia 3,955.000 in4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Trapezoidal Loads Magnitude © Left 0.133 k/ft 0.400 k/ft k/ft k/ft Magnitude @ Right 0.133 k/ft 0.400 k/ft k/ft k/ft Dist. To Left Side ft 13.500 ft ft ft Dist. To Right Side 13.500 ft 33.000 ft ft ft LQuery Values Center Location 33.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment -0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -6.75 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max+ @ Center 52.98 k-ft at 18.98 ft @ Left 4.26 k @ Left 4.26 k Max - @ Center -0.00 k-ft at 33.00 ft @ Right 6.75 k © Right 6.75 k Maximum 6.75 k © Left Cant 0.00 k-ft Right Cant 0.00 k-ft Deflections... Center -1.456 in at 17.13 ft Maximum = 52.98 k-ft @ Left Cant. 0.000 in at 0.00 ft © Right Cant 0.000 in at 0.00 ft 'To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job # Date: 11:04AM, 12 MAY 05 6ser:KW-0604834,Ver5.5.0,25-Sep-2001 Single Span Beam Analysis Page 1 . I (01983-2001 ENERCALC Enaineerina Software Description 1— General General Information J Center Span 33.00 ft Moment of Inertia 3,955.000 in4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin LTrapezoidal Loads Magnitude © Left 0.080 k/ft 0.266 k/ft k/ft k/ft Magnitude @ Right 0.080 k/ft 0.266 K/tt k/ft k/ft Dist. To Left Side ft 13.500 ft ft ft Dist. To Right Side 13.500 ft 33.000 ft ft ft Query Values Center Location 33.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment -0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -4.25 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 32.51 k-ft at 18.98 ft @ Left 2.62 k @ Left 2.62 k Max - @ Center -0.00 k-ft at 33.00 ft © Right 4.25 k @ Right 4.25 k Maximum 4.25 k Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.898 in at 17.13 ft Maximum = 32.51 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft - ®,® ,tj =ItA Z - 0 3° iiy (24o) pA m,ax , - ZOi?- * . - V r < - ip t/ c 7z- VV ± ± L/01O7 / A / 23 —'— (D ' (1 1,0 X4 -— / / c: (31 x qZ g ego 5cO' OC) 0 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job # Date: 2:09PM, 12 MAY 05 (C)l 983-2001 ____________ So ftware _ __ __________ ______ Analysis Page Description General nformon Center Span 40.00 ft Moment of Inertia 19,690.000 in4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin I Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.960 k/ft #1 k/ft #1 k/ft Query Values Center Location 40.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -23.45 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 213.50 k-ft at 20.04 ft © Left 20.28 k @ Left 20.28 k Max - @ Center 0.00 k-ft at 40.00 ft @ Right 23.45 k @ Right 23.45 k @ Left Cant 0.00 k-ft Maximum 23.45 k @ Right Cant 0.00 k-ft Deflections... @ Center -1.812 in at 20.04 ft Maximum = 213.50 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 'Yo. specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-0604634, Ver 5.5.0, 25-Sep-2001 (c)1983-2001 ENERCALC Engineering Software Description Title: Dsgnr: Description Scope: Single Span Beam Analysis Job # Date: 2:10PM, 12 MAY 05 Page 1 General information Center Span 40.00 ft Moment of Inertia 19,690.000 1n4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.592 k/ft #1 k/ft #1 k/ft [Query Values Center Location 40.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft . . 0.00 k-ft 0.00 k-ft Shear -15.19 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 121.96 k-ft at 20.28 ft @ Left 12.02 k @ Left 12.02 k Max- @ Center 0.00 k-ft at 40.00 ft @ Right 15.19 k @ Right 15.19 k Maximum 15.19 k © Left Cant 0.00 k-ft © Right Cant 0.00 k-ft Deflections... Center -1.055 in at 20.12 ft Maximum = 121.96 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft Z /cf.q o I2J1zJ '*4 o2j 4' / Am AX io,-so - < lio 731 V-x 23 44 & S -L "ZOO I Ll To - 30 O.sas / I \Jifrcr /qqc'o # /,0qLJ -i o -I- To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 2:39PM, 12 MAY 05 main menu selection, choose the Description : Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 Single Span Beam Analysis Page (c)1983.2001 ENERCALC Engineering Software Description General Information Center Span 24.00 ft Moment of Inertia 7406.000 in4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.924 k/ft #1 k/ft #1 k/ft Query values - Center Location 24.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -14.11 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in L Summary Moments... Shears... Reactions... Max + © Center 103.58 k-ft at 10.68 ft @ Left 14.96 k © Left 14.96 k Max - © Center 0.00 k-ft at 0.00 ft © Right 14.11 k © Right 14.11 k Maximum 14.96 k © Left Cant 0.00 k-ft © Right Cant 0.00 k-ft Deflections... © Center -1.113 in at 11.83 ft Maximum 103.58 k-ft © Left Cant. 0.000 in at 0.00 ft © Right Cant 0.000 in at 0.00 ft All .To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 Title: Dsgnr: Description: Scope: Single Span Beam Analysis Job # Date: 2:39PM, 12 MAY 05 Page 1 Description I General nformation Center Span 24.00 ft Moment of Inertia 5,406.000 1n4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.480 k/ft # 1 k/ft # 1 k/ft Query Values 1J Center Location 24.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -7.11 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + © Center 52.56 k-ft at 10.00 ft © Left 7.66 k @ Left 7.66 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 7.11 k @ Right 7.11 k @ Left Cant 0.00 k-ft Maximum 7.66 k © Right Cant 0.00 k-ft Deflections... @ Center -0.559 in at 11.78 ft Maximum = 52.56 k-ft @ Left Cant. 0.000 in at 0.00 ft © Right Cant 0.000 in at 0.00 ft 'To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-0604834. Ver 5.5.0. 25-Sep-2001 (c)1983-2001 ENERCALC Engineering Software Title: Dsgnr: Description Scope: Single Span Beam Analysis Job # Date: 2:47PM, 12 MAY 05 Page 1 Description TL General information Center Span 30.00 ft Moment of Inertia 19,690.000 in4 Left Cantilever 6.00 ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads on center span... On Left Cantilever... On Right Cantilever... # 1 0.928 k/ft # 1 0.928 k/ft # 1 k/ft [Query Val ues Center Location 30.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -14.83 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 102.06 k-ft at 19.47 ft @ Left 19.90 k @ Left Max - @ Center -101.36 k-ft at 0.00 ft @ Right 14.83 k @ Right @ Left Cant -101.36 k-ft Maximum 19.90 k © Right Cant 0.00 k-ft Deflections... © Center -0.396 in at 16.66 ft Maximum = 102.06 k-ft @ Left Cant. 0.050 in at 6.00 ft @ Right Cant 0.000 in at 0.00 ft 39.57 k 14.83 k 1ds L-To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. I Rev: 550100 I User: KW-0604834, Ver 5.5.0, 25-Sep-2001 (c)1983-2001 ENERCALC Engineering Software Description Title: Dsgnr: Description Scope: Single Span Beam Analysis Job # Date: 2:48PM, 12 MAY 05 Page 1 General nforrnaon j Center Span 30.00 ft Moment of Inertia 19,690.000 1n4 Left Cantilever 6.00 ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.928 k/ft #1 0.480 k/ft # 1 k/ft I Query Values Center Location 30.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -16.50 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 121.08 k-ft at 17.67 ft @ Left 18.23 k @ Left 28.22 k Max - @ Center -51.30 k-ft at 0.00 ft @ Right 16.50 k @ Right 16.50 k Maximum 18.23 k © Left Cant -51.30 k-ft Right Cant 0.00 k-ft Deflections... @ Center -0.537 in at 15.87 ft Maximum = 121.08 k-ft © Left Cant. 0.236 in at -6.00 ft @ Right Cant 0.000 in at 0.00 ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job # Date: 2:48PM, 12 MAY 05 User: M-6604834, Ver 5.5.0, 25-Sep-2001 1 )i983-2OO1ENECALC Engineering Software Single Span Beam Analysis Page Description General Information Center Span 30.00 ft Moment of Inertia 19,690.000 in4 Left Cantilever 6.00 ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.480 k/ft # 1 0.480 k/ft # 1 k/ft Query Values Center Location 30.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -7.66 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 52.56 k-ft at 19.98 ft © Left 9.99 k © Left 19.98 k Max - © Center -51.30 k-ft at 0.00 ft © Right 7.66 k © Right 7.66 k © Left Cant -51.30 k-ft Maximum 9.99 k @ Right Cant 0.00 k-ft Deflections... © Center -0.197 in at 16.87 ft Maximum = 52.56 k-ft © Left Cant. 0.023 in at -6.00 ft © Right Cant 0.000 in at 0.00 ft ( vi / 30 (I) +o 7% \tJ g < ict -f3 frU ?9C. I I, 1/ JL To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: Job# Date: 3:55PM, 12 MAY 05 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 (c)11~8~-_2001 ENERCALC Engineering Software Single Span Beam Analysis Description General information Center Span 40.00 ft Moment of Inertia 19,687.000 1n4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.793 k/ft U 1 k/ft # 1 k/ft LQuery Values J Center Location 40.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -21.63 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 209.43 k-ft at 20.92 ft @ Left 18.38 k © Left 18.38 k Max - © Center 0.00 k-ft at 40.00 ft @ Right 21.63 k @ Right 21.63 k Left Cant 0.00 k-ft Maximum 21.63 k © Right Cant 0.00 k-ft Deflections... © Center -1.797 in at 20.36 ft Maximum = 209.43 k-ft @ Left Cant. 0.000 in at 0.00 ft © Right Cant 0.000 in at 0.00 ft spedify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 (c)1983-2001 ENERCALC Enaineerina Software Title: Dsgnr: Description: Scope: Single Span Beam Analysis Job# Date: 3:57PM, 12 MAY 05 ( Page 1 Description LGeneral nfoation Center Span 40.00 ft Moment of Inertia 19,687.000 1n4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.425 k/ft #1 k/ft #1 k/ft Query Values . Center Location 40.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -13.37 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... . . Shears... Reactions... Max + © Center 120.61 k-ft at 23.81 ft @ Left 10.12 k (/ Left 10.12 k Max - © Center 0.00 k-ft at 40.00 ft @ Right 13.37 k © Right 13.37 k Maximum 13.37 k @ Left Cant 0.00 k-ft Right Cant 0.00 k-ft Deflections... @ Center -1.041 in at 20.68 ft Maximum = 120.61 k-ft Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft I v..J -= iq;,, t - #1 I, *OPI zo, / 4 Iv x' '4 &- ZL ç- ________ Z)O # 5ci I __ o / (1 - J Z / 6 6211 IM4)L - /05 acO # <- - 'I - I - - To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 1:43PM, 13 MAY 05 main menu selection, choose the Description : Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 Single Span Beam Analysis Page 983-2001ENERCALC Engineering Software Description 9j¼t-S U) '7L General Information Center Span 24.00 ft sa Moment of Inertia 5,406.000 1n4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.763 k/ft #1 k/ft #1 k/ft #2 0.200 k/ft #2 k/ft #2 k/ft Center Location Moment Shear Deflection 24.000 ft 0.00 k-ft -12.46 k 0.00000 in Left Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Right Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Summary Moments... Shears... Reactions... Max + @ Center 80.11 k-ft at 11.98 ft © Left 12.46 k @ Left 12.46 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 12.46 k @ Right 12.46 k Left Cant 0.00 k-ft Maximum 12.46 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.880 in at 12.02 ft Maximum = 80.11 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft ifl 10 specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 1:50PM, 13 MAY 05 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. I Rev: 550100 I User: KW-0604834,Ver5.5.0,25-Sep-2001 Single Span Beam Analysis Page I 983-200IENERCALineengSore Description 12PciU) General Information Center Span 24.00 ft Moment of Inertia 5,406.000 in4 Left Cantilever ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.395 k/ft #1 k/ft #1 k/ft #2 0.200 k/ft #2 k/ft #2 k/ft Query Values Center Location 24.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft ' 0.00 k-ft 0.00 k-ft Shear -7.14 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 42.84 k-ft at 12.02 ft @ Left 7.14 k @ Left 7.14 k Max - © Center 0.00 k-ft at 0.00 ft @ Right 7.14 k @ Right 7.14 k Maximum 7.14 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.483 in at 12.02 ft Maximum = 42.84 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft !To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-060484, Ver 5.5.0, 25-Sep-2001 (c)1983-2001 ENERCALC Engineering Software Description Title: Dsgnr: Description: Scope: Single Span Beam Analysis Job# Date: 2:10PM, 13 MAY 05 Page 1 General Center Span 30.00 ft Moment of Inertia 19,687.000 in4 Left Cantilever 6.00 ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.763 k/ft # 1 0.763 k/ft # 1 k/ft #2 k/ft #2 0.200 k/ft #2 k/ft LTrapezoidal Loads Magnitude © Left 0.200 k/ft 0.500 k/ft k/ft k/ft Magnitude @ Right 0.200 k/ft 0.500 k/fl k/ft k/ft Dist. To Left Side ft 19.000 ft ft ft Dist. To Right Side 19.000 ft 30.000 ft ft ft I'Query Values Center Location ' 30.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment -0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -14.97 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + © Center 88.86 k-ft at 17.88 ft @ Left 19.02 k © Left 37.26 k Max - @ Center -92.09 k-ft . at 0.00 ft @ Right 14.97 k @ Right 14.97 k Left Cant -92.09 k-ft Maximum 19.02 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.362 in at 16.51 ft Maximum = 92.09 k-ft © Left Cant. 0.053 in at -6.00 ft @ Right Cant 0.000 in at 0.00 ft ro speify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 (c)1983.2001 ENERCALC Engineering Software Description Title: Dsgnr: Description Scope: Single Span Beam Analysis Job # Date: 2:13PM, 13 MAY 05 Page 1 -' vc c. General information Center Span 30.00 ft Moment of Inertia 19,687.000 in4 Left Cantilever 6.00 ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center S pan. On Left Cantilever... On Right Cantilever... # 1 0.763 k/ft #1 0.395 k/ft # 1 k/ft #2 k/ft #2 0.200 k/ft #2 k/ft Trapezoidal Loads Magnitude @ Left 0.200 k/ft 0.500 k/ft k/ft k/ft Magnitude @ Right 0.200 k/ft 0.500 K/fl k/ft k/ft Dist. To Left Side ft 19.000 ft ft ft Dist. To Right Side 19.000 ft 30.000 ft ft ft Query Values Center Location 30.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment -0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -16.25 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... I Max + @ Center 105.29 k-ft at 16.51 ft @ Left 17.73 k @ Left 28.44 k I Max - © Center -53.55 k-ft at 0.00 ft @ Right 16.25 k @ Right 16.25 k Maximum 17.73 k Left Cant -53.55 k-ft I @ Right Cant 0.00 k-ft Deflections... Center -0.471'in at 15.79 ft Maximum = 105.29 k-ft © Left Cant. 0.196 in at -6.00 ft Right Cant 0.000 in at 0.00 ft 'To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 2:13PM, 13 MAY 05 main menu selection, choose the Description : Printing & Title Block tab, and ent Scope: your title block information. I I Rev: 550100 User: KW-0604834, Ver 5.5.0, 25-Sep-2001 Single Span Beam Analysis Page' (c)1983-2001ENERCALC Engineering Software Description ,eotJ (2w) General Information Center Span 30.00 ft Moment of Inertia 19,687.000 in4 Left Cantilever 6.00 ft Elastic Modulus 1,700 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.395 k/ft # 1 0.395 k/ft # 1 k/ft #2 k/ft #2 0.200 k/ft #2 k/ft I Trapezoidal Loads Magnitude © Left 0.200 k/ft 0.500 k/ft k/ft k/ft Magnitude © Right 0.200 k/ft 0.500 Ic/It k/ft k/ft Dist. To Left Side ft 19.000 ft ft ft Dist. To Right Side 19.000 ft 30.000 ft ft ft Query Values Center Location 30.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment -0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -9.83 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... . Shears... Reactions... Max + @ Center 54.04 k-ft at 19.04 ft © Left 11.31 k @ Left Max - @ Center -53.55 k-ft at 0.00 ft @ Right 9.83 k © Right Maximum 11.31 k @ Left Cant -53.55 k-ft © Right Cant 0.00 k-ft Deflections... @ Center -0.220 in at 16.66 ft Maximum = 54.04 k-ft @ Left Cant. 0.036 in at -6.00 ft @ Right Cant 0.000 in at 0.00 ft 22.02 k 9.83 k 0 --c J_ 3M±(o x l+1OY, + t 0 O kt0 O.3o O /g V: t5 O O•\ O - + 733t ) 2 h = C,L _Vq c2570 C4rJO ' p,1 5. Gk / IC> /21LL' - VLA í7L x R x :2-3-750 / \. o. Kz Q,1I 6n f'As + * o * — 11 16N9 4 < 5t"W 410 ,i ,$ 4_ '4 I4 'c tL —1 / 'J . 4&y 1L (t ev\ b't'5 I -\\ t 'c SA- ' c , Lc ZS4'7 c?zc. sL S4tk. 2 \r * ' \ 2 \t c\Wzs 1- UD .%Q 75e (o MOLL- z-- z-. \\ ki \/o O?o g ç Lc c- Loc.c 3 A-- /Go xi 7oQ J- - WN V-:> I kz- ~-s V-- ( -7,0 ç:. Q/LJ \ 4J)(Z( oaX M v-. . \ -t Xx x 11 2O ' oo Lk V y, Z513 w - 2 o y - 319. No ,o,, [ tx1Sxto -ro r"gt 'b 4 2x x1 - x x -- -Z x 't 40 - -. 2. \ x'5,' 4- Ivo V = ' / il-300,( I- 3Lg- A 1. )ç 215,) e?.9 7L- 4 X 3; 2b -k OOO x ,14 - 'Siot,t 744L ? cZrG,- L&vrr - 0 0. 7 OA Z3 1V2 I -. n IK cL C(\1( sii: \ -; --, •, . •s x +(el x O y 2I 2 A.O * 2-)C{O)C2)( 1110 * l/ * -•1 7i J - ) -lilt / U2)2-5 0 It I 11III[IIILiII IIIII IIHIJIIHIr ! • . -. L Ii HI ILIIIII _I II IIIIIIIIIIIIJi Hi 1-5 II :F: 1111:1:11: --I --I - - I Pfl II H 1 I I • I I I _._I_1i._LLLLHLJ....LLLL.LI I I F f i r I i - - T I -J -L • I I I I 11iI!i 1 I • I1 IJIH I -• •-•- ._.i•_..__•._._____i_ . eL S. \çc4 c- G I 4GOob.& °°° C, 4 .9 6Z ot - +ffo = ::— ot- 1 c TO ___ T 3 O5 4'- s r-cd 4Qçr1. LOOr''? - ! t-° 24,C A s 1- _ -'12 / - _ IA x 23 \ 1 7 V -< ¶ To specify your title block on Title: these five lines use the SETTINGS Dsgnr: main menu selection, choose the Description : Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 -0604834, Ver 5.5.0, 25-Sep-2001 L1g8200iENECALC Pole Embedment in Soil Engineering Software Description Circilar pole with Point & Uniform Loads Job# Date: 7:36AM, 17 MAY 05 Page 1 General Information Max Passive Load duration factor Pole is Circular Diameter Restrained @ Surface Moments @ Surface... Point load Distributed load With Surface Restraint... Reqd Depth Pressure @ Base... Actual Allowable Surface Restraint Force 2,000.00 psf 1.330 30.000 in 20,400.00 ft-# 0.00 5.071 ft 1348.80 psf 1,348.80 psf 6,363.02 lbs Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 1,200.00 lbs 17.000 ft 0.00 #Ift 3.000 ft 0.000 ft 20,400.00 ft-# 1,200.00 lbs 0 c ? 6- _•_• __._.__• - ZC( Vk 1T 4-' H 1x L 4 CL ( I - ? I -.---------------.-.--------- -1 V 2 OISxv, \Z ± I ~~s )) - g oZ-cc 4" L I. / t: To specify • your title block on hUe; Job# these -five lines, use the SETTINGS Dsqnr: Date: 3:34PM, 24 AUG 00 selection on themam menu and Description: enter your title block information Scope: will be printed on each.page. 506001 - Single Span Beam Analysis Page 1 Description General Information Center Span 15.00 ft Moment of Inertia 21.000 1n4 Left Cantilevé? ft Elastic Modulus 1,600 ksi Right Cantilever 7.00 ft Beam End Fixity Pin-Pin [Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.016 k/ft #1 k/ft #1 0.016 k/ft Query Values r Center Location 0.000 ft : Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -.0-09 _k 11.00.k 0.00k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions.... ç. Max + Center 0.28 k-ft at 5.87 ft @.Lft 0.09 k @ Left 0.09 k Max -@ Center -0.39 k-ft at 15.00ft .@ Right 0.15k .@ Right 0.26k Maximum 0.15 k Left Cant 0:00 k-ft • @ Right Cant -0.39 k-ft Deflections... • @'Center -0.265 in at 6.57 ft Maximum 0;39 k-ft Left Cant. 0.000 in at 0.00ft ..Right Cant 70.140 in at 22.00 ft FROM: FAX NO. :7076367308 May. 17 2005 02 10PM P2 COMPANY Smadwd S&uotures SmAWooest 4400 N. Scottsdale Road, SuIte 309 So ST Sccltudai, Artsina 65251 May 17,200514;39.V3 Design Check Calculation Sheet SSI Sier20O1b LOADS: bepsr.orsat I1.0d Type Diat1biJfl.of Magnitude - I.flLion Ift.] utteeN L i;uirt i•:.i ur.rI. g ILoa di ad Viill Area 1.0O (,'t2.0) - No IT ,fld2 ConStr. lull Ar.a 1 VV. 00 (32.(I) Nc' t7oa4 Paint 555 23.00 Wc, L1oIJc..Iry i1atn i.&n) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In); PRQJCT seje Marmon Road Retail Beami 4 Cr 33' DuLld (128 - - .- .-. ).u' I Live eao øeoj 1'c2I,(1l 1.100 1.9211 Capac4ty 2369 2169 Length 1-3/4 . 1-3/4 tii1ener No . ...............-NO 20" 9,54 42MX 4 Spaced at32'c/c; SECTION ys. DESIGN CODE ND$.1997:_lb5. 1bs4i. or In) C,tl.c',i.n At-too yr,Lu Value ciei.n value Aunly3iBfI)eaiqll (6)1 3h;r - 1!12 yr - 3956 VPIr = 48.10 Bending(! ) 14 -7502 Mr - 17664 m/mr 89.00 Ovad Defi 'n 0.65 - 1ve l)cf1'n 0..74 L/533 1.65 - L/240 44.96 ToJ.al Defln 1.60- L/240 1.65 -_T /240 96.71 ADDITIOPLk DATA: rAcTORS: 1' ( 1t ci. C ' cV Cfu Cc tb' ,/40 1.26 1.00 1.00 1000 1.00 1.000 1.00 1.00 2 = n/ 1 1.25 1.00 :7.00 2 = n/ 1.00 1.00 ridinj(s: i.:U 2 DC, H - .1.6JZ 2ba-ft shear I: LCf 2 tC. V - IE'Y .tb tIef1ecton; LCJ 2 - IMC; V,1=2040. 00e06 lb-jn2 C- .Ha0G in-lb/in Total Defllecf..jón 1.001I)patl Loud Def1ect.*o,i) + Live I.o(l Dctlection. L-live S=snow w-wlncl T.=impact c-c:c,notruotion c7.d'nvnoentratedJ (All listoa l l,h.i luielyala outpil.) DESIGN NOTES: Please verWy that the defeuk deflection limits are appropriate for your applicatiwl. This an6lyog is for SSI Joist products fwulshad by Standard stnozurss, fea. only. Product aubotlfldlons void this analysts. AU camprosalan edges (top end bottom) must be braced at 2.6" wIese noted othervofte. Proper attachment and poa3ontng of bmcing is required to achieve member abImy. Not all products may be readily uvaU1e. Check with a Standard Smictures. Inc. repremittative for produot avaibbility. 5 The epecilie Pmduit applicaitori loads,- spans spea]riOs have been provided by otheis and have not been reviewed by Standard 0ifuetUfea, Inc for adequacy. The auppcntha memhor aMy be deelned to support The total reaction noted above. SECTION v DESIGN CODE CHECK COMPLIES WITH NDS-1957, 2001 AND IBC 2003. _ cE COMPANY PROJECT Stundard 8is $ota 1818 Mn Roed Raw , Suite 309 Rownt (5X .SXZER Ift V. 2005 14A1 *13 Design Check CaIcuiatin Sheet 331 Giaer 2001b LOADS!; 4 R pus. or p11) Loud Type rl,lctrthlition j ;;;tl;;; Iirn (r.j Par.r.4trn I start End Mart End i.oed? ?.iiai1 kd wfl A.ea 1 15.00 (32.0)* No Loud2 Conitr. ri)) Aroa 20.00 (:12.0)* 1 No L0ad3 Dead'Point - j 200 11.50 Nc' W1.(.i1I ii, oaad Tou1 CIpCV. I.enath REACTIONS (Ibs) and SEARING LENGTHS (in): 560 GIZI 613 1.173 1110 2000 2000 1-3/9 1-3/4 Ib" SSI 350M Spocad at 32' do, vs. DESIGN CODE ND3-1997: (lbs. lbs-ft. or in I VM e )l, Ieetu Value Vr = 2769 A.a1yeia/k)e8ign (•%) fliT VfVj- = uending(*) 21 7322 ME WI11 M/MJ - 15.63 Dead Defl'n 0.42 L/6i LiYV pJ's 0.421 - 1.1662 1.15 - L/240 . 38.24 ToIe, Ilet1.'n 0.84 - L/329 1.1S - I./?do 72.88 ADDITIONAL DATA: FACTORS;I (3 F cii Cm Ct , . Cr i.cL1 tti'T nfa 1.25 7.0 700 1.000 1.00 1.000 1.00 1.00 2 - !,. L.25 1.00 1.00 2 E' = n/a 1.00 1.00 2 fl,)d1fl((P) LC4 2 - D*C N I32 Loa-ft ;hear LCS 2 0-iC, V .1173 iba riefleot l lon: LCb 2 = I7C j- 888,00u06 .Lb-1n2 r? 8.77,06 in-lb/in otal DaXLu0lt0fl - 1.. 00(Uead Load vL117100) i (Ave Load ptji. I Ddead L,-live 8=aziuw W=W.Lf1cJ -1.mpa1t (.-construction CLd=coiic..ciuLt:ered) IA11 LC' ci slnr.aci in the Analysis outpuL) DESIGNI NOTES: Please verify mat the de1uft deflectIon lImits we appropriate for your uppfloallon. This anoyeIe Is for $31 joist products Iwnistuod by SlaMaid Siruclures, Inc. oy. Product substitutions void Oft unalyelu. All compreselon eo (top and bosom) must be basted at 74' unless noted athumtue. Propor ultucidnelit end poelllon)ng cd hmdM Is required to achieve ririembar stability. Not all ploductS may be readily W40MIC. Cheek with a Standard Situcturas. Inc. repseoantative for product evoitabilily. The afle prediJot eppfloatlon tends. spano. epac(n89 have been provided by dAm end hove not been reviewed by Standard situcittes, inc for -cyj The supoi1ing member shaD be designed to euppt the bbs reeobwi noted OD SECTIO4 ye DESIGN CODE CHECK COMPUES WITH NDS.1997. 2001 AND MC 2003. wdps:tø SOOZ LT . 8e2L9BLeL: 0N X ' L.IOd I Doud 739 Live Total 952 ezartruj: 4000 pl.c: Ly Lenqth Double IS" $5) 350M TCOMPANY PROJECT Standard Structures Southwest 1818 Marron Road Relad 551 SIZER May 17, 2095 14:40:40 44W N- Scottsdale Road. Sufte, 309 Beaml Design Check Calculation Sheet SSIStzer2001b L,OAD5 (lbo,psf.orpff) Loud Type Diatributjon NaniLuki IncC1t0n (ftj Jtattern _________ .arL Ej.d Start End JLoad? Lad1 Dead Full )luu ,.0O (2.€7)• No L2Ld2 onEtc. 2aLtiu]. Arla 20.00 (2.671* 16.(O0 I. (it) NO Load3 DCW t'0.ii11, J 017 16.00 No LauM Conrrtnt ..L 512 16.00 No . ,,..,,s.. 7 flSb XIMUM REACTIONS (Ibs) and BEARING LENGTHS SEC11N vs. DESIGN CODE &1997: (lbs. lbs-It, win) C.titcriqn SPir.nr Dendinç(+) H - 10107 Mr - 19362 M/Mr b2.20 n.-rn. Thfl'n ?nai1ue __DeaignVeiuu 0.39 - 1,1710 _Anulyc/Pueje..(Jj Live Defi',, (J.)! .1./99 0.71 - L/360 22.06 j2tal_Df1'n 0.56 L/494 _1.15 =Lf24o 40-51 ADDITIONAL DATA: FACTQR F co c4 ij. CF CV Cf U Ur LC ,b'i'. 1,1u 1.2. 1.00 1.00 1.000 1.00 2.000 100 1.01) 2 Fv ri/a 2.23 2.00 2.00 2 1.00 1.00 z ) LCd 2 - iC, H - 20107 : ieø 2 - O+C, V - 17/0 Ihfc eL'.Lecttofl2 AC4 2 - 0tC EI=1!76.00e.06 1bin2/p1y C= 0.77006 In-11/)n T01.10 Deflection 1.0040,.d 14.ail Deflection) Live Loud e1on. (L"-ctad L=t i v. -gn0W H-wind I'inpuct u,iri,CttoX C14-concentrated) (Al) II jr e3 4 liead 1:. Lho Aiu1y.I output) DESIGN NOTES: Please vrlty thai the default deflection limits are appropriate for your application. This anyefs is for SSI Joiat products ftzmlalied by Standard Structures. Inc. only. Product subatSutions void this analysis. All copVassion edges (Op and bottom) inest be braced ai 7.8' unless noted otarwlae. P1OO7 aftchmaril and pushkw*W of brUdrLI& required Ic achieve member etatlilty. Not all products may be ready avaltabla. Check with a Standard 81ruthees. Inc. representative for product avabablMy. . The speWc preduot cppdcetien bade, spans, spacings have been provided by cttws and have not been revtwed by Sndord SbuctUrae. ma for & The supporibig mentor shall be designed to spoi1 the tote) reaction noted above. 7. SECTION vs DESIGN CODE CHECK COMPUES WITH NDS-1 007. 2001 AND IBC 2003- 2:d dS:Iø LT •FW 8L98LL: *ON xtt.i woa 3u1-14-05 01:12P Architect 858 274 1433 P.03 .nn.- iq-uu Ihu u:u1 AM CiTY OF 0RSLBD FAX NO 760 602 858 P. 02 Carlsbad &djflF h. .mziiuII CERTIFICATE OF CONUIANCF, PAYME?T OCWOOL FEES ORQTfflTL NMQ This form must be completed by the City, the applicant, and the appropriate scoOl districts and returned 10 the City prior to Issuing a building rjermit. The City will not isaue any building permit without a completed school isa form. Project Name Siôo. K3twW\ Cr-i P1cO Building Permit If 3 Plan Check Number: I Project Address: te 113 /1/i.. ;_ rz-_ AP.N.: / Project Applicant Thfl Pa •( (Owner Name): .&czuU Project Description: 7' 0 fr/t' 1,1 (l;ç Building Type: Residential: Square _Feet _of Living _Area _in_ New _Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area 7 0City Ceniffoation of !1ø' Applicant Informabon. Date: 7/,t/ cnooi. 1)1ST Wrruj?i mi city OF CARL$BM Unificd School Diio,ct San Marcos United School Dijct 225E1CarnztoReal 2ISMtaWay Cartsba CA 92009 (331-.000) San ircos, CA 92069(290-2649) ( - Contact: Wen cyDc1ceyAppc. Cilly) - flCL?1i.9 Union School Di$bCt San Dicuao Union fliCh School District Ufl South Rancho Santa Fend 710 Encinitaa Blvd. Einits, CA 92024 (944-4300 ext 166) Ensiniti&, CA 92024 (73-649t) Certalion of ApplicsInVQwnerz. The person executing this cleciareflon (Own.i) certifies under periahy of pequri that (1) the iMorinaon providegbove I and to th. best of Uie 0wr'e knowibde, and that he Owner will file an amen&led certificiion of pay) yfØay the - I RI er 'equosra an increao In rhO number of tlweflth un or square oorags after tt gfit3it14 ra or r at dejermznattort of units Or square tetae is fOund to be incorreci, and that () the I t ev at lh 'a ' deseribed irceot(s). or that the person oxvcuting this declaration Is euthoraad to si o Or. Slc: /7 - care i—z-oç. f L4 FaraQy Avenue (A 92008-7314 • (760) 602--i700 - 01:12P Avchi-tec-t - J 01 na1 URLHR 858 274 1433 FAX W. 180 602 8558 PO4 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) Poe THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE SEEN OR WILL BE SATISFIED. SCHOOL DISTRICT; The undersigned, being duly authorized by the applicable School DI1rict, c e r t i f i e s t h a t t h e developer, builder, or owner has satisfied the obligation tor school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other ap p l i c a b l e s c h o o l mitigation -determined by the School District. The City may issue building per m i t s f o r t h i s p r o j e c t . SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE DEPUTY SUKERINTENDENT CARLSBAD UNIFIED SCHOOl. DISTRLT - . NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL -. CARLSBAD, CA 92009 V DATE PHONE NUMBER V lOT(- City of Carlsbad - 1635 Faraday Av Carlsbad, CA 92008 11-22-2005 1 Plan Check Revision . Permit No:PCR05204 Building Inspection Request Line (760) 602-2725 Job Address: 1818 MARRON RD CBAD Permit Type: PCR Status: ISSUED Parcel No: 1563011600 Lot #: 0 Applied: 10/27/2005 Valuation: . $0.00 Construction Type: NEW Entered By: RMA Reference #: Plan Approved: 11/22/2005 Issued: 11/22/2005 Project Title: SHELL BLDG-DEFERRED TRUSS SUBM - Inspect Area: Owner: PAN PACIFIC RETAIL PROPERTIES - 1631 5 MELROSE DR #B- VISTA CA, 92081 / r j Plan Check Revision Fee / ( '; $120 00 Additional Fees / ... - $0.00 Total Fees: $120.00 Total Payments To Date"$120.00 Balance Due: I , I ( / 12 I , N ' / ' $0.00 FINAL APPROVAL - Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have Previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, Applicant: TITO AMAS STE A 2067 WINERIDGE PL 92029 760 737-2100 .. .-- FOR OFFICE USE ONLY •-. - PERMIT APPLICATION afJ)..cf CL3 05/ PLAN CHECK NO CITY OF CARLSBAD BUILDING DEPARTMENT EST VAL.(I 1635 Faraday Ave,", Carlsbad ' CA 92008 .. Plan Ck Deposit - -- - -: Validated By________________________ Date _________ \ )A, :i.A ./ç/i -q • '1QJ. ç/1q,j j',..• /// /ti/O'j -; Address (include Bldg/Suite #) Business Name (at this address) Legal Description: : - Lot No. Subdivision-Name/Number - -Unit No., Phase No. Total # of units - - Assessor's Parcel # Existing U$e .. - Proposed Use Nf Description of Work SQ FT #of Stories # of Bedrooms # of Bathrooms RUNNY= 2W. wr X '/' ' /?/v4~ hu/c&. 2O--j2/oO ,- Name - Address - - - . City State/Zip Telephone # x`# Name Address City State/Zip Telephone # PROPEAW!ÔW AW t$ I Name : - - •. Address - - .. : - - - City - - - S.tatO/Zip Telephone &CT - 5cNIPO - - - (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, imprOve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is. exempt therefrom, and the basis for the alleged. - - exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001) Name Address City State/Zip Telephone # ' State License # License Class City Business License # Designer Name -- - - - . Address - - - City •' - State/Zip Telephone State License # RS LJf 1rJJ — - : . -. -. - - Workers Compensation Declaration I hereby affirm under penalty of perjury one of the rfollowing declarations o 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 0 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 ($1001 OR LESS) - • - CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for v,hich this permit is issued, I, shallnot 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 là unlawful, and shall subject en employer to crIminal penalties and civIl fines- up to Onehtrdred- -. thousand dollars ($100,000). In addition to the cost of compensation, Ldamages as provided for in Section 3706 of the Labor code, Interest and attorney's fees. SIGNATURE- DATE - - I hereby affirm that I am exempt from the Contractor's License Law for the following reason: - - -, - . . . . .• -• .0 I, - as owner of the property or my employees with wages as theirr 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). - . - 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 contra1.cts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) 0 I am exempt under Business and Professions Code for this reason I - I I personally plan to provide the major labor and materials for construction of the proposed property improvement 0 YES ONO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) I plan to provide portions of the work, but I have hired the following person to cödrdinàte, supervise and provide th major work (include name / address / phone - - - - number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phoe number / type ofwork): S - - • - .1 -- - - .. . .5 . - - - --: --- , , - - - PROPERTY OWNERSIGNATURE DATE itJi sEcTIb i JONLy r ThE LW9r T 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 e . 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 gm to CONSTRUC11ONENDINGAGENcy W 7T 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__________________________________________________________ I '. 1 certify that I have read the application and state thatthe above information is correct and that the information on the plans is accurate I agreeto comply with all - - City ordinances and State laws relating to building construction. -I hereby authorize representatives of the Cit'of Carlsbad-to enter upon the above mentioned - -- - - - - property for inspection. purposes. I ALSO AGREE TO SAVE,,, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD -AGAINST ALL LIABILITIES, - -- JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERMIT.. • -- OSHA An OSHA permit Is required for excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work • authorized by such permit Is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned - at any time after the work is comme ed for a penod of 80 days action 106.4 .4 Uniform Building Code) '\ TX APPLICANT'S SIGNATURE O4eJ p— DATE 0 . WHITE File YELLOW Applicant PINK Finance :1 :• - - -,- ,• - -. - - EsGil Corporation In Partners/lip with government for ui(ding Safety DATE: November 18, 2005 0 APPLICANT JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 051893 (PCR05204) SET:. II PROJECT ADDRESS: 1818 Marron Road PROJECT NAME: Shell Building for Pan Pacific The plans transmitted herewith have been corrected where nece s s a r y a n d s u b s t a n t i a l l y c o m p l y with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the juris d i c t i o n ' s b u i l d i n g c o d e s when minor deficiencies identified below are resolved and checke d b y b u i l d i n g d e p a r t m e n t s t a f f . jJ The plans transmitted herewith have significant deficiencies identifie d o n t h e e n c l o s e d c h e c k l i s t and should be corrected and resubmitted for a complete rechec k . Li The check list transmitted herewith is for your information. The p l a n s a r e b e i n g h e l d a t E s g i l Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdict i o n t o f o r w a r d t o t h e a p p l i c a n t contact person. The applicant's copy of the check list has been sent to: b 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 ch e c k h a s b e e n c o m p l e t e d . Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Bryan Zuppiger Enclosures: - Esgil Corporation El GA 0 MB []EJ [1 Pc 11/09/05 trnsmtl.dot C 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In(Partnership with government for Bui(ding Safety DATE: November 8, 2005 JURISDICTION: Carlsbad. PLAN CHECK NO.: 051893 (PCR05204) SET:I PROJECT ADDRESS: 1818 Marron Road PROJECT NAME: Shell Building for Pan Pacific O A PLICANT JURIS. 0 PLAN REVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary a n d s u b s t a n t i a l l y c o m p l y with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the juris d i c t i o n ' s b u i l d i n g c o d e s when minor deficiencies identified below are resolved and check e d b y b u i l d i n g d e p a r t m e n t s t a f f . The plans transmitted herewith have significant deficiencies iden t i f i e d o n t h e e n c l o s e d c h e c k l i s t and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans a r e b e i n g h e l d a t E s g i l Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdicti o n t o f o r w a r d t o t h e a p p l i c a n t contact person. - The applicant's copy of the check list has been sent to: Tito Amas . . 2067 Wineridge Place Suite "A"?? Escondido, CA 92029 Lii Esgil Corporation staff did not advise the applicant that the plan check has been completed. U Esgil CorpOration staff did advise the applicant that the plan check h a s b e e n c o m p l e t e d . Person contacted: Tito Amas Telephone #: 760 737 2100 Date contacted: tc(? (by, (Jt ), . Fax#: 760 737 2100 Mail . Telephone v" Fax I In Person . . LII REMARKS: . . . By: Bryan Zuppiger Enclosures: Esgil Corporation LI GA J MB LI EJ 0 Pc 10/26/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 6 San Diego, California 92123 6 (858) 560-1468 6 Fax (858) 560-1576 Carlsbad 051893 (PCR05204) November 8, 2005 PLAN IREVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 051893 (PCR05204) JURISDICTION: Carlsbad DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 10/26/05 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bryan Zuppiger COMPLETED: November 8, 2005 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in th e U n i f o r m B u i l d i n g C o d e , Uniform Plumbing Code, Uniform Mechanical Code, National E l e c t r i c a l C o d e a n d s t a t e l a w s regulating energy conservation, noise attenuation and access fo r t h e d i s a b l e d . T h i s p l a n r e v i e w is based on regulations enforced by the Building Department. Y o u m a y h a v e o t h e r c o r r e c t i o n s based on laws and ordinances enforced by the Planning Depart m e n t , E n g i n e e r i n g D e p a r t m e n t , Fire Department or other departments. Clearance from those dep a r t m e n t s m a y b e r e q u i r e d prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed- need clarification, modification or chan g e . A l l i t e m s m u s t b e s a t i s f i e d before the plans will be in conformance with the cited codes and r e g u l a t i o n s . P e r S e c . 1 0 6 . 4 . 3 , 1997 Uniform Building Code, the approval of the plans does n o t p e r m i t t h e v i o l a t i o n o f a n y state, county or city law. - To speed up the recheck process, please note on this l i s t ( o r a c o p y ) w h e r e e a c h correction item has been addressed, i.e., plan sheet number, s p e c i f i c a t i o n s e c t i o n , e t c . Be sure to enclose the marked up list when you submit the revis e d p l a n s . Carlsbad 051893 (PCR05204) November 8, 2005 . PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. SUbm i t three sets of plans for commercial/industrial projects (two sets of plans for residential project s ) . 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, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. 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, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to theirPlanning, 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 EsGiJ Corporation is complete. -,. 2: The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Final plans, specifications and calculations shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation: Specify expiration date of license. (California Business and Professions Code) Provide a roof framing plan that incorporates the new design. 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 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. V. Carlsbad 051893 (PCR05204) November 8, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 051893 (PCR05204) PREPARED BY: Bryan Zuppiger DATE: November 8, 2005 BUILDING ADDRESS: 1818 Marron Road V BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb 1By Ordinance Plan Check Fee by Ordinance j] $120.001 Type of Review: V 'Complete Review Structural Only V V Repetitive Fee V LI Other V V V V LI V r rt Repeats V Hourly II Hour * V V Esgil Plan Review Fee V $96.00I V * Based on hourly rate V Comments: V V V macvalue.doc SSI JOIST COVER SHEET PROJECT N. County Plaza 1818 Marron Road, Carlsbad Barnett Construction GENERAL NOTES SSI JOISTS ARE NOT CAMBERED UNLESS NOTED HEREIN. SEE SSI ICBO 4325 SEC.2.3 ITEM I FOR WEB STIFFENER REQUIREMENTS. COORDINATE THE ATTACHED BILL OF MATERIALS WITH SSI JOIST PLACEMENT PLANS TO ENSURE PROPER PRODUCT PLACEMENT. VERIFY ALL DETAILS OF SSI BILL OF MATERIALS AND SSI JOIST PLACEMENT PLANS WITH STRUCTURAL AND ARCHITECTURAL PROJECT PLANS AND SPECIFICATIONS. ABBREVIATIONS LEGEND FOR THE ATTACHED BILL OF MATERIALS GRADE: 2= SPF#2 SPECIES: bF= DOUGLAS FIR LARCH F5= 2700 Fb SPF= SPRUCjFlQiV F8= 2400 Fb F11=2100Fb LEGEND: SAOE = SHOP ATTACHED ONE END SABE = SHOP ATTACHED BOTH ENDS FAOE = FIELD ATTACH ONE END FABE = FIELD ATTACH BOTH ENDS WSNR = WEB STIFFENER NOT REQUIRED DSA App. No.: NOT APPLICABLE In preparation of these shop drawings, Standard Structures Inc. has relied upon plans and For specifications or other information prepared by representatives of the owner and cannot be held responsible if the information furnished is erroneous. It is the sole responsibility of the customer to coordinate these shop drawings with the owners representatives and the "For Construction" project plans and specifications. The customer shall approve these shop drawings for dimensions, quantities, specifications and details. Standard Structures Inc. cannot be held accountable for items not brought to the attention of Standard Structures Inc.. I Date: Revisions: 09/06/2005 I DRAVm: X I JOB NO: I hftp:/Amw.StandardStructures.com I of 5 CHECKED: Standard Structures, Inc. IGINEER: DA 340 Standard Avenue, Windsor, CA 95492-8767 (707) 836-8100 Fax: (707) 836-8149 SHEET Rev. 11127/2000 Oi CJO$(1?J BILL OF MATERIALS DATE: 09106/2005 SSI BUILDING: 171 SSI JOIST SSI LEVEL: roof SSI Job No.: DSAAppINo.: NOT APPLICABLE Draftsperson: Job Name: N. County Plaza Eng.Tech:_ i.tio Carlsbad - Checker:_ Customer Barnett Construction Engineer 'TOTAL - [;;;~ DaNa: Saiesperson:JM ILJF = DELTA CALC. S MARK QTY JOIST DEPTH (In) JOIST SERIES JOIST LENGTH (ftn-16th8) GRADE SPECIES PROFILE X(In.) Y(In.) H FlIl. Size (ln.xln.) Filler Length ft-ln-leth) ( REMARKS RJOI 22 20 55om 32 9 - SPF A 0.00 0.00 0 0 0 0 0 N web stiffener blocks req'd each end RJ02 98 16 350m 23 0 see note on layouts for web stiffener block requirements. JOIST PROFILES: LO'GTH ZIGTH LE4QT LCGTH 1• I ______________________ ___________ A 41- C COVE APPROVALS;r CEO-ES ReportN0PFC.4325 of SW. kdilt.o PA-038 I LACiN Reeezrdeest S (. AU. INFORMATION CONTAINED HEREIN. THE IS THE RESPONSIBILITY OF THE PURCHASER TO RB'.IiEW AND APPROVE PURCHASER IS RESPONSIBLE FOR COORDINATION OF SSI PRODUCTS WITH ALL OTHER TRADES INVOLVED IN THE CONSTRUCTION OF This PROJECT. UNLESS OTHERWISE NOTED ALL QLULM BEAMS ARE AS SPECIFIED BY THE ENGINEER OF RECORD. HANGERS AND HARDWARE FOR GLUI.AM BEAMS ARE NOT IMMEDIATELY TO S.S.I. OPERATIONS DEPT. AT EXT. 220. NCLUDED IN THIS SUBMITTAL AND ARE TO BE SUPPLIED BY OTHERS, UNLESS OTHERWISE NOTED. REFER TO S.S.I..S ORDER ACKNOWLEDGEMENT FOR INCLUSIONS AND EXCLUSIONS. REPORT SHIPPING ERROR I SHEETS 2 of 5 Customer Signature:______________________________ BILL OF MATERIALS DATE: 0910612005 Im SS! JOIST ACCESSORIES SSI BUILDING: SSI LEVEL; roof SO Job No.: 4/%40 3 OSA Apt No.: Draftsperson: Job Name: N. County Plaza Eng. Tech:______ Location; Carlsbad Checker______ Customer Barnett Construction EngInr______ IPCS- TAL I Delts SaIeeperon:JM 530.00 FIELD ATTACHED WEB STIFFENERS DELTA MARK QTY SPECIES JOIST DEPTH JOIST SERIES STIFFENER WIDTH STIFFENER STIFFENER "X' CUT STIFFENER "Y CUT REMARKS (In.) (In.) PROFILE (In.) (In.) WSOI 90 spf 22 550m 3.50 A 0 0 install ea. end of RJOI WS02 440 ply 16 350m 3.50 A Install ea. End of RJ02 except at joist between grid lines B & C which do not require web stiffener blocks. lENGTH LENC-TH I,ENGTH I ;T_j.__•1 .1 C lI CODE APPROVALS: IT15 THE RESPONSIBILITY OF THE PURCHASER TO REVIEW AND APPROVE ALL INFORMATION CONTAINED HEREIN. THE PURCHASER IS RESPONSIBLE FOR COORDINATION OF 551 PRODUCTS WITH ALL OTHER SHEETS eo.es Revon p4Ø•ppCH35 TRADES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. UNLESS OTHERWISE NOTED AU. THE ENGINEER OF RECORD, HANGERS AND HARDWARE FOR GLULHM OLULAM BEAMS ARE AS SPECIFIED BY T LAC1IY Reieeth Re ER 2410B BEAMS ARE NOT INCLUDED IN THIS SUBMITTAL AND ARE 10 BE SUPPLIED BY OTHERS. UNLESS OTHERWISE NOTED. REFER TO S.S.I. ORDER ACI(NOWLEDGEMENT FOR INCLUSIONS AND EXCLUSIONS. REPORT 3 of 5 DNNn efEWI. ArEe PA.= S ERRORS IMMEDIATELY TO S.SJ. OPERATIONS DEPT. AT EXT. 220. Rey. 1112712000 Customer Signature:______________________________ BILL OF MATERIALS DATE: 09/0612005 SSI JOIST ACCESSORIES SSI BUILDING: SSI LEVEL; roof EEl Job No.: _____DSAAppl No.: Draftspeison:_______ Job Nam: N. County Plaza Eng. Tech:______ Location; Carlsbad checker. Cu3tomer Barnett Construction Engineer. TOTAL Delta Saleaperson: IPCS = I 15.00 BLOCKING PANELS DELTA MARK QTY JOIST O.C. SPACING (In.) BLOCKING PANEL LENGTH (In.) BLOCKING PANEL DEPTH (In.) BLOCKING PANEL SERIES BLOCKING PANEL SPECIES # OF SIDES REMARKS BP01 15 32 287/16' 20" 550m SPF 4 Install below mansard support wall at RJOI BP02 32 32 29 7/16" 16 350m SPF 4 Install below tower and mansard walls at RJ02 77 JOIST ..OFU.ES 1_LCNGTh LLNGTh _J LEGT LNGT A B 7i y c iII CODE APPROVALS Y ICIBOES Reoot No.PFC.4325 LkClty Resewd, RepeL FIR 24706 OMOJCO of S40 pidEect PA-033 IS THE RESPONSIBILITY OF THE PURCHASER TO REVIEW AND APPROVE S RESPONSIBLE FOR COORDINATION OF ssi PRODUCTS WITH ALL OTHER AU. INFORMATION CONTAINED HEREIN. THE PURCHASER I TRADES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. UNLESS OTHERWISE NOTED ALL GLUL.AM BEAMS ARE AS SPECIFIED BY THE ENGINEER OF RECORD. HANGERS AND HARDWARE FOR OLUL.AM BEAMS ARE NOT INCLUDED IN THIS SUBMITTAL AND ARE TO BE SUPPLIED BY OTHERS. UNLESS OTHERWISE NOTED. REFER TO S.S.I. ORDER ACKNOWLEDGEMENT FOR INCLUSIONS AND EXCLUSIONS REPORT SHIPPING ERRORS IMMEDIATELY TO S.S.I... OPERATIONS DEPT. Al EXT. 220. SHEETS of 5 NOV. 1Il27tZ000 Customer Signature: I Jill BILL OF MATERIALS DATE: 09/0612005 CONNECTOR HARDWARE 4 BUILDING: 551 LEVEL: roof B8IJobNo: DaAAppo NOT APPLICABLI DrulIpmon:X Job Him.: N. County Plaza Eno. Tech: Ioc.tion Carlsbad Checb.r X Cu.tom.r, Bamett Construction EnElnior. TOTAL JIM PCS 238.00 DELTA MARK - OTY MANUFACTURERS DESIGNATION - FASTENERS MAX. RV, REQ'O MAX. NOR. CAPACITY VENDOR REMARKS HEADER JOIST H01 46 MTR420 KC use with RJOI H02 182 MtTR316 use with RJo2 single joist. H03 10 RA1316-2 use at16at DBL. joist ABBREVIATIONS LEGEND: MANUFACTURER INFORMATION SK hR -o = SKEWED LEFT OR RIGHT -o USP LUMBER CONNECTORS ITORIN STEEL COMPANY, INC. TFOS L/R = TOP FLANGE OFFSET LEFT OR RIGHT PHONE: 1-800-227-0470 w.uspconnectors.con4PHONE: 714-541-2288 e-maIl:tobinsteel@aol.com _ = SLOPED UP OR DOWN - ° SL U/D -0 CODE APPROVAL: ICBO, L.A. CITY, DSA CODE APPROVALS: ICBO IF 0/C_° = TOP FLANGE OPEN OR CLOSED - ° TFSLD L/R -o = TOP FLANGE SLOPED LEFT OR RIGHT 0 KC METAL PRODUCTS, INC. ADVANCED CONNECTOR SYSTEMS Q.I.P. = QUANTITY IN PAIRS PHONE: 408-436-8754 www.kcmetaIs.com PHONE: 1-800-462-677 www.acsboss.com CODE APPROVAL: ICBO, L.A. CITY, DSA CODE APPROVALS: ICBO SPECI IT IS THE RESPONSIBILITY OF THE PURCHASER TO REVIEW AND APPROVE ALL INFORMATION CONTAINED HEREIN. THE PURCHASER IS RESPONSIBLE FOR COORDINATION OF SSI PRODUCTS WITH ALL OTHER TRADES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. UNLESS OTHERWISE NOTED ALL GI.UI.AN BEAMS ARE AS SPECIFIED BY THE ENGINEER OF RECORD. HANGERS AND HARDWARE FOR GLULAM BEAMS ARE NOT INCLUDED IN THIS SUBMITTAL AND ARE TO BE SUPPLIED BY OTHERS. UNLESS OTHERWISE NOTED. REFER TO S.S.I. ORDER ACKNOWLEDGEMENT FOR INCLUSIONS AND EXCLUSIONS. REPORT SHIPPING ERRORS IMMEDIATELY TO S.SJ. OPERATIONS DEPT. AT EXT. 220. I WEETO I I 5 of 5 Rn.. 1I127I Customer Signature: r'71 BILL OF MATERIALS DATE: 08/30/2005 SSI BUILDING: Ld)4LJ SIMPLE SPAN GLULAM BEAMS SSI LEVEL: roof $51 Job No.: 49035 OSA Appl. No.: Drafteper000: S WILD END Job Name: N. County Plaza Checker: LacaBon: Carlsbad Salesperson: J j M BarrnettConstruction - A - --A A ceIte A __9/22/2005 QTY MARK SIZE LENGTH (A) APPEAR. WRAP FINISH SEAl. CAMBER COMBINATION REMARKS 2 RB01 DF 83/4 x 19 1/2 24 3 I 14% sea 83 -E N 3/4" 2400f-V4 2 RB02 8 3/4 x 30 40 0 1 3/8" 2 RB03 5 1/8 x 21 33 6 1 1/8 - 2 RB04 51/8x131/2 23 6 1" 2 RB05 51/8x161/2 23 3 3/4" 2 RB06 51/8x131/2 23 3 1' 2 RB07 5 1/8x 16 1/2 27 0 7/8" - 2 RB08 5 1/8 x 16 1/2 24 6 3/4" 1 RB09 5 1/8 x 13 1/2 25 0 0" IT IS THE RESPONSIBILITY OF THE PURCHASER TO REVIEW AND APPROVE ALL INFORMATION CONTAINED HEREIN. THE PURCHASE IS RESPONSIBLE FOR COORDINATION OF SSI SHEET B - - PRODUCTS WITH ALL OTHER TRADES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. UNLESS OTHERWISE NOTED ALL GLULAM BEAMS ARE AS SPECIFIED BY THE ENGINEER OF RECORD. HANGERS AND HARDWARE FOR GLULAM BEAMS ARE NOT INCLUDED IN THIS SUBMITTAL AND ARE TO BE SUPPLIED BY OTHERS, UNLESS OTHERWISE NOTED. REFER TO S.S.I. ORDER ACKNOWLEDGEMENT FOR INCLUSIONS AND EXCLUSIONS. REPORT SHIPPING ERRORS IMMEDIATELY TO S.S.I. OPERATIONS DEPT. AT EXT. 220. Rev. 03/15/00 Customer Signature:_______________________________ BILL OF MATERIALS DATE: 09108/2005 SSI BUILDING: U)ALJ SIMPLE SPAN GLULAM BEAMS SSI LEVEL: roof 49035 OsppIwo Dpor.on:____ N. County Plaza Checkw: Carlsbad spssc, JM L Li M Bamett Construction . A O&b OW MARK SIZE LENGTH APPEAR WRAP UMSTIM CAMBER FINISH UAL COMBINATION - REMARKS I RBIO DF 5118x181/2 19 0 I 14% sea S3 E N 0' 2400f-V4 1 RBI1 51/8x161/2 16 0 . 0" I RB13 51/8x18 19 0 0" 2 RB14 51/8x18 13 0 0" 2 RB15 51/8x18 20 0 0" 1 RB16 5118x18 24 0 1/4" • IT 15 THE RESPONSIBILITY OF THE PURCHASE.. TO REVIEW AND APPROVE ALL INFORMATION COM VNED HMEIN. T)45 PURCI ASE IS RESPONSE FOR COORDINATION OF SSI PRODUCTS WITH ALL OTHER TRACES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. UNLESS OTHERWISE NOTED ALL GUJIAM SEMIS ARE AS SPECIFIED BY THE ENGINEER OF RECORD. HANGERS AND HARDWARE FOR GLU'..AM BEAMS ARE NOT INCLUDED IN THIS SUBMITTAL AND ARE TO BE SUPPLIED BY OTHERS. UNLESS OTHERWISE SHEETS NOTED. REFER To S.S.I. DROSS ACKNOWLEDGEMENT FOR INCLUSIONS AND EXCLUSIONS. REPORT SHIPPING ERRORS IMMEDIATELY TO S.S.I. OPERATIONS DEPT. AT EXT. no. PIN. 03115100 Customer Signature:_____________________________ BILL OF MATERIALS DATE 8/30/2006 SSI BUILDING: GLE CANTILEVER GLULAM SSI LEVEL: Roof OiIbper.o _____ WILD - END Chc: - A RIGHT RIGHT COMM WRAP FINISH SEA CANTILEVER CAN ELEVATtON CAMBER IM) COMBINA11ON REMARKS (L) (N) - 14% sea S3 E N 6-0 - - 1/4 2400f-V8 N N N N N N N N N - AND APB.VE ALL INFIORMATION CONTAINED HEREIN, INS PURCHASER IS RESPONSIBLE FOR COOROI...-TION OF 881 SHEET A DNSTRUCTION OF THIS PROJECT. UNLESS OTHERWISE NOTED ALL GLULAM BEAMS ARE AS SPECIFIED BY THE 1UJLAM BEAMS ARE NOT INCLUDED IN THIS SUBMITTAl. AND ARE TO BE SUPPLIED BY OTHERS. UNLESS OTHERWISE 3 INCLUSIONS AND EXCLUSIONS. REPORT SHIPPING ERRORS IMMEDIATELY TO S.S.I. OPERATIONS DEPT. AT EXT. fE Rv. S3J15. Customer Signature: SSISPEC.COM JOB NO. 1-877-980-SPEC(7732) PROJECT 0.PLAZA Fax: 707-838-8377 Email; info@ssispec.com DATE 340 Standard Ave. Windsor, Ca, 95492 SHEET NO. OF I COMPANY I PROJECT . Jeff Mueller N. County Plaza 619-239-4342 Carlsbad 551 SIZER i jeff@standardstructures.com Beami Sep. 6, 2005 08:45:21 '/7°3 Design Check Calculation Sheet SSI Sizer 2001b Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? iTi Dead lull Area 15.00 (32.0)* NO Load2 Constr. Partial Area 5.00 (32.0)* 0.00 10.00 No Load3 Constr. Partial Area 20.00 (32.0) 10.00 32.50 NO Load4 Constr. Point 260 10.00 No LoadS Dead Point 640 10.00 No rrloutary W1Otfl (in, MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): RJI? rr-T :: H.'kRi7. 0' 32-6" Dead 1093 . 847 Live 708 . 885 Total 1801 1732 Bearing: Capacity Length 2000 2-1/2 2000 2-1/2 Stiffener No - No 20 SSI 550M Spaced at 32 c/c: I SECTION vs. DESIGN CODE NDS-1997: (lbs. lbs4t or In) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 1801 Vr 3325 V/yr 54.17 Bending(+) M = 16071 Mr = 17682 M/Mr = 90.89 Dead Defl'n 0.89 = L/437 Live Defl'n 0.75 = L/519 1.63 L/240 46.21 Total Defl'n 1.64 = L/237 2.17 = L/180 75.77 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# o0FESS/O4 Fb'+= n/a 1.25 1.00 1.00 1.000 1:00 1.000 1.00 1.00 2 Fv' = n/a 1.25 1.00 1.00 V 2 R.0 £ . n/a 1.00 1.00 V V 2 Bending(+) : LC# 2 D+C, M 16071 lbs-ft LU 399 Shear : LC# 2 D+C, V = 1801 lbs ExP.9/0J) Deflection: LC# 2 D+C EI=2013.00e06 lb-in2 C= 11.04e06 in-lb/in Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. CIVIL (D=dead L=live S=snow W=wind I=impact C=construction CLd.concentrated) (All LC'S are listed in the Analysis output) OF CALW DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. This analysis is for SSI Joist products furnished by Standard Structures. Inc. only. Product substitutions void this analysis. All compression edges (top and bottom) must be braced at 2'6" unless noted otherwise. Proper attachment and positioning of bracing i s required to achieve member stability. . V Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. The supporting member shall be designed to support the total reaction noted above. - - COMPANY PROJECT 551 SIZER Jeff Mueller structures.com N. County Plaza Carlsbad Beaml I Sep. b, 2005 08:48:05 I Design Check Calculation Sheet SSI Sizer 2001 b - Jo 2- LOADS: (lbs. psf, or pit) Load Type Distribution Magnitude Start End Location [ft] Start End Load? Pattern Loadi Dead Full Area 15.00 (32.0)* No Load2 Constr. Partial Area 5.00 (32.0)* 0.00 21.50 No i Load3 Constr. Partial Area 20.00 (32.0)* 21.50 23.00 No Load4 Constr. Point 384 21.50 No LoadS Dead Point 720 21.50 - No lrloutary WiQtfl (in, MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 2 Dead . 507 1133 Live 180 570 Total 687 . 1703 Bearing: 2000 2000 Capacity Length 1-3/4 1-3/4 Stiffener No - No 16" SSI 350M Spaced at 32 c/c; SECTION vs. DESIGN CODE NDS4997: ( Ibs, Ibs-ft, or In) ADDITIONAL DATA:. FACTORS: F CD CM Ct CL CF V Cfu Cr LC# Fb'+ n/a 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = n/a 1.25 1.00 1.00 2 5' n/a 1.00 1.00 2 '\ CP ( No. 34399 rn Bending(+): LC# 1 = D-only, N = 3213 lbs-ft 9/30/07 Shear : LC# 2 = D+C, V = 1703 lbs Deflection: LC# 2 = D+C 51= 888.00e06 lb-in2 C= 8.77e06 in-lb/in CI WL Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) - (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. This analysis is for SSl Joist products furnished by Standard Structures, Inc. only. Product substitutions void this analysis. All compression edges (top and bottom) must be braced at 2'-6 unless noted otherwise. Proper attachment and positioning of bracing is required to achieve member stability. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. . The supporting member shall be designed to support the total reaction noted above. Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 1703 yr = 2769 V/yr = 61.52 Bending(+) H = 3213 Mr = 6970 N/Mr = 46.09 Dead Defl'n 0.39 = L/710 Live Defl'n 0.15 <L/999 1.15 = L/240 12.87 Total Defl'n 0.54 = L/514 1.53 = L/180 35.00 COMPANY PROJECT Jeff Mueller N. County Plaza 619-239-4342 Carlsbad 551 SIZER jeff@standardstructures.com Beaml Sep. 15, 2005 17:38:01 Design Check Calculation Sheet SSI Sizer 2001b LOADS: (Ibs,pst,or pit) i.4rP..T OF Tow'i= Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? fl2.4 D Loadl Dead Full Area 15.00 (32.0) NO Load2 Constr. Partial Area 5.00 (32.0)* 0.00 17.00 No Load3 Constr. Partial Area 20.00 (32.0)* 17.00 23.25 No Load4 Dead Point . 720 17.00 No Load5 Constr. lPoint 1 384 1 17.00 No Dead 659 991 Live 292 652 Total 950 • 1644 Bearing: 2000 . 2000 Capacity Length 1-3/4 1-3/4 Stiffener No - No 16" SSI 350M Spaced at 32 c/c; SECTION vs. DESIGN CODE NDS-1997: ( lbs. ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 1644 Vr = 2769 V/yr = 59.36 Bending (+) M = 8450 Mr = 9681 H/Mr = 87.28 Dead Defl'n 0.62= L/450 Live Defl'n 0.32 = L/874 1.16 = L/240 27.46 Total Defl'n 0.94 ch L/297 1.55 = L/180 60.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# SONAL Fb+= n/a 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 ci. VQ Fv' = n/a 1.25 1.00 1.00 2 c > = n/a 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 8450 lbs-ft cn 0 O1 Shear : LC# 2 = D+C, V = 1644 lbs . $ tO l'3 Deflection: LC#2 = D+C EI= 888.00e06 lb-in2 C= 8.77e06 in-lb/in . Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W--wind I=impact C=construction CLd=concentrated) (All LC'S are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. This analysis is for SSl Joist products furnished by Standard Structures, Inc. only. Product substitutions void this analysis. All compression edges (top and bottom) must be braced at 2'-6 unless noted otherwise. Proper attachment and positioning of bracing Is required to achieve member stability. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. The supporting member shall be designed to support the total reaction noted above. COMPANY PROJECT Jeff Mueller N. County Plaza 619-239-4342 Carlsbad 551 SIZER jeff©standardstructures.com Beam 1 Sep. 6, 2005 09:06:07 Design Check Calculation Sheet SSI Sizer 2001b H P'O 1Z F p frIrc' friAc JDI'I I LOADS: (lbs. psi, or pIt) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 15.00 (32.0)* No Load2 Constr. Full Area 20.00 (32.0)* 1 NO Load5 Dead Point 500 12.00 No rioutary wiocn (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In): 0' Dead 699 721 Live 613 * 613 Total 1312 1334 Bearing: Capacity 2000 2000 Length V 1-3/4 V V 1-3/4 Stiffener No NO V 16" SSI 350M Spaced at 32 c/c; SECTION vs. DESIGN CODE NOS-1997: (lbs. lbs-ft. or In) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 1334 Vr = 2769 V/Vr = 48.19 Bending(+) N = 9030 Mr = 9681 M/Mr = 93.27 Dead Defl'n 0.58 = L/472 Live Defl'n 0.42 = L/662 1.15 = L/240 36.24 Total Defl'n 1.00 = L/275 1.53 = L/180 65.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCØ Fb'+= n/a 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = n/a 1.25 1.00 1.00 2 V E' = n/a 1.00 1.00 2 Bending(+): LC* 2 = D+C, M = 9030 lbs-ft V V Shear : LC# 2 = D+C, V = 1334 lbs V Deflection: LC# 2 = D+C. EI= 888.00e06 lb-in2 C= 8.77e06 in-lb/in V Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 5=snow W=wind I=irnpact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. This analysis is for SSI Joist products furnished by Standard Structures, Inc. only. Product substitutions void this analysis. All compression edges (top and bottom) must be braced at 2'-6 unless noted otherwise. Proper attachment and positio n i n g o f b r a c i n g i s required to achieve member stability. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standar d S t r u c t u r e s , Inc for adequacy. The supporting member shall be designed to support the total reaction noted above. I COMPANY I PROJECT I Jeff Mueller I N. County Plaza I 619-239-4342 I Carlsbad 551 SIZER I jeff@standardstructures.com I Beaml Sep. 6, 2005 12:51:01 Design Check Calculation Sheet SSI Sizer 2001b LOADS: (lbs. psf, orpif) Prc'f -T OF Load Type Distribution I Magnitude 1 I Start End Location (ft] Start End IPattern ILoad? I I ILoadliDead IFull Area ( 15.00 (32.0)* INo I ILoad2lConstr. IFull Area I 20.00 (32.0)* NO ILoad5IDead IPoint 640 i 5.00 I No I HLoad4IConstr. jPoint I 260 I 5.00 I No I Tributary Width (in~__ MAXIMUM1REACTIONS (IbS) and1BEARING LENGTHS Dead 961 59911 Live 817 670! • Total 1778 1269! Bearing: - Capacity 2000 2000! Length 1-3/4 1-3/4! Stiffener No . No. 16' SSI 350M Spaced at 32 c/c; SECTION vs. DESIGN CODE NOS-11997: (Ibs, lbs-if, or in) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 1778 Vr = 2769 V/yr 64.21 .Bending(+) H = 8627 Mr = 9681 H/Mr = 89.11 Dead Defl'n 0.53 = L/525 Live Defl'n 0.50 = L/548 1.15 = L/240 43.75 Total Defl'n 1.03 = L/268 1.53 = L/180 67.06 -- ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu CrFb'+= n/a 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 1:00 Fv' n/a 1 25 1.00 1.00 1.00 :nding+): LC# 2 Shear = 8 0g_lin LC:ated) 411D:: Deflection: Total Deflection Deflection) + Live Load (D=dead L=live S=snow W=wind I=impact C (All LC's clvi'- DESIGN NOTES: listed in the Analysis Output) CLd=concent Please verify that the default deflection limits are appropriate for your application. * This analysis is for 551 Joist products furnished by Standard Structures, Inc. only. Product substitutions void this analysis. All compression edges (top and bottom) must be braced at 2'-6 unless noted otherwise. Proper attachment and positioning of bracing is required to achieve member stability. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product avai l a b i l i t y . The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Stand a r d S t r u c t u r e s , Inc for adequacy. The supporting member shall be designed to support the total reaction noted above. COMPANY PROJECT Jeff Mueller N. County Plaza Carlsbad 551 SIZER structures-co Sep. 6, 2005 09:03:38 fllnn (hørk raltIII2tinn Sheet SSlStzer2001b LOADS: (lbs. psf, or plf) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadi Dead Full Area 15.00 (16.0) Load2 Constr. Partial Area 5.00 (16.0)* 0.00 21.50 No Load3 Constr. Partial Area 20.00 (16.0) 21.50 23.00 No Load4 Constr. Point 1000 - 21.50 No Load5 Dead Point 1100 21.50 No wiatn t].n) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): J. FDI 1frti" AC1iI-1t7 F, 23' Dead 302 1258 Live 143 1040 Total 445 2299 Bearing: 2769 2769 Capacity Length 1-3/4 1-3/4 Stiffener Yes Yes Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 2299 yr = 2769 V/yr = 83.02 Bending(+) M = 3706 Mr = 9681 N/Mr = 38.28 Dead Defl'n 0.27 = <L/999 Live Defl'n 0.16 <L/999 1.15 = L/240 13.86 Total Defl'n 0.43 = L/638 1.53 = L/180 28.18 ADDITIONAL DATA: ,;ESSIo4%. FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= n/a 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 <<9 Fv' = n/a 1.25 1.00 1.00 2 E' = n/a 1.00- 1.00 2 Bending(+): LC# 2 = D+C, N = 3706 lbs-ft Cr No.. 09130107 Shear : LC# 2 = D+C, V = 2299 lbs Deflection: LC# 2 = D+C EI= 888.00e06 lb-1n2 C= 8.77e06 in-lb/in Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. -(D=dead L=live S=snow W=wind I=irnpact C=construction CLd=concentrated) FGI- (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. This analysis is for SSI Joist products furnished by Standard Structures, Inc. only. Product substitutions void this analysis. All compression edges (top and bottom) must be braced at 2'-6 unless noted otherwise. Proper attachment and positioning of bracing is required to achieve member stability. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. The supporting member shall be designed to support the total reaction noted above. COMPANY PROJECT Jeff Mueller N. County Plaza 619-239-4342 Carlsbad 551 SIZER jeff©standardstructures.com Beam 1 Sep. 6, 2005 09:02:22 Design Check Calculation Sheet SSI Sizer 2001b Jo 2- Lo4i, oiJ 1 ¶t244c C-17 LOADS: (lbs. psf, or plf) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadi Dead Full Area 15.00 (16.0)* No Load2 Constr. Partial Area 5.00 (16.0)* 0.00 19.50 No Load3 Constr. Partial Area 20.00 (16.0)* 19.50 23.25 No Load4 Constr. Point 1000 19.50 No Loaci5 Dead Point 1100 19.50 No rrioutary wiarn MAXIMUM REACTIONS fibs) and BEARING LENGTHS (in): iL 0' 23'-3" I Dead 410 1155 Live 245 985 Total 655 2140 Bearing: Capacity 2769 2769 Length 1-3/4 . 1-3/4 Stiffener Yes Yes 16" SSI 350M Spaced at 16" c/c; SECTION vs. DESIGN CODE NW-1997: (lbs, lbs-ft, or in) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 2140 Vr 2769 V/yr = 77.30 Bending(+) N = 7698 Mr = 9681 M/Mr = 79.51 Dead DefJ.'n 0.45 = L/618 Live Defl'n 0.33 = L/855 1.16 = L/240 28.05 Total Defl'n 0.78 L/359 1.55 = L/180 50.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC , OFESS Fb'+= n/a 1.25 1.00 1.00 L000 1.00 1.000 1.00 1.00 2 c\\ Fv' = n/a 1.25 1.00 1.00 2 E' = 1.00 2 n/a 1.00 f' . NO.C3g9 Bending(+): LC# 2 = D+C, M = 7698 lbs-ft '-..309/30/07 ) 1/ Shear : LC# 2 = D+C, V = 2140 lbs Deflection: LC4# 2 = D+C EI= 888.00e06 lb-in2 C= 8.77e06 in-lb/in CIVI Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 1=impact C=construction cLd=concentrated) (All- LC's are listed in the Analysis output) DESIGN NOTES: - Please verify that the default deflection limits are appropriate for your application. This analysis is for SSI Joist products furnished by Standard Structures. Inc. only. Pro d u c t s u b s t i t u t i o n s v o i d this analysis. All compression edges (top and bottom) must be braced at 2'-6 unless noted otherw i s e . P r o p e r a t t a c h m e n t and positioning of bracing is required to achieve member stability. Not all products may be readily available. Check with a Standard Structures. Inc. representative for product availability. The specific product application loads, spans, spacings have been provided by o t h e r s a n d h a v e n o t b e e n r e v i e w e d b y S t a n d a r d S t r u c t u r e s ; Inc for adequacy. The supporting member shall be designed to support the total reaction noted a b o v e . WARNING * WARNING* WARNING BE SURE ERECTION -.. - - CONTRACTOR UNDERSTANDS' BCSf Bi SUMMARY SHEET ENCLOSED ' r. ,•j F - - - i - - - -. 4 • .- .-- .• '4 .- .• 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054. (760) 967-6 1 • FAX (760) 967-6 H o*coSIt3 "ILI _______2X4 HEEL HGT IiHIHP!iI iiiHhIIIIIhi - - I- a: a: L) a: • 0 Z _J CC) • -I 0.w -I >- I- z - - - - - p r - - 379 4:12 ROOF PITCH LOAD:16-14-5 24" SPACING NO OVERHANGS 2X4 TOP CHORDS ------------ mom ----------- FIR I. 4111 IAl•••U•lI•I iruiu••uu•u•• i iuuUU••u• ui iI ir•asuuuuu•w iIIIIIUI AIIlI•lI••II ••••• Iih UIiiL'i uuui I- U) Q_ Q_ '-4 C U U) U) -- uJ _J - 0 '-' a: QD I- - ow a: NON-STRUCTRAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY. •. - -D uJ - z I JOB NO: G932 PAGE NO: 1 OF I • -- A • - - .• • • : THIS DUG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (UiKLIAIL ZHLIV 14. I.UUF1IT -- 1010 I1MKlOUI4 101) - /Y erLT M i r ITO) Top chord 2x4 DF-L #1&Bet. Bot chord 2x4 DF-L 1&Bet. Webs 2x4 HF Std/Stud Plates in green lumber designed using NDS/TPI reduction factor. Deflection meets L/360 live and L/240 total load. #1 hip supports 8-0-0 jacks with no webs. Corner sets are conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat IC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat IC @ 32" OC with 2-16d Box or Gun nails (0.135"x3.5°,min.) and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3"—Gun—nails) Top Chord: 1 Row @ 7.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4° o.c. Use equal Spacing between rows and stagger nails in each row to avoid splitting. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 32" DC. 3 X 7 3 X 7 3X7 4X4(A2) 4X4(A2) 7-5-1 .j_ 4-6-15 4-5-4 zI,z I 7-6-12 >1 Hz 7-10-15 4-1 -1 I 4-5-4 >1< I 7-6-12 I 7-10-15 .J 8-6-5 ..j_ 7-6-12 Hz . 24 -0 -0 Over 2 Supports zn R=1961 W=3.5° R=1961 W°°3.5" PLI TYP. Wave TPI\R Design Crit: TPI -1995(STD)/UBC 7.00.0130.17 CA/3/1/-/-/R/- Scale =3125/Ft. StoneTruss 760-967-6171 507 Jones Road, Oceanside CA 92054 "WARNING"" TRUSSES REQUIRE ENIRCNE CARE (II 008RICAIIOA. 0*110118G. SHIPPING. 1851*11181. AND BRACING. REFER O RCSI os (BUILDING CONPONLNT SAFElY IAF0Q8A0IO8) . P001(50EV 80 OPI (IRIISS PLATE 1*011 lATE. 083 DOAOFRIO DR.. SUITE 200. 11801500. WI 53719) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 0300 ENTERPRISE LA. 11001500. Al 537101 10* SAFETY PRACTICES PRIOR TO PERFORMING THESE FANCTIOIIS. UnLESS OTHERWISE InDICATED. To CHORD SNAIL HAVE PROPERLY A I OACHEO S IRIlCIlIRAt PANELS 080 000 To CHORD SII*11 11 *01 * PROPERI.V A 100111(0 ESS/ 8. IC LL IC DL 16.0 PSF 14.0 PSF REF R090- - 31288 DATE 11/02/05 RIGID CEILING. c BC DL 5.0 PSF DR W cAUSR09O 05306111 "5IMPORTANT"°1ilRH(5fl A COPY OF THIS DESIGN 00 THE INSTALLATION COORRACIOR. ALPINE ENGINEER(T) CA-ENG AMM/GWH PRODUCTS. I AC. SHALL NOT NC RESPORS I ALE bR ANY 00 AlA 1100 FROM 11115 0E SI GA OIlY IA I LURE 10 011110 I HE BC LL 0.0 PSF ALPI NE TRUSS Ill T 081ORVAOCE WI Oil IPI I OR IODR I CAT lAG, HAVOL (TIE. SIll PP I lIE, I OSIULL I AG 0 IIRACI Ill, or I RIISSES. ____________ Alpine Engineered Products Inc. Sacramento, Ca 9S28 005) GN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NI I OVAL DESIGN SPEC. HO *I*PO) AND II' I. ALPINE COORECIOR PLATES ARE MADE 01 201(8/161.8 (W.U/S/0I *518 0653 GROOC 80/AD (A, V/US) 1.818. SIlL. APPLY PLATES TO EA FACE DI Ill HSAIID. IINLESS OTHERWISE LOC*IED OIl TIllS DES Gil. POSITION PER DRONIOGS IAOA'Z. AllY. INSPEITIlON OF PLATES FOLLOWED NY II) ShAh VE PER HROEO 83 or IPII.2002 SEES. A SCOL 00 1815 DRAWING InDICATES ACCEPTANCE or PROFESSIONAL EnGINEERING RESPOASIOILITO SOLELY mR 161 DES) EN 011(1811. TIlE Sill TAO IL ITO AND lIST, or 11115 COMPOICA I FOR AIU OIIII,OIOG IS rot RLSPONS 11111.110 or (hit BUILDING l)D.IGRER PER OWSI/TPI 1 SEC. 7. *No.C58006 cIv%'— TOT .LD. 35.0 PSF SEON- 118557 DUR.FAC. 1.25 FROM CGC SPACING 24.0" JREF- 1SRUO9O_Z07 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, (t,u3 -I<LIA1L SHUI-' N. L,OUNII -- 1010 F1A)(l<UPI (CL) - /,YAA LUMF1RJN Top chord 2x4 DF-L #1&Bet. Bot chord 2x4 DF-L #1&Bet. Webs 2x4 HF Std/Stud Plates in green lumber designed using NDS/TPI reduction factor. In lieu of rigid ceiling use purlins to brace BC @ 120 OC. Deflection meets L/360 live and L/240 total load. Truss designed for 10 psf non-concurrent bottom chord live load. 4X4 9 -0-0 4-115 M 5X5 3X4 3X5 (Al) 3X5 (Al) 6-3-4 5-8-12 5-8-12 l 6-3-4 8-0-0 , fl 8-0-1 8-0-0 I 12-0-0 I - 12-0-0 I 24-0-0 Over 2 Supports R=840 W=3.5" R840 W=3.5" Ma PLT TYP. Wave TPI\R Design Crit: TPI-1995(STD)/UBC 7.00.0130.16 Stone Truss 760-967-6171 *WAROIOG** TRUSSES R000IRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND REFER 10 RCS I 1-03 (0111101 HG CONPOAEA I SAT ERR NFORHAT I ON) P11011 SHED 00 IP I (TRIJSS PLATE I INSTITUTE. . BRACING. 503 507 Jones Road, Oceanside CA 92054 0'ONOFRTO OR.. SUITE 200. NODISON. WI 537 19) AND WUCA IW000 TRUSS Coll RE ONERICU. 6300 EHIERPRISE I.N. 44001506, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORNINT THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL 14*01 PROPERLY ATDACH(O STRUCTIIRHL PANELS AND NOTION CHORD 5)4011 HAUE A PROPER).? ATTACHED RIGID CEILING. 4NE *AIMPORTANT**FURIIISII * COPY OF THIS DESIGN DO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED __ __________ PRODUCTS. INC. SHALL ROT BE RESPONSIBLE FOR ANY DEVIATION FROM TIllS DESIGHI ANY FAILURE TO TRUSS IN CUNFORNANCE WITH TPII DR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING NE BUILD THE TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROOISIONS OF DOS (NATIONAL DESIGN SPEC. BY WFBPA) ANN THI. OLPIIIL It CONNECTOR PLATES ARE NUDE OF 50/IN/TAGA (W.H/S/YI ASITI AUSU GRADE 00/60 (H. 14/0.51 GALA. STEEL. APPLY "*' No.0 58005 PLATES TO EACH FACE OF TRUSS WOO. IJNLRSS OTHERWISE LUCNTED UN THIS DESIGN. PUS) 11041 PER DRAWINGS 160*7. \\ \ Rap. 6-30-200B 7 Alpine Engineered Products Inc. Sacramento, Ca 95428 ANY IUSPECTIDR OF PLATES FOIIOWEO NY (II SHALL NC PER ANNEN 03 OF TPII2002 SEC.3. N SEA). DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIOILITT SOLEI.Y FUR TIlE DESIGN SIIOWR . I lIE SLIT TAB IY *4)0 USE OF TI) IS COMPONENT FOB AllY DIII ITT OS IS THE RCSPOAS 10(11TH OUTGOING UESIGNGR PER ANSI /IPI I SEC. 2. OIl TIllS t or TIll IM- cAL9 Scale =3125/Ft. REF R090-- 31289 DATE 11/02/05 DRW CAUSR090 05305112 CA-ENG AMM/GWH SEON - 67228 FROM CGC JREF- 1SRU090_Z07 TC LL 16.0 PSF TIC DL 14.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF * TOT.LD. 35.0 PSF DUR.FAC. 1.25 SPACING 24.0" THIS DUG PREPARED FROM COMPUTER INPUT (LOADS U DIMENSIONS) SUBMITTED BY TRUSS MFR (L,iKtI/IL 1UV Fl. LUUFHIT -- £010 IiP,MKUN TAD) - 7b rur fl0) Top chord 2x4 DF-L #1&Bet. Bot chord 2x4 DF-L #1&Bet. Webs 2x4 HF Std/Stud Plates in green lumber designed using NDS/IPI reduction factor. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat IC. Spacing of supports originates from 1 hip. Attach 2x4 lateral bracing to flat IC @ 32" OC with 2-16d Box or Gun nails (0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. Deflection meets L/360 live and L/240 total load. #1 hip supports 8-0-0 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat IC @ 32" OC. 4 X 8 4 X 8 3X4 3X10(81) 3X10(B1) 4-2-4 _j_ 3-2-12 L. 2-10-0 2-8-4 3-4-8 ..j... 4-2-4 7-10-15 5-0-5 7-6-12 I 7-10-15 - I - 5-0-5 7-6-12 0-6-0 Over 2 Supports R=1614 WO=3.5" . . R=1614 W=3.5" PLT TYP. Wave TPI\R Design Crit: IPI-1995(STD)/UBC 7.00.0130.17 CA/3/1/-/-/R/- Scale =375/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 __________ WAEN I NA" TRUSSES REal) I RE EXTREME CURE IN FABRICATION. HANDLING. SHIPPING. INSIALLING AND BRACING. U' ro DCSI 103 (BUILDING COMPONENT SAFETY INFORMATION). PIIRL ISlIED Or TPI (TRUSS PLATE INSTITUTE. 583 OOIIOFRIU DR.. SUITE 200. BADISOII. WI 53719) AUD WICA (WODU (RUSS COUNCIL OP AITERICO. 6300 ENTERPRISE I.N. 000ISON. WI 537181 FOR SAFETY PRACDICES PRIOR 10 PERF080IUG (REST FUUCTIONS. UNLtSS OTHERWISE INDICATED. rop CHORD ShALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS 0110 HUTTON CHORD SHALL (ROE P109I:RLr AT ACHED RIGID CEILING. * * I MPOR TANT * *F,IRII ISO A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED. PRODUCTS. INC. SYALL OUT BE RESPOUSIRLE FUR ANY DEVIATION FR (HIS DESIGN: ANY rAILURE TO BUILD TIlE ALPINE BC IC LL IC DL BC DL LL 16.0 14.0 5 .0 0.0 PSF PSF PSF PSF REF R090- - 31290 DATE 11/02/05 DR W cAusRogo 05306113 CA-ENG AMM/GWH (RUSS IN CoNr000ANCE WI (II (P1: OR FABRICATING. HANDLING. SHIPPING. IlISIALLING U BRACING UF TRUSSES. Alpine Engineered Products Inc. Sacramento, Ca 9528 DESIGII COIIF000S WITH APPLICABLE PRUUISIUNS OF ITS (NATIONAL DESIGU SPEC. UT UFSPA( AND DPI. ALPINE CUNIIEETTR PUWTES ARC NODE OF 28/IUfI6GA IWO/S/RI ASTO 0653 CRUDE 00/60 (A. D/H.SI GRIU. STEEL. NPPLY PLATES TO EACH FACE OF TR((SS AND. UNLESS OThERWISE IUCNTED ON DAIS RESIGN. PUSIIION PER DRAWINGS TYUAZ. ANY INSPECT (UN OF PLAIDS FOLLOWED NY ((I SOALL DE PER ANNEX 63 OF (P11.2002 SEC .3. A SEOL OW THIS DRAWING INDICATES ACCCP(NNCE OF PROFESS(UNAL EAGINECRING RESPHIISIDIGITY SOLELY FOR THE TRIISS CONPOUEHT DESIGN SHOWN. THE SIIITNNILITY HOD USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY or lYE BUILDING DESIGNER PER AUSI/IPI I SEC. 2. \\ \. DOP 6-30-2006 I! Civil- OF Cpajrr I0I.LD. 35.0 PSF SEON- 118536 DUR.FAC. 1.25 FROM CGC SPACING 24.0" JREF- 1SRU090_Z07 THIS 0MG PREPARED FROM COMPUTER INPUT (LOADS U DIMENSIONS) SUBMITTED BY TRUSS HF) (biKLIA1L HLIVZ, N. LUUNIT -- 1010 1P,IOYTUI4 IOU - *b.t L.UIIIITJI'1) Top chord 2x4 DF-L #1&Bet. Bot chord 2x4 DF-L #1&Bet. Webs 2x4 HF Std/Stud Plates in green lumber designed using NDS/TPI reduction factor. In lieu of rigid ceiling use purlins to brace BC @ 120 OC. Deflection meets L/360 live and L/240 total load. Truss designed for 10-psf non-concurrent bottom chord live load. N -, 4X4 I 3-8-15 +900 I 2X6(A1) 2X6(A1), 5-6-6 4-8-10 l 4-8-10 5-6-6 7-5-0 5-8-0 -fl 7-5-0 10-3-0 - ....,L 10 -3-0 20-6-0 Over 2 Supports R=717 W=3.5" - R=717 (1=3.5" - PLT TYP. Wave TPI\R Design Crit: TPI-1995(STD)/UBC 7.00.0130.17 CA/3/1/-/-/R/- Scale =375/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 _________ ALPINE _________ WARN TRUSSES REDO] EXTREME CWDO IN FAORICWTION. HANDLING. SNIPPING. INSTALLING AND BRACING. U REFER TO RCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE (USTIOl)rE. $03 D'ONOFRIU DR.. SUI(T 200. MADISON. WI 53719( AND WTCB (ROOD (BlISS COUNCIL OF AMERICA. 6300 ENTERPRISE I.N.U. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. BIGlY CEILING. IMP0RTANT""FIIRII(SO COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. RIPINE ENGINEERED / PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGlI ANY FAILURE TO BUILD THE (RUST IN CONFORMANCE WITH (Fl 00 FABRICATING. HANDLING. SHIPPING. INSTALLING B RRWCINF, OF [BUSSES. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL "AVE 0 PROPERLY ATTACHED 0 N 220 w IC LL 16.0 PSF IC DL 14.0 PSF BC DL 5 .0 PSF BC LL 0.0 PSF REF R090- - 31291 DATE 11/02/05 DRW cAU5R090 05306114 CA-ENG AMM/GWH _____ _____ Alpine Engineered Products Inc. Sacramento, Ca 9528 DESIIR COOFTBMS WITY RPPLIEAOLE PROHISIONS OF RDS IHAYlOOWL DESIGN SPEC. DY OFRPWI AHO TPI - ALPINE CONNEC000 PLAITS ORE MADE OF 20/10/165W (RH/SIR) USTM 0653 GRADE 70/60 (H. R/H.SI UNLA. SIFEL. APPLY PLOYCS TO TACO ERCE OF TRUSS AND. IINLESS OTHERWISE LOCWTEU ON TIllS OESIGO. POSITION PER DRAWING S (6TH-i. BOY INSPECTION OF PLATES FOLLOWED BY (II SIIOLL UT PER AMNEO A3 OF TPI I -2002 SEE.3. B SEAL ON 11 IS ORRWING INDICATES OCCEPTWNCE OF PROFESS(OMRI ENGINEERING RESPORSIB(LI TO SOLELY FOR TOT TBUSS COMPONENT DES) GO SHORN. THE SO) TAO( LI TO AND USE OF III IS COMPONONT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE OIIILDING DESIGNER PER ANSIITPI I SEC. 2. C 58005 \ \ E.6-3B-2OO6 J / - - 1 TOT .LD. 35.0 PSF SEON - 118545 DUR.FAC. 1.25 FROM CGC- SPACING 24 - 0" JR E F - iS RU 09 O_Z 07 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED UT TRUSS MFR. KLiA1L FIUVI F). LOUPIII -- 3030 I1MJ0Y0U14 ML) /oJ CIUI'1U M1 r liD 3 0) Top chord 2x4 DF-L #1&Bet. Bot chord 2x4 DF-L #1&Bet. Webs 2x4 HF Std/Stud Plates in green lumber designed using NDS/TPI reduction factor. SPECIAL LOADS (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 88 PLF at 0.00 to 88 PLF at 6.00 IC - From 28 PLF at 6.00 to 28 PLF at 8.00 BC - From 10 PLF at 0.00 to 10 PLF at 8.00 IC - 60 LB Conc. Load at 6.00 TC - 228 LB Conc. Load at 8.00 Deflection meets L/360 live and L/240 total load. Use this design for common hip trusses @ 24.0 OC. Extend sloping IC of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat IC. Spacing of supports originates from /11 hip. Attach 2x4 lateral bracing to flat IC @ 32" DC with 2-16d Box or Gun nails (0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 2-9-15 DC. Building designer is responsible for conventional framing ** California hip common load case modified ** 3X4 4 1 — 1-1 T +20-0-0 1 I2 217 2X4(A1) 2X4 ill 4-9-8 3-2-8 >1 H: 4-9-8 3-2-B I 6-4-7 .J_1-7-91 c 8-0-0 Over 2 Supports >1 R=407 W=3.5" R=545 W=3.5" PLT TYP. Wave TPI\R Design Crit: TPI-1995(STD)/UBC 7.00.0130.16 CA/3/1/-/-/R/- Scale =375/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 "WARNING-TRUSSES R000IRE EXTREME CORE IN FABRICATION. IlAAD11OG. SHIPPING. INSTALLING AND BRACING. "FN TO NCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY FYI (TRUSS 71001 IlISlIloIS - 503 D000FRIO DR.. ShIrE 200. 000ISOII. WI 53719) AND RICA (WOOD DROSS COUNCIL OF AMERICA, 6300 ENTERPRISE IN, MADISON, WI S3719( FOR SAFETY PRACTICES PRIOR TO PERFORMING ThESE FIINCTIOMS. UOICSS ORIICRNISC IN0lCOTEO. O W / TC LL TC DL 16.0•PSF 14.0 PSF REF R090-- 31292 DATE 11/02/05 TOP CHORD SHALL 11000 PROPERLY ATTACHED STRUCTURAL PANELS noo 001100 CHORD SHALT HAVE * PROPIIL V OITACIILO -e D RW CAUSRO9O 05306115 RIGID CYILIAG. **IMPORTANT' *TURN ISO H COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINCCRCD PRODIJERS. IlIC. SHALL NOT 01 RESPOnSIBLE FOR 000 000101100 FROM THIS 0151111: Ally FAILURE 10 011110 Till ALPINE BC B C DL LL 5.0 0.0 P SF PSF CA-ENG AMM/GWH ___________ PI Ill IPI: 00 FAOR(CAIIAG, hANDLING, SHIPPING. INSIAllING I RRACIAC, OP IRIISSGS. IT IN CoOF0006FICE WITH Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN COI1FORMS Will) APPLICABLE P000151005 OF 105 (NATIONAL RESIGN SPEC-. 00 AFRPAI AND DPI. ALPINE COONYC000 PLATES ARE MADE OF 20/IA/lOGO (NIl/S/HI ASTM AAS3 GRADE 00/60 (0, E/lIS) GAlA. ST(EI. APPLY PLATES TO EACH FACE OF TRIJSS AND. BA LESS OTHERWISE LOCATER 00 THIS DC SIGN. P05(1(00 PER ORAWIDGS 1600-2. 609 INSPECTION OF PLATES FOLLOWED NT II) ShALl. RE PER ANOEN A3 OF IPIl 2002 SEC.3. A SEAL ON THIS DRAWING IBOICABES ACCEPTANCE OF PROFESSIOIIAI 000INIERING RESPONSIOII(OV SOlELY FOR lot TRuSS COMPONENT OES,R SOAAA. THE SUITABILITY AND USE OF TillS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF lilE 0011111MG DESIGNER PER ANSI/RPI I SOC. 2. P' 6-30-2006 CtV%t.- No. c 58005 TOT.LD. 35.0 PSF SEON- 67225 DUR.FAC. 1.25 FROM CGC SPACING 24.0" JREF- 1SRU090_Z07 2-8-0 max. JACK SPAN: DETAIL \1.5X3 V1.5X3 2-8-0 max, DF-L #2 - DF—L #1 c4 DF—L #1&Bet. DF—L SS MAXIMUM CLEAR SPAN TCLL/TCDL/BCDL 20/20/1030/10/5 30/15/5 16/10/5 16/15/5 30/10/5 30/15/5 8-2--0 7-5-0 7-0-0" 8-3-0 7-9-0 7-4-0 7-0-0 8-5-0 7-11-0 7-5-0 8-5-0 7-11-0 7-6-0 7-1-0 .8-8-0 8-1-0 7-8-0 8-7-0' 8-0-0 7-7-0 7-3-0 8-9-0 8-5-0 1 8-0-0 8-8-0 1 8-2-0 1 7-9-0 1 7-4-0 PITCH < 4:12 PITCH ~ 4:12 DEFLECTION CRITERIA; TOP CHORD L/180 LIVE L/120 TOTAL BOTTOM CHORD: L/240 LIVE L/180 TOTAL DURATION FACTOR; 1.25 IF TCLL < 20 1.15 IF TCLL 2 20 CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER OR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE FROM A LOCAL PROFESSIONAL ENGINEER. I A I / \ P I / i7A R LPIN ALPINE ENGINEERED PRODUCTS SACRAMENTO. CALWORNIA TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING HG. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS TITUTE, 583 D'ONOF'RIO DR, SUITE 200, MADISON, VI. 53710) FOR SAFETY PRACTICES PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED .1MG. NTt FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE THE TRUSS IN CONFORMANCE '.11TH TPII OR FABRICATING, HANDLING, SHIPPING, INSTALLING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL CC, BY AFIPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16 GA(L/H/S/K) GR4D/60 (WK/KS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, 'HERVISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF ILLOVED BY (1) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS NDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE IPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI I SEC. 2. THIS DRAWING REPLACES DRAWING CD101 rt W. NO.C4 ZI Exp. 6-3 ) rAvil TC LL TC DL BC DL BC LL TOT. LD. FOR LOADING SEE ABOVE REF DATE • 7/15/98 DRWG CD101 REV CA—ENG CWC—TSB REV 10/01/03 SPACING 24" OC DUR. FAC. (#) LUMBER DF—L #2 DF—L #1 DF—L #1&Bet. DF—L SS DF—L 1650f-1.4E DF—L 1800f-1.6E DF—L 2100f-1.8E DF—L 2400f-1.7E 12 (A) OVER 2 SUPPORTS J=1 1/2'(nin) /= 1/2'(m,n) 7"ALPINE -7 ALPINE ENGINEERED PRODUCTS SACRAMENTO, CALIFORNIA AND BRACING. REFER TO $5 PLATE INSTITUTE, 593 A COPY OF THIS DESIGN TO THE INSTALLATION C. SHALL NOT BE RESPONSIBLE FOR ANY DEVI ACTOR. ALPINE NO. 'ROM THIS •Iwk_, ABRICATINC, 1 \c\ VITH BY THE MADE OF 20GA FACE OF HIP JACK STACKED TCLL/D.L 16/7 16/14 16/18120/7 20/14 20/20 8-8-0 7-11-0 7-7--0 8-3-0 7-7-0 7-2-0 9-0-0 8-3-0 7-11-0 8-6-0 7-11-0 7-6-0 9-7-0 8-9-0 8-4-0 9-1-0 8-4-0 7-11-0 9-9-0 1 9-5-0 9-0-0 9-3-0 9-0-0 1 8-7-0 9-0-0 8-6-0 8-2-0 8-7-0 8-2-0 7-8-0 9-4-0 8-9-0 8-4-0 8-10-0 8-4-0 7-11-0 9-8-0 9-2-0 8-10-0 9-1-0 8-10-0 8-4-0 9-6-0 9-6-0 9-3-0 1 9-0-0 9-0-0 8-9-0 MAX. SETBACK(***) (F) VERTICAL TIE PLATE SHALL HAVE 1 1/2" MIN. BITE ON RAFTER AND 1/2" MAX. GAP TO SEAT CUT. TIE PLATE 12 (*) I 3X4 RAFTER DETAIL (2x4 OVER 2x4) () SPANS BASED ON L/240 LIVE AND L/180 TOTAL ALLOWABLE DEFLECTION (*) PITCH SHOWN IS THE PITCH OF CORNER SET. 2/12(min) to 12/12(max) CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER OR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE FROM A LOCAL PROFESSIONAL ENGINEER. SPLICE 3X6 5X6 -_-- SHIM SOLID TO BEARING "0C (typ SPAN VARIES WITH SETBACK PITCH(*) PLATE(A) 2 (2)3X14 3 (2)3X10 4 3X12 5 3X12 6 3X9 7to8 3X7 9to10 .3X7 lltol2 3X6 3X4 PLATE OVER SUPPORT 12 2X4 PLATE CANTILEVER 2-0-0 max 2X4 BLOCK 2X6 BLOCK 2XB BLOCK 2X10 BLOCK THIS DRAWING REPLACES DRAWING CD 113 TCLL REF TC DL FOR DATE 01/30/03 LOADING i BC DL SEE JDRWG CD 113 REV BC IL ABOVE ICA-ENG TsB/CWC TOT. LD. IREV. 10/01/03 DUR. FAC. 1.25 CALIFORNIA HIP PERMANENT BRACING DETAIL PERMANENT BRACING CRIPPLE SUPPORT LAYOUT START OF TOP CHORD FLAT TOP CHORD. PURLINS. START OF TOP CHORD EXTENSIONS. (SLOPING (TYPICAL) (CONTINUOUS) EXTENSIONS. (SLOPING SETBACK B SETBACK TO FLAT) TO FLAT) ____ COMMON __ p - p - p - CALIFORNIA HIP - áBRACED BAY * HIP RAFTERS TRUSSES -- - I / SYSTEM TRUSSES #1 HIP - - - SET N *SET - V BACH - 4N AS #1 H - T A BAC - ROOF SHEATHING. PITCHED AND SHEATHED B CHORD AREA. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS. MAXIMUM INTERVAL EQUALS 20'. (NOTE: THE 1ST BAY OF PERMANENT DIAGONALS FORMING c-CRIPPLE (C). SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN, ALL OF THE FOLLOWING CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP CHORD OF THE #1 HIP. 2) THE END JACKS ARE SHEATHED WITH AND EXTENDED TOP CHORD, USING 3 - Bd COMMON TOE NAILS OR 2 - lOd PROPERLY ATTACHED STRUCTURAL PANELS.) COMMON NAILS THROUGH FACE. SECTION A-A SECTION B-B CRIPPLE - - IN PLANE BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING FIELD APPLIED OR BUILT-IN CRIPPLES (8) OF TRUSSES REFER TO ORIGINAL DRAWING CRIPPLE SPACING COMMON CHORD EXTENSION FOR CRIPPLE SPACING SETBACK I PL(D) (TYPICAL) C) (B) (B) Fr. (B) #1 HIP GIRDER SEE CA-HIP ENGINEERING FOR JACK TYPE USED. NOTE CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE ___________________________________ RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, PURLINS SPACED 24"O.C. TYP. NOR TRUSS FABRICATOR, PERSONS ERECTING THE TRUSSES ARE (CONTINUOUS 2X4) CAUTIONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (C) CRIPPLES SPACED 48" O.C. TYP. * (D) BUILT-IN FILL CRIPPLES NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. (HORIZONTAL MEMBER OPTIONAL) THIS DRAWING REPLACES DRAWING CD110 BRACING. REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY IF) (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, VI. 53719) AND WTCA (WOOD TRUSS COUNCIL ESS THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED IC DL PSF DATE 11/26/03 'VARNING. TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING, SNIPPING. INSTALLING AND TIC LL PSF REF CALIF. BRACE W. __________////"•\\\\ OF AMERICA. 6300 ENTERPRISE LN, MADISON. WI 537)9) FOR SAFETY PRACTICES PRIOR TO PERFORMING ExpI- TOT. LD. * PSF STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. C4384 . BC DL PSF DRWG BRCALHIP 1103 _________ --IMPORTANT--FURNISH coPi or THIS DESIGN To INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC.', SHALL NOT DE RESPONSIBLE FOR ANY DEVIATION FROM THIS Di ANY FAILURE TO BC LL PSF - ENG ___________ BUILD THE TRUSS IN CONFORMANCE WITH TPII OR FABRICATING. HANDLING. SHIPPING. INSTALLING I ALPINE BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFEPA> AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/I8/I6GA (W.H.'S/X) ASTM A653 GRADE 40/60 (U.K/HO) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL ALPINE ENGINEERED PRODUCTS, INC. BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF DUR. FAC. * POMPANO BEACH, FLORIDA PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING SPACING * DESIGNER. PER ANSI/TPI I SEC. 2. HIP RAFTER BLOCK TOP VIEW COMPOUND CUT BLOCK BOTTOM VIEW #1 HIP SLOPING MAX SPAN MEASURED / TOP CHORD FROM FACE OF SUPPORT TO FACE OF OF SUPPORT. REFER TO ENGINEER'S SEALED DRAWING REFERENCING THIS DETAIL FOR DESIGN OF RAFTER AND CONVENTIONAL FRAMING. DETAIL B DETAIL A -"p AF1ER 3EARING VALL NOTES: 2x4x12" BLOCK #1 HIP FLAT TOP CHORD *ATTACH BLOCK TO UNDERSIDE OF HIP RAFTER USING (3) 16d SINKERS TI-IRU BLOCK INTO HIP RAFTER. SHIM BEVELED BLOCK SOLID BETWEEN RAFTER & #1 HIP FLAT TOP CHORD. JACK TYPE SINGLE CUT . . DOUBLE CUT 9-8-13 11-2-1 13-0-8 12-9-6 11-2-1 14-1-9 7-5-9 8-6-12 1.0-0-0 9-9-9 8-6-12 10-10-0 6-7-0 7-6-11 8-9-14 8-7-12 7-6-11 9-6-11 5-7-3 6-5-1 7-6-0 7-4-3 6-5-1 8-1-8 224 257 300 294 257 325 12d COM 0.148x3.25 16d BOX 0. 1350.50 16d COM 0.1620.50 12d COM 0.1480.25 1 16d BOX 0.1350.50 16d COM 0.1620.50 NAIL TYPE(2 EACH, typ.) TCLL 16 • TCDL 7 TCLL 16 a —J TCDL 14. TCLL TCDL 16 18 TCLL 20 TCDL 20 MAX R DETAIL B SINGLE CUT TOP VIEW JACK ". 0.15'—.. W"uw CAP >1' HIP RAFTER TOP CHORD DOUBLE CUT JACK CORNER SET FRAMING PLAN RAFTER CONNECTION DETAIL A = DOUG FIR - LARCH I THIS DRAWING REPLACES DRAWING 3,052,699A W. IVARNING. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, " 7 M INE7TO HANDLING, SHIPPING, INSTA LLING AND BRACING, REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNd! MS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, . IIIIMPORTANTII FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE BUILD THE TRUSS IN CONFORMANCE WITH TPIj OR FABRICATING. HANDLING, SHIPPING. INSTALLING I BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFIPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16 GA.(V,H/S/K) ASTH A653 R40/60 (V.K.'N.S) GAL, STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF' C NO C43845 W 6-30-2 * Exp - TC LL PSF TC DL PSF BC DL PSF BC LL PSF TOT. LD. AS ABOVE REF RAFTER CONN DATE 09/18/03 DRWG EXTTCCON0903 CA—ENG CWC—TSB ENGINEERED PRODUCTS PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWS THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY FCAU 3A.CRA1TO. CAL70E1IA BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. SPACING 24" OC max DUR. FACTOR 1,25 PCR05204 1818 MARRON RDCBAD - SHELL BLDG-DEFERRED TRUSS SUBM PCR Lot#: TITOAMAS . (L BUILDING PLA$NING ENGINEERING FIRE APPRIFORM HEALTH DEPT q )05 &pG ---r € LL4 ItrAVk 4 P Lc4 4o L -. - P4AZMAT/AIRQUAL I 4 P..00 p TO. FRW OTHER SEWER DISTR APPLICANT 1 SCHOOL FORM CFD FORM WORKSHEEI q - P E & M ;"w BLDG FEES COMPLE:- PLAN CORP ENG CORR ESGIL CORR - 1•-- ____FIRE CORR ri C-4 PJ1TAAAA .9 - - - 05