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Home My WebLink About136 MAPLE AVE; ; CB033186; Permit06-11- Job Address Permit Type Parcel No Valuation Occupancy Group 06/11/2004 # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB033186 Building Inspection Request Line (760) 602-2725 136 MAPLE AVCBAD RESDNTL $1,193,98800 Sub Type Lot# Construction Type Reference # CONDO 0 VN SDP02-12 Status ISSUED Applied 11/18/2003 Entered By SB Plan Approved 4 Structure Type MF2-4 12 Bathrooms 17 VILLAS DE LUZ 4UNIT CONDO BLDG 12175SF HAB,5602SF GAR, 1419SF DECK 148, 144,140 Issued Inspect Area Ong PC# Plan Check# 06/11/2004 Applicant MULLEN CONSTRUCTION 2890 PIOPICODR CARLSBAD, CA 92008 619-434-2233 Owner Building Permit Add'! Building Permit Fee Plan Check Add'l Plan Check Fee / Plan Check Discount Strong Motion Fee -' Park in Lieu Fee ' Park Fee ' LFM Fee Bridge Fee j ' Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee * $3,474 75 Meter Size $0 00 Add'l Reel Water Con Fee $2,258 59 Meter Fee " $0 00 , SDCWA Fee $0 00 CFD Payoff Fee $11940 PFF $000 PFF (CFD Fund) . ' $000 License Tax - >' ' $0 00 License Tax (CFD^Fund) $0 00 Traffic Impact-Fee '} $0 00 Traffic Impact (CFD Fund) . $0'00 , Sidewalk Fee _ - * $0 00 PLUMBING TOTAL •> - $000 ELECTRICAL TOTAL $000- MECHANICAL TOTAL $15000, - Housing Impact Fee '/ $9,600 00 V • Housing InLieu Fee D5/8 Housing Credit Fee $2,396 00 Master Drainage Fee $0 00 r ' '"•Sewer Fee Additional Fees TOTAL PERMIT FEES, • $000 $560 00 • $8,01600 $000 $21,73058 $20,059 00 $000 1 $000 $1,473 92 $1,66208 $000 $829 00 $11000 $324 00 , $000 $18,06000 $000 $000 $3,708 00 $000 $94,531 32 Total Fees $94,531 32 Total Payments To Date $2,383 00 Balance Due $92,14832 ATTACHED 2B 06/U/04 0002 01 CGP 02 92148.32/ fe*,JU TV " U£» PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 AddreSiUinclude BldB/§uitg'l FOR OFFICE USE ONLY PLAN CHECK NO EST VAL J Plan Ck Deposit Validated By Date ? **>£* ' Lai, Lot No Subdivision Name/Number Unit No Phase No Total ff ofOhits""" ———33- Assessor s Parcel #Existing Use Proposed Use Description of Work SQ FT #of Stones PERSO N ff of Bedrooms # of Bathrooms ^-Hf-i . |from applicant)j, Name Address City State/Zip Telephone* Fax # Name Address City State/Zip Telephone # E_____™rt"—r.——rw---™i—r~;-™~—<n—g~--» •& ;™r™«~TTT'^yTr*tr'n"^iOT'^r''K—|ssr^B™*1™T*sf™n'i1i*r"r^"Wir"V1nTir™-trrBKi'r r"*S*-)i- *4! Vjtf ' t ' i I M? ;! ' . ,' i - % ii *!,!.!('*.() *,.'(.( ?'i! ta A?" is . 1 t "T 1 f, ( , > ir «,i(l. !. !*•". r _j-—TTt ,iI i „ is^:'LliikVk,«*,^51£WiJ——I-U^ > 1"-H"«—- ""-wJ-Ji"*. **. ii - J—1,-Jt.^ms*, ..l.jr ^ I til h>"-»Mtf tl"«J.I«j r^!zSM^iii-.l-ul.1. ""*,JLU^™!*;iy fUiiEIUJ->»~i ~^——^«3ifcl*5t ~~ .~~~. *>•- r-.,-»-_-*w. ., _ .-, — ,~ . — ~ . . .. - fC# *? Zcttff /"/6o -^-/ 5"-4*? T2- Name Address (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 Contractors License Law (Chapter 9, commending with Section 7QQQ of Division 3 of the Business and Professions Codel or that he is exempt theiefrom, and the basis for the alleged exemption Apy violatiop-of Section 7031 5 by^ny appjigant for a permit subjects the_applicant to a civil penalty of not more than five hundred dollars 15500]) Name / "/& ^T" *** O State License # ^j C^ ' ^ c> — ? License Class O Designer Name Address State License # City State/Zip Telephone f City Business License # \ZjOtl(^:>2-l City State/Zip Telephone •—•«>rrt!«!>rT>;r'T£TrTr~*'' ™™™~"Tr"l!?'~r'T'1T™^'tt'''n:r"'>"*'^^J&££iU™ta»~!*sLrf-™i^:~ ~U.~! IKtaJ 3U»JS sJ-^aL—li—Lj^SjiiLL&^^^-uJ^d^JUt&WS^^ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n 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 tho"work for which this permit is issued E/ 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 C—ag Policy NoInsurance Company IflfA Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) n CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, 1 shall not employ any person m any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000), in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE if1 ^OWNER-BUILDER'DECLARATION* ^1^^ % !*iP' pTpfT' j'f "IVT^^"\"$$"'^n f f!in!j|F^j>^'Fi^y' t'fi*Iv'rt.->>Mi^m !'^"M'^r~>$\{!h^>'<!li>iffi* i,\ "^fA!i* iM*iLv "'*!-' « fc*wiUL^tn,l^tui_MnM « IWI* „ .^V ^~JUfll~ *.'••- >^j**^_i-^ ^ —,4~a.—^-rt^M** H** -,-h,,-. !£l~"-~- t^-WJW^ Ul&utf i ,-.- <-iU£lHJ W"£;J i lai-i-^^^ tt 'u-jyEjJ^ L ^H!,^t['( & ii^lUAiLLW ' (ij' jjUfc i^ !t' ' Uir^«aJ?^i^ ik^H ri I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the ovvner builder will have the burden of proving that he did not build or improve for the purpose of sale) Q 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) C] I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the majof labor and materials for construction of the proposed property improvement Q YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the worK, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated {include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE BUILDING; PERMITS .ONLY^,; i Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT P-™™^™—__._.. -~- ^-_^_-.__._™-t?^^ ^^^~^.^~™_, ^m^~~-T^^_,_.«m«T.Fn__.™^H.^_nqf7r.! ,™,^~™™_r,r™^^r^pBr_™__!B™™WB^ „..._„ _,_, ^-..[p-. ,„18 Jin! CONSTRUCTION LENDING'AGE.NCXLJU.i!. J1 f*JiU«-J—-1.J. -Jill. L «-U!ii™l ttu.Jr .>&>L.'$ZfflttS£MlU ifo ft? i1 J3ULTK tUSSj wl LU™ JiE' ft 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER S NAME LENDER S ADDRESS I certify that I have read the application arid 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 CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 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 commen/ed for£ period oj.180 ogys (Section 106 4 4 Uniform Building Code) H-19-Q3APPLICANT'S SIGNATURE DATE YELLOW Applicant PINK Finance City of Carlsbad Final Building Inspection PLANNING DEPT TRACKING DESK REC'D: Dept. Building Engineering Plan Check # Permit** Project Name StLite Fire Date 02/23/2007 CB033186 PermitType RESDNTL VILLAS DE LUZ 4UNIT CONDO BLDG Sub Type CONDO 12175SF HAB,5602SF GAR, 1419SF DECK 148, 144,140 Address 136 MAPLE AV Contact Person ~"V v w-x Sewer Drst CA B7ecte^%^ / / Inspected By _ Inspected By Comments Phone ^\O -O S^ % Water Dist CA Date 'MQfilf\^Inspected ^J^v|v Date Inspected Date Inspected Lot 0 >:> ....£.. I /Approved /_<*. Disapprovedy Approved Disapproved Approved Disapproved City of Carlsbad final Building Inspection RECEIVED FEBZZM IT> Ctt TAHI SHADNl >klNJ MPWTMtNf Dept' Building Engineering Planning CMWD St Plan Check # Permits CB033186 Project Name VILLAS DE LUZ 4UNIT CONDO BLDG 12175SF HAB,5602SF GAR, 1419SF DECK 148, Address 136 MAPLE AV Contact Person "^i^-^ Phone ^3SO — O-S"" <S Sewer Dist CA Water Dist CA Inspected Date / / Bv /?/ Inspected &/ 2 f'0 Inspected Date Bv Inspected Inspected Date Bv Inspected Comments Lite Fire u_^.~- Date 02/21/2007 Permit Type RESDNTL Sub Type CONDO 144,140 Lot 0 /Approved *£- ""^ Disapproved Approved Disapproved Approved Disapproved Inspection List Permit# CB033186 Type RESDNTL Date Inspection Item 03/08/2007 89 03/08/2007 89 03/06/2007 89 03/06/2007 89 02/08/2007 21 01/17/2007 23 01/08/2007 39 01/04/2007 31 11/15/2006 17 11/14/2006 17 11/08/2006 14 11/08/2006 16 11/08/2006 84 10/26/2006 14 10/19/2006 18 10/03/2006 27 10/02/2006 14 09/19/2006 17 09/19/200627 09/18/2006 27 09/15/2006 17 09/15/2006 27 09/13/2006 17 09/11/2006 17 08/31/2006 68 08/28/2006 27 08/24/2006 27 08/23/2006 44 08/23/2006 84 08/21/2006 14 08/17/2006 16 08/17/2006 17 08/17/2006 18 08/16/2006 16 08/16/2006 17 08/15/2006 16 08/15/2006 17 08/10/2006 17 08/09/2006 14 08/09/2006 17 08/08/2006 17 08/04/2006 16 08/04/2006 17 Final Combo Final Combo Final Combo Final Combo Underground/Under Floor Gas/Test/Repairs Final Electrical Underground/Conduit-Wmn Interior Lath/Drywall Interior Lath/Drywall Frame/Steel/Boltmg/Weldm Insulation Rough Combo Frame/Steel/Boitmg/Weldin Exterior Lath/Drywall Shower Pan/Roman Tubs Frame/Steel/Boltmg/Weldin Interior Lath/Drywall Shower Pan/Roman Tubs Shower Pan/Roman Tubs Interior Lath/Drywall Shower Pan/Roman Tubs Interior Lath/Drywall Interior Lath/Drywall Fireplace/Tie Straps Shower Pan/Roman Tubs Shower Pan/Roman Tubs Rough/Ducts/Dampers Rough Combo Frame/Steel/Bolting/Weidm Insulation Interior Lath/Drywall Exterior Lath/Drywall Insulation Interior Lath/Drywall Insulation Interior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Weldm Interior Lath/Drywall Interior Lath/Drywall Insulation Interior Lath/Drywail CONDO Inspector Act - PD - PD PD PD PD PY PD PD PD PD PD PD PD PD PD PD PD PY PD v PD PD PD PD PD PY PD PD -PD PY PY PY PY PY PY PY PY PY PY PY PD PD Rl AP Rl CO PA PA AP PA AP CA AP AP AP PA AP PA . PA PA we AP AP CA PA PA AP AP AP PA PA PA AP PA we CA CA PA PA AP PA PA NR PA PA VILLAS DE LUZ 4UNIT CONDO BLDG 12175SF HAB.5602SF GAR, 1419SF DECK Comments • WATER SERVICES EMR UFER UNIT A A "D" GREEN BOARD UNITD 4TH LAYER BY GARAGE UNITD UNITB UNITC UNITC UNITD NEAR GARAGE UNITD ENTRY @ GARAGE LAST LAYER UNITD UNITB UNITC UNIT D NEED TO VERIFY TO W PETE PARTY WALL @ B/C AT 1ST LAYER LID IN B LID GARAGE ENTRY WALL UNITB GARAGE ENTRY Thursday March 08, 2007 Page 1 of 3 08/03/2006 16 08/02/2006 14 08/02/2006 16 08/02/2006 17 07/31/2006 16 07/31/2006 17 07/28/2006 16 07/28/2006 17 07/26/2006 84 07/25/2006 84 07/24/2006 24 07/21/2006 34 07/20/2006 24 07/20/2006 34 07/17/2006 13 07/14/2006 17 07/13/2006 17 07/12/2006 17 07/11/2006 13 07/11/2006 14 07/10/2006 13 07/10/2006 14 07M 0/2006 24 07/10/2006 62 07/03/2006 14 07/03/2006 24 06/30/2006 11 06/30/2006 17 06/27/2006 17 06/26/2006 17 06/23/2006 13 06/23/2006 17 06/22/2006 13 06/22/2006 17 06/20/2006 13 06/20/2006 14 06/20/2006 17 06/19/2006 14 06/19/2006 17 06/19/2006 34 06/16/2006 13 06/13/2006 14 06/13/2006 24 06/13/2006 34 06/13/2006 44 06/09/2006 17 06/05/2006 13 05/23/2006 13 05/23/2006 18 Insulation Frame/Steel/Boltmg/Weldrn Insulation Interior Lath/Drywall Insulation Interior Lath/Drywall Insulation Interior Lath/Drywall Rough Combo Rough Combo Rough/Topout Rough Electric Rough/Topout Rough Electric Shear Panels/HD's Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Shear Panels/HD's Frame/Steel/Bolting/Weldin Shear Panels/HD's Frame/Steel/Bolting/Weldin Rough/Topout Steel/Bond Beam Frame/Steel/Bolting/Weldin Rough/Topout Ftg/Foundation/Piers Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Shear Panels/HD's Interior Lath/Drywall Shear Paneis/HD's Interior Lath/Drywall Shear Panels/HD's Frame/Steel/Boltmg/Weldin Interior Lath/Drywall Frame/Steel/Bolting/Weldm Interior Lath/Drywall Rough Electric Shear Panels/HD's Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Interior Lath/Drywall Shear Panels/HD's Shear Panels/HD's Exterior Lath/Drywall PD PD PD PD PD PD PY PY PD PD PD PD PD PD PD PY PD PD PD PD PD PD PD PD PD PD PD PD PD PD PC PC PC PC PY PY PY PY PY PY PY PD PD PD PD PD PD PD PD CA CA CA PA PA PA CA PA PA NR PA PA NR NR PA PA PA NS PA PA PA PA NR we PA PA AP PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA PA we PA PA PA we UNITC j 3RD LAYER AT GARAGE ENTRY LID AT GARAGE ENTRY UNITS B, C UNITS B, C 1 ST LAYER A PARTY WALL FULL HEIGHT PARTY WALLS DECK DRAINS PLANTER FTG 1ST LAYER UNITD U/F&MEZZ UNIT D 1ST LAYER - BOX EXTENSIONS REQD ON ALL ELECT BOXES PARTY WALL, (ALL UNITS) UNITD UNIT C, GARAGE 1ST LAYER PARTY WALL UNITE PARTY WALL UNITD PARTY WALL UNITC UNITD PARTY WALL PARTY WALL @ UNIT B UNIT C SOUTH PARTY WALL PARTY WALL PARTY WALL PARTY WALL 1 ST LAY AN PANTY WALLS PENDING REV APPROVAL ON Thursday, March 08 2007 Page 2 of 3 04/19/2006 22 04/13/2006 17 04/07/2006 13 04/07/2006 22 03/29/2006 15 03/29/2006 22 12/07/2005 22 12/05/2005 15 11/30/2005 15 10/19/2005 11 08/04/2005 14 07/15/2005 11 07/08/2005 1 1 07/08/2005 66 05/18/2005 11 05/06/2005 1 1 03/21/2005 21 03/16/2005 21 01/19/2005 21 01/04/2005 62 01/03/2005 62 11/23/2004 63 11/22/2004 63 11/17/2004 63 11/16/2004 11 08/25/2004 1 1 08/06/2004 66 08/05/2004 66 07/26/2004 1 1 Sewer/Water Service .Interior Lath/Drywall Shear Panels/HD's Sewer/Water Service Roof/Reroof Sewer/Water Service Sewer/Water Service Roof/Reroof Roof/Reroof Ftg/Foundation/Piers Frarne/Steel/Bolting/Weldm Ftg/Foundation/Riers Ftg/Foundation/Piers Grout Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Underground/Under Floor Steel/Bond Beam Steel/Bond Beam Walls Walls Walls Ftg/Foundation/Piers Ftg/Foundation/Piers Grout Grout Ftg/Foundation/Piers PD PD PD PD PD PD PD PD PD PD CW. PC PD PD PD PD BN PD PD PD TP PD PD PD PD PD PD PD PD AP PA PA PA PA PA AP PA CO AP CA NR PD PD PD PD BN PD PD PD TP PD PD PD PD PD PD PD PD we AP PA PA CO AP PA PA CA PA NS PA PA PA AP CA AP water services AT STAIRS SHR @ STAIR 4 WATER LINES 3-4IN SEWER EAST SIDE pad ftgs WAS TOLD FLOOR NAILING NOT NEEDED UNDERMINING FOUND OF 3436 CBAD BLD GARAGES - INFORMED BUILDER NOT TO DISTURB EXIST GARAGE FOOTINGS FURTHER PROVIDE WRITTEN AGREEMENT BETWEEN CONDO GARAGE OWNER AND THIS PROJECT OWNER SLAB, WALL FTGS PRESSURE SIDE MUST BE SCH 40 PVC MARKED AS DWV UNIT A - BASEMENT LEVEL WALL DRAINS GROUT GROUT 2ND LIFT RESET FOR TUES GROUT WALLS SHOTCRETE WALL 1ST LIFT BLOCK WALL FTGS Thursday, March 08, 2007 Page 3 of 3 City of Carlsbad Bldg Inspection Request For 03/08/2007 Permit# CB033186 Title VILLAS DE LUZ 4UNIT CONDO BLDG Inspector Assignment PD Description 12175SF HAB,5602SF GAR, 1419SF DECK 148,144,140 MAPLE AV Type RESDNTL Sub Type CONDO Job Address 136 MAPLE AV Suite Lot Location APPLICANT MULLEN CONSTRUCTION Owner Remarks Phone 7608400598 Inspecto Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By TIM Entered By CHRISTINE Act _ Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR04137 ISSUED VILLAS DE LUZ, SPANCRETE FLOOR SYS PEM (UNDERGROUND PARKING ) PCR05230 ISSUED VILLIAS DE LUZ ARCH REVISIONS, PCR06181 ISSUED REVISIONS TO UNIT "A", •> Date 03/06/2007 02/08/2007 01/17/2007 01/08/2007 01/04/2007 11/15/2006 11/14/2006 11/08/2006 11/08/2006 11/08/2006 10/26/2006 Inspection History Description 89 Final Combo 21 Underground/Under Floor 23 Gas/Test/Repairs 39 Final Electrical 31 Underground/Conduit-Wiring 17 Interior Lath/Drywall 17 Interior Lath/Drywail 14 Frame/Steel/Bolting/Weldmg 16 Insulation 84 Rough Combo 14 Frame/Steel/Bolting/Weldmg Act CO PA PA AP PA AP CA AP AP AP PA Insp PD PD PD PD PY PD PD PD PD PD PD Comments WATER SERVICES EMR UFER UNIT A A UNSCHEDULED BUILDING INSPECTION 00 DATE PERMIT JOB ADDRESS 1 DESCRIPTION CODE DESCRIPTION INSPECTOR PLAN CHECK # frlW ACT COMMENTS . of City of Carlsbad Bldg Inspection Request For 01/04/2005 Permit* CB033186 Title VILLAS DE LUZ 4UNIT CONDO BLDG Inspector Assignment PD Description 12175SF HAB,5602SF GAR, 1419SF DECK .148, 144,140 MAPLE AV Type RESDNTL Sub Type CONDO Job Address 136 MAPLE AV Suite Lot Location APPLICANT MULLEN CONSTRUCTION Owner Remarks Phone 760a400598 Inspecto Total Time Requested By TIM Entered By CHRISTINE CD Description 62 Steel/Bond Beam Act Comment Associated PCRs/CVs PCR04137 ISSUED VILLAS DE LUZ, SPANCRETE FLOOR SYSTEM (UNDERGROUND PARKING ) Inspection History Date Description 01/03/2005 62 Steel/Bond Beam 11/23/2004 63 Walls 11/22/2004 63 Walls 11/17/2004 63 Walls 11/16/2004 11 Ftg/Foundation/Piers 08/25/2004 11 Ftg/Foundation/Piers 08/06/2004 66 Grout 08/05/2004 66 Grout 07/26/2004 11 Ftg/Foundation/Piers Act Insp Comments CA TP PA PD GROUT 2ND LIFT NS PD RESET FOR TUES PA PD GROUT WALLS SHOTCRETE WALL 1ST LIFT PA PD PA PD AP PD CA PD AP PD BLOCK WALL FTGS cc CT7 04 04:25p 4 Design 12/07/2004 16:07 FAX 8185488108 Dec 07 Q4 O3:09a 4 Design 7GO-433-281Q 76O-433-E81O P.a Tnuutmittal From the Offtcft of 4 DESIGN Architecture and Plannlng- KenniQi Chrtss, Architect PO Box 848 Ocflonsftfe, CA 92049 760-453-1786 Fax: 760-433-2810 To' Tim Ewtng. MuBfln Construction From: Stephanie Lupton Dale December 7,2004 Re Villas de Uiz - RFf #26 Response Tim, ttis ok, per the structural er^ineer. to uee H" threaded rod instead of the H" anchor bolls wtMVi they call out to be embedded in the Wock foundation In conjunction, trie options the engineer gave us were: .. A Useo3'x3'of4-x4"p(atowtthanutatttieboCom. B. ProvWea2*bsnda81hBbottomoftherod, We understand tttat 'A b your preference to use Option B; tfre 2* bend. Also, 34" anchor bolts are ok for Ihe base plates as specified- They are afco tit for shear because they are spaced © 12" o.c Thank you, cc Jonsdhan Saghenan atBager & Assotaalra r- City of Carlsbad Bldg Inspection Request For 11/23/2004 Permit* CB033186 Title VILLAS DE LUZ 4UNIT CONDO BLDG Inspector Assignment PD Description 12175SF HAB,5602SF GAR, 1419SF DECK 148,144,140 MAPLE AV Type RESDNTL Sub Type CONDO Phone 7608400598 Job Address 136 MAPLE AV Suite Lot Location APPLICANT MULLEN CONSTRUCTION Owner Remarks Inspect Total Time Requested By TIM Entered By CHRISTINE CD Description 63 Walls Act Comment Associated PCRs/CVs PCR04137 ISSUED VILLAS DE LUZ, SPANCRETE FLOOR SYSTEM (UNDERGROUND PARKING ) Inspection History Act Insp Comments NS PD 63 Walls 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 66 Grout 66 Grout Date Description 11/22/2004 63 Walls 11/17/2004 11/16/2004 08/25/2004 08/06/2004 08/05/2004 07/26/2004 11 Ftg/Foundation/Piers PA PA PA AP CA AP RESET FOR TUES PD GROUT PD WALLS PD SHOTCRETE WALL 1ST LI FTPD PD PD BLOCK WALL FTGS City of Carlsbad Bldg Inspection Request For 07/26/2004 Permittf CB033186 Title VILLAS DE LUZ 4UNIT CONDO BLDG Inspector Assignment Description 12175SF HAB.5602SF GAR, 1419SF DECK .148,144,140 MAPLE AV Type RESDNTL Sub Type CONDO Job Address 136 MAPLE AV Suite Lot 0 Location APPLICANT MULLEN CONSTRUCTION Owner Remarks Phone 7608400598 Inspect Total Time CD Description 11 Ft g/Foundati on/Piers Act Comment Requested By TIM Entered By ROBIN Associated PCRs/CVs Inspection History Date Description Act Insp Comments EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 E Howard & Pauline Eggebrecht July 19, 2004 Eggebrecht Family Limited Partnership Project No 01-1106E6(D) PO Box 21012 Billings, Montana 59104 Subject Foundation Excavation Observation Proposed 4-Unit Residential Building, Villa De Luz Lots No 7 & 8, Maple Avenue City of Carlsbad, California Reference "Limited Site Investigation, Proposed 4 or 5 Unit Residential Building Site, Lots No 7 & 8, Maple Avenue, City of Carlsbad, California", Project No 01-1106E6, Prepared by East County Soil Consultation and Engineering, Inc , Dated June 2, 2001 Dear Mr & Mrs Eggebrecht In accoidance with your request, we have observed the foundation excavations for the proposed 4-unit residential building at the subject site The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved building plans Foundation excavations, soil expansion characteristics and soil bearing capacity aie in accordance with the referenced soil investigation report If we can be of further assistance, please do not hesitate to contact our office Sincerely yours, Mamadou Sahou Diallo, RCE 54071 MSDVmd SAN DIEGO (COUNTY) AREA CIRCUIT CARD AND LOAD SUMMARY (1999 NEC) DEPARTMENT OF PLANNING AND LAND USE - BUILDING DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLBE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address Permit Number Owner Phone Census Tract Number Contractor Phone Area in Sq Ft 231,2- PANEL 1 50 AM P A1C VOLTS /0 WIRE LOCATION CKT BKR SIZE WIRE SIZE TYPE MISC LTG REC REC LTG MISC WIRE SIZE TYPE BKR SIZE CKT LOCATION a. -3 m.Prifflqe, C*. CUo 10 5M.oV.e5 11 IS"1 12 /A 14 J3=L .90 16 P/hc gp BTA 17 18 SL, 19 L 20 J^i^&L 21 10 22 23 24 -25 m.26 *!'-27 i 28 29 30 31 CM,32 33 34 35 36 37 38 39 40 41 42 MAIN BUS , Service entrance or feed A) Size No C) Insulation Service ground/bond A) Size No __ D TypeJ^6u DAL ConduitSize B)DAL C) Clamp location(s) SUPER 250-50(0} * ' J&Water Pipe 250 - 104 O GroundJJA£U 25° ~ 52 GFCI(locations 210-8, 680 - 70 JSTBathroom(s) jSj^Kitchen ,. CrGarage(s) JShHydromassage Tub Computed Load v p • See Calculation Worksheet on back Branch circuits required ! Lighting Circuits 220 - 3(b), 4(d) (Two Small Appliance Circuits 210 - 11 (e) Circuit' 220-16(b) Heating Equipment 422 - 12 (EW Bathroom 210-52(d) Remarks AMPS / certify that all terminations have been torqued in accordance with r manufacturer's instructions and that the work shown on this circuit card represents the full extent of the work performed under this permit Owner AFCI Protected Circ 210-12 JSfBedroom(s)/ /, /?fT" Date •fa t^Jc^ DPLU #184 (3/12/03) RUFF1N f=JOAD, SUITE B, SAN DIEGO, OA 92123-1666 »<SSe> 565-5920 & 20O BAST MAIM ST.- SIXTH FLOOR, EL. CA.JOIM, CA 92O2O-3S1 2 * (619) 441-4O3O 336 VIA VERA CRUZ - SUSTE 2OT , SAN MARCOS, CA 92OS9-262O • <76O) V SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling 2*8 /<^~ sq ft x 3 VA = 220-3(a), , Xti£(* VA Small appliance loads - 220-16(a) 1500 VA x 3 " 7'circuits = H1£[ff&~~ VA Laundry load.- 220-16(b) 1500 VA x / • 'circuits = /,£££> VA .^ u "*\ v General Lighting Total 'V/ V3fe? VA 2. COOKINQ, EQUIPMENT LOADS - Nameplate Value . VA = & iJo-D VA Cooktop " _ VA = v ASfa~ ' VA s) _ I _ VA = * Cooking Equipment Total ".,l7gt>"- VA * , L 3. ELECTRIC DRYER 220-18 (Namepiate, 5000 VA mintmum)"- Dryef A//Xf^ VA = G^S '- -'Dryerj f—-—»— g 4. FIXED APPLIANCE LOADS 230-30 (b) (3). ;.' Dishwasher = - ' - , '/'&0&* VA Disposal = -. . ' v 3OO VA Compactor ~ > f- • VA Water Heater = ' / VAO -1 Hydromassage Bathtub = , // TsDO VA Microwave Oven = . , f t ^Oo VA Built-in Vacuum = 3-,&&D VA Fixed Appliance TotaE (gp U<J VA 5. OPTIONAL SUBTOTAL (Add all of the above totals) <*$ ^C\~h& VA 6. APPLYING DEMAND FACTORS -TABLE 220-30 ' , ^ , First 1 0,000 VA x 1 00% = '1 0,000 VA - . Optional Subtotal (from line 5) { Remaining ll-^^Mg VA x,40%= ^5/7 VA.(' ;* f, 7. HEATING OR AC LOAD -TABLE 220-30 ''flyrMf Larger of the Heating or AC Load = . jfitfjrl VA 8. OPTIONAL LOADS TOTAL (Add totals from lmes'6 and 7) - c>& VA 9. MINIMUM SERVICE SIZE = Optional Loads Total = 7^-7^7 Ampere 240 Volt *.' , i , ^ , fP/ease puf tote/ on front of card under Computed Load) SAN DIEGO (COUNTY) AREA ' - - ' CIRCUIT CARD AND LOAD SUMMARY (1999 NEC) DEPARTMENT OF PLANNING AND LAND USE - BUILDING DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLBE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION t I* n* Address Owner Contractor PANEL /5D A-Mf* ' Q3-,$~OO LOCATION fttn a-3 xteQ. UuwlAi1 nninj ~ UTV* J - &A.ii<, ?Atf(— -X~ wU\ £mokes rveQ-n- vUfZz/Ati n.ee,«-»m-ft«.LU HP em 6FT ipc, -k^U DlNfe f7V£V\ KtoeY-«tw-v«u\ M--WArv^U AvJlta ^VM >_ L.Vi>*.-fevAv^ ] 0 - CKT 1 3 5 7 9 11 ' 13 15 17 19 21 23 25' ,27 29 31 33 35 37 39 41 BKR SIZE 2.G 2vO ao cXO &0 \& 0^0X\ j*\ C^- *<*r ^o <9.0 a~o So £>o JLO ^vO QrO ^ WIRE SIZE U _[^ _J^ l^N ' IV ^/C>v' " )"^ . , t^- ^\5^ _^g_ \^_ | 1\^- 1 TYPE QA C/H (U\ 0 f\ c^^ -CM. fi^i/\ ^A\i^ (L^v C>\ <U/v cu>^ 6i^ ^C^. dx^ ' " 'r " MAIN 0^ /5"Z? - AMP^^K^USE T BUS ^ DO AMP^-^' ^ Service entrance or feeder conductors A) Size No 1 OfT B^ Tuoe R " C) Insulation \ HHfJ D) Service ground/bond ,, A) Size No if.2-* &} §lamp locations) FER 250 - 50(c) „ feterpjpe 250-104 D Ground Rod 250 - 52n GFCI locations 210 - 8, 680 - "SfBathroom(s) J§ .CLGarage(s) O "• -IS Outdoors Jxf AFClProtected Circ 210-12 j2^edroom(s) Conduit l- Un»k C/ Phone Phone A 1C MISC if 2, •^ <5^ / » " / LTG • Q £% /j If V REG IP ^3 3^ \• J<2" ,<y ,1 ' HI 2~- \3 ^3 tr ] MLO cu PAL Size ^5-'; Typejg^u DAL 2° :.Kitchen Hydromassage Tub [ , >^7?VZt*l£> V-$A * - * Permit Number "Census Tract Number Area m Sq Ft ' - £.£/<?- l3V/d~HO VOLTS / 0-^3 WIRE REC / / 3^ / *D- ^/ • s~?~/ 1' 1 & - . ' LTG 1 ' t /3 K3 / V - 7 -: , '^ - ~ Computed Branch cir fbgr-Twc Lau Cer Bat Remarks 5 MISC -'/ / ' / / <^~ > , *, - WIRE > SIZE1 /<3-: /2- />-*' 13" /3— /3- /r3- <? 12— li>- l>— I'D /j~ , 1 , - - -TYPE SM^i CxZ-v C^ Cx^ C^. £&\. (j/t^\ Cs&\_ fa*. CUv 6tA (U-v Ls&\ ' <U<^ • ' -r BKR SIZE o^O P-o AD r^O ^O £^O6^0 cP^O 5^ c^> AD 'r^-O ^£? <9o v > s CKT 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 LOCATION Fridit, ftftiW %^&{*>tvtA D~ wJ i-fV l/£>/f~ /-^/'h /^i : H P/^M A-d rti czt/* MI ^ii/iw M £LZ,t,H-^f V* -O* ^f^/^fficlj^ i/A^ /J^M.-Mi'^btJCft Load Vl&'^tS • AMPS See Calculation Worksheet on back :urts, required ting Circuits 220 - 3(b), 4(d) Small Appliance Circuits . 210-1 1(e) ndry, Circuit 220-16(b) * tral Heating Equipment 422 - 12 iroom " , ' 210-52(d) ' "( - / certify that all terminations have been torqued in accordance with manufacturer's instructions and that the work shown on this circuit card represents the full extent of the work performed under this permit PI Owner • S^Contrac Signed , -/ tor Alc/L/A.mAt^v, R/i^tf^, 6-U^VW^ fat I f 0*- Dsfe /^ni^t^A^^^u u^t;,lrt_y u DPUU #184 (3/12/03) . ' I 32O1 RUFF IN ROA.D, SUITE B, OAIM DI^GO, C/V 921S3-^eee ©(853) S6S-S92O «» (BS8) 336-TS53 2OO EAST MAIM ST.- S^IXTH Fl_OOR, EL. OAJOIM, CA 9302:0-3^^2 & (619} 441-4O3O 33S VIA VERA ORU2 - SUITE 3O1, SAM MARCOS, CA 92O69-262O & <-?SO> 47"S-O73O SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling 1% \ X- sq ft x 3 VA = 220-3(a) ' 5>j*-/£lg VA Small appliance'loads - 220-t6(a) 1500 VA x - 3 circuits - U«Sffir9 VA Laundry load-220-16(b) 1500VAx j circuits = \\^OO_ VA ' - - - General Lighting Total Krl H3to VA 2. COOKING.EQUIPMENT LOADS - Narneplate Value ( Range *" - VA = - . |M/A" VA Cooktop ' ^ -— VA = kf//V^~ VA , Ovenfs) f^priv? - ^VA = ^ •' "^((TOQ VA^ ^ Cooking Equipment Total O , [9r9Q VA \ ' f 3. ELECTRIC DRYER 220-18 (Nameptate, 5000 VA minimum) " - !( fl A^ Drver ^rAfs VA = - Dryer Total /V/A*< VA 4. FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = f, E , ' Disposal = ' :' l r _S££L_ VA Compactor = * ' VA Water Heater = ' ^ , ^, J __, VA ^ Hydromassage Bathtub = r •• 'I, ^OO. VA Microwave Oven = ?" \ , f^CTD VA Built-in Vacuum = - , "' i g^,DlX> VA , " , ' j VA ; Fixed Appliance Total 6,52^9 VA OPTIONAL'SUBTOTAL (Add all of the above totals) „ 0 / 7£'U VA 6. APPLYING DEMAND FACTORS - TABLE 220-30 First 1 0,000 VA x 1 00% = , 1 0,000 VA 'Optional Subtotal (from line 5) { Remaining &> VA x 40%= VA 7. HEATING OR AC LOAD - TABLE 220-30 Larger of the Heating or AC Load = TyU°lM VA 8. OPTIONAL LOADS TOTAL (Add totals from iines'6 and 7) = cj P- VA 9. MINIMUM SERVICE SIZE = Optional Loads Total = lk'i&.. Ampere 240 Volt -, (Please put total on front of card under Computed Load) OOUIMTY OF S.XI,INI O1EC3O <•01=AND E3UH OBMG, SAN DIEGO (COUNTY) AREA CIRCUIT CARD AND LOAD SUMMARY (1999 NEC) DEPARTMENT OF PLANNING AND LAND USE - BUILDING DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLBE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address UyuV t> Owner Contractor PANEL 2~oO A-/hyO MP-.2CO LOCATiON XkuU pk</rt LAVrttV^ DM PAL^S l*M.t £>fci ?5T\^r 6PE- .-SyionVLts V\Jt^V>A 0- O-ifvifc Wwifc W^ftiMs-Btt rvu-^-^/Hv^ We* fc^O-faf^f L&j^M-v^VW- VAC ,VWlUtr, xi_p v ^ IL ' V' Vjl 1 D^Mfc kXf P>tM5 /Ho L^p fel H \P fiL. i'lpi-v TUj) KiV &PJ: l-v r^k *-t> x^st d CKT 1 3 5 7 9 11 13 15 *£?r> 19 fcAJ^ 23 25 .27 29 31 33 35 37 39 41 BKR SIZE <9»0 (9-0 <^O ^O I ^S Gr \^ &0 Ac D~O &.O ^lC *^( _3 ^^*\^J ^o ao C'vVx £L£> <^O ^s.0 /^tJ f^O MAIN S" &6O A WIRE SIZE | TYPE [£~ l&- 1^— \a- H \>- !^ V>- ^/>- |0 \a- 1^- \cw.J^ /^ 15- ^l^ yp,0Rl< C/w dx^v. (L^\. Oa ^A^ Cv^ Qytx. Ov cU^ Ov ^"^ 6M O\ t^v CAXV CM (U-V-' C/M. C-^ 6tA GA>V ^USE r Phone Phone A MISC -7 f? ^ \ LTG ^ ^ 1 U -, 1C REC rr i lo 3 \ 3~ \ \0 / i^y /*?-^/ V 3*- -3 "1 MLO BUS c^HP AMP*" — "^ Service entrance or feeder conductors A) Size No 3> 0/T" B^ C) Insulati Service ground/ A) Size N CJCIamp 1 gWater F Q Groundn on 1 ti-tVVA D\ bond n 'Sf^/T ocation(s) ' 250-5 'ipe 250 - " Rod 250 - £ GFCl locations 210-8, 680 - QfBathroom(s) E DGarage{s} B" S^utdoors g- AFCI Projected Circ 210-12 1- B) )0(c) ' 04 >2 Type S Conduit hcu DAL Size "3"^ fe*»*t- Type S^U [DAL 70 i 'Kitchen v ^ ; Hydromassage Tub l^O/^u, Permtt Number Census Tract Number Area in Sq Ft o^fi^jb n VOLTS ( ' 0 J3 WIRE1 • REC 1 c3- / 1 ^ / / LTG /(2- i&/o (1 /9- Computed Branch cir !§<Lau ^Bat Remarks MISC / I / / / -- / WIRE SIZE 13" IX- h - />- \<?- 12* V^-^r /o— ' ff *tf /o TYPE ^CXA CCA C/«A ^*n CM Cx^ 6u 6M C^L 6c, O^-*v^_ ^^^ £>1 BKR SIZE ^~0 a^o p-'o Oo po 5^) ^O fZF\ {*.} -5D^^ /xy d-*O ?>b t£~& XO CKT 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 LOCATION D-W Wt&o ^H^u~j I ' fT (^f MSll —l^tiH D^tJt MetvftTH'-^^-H rteiT.-Shu^- fl-e. tOVJ W3 ^(~ O'Vf^-l^ <$k.c,m,tt^ &}euvfw Load ] 1 fa '0*1) AMPS See Calculation Worksheet on back :uits required ling Circuits 220 - 3(b), 4(d) Small Appliance Circuits 21 0 - 1 1 (e) ndry Circuit 220-16(b) tral Heating Equipment 422 - 12 iroom 210-52(d) / certify that all terminations have been torqued in accordance with manufacturer's instructions and that the work shown on this circuit card represents the full extent of the work performed under this permit PI Owner SfContrac Signed tOrW^'X>l^«At-r'- 'f^^v^Jf t l«fcA-ir\"L- ^vt^M- <• ^J3k- Date DPLU #184 {3/12/03) S201 RUFFIIM ROAD, SUITE B, SAN DIEGO, OA 921 23-1 666 •(SSS) 565-S92O O (SS8) 336-7553 200 EAST MAIN ST.- SIXTH FLOOR, EL CAJOfM, CA 92O2O-391 2 9 (619) 441-4O3O 336 VIA VERA GRUIZ - SUITE 2O1, SAN MARCOS, CA 92OS9-262O • <76O) VSINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD * found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling <3J^tMo sq ft x 3 VA = 220-3(a) v 8^7^ VA Small appliance loads - 220-16(a) 1500 VA x J> circuits = M ,<$DV VA Laundry load - 220-16(b) 1500 VA x | circuits = I.*SOO VA • General Lighting Total / ll, 77 K VA 2. COOKING EQUIPMENT LOADS - Nameplate Value Range VA = ASf^ VA Cooktop ' VA = tUSfc VA Oven (s) jr, Crgp VA = 1?.a17D VA Cooking Equipment Total o ,0^0 VA 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) ^- Dryer &A-£> VA = Dryer Total ^ i ^ VA 4. FIXED APPLIANCE LOADS 230-30 (b) (3) Dishwasher = l,<*w VA Disposal = T>&& VA Compactor = VA Water Heater = VA Hydromassage Bathtub = // 2-cn? \j^ Microwave Oven = ' It V^^ VA Built-in Vacuum = ^-i^^ VA VA Fixed Appliance Total '^jlOP VA 5. OPTIONAL SUBTOTAL (Add all of the above totals) ASS to VA 6. APPLYING DEMAND FACTORS - TABLE 220-30 First 10,000 VA x 100% = 10,000 VA Optional Subtotal (from line 5) { Remaining ^5B'0 VA x 40%= /<?3t$7 VA 7. HEATING OR AC LOAD-TABLE 220-30 ^r-aftni % Larger of the Heating or AC Load = ^i^atPh VA 8. OPTIONAL LOADS TOTAL (Add totals from lmes'6 and 7) = <Wyw£ VA 9. MINIMUM SERVICE SIZE = Optional Loads Total = ICJWfr' Ampere 240 Volt (Please put total on front of card under Computed Load) Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT / f \ / / Project: Address: City: Permit Number: Of Plan File Number: ,__ _ Reinforcing Steel Epoxy _ Number of Samples ______ TYPE OF OBSERVATIONS: - Reinforced Concrete )( Structural Masonry Prestressed Concrete _ Shop Welding _ Bolting Field Welding Fireproofmg _ Type Materials/DesignMix/Psi Date REPORT A &* "V t 2- y - 7^6 . /Z. £f<\. WORJtBJSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN /tf.'OO^ TIMEOUT Inspector (Print)Certification # Inspector's Signature General Contractor Address __ City ... Phone Authorized Job Site Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: Address: City: .J £ /•*• A ^ Permit Number:3 / O & Plan File Number: Reinforcing Steel __Epoxy _ Prestressed Concrete TYPE OF OBSERVATIONS: Reinforced Concrete Structural Masonry BoltingShop Welding Field Welding Fireproofing Number of Samples f Type &* f~& Matenals/DesignMix/Psi Date REPORT t ,' ^ r r ' 7 INSPECTEp CONFORMS.WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED I ^uLft»J &T Inspector (Pnnt)Certification # Inspector's Signature TIME IN General Contractor Address City TIMEOUT / [ I *€>^\ Phone Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT ./»// — j** i Project: Address: / City:_ Permit Number:Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel _____ Reinforced Concrete Structural Masonry ^-^Ficld Welding *. * —-^Epoxy ~— Prestressed-Concrete —--Shop Welding-- - - Bolting •—•• —Fireproofing Number of Samples l'[ Type Materials/DesignMix/Psi Date - REPORT ) JfTSf L\ I WORK INSPEC FED CONI'ORMS Wl'Ul APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN: \tipf? TIMEOUT _ Inspector (Print)Certification # nspecto^Signature ' ^ General Contractor s v ,>^i^ -r #*?*-> ^ ^i*-Authonzea7ob Site <?omact Signature Phone V ^»VVW«'*^ 3'-*^^'^'""^ —*^5«3M*^*^T-"<«r*lftK^*"<-" * * •> r X ' if / , - l •><-.' «* r .' M Carl Schmidt Inspection Services. Inc. P.O.Box 178403 San * Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: |///./>95 Address: / ?6 AfflPL£ City: &_ Permit Number: C./? 0W I && Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry ^ Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing Number of Samples: _ Type: Date: I - 3 ^ 0*T REPORT L/Etf £ *%*M It "I A/ 7 WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED /qfrTa^, IM/&&FAK VCP ffjf TIME IN: j$ / 2# TIME OUT- A Inspector (Print) Certification # Authorized Job/Sife Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619)855-9252 SPECIAL INSPECTION REPORT Project: I///,L Ff D£ Address: J*q£» ^%fii£ City: £ Permit Number: / __ Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry Field Welding Epoxy ^^Prestressed Concrete Shop Welding Bolting Fireprqofing Number of Samples Type Matenals/DesignMix/Psi S/.t Date: //-J 9- REPORT -2.1 WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIMEIN /^/^ TIMEOUT: Inspector (Print) Certification # General Contractor. Phone Authorized Job Site Contact'signature / Carl Schmidt Inspection Services. Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: I//LL Address: I City: Permit Number:Plan File Number: Reinforcing Steel TYPE OF OBSERVATIONS', ,v . Reinforced Concrete Structural Masonry • ^ Field Welding_ _ Epoxy _ Prestressed Concrete _ Shop Welding \ _ j; Bolting -" Fireproofing" Number of Samples Type Matenals/DesignMixA'si Date / REPORT //i //f & y WORK INSPECTED CONFORMS WITH APPROVED PLANS"AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN £?? TIMEOUT- Inspector (Print) X-K^~~~^^ ^^ Certification # (rl\6 m lift /.-/// S General Contractor Phone Authorized Job Site Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: l/li.L Address: I "3 City: C Permit Number: C-fif??? I fTfc> Plan File Number: Reinforcing Steel Epoxy _ Prestressed Concrete TYPE OF OBSERVATIONS: Reinforced Concrete _ Structural Masonry BoltingShop Welding Welding Fireproofing _ Number of Samples^ If- Type: Materials/DesignMix/Psi Date //- REPORT WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN j f^^ TIMEOUT _ _ Inspector (Print)Certification # t Signature General Contractor: Address Carl Schmidt Inspection Services, Inc. - P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: [/ILLJtf Address: / City: / Permit Number: C~ jf {PJ%3> " ' " "" / Plan FUe Number: Reinforcing Steel Epoxy _ Prestressed Concrete TYPE OF OBSERVATIONS: Reinforced Concrete _ Structural Masonry Shop Welding __ Bolting ^~^rield Welding Fireproofing _ Number of Samples'Type Materials/DesignMix/Psi Date. //-/7~>V %*&&& r/tw™ ~. •* REPORT WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIMEIN TIMEOUT Inspector (Print) J?" *- 'General Contractor Authorized Jao;S3e Contact Signature{ Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT TYPE OF OBSERVATIONS: . Reinforcing Steel X^ Reinforced Concrete Structural Masonry Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ Number of Samples Type: Matenals/DesignMix/Psi /'///Proiect: (/ * ' Address: / City: (~"c Permit Number: ff & C / \ * / , -7/^LJ> U -<L c^ & £-~ 3 & X^/?/£ j" 7T sj- /j" 6 ^ d ds$&33> /£?(& Plan File Number: Date REPORT c & M3#T' <* T WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED , . TIME IN. TIME OUT. Inspector (Print) --, _i.. t .-... Certification # _ ' , •'"p- . ,, „___.. General Contractor.- -Inspector-siSignature —\> *u i v^ -r^ <- \_ "^ i>; ^^ \v --; » City .*.* "'1*t"»L^ ' Phone Authorized Job Site Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: 'Vq(fr£ D& ( fJ2 Address: City: _ (OvrgL£ SAP Permit Number: OS O 33 (0(0 Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry Field Welding _ .Epoxy__^_Prestressed.Concrete _ . ,Shop_Weldmg,. - Bolting Fireproofing _ Number of Samples 3 Type (#£(7- £ Date: ""' ^ REPORT WOcrNSPEeTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN- ^ 'gQ */*-? TIME OUT- /c^ #0 Inspector (Print) Certification # General Contractor Address: City: /2L —-v.^ Phone: lorized Job Site Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, C A 92177-8403 (619) 855-9252 , SPECIAL INSPECTION REPORT .je«: \AlProject:s Lu-Z. Address: City: Permit Number:Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry "X* Field Welding Epoxy ,X^ Prestressed Concrete Shop Welding Bolting Fireproofmg __ Number of Samples Type Matenals/DesignMix/Psr flfiTty A/fffS ,L?& Date. REPORT 0*1 ) (£2 +, I f -4 *' 0* a (2 u> WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN- g?/g TIMEOUT nspector (Print)Certification # Ingector'sature General Contractor Address City. Authonzed Job Site Contact Signature Carl Schmidt Inspection Services* Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: \J \ \ \ ^..S T^ Uy? Address; City: . Permit Number:Plan File Number: TYPE OF OBSERVATIONS: _ Reinforcing Steel Reinforced Concrete Structural Masonry fv Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ Number of Samples-Type: Matenals/DesignMix/Psi Date REPORT WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED hrnJ*\<y~ Qpj9 TIME IN: 8~ OP TIME OUT. \ \ \ CO Inspector (Print) "Ml*1 Certification # General Contractor: Phone Authorize ite Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project:M Address: City:\S Permit Number: CO - (2>2>3t Plan File Number: TYPE OF OBSERVATIONS: * Reinforcing Steel _ Reinforced Concrete _ Structural Masonry X] Field Welding Prestressed ConcreteEpoxy_ Number of Samples Shop Welding _ Bolting _ Fireproofing Type Matenals/DesignMix/Psi / Pate REPORT WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIMEIN _*"('. flb TIMEOUT 3 Inspector (Print)Certification # Inspector's Signature General Contractor. Address City. Phone Authorized Job Site Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 '(619) 855-9252 SPECIAL INSPECTION REPORT Project:Vj Address: City: f \4O , Permit Number: Q& °3>2> \ 8 Plan File Number: * TYPE OF OBSERVATIONS: Reinforcing Steel ,x Reinforced Concrete Structural Masonry X Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ Number of Samples Type Matenals/DesignMix/Psi -Va Date REPORT WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN. 01 / 0 TIME OUT InspectdF^Errnt) o- Certification # InspecVor's SignattSe Authorized Jbb Sit!.ct Signature General Contractor Address City:£ Phone Carl Schmidt Inspection P. O. Box 178403 San Dieao. CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: ADDRESS- CITY.PERMIT #: JOB START: JOB STOP' PLAN FILE #: TYPE OF OBSERVATIONS: MASONRY^ REINFORCED CONCRETE FIELD WELDING EPOXYA PRESTRESSED CONCRETE SHOP WELDING BOLTING REINFORCING STEEL FIREPROOF1NG SAMPLES: NUMBER:TYPE1 Materials/Design Mix Numbers/PSI: inspection Date. T* 3 "REPORT or TWO- fa, 1C Z.4 £C" . A WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWSE NOTED tea Information: Print Name Certification* Phone. Fax:f Inspector's Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: \] I Address: City: \ Permit Number:Plan File Number: TYPE OF OBSERVATIONS: , Reinforcing Steel y Reinforced Concrete Structural Masonry \/ Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ • Number of Samples Type Matenals/DesignMix/Psi Date g> fa:M ~ REPORT ••?- J-^V "t" * JL -> ( ' . 8-0" TP xfl. -5' 6" <^r i -p WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED IN- 0(^(p TIME OUT- onzed Job Site Contad/Signature General Contractor Address. City: ^^—Atttn Phone 4- Carl Schmidt Inspection Services.. Inc. P.O. Box 178403 §an Diego, CA 92177-8403 (619)855-9252 SPECIAL INSPECTION REPORT Project: \lj\Us Address: City: 1-4O Permit Number:18 Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel y Reinforced Concrete Structural Masonry ^ Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ Numberbf Samples Type Material s/DesignMix/Psi. Date- REPORT -A- (0 ^ S-\4" 7 STV be WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIMEOUT- Inspector (Print)Certification # General Contractor Kkll ^**t j#t j** f\ *Address Inspector'^S^qature j/^<^<&^ fc-«=—^vyt = lob Site ContaclxSignature f Phone EsGil Corporation In Partnership iinth government for DATE. May 28, 2OO4 a APFUGANT a (JURIS} JURISDICTION- Carlsbad a PLANREVIEWER a FILE PLAN CHECK NO/ 03-3186 SET VI PROJECT ADDRESS' 136 Maple Ave. PROJECT NAME- Villas de Luz Condominiums The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Xj Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Telephone # Date contacted (by ) Mail Telephone Fax In Person /Toy JKg/qJS^*ff REMARKS 1 In the S-3 garage, floors shalleffain to an approved oil separator or trap discharging to sewers in accordance with th^Plumbmg code. UBC Section 311 2 3 1. The designer stated that the city would resolve/fnis issue (substitution of trench filter system for the interceptor design). 2 Revise Note 12^on sheet 19 to state "Pre-manufactured gas fireplace by Heat-N-Glo, Direct Vent Model 6000/TRX!, or equal, with remote control. UL Listing LVTTMH25394 or approved equivalent See detail J/40 " By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC log trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 •* Fax (858) 560-1576 EsGil Corporation In Partnership -untfi government for DATE May 24. 2004 a a JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 03-3186 SET V PROJECT ADDRESS 136 Maple Ave. PROJECT NAME Villas de Luz Condominiums 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 Xj The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Kennith Chnss 719 Pierview Way Oceanside 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X| Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ken Chnss Telephone # (760) 433-1785 Date contacted 5)2^/0^ (by.^Ax) Fax # -1017 Mail Telephone Fax-^ In Person REMARKS Also mailed to Eggebrech Las Vistas 165 Pine St Carlsbad 92008 By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 5/18/04 tmsmtidot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 ^ (858)560-1468 * Fax (858) 560-1576 Carlsbad O3-3186 May 24, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 136 Maple Ave. DATE PLAN RECEIVED BY ESG1L CORPORATION 5/18/04 REVIEWED BY Kurt Culver PLAN CHECK NO 03-3186 SET. V DATE RECHECK COMPLETED. May 24, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list7 QYes QNo Carlsbad 03-3186 May 24, 2004 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways- 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700. The City- will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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 PLANS All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation RRE-RESISTIVE CONSTRUCTION 11 Whefo one-hcuf-firo-resistivo construction is required.-an approved automatic-spunkier system,-when not otoefwico-roquirod, may bo subetitutocMor the Of)o-houf- consteuetion Section 608- a) Per City oECarlskad policy, tho-sprinklers can't be usod in lieu of ono-hour construction it tho-sprinklers aro alroady required by #10 Carlcbad cpnnklor ordinance (which is the caso horo) THIS STILL APPLIES (SINCE V M-DOESN'T WORK) b) AtsOi s\nco the uppermost tovol doo&n't seem to qualify as a moaat^a,'ttifrbudding-re-3--&tOfie6 aixi the sprmktors are roqutrod by tbo UBC, too EVEN IF THE "MEZZANINES" ARE SHOWN TO COMPLY WITH THE CODE, THERE IS STILL THE ISSUE OF tJBC SECTION 31Q 3 2. SECOND PARAGRAPH NOTE' THE "MEZZANINE" AND SECOMD-f LOOB AREAS WOULD HAVE TO BE ADDED TOGET-HER FOR THIS PURPOSE- e} B&sod onjfte above two items, a substantial chango-to Iho plane 10 noododBorder to chow-pne'hour construction throvghoyi- STILL PLEASE OBTAIN A RULING BEFORE YOU RESUBMIT NEXT TIME- THE FLOOR AREA OF THE SECOND STORY PLUS MEZZANINE EXCEEDS 3000 SQUARE FEET, SO TYPE V-1 HOUR CONSTRUCTIONS STILL REQUIRED THE BUILDING OFFICIAL RECOMMENDED THE USE OF AM AREA SEPARATION WALL, BUT THE PLANS DON'T SHOW COMPLIANCE WITH AREA SEPARATION WAUL PROVISIONS (EXTENDING THROUGH THE BASEMENT. 1 HOUR ROOF, ETC , ETC ) A SIGNIFICANT REVISION TO THE PLANS IS NEEDED THE PLANS HAVE BEEN REVISED IN AN ATTEMPT TO SHOW COMPLIANCE WITH THE AREA SEPARATION WALL PROVISIONS FROM THE UBC THE FOLLOWING NOW APPLY' A IN SOME CASES, THE ROOF FRAMING IS PARALLEL TO THE WALL, AND IN OTHER CASES THE FRAMING IS PERPENDICULAR HOW IS IT MADE CLEAR ON THE PLANS THAT THE WALLS/BEAMS/COLUMNS SUPPORTING THE ROOF FRAMING WILL BE OF ONE-HOUR CONSTRUCTION (ALL THE WAY DOWN TO THE GARAGE DECK)'? Carlsbad 03-3186 May 24, 20O4 B THE MECHANICAL PLANS SEEM TO SHOW PENETRATIONS THROUGH THE ROOF WITHIN 5' OF THE AREA SEPARATION WALL PLEASE REVISE C SHEET 28 SHOWS THAT THE FIREPLACE CHIMNEY WILL DEFINITELY PENETRATE THE ROOF WITHIN 5' OF THE AREA SEPARATION WALL PLEASE REVISE D THE SECOND FLOOR OF UNIT B EXTENDS BEYOND THE FIRST FLOOR PER ICBO INTERPRETATION, THIS IS NOT ALLOWED A "WING WALL" MUST BE INSTALLED SO THAT THE AREA SEPARATION WALL STAYS CONSTANT THROUGHOUT ITS HEIGHT. E HOW IS THE ONE-HOUR FIRE-RESISTIVE "LID" PROVIDED AT THE ROOF OF THE AREA SEPARATION WALL? THE SINGLE LAYER OF DRYWALL SEEMINGLY SHOWN AT DETAIL E/46 WON'T BE SUFFICIENT F ON SHEET 10, THE WALL LEGEND INDICATES ONLY 2-HOUR WALLS (WHEREAS 3-HOUR WALLS ARE REQUIRED) THAT SAME LEGEND REFERS TO DETAIL M/42 WHICH ALSO ONLY SHOWS A 2-HOUR WALL CAN A 3-HOUR WALL BE ACHIEVED WITH METAL STUDS/DRYWALL? G THE WINDOWS ON SHEET 10 ARE SHOWN AS 3-HOUR, BUT NOT DOOR 1 H AT DETAIL E/46, THE DOUBLE LAYER OF DRYWALL ON THE STUDS MUST EXTEND THROUGH THE ROOF CAVITY AND FLOOR CAVITY ADDITIONAL 59 Please see the following sheets for MEP corrections Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes a NO a WHY WONT YOU EVER RESPOND TO THIS ITEM? HAVE ANY CHANGES BEEN MADE? IF SO, PLEASE DESCRIBE THEM. Carlsbad 03-3186 May 24, 2004 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 Kurt Culver at Esgil Corporation. Thank you ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 In the S-3 garage floors shall dram to an approved oil separator or trap discharging to sewers in accordance with the Plumbing code. UBC Section 311231. This item to be forwarded to the City at completion of plan check (Substitution of trench filter system for the interceptor design). uj. wanna-eta INUW CarUbad 03-3188 May 24, 2OO4 / 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 ior your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1. In the S-3 garage floors shall drain to an approved oil separator or trap discharging to sewers in accordance with the Plumbing code. UBC Section 311.2.3.1. This item to fie forwarded to the City at completion of plan check (Substitution of trench finer system for the interceptor design). QA'J OT-hT fiDM EsGil Corporation In Partnership -until government for Quitting Safety DATE April 30, 2004 a APPLICANT JURISDICTION Carlsbad U PLAN REVIEWER Q FILE PLAN CHECK NO/ 03-3186 SET IV PROJECT ADDRESS 136 Maple Ave. PROJECT NAME Villas de Luz Condominiums The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to. Kennith Chnss 719 PierviewWay Oceanside 92054 Esgii Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ken Chnss Telephone #. (760) 433-1785 Date contacted sbM (by So ) Fax #.-1017 Mail>/ Telephone 'Fax s In Person REMARKS Also mailed to Eggebrech Las Vistas 165 Pine St Carlsbad 92008 By. Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 4/23/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 03-3186 April 309 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 136 Maple Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION. 4/23/04 REVIEWED BY. Kurt Culver PLAN CHECK NO O3-3186 SET IV DATE RECHECK COMPLETED April 30, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106.4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 03-3186 April 30. 2004 • GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways. 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760),602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver al! remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE. Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation FIRE-RESISTIVE CONSTRUCTION 1-1 Where ono-hour firo-resistive-constructton is roqutrod, an approved automatic spunkier syGtom;-vvhon-fiet-othgfWisQ required, may-bo substituted -fet \he-ofle-hour- ccmiflfuclion Section -508- a) Pof-City-of Carlsbad policy-, tho sprinklers-can't bo uood in lieu-of-OBo-hour-construction if tho epnnklorc ar-e-already-roquirod-by tho Carlsbad cpnnklor ordinance (wfaeh 10 fro coco horo)—THIS STILL APPLIES (SINCE V N DOESN'T WORK) b)-Also, sinco the uppermost lovol doocn't oogm^to-quaiify as a rnozzantn&r-toe-bytldmg-is 3 Btorios and tho sprinklers aro required by tho UBC, too EVEN IF THE "MEZZANINES" ARE SHOWN TO COMPLY WITH THE CODE, THERE IS STILL THE ISSUE OF UBC SECTION 31023, SECOND PARAGRAPH MOTE' THE "MEZZANINE" ANP-SECOND FLOOR AREAS WOULD HAVE TO BE ADDEOTOGETHER FOR THIS PURPOSE c>-dB36ad oft-tbe abovo two items, a Bubstantiai-chango to tho plans is-nooded-in order to Gho^one~bQurGQflfrtfyctiQn_throu(}hgyt- STILL PLEASE OBTAIN A RULINQ-BEFORE YOU RESUBMIT NEXT TIME THE FLOOR AREA OF THE SECOND STORY-PLUS-MEZZANINE EXCEEDS 3000 SQUARE FEET, SO TYPE V-1 HOUR CONSTRUCTION IS STILL REQUIRED THE BUILDING OFFICIAL RECOMMENDED THE USE OF AN AREA SEPARATION WALL, BUT THE PLANS DON'T SHOW COMPLIANCE WITH AREA SEPARATION WALL PROVISIONS (EXTENDING THROUGH THE BASEMENT, 1-HOUR ROOF, ETC , ETC ) A SIGNIFICANT REVISION TO THE PLANS IS NEEDED. R-1 GENERAL OCCUPANCY REQUIREMENTS Carlsbad 03-3186 April 30, 2004 29 Indicate on the plans whether the sprinkler system is the residential type (13-R) If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic (ire-extinguishing system are NOT permitted Section 904 1 3 THE 13-R SYSTEM IS NOT ALLOWED THE COVER SHEET STILL SAYS, "RESIDENTIAL" FOR THE SPRINKLERS BESIDES, THE 13-D SYSTEM IS CONSIDERED RESIDENTIAL PLEASE REVISE THE SYSTEM MUST BE SPECIFIED AS SIMPLY TYPE 13" THE COVER SHEET OF THE PLANS STILL REFERS TO A "13-D" SYSTEM. PLEASE CHANGE THIS TO TYPE "13" INSTEAD. STRUCTURAL NOTE: IT IS STRONGLY RECOMMENDED THAT THE ENGINEER MEET WITH ME TO DISCUSS THE OUTSTANDING ITEMS (SO AS TO NOT WASTE ANY MORE TIME). 34. Sheets S-02 and -S-03 contain numerous detail refofoncocvbut choots — S-(V1rS-0-7. oto contam-absolutoly no detail- roforoneee- Beeauso of this (and tho issuo-with the structural caloulationo that followc-talor). a ctructural review-has-Ftst-begun-- Onco completed plaps-afe provtded;-a-roview-will be started Conaderable plan check-delays will occur because of this- NOW THAT -BETTER PLANS HAVE BEEN PROVIDED, SEE BELOW B , The detail referencing must be checked/ revised throughout For example, detail 7/S-1 1 is referenced on sheet S-03 by grid E/5 That detail doesn't apply there Do not simply fix this one example* Take the time to go through the plans and tind all the other similar discrepancies See also such things as the reference to detail 34/S-12 on sheet S-03 (by grid C/4 1 That detail bubble is referenced at FB2, but the detail itself refers to different beam numbers Many examples of this THE DETAIL REFERENCING STILL NEEDS MUCH WORK FOR EXAMPLE, SEE THE DECK AREA OF UNIT A ON SHEET S-03 (BY GRID E/5) THE "MFJ4" JOISTS SPAN UP/DOWN THE SHEET, BUT DETAIL 8/S-1 1 (REFERENCED AT THE BEARING POINT) ONLY SHOWS THE JOISTS PARALLEL TO THE SUPPORTING BEAM DON'T JUST FIX THIS ONE EXAMPLE' THERE ARE MANY MORE EXAMPLES OF THIS PLEASE TAKE MORE TIME TO REVIEW THE PLANS' THIS WASN'T FIXED AT ALL! F Some of the shear walls on the plans are much too tad compared to their width For example, see Line 1 on sheet S-03 (by Line E) PLEASE REVIEW THE CROSS SECTIONS ON SHEET S-08, ETC THE UPPER LEVEL WALLS ARE NEARLY 1 V TALL, AND THE OTHER LEVELS ARE 9' TALL SOME SHEAR WALLS, THEN, ARE TOO NARROW FOR EXAMPLE, THE PLANS SHOW THE SHEAR WALL ON LINE 5 TO BE 6'-2" WIDE, BUT ALSO 14'-2" HIGH (WHICH WON'T MEET THE 2:1 LIMIT) L. Please note' The above are only a couple of the problems with the framing plans. Please do not simply fix those few O - Tho structural details-are lacking in shoar transfer-call outs For-oxamplo, see the sloping diaphragm diaphragm at dotgii 30/S-12, oto , otc - THERE ARE STILL MANY. MANY PROBLEMS WITH SHEAR TRANSFER FOR EXAMPLE, AT DETAIL 5/S 11 , THERE IS A SHORT PIECE OF HORIZONTAL DIAPHRAGM THAT IS SLIGHTLY SLOPINQ- WHAT WILL THE MAILS AT THE DIAPHRAGM BE NAILED DOWN INTO'? NO BLOCKING SHOWN AND THEN THAT BLOCKING WILL MEED SHEAR TRANSFER INTO THE BEAM SYSTEM ALSO, AT DETAIL 1/S 11. THE HORIZONTAL P1=¥WOOD AT THE 8" JOISTS HAVE NOTHING TO SCREW DOWN INTO FURTHER, HOW IS SHEAR TRANSFER MADE4MT-O THSSTEEL BEAM AT DETAIL 3o/s.m FINALLY, PLEASE EXPLAIN WHAT A 1" PLY WELD MEANS (AS SHOWN AT 28/S-12) NO RESPONSE WAS PROVIDED FOR THIS 37 Please provide the basis of approval for the light-gauge steel members (ICBO approval number, etc ) PLEASE PROVIDE THE BASIS OF APPROVAL FOR THE USE OF DRYWALL SHEAR WALLS RESISTING SEISMIC FORCES THE TABLES IN CHAPTER 22 ONLY ALLOW DRYWALL FOR WIND LOADS' THE PREVIOUS CALCULATIONS HAD USED DRYWALL SHEAR WALLS NOW THE DESIGN USES ONLY PLYWOOD SHEAR WALLS THOSE CALCULATIONS ARE HEREBY REJECTED THE ALLOWABLE VALUES SHOWN ON SHEET A106 FOR TABLE 22-VII-C MUST BE DIVIDED BY THE O FACTOR OF 2 5 (SO THE 6' NAILING IS ONLY GOOD FOR 312 PLF) REVISE THE CALCULATIONS/PLANS THROUGHOUT THE CALCULATIONS ARE HEREBY REJECTED AGAIN. SECTION 2219.1 (LAST SENTENCE) STATES, "NOR SHALL AN INCREASE IN NOMINAL LOADS BE PERMITTED FOR INSTALLING SHEATHING ON THE OPPOSITE SIDE UNLESS INDICATED HEREIN" Carlsbad 03-3186 April 30, 2O04 43. Provide calculations to justify the ledger bolting at 10/S-10 WHICH PAGE IN THE CALCULATIONS SHOWS THIS"? YOU RESPONDED TO THIS BY SAYING, "N/A," BUT THE DETAIL DOES SHOW A LEDGER CONNECTION THE CALCULATIONS YOU PROVIDED WERE FOR A TRIBUTARY WIDTH OF ONLY 16" (1.33 FEET). SECTION B/S-08 SHOWS A RAFTER SPAN NEARLY 10 TIME LONGER THAT THIS. REVISE THE CALCULATIONS. 46 Complete the shear transfer detailing at 5/S-11, 3/S-11, etc THIS STILL APPLIES AT 8/S-11, THE HORIZONTAL DIAPHRAGM WILL BE SCREWED INTO THE JOIST PLEASE SHOW HOW THAT JOIST WILL THEN TRANSFER LATERAL LOADS INTO THE BEAM PLEASE PROVIDE A BLOW-UP DETAIL FOR 8A/S-11, SHOWING THE CONNECTIONS FOR THE ADDED ANGLES. 47 Show floor and roof connections to masonry or concrete walls, per Section 1605 2 a) In Seismic Zone 4, the value of Fp used in Section 1632 2 shall not be less than 420 plf, per Section 1633 2 8 1 b) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1 5, per Section 1633 2 8 1 WHICH PAGES IN THE CALCULATIONS SHOW THE DESIGN? c) Bracing isn't shown in detail 3/S-13, etc DETAIL 2/S-13, NOW YOUR RESPONSE TO THIS CORRECTION DIDN'T MAKE ANY SENSE PLEASE PROVIDE CALCULATIONS TO JUSTIFY THE RESTRAINT AT DETAIL 2/S-13. ALSO, JUSTIFY HAVING THE REDHEADS IN TENSION. 49 No shoring calculations were provided WE WILL VERIFY WITH THE CITY THAT A PERMIT HAS ALREADY BEEN ISSUED 50 Regarding the structural calculations by Sagherlian M SINCE THE RETAINING WALL ON SHEET 69, ETC WAS DESIGNED WITH FIXITY AT THE BOTTOM, THE VERTICAL REBAR ON THE PLANS IS ON THE WRONG SIDE THIS IS STILL WRONG WITH THE ENERCALC PROGRAM, YOU CAN PRINT OUT A CROSS SECTION OF THE WALL, SHOWING THE VERTICAL REBAR AS ASSUMED IN THE DESIGN PLEASE DO THIS AND YOU'LL SEE THE ERROR PLEASE PROVIDE THE PRINTOUT SKETCH FROM ENERCALC, SHOWING THE REBAR LOCATION P. SHEET 97 SHOWS A RHO FACTOR OF 1 5, AND SHOWS THAT THE BASE SHEAR OF 100 2 KIPS WAS INCREASED TO 150 2 BY THE RHO FACTOR HOWEVER, IN THE FORCES AT THE BOTTOM OF THE SHEET, IT APPEARS THAT THE RHO FACTOR WAS TAKEN BACK OUT PLEASE EXPLAIN NOW YOUR MISTAKE HAS BEEN DISCOVERED ON SHEET A101, THE VALUE OF 65' FOR "Hn TO TOP LEVEL" IS INCORRECT FOR THIS BUILDING THIS WILL GREATLY INCREASE THE BASE SHEAR USING THE Cv FACTOR (TO THE POINT WHERE THE BASE SHEAR USING THE Ca FACTOR WILL GOVERN) PLEASE REVISE THROUGHOUT ALSO, THE ORIGINAL CONCERN REGARDING THE RHO FACTOR WILL THEN STILL APPLY AS STATED IN CORRECTION 37, THE LATERAL CALCULATIONS HAVE BEEN REJECTED. WHEN THE ISSUE OF ALLOWABLE SHEAR WALL VALUES IS RECTIFIED, THOUGH, THIS ISSUE REGARDING BASE SHEAR STILL APPLIES. THE ENGINEER SHOULD MEET WITH ME TO JUSTIFY THE BASE SHEAR AND VERIFICATION OF THE RHO FACTOR. THE VALUES USED IN THE REVISED CALCULATIONS DON'T MAKE ANY SENSE Q ON SHEET 97, "DESIGN BASE SHEAR" SHOULD BE 114 9 KIPS (NOT 100 2, AS USED) THIS WILL ALL BE RECHECKED WHEN THE PREVIOUS ITEM IS RESOLVED Z IT CAN BE SEEN FROM THE ABOVE COMMENTS THAT MUCH ADDITIONAL WORK IS NEEDED THIS STILL APPLIES YOU MAY WANT TO CONSIDER RETAINING THE SERVICES OF A DESIGN PROFESSIONAL FAMILIAR WITH THESE STRUCTURES Carlsbad 03-3186 April 30, 2004 ADDITIONAL 59 Please see the following sheets for MEP corrections Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a WHY WONT YOU EVER RESPOND TO THIS ITEM? HAVE ANY CHANGES BEEN MADE? IF SO, PLEASE DESCRIBE THEM. 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 Kurt Culver at Esgil Corporation. Thank you. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 In the S-3 garage floors shall dram to an approved oil separator or trap discharging to sewers in accordance with the Plumbing code UBC Section 311.2.3.1 This item to be forwarded to the City at completion of plan check (Substitution of trench filter system for the interceptor design). EsGil Corporation In Partnership with government for VSuiCding Safety DATE April 2, 2004 Q AEHygANT JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 03-3186 SET III PROJECT ADDRESS 136 Maple Ave. PROJECT NAME Villas de Luz Condominiums The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved'and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Kennith Chriss 719 Pierview Way Oceanstde 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ken Chriss Telephoned (760) 433-1785 Date contacted S 5/°H (by fW) Fax # -1017 Mail ^^elephone Fax-^ In Person REMARKS Also mailed to Eggebrech Las Vistas 165 Pine St Carlsbad 92008 By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 3/26/04 trnsmtldol 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4- Fax (858) 560-1576 Carlsbad 03-3186 April 2, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 136 Maple Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION 3/26/04 REVIEWED BY Kurt Culver PLAN CHECK NO 03-3186 SET III DATE RECHECK COMPLETED April 2, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C .Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list7 QYes QNo Carlsbad 03-3186 April 2, 2004 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list • Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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 PLANS All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation BUILDING HEIGHT/STORIES 6 A more rigorous analysis must be presented in order to prove that the uppermost level qualifies as a mezzanine As shown, it appears to definitely be an additional story Besides, see the following correction A THE FLOOR AREAS REPORTED FOR THE MEZZANINES ARE TOO LOW FOR EXAMPLE, THE 272 SQUARE FOOT VALUE GIVEN ON SHEET 17 IS MUCH TOO LOW THE FLOOR AREAS MUST INCLUDE ONE-HALF OF THE STAIR AREA (PER REGIONAL POLICY) B THE FLOOR AREAS REPORTED FOR THE ROOMS BELOW THE MEZZANINES ARE TOO HIGH FOR EXAMPLE, THE 897 SQUARE FOOT VALUE GIVEN ON SHEET 17 IS MUCH TOO HIGH THE DESIGN APPROACH USES THE MASTER BEDROOM AS PART OF THE FAMILY ROOM FOR OVERALL AREA PURPOSES SINCE THE MASTER BEDROOM IS A SEPARATE ROOM, IT CANNOT BE INCLUDED IN THE TOTAL 7 An occupied roof may not occur above the story or height set forth in Table 5-B Section 302 1, last paragraph THE DECKS ARE NOT A PART OF THE MEZZANINE THEY ARE "OCCUPIED ROOFS " AS SUCH, THE LAST PARAGRAPH OF SECTION 3021 PROHIBITS THEM IN TYPE V-N CONSTRUCTION PLEASE OBTAIN RULING BEFORE YOU SUBMIT NEXT TIME Carlsbad 03-3186 April 2, 2004 FIRE-RESISTIVE CONSTRUCTION 11 Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction Section 508 a) Per City of Cartsbad policy, the sprinklers can't be used in lieu of one-hour construction if the sprinklers are already required by the Carlsbad sprinkler ordinance (which is the case here) THIS STILL APPLIES (SINCE V-N DOESN'T WORK) b) Also, since the uppermost level doesn't seem to qualify as a mezzanine, the building is 3 stones and the sprinklers are required by the UBC, too EVEN IF THE "MEZZANINES" ARE SHOWN TO COMPLY WITH THE CODE, THERE IS STILL THE ISSUE OF UBC SECTION 310 2 2, SECOND PARAGRAPH NOTE' THE "MEZZANINE" AND SECOND FLOOR AREAS WOULD HAVE TO BE ADDED TOGETHER FOR THIS PURPOSE c) Based on the above two items, a substantial change to the plans is needed in order to show one-hour_construction throughout STILL PLEASE OBTAIN A RULING BEFORE YOU RESUBMIT NEXT TIME EXITS 1 8 Occupants on floors above the second story and in basements shall have access to not less than two separate exits Section 1004232 Exceptions b) When the third floor within an individual unit does not exceed 500 sq ft, only one exit need be provided from that floor YOU MUST COMBINE THE AREA OF THE "MEZZANINE" WITH THE AREA OF THE DECK FOR THIS PROVISION (THIS IS FROM AN ICBO INTERPRETATION) IF THE MEZZANINE TURNS OUT TO COMPLY WITH THE DEFINITION IN THE UBC, THEN THIS ISSUE WILL BE RESOLVED R-1 GENERAL OCCUPANCY REQUIREMENTS 21 Every apartment house three stories or more in height or containing 16 or more dwelling units (and every hotel three or more stories in height or containing 20 or more guest rooms and in congregate residences three or more stories in height or having an occupant load of 20 or more) shall have an approved manual and automatic fire alarm system as specified in the Fire Code Section 310 10 (see except^) STILL APPLICABLE (3 STORIES) 29 Indicate on (he plans whether the sprinkler system is the residential type (13-R) If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted Section 904 1 3 THE 13-R SYSTEM is NOT ALLOWED THE COVER SHEET STILL SAYS, "RESIDENTIAL" FOR THE SPRINKLERS BESIDES, THE 13-D SYSTEM IS CONSIDERED RESIDENTIAL PLEASE REVISE THE SYSTEM MUST BE SPECIFIED AS SIMPLY "TYPE 13 " DISABLED ACCESS 30 Since two of the units have elevators, they seem to be no longer exempt as "townhouses " It appears that full Title 24 compliance must be shown Please revise or justify THE PLANS NOW SHOW A DUMBWAITER, BUT IT APPEARS TO ACTUALLY BE AN ELEVATOR PI FAKF OBTAIN A RUi ING FROJU THF BUILDING OFFICIAL PLEASE OBTAIN A RULING BEFORE YOU RESUBMIT NEXT TIME ALSO, SOME SHEETS SHOW AN ELEVATOR, WHILE OTHER SHEETS SHOW A DUMBWAITER, WHILE OTHER SHEETS SHOW NOTHING' Carlsbad 03-3186 April 2, 2004 STRUCTURAL 34 Sheets-S-Q2 and S-03-Gontato-numerous-dotoil reforoncQ&^-but sheets- • S-04. S-07, otc contain absolutely no detail reforoncos Because-of this (aod-the issuo with the structural calculations that follows-later), a structural review has not-bogyn—Once complotod plans aro provided, a review wiii-be started—Cofl&idefabte-piaFvchock delays-will occur-bocause-ef-tfris- NOW THAT -BETTER PLANS HAVE BEEN PROVIDED, SEE BELOW D The detail referencing must be checked/revised throughout For example, detail 7/S-11 is referenced on sheet S-03 by grid E/5 That detail doesn't apply there Do not simply fix this one example1 Take the time to go through the plans and find all the other similar discrepancies See also such things as the reference to detail 34/S-12 on sheet S-03 (by grid C/4 1 That detail bubble is referenced at FB2, but the detail itself refers to different beam numbers Many examples of this THE DETAIL REFERENCING STILL NEEDS MUCH WORK FOR EXAMPLE, SEE THE DECK AREA OF UNIT A ON SHEET S-03 (BY GRID E/5) THE "MFJ4" JOISTS SPAN UP/DOWN THE SHEET, BUT DETAIL 8/S-11 (REFERENCED AT THE BEARING POINT) ONLY SHOWS THE JOISTS PARALLEL TO THE SUPPORTING BEAM DON'T JUST FIX THIS ONE EXAMPLE' THERE ARE MANY MORE EXAMPLES OF THIS PLEASE TAKE MORE TIME TO REVIEW THE PLANS' C it is very difficult to tell on the framing plans what the spans are for the various members (since columns are shown above and beiow beams) Please rev.se THIS STILL APPLIES FOR EXAMPLE, SEE THE FLAT ROOF AREA OF UNIT A ON SHEET S-03 DO THE "MFJ3" JOISTS SPAN FROM MFB4 TO MFB2, OR IS THERE INTERMEDIATE SUPPORT AT THE SIDE WALL OF THE WATER CLOSET COMPARTMENT (A HEADER IS SHOWN THERE, IMPLYING SUPPORT)? F Some of the shear walls on (he plans are much too tall compared to their width For example, see Line 1 on sheet S-03 (by Line E) PLEASE REVIEW THE CROSS SECTIONS ON SHEET S-08, ETC THE UPPER LEVEL WALLS ARE NEARLY 1V TALL, AND THE OTHER LEVELS ARE 9' TALL SOME SHEAR WALLS, THEN, ARE TOO NARROW J On sheet S-04, the double floor joist (Line C 8, from 4 to 4 1) appears to be inadequate for supporting the bearing wall from above WHICH PAGE IN THE CALCULATIONS PROVIDES DESIGN FOR THE DOUBLE JOIST ON SHEET S-04 THAT SUPPORTS THE MAJOR BEARING WALL'? K On sheet S-07, it is difficult to tell what the footing size is on Line D 9, from 4 1 to 4 5 Please clarify THE FOOTING IN QUESTION IS BELOW THE MASONRY BEARING WALL ALONG THE SIDE OF THE STAIR PLEASE PROVIDE A DETAIL BUBBLE THERE L Please note' The above are only a couple of the problems with the framing plans Please do not simply fix those few N Details 6/S-09, 13/S-09 don't show any method of resisting out-of-p!ane loads for the masonry walls THE COMMENT APPLIES TO THE LOWER LEVEL MASONRY WALLS AT THOSE DETAILS Carlsbad 03-3186 April 2, 2004 O. The structural details are lacking in shear transfer call outs For example, see the sloping diaphragm at 5/S-11, the dropped diaphragm at detail 30/S-12, etc, etc THERE ARE STILL MANY, MANY PROBLEMS WITH SHEAR TRANSFER FOR EXAMPLE, AT DETAIL 5/S-11, THERE IS A SHORT PIECE OF HORIZONTAL DIAPHRAGM THAT IS SLIGHTLY SLOPING. WHAT WILL THE NAILS AT THE DIAPHRAGM BE NAILED DOWN INTO? NO BLOCKING SHOWN AND THEN THAT BLOCKING WILL NEED SHEAR TRANSFER INTO THE BEAM SYSTEM ALSO, AT DETAIL 4/S-11, THE HORIZONTAL PLYWOOD AT THE 8" JOISTS HAVE NOTHING TO SCREW DOWN INTO FURTHER, HOW IS SHEAR TRANSFER MADE INTO THE STEEL BEAM AT DETAIL 30/S-12? FINALLY, PLEASE EXPLAIN WHAT A 1" PLY WELD MEANS (AS SHOWN AT 28/S-12) 37 Please provide the basis of approval for the light-gauge steel members (ICBO approval number, etc ) PLEASE PROVIDE THE BASIS OF APPROVAL FOR THE USE OF DRYWALL SHEAR WALLS RESISTING SEISMIC FORCES THE TABLES IN CHAPTER 22 ONLY ALLOW DRYWALL FOR WIND LOADS' THE PREVIOUS CALCULATIONS HAD USED DRYWALL SHEAR WALLS NOW THE DESIGN USES ONLY PLYWOOD SHEAR WALLS THOSE CALCULATIONS ARE HEREBY REJECTED THE ALLOWABLE VALUES SHOWN ON SHEET A106 FOR TABLE 22-VII-C MUST BE DIVIDED BY THE Q FACTOR OF 2 5 (SO THE 6" NAILING IS ONLY GOOD FOR 312 PLF) REVISE THE CALCULATIONS/PLANS THROUGHOUT 38 Regarding sheet S-03 c) Some of the steel beams have their compression sides laterally unbraced (due to cantilevers or floor openings) This must be , considered in the design WHICH PAGES IN THE CALCULATIONS CONSIDERED THIS? WHICH PAGE IN THE CALCULATIONS SHOWS THE UNBRACED LENGTH FOR THE BEAM SHOWN AT DETAIL 1/S-11? 42 Sheet S-09 is incomplete Also, show compliance with FEMA provisions SHOW ON THE PLANS THE WELD SYMBOL FOR THE STIFFENER PLATES ALSO, WHERE DO THE PLANS SHOW FEMA NOTES (FOR WELDING PREHEAT, ETC )? AT 1/S-09, 2/S-09, ETC , THERE ARE 1" STIFFENER PLATES SHOWN PLEASE SPECIFY AT THE DETAILS THE WELDING FOR THESE PLATES ALSO, PLEASE SEE THE ATTACHED SHEET FOR REQUIRED NOTES TO BE ADDED TO THE PLANS 43 Provide calculations to justify the ledger bolting at 10/S-10 WHICH PAGE IN THE CALCULATIONS SHOWS THIS'' YOU RESPONDED TO THIS BY SAYING, "N/A," BUT THE DETAIL DOES SHOW A LEDGER CONNECTION 46 Complete the shear transfer detailing at 5/5-11,3/3-11, etc THIS STILL APPLIES AT 8/S-1 1 , THE HORIZONTAL DIAPHRAGM WILL BE SCREWED INTO THE JOIST PLEASE SHOW HOW THAT JOIST WILL THEN TRANSFER LATERAL LOADS INTO THE BEAM 47 Show floor and roof connections to masonry or concrete walls, per Section 1605 2 a) In Seismic Zone 4 the value of Fp used in Section 1632 2 shall not be less than 420 plf, per Section 1633 2 8 1 b) In Seismic Zones 3 and 4. the value of ap in equation 32-2 shall be 1 5. per Section 163328 1 WHICH PAGES IN THE CALCULATIONS SHOW THE DESIGN? c) Bracing isn't shown in detail 3/S-13, etc DETAIL 2/S-13, NOW YOUR RESPONSE TO THIS CORRECTION DIDN'T MAKE ANY SENSE Carlsbad 03-3186 April 2, 2004 49 No shoring calculations were provided WE WILL VERIFY WITH THE CITY THAT A PERMIT HAS ALREADY BEEN ISSUED 50 Regarding the structural calculations by Sagherlian a) They-are hereby rejected - -Tbor&-afe-6O many-t&Bgs-missing from tho design that 1 cannot list-them all iH-be neodod bocauso of-thts-incomploto subrmttal — Why wao this donQ?? C THE CALCULATIONS REQUIRE WEB STIFFENERS FOR THE HEADERS WHERE IS THIS SHOWN ON THE PLANS? ON PAGES 145/146 OF THE CALCULATIONS, PLEASE SEE THE FOOTNOTE REQUIRING STIFFENERS WHERE ARE THEY SHOWN ON THE PLANS FOR THE HEADERS'? G THE PLANS DON'T SHOW A WALL THICKNESS OF 44" AS PER SHEET 24 THE PLANS ARE STILL WRONG M SINCE THE RETAINING WALL ON SHEET 69, ETC WAS DESIGNED WITH FIXITY AT THE BOTTOM, THE VERTICAL REBAR ON THE PLANS IS ON THE WRONG SIDE THIS IS STILL WRONG WITH THE ENERCALC PROGRAM, YOU CAN PRINT OUT A CROSS SECTION OF THE WALL, SHOWING THE VERTICAL REBAR AS ASSUMED IN THE DESIGN PLEASE DO THIS AND YOU'LL SEE THE ERROR P SHEET 97 SHOWS A RHO FACTOR OF 1 5, AND SHOWS THAT THE BASE SHEAR OF 100 2 KIPS WAS INCREASED TO 150 2 BY THE RHO FACTOR HOWEVER, IN THE FORCES AT THE BOTTOM OF THE SHEET, IT APPEARS THAT THE RHO FACTOR WAS TAKEN BACK OUT PLEASE EXPLAIN NOW YOUR MISTAKE HAS BEEN DISCOVERED ON SHEET A1 01 , THE VALUE OF 65' FOR "Hn TO TOP LEVEL" IS INCORRECT FOR THIS BUILDING THIS WILL GREATLY INCREASE THE BASE SHEAR USING THE Cv FACTOR (TO THE POINT WHERE THE BASE SHEAR USING THE Ca FACTOR WILL GOVERN) PLEASE REVISE THROUGHOUT ALSO, THE ORIGINAL CONCERN REGARDING THE RHO FACTOR WILL THEN STILL APPLY Q ON SHEET 97, "DESIGN BASE SHEAR" SHOULD BE 1 14 9 KIPS (NOT 100 2, AS USED) THIS WILL ALL BE RECHECKED WHEN THE PREVIOUS ITEM IS RESOLVED Z IT CAN BE SEEN FROM THE ABOVE COMMENTS THAT MUCH ADDITIONAL WORK IS NEEDED THIS STILL , APPLIES YOU MAY WANT TO CONSIDER RETAINING THE SERVICES OF A DESIGN PROFESSIONAL FAMILIAR WITH THESE STRUCTURES d) The handwriting on many sheets is so poor that I can't read it THIS STILL APPLIES j_C ANT R E AD MUCH OF WHAT WAS PRESENTED ADDITIONAL i 51 On sheet 1 1 , please justify treating the rear area as just a "roof ' As shown, there is a full-size door opening onto it (and the structural plans designed/designated this area as a floor) IN OUR OPINION, THIS AREA WILL SIMPLY BE OCCUPIED PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL PLEASE OBTAIN A RULING BEFORE YOU RESUBMIT NEXT TIME Carlsbad O3-3186 April 2, 2004 52 This also applies to the "attic" which has a door opening into it off of that "roof" PLEASE OBTAIN A RULING BEFORE YOU RESUBMIT NEXT TIME 59 Please see the following sheets for MEP corrections Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes a No a 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 Kurt Culver at Esgtl Corporation Thank you • Steel Moment Frame Corrections Based on the FEMA 350 Guidelines 1 Show base metal & weld metal toughness complies with FEMA 350, Sections 3 3 2 2 & 3325, respectively 2 Specify E80 for A913 grade 65 steel @ column weld splices per FEMA 350, Section 3324 3 Specify weld access hole(s) comply with FEMA 350, Section 3327 Carlsbad 03-3186 April 2, 2004 ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 In the S-3 garage floors shall dram to an approved oil separator or trap discharging to sewers in accordance with the Plumbing code UBC Section 311 231 This item to be forwarded to the City at completion of plan check (Substitution of trench filter system for the interceptor design) MECHANICAL (2000 UNIFORM MECHANICAL CODE) 2 Plan check for penetration protection of roof/ceiling and floor/ceiling assemblies will be made after the rating and number of stories has been determined in the architectural plan check Note Mechanical designer, be sure to confer with the building designer as to how these two items (rating and levels) have been resolved and design accordingly The rating has not been resolved as yet This item remains awaiting final architectural resolution Note If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation APPUCANT a PLAN REVIEWER Q FILE In Partnership witfi. government for fymtding Safety DATE February 13, 2004 JURISDICTION Carlsbad ^ ^ PLAN-CHECK NO 03-3186 / ^ SET II PROJECT ADDRESS JAS'Maple Ave. PROJECT NAME Villas de Luz Condominiums 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 Esgi! Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to. Kennith Chriss 719 Pierview Way Oceanside 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Ken Chriss Telephone #. (760) 433-1785 Date contacted ^ll3W(by t~ ) • Fax # -1017 Mail ^"telephone Fax^ In Person REMARKS: By Kurt Culver Esgil Corporation D GA D MB D EJ Enclosures PC 2/4/04 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad 03-3186 February 13. 2004 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 148 Maple Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION 2/4/04 REVIEWED BY. Kurt Culver PLAN CHECK NO 03-3186 SET- II DATE RECHECK COMPLETED February 13, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 03-3186 February 13, 2004 • GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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 PLANS 2, All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation BUILDING HEIGHT/STORIES 6 A more rigorous analysis must be presented in order to prove that the uppermost level qualifies as a mezzanine As shown, it appears to definitely be an additional story Besides, see the following correction A THE FLOOR AREAS REPORTED FOR THE MEZZANINES ARE TOO LOW FOR EXAMPLE, THE 272 SQUARE FOOT VALUE GIVEN ON SHEET 17 IS MUCH TOO LOW B. THE FLOOR AREAS REPORTED FOR THE ROOMS BELOW THE MEZZANINES ARE TOO LOW FOR EXAMPLE, THE 897 SQUARE FOOT VALUE GIVEN ON SHEET 17 IS MUCH TOO LOW 7 An occupied roof may not occur above the story or height set forth in Table 5-B Section 302 1, last paragraph THE DECKS ARE NOT A PART OF THE MEZZANINE. THEY ARE "OCCUPIED ROOFS " AS SUCH, THE LAST PARAGRAPH OF SECTION 302 1 PROHIBITS THEM IN TYPE V-N CONSTRUCTION Carlsbad O3-3186 February 13, 2004 FIRE-RESISTIVE CONSTRUCTION 11. Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction Section 508 a) Per City of Carlsbad policy, the sprinklers can't be used in lieu of one-hour construction if the sprinklers are already required by the Carlsbad sprinkler ordinance (which is the case here) THIS STILL APPLIES (SINCE V-N DOESN'T WORK) b) Also, since the uppermost level doesn't seem to qualify as a mezzanine, the building is 3 stories and the sprinklers are required by theUBC.too EVEN IF THE "MEZZANINES" ARE SHOWN TO COMPLY WITH THE CODE, THERE IS STILL THE ISSUE OF UBC SECTION 310.2 2, SECOND PARAGRAPH NOTE' THE "MEZZANINE" AND SECOND FLOOR AREAS WOULD HAVE TO BE ADDED TOGETHER FOR THIS PURPOSE c) Based on the above two items, a substantial change to the plans is needed in order to show one-hour construction throughout STILL EXITS 1 8 Occupants on floors above the second story and in basements shall have access to not less than two separate exits Section 1004232 Exceptions b) When the third floor within an individual unit does not exceed 500 sq ft, only one exit need be provided from that floor YOU MUST COMBINE THE AREA OF THE "MEZZANINE" WITH THE AREA OF THE DECK FOR THIS PROVISION (THIS IS FROM AN ICBO INTERPRETATION) c) Because of the above, two exits are required from the uppermost level of Unit A 20 Provide details of winding stairway a) Minimum tread is six inches at any point and a minimum nine inches at a point twelve inches from where the treads are narrowest THE TREADS CANNOT COME TOGETHER IN A POINT THEY MUST BE TRUNCATED SO THAT THE NARROWEST PART IS AT LEAST 6" WIDE R-1 GENERAL OCCUPANCY REQUIREMENTS 21 Every apartment house three stories or more in height or containing 16 or more dwelling units (and every hotel three or more stories in height or containing 20 or more guest rooms and in congregate residences three or more stories in height or having an occupant load of 20 or more) shall have an approved manual and automatic fire alarm system as specified in the Fire Code Section 310 10 (see exceptions) STILL APPLICABLE (3 STORIES) 23 At least 1/2 of the common wall must be open and have an opening not less than 25 sq ft, nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room Section 1203 1 SEE BEDROOM 3 OF UNIT A WHERE DO THE PLANS SHOW JUST HOW MUCH GLASS IS IN DOOR 10? 29. Indicate on the plans whether the sprinkler system is the residential type (13-R) If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted Section 904 1 3 THE 13-R SYSTEM IS NOT ALLOWED. Carlsbad 03-3186 February 13, 2004 DISABLED ACCESS 30. Since two of the units have elevators, they seem to be no longer exempt as "townhouses " It appears that full Title 24 compliance must be shown Please revise or justify THE PLANS NOW SHOW A DUMBWAITER, BUT IT APPEARS TO ACTUALLY BE AN ELEVATOR PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL STRUCTURAL 34 Sh66t6-S-Q3 and 5-03 sontain numerous detail roforoncos, but sheets—S-04, S-07, otc contain absolutely-no detail reforencos Because-oi this (and the issue-wtth-tho structural-calculations that follows-lator), a structural reviow has notbogun -Onco complotod plans are-provided, a rovtow will-be-started Considerable plarvchock dotays will occur bocauso of this• NOW THAT -BETTER PLANS HAVE BEEN PROVIDED, SEE BELOW A The W8x21 size for RB5 on sheet S-02 is structurally inadequate B The detail referencing must be checked/revised throughout. For example, detail 7/S-11 is referenced on sheet S-03 by grid E/5 That detail doesn't apply there Do not simply fix this one example* Take the time to go through the plans and find al! the other similar discrepancies. See also such things as the reference to detail 34/S-12 on sheet S-03 (by grid C/4 1 That detail bubble is referenced at FB2, but the detail itself refers to different beam numbers Many examples of this C It is very difficult to tell on the framing plans what the spans are for the various members (since columns are shown above and below beams). Please revise D On sheet S-03, the "HDR" by grid E/5 is inadequate E On sheet S-03, FB2 is on Line 4 5 Provide design for that beam to support FB2 and the reaction from column C2 above it F Some of the shear walls on the plans are much too tall compared to their width For example, see Line 1 on sheet S-03 (by Line E) G Many of the general headers appear to be inadequate on the framing plans For example, see sheet S-03 along Line 4 1 (by C) that supports a column See also the header in the flat roof area by this location' H The size of FB1 on sheet S-4 is structurally inadequate I Which sheet in the calculations show the design for FB2 from sheet S-04 (at driveway)'? J. On sheet S-04, the double floor joist (Line C 8, from 4 to 4 1) appears to be inadequate for supporting the bearing wall from above K. On sheet S-07, it is difficult to tell what the footing size is on Line D 9, from 4.1 to 4.5. Please clarify L Please note! The above are only a couple of the problems with the framing plans. • ' Please do not simply fix those few. Also, if you respond to any of these items by saying, "See calculations," then please indicate which page number in the calculations M. Which pages in the calculations provide design for the tall studs shown at Line 1 of Section A-A (sheet S-08)? N Details 6/S-09, 13/S-09 don't show any method of resisting out-of-plane loads for the masonry walls. O. The structural details are lacking in shear transfer call outs For example, see the sloping diaphragm atS/S-11, the dropped diaphragm at detail 30/S-12, etc , etc Carlsbad 03-3186 February 13, 2004 37 Please provide the basis of approval for the light-gauge steel members (ICBO approval number, etc) PLEASE PROVIDE THE BASIS OF APPROVAL FOR THE USE OF DRYWALL SHEAR WALLS RESISTING SEISMIC FORCES THE TABLES IN CHAPTER 22 ONLY ALLOW DRYWALL FOR WIND LOADS' 38 Regarding sheet S-03 c) Some of the steel beams have their compression sides laterally unbraced (due to cantilevers or floor openings) This must be - cons.dered,nthedes,gn WHICH PAGES IN THE CALCULATIONS CONSIDERED THIS? 40 The masonry elevator shaft walls are very stiff, and will attract must of the seismic loads from the horizontal diaphragms This must be cons,dered m the design THE LATERAL DESIGN MUST BE REVISED TO CONSIDER THE RELATIVE RIGIDITY OF THESE MASONRY WALLS. 42 Sheet S-09 is Jncomplete Also, show compliance with FEMA provisions SHOW ON THE PLANS THE WELD SYMBOL FOR THE STIFFENER PLATES ALSO, WHERE DO THE PLANS SHOW FEMA NOTES (FOR WELDING PREHEAT, ETC )? s. 43 Provide calculations to justify the ledger bolting at 10/S-10 WHICH PAGE IN THE CALCULATIONS SHOWS THIS-? 45 Justify the parapet overturning at detail 10/S-11 NOW DETAIL 30/S-12 WHICH PAGE IN THE CALCULATIONS DESIGNS THIS? 46 Complete the shear transfer detailing at 5/S-11, 3/S-11, 6tC THIS STILL APPLIES 47 Show floor and roof connections to masonry or concrete walls, per Section 1605 2 a) In Seismic Zone 4, the value of Fp used in Section 1632 2 shall not be less than 420 plf, per Section 1633 281 b) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1 5, per Section 1633281 WHICH PAGES IN THE CALCULATIONS SHOW THE DESIGN? c) Bracing isn't shown in detail 3/S-13, etc DETAIL 2/S-13, NOW. 49 No shoring calculations were provided. 50 Regarding the structural calculations by Sagherlian a) They are hereby-rejected There are so many-things missing from-tho design that I cannot list them all - Much additional -plan chock timo will be needed-because of this incomplete submittal Why was this done9? A. YOU NEVER ANSWERED THE QUESTION WHY WAS SUCH AN INCOMPLETE SUBMITTAL MADE PREVIOUSLY'? B PROVIDE CALCULATIONS FOR THE DIFFERENT METAL STUD HEIGHT/LOADING CONDITIONS. C THE CALCULATIONS REQUIRE WEB STIFFENERS FOR THE HEADERS. WHERE IS THIS SHOWN ON THE PLANS'? y Carlsbad O3-3186 February 13, 2004 D SHEET 6 SHOWS A SPAN OF 19 5' FOR RB1, BUT THE PLANS SHOW 23 FEET PLEASE REVISE E SHEET 6 REQUIRES "SS" FOR RB2, BUT THE PLANS SHOW OTHERWISE F. THE PLANS DON'T SHOW THE CORRECT SIZE FOR RB5 FROM SHEET 6 G THE PLANS DON'T SHOW A WALL THICKNESS OF 1/2" AS PER SHEET 24. H WHERE ARE THE CALCULATIONS FOR FJ1 THROUGH FJ4? I SHEET 28 SPECIFIES "FB1," BUT WHERE ARE THE ACTUAL CALCULATIONS FOR IT? J. WHAT ABOUT FB2-? K DERIVE THE LOADS FOR THE BEAMS ON SHEET 28. L THE PLANS DON'T SHOW THE CORRECT SIZE FOR THE BEAM ON SHEET 40 M SINCE THE RETAINING WALL ON SHEET 69, ETC WAS DESIGNED WITH FIXITY AT THE BOTTOM, THE VERTICAL REBAR ON THE PLANS IS ON THE WRONG SIDE N IF THE "d" DISTANCE ON SHEET 75 IS 7 5 INCHES, THEN THE WALL THICKNESS ON THE PLANS ISN'T ENOUGH (TO PROVIDE FOR COVERAGE). O JUSTIFY THE ALLOWABLE SOIL BEARING VALUE ON SHEET 81 P SHEET 97 SHOWS A RHO FACTOR OF 1 5, AND SHOWS THAT THE BASE SHEAR OF 100 2 KIPS WAS INCREASED TO 150 2 BY THE RHO FACTOR HOWEVER, IN THE FORCES AT THE BOTTOM OF THE SHEET, IT APPEARS THAT THE RHO FACTOR WAS TAKEN BACK OUT PLEASE EXPLAIN Q. ON SHEET 97, "DESIGN BASE SHEAR" SHOULD BE 114 9 KIPS (NOT 100 2, AS USED) R ON SHEET 100, INCREASE THE LATERAL LOADS TO THE CANTILEVER COLUMNS BY THE RATIO OF 4 5/2 2 (THE RATIO OF THE "R" FACTORS). S CHECK DEFLECTION OF THE COLUMNS ON SHEET 100 T THE REQUIRED "S" ON SHEET 100 IS 13 7 CUBIC INCHES, BUT THE SELECTED COLUMN DOESN'T PROVIDE THIS n9 Carlsbad 03-3186 February 13, 2004 U ALSO, DETAIL 19/S-11 SHOWS THE COLUMN ORIENTED IN THE WEAK-AXIS DIRECTION. V SPECIFY ON THE PLANS THE SCREW SPACING (ALL AROUND) FOR THE PLYWOOD SHEAR WALLS TO ACHIEVE THE ALLOWABLE VALUES NEEDED FOR SHEET 104, ETC , W PLEASE PROVIDE THE COMPLETE SET OF ENERCAL DESIGN SHEETS FOR THE MOMENT FRAMES (INPUT/OUTPUT). X THE ENGINEER SHALL PROVIDE A NARRATIVE TO SHOW HOW THE MOMENT FRAMES COMPLY WITH THE APPLICABLE PROVISIONS FROM UBC SECTION 2213 6 Y THE COLUMN SELECTED ON SHEET 111 DOESN'T PROVIDE THE . REQUIRED "S." Z IT CAN BE SEEN FROM THE ABOVE COMMENTS THAT MUCH ADDITIONAL WORK IS NEEDED d) The handwriting on many sheets is so poor that I can't read it THIS STILL APPLIES. I CANT READ MUCH OF WHAT WAS PRESENTED g) There are pages and pages of Spancrete details and notes in the calculations (but no actual design) W hy were these filler sheets put ,n the calculations' NO ANSWER WAS PROVIDED TO THE QUESTION ADDITIONAL 51 On sheet 11, please justify treating the rear area as just a "roof" As shown, there is a full-size door opening onto it (and the structural plans designed/designated this area as a floor) IN OUR OPINION, THIS AREA WILL SIMPLY BE OCCUPIED PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL 52 This also applies to the "attic" which has a door opening into it off of that "roof" 53 Provide detail M/39, as referenced at Note 26 on sheet 13 Show compliance with the special glass guardrail provisions SHOW A RAIL ALONG THE TOP OF THE GLASS GUARDRAIL 54 sheets so, 31, etc are incomplete THERE ARE NO DETAIL REFERENCES ON SHEET 37, ETC 57.' In the material specifications, please specify Class A roofing (per Carlsbad ordinance) SHOW COMPLIANCE FOR THE BUILT-UP ROOFING 59 Please see the following sheets for MEP corrections. Carlsbad 03-3186 February 13, 2004 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q 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 Kurt Culver at Esgil Corporation Thank you ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 Please show the upstream sewer manhole nm and finished floor elevations Provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations '(Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve ) UPC 71 0 1 1'm not sure of the significance of the 1 13' shown adjacent to the manhole however I need the following information' The manhole nm elevation for the upstream manhole from the building sewer connection (and) the respective elevations of the basement and first floor levels 2 In the S-3 garage floors shall dram to an approved oil separator or trap discharging to sewers in accordance with the Plumbing code UBC Section 311231 This item to be forwarded to the City at completion of plan check (Substitution of trench filter system for the interceptor design). MECHANICAL (2000 UNIFORM MECHANICAL CODE) 3. Plan check for penetration protection of roof/ceiling and floor/ceiling assemblies will be made after the rating and number of stories has been determined in the architectural plan check Note Mechanical designer, be sure to confer with the building designer as to how these two items (rating and levels) have been resolved and design accordingly The rating has not been resolved as yet Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In. ^Partnership with government for DATE December 2, 2003 , Q AEEUGANT JURISDICTION Carlsbad O~PCANl REVIEWER a FILE PLAN CHECK NO ' 03-3186 SET- 1 PROJECT ADDRESS- 148 Maple Ave. PROJECT NAME Villas de Luz Condominiums The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Kennith Chriss 719 Pierview Way Oceanside 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted. Ken Chriss Telephone #: (760) 433-1785 Date contacted.\i~\M*3 (by f^^) Fax #.-£8*6 /o/~f- Matl ^- Telephone Faxf In Person REMARKS: t By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 11/20/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 03-3186 December 2, 2003 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO • 03-3186 JURISDICTION- Carlsbad OCCUPANCY R1/S3 USE' Condos/Parking TYPE OF CONSTRUCTION- V-N * ACTUAL AREA 21733 ALLOWABLE FLOOR AREA To be STORIES 2 + B? 3? determined HEIGHT -30' SPRINKLERS'? Yes* OCCUPANT LOAD -77 REMARKS * Sprinklers in lieu of 1-hr construction'?? DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY ' JURISDICTION 11/18/03 ESGIL CORPORATION 11/20/03 DATE INITIAL PLAN REVIEW PLAN REVIEWER. Kurt Culver COMPLETED- December 2, 2003 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance 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. Present California law mandates that residential construction comply with Title 24 and the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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. LISTNO 1G.R-1 GENERAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1997 UBC) rlforwdot Carlsbad O3-3186 December 2, 2003 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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. • PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation 3 On the cover sheet of the plans, please complete the special inspection list by indicating just which items will require special inspection 4 If special inspection is required, the designer shall complete the attached City of Carlsbad Special Inspection Notice. 5. On the cover sheet of the plans, specify any items that will have a deferred , submitta! (Spancrete planks, etc) Additionally, provide the following note on the plans, per Sec 106.3 4 2. "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official" • BUILDING HEIGHT/STORIES 6 A more rigorous analysis must be presented in order to prove that the uppermost level qualifies as a mezzanine As shown, it appears to definitely be an additional story Besides, see the following correction Carlsbad 03-3186 December 2, 2003 7 An occupied roof may not occur above the story or height set forth in Table 5-B. Section 302,1, last paragraph. 8. " Clearly show tf the lower level is a basement or story, based on the definitions in Section 203 and 220 9. Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination See definition of grade, Section 208. 10. The height and number of stones cannot exceed that shown in Table 5-B. Show the code basis for the height/number of stories as shown • FIRE-RESISTIVE CONSTRUCTION 11. Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction Section 508. a) Per City of Carlsbad policy, the sprinklers can't be used in lieu of one-hour construction if the sprinklers are already required by the Carlsbad sprinkler ordinance (which is the case here) b) Also, since the uppermost level doesn't seem to qualify as a mezzanine, the building is 3 stories and the sprinklers are required by the UBC, too c) Based on the above two items, a substantial change to the plans is needed in order to show one-hour construction throughout • OCCUPANCY SEPARATION 12 Please provide proof that listed 90-minute windows are even available (as listed in the window schedule). 13 Please provide proof that the assembly shown in detail F/42 is listed 14. See also G/42 i 15 I could not find in the current Gypsum Manual the FC4750 assembly indicated in detail K/42. Please provide an excerpt 16. At detail M/42, please describe the materials to be used on the opposite face of the studs Also, per the GA manual, this wall may only be used for non-loading bearing applications 17. Ducts penetrating occupancy separations must have smoke and fire dampers Sections 713 10 and 713 11 . a) The mechanical plans only show fire dampers. Change this to fire/smoke dampers Carlsbad 03-3186 December 2, 2003 EXITS 18 Occupants on floors above the second story and in basements shall have access to not less than two separate exits Section 1004.2 3 2 Exceptions a) Except per Table 10-A, only one exit need be provided from the second level or a basement within an individual unit b) When the third floor within an individual unit does not exceed 500 sq ft, only one exit need be provided from that floor c) Because of the above, two exits are required from the uppermost level of Unit A Those two required exits are shown, but they're not far enough apart (and the second available exit disappears at the next level down Please revise or justify 19. Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction Show 2 x @ 16" o c nailers. Section 1003 339. 20 .Provide details of winding stairway a) Minimum tread is six inches at any point and a minimum nine inches at a point twelve inches from where the treads are narrowest • R-1 GENERAL OCCUPANCY REQUIREMENTS 21 Every apartment house three stories or more in height or containing 16 or more dwelling units (and every hotel three or more stories in height or containing 20 or more guest rooms and in congregate residences three or more stories in height or having an occupant load of 20 or more) shall have an approved manual and automatic fire alarm system as specified in the Fire Code Section 310 10 (see exceptions) 22. Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1203.3 MEDIA ROOM OF UNIT A 23 At least 1/2 of the common wall must be open and have an opening not less than 25 sq ft, nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room Section 1203 1. SEE BEDROOM 3 OF UNIT A 24 Show locations of permanently wired smoke detectors with battery backup a) On each story MEZZANINE LEVELS. - NOTE- Detectors shall sound an alarm audible in all sleeping areas of the unit Section 3109.1 Carlsbad 03:3186 December 2, 2003 25 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface SEE THE WINDOW NEXT TO THE DOOR OF BEDROOM 2 ON SHEET 18, ETC. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet 26 Guardrails (Section 509 1). a) Shall have a height of 42" Within individual dwelling units and guest rooms, guardrails may be 36" high THE RAILS ON THE OUTSIDE OF THE UNITS (EVEN IF PRIVATE DECKS) MUST BE CHANGED THROUGHOUT THE PLANS TO 42" HIGH. b) Why isn't a guardrail shown on sheet 18 at the rear deck'? 27 Specify minimum 1/4 inch per foot slope for decks and balconies Section 14023 28 Show roof/deck drains and overflows Size drains per Appendix D of UPC Section 1506. 29 Indicate on the plans whether the sprinkler system is the residential type (13-R) If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted Section 904.1 3 • DISABLED ACCESS 30 Since two of the units have elevators, they seem to be no longer exempt as "townhouses" It appears that full Title 24 compliance must be shown Please revise or justify • FOUNDATION 31 Please provide a complete copy of the project soils report (not just the few , excerpts shown in the structural calculations) 32 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that )t has been determined that the recommendations in the soil report are properly incorporated into the plans (When required by the soil report) Carlsbad 03-3186 December 2, 2003 33 The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6 1 a) Tho minimum nominal anchor bolt diameter shall bo 5/8 inch (for Soismio Zone 4 only)—Noto This will require a minimum distance from tho onds of sill platos to bo 4-3/8" (and a maximum of 12") b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt • STRUCTURAL 34 Sheets S-02 and S-03 contain numerous detail references, but sheets S-04, S- 07, etc. contain absolutely no detail references. Because of this (and the issue with the structural calculations that follows later), a structural review has not begun Once completed plans are provided, a review will be started Considerable plan check delays will occur because of'this. 35 Show the roof framing of the elevators 36 On sheet S-02, no means of lateral resistance is shown for Line E and E-. No designated shear walls are shown at the party walls, also 37 Please provide the basis of approval for the light-gauge steel members (ICBO approval number, etc) 38 Regarding sheet S-03 a) Some'of the interior bearing walls have stacked loads from the roof, too, but at wall openings the only designation is "HDR" Where do the plans indicate the size of the important members9 b) Some of those light-gauge headers support column loads and thus appear to be inadequate c) Some of the steel beams have their compression sides laterally unbraced (due to cantilevers or floor openings). This must be considered in the design. d) Some columns from the roof appear to have no adequate support shown below them on this sheet e) Some columns from the roof extend through this floor (with no framing members supported off of them here) Make sure the column design considers these unbraced lengths f) The FJS's shown by grid 4/E appear to be inadequate Carlsbad 03-3186 December 2, 2003 39 The support for FB4 on sheet S-04 near grid 5/A is unclear 40 The masonry elevator shaft walls are very stiff, and will attract must of the seismic loads from the horizontal diaphragms This must be considered in the design ,41 Why are footing shown within Unit A on sheet S-07 if the Spancrete planks span over the whole unit? 42 Sheet S-09 is incomplete. Also, show compliance with FEMA provisions. 43 Provide calculations to justify the ledger bolting at 10/S-10 44 Detail 19/S-10 refers to roof members, but it's referenced on the floor framing plans (and the bolting thus appears to be inadequate). 45 Justify the parapet overturning at detail 10/S-11 46. Complete the shear transfer detailing at 5/S-11, 3/S-11, etc. 47 Show floor and roof connections to masonry or concrete walls, per Section 16052 a) In Seismic Zone 4, the value of Fp used in Section 1632 2 shall not be less than 420 plf, per Section 1633 281. b) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1 5, per Section 163328 1 c) Bracing isn't shown in detail 3/S-13, etc 48 The foundation calculations must consider the large eccentricity shown at 2/S- 14, etc 49 No shoring calculations were provided 50 Regarding the structural calculations by Sagherhan. a) They are hereby rejected. There are so many things missing from the design that I cannot list them all. Much additional plan check time will be needed because of this incomplete submittal Why was this done?? b) Sequentially number each sheet. c) Provide the basis of approval for the light-gauge steel members that were designed d) The handwriting on many sheets is so poor that I can't read it Carlsbad O3-3186 December 2, 2003 e) Provide units for all numbers f) The plans don't even specify correctly the size of FB1 designed in the calculations. The wrong loads were used for the beam anyway g). There are pages and pages of Spancrete details and notes in the calculations (but no actual design). Why were these filler sheets put in the calculations9 • ADDITIONAL 51 On sheet 11, please justify treating the rear area as just a "roof." As shown, there is a full-size door opening onto it (and the structural plans designed/designated this area as a floor) 52 This also applies to the "attic" which has a door opening into it off of that "roof" 53 Provide detail M/39, as referenced at Note 26 on sheet 13 Show compliance with the special glass guardrail provisions 54 Sheets 30, 31, etc are incomplete 55. Please provide the basis of approval for the fire-resistive assembly shown at F/42 56 See also G/42 57 In the material specifications, please specify Class A roofing (per Carlsbad ordinance). 58 Please verify that the material specifications shown on sheet 50, etc, don't conflict with those shown on sheet S-01, etc. 59. Please see the following sheets for MEP corrections Carlsbad 03-3186 December 2, 2003 60 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 61 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans • Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a 62 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 Kurt Culver at Esgil Corporation Thank you ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen 1. The licensed designer must sign the approved set of the plans ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 2. Include the cold water bond design with the electrical single line diagram Each unit has a dedicated water supply pipe that will be required to be bonded to the - main service or to each unit subpanel. See NEC 250-104 (a) 2 3. Isn't a smoke detector shown mounted exterior of the building'? (Unit" A" mezzanine level) 4. Specify all circuits feeding bedroom receptacle outlets to be arc-fault protected on either the panel schedule or floorplans 5 The elevator convenience outlets (pit and equipment room) are required to be GFCI protected Please identify as such. 10 All horizontal feeders in multiple-occupancy, combustible frame dwellings shall be installed underground or outside the building unless otherwise approved (City Policy 84-37) Please describe routing on the electrical plans to comply Carlsbad 03-3186 December 2, 2003 PLUMBING (2000 UNIFORM PLUMBING CODE) 6 The plumbing waste piping material type is contingent upon final determination of this building being a three story structure or a two story with mezzanine The use of non-metallic piping material in a three story building is not allowed in the State of California without approval from the City building department 7. Include the gas supply design for the pool/spa note on sheet P3. Show gas pipe size and routing 8. Please show the upstream sewer manhole nm and finished floor elevations. Provide backwater valves on all building drains which serve plumbing fixtures" with flood nm elevations below the upstream manhole nm elevations. (Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve) UPC 710.1 9. Provide the following information concerning the water heater a) Provide combustion air design Show opening sizes and routing of ducts UPC 507.0 10 In the S-3 garage floors shall drain to an approved oil separator or trap discharging to sewers in accordance with the Plumbing code UBC Section 311 23.1 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 11 Plan check for penetration protection of roof/ceiling and floor/ceiling assemblies will be made after the rating and number of stones has been determined in the architectural plan check Note Mechanical designer, be sure to confer with the building designer as to how these two items (rating and levels) have been resolved and design accordingly 12. Clarify the garage fan exhaust system on sheet M7 The floor area times 1.5 = 8,000 CFM, not the 3490 shown Additionally, under the fan specifications, both 11,676 and 5,327 are referenced 13 What happens to the garage fan shaft and resulting ductwork? It appears to be -installed in the garage level only? 14 Include the specifications for HP1 for unit "A" demonstrating that it is an approved appliance per California Title 24 15 How is outside air provided in unit "A" for the lower level theater and storage rooms? 16. Fire/smoke dampers are required at the occupancy separation for unit "A" Carlsbad O3-3186 December 2, 2003 17 Include the (sidewall and overhead) clearance distances for the condensing units on the plans 18 Is furnace 2 installed on the exterior on units B & C? 19 If this project is in a noise compliant area of the City that requires an Acoustical Report, please provide it (the Acoustical Report) for plan check Please review and add an outside air design, tf required 20 Detail the primary and secondary mechanical condensate waste design. Pipe sizing, routing, and termination areas. UMC 310 0 & UPC 807.2 21 Provide a dryer vent design that complies with the requirements of UMC 504 3.2 (14 feet maximum length w/ (2) 90Q's) Submit a complying design, or provide an engineered solution, or provide the manufacturers installation instructions complete with Building Official approval for use of a specific brand of dryer UMC 504.3 2 2. 22. Provide a minimum of 100 square inches of ventilation opening for dryer make- up air into a compartment containing a clothes dryer UMC 504 3 2 23 Provide the required independent ventilation or the air conditioning system for the elevator equipment room to prevent the overheating of the electrical equipment UBC 3005.1 V Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 03-3186 December 2, 2003 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 03-3186 Job Address or Legal Description 148 Maple Ave. Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection dunng the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department pnor to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, orlCBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Carlsbad 03-3186 December 2, 2003 JSPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER. OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer's/Architect a Seal & Signature Here Signed 1. List of work requiring special inspection: O Soils Compliance Prior to Foundation Inspection H] Field Welding D Structural Concrete Over 2500 PSI Q High Strength Bolting Q Prestressed Concrete C] Expansion/Epoxy Anchors [^\ Structural Masonry Q Sprayed-On Fireproofing dl Designer Specified [H Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above' A. : B. C. ^__^_ 3. Duties, of the special inspectors for the work listed above: A. B. ____^__ Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site Carlsbad 03-3186 December 2, 2003 * VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 03-3186 PREPARED BY' Kurt Culver DATE December 2, 2003 BUILDING ADDRESS 148 Maple Ave. BUILDING OCCUPANCY R1/S3 TYPE OF CONSTRUCTION V-N BUILDING PORTION Condos Garage Decks ,. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 14441 4442 1906 cb 1 5?*T Valuation Multiplier 'By Ordinance Reg. Mod VALUE ($) • • • 1 ,291 ,729 1,291,729 $3,671.73 Plan Check Fee by Ordinance' Type of Review D Repetitive Fee -, Repeats I? Complete Review r Other ,- Hourly Structural Only Hour Esgil Plan Review Fee r r $2,386.62 $2,056.17 Comments: Sheet 1 of 1 macvalue doc BUILDING PLANCHECK CHECKLIST DATE. BUILDING ADDRESS- PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been 'approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build A Right-of-Way permit is required prior to construction of the following improvements Please marked witl or spec codes and DENIAL attached report of deficiencies Make necessary corrections to plans for compliance with applicable ards Submit corrected plans and/or specifications to this office for review Date Date Date •By, FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION^TCHSStJE'BUILDING PERMIT: Date Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name JOANNE JUCHNIEWICZ City of Carlsbad Address 1635 Faraday Avenue. Carlsbad, CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Record ation Carlsbad Tract A-4 H \WORD\DOCS\CHKLST\Buildmfl Planctieck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements 2 Show on site plan F Right-of-Way Width &-Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed' irrigation .service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course " „ 2 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 f i 3 Include on title sheet ^ tr A Site address ,. B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION H \WORD\DOCS\CHKLST\BuBdlng Plancheck Cktst Form (Generic) doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 'Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new 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 Y£ x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date- D IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows *'_ ___ Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the H \WORO\DOCS\CHKLS'neiilldine Planchech CWsl Form (RIDDLE HARVEY 7 12 00) doc BUILDING PLANCHECK CHECKLIST 1ST 2r ,RD n n n checklist must be submitted in person. Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a .recent property title report or current grant deed on the property and processing fee of ' $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit n n n Future public improvements required as follows. 6c Enclosed please find your Future Improvement Agreement agreement signed and notarized to the Engineering Department Please return Future Improvement Agreement completed by Date D D d 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction 1 of the City Inspector prior to occupancy D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found'in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities {cut, fill import, export) 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit DateGrading Inspector sign off by 7c Grided Pad Certification required (Note Pad certification may be required even f a grading permit is not required ) H \WORD\DQCS\ChKLST\Bullding Plancheck Cklsl Form (Generic 7 14 00| doc BUILDING PLANCHECK CHECKLIST -j ST 2ND n n oRD ,n n n n 7d No Grading Permit required. 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 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 dram, sewer and water utilities Right-of-Way permit required for - ____ n 9 a . a n 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 Cammo 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- 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best' management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs firs 11 Required fees are attached B No fees required WATER METER REVIEW 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" 1" service with 5/8" service H IWORDlDOCSlCHKLSraiiiHing piancheck CMsl Form (Generic) dac ST RD D 12b BUILDING PLANCHECK CHECKLIST • 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, "meter sizing „ 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) 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-T, and potable water is typically a circled "W" The irrigation service should look like' STA 1+00 Install 2" service and 1 5 meter (estimated 100 gpm) 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 calculations 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 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 H \WORD\DOCS\CHKLST\BulldinB Plandieck Cktst Form (Generic) doc 6 BUILDING PLANCHECK CHECKLIST jST ' 2ND oRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future n O 12c Irrigation Use (where recycled water is available) V , • 1 Recycled water meters are sized the same as the irrigation meter above , 2 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 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 l 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 D D D 13 Additional Comments: H \WORD\DOCE\CHKLST\Bullding Planctieck Cklst Form (Generic) doc Q^C ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 'stimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Prepared by EDU CALCULATIONS: List types ana square footages for all uses Types of Use Co^~^^L^\ Sq Ft /Units Types of Use Sq Ft/Units APT CALCULATIONS: List types and square footages for all uses Types of Use (O^r/L^J Sq Ft/Units Types of Use [ Sq Ft /Units EDU's EDU's i ADTs ADTs* FEES REQUIRED: WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) PARK-IN-L1EU FEE FEE/UNIT _ PARK AREA &# X NO UNITS '2 TRAFFIC IMPACT FEE ADTs/UNITS FEE/ADT BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 ADTs/UNITS FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU's FIT AREA EDU's X FEE/ADT ZONE I X FEE/SO FT /UNIT X X FEE/EDU DIST #3 =$_ 70 a ^ 6 SEWER LATERAL ($2,500) im^7 DRAINAGE FEES PLDA_ /• ACRES & 8 POTABLE WATER FEES UNITS COD JL X HIGH FEE/AC /LOW =$_ METER FEE SDCWA FEE IRRIGATION F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 9 RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $ + NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits 2 of 2 F \FEE CALCULATION WORKSHEET doc Rev 7/14/00 05/26/2004 07-42 FAX 17604384178 CITY OF CARLSBAD PROJECT INSPECTOR- PROJECT lD>f.y CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE J&JC -/A Of. LVZ-PERMIT NO &$ &3 LOTS REQUESTED FOR RELEASE N/A« NOT APPLICABLE >/= COMPLETE 0 = Incomplete or unacceptable 1st L^ Is Is* (^ / I/ (/ Afy I/ 2nd. / \ i 1. 2 3. 4 5. 6. 7. 8. 9 Site access to requested lots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev requesting partial release of specific lots, pads or bldg 8H" x 11" srte plan (attachment) showing requested tots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan Geologic engineer's letter if unusual geologic or subsurface conditions exist Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance, issuance of building permits is still subject to all normal Crty requirements required pursuant to the building permit process. 1 Partial release of the site is denied for the following reasons- Project Inspector V-7 / Date Construction Manager Date Plan Check Planner APN PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address Phone (760) 602- Type of Proiect & Use Zoning General Plan Net Project Density DU/AC Facilities Management Zone CFD (in/out) #_Date of.participation ''Remaining net dev acres .\ Circle One (For non-residential development Type of land used created by this permit'. • ) Ntbv; V Legend: ^ Item Complete Environmental Review Required: DATE OF COMPLETION Item Incomplete • Needs your action YES TYPE Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval fl // A EH Discretionary Action Required: APPROVAL7RESO NO ; PROJECT NO ____ YES >^ NO DATE OTHER RELATED CASES Compliance with conditions o'r approval7 If not, state conditions which require action Conditions of Approval .. \ _^ " ^* D D D D NO NO Contact them at ->2575 Metropolitan Drive, Suite 103, Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES. CA Coastal Commission Authority7 YES. If California Coastal Commission San Diego CA 9^08^4402, (619) 767-2370"" Determine status'{Coastal Permit Required or Btempt) Coastal Permit DeTermmation Form alroady'completed7 If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed7 YES.NO (A/P/Ds, Activity Maintenaricp, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE") % \ \ \ ' Site Plan:\ H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 n n 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way t *.. width; dimensional setbacks and existing topographical lines (including all side and rear yard slopes) \ " ^ ' ( "-" v ,fi ** -»' s ( ^ .'-2 Providelegal description of property and assessor's parcel number- ^ < ' * - Policy 44 - Neighborhood/Architectural Design Guidelines 1 Applicability YES "V /^JO)y 2 Project complies Zoning: '1 Setbacks \ Front • ^.[nterior Side Street Side Rear Top of slope Required Required / Required Required Required Shown Shown Shown Shown Shown n ' • \ L \ '2'/ Accessory aicucture setbacks Front t IntenorSide 'Street Side' Rear Struc4trr§ separation Shown Shown Shown Shown wn Required Required Required ,' . (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required cL . Shown 7. 7^ Additional Comments A /L A /I / OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst ' / DATE Rev 9/01 Carlsbad Fire Department 033186 1 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report 12/29/2003 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address City, State. 4 Design Arch P O Box 848 Oceanside CA 92049 Plan Checker Job Name Job Address Job# 033186 Villas DeLuz 148 Maple # ~ CB033186> Ste orBldg No r-i Approved The item you have submitted for review has been approved The approval is based on plans, information and / or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Approved The item you have submitted for review has been approved subject to the Subject to attached conditions The approval is based on plans, information and/or specifications provided in your submittal Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards CD Incomplete The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards Please review carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval Review FD Job# 1st 9nr1 3rd 033186 FDFile# Other Agency ID Requirements Category: Building Plan Requirement Pending 05 15 Automatic Fire Sprinkler System Required A fire sprinkler system is required for this building If the building is a spec building (no tenant known) the sprinkler system must be designed to 45/3000 Provide notes on the plans that fire sprinkler plans will be submitted to the fire department for approval prior to installation PLANS ARE REQUIRED TO BE SUBMITTED UNDER SEPERATE SUBMITTAL Requirement Pending 0516 A/S Design Sprinkler system design shall be tn accordance with standards set forth by the National Fire Protection Association and UBC Standards 38-1 and 38-2 Permits are required prior to installation Plans, specifications and calculations shall be certified by a licensed fire protection engineer or other person deemed competent by the Chief, and submitted in the name of a licensed sprinkler contractor Warehouse buildings for which no specific use, occupant, product, activity or storage array has been identified, shall be protected by sprinkler system designed to deliver water at the rate of 45 gallons per square foot, throughout a 3000 square foot design area Page 1 12/29/03 Transmittal From the Office of 4 DESIGN Architecture and Plannmg- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax: 760-433-2810 www.4designarch.com To City of Carlsbad From Ken Chriss Date April 6, 2004 Project Villas de Luz Plan Check No 03-3186 Interpretation of Plan Check #6 Esgil comment A- The floor areas reported for the mezzanines are too low The floor area of the mezzanine must include one-half of the stair area per regional policy Response: When half of the stairs are counted as part of the mezzanine, the mezzanines are bigger than A their allowable maximum size fn Unit A, we shifted a handrail 16" to reduce the size of the mezzanine In / / Unit B/C, we shifted a handrail 34" to reduce to the size of the mezzanine In Unit D, we shifted a handrail 29" to reduce the size of the mezzanine Please see attached mezzanine exhibits Esail comment B: The floor areas reported for the rooms below the mezzanines are too high The design approach uses the master bedroom as part of the family room for overall area purposes Since the master bedroom is a separate room, it cannot be included in the total Response: The master bedroom is used as part of the overall area not as part of the family room but as it's own room The mezzanine is open to both rooms separately Therefore, the mezzanine size is based on 1/3 of the combined square footages of the rooms it ts open to below Please see mezzanine exhibits attached The Uniform Building Code does not limit the number of mezzanines than can be used in a building and does not prohibit the mezzanine location or relationship to other mezzanines in the same room Transmittal From the Office of 4 DESIGN Architecture and Planmng- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax: 760-433-2810 www.4designarch.com To City of Carlsbad From Ken Chnss Date April 6, 2004 Project Villas de Luz Plan Check No 03-3186 Interpretation of Plan Check #7 Esoil comment; An occupied roof may not occur above the story or height set forth in Table 5-B Section 302 1 last paragraph The decks are not a part of the mezzanine They are "occupied roofs" As such, the last paragraph of Section 302 1 prohibits them in type V-N construction Response: The mezzanine level of this building is not counted as a story for determining allowable number of stories as per Section 507 of the 1997 U B C Roofs are non-occupiable See sheets 11, 17 (A and 23 Also refer to "Interpretation to Plan Check #11" for further information Jrf, <r *•'• Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To City of Carlsbad From Ken Chriss Date April 6, 2004 Project ViHas de Luz Plan Check No 03-3186 Interpretation of Plan Check #11 Esgil comment: Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction Section 508 a) Per City of Carlsbad policy, the sprinklers can't be used in lieu of one-hour construction if the sprinklers are already required by the Carlsbad sprinkler ordinances (which is the case here) b) Also, since the uppermost level doesn't seem to qualify as a mezzanine, the building is 3 stories and the sprinklers are required by the UBC too Even if the "mezzanines" are shown to comply with the code, there is still the issue of UBC Section 310 2 2, second paragraph Note' The "mezzanine" and second floor areas would have to be added together for this purpose c) Based on the above two items, a substantial change to the plans is needed in order to show one-hour construction throughout Response: The mezzanine level of this building is not counted as a story for determining allowable number of stones as per Section 507 of the 1997 UBC Therefore, since the building is only 2 stones, one-hour construction is not required Sprinklers are not intended to be m-heu of one-hour construction Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To City of Carlsbad From Ken Chriss Date April 6, 2004 Project Villas de Luz Plan Check No 03-3186 Interpretation of Plan Check #30 Esqil comment: Since two of the units have elevators, they seem to be no longer exempt as "townhouses" It appears that full Title 24 compliance must be shown Please revise or justify The plans now show a dumbwaiter, but it appears to actually be an elevator Also, some sheets show an elevator, while other sheets show a dumbwaiter, while other sheets show nothing Response. The elevators were removed from the plans (Units A and D) In Unit A, the elevator was replaced with storage on the garage level and first floor level and was replaced with a dumb waiter on the second floor level and mezzanine level See sheets 12, 13, 24 and 25 Originally the plans showed an elevator in units A and D The elevator in Unit D has been completely removed In Unit A, we attempted to remove all references to the elevator but have found 8 additional references to it which have been removed from sheets 38, S-3, S-4, S-5, S-6, S-7, S-10 and detail 15 on S-14 Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To City of Carlsbad From Ken Chnss Date April 6, 2004 Project Villas de Luz Plan Check No 03-3186 Interpretation of Plan Check #51 Esqil comment. On sheet 11, please justify treating the rear area as just a "roof" As shown, there is a full-size door opening onto it (and the structural plans designed/designated this area as a floor) In our opinion, this area will simply be occupied Response: The roofs are noted as being non-occupiable because if included, the mezzanine would exceed the maximum allowable size The door leading onto those non-occupiable roofs are for mechanical equipment access only Should we be required to change that door to a window, the cost incurred in revising the.Title 24 calculations would be higher than the cost of the door The structural framing spacing could not be revised due to requirements for the floor diaphragm See sheets/l 1,1^, and 23 Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To City of Carlsbad From Ken Chriss Date April 6, 2004 Project Villas de Luz Plan Check No 03-3186 Interpretation of Plan Check #52 Esail comment: This also applies to the "attic" which has a door opening into tt off that "roof" Response* The attic area will be used as an unfinished, non-occupiab!e mechanical equipment room and only applies to Unit A The mechanical engineer required an indoor unit in order to alleviate the need for exposed exterior ducting as well as to obtain all necessary clearances for the untts See sheet 11 TO: ATTN: DATE: City of Carlsbad Pat Kelley Wednesday, April 07, 2004 WE TRANSMIT:n Fax PROJECT: Villas de Luz 03-3186 # of pages including this one: 118 Herewith In accordance with your request FOR YOUR: THE FOLLOWING: Approval ^ Review D Use 0 Drawings D Samples Q Other COPIES: DESCRIPTION: (1) Complete set of revised construction drawings (1) Copy of current plan check corrections (7) Plan Check Interpretation letters REMARKS: -Distribution to parties Information Record Specifications Product Literature BY: Ken Chriss 4 DESIGN ARCHITECTURE PLANNING * VOICE (760) 433-1785 * FAX (760) 433-2810 RESPONSE TO PLAN CHECK LIST CARLSBAD-03-3186 34 OK 34 B DETAIL REFERENCING AND CALLOUTS REVISED AND MADE CONSISTENT WITH ACTUAL FLOOR JOIST AND BEAM SPANS AND DIRECTIONS ALSO SEE REVISED ROOF FRAMING DETAILS SHEETS S-10 THOUGH S-12 34 C SPAN OF MFJ3 IS' 19'-0" AS DESIGNED ON SHEET A-26 OF PREVIOUSLY'SUBMITTED CALCULATIONS 34 F SECTION S-08 INDICATES FLOOR TO FLOOR HEIGHTS NET HEIGHTS ARE AS FOLLOWS 1ST FLOOR 8!-0"/2ND FLOOR 8'-0"/MEZZ VARIES TO 9'-9" 34 J AGREED PROVIDE TRIPLE JOIST UNDER BEARING WALL SEE ADDITIONNAL CALCS AA1-2 34 K, FOOTING DIMENSION PROVIDED AND DETAIL 14/S-14 34 L OK 34 N DETAILS 6/8-09,13/S-09 DOWELS NOT SHOWN FOR CLARITY SEE DETAILS ON S-13 FOR ALL WALL DOWELS TO DECK 34 O ALL SHEAR TRANSFER DETAILS WERE REVISED FOR ALL LEVELS WOOD ROOF DETAILS/METAL JOIST TO METAL STUD METAL JOIST TO DEPRESSED METAL JOIST AND METAL JOIST TO STEEL WF SEE SHEETS S-10 THROUGH S-12 AND DETAILS 4AND8ONS-01 3 7 SHEAR TABLE VALUES REVISED AND DIVIDED BY 2 5 PER CODE SEE TABLE ON S-02 38 SEE ATTACHED REVISED STEEL BEAM CALCULATION WITH UNBRACED LENGTH AA3 TO AA6 42 DETAILS REVISED TO SHOW WELDING PER FEMA 350 REQUIREMENTS 43 SEE ATTACHED LEDGER BOLTING CALCULATIONS SHEETAA-7 46 SAME AS 34 O ALL SHEAR TRANSFER DETAILS WERE REVISED 47 PROVIDED CONNECTOR FOR NON BEARING WALL SEE DETAILS 49 OK 50 C SEE WEB STIFFNERS IN THE DETAILS ON S-10 TO S-13 50 G COLUM THICKNESSES REVISED TO % INCH SEE PLANS 50 M GARAGE WALL ARE RESTRAINED AT THE TOP AND BOTTOM ENERCALC RUNS WILL SHOW THAT THE REBAR IS ON THE INSIDE FACE 50 P AGREED SEE REVISED LATERAL LOAD CALCULATION WITH H - 28 FT NO CHANGE IN MAX BASE SHEAR AT 114 9K ACTUAL SHEAR USED 156 5 K SEE SHEETS AA-9-AA-56 50 Q AGREED DESIGN BASE SHEAR WILL BE 114 9K 50 Z OK d) SEE NEW SETS OF CALCULATIONS ATTACHED FEMA 350 GUIDELINES INCLUDED IN STEEL NOTES FEMA 350 NOTES 3322 BASE METAL TOUGHNESS MATERIAL IN ROLLED SHAPES WITH FLANGES 1 -1/2 INCH OR THICKER AND SECTIONS MADE FROM PLATES THAT ARE 2 INCHES OR THICKER, SHOULD BE REQUIRED TO HAVE A MTMIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20FT-LBS AT 70 DEGREES FAHRENHEIT 3325 WELD METAL TOUGHNESS FOR STRUCTURES IN WHICH THE STEEL FRAME IS NORMALLY ENCLOSED AND MAINTAINED AT A TEMPERATURE OF 50 DEGREES FAHRENHEIT OR fflGHER,CRITICAL WELDED IOINTS IN SEISMIC FORCE-RESISTING SYSTEMS ,INCLUDING CJP WELDS OF BEAM FLANGES TO CLOUMN FLANGES ,CJP GROOVE WELDS OR SHEAR TABS AND BEAM WEBS TO COLUMN FLANGES ,COLUMN SPLICES , AND SIMILAR JOINTS, SHOULD BE MADE WITH FILLER METAL PROVIDING CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES FAHRENHEIT AND 40 FT-LBS AT 70 DEGRESS FAHRENHEIT AND MEETING THE SUPPLEMENTAL TOUGHNESS REQUIREMENTS FOR WLEDING MATERIALS INCLUDED IN FEMA-353 3324 WELD METAL MATCHING WELD SPLICES OF COLUMNS CONFORMING TO ASTM A913, GRADE 65 STEEL SHOULD BE MADE WITH FILLER METALS CAPABLE OF DEPOSITING WELD MEATL WITH A MINIMUM TENSILE STRENGTH OF 80 KSI 3327 WELD ACCESS HOLES NEW WELD ACCESS HOLES SHALL COMPLY FEMA 350 NOTE CRITERIA FOR FORMING AND FINISHING OF WELD ACCESS HOLES ARE PROVIDED IN FEMA 353 1 1RH_IU engineers & consultants PRrUFrmON TITLE ApllRPRS Sheet No Prepared Checked Project No of Date 53 sager associates enineer* & consultants PROJECTION TITLEj/rlt* Sheet No of Prepared Checked Project No Date \ i 4-L *— \ D engineers & consultants PROJECTION TITLE Sheet No Prepared Checked Project No Date sager associates engineers S. consultants PROJECTION TITLE, (Sheet No Prepared Checked Projaol No Date y / 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, maple units Dsgnr Jonathan Description 4 unit building rrn TJob# Date. 1223PM, 20 APR 04 Scope structural Rtv 510301 User KW-0603632 VarS 1 3 22-JurM999 Win32 (cj 18B3-es ENERCAIC Steel Beam Design Page 1 c \enercafctmapie ecw Calculations Description FB1 mezzanmne level WITH UNBRACED LENGTH General Information BS^^BBBBBBl^HHUUUil Steel Section-W10X30 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ygjymuAjnm^ 36 OOkSi Center Span Left Cant Right Cant Lu Unbraced Length 2400 ft n nn ft/•-ctjinr^ ( 1300 ft Pinned-Pmned Bm Wt Added to Loads LL & ST Act Together \ ) Load Duration Factor Elastic Modulusp 100 29,000 OkS! Distributed Loads #7- DL LLST Start Location End Location 0300 0400 k/ft kfflk/ft ft ft Ima Summary I 3*g»atm«ag|HflttfivflHBffiiffia8B1BHlH Using W 1 0X30 secbon, Span = End Fixity = Pmned-Pmned, Lu Moment fb Bending Stress ft/Fb Shear fv Shear Stress fv/Fv 2400ft, Fy = 360ksi = 13 00ft, LDF= 1 000 Actual 52 562 k-ft 19423 ksi 0899 1 8760k 2 789 ksi 0 194 - 1 Allowable 58 453 k-ft 21 600 ksi 45 230 k 14 400 ksi Beam OKStatic Load Case Governs Stress Max Deflection -1 105 In Length/DL Defl 5763 1 Length/(DL+LL Defl) 2605 1 «- TTiese columns are Dead + Live Load placed as noted -» Max M + Max M- Max. M @ Lett Max. M @ Right Shear @ Left Shear @ Right Center DeflLeft Cant Defl Rfght Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5-2, | Section Properties Depth Width Web Thick Flange Thickness Area Maximum 52 56 k-ft 876k 876k -1 105 in 0000 in OOOOtn 0000ft 876 876 K'Ur > Cc W10X30 10470m 5810fn 0 300 in 0510 In 884in2 DL Only j 2376 396 396 -0500 0000 0000 0000 396 396 HWBWsaimliaoBMaMi Weight l-xx i-yy S-xx S-yy LL 3> Center 5256 876 876 -1 105 0000 0000 0000 876 876 LL+ST © Center -1 105 0000 0000 0000 876 876 ttCXOHBBKttfiB^^REffi&BniiaHa9WBi^^^^BB"*ww 30 03 #/ft 17000m4 1670ln4 32 474 m3 5 749 in3 LL @ Cants 0000 0000 0000 0000 BQBX^HU^HIB^Bi^^ffi r-xx r-yy Rt LL-t-ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0000 In 0 000 in kk gmm£!fi^B^9BttftiBUUffitfEUUBii^lfiUflS^K99B 4 385 In 1 374 in 1 550 in To specify your title block on 'these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title- maple units Dsgnr Jonathan Description 4 unit building Jobff Date- 1224PM, 20 APR 04 Scope structural Rav 510301 Usei- KW-0603632, Ver 5 1 3 22-JUMG8B Win32 <e) 1983-99 ENERCALC Steel Beam Design Page 1 c \enercale\maple ecw Calculations Description FB2-13 n span in unit A mezzannme level WITH UNBRACED LENGTH General Information Calculations are designed to AfSC 9th Edition ASD and 1997 UBC Requirements Steel Section :W1 0X26 Pinned-Pinned Center Span 1 3 00 ft Bm Wt Added to Loads Left Cant 0 00 ft LL & ST Act Together Right Cant ^^-aWTs Lu Unbraced Length f 1300ft ) Fy 3600ksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi Distributed Loads ^ */ #1 #2 #3 #4 DL 0 300 LL 0400 ST Start Location End Location #5 #6 #7 k/ft kffi k/ft ft ft summary | JBHiiaHHHifflUMBMHBBgltBllmi Using W10X26 section, Span = 13 00ft, Fy = 36 Oksi End Fixity = Pinned-Pinned, Lu = 13 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear stress fv/Fv 15334 k-ft 6 600 ksi 0349 1 4718k 1 757 ksi 0122 .1 Allowable 43 923 k-ft 18 905 ksi 38 676 k 14 400 ksi Beam OKStatic Load Case Governs Stress Max Deflection -0 112 in Lertgth/DL Defl 3,1112 1 Length/(Dl+LL Defl) 1 ,396 7 1 «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Def? Right Cant Defl Query Defl @ Maximum 15 33 k-ft 472k 472k -0112in 0000 in 0000 m 0000ft Reaction @ Left Reaction @ Rt Fa calc'd per 1 6-2, K*L/r > Cc 472 472 212 212 -0050 0000 0000 0000 212 212 LL Center 1533 472 472 -011200000000 0000 472 472 LL+ST Center -0112 0000 0000 0000 472 472 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0000 in 0000 in 0 000 in k k Section Properties Depth Width Web Thick Flange Thickness Area W10X26 10330m 5770m 0260m 0440m 7 61 m2 Weight l-xx l-yy S-xx s-yy 25 85 #/ft 14400m4 1410m4 27 880 in3 4 887 m3 r-xx r.yy Rt ,_™_____J 4 350 in 1 361 in 1540 in To specify your title block on 'these five lines, use the SETTINGS main menu selection, choose the Title. maple units Dsgnr. Jonathan Description - 4 unit building Job* Date. 1226PM, 20 APR your title block information. Rov 510301 User KW-0603632 Vsr S 1 3 22-Jim-1B8S Win32(o) 1883-88 ENERCALC Steel Beam Scope structural Design ^-~ ~~<^ \ Page 1 \ c \enercalc\maple few Calculations I Description FB3- 24 ft span in unit B supporting 2 fb2 mezzannir LENGTH I LEVEL WITH UNBRACE ._.,..,,- , ^- • — -•- J_r-«g-...it-_ -. Calculations are designed to AlS&^th Cdrtiorrff5band 1997 UBC RequirementsGeneral InformationBBHi^^^^^^^BtmymBmfl Steel Section :W10X39 Center Span Left Cant Right Cant LLI Unbraced Length 2400 ft 000 ft OOQJE"Too Pinned-Pmned Bm Wt Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 36 00 ksi 100 29,0000ksi #7 DL LL ST Start Location End Location 0090 0180 12000 24000 0180 0360 12000 kmkmkmftft Dead Load Live Load Short Term Location 1 410 2420 12000 #20560 1 120 14000 #6 #7 [ Summary j Using W10X39 section. Span = 24 00ft, Fy = 36 Oksi End Fixity = Pinned-Pinned, Lu = 8 00ft, LDF = 1 000 Actual Moment 63 352 k-ft fb Bending Stress 1 8 042 ksi fb/Fb 0.759 1 Shear 8 754 k fv Shear Stress 2 801 ksi fv / Fv 0.195 1 Allowable 83431 k-ft 23 760 ksi 44997k 14 400 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 994 in Length/DL Deft 7694 1 Length/(DL-«-LL Defl) 2898 1 Force & Stress Summary 1 «- These columns are Dead + Live Load placed as noted -» ' Max M + Max.M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1 5-1, Section Properties Depth Width Web Thick Flange Thickness Area Maximum 63 35 k-ft 875k 741 k -0 994 m 0000 in 0000 m 0000ft 875 741 K'Ur<Cc W10X39 9 920 in 7 985m 0315m 0 530 in 1 1 50 m2 DL Only 4 2379 330 285 -0374 0000 0000 0000 330 285 • Weight i-xx l-yy S-xx S-yy LL 3) Center 6335 875 741 -0994 0000 0000 0000 875 741 LL+ST @>_ Center -0994 0000 0000 0000 875 741 39 06 #/ft 209 00 m4 45 00 m4 42137m3 1 1 271 In3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 In 0000 in • 0000 in 0 000 in kk ______J 4 263 in 1 978 in 2160 In sager associates engineera GS. consultanta PROJECTION TITLE ADDRESS Sheet Ne of Prepared Checked Project No Date *& ^l^ a sager associates englnoere & consultante pRO,IFrvrinNTITI E , TI J r*,t> wv_- Sheet No $$% of Prepared Checked Project No >>I - Date ^A/^ / y Y d^Uc. 1 1 ^_IU engineers & consultants Lo>^ U, ppjH ipr-fiDM TITI F *& 'Sheet No,/37 Prepared Checked Project No W o)Date 0 \. A o ^y—> ^—^—\—\ \—\ \—*- ^^tfa- I •*>• —* (^U, I /& sr/t- To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr. Jonathan Description: 4 unit building Scope structural Rev 510301 User KW-DBD3B32, Ver 5 ] 3 22-Jun-19»9 Win32(c) 1983-99 ENERCALC Multi-Story Seismic Forces Page 1 j_\enerp_ajQ\rnaple ecw Calculations Description lateral load analysis beismic £one - 4 cunning penuu UBC 1630 2 3 Simplified Static Force Procedure Hn to T°P Level fGround Floor Area 6,000 0 ft2 Ct Construction Type Factor ( Occupancy Category Miscellaneuos Max E|ement story Shear Ra, fmgx X^ Seismic Importance Factor I = 1 00 p Reliability Factor = 2 - 20/{r max *sqrt(Ab)) Determine Na & Nv.. Site Distance From Known Source 5km Calculated Values UBC 1630.2 1 Seismic Source Type B All Faults other than Type A or C Seismic Coefficients Na = 1 00 Nv = 1 20 Soil Profile Type SD Seismic Coefficients Ca = 0 44 Cv = 0 77 Structural System... Moment Resisting Frame Sy 4a Ordinary momen 4a Ordinary moment-resisting frame, Steel Overstrength & Global Ductility Coefficient R = 4 500 Seismic Force Amplification Factor Omega = 2 800 Structure Height Limit 160 0 ft Seismic Dead Load (Calculated From Story Table on "Building Forces" Tab W - Calculated Base Shear V=Cv I w / (RT)= Mm Base Shear V = 0 1 1 Ca I W = Zone 4 Mm Base Shear V=0 8 Z Nv I R / W= Base Shear Max Limit V*25CalW/R = Final Calculated Values Honz Seismic Factor Eh / W - Vertical Seismic Factor Ev / D = V Design Base Shear Ft Top Force Eh*p Em = Omega * Eh 65 00 ft 0035 J 1 5000 4702k 1002k -4 — 228k 401 k 1149k Ad, 0213 0220 1002k 7011k 1502k 2804k JrlHlrWllWTJBf^riTlflffHr^'^f™""*™* yH™****Haff^*B*l<n^T[iffllWiilVfl^ Weight Height Wi * Hi Ft Level Wi Hi k ft k-ft k 3 14653 2800 4,1028 7011 2 14012 1800 2,5221 1 18353 900 1,6518 Fx Lateral Story Shear Force @ Level Force k k k 46 170 53 181 28382 28382 53181 18588 18588 81563 Story Moment k-ft 531806 1 ,265 869 Total Base Shear 100150 k Base Overturning Moment 2, 1 67 222 k-ft Dianhranm Fnrnes Level 3 2 1 Weight Wpx k 14653 '14012 18353 Lateral Force @ this Level k 4617 2838 1859 Summation of Lateral Forces Above k-ft 4617 7455 9314 Summation of Level Weights k 146528 286644 470 172 Max Req'd Force @ Level k 64472 61 651 80752 Diaphragm Force : Fpx k 46170 36442 40376 To specify your title block on 'these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information. Title maple units Dsgnr. Jonathan Description . 4 unrt building Job# Date. 611PM Scope'structural Rav 510301 User KW-Q603632 V«r5 1 3 22-Jun 1999 Win32(c) 1883-99 ENERCALC Multi-Story Seismic Forces Page 1 _c_\enercalc\maole ecw Calculations Description lateral load analysis with revised building height Calculations are designed to 1997 UBC RequirementsGeneral Information Seismic Zone UBC 1630 2 3 Simplified Static Force Procedure Ground Floor Area 6,0000 ft2 Occupancy Category Miscellaneuos Building period Hn to Top Level Ct Construction Type Factor Seismic Importance Factor Determine Na & Nv. Site Distance From Known Source Seismic Source Type 1 00 5km Max Element Story Shear Rat p Reliability Factor = 2 - 20/(r max *sqrt(Ab)) Calculated Values UBC 1630 2.1 Seismic Dead Load (Calculated From Story 067 15000 B All Faults other than Type A or C Seismic Coefficients Na = Soil Profile Type Seismic Coefficients Ca ~ Structural System... 1 00 Nv = 1 20 SO 0 44 Cv = 0 77 Table on "Building Forces" Tab W = Calculated Base Shear V=Cv I W / (RT)= Mm Base Shear V •OHCalWn Zone 4 Mm Base Shear V=Q 8 2 Nv I R / W= Moment Resisting Frame Sy 4a Ordinary momen 4a Ordinary moment-resisting frame, Steel Overstrength & Global Ductility Coefficient R ~ 4.500 Seismic Force Amplification Factor Omega - 2 800 Structure Height Limit 160,0 ft Base Shear Max Limit v = Final Calculated Values Horn Seismic Factor Vertical Seismic Factor V .Design Base Shear Ft Top Force Eh*p Em = Omega * Eh 25CalWfR = Eh/W = Ev/D = 4697k 188.2 k 227k 401 k 114,8 K 0244 0220 1148k 0.000k 1722k 321 5k Building Seismic Forces B^miBlMlf frl^JM^liKBB^^Bfl^BWMffillttllMrBKliriMlflWnri^^ ' Imimi IIB^TBBK|gflfBillltfJHBWtfilil^^ Weight Height Level Wi Hi k ft 3 14600 2800 2 14012 1800 1 18356 900 Wl * Hi Ft k-ft k 4,088 0 2,5222 1 ,652 0 Fx Lateral Force @ Level Force k k 56 806 56 806 35 048 35 048 22957 22957 Total Base Shear Base Overturning Moment Story Shear k 56806 91 854 114811 Story Moment k-ft 568064 1,394751 k 2,428 047 k-tt r\ i a f» h r^> n rv» CTsMN^ac Level 3 2 1 Weight Wpx k 14600 14012 18356 Lateral Force @ this Level k 5681 3505 2296 Summation of Lateral Forces Above k-ft 5681 91 85 11481 Summation of Level Weights k 146000 286120 469680 Max Req'd Force @ Level k 64240 61 653 80766 Diaphragm Force : Fpx k 56806 44983 44870 / / _/> / -7 */ rfh^i I r . cri / / A/6C/a^£ 222Q.3 Division VIII—LATERAL RESISTANCE FOR STEEL STUD WALL SYSTEMS SECTION 2219 —GENERAL Steel stud wall systems in which shear panels are used Co resist lat- eral loads produced by wind or earthquake shall comply with the requirements of this section The nominal shear value used to establish the allowable shear value or design shear value shall not exceed the values set forth in Table 22-VIII-A or Table 22-Vm-B for wind loads or Table 22-VIII-C for seismic loads The allow- able shear value (ASD) or design shear value (LRFD) shall be determined using the § or Q factors as set forth in Section 2219 3 All boundary members and connections thereto shall be propor- tioned to transmit the induced forces Framing members shall be of a minimum size, shape and of a minimum specified yield stress as listed in Table 22-VIII-A, 22-VIII-B or 22-VHI-C Fasteners between framing members and between the panels and the fram- ing members shall be as specified m Table 22-VIII-A, 22-WI-B or 22-VIII-C Fasteners along the edges in shear panels shall be placed not less than 3/s inch (9 5 mm) in from panel edges Screws shall be of sufficient length to ensure penetration into the steel stud by at least two full diameter threads Panel thickness shown in Tables 22-VIII-A and 22-VIII-B shall be considered as minimum No panels less than 12 inches (305 mm) wide shall be used All panel edges shall be fully blocked Where horizontal strap block- ing is used, it shall be a minimum iVz inches (38 mm) wide and of the same material and thickness as the track and studs Studs shall be doubled (back to back) at shear wall ends The height to length ratio of wall systems listed in Tables 22-VHI-A, 22-VHI-B and 22-VIII-C shall not exceed 2 1 2219.1 Wood Structural Panel Sheathing. As an alternative to the provisions in Tables 22-Vm-A and 22-VIII-C, steel stud wall systems sheathed with wood structural panels may be used to resist horizontal forces from wind or seismic loads where allow- able shear loads may be calculated by the principles of mechanics without limitation by using the wood structural panel shear values in the code, and approved fastener values Where 7/ig inch (11 mm) OSB is specified, 15/32-inch (12 mm) Structural 1 sheathing (ply- wood) may be substituted Structural panels may be applied either parallel to or perpendicular to framing No increase of the nominal loads shown in Tables 22-VIII-A and 22-Vffl-C shall be permitted for duration of load nor shall an increase in nominal loads be per- mitted for installing sheathing on the opposite side unless indi- cated herein 2219.2 Gypsum Board Panel Sheathing. Stud wall systems sheathed with gypsum board may be used to resist horizontal forces produced by wind loads when the nominal load used to establish the allowable shear value or design shear value does not exceed the nominal value set forth in Table 22-VIII-B The values listed m Table 22-VIII-B shall not be cumulative with the shear values of other materials applied to the same wall, values shown shall not be increased when applied to both sides of the same panel End joints of adjacent courses of gypsum board sheets shall not Occur over the same stud Gypsum board shall be applied perpen- dicular to studs in accordance with Table 22-VIII-B 2219.3 Design. Where allowable stress able shear value shall be determined by dividing the nominal shear value, shown in Tables 22-VHI-A and 22-VIII-B, by a factor of safety (£2) which shall be taken as 3 0 The factor of safety (Q) for the nominal loads shown in Table 22-VIII-C shall be taken as 2 5 Where Load and Resistance Factor Design is used, the design shear value shall be determined by multiplying the nominal shear value, shown in Tables 22-V1H-A and 22-VIII-B, by a resistance factor (<j>) which shall be taken as 0 45 The resistance factor (<j>) for the nominal loads shown in Table 22-VIII-C shall be taken as 055 SECTION 2220 —SPECIAL REQUIREMENTS IN SEISMIC ZONES 3 AND 4 2220.1 General. In Seismic Zones 3 and 4, in addition to the requirements of Section 2219, steel stud wall systems may be used to resist the specified seismic forces in buildings not over five sto- nes in height Such systems shall comply with the following 1 The l/r of the brace may exceed 200 and is unlimited 2 All boundary members, chords and collectors shall be designed and detailed to transmit the induced axial forces 3 Connection of the diagonal bracing member, top chord splices, boundary members and collectors shall be designed to develop the full tensile strength of the member or Q, times the otherwise prescribed seismic forces 4 Vertical and diagonal members of the braced bay shall be anchored so the bottom track is not required to resist uplift forces by bending of the track web 5 Both flanges of studs in a bracing panel shall be braced to pre- vent lateral torsional buckling Wire-tied bridging shall not be considered to provide such restraint 6 Screws shall not be used to resist lateral forces by pullout resistance 7 Provision shall be made for pretensiomng or other methods of installation of tension-only bracing to guard against loose diago- nal straps 2220.2 Boundary Members and Anchorage. Boundary mem- bers and the uplift anchorage thereto shall have the strength to resist the forces determined by the load combinations m Section 2213 5 1 22203 Wood Structural Panel Sheathing. Where wood struc- tural panels provide lateral resistance, the design and construction of such walls shall be in accordance with the additional require- ments of this section Penmeter members at openings shall be pro- vided and shall be detailed to distribute the shearing stresses Wood sheathing shall not be used to splice these members Wood structural panels shall be manufactured using exterior glue Wall studs and track shall have a minimum uncoated base metal thickness of not less than 0 033 inch (0 84 mm) and shall not have an uncoated base metal thickness greater than 0 043 inch (1 10 mm) 2-266 1997 UNIFORM BUILDING CODE vin TABLEJ2g;VI[|-A E-fiB-VUI-C TABLE 22-VIII-A—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1'2 ASSEMBLY DESCRIPTION x 25 4 tor mm i5/32-mch Structural 1 sheathing (4-ply) one side 7/l6-mch rated sheathing (OSB) one side FASTENER SPACING AT PANEL EDGES3 (Inches) x 25 4 Tor mmx 00146 for N/mm E 1,065* 9104 4 —1,410 3 —1,735 a__ 1,910 FRAMING SPSClNC^lflerirs o o ) x 25 4 for mm 24 24 'Nominal shear values shall be multiplied by the appropriate strength reduction factor, <&, to determine design strength or divided by the appropriate safety factor, Q, to determine allowable shear values as set forth m Section 2219 3 2Unless otherwise shown, studs shall be a minimum !5/g inches (41 mm) by 31/! inches (89 mm) with a 3/g-mch (9 5 mm) return lip Track shall be a minimum l1/^ inches (32 mm) by 3*/2 inches (89 mm) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch (0 84 mm) and shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Framing screws shall be No 8 by 5/s-mch (16 mm) wafer head self-drilling Plywood and OSB screws shall be approved and shall be a minimum No 8 by 1-inch (25 mm) flat head with a minimum head diameter of 0 292 inch (7 4 mm) Stud spacing shown are maximurns ^Screws m the field of the panel shall be installed 12 inches o c (305 mm) unless otherwise shown •HVhere fully blocked gypsum board is applied to trie opposite side of this assembly, per Table 22-VIII-B, these nominal values may be increased by 30 percent TABLE 22-VIII-B—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED ' WITH COLD-FORMED STEEL STUDS AND FACED WITH GYPSUM WALLBOARD1-2 WALL CONSTRUCTION x 25 4 for mm V2-mch gypsum board on both sides of" wall with studs 24 inches o c ORIENTATION Gypsum board applied perpendicular to framing with strap blocking behind the horizontal joint and with solid blocking between the first two end studs SCREW SPACING (edge/field) (Inches) x 25 4 lor mm in 4/4 NOMINAL SHEAR VALUE (Ibsffl) x 0 0146 for N/mm 585 850 1Nommal shear values shaJ] be multiplied by the appropriate strength reduction factor, $, to determine design strength or divided by the appropriate safety factor, Q, to determine allowable shear values as set forth in Section 2219 3 2Unless otherwise shown, studs shall be a minimum !5/g inches (41 mm) by 3l/2 inches (89 mm) with a 3/g-inch (9 5 mm) return lip Track shall he a irmmmiro l*/4 inches (32 mm) by 3:/2 inches (89 mm) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch (0 84 mm) and shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Framing screws shall be No 8 by 5/g-inch (16 mm) wafer head self-drilling Drywall screws shall be a minimum No 6 by 1 inch (25 mm) TABLE 22-V1I1-C—NOMINAL SHEAR VALUES FOR SEISMJC-FORCESJN POUNQ&SER FQO3 FOR SHEAR WALLS FRAMED WITH COLD-/OTRMED STEEL STUDfe- ASSEMBLY DESCRIPTION x a6"4 for 15/32-mch Structural 1 sheathing (4-ply) one side 'Nominal shear values shall be multiplied by the appropriate strength reduction factor, <&, to determine desigp-strength or divided by the appropriate safety factor, to determine allowable shear values asset forth in Section 22193 JT_ )j/_ •' s^X/ 2Unless otherwise shown, studs shall be a minimum !5/g inches (41 mm) by 31/2inches (89 rnroj with a 3/gqfich (9 5 mmj'retum lip Track shall be a minimum l[/4 inches (32 mm) by 3*/i inches (89 mm) Both studs and track shall have a minimum uncoatefl base metal thickness of 0*033 inch (0 OS4 mm) and shall not have a base metal thickness greater than 0 043 inch (110 mm) and shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Stud spacing shown are maximurns Framing screws shall be No S by 5/s-uidi (16 mm] wafer head self-drilling Plywood and OSB screws shall be approved and shall be a minimum No S by 1-inch (25 mm) flat head with a minimum head diamster of 0 292 inch (7,4 mm) 3Screws m the field of the panel shall be installed 12 inches (305 mm) o c unless otherwise,shewn < •'. '<T ^'\ (J U ^ M\[ v - • ~ - - CA 7^z, i n ^ 2-267 01COoCOCOXoo CO CO o ^rn o O3 O m CD OJ"13 CDoo COo73rn£CO—IOoomoidOO no o73m omo ho CO o o T3 CO COm CO mo OXrnco oUl 3 o o c mcoLO o Xm73 00m cn Xo hoco > o s: 33 cm 73 0 = m 2> filcS«(-• ^ L^J *"ID > _ i73 X 2 ^O F O r—IXm >p §o ^o £O 73o m o LO3 o 7^ RP. CO fO 00co o CO x s: x> z c >^ n s P 00 > 0 0 -< ^ 01 ^ _ ^o CO 01 m\ °° IT ^> 3 3 mo3 -< x X ^ 01 ^m > cn ^ to <: ^ CO > O<ls § -T O C X-j =b - "^ rn co LO O tD m mco o O to co oho co o _ ... LO 73 ^ r3 5 [I1O > >73 O H0 CO X ^> Ul£3 o -z.73 OO ==CO SO f^in-H O ^2730 o mmco RCO <0 m >coo >o q- 3° m o^ oO mZ LO .. o zCD M —•»\0 oJ•? hoID r:n****** H3~I CO•<" c— oMCX CDho hO oo hO IT Ul0> \CO^< c^—' O(-1-o EcnQ.CD O4 ho uCO Ol Ul CO cn O hO xhocn cn C-J ho O m— Sf73 O 0 00m o O CO O O 1997 UNIFORM BUILDING CODE *.£.(IHV vni TABLE 22-VHI-A TABLE 22-Vllf-C f"* TABLE 22-Vlll-A—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1'2 ASSEMBLY DESCRIPTION x 23 4 for mm " i5/32-mCh Structural 1 sheathing (4-ply) one side 7/16-vncn rated sheathing (OSB) one side FASTENER SPACING AT PANEL EDGES3 (Inches) x 25 4 lor mm x o 0146 for N/mm 6 1.0654 910" 4 — 1,410 3 — 1,735 2 — 1,910 FRAMING^PACING {In4ri0&e"£) x 25 4 for mm 24 24 'Nominal shear values shall be multiplied by the appropriate strength reduction factor, <3>, Co determine design strength or divided by the appropriate safety factor, fi, to determine allowable shear values as set forth in Section 2219 3 -Unless otherwise shown, studs shall be a minimum !5/g inches {41 mm) by 3J/2 inches (89 mm) with a 3/g-inch (9 5 mm) return hp Track shall be a minimum 1V4 inches (32 mm) by 31/2 inches (89 ram) Boib studs and track shall have a minimum uncoatcd base metal thickness of 0 D33 jnch (0 84 mm) and shaJl be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Framing screws shall be No 8 by 5/g-mch (16 mm) wafer head self-drilling Plywood and OSB screws shall be approved and shall be a minimum No S by 1-inch (25 ram) flat head with a minimum head diameter of 0 292 inch (7 4 mm) Stud spacing shown are maximums 3Screws in the field of the panel shall be installed 12 inches o c (305 mm) unless otherwise shown 4-Where fally blocked gypsum board is applied to the opposite side of !his assembly, per Table 22-VIZI-B, these nominal values may be increased by 30 percent TABLE 22-VIII-B—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS AND FACED WITH GYPSUM WALLBOARD1-2 WALL CONSTRUCTION x 25 4 lor mm V2-incb gypsum board on both sides of wall with studs 24 inches o c ORIENTATION Gypsum board applied perpendicular to framing with strap blocking behind the horizontal joint and with solid blocking between the first two end studs SCREW SPACING (edge/field) (Inches) x 25 4 lor mm in 4/4 NOMINAL SHEAR VALUE (Ibsffi) x 00146 for H/mm 585 850 1Noniinal shear values shall be multiplied by the appropriate strength reduction factor, O, to determine design strength or divided by the appropriate safety factor, S3; to determine allowable shear values as set forth in Section 2219 3 «. -Unless otherwise shown, studs shall be a minimum !5/e inches (41 mm) by 3a/2 inches (89 mm) with a 3/s-rach (9 5 mm) return hp Track shall be a minimum I1/* laches (32 mm) by 3 Vj inches (89 mm) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch (0 84 mm) and shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Framing screws shall be No 8 by 5/a-mch (16 mm) wafer head self-drilling Drywall screws shall be a minimum No 6 by 1 inch (25 mm) - - '-'$ /I. TABLE 22-V11I-C—NOMINAL SHEAR VALUES FOR SElSNlfC-FORCESJN POUNDSrPER FOOi FOR SHEAR WALLS FRAMED WITH COLD-PERMED STEEL STUD " " ASSEMBLY DESCRIPTION x afrt for mm 15/32-mch Structural I sheathing (4-ptv) one side -Ikrt-merfHDSBj '&n&-at4a~ ^_^ .^ _,„. ™=™., J ' _rCVFASTENER SPACING AT RANEL EDGBSXlnches) / "X x 25 ^or mm '* —/ /j x QD14B for N/mm / / • / / f 79^ / lA^-Jt^pflK-"— 4 / 990 .Mr^trQ^^Jl-CXWA 3 1465 ~H-'*r£^fffi"*~~f 2 1,625 •w*~i™l.'*&^5i"*=irnT FRAMING SPACING(Inches a c } x 25 4 for mm 24 n-ra^-^sat^r .rtanMa^-agvwv-WMMB*. ne desigs^trecgth or divided by the appropriate safety factor,""Nominal shear values shall be multiplied by the appropriate strength reduction! to determine allowable shear values as set forth in Section 2219 3 £ ^Unless otherwise shown, studs shall be a minimum !5/g inches (41 mm) by SVT inches (89 rrfirfl with a 3/s-inch (9 5 mm) return lip Track shall be a minimum inches (32 ram) by 3 V-i inches (89 mm) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch (0 084 mm) and shall not have a base metal thickness greater than 0 043 inch (1 10 mm) and shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 [new designation)] Stud spacing shown are maximtims Framing screws shall be No S by Vs-inch (16 mm? wafer head setf-dnlbng Plywood and OSB screws shaU be approved and shaJJ be a minimum No S by 1-mch (25 mm) flat head with a minimum head diamster of 0 292 inch (7 4 mm) ^Screws m the field of the panel shall be installed 12 inches (305 mm) o c Anless otherwis&shown \ 53 sager associates engineers S. consultants ADDRESS Sheet No Prepared Checked Project No *&}4* Date r 53 sager associates engineers S consultants ADDRESS Sheet N of Date Prepared Checked Project No MS 1 1 ifnJU sacjGr* associates engineers & eonoultento pRnjF^-TinWTlTI F Sheet Nj^£ Prepared Checked Project No '/? of WJ Date sager associates engineers &. consultants PROJECTION TITLE ADDRESS Sheet N Prepared Checked Project No of Date sager associates engineers & consultant* Sheet Prepared Checked Project No Dale J" L N 5558'47"E 8000' sager associates enafneara S consultants PROJECTION TITLE ADDRESS Sheet No Prepared Checked Project No Date -,^5" -^ sager associates englneare & consultants PROJECTION TITLE ADDRESS Sheet N of Date Prepared Checked Project No s 14 N 555S'47"E 8000' sager associates engineers E» consultants PROJECTION TITLE ADDRESS Sheet N Prepared Checked Project No Date 4 tit r D -2- ff.fft f) - 53 sager associates engineers S caneultente Sheet Prepared Checked Project No Date 146k 642k 785k W10x30 TS6x6x1/2 JTS6x6x1/2 .3.1 — 1.1— Ml, [®.7»l. —1.1 146k W18x46 W18x46 W18x46 W18x46 12-16 W10x30 TS6x6x1/2 |TS6x6x1/2 W18x46 '10- W18x46 W18x46 W18x46 146k '20-4^24 W10x30 TS6x6x1/2 |TS6x6x1/2 W18x46 .18— W18x46 W18x46 W18x46 W18x46 W18x46 T25 Filename C \FastFram\FRAME A FINAL 4-t^iB1Oombinaton Basic 146k 642k -* 785k -R $8 146k ©•7- HO- 146k -PKQ H8- 17 26 (25 Filename C \FastFram\FRAME A FINAL 4-13bSBWQmbmation Basic 146k 146k 3-11- 2-1O 10-11 9-10 11-12 115-16 •11-19- •10-18- 146k •20-2-1 19-20 123-24 18-19 17-18 •19-27- •18-26- 26-27 25-26 Filename C \FastPram\FRAME A FINAL 4-liiBSWombination Basic 146k 642k 785k -> 3-4 7-8 2-3 1-2 [1 0 11-12 I 15-16 10-11 9-10 [9 |5 19-20 1 23-24 !„„ 18-19 17-15 [17 19-27- 18-26- 26-27 26 25-26 Filename C \FastFram\FRAME A FINAL 4-tl>§eWombination Basic 146k 642k -0 55k/ft -0 5 5k/ft -055km 2-3 146k -0 5 ik/f65k/ft HUUllUUlii•2 -055km 1-2 -05 '16 -0 5SWft -0 5fck/ft 11-12 I I I Ii^•^^•^"w*K,ifi 10 5kffi55k/ft 9-10 146k -10-18 -0 55k/ft -0 519-20 24 ik/ft 23-24! I3'24I I I I I I ! I! I/UUiU U3*-*-19-27l '"' i "if T -0 5fc-Q 55kffi -0 5P-0 55kfft 17-18 '17 -05 -05 •27 WR 26-27 >26 >k/ft 25-26 &5 Filename C \FastFram\FRAME A FINAL 4-l£igS1filrombination Basic SAGER ASSOCIATES 109 E HARVARD ST GLENDALE, CA 91205 Title 4 UNIT RESIDENT Job# 23071 Dsgnr JONATH/ Date 3-&20 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA H29AM, 13APR04 FastFrame 2-D Frame Analysis v509 page 1 Nodes... Node Label 1 2 3 4 7 8 9 10 11 12 15 16 17 18 19 20 23 24 25 26 27 Node Coordinates X Yft ft 0000 0000 0000 0000 11 500 11 500 28000 28000 28000 28000 39500 39500 62000 62000 62000 62000 73500 73500 96000 96000 96000 0000 9000 18000 25500 18000 25500 0000 9000 18000 25500 18000 25500 0000 9000 18000 25500 18000 25500 0000 9000 18000 X Restraint Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Y Restraint Fixed Fixed Fixed Fixed Z Restraint Fixed • Fixed. Fixed Fixed Node TempdegF 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member . Member Label 1-2 10-11 10-18 11-12 11-19 12-16 15-16 17-18 18-19 18-26 19-20 19-27 2-10 2-3 20-24 23-24 25-26 26-27 3-11 3-4 4-8 7-8 9-10 Properly Label W 18x46 W18x46 W18x46 TS6x6x1/2 W18x46 W10x30 TS6x6x1/2 W 18x46 W18x46 W18x46 TS6x6x1/2 W18x46 W18x46 W18x46 W10x30 TS6x6x1/2 W18x46 W18x46 W 18x46 TS6x6x1/2 W10x30 TS6x6x1/2 W18x46 Endpoint Nodes 1 Node J Node 1 2 10 11 10 18 11 12 11 19 12 16 15 16 17 16 18 19 18 26 19 20 19 27 2 10 2 3 20 24 23 24 25 26 26 27 3 11 3 4 4 8 7 8 9 10 Member Lengthft 9000 9000 34000 7500 34000 11500 7500 9000 9000 340QO 7500 34000 28000 9000 11 500 7500 9000 9000 28000 7500 11 500 7500 9000 1 End Releases X Y Z J End Releases X Y 2 (c) 1988-2001 ENERCALC C \FastFram\FRAME A FINAL 4-13 FFW V509 SAGER ASSOCIATES 109 E HARVARD ST GLENDALE.CA 91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATH/ Date 3-5-2C Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA 11 29AM, 13APR04 FastFrame 2-D Frame Analysis v5Q9- page 2 Member Stress Check Data... Member Label 1-2 10-11 10-18 11-12 11-19 12-16 15-16 17-18 18-19 18-26 19-20 19-27 2-10 2-3 20-24 23-24 25-26 26-27 3-11 3-4 4-8 7-8 9-10 Unbraced Lengths Lu Z ft Lu XY 9 000 9 000 9 000 9 000 34 000 34 000 7 500 7 500 34 000 34 000 11 500 11 500 7 500 7 500 9 000 9 000 9 000 9 000 34 000 34 000 7 500 7 500 34 000 34 000 28 000 28 000 9 000 9 000 11500 11500 7 500 7 500 9 000 9 000 9 000 9 000 28 000 28 000 7 500 7 500 11500 11500 7 500 7 500 9 000 9 000 Slenderness Factors K Z K.XY 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 AISC Bending & Stability Factors Cm Cb Internal Internal Intemai Internal Internal Internal Intemai Intemai internal Internal Internal Intemai Internal Intemai Internal Intemai Internal Internal Internal Intemai Internal Internal Intemai Internal internal Internal Intemai Internal Internal Intemai Internal Intemai Intemai Intemai Intemai Intemai Internal Intemai Internal Internal Intemai Internal Intemai Internal Intemai Internal Materials .. Member Youngs Density Thermal Yield Label ksi kef in/100d ksi Default 290,000 00 0 000 0 000000 360.000 00 Steel 29,000 00 0 490 0 000650 36 00 (c) 1988-2001 ENERCALC C \FastFram\FRAME A FINAL 4-13 '509 SAGER ASSOCIATES 109E HARVARD ST GLENDALE.CA 91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATHX Date 3-5-&04 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA j 11 29AM, 13 APR 04 FastFrame 2-D Frame Analysis vsos- page 3 Section Sections... Prop Label Group Tag TS6x4x1/4 TS6x6x1/2 W10x3G Material Ste.Pl — Steel Area Depth Width 4590 n2 6000 4000 ~ 10400 n2 6000 6000 fttonl 8 840 in2 10 470 I WIV^I^I 1 W18x46 BmLvl_2 W 18x46 BmLvl_3 W18x46 — Steel 5810 13500 In2 18060 Steel 6060 ^ 13500 in2 18060 ~T~ ~~Staal 6060 13500 m2 18060 [ VLi-f-rl I W18X46 T _— Qfaal 6060 13500 m2 18060 1 V LW*l_rl 1 W18x46 ColLlneJ W18x46 ColLme_2 W18X46 ColUne_3 W18X46 ColLine_4 W18X46 ColLme_5 W18x46 ColUne_6 W18x46 ColLme_7 W18x46 BmLvl_1 W6x25 — Steel 6060 ^ 13500 in2 18060 — Steel 6060 ^ 13500 m2 18060 — Steel 6060 13500 m2 18060 — Steel 6060 " 13500 m2 18060 ULCd 6060 ~T~ Q. . "T~ 13500m2 18060 | *ieei | 6060 ~T o* i T~ 13500(n2 18060 j Gieei I 6060 ~T 5, . "T~ 13500m2 18060| &teei | 606Q ~T" <sf , ~~T 13500in2 18060 | bteei | 6060 ~T~ ~rf**i _ i 7340 m2oieei 6380 6080 to in in in in in in In in in in in in In in In in in in in in in in in in in In in In in In in Tf Ixx Tw lyy 0250m 2210 in4 0250 In 11 70 in4 0 500 in 50 50 in4 0 500 in 50 50 in4 0510 in 17000 in4 0300 in 1670 in4 0605m 71200 in4 0 360 in 22 50 in4 0605 In 71200 in4 0 360 In 22 50 in4 0605m 71200 in4 0 360 in 22 50 m4 0 605 in 712 00 in4 0 360 in 22 50 m4 0605m 71200 in4 0 360 in 22 50 In4 0 60S in 712 00 m4 0 360 in 22 50 m4 0 605 in 712 00 in4 0 360 in 22 50 in4 0605 In 71200 m4 0 360 in 22 50 in4 0605m 71200 m4 0 360 In 22 50 In4 0605m 71200 m4 0 360 in 22 50 in4 0605 in 71200 In4 0 360 lt\ 22 50 in4 0 605 in 712 00 in4 0 360 in 22 50 m4 0 455 in 53 40 in4 0320 in 1710 in4 Member Point Loads.... Member Label 12-16 2-10 20-24 3-11 4-8 Magnitude Distance from "1" Node 14 600 k 78 500 k 14 600 k 64 200 k 14 600 k 0000ft 0000ft 0000ft 0000ft 0000ft Load Direction Global X Global X Global X Global X Global X Load Case Factors #1 #2 #3 #4 #5 1000 1 000 1000 1000 1 000 Member Distributed Loads.... Member Label 10-18 11-19 12-16 18-26 19-27 2-10 20-24 3-11 " 4-8 Load Magnitudes Start Finish -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 -2 200 k/ft k/ft k/ft k/ft k/ft k/ft k/ft k/ft k/ft Load Extents Start Finish ft ft 0 000 34 000 0 000 34 000 0 000 11 500 0 000 34 000 0 000 34 000 0 000 28 000 0 000 11 500 0 000 28 000 0000 11500 Load Directior Global Y Global Y Global Y Globaf Y Global Y Global Y Global Y Global Y Global Y Load Case Factors #1 #2 #3 #4 -#3 0250 0250 0250 0250 0250 0250 0250 0250 0250 Load Combinations . Load Combination Description Basjc Stress Increase 1 000 Gravity Load Factors X Y -1 000 #1 Load Combination Factors #2 #3 #4 #5 1 000 (c) 1988-2001 ENERCALC SAGER ASSOCIATES 1.09 E HARVARD ST GLENDALE, CA91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JQNATH; Date 3-5-2004 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA 1128AM, 13 APR 04 FastFfame 2-D Frame Analysis V509.Page 4| Node Displacements & Reactions Node Label 1 2 3 4 7 8 9 10 11 12 15 16 17 18 19 20 23 24 25 26 27 Load Combination Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Node DisplacementsX Y In -2,240 E-014 7,607 E-01 3 6,368 E-01 3 1,979 E-01 3 -2,146 E-014 2, 146 E-01 4 -1,036 E-014 0 -3,800 E-014 1,965 E-01 3 -2,164 E-014 2,164 E-014 0 0 -5,669 E-014 1,957 E-01 3 -2,173 E-014 2.173 E-014 2,853 E-014 6,444 E-014 -9,297 E-014 in 0 -0 00662 -0 01090 -001301 -076016 -0 76012 0 -001248 -0 01970 -0 02181 -0 77672 -0 77668 0 -0 01352 -0 02126 -0 02337 -0 78236 -0 78232 0 -0 00559 -0 00831 Z Radians 0 -0 00021 -0 00023 -0 00455 000198 -D D0396 0 -000010 -0 00002 -0 00463 000199 -0 00399 0 -0 00002 0 00009 -0 00467 0 00200 -0 00401 0 0 00027 0 00061 Node Reactions X Y k 2 23973 -76 07484 -63 67742 -1978747 2 14560 -2 1456D 1 03623 021122 3 79976 -1964720 216374 -2 16374 0 25457 -094942 5 66851 -1957367 2 17325 -2 17325 -2 S5325 -6 44397 9 29722 k 24 19980 0 0 0 0 0 45 46260 0 0 0 0 0 49 20558 0 0 0 0 0 20 46480 0 0 Z k-ft -6 71920 0 0 0 0 0 -3 10868 0 0 0 0 0 -0 76371 0 0 0 0 0 8 55975 0 0 Member End Forces.., Member Label 1-2 10-11 10-18 11-12 11-19 12-16 15-16 17-18 18-19 18-26 19-20 19-27 2-10 2-3 20-24 23-24 25-26 26-27 3-11 3-4 4-8 7-8 9-10 Load Combination Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Baste Basic Basic Basic Basic Basic Basic Basic Node " Axial k 2419980 2636163 0 720176 0 -14 60000 0 49 20558 28 29043 0 720176 0 -78 50000 1574339 -14 60000 0 20 46480 1007358 -64 20000 720176 -14 60000 0 45 46260 1 " End Forces Shear k -2 23973 -1 24745 1004426 -5 04720 1018837 6 93634 -2 16374 -0 25457 0 69484 1028410 -4 97367 1060173 8 04298 -4 66489 6 93634 -2 17325 2 85325 9 29722 8 12819 -5 18747 6 93634 -2 14560 -1 03623 Moment ft-k -671920 -685102 55 62475 -1267194 57 92416 25 18209 0 -0 76371 1 32082 58 77842 -12 19175 63 23042 34 15227 -20 71387 2511077 0 8 55975 3645140 34 85807 -1358791 2531B13 0 -3 10868 Node Axial k -23 78637 -2594819 ,114 E-01 1 -6 93634 ,793 E-01 1 !,248E-010 026542 -48 79214 -27 87699 >,272 E-01 1 -6 93634i,482 e-o 11 1,889 E-01 0 -15 32995 1,232 E-010 026542 -20 05136 -966015 ',862 E-010 -6 93634 1,277 E-010 0 26542 -4504916 " J " End Forces Shear k 2 23973 1 24745 10 21762 5 04720 10 07350 -0 26542 2 16374 0 25457 -0 69484 9 97777 4 97367 966015 8 64327 4 66489 -0 26542 2 17325 -2 85325 -9 29722 8 55806 518747 -0 26542 2 14560 1 03623 Moment ft-k -1343840 -4 37600 -58 57181 -25 18209 -55 97145 16 22803 -16 22803 -1 52743 4 93278 -53 57090 -2511077 -47 22355 -42 55637 -21 27015 1629935 -1629935 1711950 47 22355 -40 87623 -2531813 1609199 -1609199 -6 21736 (c) 1988-2001 ENERCALC C \FastFram\FRAME A FINAL 4-13 FFW V509 SAGER ASSOCIATES 1fl9 E HARVARD ST GLENDALE, CA 91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATH/ Date 3-5-2004 Description I LOTS 7 & 8 MAPLE AVE CALSBAD, €A 1129AM, 13 APR 04 FastFrame 2-D Frame Analysis V509-PagT~T Steel Stress Checks... Member Label 1-2 10-11 10-18 11-12 11-19 12-16 15-16 17-18 18-19 18-26 19-20 19-27 2-10 2-3 20-24 23-24 25-26 26-27 3-11 3-4 4-8 7-8 9-10 Load Combination Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Overall Maximum 0178 0139 ©Left End 1/4 Span 0 131 0 096 0139 0120 Error! Tension Slenderness ratio exceeds limit per 1 84 0788 1 141 0431 0487 0180 0132 0412 0133 1 141 0 141 0431 0138 0000 0118 0 174 0 170 0107 0099 Errorl Tension Slendemess ratio exceeds limit per 1 8 4 0766 1 120 0623 0204 0430 0489 0191 0367 0615 0792 0433 0483 0200 0 398 0 128 1 120 0 093 0 623 0 140 0200 0129 0430 0136 0000 0118 0131 0087 0 292 0 149 0615 0133 0440 0158 0433 0140 0000 0117 0 178 0 162 1/2 Span 0105 0101 PgS-29 0200 0694 0083 0235 0171 0109 Pg 5-29 0207 0650 0444 0057 0084 0236 0098 0063 0437 0188 0081 0233 0166 3/4 Span 0139 0100 0474 0516 0231 0353 0175 0120 0477 0551 0290 0123 0232 0354 0141 0205 0298 0470 0229 0350 0182 @ Right Enc 017 012 Shear 0024 0013 078 05& 031 048 018' 013 0058 0109 0153 0025 0003 0007 078- 036 044 020 031 048 019 036 040 079 030 048 020' 0058 0113 0086 0050 0153 0025 0030 0099 0087 0060 0153 0025 0011 Member Overall Envelope Summary Member Label 1-2 10-11 10-18 11-12 11-19 12-16 15-16 17-18 18-19 18-26 19-20 19-27 2-10 2-3 20-24 23-24 25-26 26-27 3-11 3-4 4-8 7-8 9-10 Section W18X46 W18x46 W 18x46 TS6x6x1/2 W18x46 ,W10x30 TS6x6x1/2 W18x46 W 18x46 W18x46 TS6x6x1/2 W18x46 W18x46 W 18x46 W10x30 TS6x6x1/2 W 18x46 W18x46 W18X46 TS6x6x1/2 W 10x30 TS6x6x1/2 W 18x46 Axial Shear k k 24 200 2 240 26 362 1 247 10044 7 202 5 047 10188 6936 0000 2164 49 206 0 255 28 290 0 695 10284 7 202 4 974 10602 8043 15 743 4 665 6936 0000 2173 20 465 2 853 10074 9297 8128 7 202 5 187 6936 0 000 2 146 45 463 1 036 Moment ft-k 13438 6851 55625 25182 57924 25182 16228 1527 4933 58778 25111 63230 34152 21270 25111 16299 17119 47224 34858 25318 25318 16092 6217 Deflection Maximum , in 0003 0002 0195 0062 0194 0749 0072 0000 0002 0202 0063 0206 0084 0003 0753 0073 0004 0007 0089 0059 0741 0072 0002 Stress Ratio 0178 0139 0788 1 141 0431 0487 0180 0132 0786 1 120 0623 0204 0430 0489 0191 0367 0615 0792 0433 0483 0200 -> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988-2001 ENERCALC C \FastFram\FRAME A FINAL 4-13 FFW '509 sager associates engineers S consultants PROJECTION TITLE ADDRESS Sheet No Prepared Checked Project No Date •-3 «4 9-7 • 5 -11 *-15—f-19 10 4 •) a-22 < >-26 «-30»-24- »9 -27 »25 34 • 33 2-3 1-2 6-7 i I 5-S * 1 10-11 18-19 9-10 I i 21-22 i < 26-27 30-31 25-26 » i 17-24 I t 34-35 33-34 -3 5k -3 5k 642k i 785k -3 5k -3 5k -11 J-15-ff-lfr 10- -3 5k -3 5k 27 - - 1-27 - * -26 171' • 35 • 34 -09k/ft -09k-09k/ft -0 9k-0 8k/ft -0 SkrO Sk/ft •035 -0 8krO 9Wft -09km -09k/fb9k/ft -Q9t-08k/ft -08k,-09k/ft -09kX)7k/ft -07k.-09kffi -09k/ft (21 34 (33 „ „ _, [ J W12x40 2-3 W12x40 «ii ^-t-a [i WDefault •> 11 li W12x40 6-7 W1 h6-< 1-2 W13x40 m d 2x40 ^g 8-10 \i W12x40 5-8 W12X40 & B k 11 mn i« W12X40 10-11 W12x40 W12x4 _19 1 9.27 ^ W12x40 18 W t-18 0 9-10 W12x40 b @ 19 2x40 W12x40 21-22 W12x40 b« d W12x40 26-27 W12x40 ^26 26-24^ W12x4( -31 30 W1 H30 D 25-26 W12X40 &5 B W12x40 31 2x40 h24 24-34 — p W12X40 17-24 W12x40 b' e '35 34-35 W12x40 1 34 33-34 W12x40 ^33 SAGER ASSOCIATES 109E 4ARVARDST GLENDALE, CA91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATW Date 3-5-2004 Description LOTS 7 & 8 MAPLE AVE. CALSBAD, CA 338PM, 14APR04 FastFrame 2-D Frame Analysis vsog. Page 1 Nodes... Node Label __-__ . ~. — 1 2 3 4 5 6 7 8 9 10 11 15 17 18 19 21 22 23 24 25 26 27 30 31 33 34 35 Node Coordinates X Y ft ft 0000 0000 0000 6500 12500 10500 10500 12500 24350 24350 24350 30350 59030 34050 34050 35900 35900 52900 59030 46900 46900 46900 57050 57050 70875 70875 70875 0000 9000 18000 18000 0000 9000 18000 9000 0000 9000 18000 18000 0000 9000 18000 0000 9000 18000 9000 0000 9000 18000 9000 18000 0000 9000 18000 X Restraint Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Y Restraint Fixed Fixed Fixed Fixed Fixed Fixed Fixed Z Restraint Fixed Fixed Fixed Fixed Fixed Fixed Fixed Node Temp degF 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member. Member Label 1-2 10-11 10-22 11-19 17-24 18-19 19-27 2-3 2-6 2-8 21-22 22-26 24-34 25-26 26-24 26-27 27-31 3-7 30-31 31-35 33-34 34-35 5-8 6-7 7-11 8-10 9-10 Property Label W12x40 W12X40 W12X40 W12x40 W 12x40 W12X40 W12X40 W12x40 W12X40 W12X40 W12X40 W12X40 W 12x40 W12X40 W12x40 W 12x40 W12X40 W12X40 W 12x40 W 12x40 W12x40 W 12x40 W12x40 W12x40 W 12x40 W12x40 W12x40 Endpolnt Nodes 1 Node J Node 1 2 10 11 10 22 11 19 17 24 18 19 19 27 2 3 2 6 2 8 21 22 22 26 24 34 25 26 26 24 26 27 27 31 3 7 30 31 31 35 33 34 34 35 5 8 6 7 7 11 8 10 9 10 Member Lengthft 9000 9000 11 550 9700 9000 9000 12850 9000 10500 12500 9000 11 000 11845 9000 12130 9000 10150 10500 9000 13825 9000 9000 9000 9000 13850 11850 9000 I End Releases X Y Z J End Releases X Y Z (c) 1988-2001 ENERCALC F\F!NAL2FM2 4-14-02 FFW V509 SAGER ASSOCIATES ,109E HARVARD ST GLENDALE, CA 91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATt-V Date 3-5-2004 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA 338PM, 14APR04 FastFraine 2-D Frame Analysis V509- Page 2 Member Stress Check Data... Member Label 1-2 10-11 10-22 11-19 17-24 18-19 19-27 2-3 2-6 2-8 21-22 22-26 24-34 25-26 26-24 26-27 27-31 3-7 30-31 31-35 33-34 34-35 5-8 6-7 7-11 8-10 9-10 Unbraced Lengths Lu Z ft Lu XY 9 000 9 000 9 000 9 000 11 550 11 550 9 700 9 700 9 000 9 000 9 000 9 000 12850 12850 9 000 9 000 10 500 10 500 12500 12500 9 000 9 000 11000 11000 11845 11845 9 000 9 000 12 130 12 130 9 000 9 000 10150 10150 10500 10500 9 000 9 000 13825 13825 9 000 9 000 9 000 9 000 9 000 9 000 9 000 9 000 13850 13850 1 1 850 11 850 9 000 9 000 Slenderness Factors K Z K XY 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 100 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 AISC Bending & Stability Factors Cm Cb Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Infernal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Internal Materials. Member Youngs Density Thermal Yield Label ksi kef in/100d ksl Default 29,00000 0490 0000650 3600 Steel 29,000 00 0 490 0 000650 36 00 (c)1988-2001 ENERCALC F \FINAL 2 FM2 4-14-02 FFW V509 SAGER ASSOCIATES .109E HARVARD ST GLENDALE, CA 91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATH/ Date 3-5-2004 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA 338PM, 14 APR 04 FastFrame 2-D Frame Analysis vEo9. page 3 Section Sections .. Prop Label Material Group Tag Defauit | Default TS6x4x1/4 g, , W12x40 ~T st , WL^d W18X65 ~T BmLvM I W18X65 ~~T et | BmLvl 2 | W18X65 ~r BmLvL.3 I bteel W18X65 ~T~ st . ColLine_1 | W 18x65 ~T~ c. .STPPColLine 2 | &teei W18X65 -T -• ColLine 3 ( Iee W1SX65 -T s ColLine 4 ( &teef W18X65 -r ColLine 5 | cee W18X65 -T Co!Llne_6 | Meei W18x65 ~~T q . ColLlne_7 | Area Death Width 1 000 4535 1 1 800 •" 19100 19100 ~~ 19100 19100 19 100 19100 ~" 19100 ~ 19 100 ~ 19 100 ~ 19 100 In2 in2 0 000 In 0000 6000 4000 in in in In2 11 940 In 8005 m2 18 350 7590 m2 18350 7590 in2 18350 7590 m2 18 350 7590 in2 18 350 7590 m2 18 350 7590 in2 18350 7590 in2 18 350 7590 in2 16 350 7590 m2 18 350 7590 in in in in m In in in in in In in in in (n In in In in in in Tf Ixx Tw |yy 0 000 in 1 00 in4 0 000 m 0 00 in4 0 250 in 21 57 m4 0250 in 11 51 in4 0515 in 31000 ;n4 0295 in 4410 In4 0750m 1,07000 m4 0 450 in 54 80 m4 0750m 1,07000 m4 0 450 in 54 80 m4 0750 in 1,07000 m4 0 450 in 54 80 m4 0760 in 1,07000 m4 0 450 In 54 80 m4 0750in 1,07000 m4 0 450 In 54 80 m4 0750m 1,07000 In4 " 0 450 in 54 80 In4 0750 in 1,07000 m4 0 450 in 54 80 m4 0750m 1,07000 jn4 0 450 In 54 80 In4 0750 in 1,07000 in4 0 450 in 54 80 In4 0750m 1,07000 m4 0 450 in 54 80 m4 Node Loads.... , Node Label 3 4 11 15 23 27 Concentrated Loads and Moments X Y Moment -3500k -3 500k -3 500k -3 500k -3 500k -3 500k #1 Load Case Factors #2 #3 #4 #5 1 000 1000 1 000 1000 1 000 1000 Member Point Loads.... Member Label 2-6 3-7 Magnitude 78 500 k 64200k Distance from "I" Node 0000ft 0000ft Member Distributed Loads.... Member Label 10-22 11-19 19-27 2-8 22-26 24-34 26-24 27-31 3-7 31-35 7-11 8-10 Load Magnitudes Start Finish -1 600 -1 -1 600 -1 -1 600 -1 -1 800 -1 -1 800 -1 -1 800 -1 -1 400 -1 -1 800 -1 -1 300 -1 -1 800 -1 -1 800 -1 -1 800 - -1 600 k/ft 600 k/ft 600 k/ft 800 k/ttaoo k/ft 800 k/ft 400 k/ft 800 k/ft 800 k/ft 800 k/ft 800 k/ft 800 k/ft Load Extents Load Direction Global X Global X Start Finish ft ft 0 000 11 550 0 000 9 700 0 000 12 850 0 000 12 500 0 000 11 0000 11 000 845 0000 12130 0000 10150 0000 10500 0 000 13 825 0000 13850 0000 11 850 Load Case Factors #1 #2 #3 #4 #5 1000 1000 Load Direction Global Y Global Y Global Y Global Y Global Y Global Y Global Y Global Y Global Y Global Y Global Y Global Y Load Case Factors #1 #2 #3 #4 #5 0500 0500 0500 0500 0500 0500 0500 0500 05DD 0.500 0500 0500 (C) 1988-2001 ENERCALC F \FINAL 2 FM2 4-14-02 FFW V509 SAGER ASSOCIATES •109E HARVARD ST GLENDALE.CA 91205 Title 4 UNIT RESIDENT Job # 23071 Dsgnr JONATH/ Date 3-5-2004 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA 338PM, HAPR04 FastFrame 2-D Frame Analysis vsog- page 4 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y #1 #2 #3 #4 #5 Basic 1 000 -1 000 1 000 Node Displacements & Reactions Node Label 1 2 3 4 5 6 7 8 9 10 11 15 17 18 19 21 22 23 24 25 26 27 30 31 33 34 35 Load Combination Basic Basic Basic Basic Basic Basic Basic Basic Baste Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Node Displacements X Y Z m in Radians -1,561 E-014 0 0 7,465 E-013 -0 00728 -0 00034 6,961 E-013 -001142 -000083 000 000 -3,516 E-014 -015097 -000068 3,516 E-014 -0 15219 -Q 00008 0 -0 00405 0 00005 000 0 -001049 000001 0 -001780 000004 000 000 0 -011198 000012 0 -011192 -000023 000 0 -0 00347 -0 00002 000 0 -0 00323 -0 00001 000 -1 ,860 E-014 -0 01 1 16 0 00006 1,598 E-014 -001936 -000041 -1,390 E-014 -021400 000030 1,390 E-014 -0 21394 -0 00060 000 5,558 E-014 -0 00519 -0 00008 -5,193 E-014 -0 00846 0 00120 Node Reactions X Y Z k k k-ft 156106 2324453 -468317 -74 64972 0 0 -6961133 0 0 000 -025002 1300345 075007 3 51606 0 0 -3 51607 0 0 0 25002 0 0 -004658 3341319 013975 -0 16830 0 0 021488 0 0 000 0 03096 1 0 40299 -0 09287 0 53328 0 0 -053328 0 ' 0 008223 1118402 -024670 -0 08223 0 0 000 -0 03096 0 0 -028158 3554118 084474 1 87982 0 0 -1 59824 0 0 1 38992 0 0 -1 38992 0 0 036526 1662214 -109579 -5 55816 0 0 5 19290 0 0 Member End Forces... Member Label 1-2 10-11 10-22 11-19 17-24 18-19 19-27 2-3 2-6 2-8 21-22 22-26 24-34 25-26 26-24 26-27 27-31 3-7 30-31 31-35 33-34 34-35 5-8 6-7 7-11 8-10 9-10 Load Combination Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Sasic Basic Basic Basic Basic Basic Basic Node " I " End Forces Axial Shear Moment k k ft-k 2324453 -156106 -468317 2334820 021488 078439 0 4 54597 7 72382 0 973990 3578215 10 40299 -Q 03096 -0 09287 0 -0 53328 0 0 1 22904 -1437036 1330059 -541133 -2091717 -78 50000 4 48956 24 89136 000000 509300 539215 11 18402 -008223 -024670 0 5 66486 1 1 75047 0 541304 1045524 3554118 028158 084474 0 4 34948 8 57679 2615351 -159824 -394999 0 1272521 4963470 -6420000 943921 2778482 0 -1 38992 0 Q 282129 -1858851 1662214 -036526 -109579 1053770 519290 1448291 1300345 025002 075007 406796 -351607 -2003562 0 327419 -789201 0 598317 1367893 3341319 004658 013975 Node " J " End Forces Axial Shear Moment k k ft-k -2288315 1 56106 -936634 -2298683 -021488 1 14953 M25E-012 5 15779 -11 25706 ',199 E-011 -1 59042 1916990 -1004162 003096 -018573 036138 053328 -479955 ',363 E-011 9 56692 -39 20050 -1293921 541133 -2778482 -0 00000 -4 06796 20 03562 -000000 665891 -1517907 -1082265 008223 -049340 >,086 E-011 467682 -631628 ,331 E-010 572306 -1229133 -3517981 -028158 1 68948 i,492 E-011 4 62857 -10 26951 -25 79213 1 59824 -10 43420 ),853 E-012 -3 18266 31 09776 -0 00000 0 43239 1 9 50098 036138 138992 -1250925 ,358 E-010 10 17633 -32 25320 -1626077 036526 -219158 -1017633 -519290 3225320 -1264208 -025002 -1 50014 -370658 351607 -11 60898 ',682 E-011 9 74693 -36 93168 ,007 E-011 515764 -878770 -3305182 -004658 027950 (0)1988-2001 ENERCALC F \FINAL2FM2 4-14-02 FFW V509 SAGER ASSOCIATES 109 E HARVARD ST GLENDALE.CA 91205 Title 4 UNIT RESIDENT Job# 23071 Dsgnr JONATHX Date 3-5-2004 Description LOTS 7 & 8 MAPLE AVE CALSBAD, CA 3 38PM, 14 APR 04 FastFrame 2-D Frame Analysis V509 Page 5 Steel Stress Checks... Member Label 1-2 10-11 10-22 11-19 17-24 18-19 19-27 2-3 2-6 2-8 21-22 22-26 24-34 25-26 26-24 26-27 27-31 3-7 30-31 31-35 33-34 34-35 5-8 6-7 7-11 8-10 9-10 __, Load Combination Basic Basic Basic Basic Basic Basic Basic Baste Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic Basic OverallMaximum 0192 0104 0092 0383 0043 0051 0384 0350 0266 0129 0049 0126 0112 0158 0092 0215 0531 0297 0134 0304 0089 0387 0067 0230 0354 0146 0135 © Left End 1/4 Span 0142 0100 0083 0383 0042 0000 0154 0276 0266 0058 0047 0126 0112 0149 0092 0145 0531 0297 0000 0 199 0077 0196 0059 0230 0084 0146 0133 0105 0095 0020 0162 0041 0012 0153 0150 0145 0063 0045 0001 0014 0142 0012 0108 0226 0072 0032 0246 0069 0076 0053 0149 0148 0003 0132 1/2 Span 0114 0093 0055 0011 0041 0025 0071 0080 0023 0096 0045 0060 0062 0144 0052 0135 0020 0091 0065 0186 0071 0128 0055 0067 0103 0062 0132 3/4 Span 0150 0098 0025 0138 0042 0037 0094 0206 0099 0041 0047 0052 0031 0150 0028 0172 0210 0192 0097 0019 0079 0249 0061 0047 0049 0048 0133 @ Right End 019 010 009 022 004 005 038 03& 023 012 004 004 010 015 007 021 035 023 013- 030 008 038 006 014- 035 006 013 Shear 0031 0004 0093 0192 0001 0011 0178 0107 0089 0121 0002 0112 0107 0006 0086 0032 0251 0186 0027 0190 0007 0102 0005 0069 0181 0118 0001 Member Overall Envelope Summary Member Label 1-2 10-11 10-22 11-19 17-24 18-19 19-27 2-3 2-6 2-8 21-22 22-28 24-34 25-26 26-24 26-27 27-31 3-7 30-31 31-35 33-34 34-35 5-8 6-7 7-11 8-10 9-10 Section W 12x40 W12X40 W12X40 W12x40 W12x40 W12X40 W12x40 W12x40 W12x40 W12X40 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 W 12x40 W12x40 W 12x40 W12X4Q W12x40 W12X4D W12X40 Axial k 23245 23348 10403 0000 13301 0000 0000 11 184 35541 26154 Shear k 1 561 0215 4694 9740 0031 0533 9051 5411 4490 6158 0082 5665 5413 0282 4349 1 598 12725 0000 0000 16622 10538 13003 4 068 33413 9439 1 390 9622 0365 5193 0250 3516 9191 5983 0047 Moment ft-k 9366 1 150 8581 35782 0186 4800 35889 27785 24891 12045 0493 11750 10455 1689 8577 10434 49635 27785 12509 28420 2192 32253 1 500 20036 33084 13679 0279 Deflection Maximum in 0005 0000 0012 0091 0000 0005 0101 0010 0139 0018 0000 0012 0009 0001 0014 0007 0191 0139 0013 0211 0001 0020 0001 0012 0145 0011 0000 Stress Ratio 0192 0104 0092 0383 0043 0051 0384 0350 0266 0129 0049 0126 0112 0158 0092 0215 0531 0297 0134 0304 0089 0387 0067 0230 0354 0146 - 0135 --> Deflect/on values listed are the maximum of a sampling of 31 points across the member (c) 1988-2001 ENERCALC F \FINAL 2 FM2 4-14-02 FFW V509 sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet M Prepared Checked Project No of Date 3 •06k/ft 84k -oak/ft SAGER ASSOCIATES 109E HARVARD ST GLENDALE,CA 91205 Title Job# Description, MOMENT PRAM 4 DESIGN Dsgnr JONATH/ Date 332PM, 19 APR 04 FastFrame 2-D Frame Analysis V509 Page 1 Nodes... Node Node Coordinates Label X Y ft ft 1 0000 2 0000 3 8000 4 8000 0000 - 8125 8125 0000 Member, Member Label Property Label |N A Column B Beam C Column X Restraint Fixed Fixed Fixed Fixed Endpoint Nodes ode J Node 1 2 2 3 3 4 Y Restraint Fixed Fixed Z Restraint Node TempdegF 0 0 0 0. Member , End Re|eases Length ft X Y 8125 8000 8125 J End Releases Z X Y Z Member Stress Check Data... Member Unbraced Lengths Label Lu Z ft Lu : XY A 8125 8 | 8000 C 8125 Materials... Member Label Default Steel Young ksi 1C 29,000 Section Sections . Prop Labei Group Tag Default W12X40 W12x40 ~~| Beam | W12x40 ~1 Column I Material Default Steel Steel i 8125 8000 8125 Slenderness Factors K Z K XY 1 00 1 00 1 00 1 00 1 00 1 00 js Density Thermal kef m/lOOd JO 0 000 0 000000 00 0 490 0 000650 AISC Bending & Stability Factors Cm Cb Internal Internal Internal Internal Internal Internal Yield ksi 100 ' 3600 Area 1 000 In2 11 800 In2 1 1 800 In2 11 800 In2 Depth Width Tf Ixx Tw lyy 0 000 in 0 000 in 1 00 in4 0 000 in 0 000 in 0 00 In4 11 940 in 0515 in 31000 in4 8 005 In 0295 in 4410 In4 11 940 in 0515 In 31000 In4 8 005 in 0295 in 4410 in4 11 940 in 0515 In 31000 m4 8 005 in 0295 in 4410 In4 Member Point Loads.... Member Label B Magnitude 8400k Distance from "1" Node 0000ft " Load Direction Local x Load Case Factors #1 #2 #3 #4 #5 1 000 Member Distributed Loads.,.. Member Label B Load Magnitudes Start Finish -0 800 -0 800 kffi Load Extents Start Finish ft ft 0000 IJOOO Load Direction Global Y Load Case Factors #1 #2 #3 #4 #5 1 000 Load Combinations.,, Load Combination Description Basic Stress Increase 1 000 Gravity Load Factors X Y -1 000 #1 Load Combination Factors #2 #3 #4 #5 1 000 (C)1988-2001 ENERCALC C \FastFram\lot 7 FR E FFW V509 'SAGER ASSOCIATES 109E HARVARD ST 6LENDALE.CA91205 Title Job# Descnptfon MOMENT FRAM 4 DESIGN Dsgnr JONATH/ Date 332PM, 19APR04 FastFraiTie 2-D Frame Analysis v509-Page 2 Node Displacements & Reactions Node Label 1 2 3 4 Load Combination Basic Basic Basic Basic Node Displacements X Y Z In m Radians 0 00 00006 8,729 E-014 -000100 -000012 0 -000100 000012 0 0-0 00006 Node Reactions X Y k k 0 32884 3 68685 -8 72884 0 0 32884 0 -0 32884 3 68685 Z k-ft 0 0 0 0 Member End Forces .. Member Label A B C Load Combination Basic Basic Basic Node " 1 " End Forces Axial Shear Moment k k ft-k 3.68685 -8 40000 3 36061 Steel Stress Checks... Member Label A B C Load Combination Basic Basic Basic Overall Maximum 0040 0043 0039 -0 32884 0 336061 267179 032884 267179 Node " J " End Forces Axial Shear k k -3 36061 0 32884 1,229 E-010 336061 -3 68685 -0 32884 @ Left End 1/4 Span 1/2 Span 3/4 Span (§) Right Enc 0015 0021 0027 0033 004' 0026 0023 0042 0033 001 0039 0033 0027 0020 001 Moment ft-k -2 67179 -2 67179 0 Shear 0006 0066 0006 Member Overall Envelope Summary Member Label A B C Section Column Beam Column Axial k 3687 3361 Shear Moment Deflection Maximum k ft-k in Stress Ratio 0 329 2 672 0 002 3 361 4 385 0 005 0 329 2 672 0 002 0040 0043 0039 --> Deflection values listed are the maximum of a sampling of 31 points across the member (c) 1988-2001 ENERCALC C \FastFram\lot 7 FR E FFW V509 84k -G8k/ft ,SAGER ASSOCIATES 109 E HARVARD ST GLENDALE, CA 91205 Title Job# Description Dsgnr Date 335PM, 19 APR 04 FastFrame 2-D Frame Analysis v 5 o 9 - Page 1 Nodes. Node Label 1 2 3 4 Node Coordinates X Y ft ft 0 000 0 OOC 0000 812£ 12 330 8 12* 12 330 0 OOC X Restraint Fixed Fixed Fixed ) Fixed Member. Member Label A B C Property Label Column Beam Column Endpomt Nodes I Node J Node 1 2 2 3 3 4 Y Restraint Fixed Fixed Node Z Restraint Temp degF 0 0 0 0 Member Lengthft 8125 12330 8125 I End Releases X Y Z J End Releases X Y Z Member Stress Check Data. . Member Label A B C Unbraced Lengths Lu Z ft Lu XV 8 125 8 125 12330 12330 8 1M 8 125 Slenderness Factors AISC B K Z K XY C 1 00 1 00 1 nn 1 00 In 1 00 In 1 nn in ending & Stability Factors m Cb ternal Internal erpal Internal Materials . Member Label Default Steel Youngs ksi 29,000 00 29,000 00 Density kef 0490 0490 Thermal in/100d 0 000650 0 000650 Yield ksi 3600 3600 section sections... Prop Label Group Tag Default W12x40 Column W12x40 Beam W12x40 Material Default Steel Steel Steel Area 1 000 ir>2 ^ 11 800 fn2 11 800 in2 11 800 in2 Depth Width 0 000 In 0 000 in 11 940 In 8 005 In 1 1 940 In 8 005 In 1 1 940 in 8 005 In Tf Tw 0 000 )n 0 000 In 0 515 fn 0 295 In 0515 in 0 295 In 0515 In 0 295 in fxx lyy 1 00 in4 000 In4 310 00 In4 44 10 in4 310 00 In4 4410 in4 31000 m4 44 10 m4 Member Point Loads... Member Label Magnitude Distance from "I" Node Load Direction #1 Load Case Factors #2 #3 #4 #5 6400k 0000ft Local x 1000 Member Distributed Loads.... Member Label Load Magnitudes Start Finish Load Extents Start Finish ft ft Load , Direction Load Case Factors #2 #3 #4 #5 B -0800 -0 800 k/ft 0000 12330 Global Y 1 000 Load Combinations. Load Combination Description , Stress Increase Gravity Load Factors X Y #1 Load Combination Factors #2 #3 #4 Basic 1 000 -1 000 1000 (c) 1988-2001 ENERCALC C \FastFram\lot 7 fr d FFW V509 SAGER ASSOCIATES 109 E HARVARD ST GLENDALE, CA91205 Title Job# Description Dsgnr Date 335PM, 19APR04 FastFrame 2-D Frame Analysis v5o9.Page 2 Node Displacements & Reactions Node Label 1 2 3 4 Load Combination Basic Basic Basic Basic Node Displacements X Y Z m in Radians 0 00 00016 9,310 E-014 -000152 -000032 0 -000152 000032 0 0 -000016 Node Reactions X Y k k 091018 550578 -931018 0 091016 0 -091018 550578 Z k-ft 0 0 0 0 Member End Forces Member Label A B C Load Combination Basic Basic Basic Node " 1 " End Forces Axial Shear Moment k k ft-k 5 50578 -8 40000 5 17954 -091018 0 517954 739519 091018 739519 Node " J " End Forces Axial Shear k k -517954 091018 '.364E-010 517954 -550578 -091018 Moment ft-k -7 39519 -7 39519 0 Steel Stress Checks . Member Label A B C Load Combination Basic Basic Basic Overall Maximum 0094 0100 0092 Member Overall Envelope Summary Member Label A B C Section Column Beam , Column Axial k 5506 5180 @ Left End 1/4 Span 1/2 Span 3/4 Span @ Right Enc 0022 0039 0056 0074 009 0079 0048 0099 0074 004' 0 092 0 075 0 058 0 040 0 02> Shear 0018 0102 0018 Shear Moment Deflection Maximum k ft-k in Stress Ratio 0910 7395 0006 5180 9368 0022 0910 7395 0007 0094 0100 0092 -> Deflection values listed ana the maximum of a sampling of 31 points across the member (C) 1988-2001 ENERCALC C \FastFram\lot 7 fr d FFW V509 N 5558'47"E 80 Off ; 53 eager associates engineers & consultants PRO. IFfrriON TITLE flpnRFRS Sheet No of Prepared Checked Project No TSv Date I .(• -i& 6-? OWNER STRUCTURAL CALCULATIONS FOR PROPOSED NEW 4 UNIT BUILDING OVER SEMI SUBTERRANEAN GARAGE @VILLASDELUZ LOTS 7 AND 8 MAPLE STREET CARLSBAD CALIFORNIA DAVID EGGEBRECHT PO BOX 21012 B]LLINGS,MONTANA,59104 ARCHITECT SOILS ENGINEER ENGINEER 4 DESIGN KENNITH CHRISS A.I A OCEANSIDE, CALIFORNIA EAST COUNTY SOIL CONSULTATION AND ENGINEERING INC 10925 HARTLEY ROAD 9 SUITE T' SANTEE , CALIFORNIA, 92071 619-258-7901 JONATHAN S AGHERIAN SAGER ASSOCIATES 109 E. HARVARD STREET SUITE 306 GLENDALE,CALIFO] 818502-0222 RCE 37138 EXP 6/30/2004 r— — iSH_JU engineers Q. consultants pnn.tFHTION TITLE \"LJr,f * 1 ' annnPRR VuCXo — C^l o ( Lss\^ V_^yx ^ /> h-^tfl , CfiQ . " ( Sheet No Prepared Checked Project No 1 of </V Date i^ll^nt »^ \ <r -o c GENERAL NOTES:-z> - '» GENERAL: 1) ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE UNIFORM BUILDING CODE, LATEST EDITION, AND ALL OTHER APPLICABLE REQUIREMENTS ORDERS, ORDINANCES AND REGULATIONS. 2) THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. 3) UNLESS SHOWN OR NOTED OTHERWISE, TYPICAL DETAILS AND GENERAL NOTES SHALL BE USED WHENEVER APPLICABLE. 4} UNLESS SPECIFICALLY DETAILED ON THESE DRAWINGS, CONTRACTOR SHALL FURNISH ADEQUATE SHORING, BRACING, ETC. AS REQUIRED TO SAFELY EXECUTE ALL WORK, AND SHALL BE FULLY RESPONSIBLE FOR SAME. 5) COPIES OF ALL INSPECTION REPORTS, TEST RESULTS, ETC. SHALL BE SENT TO THE STRUCTURAL ENGINEER. 6) ANY CONFLICT BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS MUST BE VERIFIED WITH ENGINEER BEFORE CONSTRUCTION CAN PROCEED. FOUNDATION: 1) FOUNDATION DESIGN IS BASED ON AN ALLOWABLE BEARING PRESSURE OF 2750 PSF TO A MAXIMUM 6000 PSF PER SOILS REPORT AND ADDENDUMS BY EAST COUNTY SOIL CONSULTATION AND ENGINEERING , INC 2) FOR EXPANSIVE SOILS ALL FOOTINGS SHALL BE EMBEDDED 24 IN MINIMUM BELOW EXISTING FINISHED SURFACES. CONCRETE: 1) ALL CONCRETE SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS, BASED UPON AN APPROVED LABORATORY DESIGNED MIX: A. ALL CONCRETE TO BE 150# CU. FT., EXCEPT AS NOTED OTHERWISE. B. SLABS ON GRADE, STAIRS ON GRADE 2500 PSI C. PAD FOOTINGS, WALL FOOTINGS 2500 PS I D. STRUCTURAL TOPPING 4000 PSI F. CAST-IN-PLACE CONCRETE BEAMS, COLUMN ,WALLS 4000 PSI G. PRECAST MEMBERS SEE ATTACEHD SPANCRETE SPECS 2} CONTINUOUS INSPECTION BY A REGISTERED DEPUTY BUILDING INSPECTOR IS REQUIRED FOR ALL CONCRETE GREATER THAN 2500 PSI. 3) PORTLAND CEMENT SHALL CONFORM TO ASTM C-150. 4) DRYPACK GROUT SHALL BE A 1:2 1/2 CEMENT-SAND MIX. 5) LOCATION OF ALL CONSTRUCTION JOINTS MUST BE APPROVED BY THE ARCHITECT ' "IF NOT SHOWN ON THE DRAWINGS. 6) NO PIPES OR DUCTS SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED, SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVE LOCATIONS. 7) ALL MISCELLANEOUS IRON APPURTENANCES, ANCHOR BOLTS, INSERTS, ETC. SHALL BE SECURELY WIRED OR OTHERWISE ANCHORED IN PLACE PRIOR TO POURING. SEE ARCHITECTURAL SHEETS FOR NOTCHES, GROOVES, CHAMFERS, ETC. 8) EXPOSED CONCRETE TO HAVE 3/4" CHAMFER AT CORNERS. 9) ONLY ONE GRADE OF CONCRETE TO BE ON THE SITE AT ANY ONE TIME. REINFORCING STEEL: 1) ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615 GRADE 60. 2) REINFORCING BARS SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVER: A. CONCRETE POURED AGAINST EARTH 3" B. CONCRETE AGAINST EARTH, BUT FORMED 2" C. CONCRETE EXPOSED TO WEATHER 1-1/2" D. CONCRETE SLAB 1" 3) PROVIDE SPACER BARS, CHAIRS, SPREADERS, ETC. AS REQUIRED TO HOLD THE STEEL SECURELY IN POSITION. 4) REINFORCEMENT MARKED CONTINUOUS MAY BE SPLICED BY LAPPING 30 BAR DIAMETERS IN CONCRETE AND 40 BAR DIAMETERS IN MASONRY, UNLESS NOTED OTHERWISE. STAGGER SPLICES IN ADJACENT BARS 4'-0" MINIMUM. MASONRY: 1) CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90 LOAD BEARING. TYPE TO BE CHOSEN BY ARCHITECT. 2) MASONRY, TYPE "S" MORTAR, AND GROUT SHALL CONFORM TO THE PROVISIONS OF THE LOS ANGELES COUNTY BUILDING CODE. 3) ALL MASONRY UNITS SHALL BE CLEAN AND FREE OF ANY SUBSTANCE THAT MAY IMPAIR BOND. 4) PEA GRAVEL GROUT SHALL CONSIST OF 1 PART PORTLAND CEMENT, 1/10 PART MAXIMUM HYDRATED LIME PUTTY, THREE PARTS SAND, AND TWO PARTS PEA GRAVEL, AND SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 POUNDS PER SQUARE INCH AT 28 DAYS. 5) GROUT ALL CELLS CONTAINING REBARS, BOLTS, ANCHORS, ETC. t6) WHERE THE GROUT POUR EXCEEDS 4'-0" IN HEIGHT, CLEAN OUT HOLES SHOULD1 Bfc PROVIDED. 7) CONTINUOUS INSPECTION IS NOT REQUIRED UNO . 8) F'M = 1500 PSI. 9) FULL HEAD AND BED JOINT FOR ALL SOLID GROUT WALLS. WOOD: 1) ALL LUMBER - DOUGLAS FIR LARCH, EXCEPT AS NOTED. 2) BEAMS AND POST - #1 GRADE, EXCEPT AS NOTED. 3) JOISTS AND RAFTERS, #2 GRADE, EXCEPT AS NOTED. 4) STUDS - CONSTRUCTION GRADE. 5) PLYWOOD DOUGLAS FIR - P.S. 1-93. 6) ALL PLYWOOD USED ON WALLS, ROOFS, AND FLOORS INCLUDING UNDERLAYMENT SHALL BE BONDED WITH EXTERIOR GLUE. 7} SILL PLATES - PRESSURE TREATED D.F. 8) SILL PLATE BOLTS - 1/2" DIA. X 10" AT 2'-0" O.C. AND NOT OVER 9" FROM END OF EACH PIECE. 9) HOLES FOR BOLTS - SAME SIZE AS BOLT OR 1/16" LARGER. 10) BOLTS TO HAVE 2 4 x 2 % PLATE WASHERS . 11) SCREWS AND LAG BOLTS SHALL NOT BE HAMMERED INTO PLACE. 12) 2" AND 3" CROSS BRIDGING AT 10'-0" FOR ROOF JOISTS 8'-0" FOR FLOOR JOISTS. APPROVED METAL BRIDGING MAY BE USED IN LIEU OF WOOD BRIDGING. 13) 2" SOLID BLOCK AT EACH SUPPORT. 14) NAILING SHALL CONFORM TO TABLE 23-II-B-I OF THE CODE. 15) ALL ROOF SHEATHING SHALL BE INSPECTED BEFORE APPLYING ROOFING TO INSURE SOUND BOARDS AND NAILING. 16) CUTTING OR NOTCHING OF BEARING WALL IS NOT PERMITTED WITHOUT ANALYSIS AND LIMITATIONS BY ARCHITECT OR ENGINEER. S' 'STRUCTURAL STEEL, MISCELLANEOUS IRON : 1) STRUCTURAL STEEL, MISCELLANEOUS IRON, AND STEEL TUBES SHALL CONFORM TO ASTM A-36. PIPE COLUMNS SHALL CONFORM TO ASTM A-53 GRADE "B" . 2) BOLTED CONNECTIONS SHALL CONFORM TO AISC SPECIFICATIONS, USING BOLTS CONFORMING TO ASTM A-307 AND CONNECTING MATERIAL CONFORMING TO ASTM A-36. 3) WELDING SHALL BE DONE BY THE SHIELDED ELECTRIC ARC PROCESS BY QUALIFIED AND APPROVED WELDERS. USE E-70 SERIES ELECTRODES. 4) WELDS SHALL BE UNIFORM IN SIZE AND APPEARANCE AND FREE OF PINHOLES, POROSITY, AND OTHER DEFECTS. 5) ALL WELDING IS DESIGNED FOR FULL STRESSES. SHOP WELDING SHALL BE PERFORMED IN A SHOP APPROVED BY THE BUILDING DEPARTMENT. FIELD WELDING SHALL BE DONE UNDER CONTINUOUS INSPECTION OF A REGISTERED DEPUTY BUILDING INSPECTOR APPROVED BY THE CITY OF CARLSBAD . sager associates engineers & consultants PROJECTION TITLE Sheet No Prepared Checked Project No **!? V- r/^A^ _, ^&s^> To specify your title block on trtese five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title. maple units Dsgnr Jonathan Description 4 yn;t budding O Job# Date- 2 33PM 1 FEB 04 Scope structural Rev 5103CM User KW 0603632 Ver 5 i 3 22 Jim 1999 Win32 (c) 1963 99 ENERCALC Page 1 c \enercalc\man(e ecw CalculationsTimber Beam & Joist Description ROOF FRAMING DESIGN- SLOPING WOOD ROOFS DL 17 PSF LL 20 PSF Timber Member Information .w^saas^aaji^^ Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status atiaSJSJiTiiE^r in in ft psipsi ksi RR1 2x10 1 500 9250 000 Douglas Fir - Larch 1,1500 950 1 ,800 0 1000 Sawn Repetitive RR2 2x10 1 500 9250 000 Calculations are designed to 1997 NOS and 1997 UBC Requirements ;^!Eaj£g£i£l^^&B£a^i&lJa^& *M&^m*Jto4s&^i&ttf*£^!^'ir4&^^m*ii*& iLr. .F^^&^^^^r^j^^jgJjMtflMa^.ifJ' RB1 RB2 6x10 5500 9500 000 Douglas Fir - Larch Douglas Fir Larch 1,1500 950 1 ,800 0 1 000 Sawn Repetitive 1 ,600 0 850 1 ,600 0 1 000 Sawn No 4x10 3500 9250 000 Douglas Fir -Larch - 1,6000 850 1,6000 1000 Sawn No Center Span Data ^3iE^'V^fi-i^-UgJJ'fegs^^X-7^^-a'!^*tfJg^»- Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable , I Reactions |ffia^cag?ga^fy^if^j£J!£k^a^ @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio S^ht*£_iJH*^ *---uAMi,& jgEgh'fe-*-i-Jj-.4-ra& ft #/ft #/ft 2200 1700 2000 Ratio = 0 8632 ^awzsiiati-gi in-k ft psi psi psi psi 2686 11 00 1 ,255 8 1 ,454 8 Bending OK 41 2 950Shear OK ^^^^ie^^^i^^'^&sc^'jf^i^S'i^fSBfui Ibs Ibs Ibs Ibs Ibs Ibs 18700 22000 40700 18700 22000 40700 Ratio OK jn in in ft -0503 5247 -0592 4460 -1095 11 000 241 1 aJ£f^j^'£<te.j^Eafl&iiai5gi3£a 1550 2260 2660 05698 1773 775 8289 1,454 8 Bending OK 373 950Shear OK SMg^f^-fctiJfss&zsftsffig 17515 20615 381 30 17515 20615 38130 Deflection OK -0165 1,1285 -0194 9588 -0359 7750 5184 hftt&L££B4T&Uf^'u^£3BBJ<£a£ 1950 8500 10000 07972 10552 975 1 ,275 5 1,6000 Bending OK 476 850Shear OK garaaas^aHSfe-sa^feraaas. 82875 97500 1 ,803 75 82875 97500 1 ,803 75 Deflection OK -0440 5321 -0517 4522 -0957 9750 2445 ^EraEJUat^^fr^li^fc^ate^fr^^S^^ jZO.^bA£ 1000 10000 10000 04622 •i>:**iMi^kJiW,i*S^^ 3000 500 601 1 1,9200 Bending OK 393 850Shear OK *H&ttHJiiA&3tfb&JdBJ£g^ 50000 50000 1 ,000 00 50000 50000 1 ,000 00 Deflection OK ^fafitov*6^spM"gfrgufrtan^aBp5^j -0061 1 ,969 9 -0061 1,9699 -0122 5000 9849 37 00 #/ft 1 1 I I I MMMIMM'' ' i i T T T T T M M M M 2200ft -0 O- Mmax = 26 86 m-k at 10 99 ft from left Dmax = -1 0951 in at 10 99 ft from left Rl mas = 406 999 Ibs Rr max = 406 999 Ibs 000 220 Local y Deflection (in) 1320 Location Along Member (ft) 1760 1980 2200 0000 Bending Moment (k-ft) 0 186 0119 0112 0074 0037 00 -0 037 0074 -0111 0 148 OOO" Shear Load { Location Along Member (ft] 1100 1320 1540 Location Along Member (ft) 1760 1980 2200 I) 49 20 #/ft Y Y t Y + Y Y Y Y Y Y Y Y ? Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y t Y Y Y Y Y Y t 4920#/ft 1550ft Mrnax = 17 73 m-k at 7 74 ft from left Dmax = -0 3588 in at 7 74 ft from left = 381299lbs = 381299lbs 0 00 1 55 Local y Deflection (in) 930 Location Along Member (ft) 1550 Bending Moment 775 930 Location Along Member (ft) 7 75 9 30 Location Along Member (ft) 18500#m 111!F t t T f T iT 1 i i i1 1till 'i • I i T f T ? i | 1 M + ' M 'Utti 1 11y T T 1 T 'f T 'IIT T T 1 18500#/ft 1950ft -0 0- Mmax = 10551 m-k at 9 74 ft from left Dmax = -0 9572 in at 9 74 ft from left R! max = 1803 749 !bs Rr max = 1803 749 Ibs 0 00 1 95 Local y Deflection (in) 585 5T5~ 11 70 Location Along Member (ft] Bending Moment (k-ft) 0828 0662 0497 0331 0165 9 75 11 70 Location Along Member (ft) 00 0 164, '" 0 328 ~ " -0 657 ~ Oo6"975 1170 Location Along Member (ft) 2oooo*ffl f : M ; T T T T JTTI11111111111, J1111 * 111111 ? T t ? T T M 200 oo m iooon -0 -0- Mrnax = 29 99 m-k at 4 99 ft from left Dmax = -0 1218 in at 4 99 ft from left Rl max = 999 999 Ibs Rr max = 999 999 Ibs 0 00 1 00 Local y Deflection (in) 600 Location Along Member (fl) 1000 Bending Moment (k fl) 0499 0399 0299 0 199 0099 00' -0099 -019B 0297' -0 396 ~ OOO" Shear Load (k) 500 6 00 Location Along Member (ft) 5 00 6 00 Location Along Member (ft) To specify your title block on *hese five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 unit building Jbb# Date 2 38PM, 1 FEB 04 Scope structural Rev 510301User KW-0603632 VefS 1 3 22-Jun-1999 Win32 (G) 19B3-99ENERCALC Description RB3 Steel Beam Design Page 1 | c \enercalc\maple ecw Calculations fisgsa^HEisjsseesa;:. General Information frg^t53^A^te5iiflJC^aa^^ Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section :W8X1 5 Pinned-Pmned Fy Load Duration Factor 36 00 ksi 1 00 Center Span Left Cant Right Cant Lu Unbraced Length 1650 ft 000 ft 000 ft 000 ft Point Loads Bm Wt Added to Loads Elastic Modulus LL & ST Act Together 29, 0000 ksi Dead Load Live Load Short Term Location #1 #2 1 028 1 200 8 250 #3 #4 #5 #6 #7 k kk ftciSS$£MS&&M&S$li&^&^-&£3Csm Using W6X15 section, Span = 16 50ft, End Fixity = Pmned-Pmned, Lu = 0 00ft, Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Fy = 36 Oksi LDF = 1 000 Actual 9 704 k-ft 9 837 ksi 0414 1 1 238k 0 623 ksi 0 043 . 1 Beam OK Static Load Case Governs Stress Allowable 23 438 k-ft 23 760 ksi 28612 k 14 400 ksi Max Deflection Length/DL Defl Length/{DL+LLDefl) -0 277 in 1,4401 1 7151 1 Force & Stress Summary J^ja^gpijgj'flTEi'frBg&iyiff:'^^ Max M + Max M * Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1 5-1 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 9 70 k-ft 1 24k 124k -0 277 m 0000 in 0000 in 0000ft 1 24 124 K*L7r < Cc W8X15 8110m 4015m 0 245 in 0315m 444m2 is^jtfjaajft»^tPA&jjaaja^ «- These columns are Dead + Live Load placed as noted --» DL Only tf 475 064 064 -0137 0000 0000 0000 064 064 Weight l-xx l-yy S-xx S-yy LL 3> Center 970 124 1 24 -0277 0000 0000 0000 1 24 1 24 LL+ST S) Center -0277 0000 0000 0000 1 24 1 24 1508#ffi 48 00 in4 3 41 in4 1 1 837 in3 1 699 m3 LL Jgj Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ftk-ft k-ft k k 0000 in 0000 m 0 000 in 0000 m k k 3 288 in 0 876 in 1 030 m 222k 1650ft -0 Mmax = 9 70 k-ft Dmax = -0 2769 in Rmax = 1 238 k Vmax © left = 1 238 k Rmax = 1 238 k Vmax @ rt = 1 238 k 000 165 Local y Deflection (in) 990 Location Along Member (ft) 0 0 00 1 65 Bending Moment (k-ft) B 25 9 90 Location Along Member (ft) 1 238 0990 0743 0495 0247 00 -0247 ' -0494 0742 " -0989 ~~ ~~ OfflP StiearLoacl (k) 825 990 Location Along Member (ft) To specify your title block on tjifese five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 unit building Job# Date 2 43PM 1 FEB 04 Scope structural Rev 510301 User KW 0603632 VerS 1 3 22 Jun(c) 1983 99ENERCALC -TEES{ESSe^SErSB»J2S°6gE3ensSS3tES Description RB5 Page 1 c \enercalc\maple ecw CalculationsSteel Beam Design Ge neral J nf ormation Steel Section: W8X31 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements jfl^oa^^Bma'^'jjti'iaiB^JttisajaaatoM^ 3600ksi Center Span Left Cant Right Cant Lu Unbraced Length 2400 ft 000 ft 000 ft 000 ft Pinned-Pmned Bm Wt Added to Loads LL & ST Act Together Distributed Loads itA^^.fl^flijLj^itiiiftljStf^^ #1 DL 0 357 LL 0 336 ST Start Location End Location #2 #3 <iJ^fca^Jiari^-^nj^l^;_J #4 Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi a^A^^tf^i^ajifS^taSk^it "jiV.^"£rt^£J£^^ajaHiu&^ #5 #6 #7 k/ft k/ft k/ft ft ft |»-S»SfflttlBiHB£tSS3aaK 1 Summer §JWSSE8?FM!SWSira!Hira i*i&t-zK*&eMtfj?i ^^JUsing W8X31 section Span =24 Don, Fy = 360ksi End Fixity = Pinned-Pmned, Lu = 0 OOn, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 52 129 k-ft 22 747 ksi 0957 1 8688k 3 81 1 ksi 0265 1 Allowable 54 450 k-ft 23 760 ksi 32 832 k 14400ksi Beam OKStatic Load Case Governs Stress Max Deflection -1 694 in Length/DL Defi 3172 1 Length/(DL+LL Defl) 1700 1 Force & Stress Summary !• mr--.-™-^.*^^.^ ,0-=^™.-™.=.;.*.— P^, ['-• ^i^i^-*^-*«^^-r-|r'--|'|'"|^i-*---i-" *" ninn^-^, .f, ^nn.-T.^^i".?^^^ f*f--*Y* tfl-ii Tv^«-.J.-^j!in'-^». j ^|^^-^iT^r1VH->._1hj-w7ir,--ji.^.^ii^Uiilia^« JirlU, JiH fiflasirfinjaSLi" J.i'll^CUhnriXiiUlUi, ,^.JittWH3l=i£iaflili&3ii.iEfi ht^z^f^rni-jiaiaflrilhLaiu •rai,nUrEV'TrLi^i.-v™l «<- These columns are Dead + Live Load placed as noted ->=> Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Deft Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5-1 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 52 13 k-ft 869k 869k -1 694 m 0 000 m 0 000 m 0000 ft 869 869 K*L/r < Cc W8X31 8 000 in 7995m 0 285 in 0435m 913in2 DL Only tf 2794 466 466 -0908 0000 0000 0000 466 466 Weight l-xx l-yy S-xx S-yy LL J> Center 5213 869 869 -1694 0000 0000 0000 869 869 LL+ST a> Center -1 694 0000 0000 0000 869 869 31 01 #/ft 1100Qm4 3710m4 27 500 in3 9 281 m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0000 in 0 000 in k k 3471 in 2016 in 2180 in 069k/ft T T T T I T T TITMMTIIM UIII, JTTT T T T T I T T tut 069k/ft 2400ft-o-0- = 5212k-ft Dmax = -1 6942m Rrnax = 8 688 k Vrnax @ left = 8 688 k Rmax = 8 688 k Vmax @ rt = 8 688 k 0 00 2 40 Local y1 Deflection (in) 1410 Location Along Member (ft) Bending Moment (k ft) 8688 6950 5212 3475 1 737 00' -1 723 -3447 -5 171 -6894 ~~ ODD" Shear Load (k) TOO 14 40 Location Alone Member (fl) 1920 2T6Q2400 960 1200 1440 1680 Location Along Member [ft) 1920 21 60 2400 j sager associates engineers B. consultants PROJECTION TITLE ADDRESS Sheet No Date Prepared Checked Project No U To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 un,t building Date Job# 246PM, 1 FEB 04 Scope structural Rev 510301User KW-0603632 VerS 1 3 22 JLJ 'c)19B3-99 ENERCALC TBiiiftBMiiMraiiafflaafflaieFB Description 1999 Win32 Steel Column Page 1 c \enercalcVmaple ecw Calculations COLUMN UNDER ROOF BEAM RB5 DOUBLE HEIGHT COLUMN H=19FT Genera! Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements IfttStttti^^&^r*^^*^^'-*0^^^ Steel Section TS6X6X1/2 Fy 36 00 ksi X-X Sidesway Restrained 1 Duration Factor 1 000 Y-Y Sidesway Restrained Column Height 1 9 000 ft Elastic Modulus 29,000 00 ksi EndFixity Pin-Pin X-X Unbraced 19000ft Kxx 1000 Live & Short Term Loads Combined Y-Y Unbraced 0 000 ft Kyy 1 000 Loads Axial Load. Dead Load 4 66 k Live Load 4 03 k Short Term Load k Ecc for X-X Axis Moments in Ecc for Y-Y Axis Moments in 1 Summary | Section TS6X6X1/2, Height = 19 00ft, Axial Loads Unbraced Lengths X-X= 1900ft, Y-Y= 000ft Combined Stress Ratios Dead AISC Formula H1 -1 AISC Formula HI -2 AISC Formula H1 -3 00357 Column Design OK DL= 466, LL= 403, ST = 000k, Ecc = 0 000m Live DL + LL DL + ST + f LL if Chosenl 0 0309 0 0667 0 0667 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc YYAxis Fa calc'd per 1 5-1. K*L/r < Cc Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F31] fb xx Actual Fbyy Allow [F31J fb yy Actual I'^ll-^Jdt.M^rti^it&.&^&f^^Tit^s;!^^ Dead Live DL 1253 ksi 1253 ksi 0 45 ksi 0 39 ksi 23 76 ksi 23 76 ksi 0 00 ksi 0 00 ksi 23 76 ksi 23 76 ksi 0 00 ksi 0 00 ksi + LL DL + Short 1253 ksi 084 ksi . 23 76 ksi 000 ksi 2376 ksi 000 ksi 1253 ksi 0 84 ksi 23 76 ksi 0 00 ksi 23 76 ksi 0 00 ksi Analysis Values F'ex DL+LL 13,949 psi F'ey DL+LL 99,999,999 psi F'ex DL+LL+ST 13,949 psi F'ey DL+LL+ST 99,999,999 psi Max X-X Axis Deflection 0 000 in Section Properties TS6X6X1/2 Depth 6 00 in Width 6 000 in Thickness 0 500 in Cmx DL+LL 060 Cm y DL+LL 0 60 Cmx DL+LL+ST 060 Cmy DL+LL+ST 060 at 0 000 ft Max Y-Y Axis Deflection Weight 3533#/ft Area 1040m2 Cbx DL+LL Cby DL+LL Cbx DL+LL+ST Cby DL+LL+ST 0 000 in at 1 75 1 75 1 75 1 75 0000ft l?^j^-.^^B-?,-C&-J,M.- _lfe^ K^-it-g-_ fr^Jif^^.QiEii&Lt.^tttitoJg^iregfta JUfSJUJ^hiaB— ^iri-3 l-xx 50 50 in4 l-yy S-xx S-yy r-xx r-yy 50 50 m4 16833m3 16833in3 2 204 in 2 204 in Axiai DL = 4 66k Axial LL = 4 03k 1900ft •— 1 hH-JLJ engineers S. consultants PROJECTION TITLE Annnpc;^ Sheet No 2 Prepared Checked Project No "•W of Dale (o*/ V—' ~1 f j^_ Ir^-f f* ^^r< £ , -ZJ-DO OB 3 L-V 9599 N «n Q, &?$ 3*=3 20 09 3,03,6995 N PROJECTION TITLE ADDRESS 4®(i 6 3 Oru>-^ "j To specify your title block on these five lines, us$ the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 umt building Job# Date 2 54PM, 1 ^EB 04 Scope structural Rev 510301 User KW-0603632 Vei 5 1 3 22 J(,n 1999 Win32{c,19E399ENERCALC Steel Beam Design Description Page 1 c \enercatc\mapte ecw Calculations FB3 SUPPORTING BALCONY LOADING General Information Steel Section :W10X22 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 2400 ft 000 ft 000 ft 000 ft Pmned-Pinned Bm Wt Added to Loads LL & ST Act Together ^3iJ5SC5Eamimii«a3a3^iiaai^Uiijj^ Fy Load Duration Factor Elastic Modulus 36 00 ksi 1 00 29,000 Oksi #1 #2 #3 #4 DL LL ST Start Location End Location #7 0140 0 337 k/ft k/ft k/ftnft ^^fti^ss^tss^^j^smm^^a^at^sis^u1 Summary | Using W10X22 section, Span = 24 00ft End Fixity = Pmned-Pmned, Lu = 0 00ft, Moment fb Bending Stress fb/Fb Shear fv Shear stress fv/Fv Fy = 36 Oksi LDF = 1 000 Actual 35931 k-ft 18581 ksi 0782 1 5989k 2 454 ksi 0170 1 Allowable 45 947 k-ft 23 760 ksi 35 148 k 14400 ksi Beam OKStatic Load Case Governs Stress Max Deflection -1 089 in Length/DL Defl 8147 1 Length/(DL-i-LL Defl) 2646 1 Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Den Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 35 93 k-ft 599k 599k -1 089 m 0 000 in 0 000 m 0000ft 599 599 1 94 194 -0353 0000 0000 0000 1 94 194 «- These columns are Dead + Live Load placed as noted -» LL © Center 3593 599 599 -1 089 0000 0000 0000 599 599 LL+ST © Center -1089 0000 0000 0000 599 599 LL @ Carrts^ 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ftk-ft k k 0000 in 0 000 in 0 000 in 0000 in k k Fa calc'd per 1 5-1, K*Ur < Cc Section Properties W10X22 Depth Width Web Thick Flange Thickness Area 10170m 5 750in 0240 in 0 360 in 649in2 Weight I -XX l-yy S-xx S-yy 22 04 #/ft 11800in4 1 1 40 in4 23 206 m3 3 965 in3 r-xx r-yy Rt 4 264 in 1 325 in 1 510 in T T 2400ft -0 o- Mmax = 35 93 k-ft Dmax = -1 0886 in = 5 988 k Vmax @ left » 5 988 k Rmax = 5 988 k Vmax @ rt = 5 988 k 0 00 2 10 Local' y Deflection (in) •180 1440 1680 Location Along Member (ft) Bending Moment (k-ft) 5988 4790 3593 2395 1 197 00' -1 188 -2 376 -3 564 -4752 ooo" " Shear Load (k) TZOtT 14 40 Location Along Member (ft) 1920 2T602400 430 1200 1440 Location Along Member (ft) 1920 Floor Joist Span Tables 40 psf Dead Load and 125 psf Live Load I Member 600 S 162-33 6QOS2QO-33 600S 162-43 600S200-43 6005250-43 600S 162-54 600S200-54 600S250 54 600S 162-68 6003200-68 6005250-68 6003162-97 600S200 97 600S250-97 800S1 62-33 800S200-33 8005162-43 8005200-43 800S250-43 8003162-54 8005200-54 800S250-54 800S1 62-68 800S200-68 8003250-68 80051 62-97 600S200-97 8005250-97 1000S162-43 1000S200-43 1 0003250-43 10QOS1 62-54 1000S200-54 1000S250-54 1000S 162-68 1000S200-68 1000S250-6S 1000S1 62-97 1000S20Q-97 10005250-97 1200S162 54 12005200-54 1200S250-54 12003162-68 1200S200-66 1 2005250-68 1200S 162-97 12003200-97 1200S250-97 . Live Load De '^y'^SIngle^SpaX^,-^ T<.Spacing (in) oc 12 16 24 6' 9" e 5' 6" e 3' 8" e 7' 0" e 5' 6" e 3' 8" e 8'2ne 7'1"e 5' 9" e 8' 4" e 7'2"e 5'1D"e 8' 6" e 7' 4" e 6' 0" e 10' 0" 9'V'e 7'5"e 10' 6" 9'6"e 7' 9" e 10' 11" e 9' 10" e 8' 0" e 10' 8" 9' 8" 8' 6" e 11' 3" 10' 2" B'11"e 1V 9" 10' 8" 9'0"e 11' 10" 10' 9" 9' 5" 12'6" 1V 4" 9' 11" 13' 1" IV 11" 10' 5" 5' 6" e 4' 1"s 219" e 5' 6" e 4' 1° e 2' 9" e 9' 7" e 8' 3" e 6' 1" e 10' 1" e 8'9"e 6'1"e 10 2" e 8'10"e 6'1"e 12' 7" e 11' 3" e 9' 2" e 13' 2" e 1T6"e 9' 5' e 13' 6" e 11' 9" e 9' 7" e 13' 6" 12' 3" e 10' 8" e 14' 2" 12' 10" e 11' 2" e 14' 9" 13' 5" e 11'0"e 15' 0" 13' 7" 11' 11" 15' 9" 14' 3' 12' 6" 16' 5" 14' 11" 13' 0" 9' 8' e 7' 3" e 4' 10" e 9' S"e 7' 3" e 4' 10"e 9' 8" e 7' 3" e 4' 10" e 14'4"e 12'5"e 9' 7" e 14' 9" a 12' 9" e 9' 7" e 15'0"e 13'0"e & 7" e 16' 3" e 14' 9" e 12' 2" e 16'11"e 15'5"e 12' 10" 6 17'7"e 15'6"e 12'8"e 18' 1" 16' 5" 14' 4" 18' 10" 17' 2" 15'0"e 19' 8" 17' 10" 15' 7" Q 15' 7" e 12'0"e 8'0"e 16' 0" e 12' 0" e 8' 0" e 16'0"e 12' 0" e 8'0"e 18'10"e 16' 4" e 13' 4" 9 IS' 8" a 17' 2" e 14' 0" e 19' 6" e 16' 10" e 13' 9" e 21' 1" 19' 2" 16' 9" e 21' 11" 19' 11" 17' 5" e 22' 9" 20' 8" 18'1"e lection L/360 1 LfATwo EtJual Spans'" sjfj , Spacing (in) o c 12 , 16 24 5' 5" a 4' 4" a 2 11" a 5' 6" a 4' 4" a 2' 11" a 8' 2" a 7' 0" a 5' 3" a 8' 4" a 7' 1 " a 5' 3" a S' 6" a 7' 2" a 5' 4" a 10' 7" 9' 2" 7' 5" a 11' 0" 9' 6" 7' 9" a 11' 4" 9' 10" 8'0"a 12' 0" 10' 11" 8' 11" 12' 7" 11' 6" 9' 4' 12' 8" 11' 0" 9'0" 13' 4" 12'1" 10' 7" 14' 0" 12' 9" 11 1" 14' 9' 13' 4" 11' 10" 4' 4" a 3' 3" a 2' 2" a 4' 4" a 3' 3" a 2' 2" a 8' 3" a 6' 8" a 4' 10" a 8' 6" a 6' 10' a 4' 10" a 8' 7" a 6' 10" a 4' 10" a 13'0"i 10' 10" a 8'1"a 13' 4" a 11' 0" a 8' 2" a 13' 6" a 11' 1" a 8' 3" a 15' 2" I 13' 5" 10' 11" a 15' 10"i 14' 0" 11' 5" a 15 6"i 13' 5" 11' 0" a 16'10"i 15' 3" 13' 2" i 17' 8"i 16'0" 13' 11": 18' 5" i 16' 9" t 14' 4" i T 8" a 5' 9" a 3' 10" a 7' 9" a 5' 9" a 3' 1 0" a 7' 9" a 5' 9" a 3' 10" a 12' 9" a 10' 3" a 7' 6" a 12'11-a 10' 5" a 7'7'a 13' 1" a 10' 6" a 7' 7" a 17' 3" 14' 11" a 11 '8" a 18' 2" 15' 9" a 12' 0" a 17' 11" 15'6"a 11'11"a 20' 3" 18' 5'i 15'7"i 21' 2" 19' 3" i 16' 5' i 22' 1" 20' 1' i 16' 10" i 12' 0' a 9' 7" a 6' 4" a 12' 2" a 9' 7" a 6' 4" a 12' 4' a 9' 7" a 6' 4" a 18' 6" a 15' 2" a 1V 3" a 1ST a 15'7'a 11'6"a 18' 11° a 15' 5" a 11' 5" a 23'S"( 21' 11" 17' 11" i 24' 8" i 22' 5" i 1 8' 9" a 25' 7" i 23' 3' 1 9' 2" a Live Load De JAiJi;_/,^Slngle.SpanI~>-'1!'7'-'3A Spacing (in) o c 12 16 24 6' 9' e 5' 6' e 3' 8" e 7'0"e 5'6"e 3'3'e 8'2"e 7'1"e 5' 9" e 8'4"e T 2" e 5' ID" e 8'6'e 7'4"e 6'0"e 9' r 8'3'e 7'2"e 9' 6" 8' 8" e 7' 6'e 9' 11" 9'0"e 7 10" e 9' 6" 8' 10" 7' 8" 10' 2" 9' 3" 8'1" 10' 8" 9' 9" 8' 6' e 10' 9" 9' 9 8' 6" 1V 4" 10' 4" 9'0" 1V 11" 1010" 9' 5" 5'6"e 4'1"e 2' 9" e 5'6"e 4' 1" e 2' 9" e 9' 7" a 8'3"e 6'1"e 10' 1"e 8' 9" e 6' V e 10' 2" e 8' 10" a 6'1"a 11'5"e 10'4"e 9' 1" e 11'11"e 10'10"e 9'5'g 12' 5" e 11' 3" e 9' 7" e 12' 3" 11' 2" 9'9"e 12' 10" 1V 8" e 10' 2" e 13' 5" 1£'2"e 10'8"e 13' 7" 12' 4" 10' 10" 14'3" 13'0" 11'4" 14' 11" 13' 7" 11' 10" 9' 8"e 7'3"e 4' 10" e 9' 8" e 7 3" e 4' 1 0" e 9'8"e 7' 3" e 4'10"e 13' 9" e 12' 5" e 9' 7" e 14' 4" e 12'9"e 9'7"e 14'11"e 13'0"e 9' 7" e 14' 9" 6 13' 5" e 11'8"e 15' 5" e 14'0"e 12' 2' e I6'0"e 14' 6" e 12' 8" e 16' 5" 14' 11" 13' 0" 17' 2" 15' 7" 13' 7" 17' 10" 16' 3" 142" 15' 7* e 12'0"e 8'0"e 16'0"e 12'0"e 8' 0" e 16'0"e 12'0"e 8'0"e 17' 2" e 15' 7" e 13' 4" e 17'ire 16'3ae 14' 0" e 18' 7" e 16'10"e 13' 9" e 19' 2" 17' 5" 15'2"e 19' 11" 18' 1" 15'10"e 20' 8" 18' 10" 16'5"e flection U480 T -J" TWO Equal Spans \ Spacing (in) o c '12 16 24 5' 5" a 4 4" a 2' 11" a 5' 6" a 4' 4- a 2 1!" a 8' 2" a 7' 0" a 5' 3" a 8' 4" a 7' T a 5' 3" a 8' 6" a 7' 2" a 5' 4" a 10' 2" i 9' 2" 7' 5" a 10' 8" i 9' 6' 7' 9" a 11'2"i 9 10" B'O" a 10' 11" i 10' 11" 8' 11" 11' 6"i 10' 5" 9'1" 12'0"i 10' 11" ,9'0" 12' 1" 11' 0" 10' 8" 12' 9" 1V 7" 10' 1" 13' 4" 12' 2" 10' 7" 4r 4" a 3' 3" a 2' 2" a 4 4" a 3' 3" a ' 2' 2" a 8' 3' a 6' 9" a 4' 10" a 8' 6' a 6' 10' a 4' 10" a 8' T a 6' 10" a 4' 10" a 12'10"i 10'10"a 8'1"a 13' 4" a 11' 0" a 8' 2" a 13' 6" a 1V 1" a 8' 3" a 13'9*i 12'6"i 10'11"a 14'5"i 13 1"i 11'5"a 1ST i 13'5"i 11'0"a 15'3"t 13' 11"! 12'2"i 16'0"i 14'7"i 12'9'i 16 9"i 15'3" I 13'4"l 7' 8" a 5' 9" a 3' 10" a 7' 9" a 5' 9" a 3' 10" a T 9" a 5' 9" a 3' 10" a 12' 9" a 10' 3" a 7' 6" a 12'11"a 10'5"a 7'7"a 13' 1" a 10' 6" a 7' 7" a 16' 7" i 14' I1"a 11'8"a 17' 3" i 15' 8" a 12' 0' a 17' 11"! 15'6"a 11'11'a 18' 5" i 16' 9" i 14' 7" i 19' 3" i 176") 15' 3" i 20' 1"i 18' 2"i 15' 11' i 12 0"a 9' 7" a 6' 4" a 12 2" a 9' 7" a S1 4" a 12' 4" a 9' 7" a 6' 4" a 18' 6" a 15' 2" a 11' 3" a 19'1"a 15'7"a 11'6"a 18' 11" a 15' 5" a 11' 5" a 2V 6"! 19' 6"i 17' 1") 22' 5" i 20' 4' i 17' 9" i 23' 3" i 21' 1" i 18' 5" i " e" Requires web stiffeners at end supports " i" Requires web stiffeners at interior supports " a" Requires web stiffeners at ail supports See page 31 for Allowable Floor Joist Span Table Notes Header Load Tables Header Allowable Uniform Loads (Ib/ft) Yield Strength >• Section (ksi) 800S137-33 33 800S1 62-33 33 800S200-33 33 800S137-43 33 800S162-43 33 8003200-43 33 800S250-43 33 800S1 37-54 33 8003162-54 33 800S200-54 33 8003250-54 33 8QOS137-54 SO 8003162-54 50 80QS20D-54 50 8003250-54 50 800S1 37-68 33 8003162-68 33 800S200-68 33 6003250-68 33 800S1 37-68 50 8003162-68 50 8003200-68 50 8003250-68 50 8003137-97 33 8003162-97 33 800S200-97 33 800S250-97 33 8003137-97 50 8003162-97 50 8003200-97 50 800S250-97 50 I^^Hi^SWBS&V^'MMS^ 10003162-43 33 1000S20D-43 33 10003250-13 33 1000S1 62-54 33 10003200-54 33 1 0003250-54 33 1000S162-54 50 1000S200-54 50 1000S250-54 50 1000S1 62-68 33 10005200-68 33 1 0003250 68 33 10003162-68 50 1 0003200-68 50 1000S250-68 50 10003162-97 33 10003200-97 33 1000S250-97 33 10003162-97 50 10003200-97 50 10005250-97 50 ^^^T^^JL'iM'Hy^^^^ "STOlESil^^rT 1200S162-54 33 12003200-54 33 12003250-54 33 12003162-54 50 12003200-54 50 1200S250-54 50 12003162-68 33 1200S200-68 33 12003250-66 33 12003162-68 50 12003200-68 50 12003250-68 50 1200S162-97 33 12003200-97 33 12003250-97 33 12003162-97 50 12003200-97 50 12003250-97 50 SPANa (ft) 4 (ft) 606 e 454 e 606 e 454 e 606 e 454 e 1344 e 1008e 1344 e 1008e 1344 e 1008e 1344 e 1005 e 2674 e 2005 e 2674 e 2005 e 2674 e 2005 e 2674 e 2005 e 2674 e 2005 e 2674 e 2005 e 2674 e 2005 e 2674 e 2005 e 5397 e 3061 e 5397 e 3367 e 5397 e 3774 e 5397 e 3688 e 5397 e 4048 e 5397 e 4048 e 5397 e 4048 e 5397 e 4048 e 7865 e 4424 e 8632 e 4856 e 9647 e 5426 e 10675e 6005 e 1 1588 e 6518 e 12761 e 7178e 14314e 8052 a 148328 8557 e y^W&Stf&MfflfflBSlJ^KWk^^"afr "^"maaf r vft:'nrhi'iP*a^ s-.-*aag*d»B^?ranT'1069 e 801 e 1069e 801 e 1069 e 801 e 2124 e 1593 e 21246 1593 e 21246 1593 e 21246 1593 e 2124e 1593 e 2124e 1593 e 4278 e 3208 e 4278 e 3208 e 4278 e 3208 e 4278 e 3206 e 4278 e 3208 8 4278 e 3208 e 12049 e 6785 e 12049e 7493 e 12049 e 8199 e 12614 e 9460 e 1261 4 e 9460 e I2614e 9460 e!^'J!itKi''3e!^&M-S^3£^:1-CTiKffit5W 1761 e 1321 e 1761 e 1321e 1761 e 1321 e 1761 e 1321 8 1761 e 1321 e 1761 e 1321 e 3543 e 2657 e 3543 e 2657 e 3543 e 2657 e 3543 e 2657 e 3543 e 2657 6 3543 e 2657 e 10418 a 78146 10418 e 78146 10418 e 78146 10418e 7814e 10418 e 7814 e 10418 e 7814e 5 (ft) 6 (ft) 8 (ft) 363 e 303 e 227 e 363 e 303 e 227 e 363 e 303 e 227 a 806 6 672 e 425 e 806 6 672 e 476 e 806 e 672 e 504 e 806 e 672 e 504 e 1541 e 1070e 602 e 1604 e 1178 e 663 e 1604 e 1324 e 744s 16046 1252e 704 e 1604 e 1337 e 778 e 1604e 13376 871 e 1604 « 1337 e 919 e 1604 e 13376 951 e 1959e 1360e 765 e 2155 e 1496e 841 e 241 5 e 1677e 943 e 2360 e 1639 e 922 e 2901 e 2014e 1076 e 3177 e 2206 e 1210 e 3238e 2415e 1358e 3197e 2220 e 1249 e 2831e 19666 1106e 3107e 2158 e 1214 e 3473e 2411e 1356 e 3843 e 2668 e 1501 e 4171 e 2897 e 1467 e 4594 e 3190e 1658e 5153e 3578 e 1912e 5477e 38036 21396 641 e 534 6 400 e 641 e 534 e 400 e 641 e 534 e 400 a 1274 e 10626 796 e 1274e 1062e 796e 1274e 1062s 796e 1274e 1062e 796e 1274e 1062e 796 B 1274e 10626 796 e 2567 e 2081 e 1170e 2567e 21396 1297 e 2567e 21396 1257e 2567e 2139e 1537e 2567e 21396 1604e 2567e 21396 1604B 43436 30166 16966 4795 e 3330e 1873e 5247 e 3644 e 2049 e 6420 e 4458 e 2507 e 7115 e 4941 e 2779 e 7500 e 5208 e 2929 e »Jfl''S(?iS3n3SS!SC:KB!3S3H2ISS:TJ!.''V lOsr-MSBEHWLV 1056s SSOs 660 e 10566 880e 660 e 1056e 8806 660 e 1056e 880 e 660 e 1 056 B 880 e 660 e 10566 8806 6606 2126 e 1771 e 1328s 2126 e 1771B 1328 e 21266 17719 13286 21266 17716 13286 2126e 1771 e 1328e 2126 6 1771 e 132B e 5751e 3994s 2246 e 6251 e 4365 e 2455 e 62516 4733 e 2662 e 6251 e 5209 e 3321 e 6251 e 5209 e 3643 e 10 (ft) 12 (ft) 174e 121 e 181 e 138 e 181e 148 e 272 e 189 e 305e 2118 340 e 236 e 346 e 240 e 385 e 258 e 424 e 290 e 476 e 331 e 451e 313 e 446 e 258 e 501 e 290 e 574 e 332 e 608 e 373 e 489e 31 8 e 538 e 358 e 603 e 41 1 e 590 e 409 e 550e 318 619 e 358 e 71 1 e 41 1 e 799 e 468 e 707 e 434 777 e 491 868 e 566 e 960 e 646 e 751 434 849 e 491 979 e 566 11176 646JMnJMawlfrf flSfffgJgi ffix.te&-i&S£<B^ffi%tfftffiffffii 320 e 258 e 320 e 267 e 320 6 267 e 524 a 364 e 594 6 41 2 e 599 e 41 6 e 637 s 474 e 637 Q 500 e 637 e 520 e 749 e 520 e 830 9 576 e 804 e 558 e 984 e 623 e 1095e 707 e 1 065 e 740 e 1085e 754 e 1198 a 832 e 1311 e 91 la 1483e 8586 1690e 978 e 1875e 11046Efsa'g^sa!^SB!S!iCTS5aBFcaK3ir!KSgaT 528 e 427 e 528 e 440 e 528 e 440 e 528 s 440 e 528 e 440 e 528 e 440 e 857 e 595 e 1063s 753 e 1044e 725e 1063e 818e 1063 e 885 e 1063e 872 e 1436e 398 e 1571 e 1091 e 1704 s 1183 e 2125e 1364e 2331 e 1538 e 6251 s 5209 B 3815 e | 2442 e 1695 e "e" Web stiffeners required at each support See page 37 for Header Load Table Notes 38 Web Crippling Load Tables -I Web Crippling Load Table Notes 1 Only members with stiffened flanges are considered 2 For multiple members, multiply the listed capacity of a single member by the number of members in the assembly 3 For back to back members, the distance between the web connectors and the flange shall be kept to a minimum 4 Values are for unpunched members and for punched members where the clear distance between the edge of bearing and the edge of the punchout is at least two times the depth of the web Web Crippling Conditions Condition 1 - End Reaction - One Flange (Pt Ld > 1 5 h) Condition 2 - Interior Reaction - One Flange (Pt Ld > 1 5 h) Condition 3 - End Reaction -Two Flange (Pt Ld < 1 5 h) Condition 4 - Interior Reaction - Two Flange (Pt Ld < 1 5 h) 39 SSMA Header Load Tables Header Load Table Note5 Deflection limit is L/360 Allowable loads have not been modified for wind or earthquake \0&d$ Headers are made from two "boxed" or back to back members . )e Allowable moment, shear and web crippling are based on twice the^ ^ inertia is based on twice the value of the single member Bearing length for web crippling = 1 " minimum Values are for unpunched members Members are assumed adequately braced for bending Allowable loads are for simply supported headers with uniform bend^lD ds °n V Check web crippling at point loads ^mber The moment of Boxed Header t5ack-to-Back Header Allowable Uniform^5 Section ' 5303162-33 5503162-43 5503162-54 5503162-54 5503162-68 5503162-68rrraKBfflanif^Ewraaf™ 6003137-33 600S1 62-33 6003200-33 6003137-43 600S 162-43 6003200-43 6003250-43 6003137-54 6003162-54 6003200-54 600S250-54 6003137-54 6003162-54 6003200-54 600S250-54 6003137-68 6003162-68 6003200-68 600S250-68 6003137-68 6003162-68 600S200-68 600S250-68 600S1 37-97 600 S 162-97 600S200-97 600S250-97 600 S 137-97 600S 162-97 6003200-97 600S250-97 Yield Strength •, (ksi) 33 33 33 50 33 50PTW^'d^ra3HB?v''V!T!'1i*i'grW'1K^j^ft^rtrfiaaqagffiysasffi., 33 33 33 33 33 33 33 33 33 33 33 50 50 50 50 33 33 33 33 50 50 50 50 33 33 33 33 50 50 50 50 3 (ft)U!ayaBI'!"BfHffliB893 e 1982e 2779 e 3643 e 3514 e 5176eiSBHSSWWiMBicSa.S!* 816 e 816 e 816 e 1810 e 1810e 1810 e 1810 e 281 2 e 3135 e 3566 e 3392 e 361 Oe 3610 e 3610 e 361 Oe 3562 e 3968 e 45066 4456 e 5274 e 5846 e 6475 e 5954 e 5108e 5685 e 6443 e 7229 e 7526 e 8403 e 9560 e 10277 e ^4tfjLj 670e 12326 15636 20406 19766 2911 errg'rtS^SfiSwSaik612 e 612e 612 e 12336 1357 e 1357e 13576 1581e 17636 20066 1908e 2269 e 23136 25DOE 2666e 2004 e 2232e 25346 2506e 2966s 32886 36426 33496 28736 31976 36246 40666 42336 47276 5377s 57B16 " ~^. 5 (ft)ES&iff&BMBISBBtlar*-.BESEHiafflBB^^ 536e ^ 769e 10006 13116 12656 1863e 489 e 489s 489 e 789e 889 e 919 e 967e 1012e 112B6 12836 1221e 14526 1480e 1600e 1706E 1282e 1428e 1622e 1604e 18986 21046 23316 21436 18396 20466 2319e 2602e 2709e 30256 3441 e 37006 fli"! 1u7i'!! ! 16] 16C «!*.» '- rfiilUL'lUn!!^JMjU^jEBgl'r'™3''' 308 e add egyu f 396 e 4-88 e48j>_S^^gBSgasw^* 2376 r5^4 PgD** c 308 6 3476 3596 3776 <JQ^ e^y*j c 440 e 501 e 477 e 4296 4886 566 e 641 e 501 e 558 e 6336 6266 cc^fl ei?^° *•* 601 e700 e 0076 715 799 006 e -1016 e 715 819 058 1l09_e_ inrctiiiiflff -S "e" Web stiffeners required at each support 37 $500 SSMA WWW.SSMA.COM STEEL STUD MANUFACTURERS ASSOCIATION ICBO ER-4943P PRODUCT TECHNICAL INFORMATION sager associates engineers S. consultants PROJECTION TITLE ADDRESS Sheet No "- of Prepared Checked Project No Dale 4 Floor Joist Span Tables 40 psf Dead Load and 125 psf Live Load Member 600S1 62-33 600S200-33 600S 162-43 600S200-43 600S250-43 600S 162-54 600S200-54 600S250 54 600S1 62-68 600S200-6S 600S250-68 6005162-97 600S200-97 600S250-97 800S 162-33 800S200-33 800S 162-43 800S200-43 8QOS250-43 800S1 62-54 800S200-54 800S250-54 800S1 62-68 8QOS200-68 80GS250-68 8003162-97 800S200-97 300S250-97 1000S1 62-43 10003200-43 1000S250-43 10003162-54 1000S200-54 1000S250-54 1000S1 62-68 1000S20Q-6B 1 0003250-68 100QS1 62-97 1000S200-97 10005250-97 1200S162-54 1200S200-54 12003250-54 12005162-68 12003200-68 12005250-68 12003162-97 12003200-97 1200S250-97 Live Load De \V ' ", Single Span^ ,_-' ''- { Spacing (in) o c 12 , 16 24 6' 9" e 5' 6" a 3' 8" e 7' 0" e 5' 6" e 3' 8" e 8'2"e 7' 1"e S' 9" e , 8'4"e 7' 2" e 5' 10" e 8' 6" e 7' 4" e 6' 0" e 10'0" 9' 1"e 7' 5' e 10' 6' 9' 6" e 7t9" e 10'11"e 9'10"e 8' 0" e 10' 8" 9' 8" 8'6"e 1T3" 10'2" 3'U"e 11'9" 10'8" 9'0"e IV 10" 10' 9" 9' 5" 12' 6" 1T4" 9' 11" 13' 1" 11' 11" 10' 5" 51 6" o 4' 1 ' e 2' 9" e 5' 6" e 4 1 " 6 2' 9" e 9'7"e 8'3'e 6'l"e 10'1"e 8'9"e 6'1"e 10' 2" e 8' 10" e 6' 1"e 12' 7" e 11' 3" e 9'2"e 13' 2" e 11' 6" e 9'5"e 13' 6" e 11' 9" e 9' 7" e 13' 6" 12' 3" e 10' 8" e 14' 2' 12'10"e 11'2"e 14' 9" 13' 5" e 11'0'e 15' 0" 13' 7" 11' 11" 15' 9" 14' 3" 12' 6" 16' 5" 14' 11" 13' 0" 9' 8' e 7' 3" e 4' 10" e 9'8"e 7'3"e 4'10"e 9'8"e 7'3"e 4' 10" e 14' 4" e 12' 5" e 9'7"e 14'9"e 12'9"e 9'7"e 15'0"e 13'0"e 9' 7" e 16' 3" e 14' 9" e 12' 2" e 16'11"e 15' 5" e 12'10"e 17'7"e 15'6"e 12' 8" e ia'1" 16'5" 14'4" 18' 10" 17' 2" 15'0"e 19' 8" 17' 10" 15' 7" e 15'7'e 12' 0" e 8'0"e 16'0"e 12'0"e 8' 0" B 16'0"e 12'0"e 8'0"e 18'10'e 16' 4" e 13' 4" e 19' 8" e ir2"e 14' 0* e 19' 6' e 16'10"e 13'9"e 21' 1" 19' 2" 16' 9" e 2V 11' 19'11" 17'5"e 22' 9" 20 8" 1 8' 1 " e lection L/360 " -^ "Two Equal Spans^r ' - Spacing (in) o c 12 16 24 5 5" a 4' 4" a 2' 11" a 5' 6" a 4' 4" a 2' 11 a 8' 2" a 7' 0" a 5' 3° a 8' 4" a 7' 1" a 5' 3" a 8' 6" a 7' 2" a 5' 4" a 10' 7" I 9' 2" 7' 5" a 11'0" 9' 6" 7 9" a 1V 4" 9' 10" 8'0"a 12' 0" 10' 11" 8' 11" 12' 7" 11' 6" 9' 4" 12' 8" 11'0" 9'0" 13' 4" 12' 1" 10' 7" 14' 0" 12' 9" 11 1" 14' 9" 13' 4" 11' 10" 4' 4" a 3' 3" a 2' 2" a 4' 4" a 3' 3" a 2' 2" a 8' 3" a 6' 8" a 4' 10* a 8' 6" a 6' 10" a 4' 10" a 8' 7" a & 10" a 4' 10" a 13' 0" i 10' 10" a 8' 1" a 13' 4" a 11' 0" a 8' 2" a 13' 6" a 1V 1" a 8' 3" a 15' 2" i 13' 5" i 10' 11" a 15'10"i 14'0"i 1V5"a 15' 6" i 13' 5" ( 1V 0" a 16' 10" i 15' 3" i 13' 2" i 17' 8"i 16'0"i 13' 11" i 18' 5" i 16' 9" i 14' 41 i 7' 3" a 5' 9" a 3' 10" a 7' 9" a 5' 9" a 3' 1 0" a 7' 9" a 5' 9" a 3' 10" a 12' 9" a 10' 3" a 7' 6" a 12' 11' a 10' 5" a 7' 7" a 13' 1" a 10' 6" a 7' 7" a 17'3" 14' 11" a 11' 8" a 18' 2" 15' 9" a 12' 0" a 17' 11" 15'6"a 11'11"a 20' 3" 18' 5") 15' 7"J 21' 2" 19' 3" i 16' 5" i 22' 1" 20' 1" i 16' 10" i 12'0" a 9' 7" a 6' 4" a 12' 2" a 9' 7" a 6' 4' a 12' 4" a 9' 7" a 6' 4" a 18' 6" a 15' 2" a 11' 3" a 19' 1" a 15' 7" a tve'a 18' 11" a 15' 5"a 11' 5" a 23'8"j 21'11"» 17'11"i 24' 8" t 22' 5" i 18' 9" a 25' 7" i 23' 3" 1 19' 2" a , Live Load De Spacing (in) o c 12 16 24 6' S" e 5' 6" e 3' 8" e 7' 0" e 5' 6" e 3' 8" e 8'2"e 7'1"e 5'9"e 8' 4" e 7' 2" e 5' 1 0" e 8' 6" e 7' 4" e 6' 0" e 9' 1 ' 8' 3" e 7 2' e 9' 6" 8'8'e 7'6"e 9' 11" 9'0'e 7'1Q"e 9' 8" 8' 10" 7' 8" 10' 2" 9 3" 8 1' 10'S" 9' 9" 8'6"e 10' 9" 9' 9" 8' 6' 11' 4" 10' 4" 9'0" 1V11" 10' 10" 9'5" 5' 6" e 4' 1 " e 2' 9" e 5'6"e 4'1"e 2' 9" e 9' 7" a 8'3"e 6' 1" e 10' T e 8' 9"e 6' 1" e 10' 2" e 8' 10" e 6'1"e 11' 5" e 10' 4" e 9' 1" e 11'11"e 10'10"e 9'5"e 12' 5" e 11' 3" e 9' 7" e 12' 3" 11' 2" 9'9"e 12' 10" 11'8"e 10' 2" e 13' 5" 12'2"e 10'8"e 13' 7" 12' 4" 10' 10" 14' 3" 13' 0" 11' 4" 14' 11" 13' 7" 11' 10" ^^«KM»C»H™BaTKifmKBUJl'i-fcrjflri!fflK«i«K<l™»! 9' 8"e 7'3"e 4' 10" e 9'3"e 7' 3" e 4' 10"e 9'8'e 7'3"e 4' 10" e 13'9"e 12'5"e 9' 7" e 14' 4" e 12' 9" e 9' T 6 14' 11" e 13' 0" e 9' 7" e 14' 9" e 13' 5"e 11' 8" e 15' 5" e 14'0"e 12' 2" e 16' 0" e 14' 6" e 12' 8" e 16' 5" 14' 11" 13' 0" 17' 2" 15' 7" 13' 7" 17' 10" 16' 3" 14' 2" 15' 7" e 12'0"e 8'0"e 160"e 12'0"e 8' 0" e 16' 0" e 12'0"e 8'0"e 17' 2" e 15' 7" e 13' 4" e 17'11'e 16' 3" e 14'0"e 18' 7" e 16'10"e 13' 9" e 19' 2' 17' 5' 15' 2" e 19' 11" 18' 1" 15'10"e 20' 8" 18' 10" 16'5"e lection L/480 £ """I *!TWO Equaf'SpanS' '*•;** ' Spacing (in) oc 12 ' ~16' 24 5' 5" a 4' 4" a 2' 11" a 5 6" a 4' 4" a 2' 11' a 8' 2" a 7' 0" a 5' 3" a 8' 4" a T 1" a 5' 3" a 8' 6" a 7' 2" a 5' 4" a 10' 2" i 9' 2" 7' 5" a 1 0' 8" i 9 6" 7' 9" a 1 1 ' 2" i 9' 1 0' 8 0" a 10' 11" i 10'ir ' 8' 11" 11' 6" t ID'S" 9'1" 12' 0" i 10' 11" 9'0" 12' 1" 11' 0" 10'8' 12' 9" 11' 7' 10' 1" 13' 4" 12' 2" 10' 7" 4' 4" a 3' 3" a 2' 2" a 4' 4" a ' 3' 3" a 2' 2" a 8' 3" a 6' 8" a 4' 10" a S'6'a 6' 10" a 4' 10" a 8'7"s 6' 10" a 4' 10" a 12' 10" i 10' 10" a 8'1"a 13' 4" a 11'0"a 8' 2" a 13' 6" a 11'1"a 8'3aa 13' 9"i 12' 6" i 10' 11" a 14' 5" 13' 1" 11' 5" a 15'1"i 13'5" 11'0"a 15' 3" i 13' 11" 12'2"i 16'0"i 14' 7" 12'9"i 16' 9" i 15'3" 13' 4" i 7' 8" a 5' 9° a 3' 10" a 7' 9' a 5' 9" a 3' 10" a 7'9"a 5'9"a 3' 10' a 12' 9" a 10' 3" a 7' 6" a 12' 11" a 10' 5" a 7' 7" a 13' 1"a 10' 6" a 7' 7" a 16' 7" 14' 11" a 1V 8" a 17' 3" 15' 8" a 12' 0" a 17 11" 15'6"a 11'11" a 18' 5" 16'9"i 14' 7" t 19' 3" 17' 6" i 15' 3' i 20'1" ' 18'2"i 15'11"i 12'0"a 9' 7" a 6' 4" a 12' 2" a 9' 7" a 6' 4" a 12' 4" a 9' 7" a 6' 4" a 18' 6" a 15 2" a 1V 3" a 19' 1" a 15'7"a U'6'a 18'11"a 15'5"a 11' 5" a 21'6"i 19'6"i 17'1"i 22' 5" i 20'4Ji 17' 9" i 23' 3" i 21' 1" i 18' 5" i " e " Requires web stiffeners at end supports " ;" Requires web stiffeners at interior supports " a" Requires web st/ffeners at all supports See page 31 for Allowable Floor Joist Span Table Motes To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 unit budding Job# Date 710AM, 5NOV03 Scope structural Rev 510301User KW 060363! VerE 1 3 22 Jun-1999 Win32(c) 1983-99 ENERCALC Description fb1 Steel Beam Design Page 1 c \enercalc\maple ecw Calculations General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W10X26 FV aeooksi Pinned-Pinned Load Duration Factor 1 00 Center Span 2400 ft BmWt Added to Loads Elastic Modulus 29,0000 ksi Left Cant 0 00 ft LL & ST Act Together Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads te^j^W^if.Y;"£flJfr^1'^ #1 #2 DL 0300 LL 0400 ST Start Location End Location .tii-ikiJii!.]' aj-iJteE\jre°i^<^jglrt^^;^JJ,a^Kg^ #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft •^£&&&: 1 S>TO ^^si^k^i^iffliaMJamaMaaiaiis.' Swmm£"!y_J Beam OKS^g^iKffiWsflseSSWSS^SSSK^ISMC fj. i. . _. n- m ._ ._._ «i Using W10X26 section, Span = 24 00ft, End Fixity = Pmned-Pinned, Lu = 0 00ft, Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Fy = 36 Oksi LDF - 1 000 Actual 52261 k-ft 22 494 ksi 0947 1 8710 k 3 243 ksi 0225 1 oiouv. i_uctu uaac vjuvcina -jii^ma Allowable 55 202 k-ft 23 760 ksi 38 676 k 14 400 ksi Max Deflection Length/DL Defl Length/(DL+LL Defl} -1 297 in 4944 1 2220 1 s- These columns are Dead + Live Load placed as noted --» Max M* Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Maximum 52 26 k-ft 871 k 871 k -1 297 m 0000 in 0000 m 0000ft Reaction @ Left 871 Reaction @ Rt 8 71 Fa calc'd per 1 5-1, K*L/r < Cc 391 391 -0582 0000 0000 0000 391 391 LL Center 5226 871 871 -1 297 0000 0000 0000 871 871 LL+ST _Center -1 297 0000 0000 0000 871871 0000 0000 0000 0000 LL+ST a Cants k-ft k-ft k-ft k-ft k k 0 000 in 0000 in 0000 in 0000 in k k Section Properties Depth Width Web Thick Flange Thickness Area W10X26 10330m 5770m 0 260 in 0440 in 7 61 m2 Weight 25 85 #/ft r-xx I-XX l-yy S-xx S-yy 14400m4 1410in4 27 880 in3 4 887 m3 r-yy Rt 4 350 in 1 361 in 1 540 in 070k/ft T f t T T T OTOk/ft -Q- 2400n o- Mmax = 52 26 k-ft Dmax = -1 2974 in Rmax = 8 710 k Vmax®left = Rmax = 8 710k 000 Local y1 Deflection (in Bending Moment (k-ft) 8710 6968 5226 3464 1 742 00 1 728 3456 ~~ 5184" 6912 000 "~ Shear Load (k) 1200 1440 Location Along Member (ft) 1200 1440 Location Along Member (ft) sager associates engineere & coneuftante PROJECTION TITLE ADDRESS Sheet No ^U 5 of Prepared Checked Project No Date \ J- I 4.0 t-' -o 10" SPANCRETE PLANK WEIGHT — 75 LBS/FT2 .^,,-^r:- »„>?:. '-• -.V.-. ArJfe..? •/ ;-. .^ U:..'.-.-. .'. -?' ^.-—- '"^J^-^'J^^v^f^-V^V-^^ ' -\VV-~":--T-rS 2 1/2" WEIGHT OF PLANK PLUS TOPPING - 106 25 LBS/FF SECTION PROPERTIES u_ CO O—I QutCO O CL UJ CL^CO 250 200 100 50 0 PRECAST COMPOSITE A ~ 257 IN2 I = 5629 INd I - 2933 IN" Yt - 561 IN Yt =481 IN Yb =689 IN Yb - 5 19 IN St = 1003 IN3 St = 610 IN3 Sb = 817 IN3 Sb - 565 IN3 S, - 1808 iN1 ~i —v :,::::::::::::::::: — : — "•::;:* > — i . \ :.:.:::: z_. ';••• *"•! ^ [ — -HX i:-: ^ ji._ XI ll ^< 1 25 30 35 SPAN - FEET ::::::::::::::::::::::::::::|+?:: ^Jij;::::::::::::::::::::::: |--::: 40 45 2-5 DESIGN INFORMATION The design of Spancrete is accomplished in accordance with commonly accepted structural principals used to design prestressed concrete members In general, the designs are based on ACI 318- 83 and Chapter 26 of the Uniform Building Code, 1979 Edition The following briefly covers some of the more specific areas of Spancrete design Please contact the Spancrete engineering department for additional information FLEXURE The flexural capacity of Spancrete ts basically determined by use of both working stress and ultimate moment capacity The prestressmg strands are initially stressed to 70% of the ultimate capacity, and the effective prestressed design force determined by calculating the appropriate initial and final prestress losses. A number of full scale load tests have verified the design method SHEAR The shear capacity of Spancrete may be determined by the use of equations 11-10, 11-11 and 11-12 of ACI 318-83 The validity of the use of these equations has been verified by an extensive test program sponsored by the Spancrete Manufacturers' Association and conducted by an independent consultant in conjunction with a university The horizontal shear stress at the interface between the Spancrete and the composite structural topping is limited to 80 p s i The grouted keyways have an approved shear value of 40 p.s.i for loads applied in the vertical direction without consideration of the concrete topping The shear values as specified in Section 2617 of the Uniform Building Code are valid for the grouted keyways to resist all applied vertical and horizontal loads without mechanical ties See I C.B.O Report No PFC-2151 CANTILEVERS A limited number of strand may be located in the top of Spancrete slabs in order to facilitate their use as cantilevers, Please contact the Spancrete engineering department for additional information CONCRETE TOPPING It is imperative that the structural concrete topping, when considered composite with Spancrete, be of the strength and thickness specified The welded wire fabric should be of the size determined by the design engineer, as per code The top surface of the Spancrete slab provides an adequate bonding surface without special preparation or mechanical bonding devices The surface should be swept clean and be well soaked the day before topping placement, and be lightly moistened on the day of place- ment The topping should be thoroughly cured 4-1 HANGERS, INSERTS AND FASTENERS Hanger wires or bolts may be located in the Spancrete deck by either positioning in the grout joints prior to grouting or by drilling holes through the plank and securing the bolt with flat plates prior to topping Power driven fasteners may be used with the Spancrete deck These fasteners should be low- velocity and their penetration length should be less than the clear strand cover if they are to be located directly below a strand The shear and tension values for these features for use tn 4000 P S I concrete may be obtained from the individual manufacturer's catalogs £W»VJ.W, V-A W.y/r 4-2 CORE OPENINGS Core holes may be drilled for pipes and conduits subject to a design check and careful layout so that the number of strands interrupted and the section removed will not impair the structural integrity of the plank CORE HOLES (TO BE FIELD CORED BY OTHER TRADES) *r # SECTION oo O O o O 40" 40" 40" PLAN 4-3 FIRE RESISTIVE RATINGS These ratings indicate the minimum bottom strand cover required for the various fire resistive periods per Table 43-A, item No 32 of the Uniform Building Code, 1979 Edition and 1 C B 0 Report No PFC-2151, Table No. 1 FIRE RESISTIVE RATINGS 1 Hour 2 Hour 3 Hour - ,..._._ PRESTRESSED STRAND COVER, INCHES HARDROCK CONCRETE 1 Inch 1-1/2 Inch 2 Inch LIGHTWEIGHT CONCRETE 3/4 Inch 1-1/8 Inch 1-1/2 inch THERMAL INSULATION DATA The following page contains a chart which lists the "U" values for Spancrete, as well as the "U" values obtained with various thicknesses and types of structural concrete topping The values are shown for both the summer' conditions (heat flow downward) and winter conditions (heat flow upward), and the appropriate thermal resistance factors of air surface for each case were used. The thermal resistance, or "R" factors, used for the Spancrete and concrete topping were developed by test and are published in the P C I Handbook, Chapter 7 The "R" factor for additional types of insulation, roofing, ceiling treatments, or air surface may be obtained from the manufacturer's data sheets, P C I Handbook or the American Society of Heating, Refrigeration and Air Conditioning Engineers, Inc Handbook The "U" value is defined as the overall coefficient of heat transmission or thermal transrnittance (air to air), or the time rates of flow expressed in BTU per hour-square foot-degree Fahrenheit temper- ature difference between air on one side and air on the other side of a floor, roof, or ceiling system This term also includes the surface conductance on both sides (Rso and RS[). The "R" value ts defined as the thermal resistance and is the reciprocal of a heat transfer coefficient (such as the "U" value) It ts expressed in degree Fahrenheit-hour-square foot per BTU This term may be applied to individual materials and the sum of their reciprocals used to determine the "U" value 4-4 "U" VALUES - BTU/HR. -FT2-°F, HEAT FLOW DOWNWARD ^ I 1 l lrTC * *• ** OQO'O JPPING ' Spancrete, No Topping 2-in Cone Topping, 140 Ibs/ft3 2Y2-m. Cone Topping, 140 Ibs/ft3 2-in LW Cone Topping, 1 10 !bs/ft3 2y2-m L W. Cone Topping, 110 Ibs/ft3 THICKNESS OF SPANCRETE SLAB 4-1 N. R=091 .480 434 423 393 .375 6-IN R=1 21 420 384 375 352 337 8-IN. R=1 44 383 353 .346 325 313 10-IN. , R=1 73 344 320 314 297 287 "U" VALUES - BTU/HR. -FT2-°F, HEAT FLOW UPWARD \ ,v " » A. '-" fl" » • Woo t t t t ^ Spancrete, No Topping 2-in Cone Topping, 140 Ibs/ft3 2y2m Cone Topping, 140 Ibs/ft3 2-in L 2Y2-m W Cone Topping, 1 10 Ibs/ft3 LW Cone Topping, 1 10 Ibs/ft3 THICKNESS OF SPANCRETE SLAB 4-IN. R=0.91 591 523 .507 465 440 6-IN R=1 21 .502 452 440 408 389 8-IN. R=1 44 450 409 400 373 357 10-IN. R = 1.73 398 366 358 336 323 Rso = 0.17, Rsl= 061 4-5 METHODS OF CALCULATION 1 j Example. A roof assembly consists of 8 in Spancrete plank, 2 in of structural concrete topping (140 Ibs./ft3), 2 in of insulation board, built-up roofing (3/8 in ) and 1/2 m of acoustical material, spray applied directly to the soffit of the plank. Assume winter conditions with heat flow upward The values used in this example were obtained from thePrestressed Concrete Institute Design Handbook, 2nd Edition, Chapter 6 Surface coef (outside, moving air, 15 mph) - 0.17 Built-up roofing, 3/8 in thick - 033 2 in (nominal) insulation board (C=0 19) - 5 26 2 in structural concrete topping (140 pcf) - 0 22 8 in Spancrete plank, normal weight - 1 44 Acoustical material, spray applied, 1/2 in - 1 19 Surface coef (inside, still air) - 061 Total R = 9 22 U = 1/R = 1/9 22 = 0 108 BTU/hr/sf F HEAT FLOW Heat flow = U x temperature difference between inside air and outside air Example Determine the heat loss through the roof assembly described above, Inside temper- ture = 75F, outside temperature = 40F Heat Loss = 0 108 (75-40) = 3 78 BTU/hr/sf 4-6 ACOUSTICAL PROPERTIES The following page contains values for the Sound Transmission Class (STC) and the Impact Insulation Class (11C) for various floor systems utilizing Spancrete hollow-core slabs The values for the Sound Transmission Class were determined by tests conducted in accordance with A.S.T M E90 The Impact Insulation Class values were determined by tests conducted in accord- ance with I.S 0 Recommendation R140-1960(E) and the values computed in accordance with AST M RM14-4 and H.U.D. FT/TS-24 These tests were conducted at the Riverbank Acoustical Laboratories, Geneva, Illinois The STC is a measure of the airborne sound performance of a floor system The 11C is a measure of the overall impact sound insulation performance of a floor system and is highly dependent on the floor surface and structural connection details The higher the values of the STC and 11C, the more desirable 4-7 SOUND TRANSMISSION CLASS - STC 6-in Sp^ncrete 6-m Spancrete + 2-m Topping 8-m Spancrete 8-m Spancrete + 2-m Topping 50 51 56 59 IMPACT INSULATION CLASS - IIC TYPES OF FLOOR SYSTEM Impact on concrete direct Impact on 055-m. vinyl tile Impact on standard carpet and pad Impact on shag carpet and pad 8-IN SLAB 26 48 74 76 8-IN. SLAB + 2-IN. TOPPING 31 50 84 89 4-8 LU UJ D.1L o: UJ JC o H-*ex a. xco to v> B o CONT. (BY GEN'L. CONT'R.) ^ *3 x 4-0 AT 1-6 O.C \ (BY GEN'L. CONT'R,) EMBEDDED BRG. PLATE IN TOP OF PILASTER WIN. THK. GEN'L. CONT'R.) SPECIAL NOTE THE GIRPERS ARE TAPERED FOR REMOVAL FROM FORMS. THE TOP OF THE GIRDER WILL BE WIDER THAN THE BOTTOM. THE OPENING IN THE WALL MUST BE WIDER TO ACCOMMODATE THIS CONDITION. (SPANCRETE SAME THICKNESS) TYP. WALL OPN'G. FOR GIR. BRG SPANCRETE Of CALIFOINIA 13131 LOS ANGELES STREET IBWINDALE, CALIFOKNIA 917M TELEPHONE fZ131 962-8731 S/C-16 JO* MO.OH »Y_CKD IT.OATI. •35 CMT HEADER BY S/C OPENING OPENING TYPICAL HEADER DETAILpot SPANCRETE Of CALIFOtNIA 13131 LOS ANGELES STREET HWINDXLE, CXLIFORNIA 917M TE1EPHQNE f213i 962-B751 S/C-28 MO.MS. IT. S-35 IT.DAT1-IMT _OP_ nternational Conference of Building Officials RESEARCH REPORT Report No PFC-2151 March, 1983 Filing Category ROOF, WALL AND FLOOR PANELS-Concrete and Masonry SPANCRETE PRESTRESSED DECK UNITS SPANCRETE MANUFACTURERS ASSOCIATION 10919 WEST BLUEMOUND ROAD MILWAUKEE, WISCONSIN 53226 I Subject Spancrete Prestressed Deck Units. II Description General Spancrete is a precast pretensioned hollow- i-ored concrete slab 40 inches in width available in thicknesses of 4, 6, 8 10 and 12 inches Iwo types of units are available Standard and Ultralite The Standard unit is produced in thicknesses of 4 6 8 10 and 12 inches and [he Ukraine in 8 10 and 12 inches Typical cross sections are shown in Figures Nos 1 and 2 Slab units are produced frorn high-quality, zero- slump concrete mixes placed with a machine of specia! design thai deposits, compacts and finishes the concrete in three immediately successive layers by an extrusion process and in one complete operation resulling in a completely monolithic slab section The length of a completed slab is the complete length of the casting The units are moist cured bj irrigation through the cores of the slabs or by use of curing blankets and after curing, are saw cut to required lengths which at the same time provide for transfer of prepress forces Reinforcing consists entirely of longitudinal prestressing strands Design (Vertical) Design and analysis of Spancrete are according to rational and commonly used methods of design and analysis of prestressed concrete members as currently allowed by the Uniform Building Code When bonded toppings are employed, topping is considered to acl with the Spancrete to form a composite member Design (General and Lateral): Spancrete units for each individual projecl or use are designed according to the requirements of the project tor span dimension loading and other conditions peculiar to the specific proposed use The units are produced plant cut and prepared for each project according to the approved design in the plants of producers who have been certified by the Research Committee as approved fabricators as listed herein or as may be subsequently qualified as approved fabncators by the Research Committee Spancrete elements are intended to be used to form a continuous horizontal deck system for floors or roofs lo resist all applied vertical and horizontal loads by grouting of keyways provided in the edge joints ot the deck units giving shear values as specified in Section 2617 (f) 2 of the Uniform Building Code when used in conjunction with a proper)v reinforced structural concrete topping bonded to the units, without mechanical ties to form a composite action and provide transverse rein- forcement The bond developed by the poured-m-place structural topping and the Spancrete unit has sufficient factor of safety tor the recognized bond stress of 80 pounds per square inch The grouted keyways can develop a maximum shear value of 40 pounds per square inch for loads applied in a vertical direction normal to the Spancrete units without topping Where bracing for lateral forces is provided by other methods or parts ot d structure units may be installed without lopping using suitably designed and detailed shear and bearing-resisting elements to prevent displacement in any direction including separation or shearing at the ude joints of the units Shear values set forth in Table No 26-G of the Uniform Building Code are applicable for bolts grouted into the cores with the specified embedment Fire-resistive Construction Fire-resistive ratings for the Standard and Ultra)] te are set forth in Table No I Identification The units are identified by their configuration as indi- cated in Figures Nos 1 and 2 III Evidence Submitted Structural tests and small-scale and full-scale fire tests are submitted A report by Underwriters Laboratories Inc is submitted showing that 6-inch and 8-inch units may be used for electrical raceways Findings IV Findings That the Spancrete Prestressed Deck Units comph with the 1982 Uniform Building Code, subject to the following conditions* 1 The units are fabricated by Spancrete Manufacturers Associa- tion members who have been specifically approved bv the Research Committee as recognized fabricators 2 The units are designed in accordance with the Uniform Building Code for prestressed concrete 3 Construction complies with this report 4 Structural plans, details and calculations on each project are submitted and approved by the building official having jurisdic- tion over the site This report is subject to re-examination in two years ICBO research report are issued solely to provide information to Class, A memberi of the organization utilizing the code upon which the report is based Research reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor a\ an endorsement or recommendation for use of the subject report Thi\ report is based upon independent tests or other technical data submitted by the applicant The ICBO technical staff has reviewed the and/or other data, but does not posses s feit facilities to make an independent verification Page 1 of 4 page 3 of 4 Report No PFC-2151 8" SPANCRETE 1 1 £ n ] X- - --ij' h, . ' *"i_ UO.U-•-.,•• • - A i [ K * ' * ' * i • 1inn'frtf^iU-L/L/M^ s> )^ -i — *J_^- ' ^ • ' 4 : i'OlL | M -11^- LaH^L MC- — »i*• • • ii i_1 j. i *~ a•* c 5 : 6" SPANCRETE K' X i>i-- 1QQOOPQOQD:0'(P: >— 11/- •L,- * a-- n" 4", SPANCRETE »v FIGURE NO 1 DIVISION 3 - CONCRETE SECTION 3 - P/C (PRECAST) CONCRETE WORK All work performed under this section shall conform with Division 1, General Requirements 1 Work Includes A Work under this division shall consist of manufacturing, delivery and erecting pretensioned, precast, hollow-core Spancrete floor planks, pretensioned precast beams, and precast columns in conformity with general drawings, 1 C.B 0 Report No PFC-2151 and including the following 1 Design of Spancrete components and shop drawings 2 Manufacture and fabrication of Spancrete planks and beams, 3 Delivery to job and erection on suitable supporting structure prepared by others 4 Alignment of planks and grouting of edge joint keyways 2 Work Excluded Under This Heading A Structural framing and supports for Spancrete units other than pretensioned precast, beams, and precast columns as specifically noted on contract documents B Cast-m-pJace concrete topping and encasement and bearings C Reinforcing dowels, anchors, grouted-m-bolts, inserts, hangers and other hardware required for connection of the units to the structure or for the attachment of other materials to Spancrete decks D Cutting or coring holes. 3 Design All designs shall be checked by Spancrete engineers in accordance with ACI Code 318 and the appro- priate local Building Code, All operations shall be under the supervision of a qualified engineer and subject to a comprehensive quality control program registered as part of the fabricator approval (I.CB 0 Report No FA-183) 4 Materials Concrete used for Spancrete manufacture shall attain a strength of 4,000 PSI in 28-days Precast concrete beams shall attain a strength of 4,500 PSI in 28-days 5 Component Materials Shall Conform To The Following- A. Portland Cement ASTM C-150, Type I, II or III. B Dense Natural Aggregate ASTM C-33, approved for fire-protective properties C Lightweight Aggregate when required ASTM C-330, expanded, calcined clay or shale of approved manufacture D Prestressmg Strand ASTM A-416 8-2 DIMENSIONAL TOLERANCES The designation "Dimensional Tolerances" as used in this chapter is concerned only with the fabrication of precast and/or prestressed concrete units. They are the result of many years' experience in California plants and are considered to be the minimum tolerances consistent with standard produc- tion of economical products. Closer tolerances are available, if specified, when the possible increase m cost is justifiable. When specifying tolerances for precast units, the relationship between the tolerances in the cast-m-place or steel structural frame, joint details, erection requirements and the precast product should all be considered Extremely small tolerances in precast Architectural work are worthless unless the same degree of precision is maintained m the structural frame or the system of joinery has suffi- cient capability for adjustment Conversely, structural precast members joined by poured-in-place concrete may permit tolerances far in excess of those suggested m Table I and still be entirely suitable for the intended use It is suggested that where tolerances are of major importance, one or more pro- ducers m the area be contacted during the design stages for an evaluation of the production and erection factors involved TOLERANCES TABLE I - Structural Members Tolerances Cross Sectional Dimensions Less than 24 inches ± 1/4" 24 to 36 inches ±3/8" Over 36 inches ±1/2" Length Less than 25 ft ±1/2" 25 to 50 ft ±3/4" Over 50 ft. +1" Deviation in squareness of ends Less than 12 inches Horizontal Vertical 1/64 per in, 1/32 per m Over 12 inches 1/16+1/64 per m 3/16+1/64 per in Max ±1/2" Max +3/4" Deviation from straight line (Sweep) 3/16" per 10 feet X Total Length Deviation from mean chamber (as installed) + 1/8" per 10 feet X Total Length Prestressmg Force Deviation in location from specified c g s 1/8" or 3% of depth of member, which- ever is greater, up to a maximum of 1 inch Individual tendon force or elongation + 5% Total Prestress, force or elongation ± 5% Longitudinal location of harping points ± V 8-4 6 Shop Drawings. All Spancrete installation shall be furnished and erected on the basis of shop, layout and erection drawings prepared by Spancrete for approval by the Architect, Engineer and Contractor All openings and/or cutouts required by others shall be verified for size and location, and submitted to the manu- facturer for review. 7 Erection of Spancrete Columns, Beams and Planks Erection of the columns, beams and planks shall be by the manufacturer or under his supervision, leaving a complete Spancrete deck for the Contractor to work from and incorporate into the overall construction Plank shall be set on clean, uniform, level bearing surfaces If the edge joint keyways are to be utilized for the insertion of hangers for support of ceiling or soffit construction, these shall be placed by the requiring trades prior to keyway grouting The manufacturer shall align the deck units and grout the keyway using a grout mixture of 1 -part Portland cement and 3-parts concrete sand Contractor shall provide adequate roadways and clearance for trucks and cranes for the erection process 8 Anchors, Hardware and Accessory Materials' Anchors, hardware and accessory materials shall be furnished and installed by others as required to complete the structure and provide for other materials to be connected. 9 Welding Welding when required, shall be by electric shielded arc or other approved process in conformity with AWS Standard Code and as shown on the drawings Cost of inspection, tf required, shall be by General Contractor. 10 Topping Installation. Structural reinforced concrete topping of the thickness and grade indicated on the drawings shall be provided as an integrally bonded part of the deck construction to provide the finished deck sur- face to required level or grade. Deck should be well-soaked the day before topping installation, and lightly moistened only, on day of placement. General Contractor's attention is directed to inherent camber in prestressed concrete and should set hts screeds accordingly 8-3 Page 2 <M 4 Report No. PFC-2151 TABLE NO I SCHEDULE OF SPANCRETE FIRE-RESISTIVE RATINGS1 THICKNESS OFSPAN CRETE UNIT(In Inches) TOPPINGREQUIRED(In Lnchn) TIME PERIODRATING(Hours) CONCRETE COVERON STRAND(In Inchit) Grade "B" Hardrock Concrete Cover on Strand 6-8-10-12 4 8-10-12 None 2 None 1 1 2 IV*1%1% Grade "A" Hardrock Concrete Cover on Strand 6-8-10-12 4 6 8-10-12 8-10-12 None 2 2 None None 1 1 2 2 3 11IK1% 2 Lightweight Concrete Cover on Strand 46-8-10-12 4-6 8-10-12 6 8-10-12 8-10-12 None None 2 None 2 None 2 1 122 3 3 4 %%1H1%1% 1%2 Grade "B" Hardrock Concrete Spancrete with '/: " Vermicuiite "MK" Soffit 4-6-8-10-12 4-6 8-10-12 6-8-10-12 10-12 None 2 None 2 None 1 2 2 3 3 1% 1% 1%1% 1% Grade "A" Hardrock Concrete Spancrete with '/£ " Vermicuiite "MK" Soffit 4-6-8-10-12 4-6 4-68-10-128-10-128-10-12 None 2 2 None None 2 1 2 3 2 3 4 1 1 1H1 Itt 2 Lightweight Strand Cover with 4" Vermicuiite "MK" on Soffit 4-6-8-10-12 4-64-68-10-128-10-12 8-10-12 None 2 2 None None 2 1 2 3 2 3 4 % % Itt % 1% 1% 'Fire resistive rating for Uttralite sUbs apply only to S 10 and )2 inch thick units sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet No -C ^ of Prepared Checked Project No Date 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 maple units Dsgnr Jonathan Description 4 unit building Job* Date 710AM 5 NOV 03 Scope structural Rev 510303 User KW OB03832 VerS 1 3 22 Jun 19S9 Win32 (c) 1BB3-99ENERCALC Restrained Retaining Wail Design Page 1 c VenercalcVnaple ecw Calculations Description restrained garage retaining wall ht 9 ft Criteria Ifa> Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Design Summary Soil Data | 9 00 ft Allow Soil Bearing = 2,750 0 psf = 0 00 ft Equivalent Fluid Pressure Method = 9 00 ft Heel Active Pressure = 60 0 Toe Active Pressure = 00 q nn ft Passive Pressure = 240 0 Water height over heel = 0 0 ft 000 1 Footmg||Soit Fnction = 0300 = n nn '" S°'' he'9ht t0 '9n°re 1 1 0 00 pot for passive pressure - 0 00 in = 0 0 psf b€f Total Bearing Load = 1 ,722 Ibs resultant ecc = 1 3 29 in Soil Pressure @ Toe = 2,056 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,750 psf Soil Pressure Less Than Allowable AC1 Factored @ Toe = 2,879 psf AC1 Factored @ Heel = 0 psf Footing Shear @ Toe = 5 3 psi OK Footing Shear @ Heel = 0 0 psi OK Allowable = 85 0 psi Reaction at Top = 486 0 Ibs Reaction at Bottom = 3,1440 Ibs Sliding Calcs Slab Resists All Sliding ILateral Sliding Force = 3, 1440 Ibs Footing Design R Factored Pressure = Mu' Upward = Mu' Downward = Mu Design = Actual 1 -Way Shear = Allow 1 -Way Shear = ssults il^jjfltfJ^j&ffi»agi^ifigg*MffiE a . Masonry Stem Construction Footing Strengths & Dimensions fc = 2,500 psi Fy = Mm As% Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = Cover @ Top = 3 00 in @ 60,000 psi 00014 267ft 067 333 2400m 000 in 000 in 000ft Btm = 3 00 in S Thickness = 8 00 in fm = 2,000 psi Short Term Factor = 1000 Wall Weight = 84 0 pcf Fs = 24,000 psi Equiv Solid Thick = 7 600 in Stem is FIXED to top of footing n Ratio (Es/Em) = 19333 Block Type = Normal Weight Use Special Inspection Solid Grouted Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Design height = 9 00 ft 4 99 ft RebarSize # 6 #6 Rebar Spacing = 8 00 in 800m Rebar Placed at = Edge Edge Rebar Depth 'd' = 5 25 in 5 25 m fb/FB + fa/Fa = 0 000 0 365 Moment Actual = 0 0 ft-# 1 ,304 1 ft-# Moment Allowable - 3,576 2 ft-# 3,576 2 ft-# Shear Force @ this height = 0 0 Ibs Shear Actual = 0 00 psi Shear Allowable = 44 72 psi Rebar Lap Required = 30 00 m 30 00 in Rebar embedment into footing Stem OK 000ft # 6 800m Edge 5 25 in 0815 2.9161ft* 3,576 2 ft-* 1 ,944 0 Ibs 36 27 psi 44 72 psi 600m 2,879 0 psf other Acceptab|e Sizes & spacings 6,820 0 ft-# Toe None spec'd -or- Not req'd, Mu < S * Fr 1,493 Oft-# Heel None Spec'd -or- Not req'd, Mu < S * Fr 5,328 0 ft-# Key No key def,nec| _or_ NO key defined 5 25 0 00 psi 85 00 0 00 psi To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title. maple units Dsgnr Jonathan Description 4 umt building Date Job# 710AM, 5NOV03 Scope structural Rev 510303 User KW 0603632 Ver5 1 3 22 Jun-199S Win32 [c) 1983-9BENERCALC Restrained Retaining Wall Design Page 2 c \enercalc\maple ecw Cajculations Description restrained garage retaining wall ht 9 ft Summary of Forces on Footing . Slab RESISTS sliding, stem is FIXED at footing I Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs >» Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel Footing Weight - Total Vertical Force = Ibs Ibs Ibs Ibs 756 0 Ibs Ibs 966 5 Ibs 1,722 5 Ibs ft ft ft ft 300ft 333ft 1 67ft Base Moment = -2,9161 ft-# ft-* ft-# ft-# ft-# 2,267 5 n-# ft-# 1,610 5 ft-# 961 9 fr# Soil Pressure Resulting Moment =1,908 5t-# 001 Lateral Restraint 486 # 8 00005" Masonry v&#E (£ 8 8 00005" Masonry w/ #6 (g 8 Sliding Restraint #0@18 in #0@18in ©Heel m 3'-4" 3" Lateral Restraint 486 # Sliding Restraint 3630 # 2056 3psf b^JGEBRECHT PROJECT NO 01-1 J06^ 7 3 To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4 inch slump The minimum steel recommended is not intended to prevent shrinkage cracks. c. An allowable soil bearing value of 2750 pounds per square foot may be used for the design of continuous and spread footings founded a minimum of 24 inches into the native soi] s . This value may be increased by 650 psf fcr each additional foot of depth and by 325 psf for each additional foot of width to a maximum value of 6000 Ib/ft2. d. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 240 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. KSTAZKXNG WALLS Unrestrained, cant lie vered retaining walls with a level backfill may be designed to resist an active equivalent fluid pressure of 40 pounds per cubic foot. This pressure is based on the backfill soils being free draining and non-expansive. Backfill materials must be approved by the soils engineer prior to use Restrained walls, such as basement walls, that are not free to rotate should be designed to resist an active equivalent fluid pressure of 60 pounds per cubic foot. SITE EXCAVATIONS Excavations for the basement garage and utility trenches may be made vertically for shallow depths and must be either shored or sloped at 1H: IV for depths greater than 4 feet. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe This backfill shall be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill shall be on-site soils or non-expansLve imported soils, which shall be placed in thin lifts, moisture conditioned ana compacted to at least 90 % relative compaction. 3AV© To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 unit building Job# Date 219PM 1FEB Scope structural Rev 510303 User KW 0603632 VerS 1 3 22 Juri 19&g Win32(0) 1BB3-99 ENERCALC Restrained Retaining Walt Design Page 1 c \enercalc\map!e ecw Calculations Description restrained garage retaining wall ht 9 ft SHOTCRETE WALL DESIGN Criteria Retained Height = Wall height above soii = Total Wali Height Top Support Height Slope Behind Wall Height of Soil over Toe = Soil Density = Wind on Stem Design Summary Total Beanng Load = resultant ecc = SoiJ Pressure S> Toe = I 900ft 000ft 900ft 900ft 000 1 000 in nooopcf 00 psf i 1 ,836 Ibs 11 48 in 1 .72-4 nsf OK Soil Data | Allow SoiE Beanng = 2,750 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60 0 Toe Active Pressure = 00 Passive Pressure = 240 0 Water height over heel - 0 0 ft FootmglJSoi! Friction = 0300 Soil height to ignore for passive pressure = 0 00 in || Concrete Stem Construction Thickness = 8 00 in Fy = Wall Weight = 96 7 pcf fc = Stem is FIXED to top of footing Footing Strengths & Dimensions Tc = 2,500 psi Fy Mm As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe Cover @ Top = 3 00 in 60,000 psi 3,000 psi 60,000 psi 00014 2.67ft 067 333 24 00 in 000 in 000 in 000ft @ Btm = 3 00 in s^^asssaslf Soil Pressure @ Heel = 0 psf OK Allowable = 2,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 2,414 psf Opsf 5 9 psi OK 0 0 psi OK 85 0 psi 4860 Ibs 3,1440 Ibs Sliding Calcs Slab Resists All Sliding > Lateral Sliding Force = 3,144 0 Ibs Footinp Design Results Factored Pressure = Mu1 Mu1 Mu Upward = Downward = Design = Actual 1 -Way Shear = Allow 1 -Way Shear = Toe 2,414 5,720 1,493 4,227 590 8500 feel 0 psf Oft-# Oft-# Oft-# 0 00 psi 000 psi @ Top Support Stem OK 900ft # 6 16 00 in Edge 4 50 in 0000 00 ft* vable = 6,200 6 n-# this height = 0 0 Ibs = 0 00 psi 3le = 93 11 psi jired = 25 63 in Mmax Between Top & Base Stem OK 499ft # 6 16 00 in Edge 7 50 m 0208 2,2169ft-* 10,655 6 ft-# 2563m @ Base of Wall Stem OK 000ft # 6 16 00 in Edge 450m 0799 4,957 3 ft-# 6,200 6 ft-# 3,304 8 Ibs 61 20 psi 93 1 1 psi Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB -i- fa/Fa Mu Actual Mn * Phi Alto Shear Force @ Shear Actual Shear Ailowa Rebar Lap Required Rebar embedment into footing = Other Acceptable Sizes & Spacmgs Toe None Spec'd -or- Heel None Spec'd -or- Key No key defined -or- Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr No key defined 600m t To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your trtte block information Title maple units Dsgnr Jonathan Description 4 unit building Date Job# 219PM, 1 FEB04 Scope structural Rev 51Q3Q3 User KW-Q603632 VerS 1 3 22 Jun-199S Win32 Restrained Retaining Wall Design Page 2 c \enercalc\mapfe ecw Calculations Description restrained garage retaining wall ht 9 ft SHOTCRETE WALL DESIGN gummary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing _ *> sliding Forces are restrained by the adjacent slabforces acting on footing for soil pressure Ltjad & Moment Summary For Footing For Soil Pressure CaEcs Moment @ Top of Footing Applied from Stem = Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel Footing Weight = Total Vertical Force = Ibs Ibs Ibs Ibs 870 0 Ibs Ibs 966 5 Ibs 1,836 5 Ibs ft ft ft ft 3 00 ft 333ft 1 67ft Base Moment = -2,9161 n-# ft-* ft* ft-* ft4 2,609 4 ft* ft* 1,610 5 ft-# 1 ,303 8 ft* Soil Pressure Resulting Moment =1,76631-* 800QQ51 6 iffi 16. Lateral Restraint 486 # 8 00005" Concrete W46 8 OQ005" Concrete w/ #6 B16" Sliding Restraint #0@18 in @Toe #0@18m ©Heel 2'-8" 3'-4" 9'-0"Q'-O" 3" 2'-0" Lateral Restraint 486 # Sliding Restraint 3630 # 17245psf sager associates engineers & consultants PROJECTION TITLE Sheet No Prepared Checked Project No Date ^ 0-0 sager associates engineers S. consultants PROJECTION TITLE ADDRESS Sheet No Prepared Checked Project No Date LA 53 sager associates engineers £• consultants PROJECTION TITLE Sheet No V*1* of Prepared Checked Project No Date To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 unit building Job# Date 2 07PM, 1 FEB 04 Scope structural Rav 510302 User KW 0603532 Ver513 22 Jun-1999 Win32 (Cf 1983-99 ENERCM.C General Footing Analysis & Design Page 1 c \enercatc\maple ecw Calculations Description WALL FOOTING DESIGN General Information ISjri^ia&r^aasafis&ts^^ Allowable Soil Bearing Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined fc FY Concrete Weight *Kfcft3kj£utt&£i&£&£l3»d^ 6,0000 psf 1 000 8000 in 4 000 psf 2,5000 psi 60,000 0 psi 14500 pcf Calculations are designed to ACI 318-95 and iHBadisasikssaiiiieaBi5sa5»aisifliHSi«Sji^^ Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Mm Steel % Rebar Center To Edge Distance 1997 UBC Requirements FttJ^bSiua^aarii^i^^jgi^ 2670ft 1 000 ft 1800 in 800 in 1200m 00014 3 50 in Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments. Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 6180 k 2480k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ecc along X-X Axis ecc along Y-Y Axis 0 000 in 0 000 in Creates Rotation about X-X AXJS (pressures @ top & bot) k-ft k-ft k-ft Creates, Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 2 67ft x 1 00ft Footing, 18 Om Thick, w/ Column DL+LL DL+LL+ST Max Soil Pressure 3,460 9 3,460 9 psf Allowable 6,000 0 6,000 0 psf "X" Ecc, of Resultant 0 000 in 0 000 in "Y" Ecc, of Resultant o 000 in 0 000 in X-X Mm Stability Ratio No Overturning ^ 500 1 Y-Y Mm Stability Ratio No Overturning Footing Design Support 8 00 x 12 00m x 8 MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Footing Design OK Om high Actual Allowable 2 41 7 k-ft per ft 0244m2perft Vu Vn * Phi 0 000 85 000 psi 2 587 170 000 psi OXSlSESHrt, <•& *jrU^ilEW3ii,*:£E,_23^!Km^J£iiM3^J'(E^ Shear Forces Two-Wgy Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom AC) 9-1 2 59 psi 0 00 psi 0 00 psi 0 00 psi 0 00 psi ACI 9-1 2 42 k-ft 2 42 k-ft 000 k-ft DOO k-ft ACI 9-2 2 44 psi 0 00 psi 0 00 psi 0 00 psi 0 00 psi ACI 9-2 2 28 k-ft 2 28 k-ft 0 00 k-ft 0 00 k-ft ACI 9-3 1 12 psi 0 00 psi 0 00 psi 0 00 psi 0 00 psi ACi 9-3 1 04 k-ft 1 04 k-ft 0 00 k-ft 0 00 k-ft Vn' Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 12 8 psi 12 8 psi 00 psi 00 psi As Rea'd 0 24 m2 0 24 m2 0 02 in2 0 02 m2 per ft per ft per ft per 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 maple units Dsgnr (ortathan Description 4 unit butldmg Job# Date 2 07PM, 1 FEB 04 Scope structural Rev 510302User KW-0603632 Ver5 13 22 Jun 1999 Win32 (c] 1983-S3 ENERCALC General Footing Analysis & Design Page 2 c \enercalc\maple ecwCalculations Description WALL FOOTING DESIGN Soil Pressure Summary SM8^XtM!<Bi*Hg^fB''^J^^'!llttBiH85milB "^ Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACl Eq 9-2 ACI Eq 9-3 Left 3,460 95 3,460 95 5,12398 4,84532 2,278 90 Right 3,460 95 3,460 95 5,12398 4,845 32 2,2?8 90 Top 3,460 95 3,460 95 5,12398 4,84532 2.27S 90 Bottom 3,460 95 3r460 95 5,12398 4,845 32 2,278 90 psf psf psf psf psf ACI Factors (Per AC1- applied internally to entered loads) ACI 9-1 & 9-2 DL AC! 9-1 & 9-2 LL ACI 9-1 & 9-2 ST seismic = ST * 1 400 1 700 1 700 1 1 00 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0 750 0 900 1 300 UBC 1921 2 7 "1 4" Factor UBC 1921 2 7 "0 9" Factor 1400 0900 86ffk 1800 267ft 267ft 100ft EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "P SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 June 2, 2001 E. Howard & Pauline Eggebrecht C/o Eggebrecht Family Limited Partnership P.O. Box 21012 Billings, Montana 59104 Subject: Project No 01-1106E6 Limited Site Investigation Proposed 4 or 5 Unit Residential Building Site Lots No. 1 & Br Maple Avenue City of Carlsbad, California. Dear Mr. & Mrs. Eggebrecht: In accordance with your request, we have performed a limited investigation of the soil conditions at the subject site The investigation was undertaken to provide the soil engineering criteria for site grading and recommend an appropriate foundation system for the proposed residential development. Our investigation found that the site is underlain by Terrace Deposits (Qti) to the maximum explored depth of 10.5 feet. These soils generally consist of tan to reddish brown, camp to moist, medium dense, silty sand with a very low expansion potential and a moderate compressibility It is our opinion that the proposed development is feasible provided the recommendations herein are implemented during construction. Respectfully submittec, .Jl 4o, >»- k~, jL Mamadou Saliou Diello, P.E RCE 54071 ^GEBRECHT PROJECT NO 01-1106 INTRODUCTION This is to present the findings and conclusions of a soil investigation for a proposed 4 or: 5-unit, two-story residential structure to be located on the north side of Maple Avenue, in the City of Carlsbad, California. The objectives of the investigation were to determine the existing soils conditions and provide recommendations for site development In order to accomplish these objectives, four (4) exploratory trenches were excavated tc e maximum depth of 10.5 feet, undisturbed and loose bag samples were obtained, and laboratory tests were performed. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the north side of Maple Avenue, in the City of Carlsbad, California It is presently vacant with gentle slopes to the west. Vegetation consists of grass and ice plant. The proposed improvements include the construction of a 4 or 5-unit, two-story, wood-framed, residential structure over a parking garage The structure will be founded on continuous and spread footings with a slab-on-grade floor. FISLD INVESTIGATION Four (4) exploratory trenches were excavated to a maximum depth of 10 5 feet by a Case 580E Baclchoe on May 1, 2001 at the approximate locations shown on the attached Plate No. 1, entitled "Location of Exploratory Trenches". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plates No. 2 and 3 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 4 entitled "Uniform Soil Classification Chart bvGESRECHT PROJECT NO 0 Based on the absence of shallow ground water and the consistency of the subgrade soils, it is our opinion that tne potential for liquefaction is low. CONCLUSIONS END RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation This includes visual inspection; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed commercial development provided the recommendations set forth are implemented during construction. GRADJNG AND &&RTBWOPK Site grading should begin with clearing and grubbing, e.g. the removal of topsoil, vegetation and deleterious materials. It is our understanding that the subgrade soils extending to a depth of approximately five (5) feet below existing grade will be removed from the site to accommodate the proposed underground garage structure. The soils encountered at this depth will be adequate for the support of the residential structure and should be observed by a representative of this firm to verify soil conditions. Grading should be done in accordance with tne attached appendix A. FOUNDATION AND SLAB a. Continuous and spread footings are suitable for the proposed residential structure. Continuous footings should extend a minimum of 24 inches into the native soils. The footings should be at least 15 inches wide and reinforced with four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings These recommendations are minimum amounts and must be verified by the project structural engineer b. Concrete floor slabs for the driveway and parking should be a minimum 6 inches thick Reinforcement should consist of #3 oars placed at 18 inches on center each way Slab reinforcement should oe placed within the middle third of the slab by supporting the steel on chairs or concrete blocks "dobies". The slab should be underlain by 4 inches of base aggregate compacted to a minimum of 95 percent relative compaction (ASTM D1557). The effect of concrete shrinkage will result in cracks in virtually all concrete slaos LvGEBRECHTPROJECT NO 01-U06Lo DRAINAGE Adequate measures shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and th% tops of slopes via surface swales and subsurface drains towards the natural drainage for this area Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements. LIMITS OF The recommendations provided in this report pertain only to the site investigated and based upon the assumption that the soil conditions do not deviate from those disclosed in the trenches. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, East County Soil Consultation and Engineering, Inc. should be notified so that supplemental recommendations can be provided. Plates No. 1 through 4, Pages L-l and L-2, References, and Appendix A are parts of this report. Respectfully submitted, Mamadou Saliou Diallo RCE 540"! MSD/md sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet No "p. of Prepared Checked Project No Date To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 unA building Job# Date 210PM 1 FEB04 Scope structural I Rev 510301 User KW 0603632 Ver5 1 3 22 Jun-1999 Win32 (c) 1983-99 ENERCALC Description COLUMN C1 Rectangular Concrete CoSumn General Information Width Depth Rebar Loads 3- 3 - # # isaa 6 6 Ii d = d = aaaaaihd^Biaaaj^iSffAa. 24 000 in 8 000 in 2 000 in 6 000 in Calculations are designed to ACt 318-95 and fc 3,000 0 psi Fy 60,000 0 psi Seismic Zone 4 LL fi ST Loads Act Separately Total Height Unbraced Length Eff Length Factor Column ss BRACED 1997 UBC 9 9 1 Requirements ESBSfiu, 000 000 000 ft ft Axial Loads Dead Load 62160k Live Load 29 760 k Shoj-tTerm k Eccentricity aafejjn^iiBBaiaiBMBaffliKa^^iaij^a^graajfcj^ | Summary | 24 00 x 8 OOin Column, Rebar 3^6 @ 2 00m, 3-#6 £ ACI 9-1 Applied Pu Max Factored 137 62 k Allowable Pn * Phi i§ M -critical Combined Eccentricity Magnification Factor Design Eccentricity Design Ecc 288 89 k 1 1 45 k-ft 0 998 in 1 38 1 380 in Magnified Design Moment 15 83 k-ft Po* 80 P Balanced Ecc Balanced 51301 k 152 32 k 4 675 in Z> 6 00m ACI 9-2 8702k 227 10 k 11 45 k-ft 1 578 in 127 2 009 in 14 57 k-ft 51301 k 15232k 4 675 in Column is OK ACI 9-3 56.94 k 170 03 k 1145 k-ft 2 455 in 1 16 2848 in 1328 k-ft 51301 k 15232 k 4 675 in Slenderness perAci 318-95 section 10 12 & 10 13 Actual k Lu / r 45 000 Neutral Axis Distance Phi Max Limit kl/r Beta = M sustained/M max Cm El/1000 PC piA2 E I / (k Lu)A2 alpha MaxPu/(75Pc) Delta Ecc Ecc Loads + Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Ea 9-1 64050 in 07000 340000 06324 1 0000 78339 66287 02768 1 3828 09981 13802 3,1220ksi ACI Ea 9-2 5 2500 in 07000 340000 1 0000 1 0000 63939 541 03 02145 12730 15784 20094 ACI Factors (per ACI, applied internally to entered loads) fc^ffi^iateaa^aaig^i&TiBffiaiau^ ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 AC! 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 •tttt£Xrte<*3F^.*tt^Vn*tSW^^ ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor E^EatfiafljM^ttMM>r^a6-HreafciaaattLi 0750 0900 1 300 Beta ACI Ea 9-3 4 3650 in 07000 34 0000 1 0000 1 0000 63939 541 03 01379 1 1599 2 4553 in 2 8480 in UBC 1921 27"1 4" Factor UBC 1921 2 7 "09" Factor 0850 1 400 0900 1 1 000 in -O- DL=62 1 LL=29 7 ST=0 0 k -i-8 00 in 24 00 in 900ft 224 443 PuMu(Eq9-2) 227 Dk 11 4k ft Pu,Mu(Eq93) 1700k -11 4k it— V£fe/ COO Axial Pn phi (k) 21 0 ^o Moment Mn'pm (k ft) 53 eager associates engineers & consultants PROJECTION TITLE Sheet No Q \ of Date Prepared Checked Project No L. to specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title maple units Dsgnr Jonathan Description 4 umt building ^Job: Date 213PM, 1 FEB04 Scope •structural Rev 510301 User KW 0603632 VerS 1 3 22 Jim 1999 Win32 (c) 19B399BJERCALC Square Footing Design Page 1 c \enercalc\maple ecw Calculations Description PAD FOOTING UNDER COLUMN General Information BCTiJ^. ^vHiajAlf'a^ffi-'U-^Ji^r—^Jrt-^^WJH^. 'tef.L*.'*:.--^,:-!*-^,*,'^-*, Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL S ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to AC! 318-95 and 1997 UBC Requirements teteXtX&Vf Jzfci^^ajfc^jaa.^^^tfcJMCA^?^^^^^^^^^^;^^^^-^,,, 62 160 k 29 760 k OOOQk 4 0 000 psf 14500pcf 1 000 800m I3£aa£^%£r^r^f^^_-'"'p'^-q'gi^^g^^ Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing .fcaarv^fib..^'^^na-rc>i^l^,^jW3a^ 6000ft 1800m 6 6 3000 2,500 0 psi 60,000 0 psi 6,000 00 psf Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 14625 in 00033 00013 m2 00017 % As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 302 m2 1 812m2 00014 ^ SUfTtffl3l*V B 6 00ft square x 18 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 6- #6 bars 2,770 83 psf 6,000 00 psf 2,770 83 psf 6,000 00 psf 1467 k-ft/ft 27 93 k-ft / ft Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 10 #4's 6 #5's 4 #7's 3 #8's Footing 34 05 psi 85 00 psi 101 17 psi 17000 psi OK 5 #6's 2 #9's 2 #10's T,o specify your title block on fhese five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information Title • maple units Dsgnr yonathan Description 4 unit building Job# Date 722AM, 5 Scope structural Rev 510301 User KW-0603632 Ver 5 1 3 22-Jun 1999 Win32 (e) 1983 99 ENERCALC Square Footing Design 3E£aaffiAa3&gl Page 1 c \enercalc\maple eow Calculations Description COLUMN FOOTING DESIGN General Information fcpjJifrjj^^gaijaa-a-affflSA^ •stt^^g^a^it£<^&iLfgH^z£ff^^s& Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Reinforcing ra^aij&^.Mg£f^fe;g£fa*wira^ Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd Calculations are designed to ACI 318-95 and 1997 UBC Requirements | ^^.•^^^^^nSl^^t-S.ft-^^^S^.^^ 55 000 k Footing Dimension 6 000 ft 45000k 0000k 4 0 000 psf 14500pcf 1 000 24 00 in 20 375 m 00033 0 0004 m2 00014% Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Beanng ^ffi li^-^^a^^^^i^y^^^c'1^-':Vy^\t^-^f^-'f--i^!l'' ^W'fFtP*^-'1*-* ^^ fj^^ As to USE per foot of Width Total As Req'd Mm Allow % Remf 2400 m 13 6 3250 2,500 0 psi 60,000 0 psi 3,250 00 psf feFiH-ii^^-ja^i^a-tii^i^ 0 342 m2 2 054 m2 00014 | Summary I 6 00ft square x 24 Oin thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 1 3- #6 bars 3,067 78 psf 3,250 00 psf 3,067 78 psf 3,250 00 psf 9 34 k-ft / ft 82 58 k-ft / ft Vu Actual One-Way Vn*Phi Allow One-Way Vu Actuai Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 11 #4's 7 #5's 4 #7's 3 #8's Footing 5 77 psi 85 00 psi 28 83 psi 17000 psi OK 5 #6's 3 #9's 2 #10's sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet No Prepared Checked Project No Date & (£> 5t~] ^ /ofi X o © 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 map!e units Dsgnr Jonathan Description 4 unit bui!ding Date 7 34AM, 2 FEE 04 Scope structural Rev 510301 User KW-0603632 Ver51 3 22 Jun 1999 Win32 (c) 1983-99 EMERCALC Description lateral load analysis Page 1 c \enercalc\maDle ecw Calculations-Story Seismic Forces General Information Calculations are designed to 1997 UBC Requirements tgu^^re^^m't^J*&h^^Ea'isa^ Seismic Zone 4 Building period UBC 1630 2 3 Simplified Static Force Procedure Hn to T°P Level Ground Floor Area 6,000 0 ft2 ct Construction Type Factor Occupancy Category Miscellaneuos Mgx E|ement story Shear Rai ^ Seismic Importance Factor 1 = 1 00 p Reliabl|lty Factor = 2 - 20/(rmax 'sqrt(Ab)) Determine Ma & Nv. Site Distance From Known Source 5km Calculated Values UBC 1630.2 1 Seismic Source Type B All Faults other than Type A or C Seismic Coefficients Na = 1 00 Nv = 1 20 Soil Profile Type SD Seismic Coefficients Ca = 0 44 Cv * 0 77 Structural System .. Moment Resisting Frame Sy 4a Ordinary momen 4a Ordinary moment-resisting frame, Steel Overstrength & Global Ductility Coefficient R = 4 500 Seismic Force Amplification Factor Omega = 2 800 Structure Height Limit 160 0 ft Building Seismic Forces U&&*o&'f&&iaitfttttjtt^^ Weight Height Wi*Hi Ft Level Wl Hi k ft k-ft k 3 14653 2800 4,1028 7011 2 14012 1800 2,5221 1 18353 900 1,6518 Seismic Dead Load (Calculated From Story Table on "Building Forces" Tab W = Calculated Base Shear V=Cv ! w / (RT)= Mm Base Shear v = o 11 Ca I w = Zone 4 Mm Base Shear v=o 8 z Nv I R / W= Base Shear Max Limit v=25CaiW/R= Final Calculated Values Honz Seismic Factor Eh / W = Vertical Seismic Factor Ev / D = V Design Base Shear Ft Top Force Eh-p Em = Omega * Eh bdicMete^SMWUtt^^M^^ Fx Lateral Story Shear Force @ Level Force k k k 46170 53181 28382 28382 53181 18588 18588 81563 Total Base Shear 100 150 Base Overturning Moment 2,167 222 0 801 sec 6500ft 0035 067 1 5000 4702k 1002k 228k 401 k 1149 k 0213 0220 1002k 7011 k 1502k 2804k a1^.TJ_MllE«ilJijfe1U.,taAa-i.«g.'M.cli Story Moment k-ft 531 806 1 ,265 869 k k-ft Diaphragm Forces Weight WpxLevel K k 3 14653 2 14012 1 1 83 53 Lateral Force @ this Level k 4617 2838 1859 Summation of Lateral Forces Above k-ft 4617 7455 9314 Summation of Level Weights k 146528 286644 470172 Max Req'd Force @ Level k 64472 61651 80752 Diaphragm Force Fpx k 46170 36442 40376 h^GEBRECHT PROJECT NO. Q1-1106&U SURFACE CONDITIONS The surface soils encountered during the course of our investigation were topsoil to a depth of one foot. The topsoil was underlain by forr^ational soils classified as Terrace Deposits (Qti) . These soils consist of tan to reddish brown, camp to moist, medium dense, silty sand (SMI . EXPANSIVE SOILS An expansion test was performed on a select soil sample to determine volumetric change characteristics with change in moisture content. An expansion index of zero indicates a very low expansion potential. Ground water was not encountered during the course of our investigation. Groundwater is anticipated at a depth greater than 50 feet. ' We do not expect ground water to affect the proposed development. GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Rose Canyon/ Newport-Englewood Fault Zone approximately 1 0 Krr to the west. Ground shaking from this fault or one of the ma]or active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential structure should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design parameters: PARAMETER Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source VALUE 040 SD 0.44 070 10 1 1 B UBC REFERENCE Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet No *\" of Prepared Checked Project No Date / / I ."5 T^' sager associates engineers S. consultants PROJECTION TITLE Sheet No /CrO of Prepared Checked Project No •1$ Date O A-i^n i I C /° ^L/i _ y; / I * +- 71 3 -Y *? f-r 1 C ^^ --.3^ ^y^ V-). fr -^ ^7 ;. sager associates engineers S consul-Cants PROJECTION TITLE ADDRESS Sheet No ( t£"U-" of Prepared Checked Project No Date -?. s It T /J y/y fa- T , '-* ANGELES 4817 E SHEILA STREET METAL SYSTEMS LOS ANGELES, CALIFORNIA 90040 ICBO REPORT NO 2392P 1980 GENERAL NOTES AND SCHEDULES 1 WALLS TO BE COVERED ONE SIDE, OR BOTH SiDES WITH MINIMUM COVERING PER UNIFORM BUILDING CODE REQUIREMENTS. 2 BOTTOM TRACK TO BE SECURED AT ANCHOR BOLTS BY DRIVING SOLID WEB DOWN OVER BOLT, USING IRON PIPE SECTION, PROVIDING A TIGHT FIT, STANDARD NUT WITH 1-5/8" DIA WASHER UNDER IS THEN SECURED. 3 ALL NAILS TO BE COMMON WIRE NAILS SIZE, NUMBER AND SPACING AS SHOWN SHORT NAILS MAY BE USED IF REQUIRED PENETRATION PER TABLE 25G, UCB iS MET MINIMUM ATTACHMENT SCHEDULE FOR WALL COVERINGS TYPE APPROVED LATHS FOR PLASTER PLYWOODS SINGLE PLY GYPSUM WALLBOARD AND GYPSUM LATH TWO (2) PLY GYPSUM WALLBOARD ATTACHMENT #8 PHILLIPS WAFERHEAD SELF-TAPPING SCREWS (1/4" PENETRATION) SPACED PER TABLE 47-C, UBC #6 PHILLIPS BUGLE HEAD SCREWS (1/4" PENETRATION) SPACED PER TABLE 47-G, UBC ATTACHMENT PER TABLE 47-G, UBC ATTACHMENT PER TABLE 47-H, UBC ALLOWABLE SHEAR VALUES SELF-TAPPING SCREWS IN LIGHT-GAGE SHAPES • GAGE SIZE OF SCREW #6 #8 #10 #12 #14 DIA MINIMUM 0136 0162 0188 0215 0248 ALLOWABLE-BASED ON SHEAR ON SCREWS 145# 205# 277| 362# 483# ALLOWABLE (WHERE GOVERNS) BEARING ON STEEL FY = 33 KSI 26 GA 0209" - - 272| 311| 359# 24 GA 0239" - - - 356# 411* sager associates engineers & coneuttante PQn.iFnTinNTiTiP Sheet No of Checked Project No Date /n3 w . 1 ° crn i To. sager associates engineers G, consultants PROJECTION TITLE ADDRESS Sheet Prepared Checked Project No Date * [_& / 53 eager associates engineers & consultants PROJECTION TITLF Sheet No /W3-" of Prepared Checked Project No Dale i/z. J 7?' 7 sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet No AS.Dale Prepared Checked Project No 4 © SO 09 3 026SS5 N 00 08 3..l>.BS9g N 3 Q_ oo_JoX oCD OC OXo o:oo sager associates engineers & coneultanta PROJECTION TITLE ADDRESS Sheet No // / / of Prepared Checked Project No Date & > !> sager associates engineers S. consultants PROJECTION TITLE ADDRESS Sheet No// 'C. of Prepared Checked Project No Date S|j 8*g 1>P a£ S-j, mti;*£i 'im' °Sfe 1 u. «{S^ a o '22 "1/11 - BUILDING IAPLE AVE , CARLSBAD, CA EVATIONS & DETAILS be sager associates engineers & consultants 109 E. H*RV*RD SL ^306 Gl£MWi£ CoBwr*! SI 205 lei (BIB) 50} -0212(oi (B1B) 5«~B!Oa 3J5 oz *. ^1 5 Ti P *>? sfl '11 N ""»¥ 3 en "ft 3m si 22 5?«i sS3 5 1 o 9-0 9'-0' FSB-03-04 TUE 02 14 ECSCandE INC FAX 619 258 7902 PAGE EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD surra i SANTEE CAUFORNJA 619258-7901 tax 619 258-7002 E Howard & Pauline hggcbrccht Eggcbrccht} ami ly Limned Partnetship 2489 Ocean Stieet Carlsbad, California 92008 Icbiuory 3,2004 Project No 01-H06E6(A) Subject 1-oundation Plans and Details Review Proposed 4-Unit, Residential Building, Villa De Lu/ Lots No, 7 & 8, Maple Avenue City ol Cdilsbad, Cahfouna Reference "Limited Sue Investigation, Proposed 4 or 5 Unit, Residential Building Site, Lots No 7 & X, Maple Avenut, City of Carlsbad, California", Project No 01-1106E6, Piopdiecl by Basl County Soil Consultation and Hngtneenng, Inc., Dated Jure 2, 2001, Dear Mr & Mrs EggebrechL fa accordance with your request, we have reviewed the foundation plans and details prepared by Sagcr Associates, rn^nccis and Consultants, dated September 2001 for the proposed 4-umt residential building to be locaied on lots no 7 and 8, Maple Avenue, m ihe City of Carlsbad, California, The foundation plans and details were found to be in substantial confonnancc with the recommendations presented in the referenced soils report Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils If we can be of fuithd assistance, please do not hesitate to contact om office. Sincerely yuurg, ^£oous^ Mamodou Sahou Diall/>, P K KCT, 54071 MSD\md EAST COUNTVSOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619)258-7901 Fax 258-7902 June 2, 2001 E. Howard & Pauline Eggebrecht C/o Eggebrecht Family Limited Partnership P.O Box 21012 Billings, Montana 59104 Subject: Project No 01-1106E6 Limited Site Investigation Proposed 4 or 5 Unit Residential Building Site Lots No. 1 & 8, Maple Avenue City of Carlsbad, California. Dear Mr. & Mrs Eggebrecht: In accordance with your request, we have performed a limited investigation of the soil conditions at the subject site. The investigation was undertaken to provide the soil engineering criteria for site grading and recommend an appropriate foundation system for the proposed residential development. Our investigation found that the site is underlain by Terrace Deposits (Qti) to the maximum explored depth of 10.5 feet. These soils generally consist of tan to reddish brown, damp to moist, medium dense, silty sand with a very low expansion potential and a moderate compressibility. It is our opinion that the proposed development is feasible provided the recommendations herein are implemented during construction. Respectfully submitted, Mamadou Saliou Diallo, P E RCE 54071 ^GEBRECHT PROJECT NO Ql-n06hu* INTRODUCTION This is to present the findings and conclusions of a soil investigation for a proposed 4 or 5-unit, two-story residential structure to be located on the north side of Maple Avenue, in the City of Carlsbad, California. The objectives of the investigation were to determine the existing soils conditions and provide recommendations for site development. In order to accomplish these objectives, four (4} exploratory trenches were excavated to a maximum depth of 10.5 feet; undisturbed and loose bag samples were obtained, and laboratory tests were performed. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the north side of Maple Avenue, in the City of Carlsbad, California. It is presently vacant with gentle slopes to the west. Vegetation consists of grass and ice plant. The proposed improvements include the construction of a 4 or 5-unit, two-story, wood-framed, residential structure over a parking garage. The structure will be founded on continuous and spread footings with a slab-on-grade floor. FIELD INVESTIGATION Four (4) exploratory trenches were excavated to a maximum depth of 10.5 feet by a Case 580E Backhoe on May 1, 2001 at the approximate locations shown on the attached Plate No. 1, entitled "Location of Exploratory Trenches". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plates No. 2 and 3 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 4 entitled "Uniform Soil Classification Chart. b^GEBRECHTPROJECT'NO 01-llQ6bu SURFACE CONDITIONS The surface , soils encountered during the course of our investigation were topsoil to a depth of one foot. The topsoil was underlain by formational soils classified as Terrace Deposits (Qti). These soils consist of tan to reddish brown, damp to moist, medium dense, silty sand (SM). EXPANSIVE SOILS An expansion test was performed on a select soil sample to determine volumetric change characteristics with change in moisture content An expansion index of zero indicates a very low expansion potential. Gfi.OUNDWR.TER Ground water was not encountered during the course of our investigation. Groundwater is anticipated at a depth greater than 50 feet. We do not expect ground water to affect the proposed development. GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Rose Canyon/ Newport-Englewood Fault Zone approximately 7.0 Km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential structure should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design parameters. PARAMETER Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source VALUE 040 So 044 070 10 1 1 B UBC REFERENCE Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U hvGEBRECHT PROJECT NO 01-U06Lu * Based on the absence of shallow ground water and the consistency of the subgrade soils, it is our opinion that the potential for liquefaction is low CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes visual inspection; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed commercial development provided the recommendations set forth are implemented during construction GRADING AND EARTHWORK .Site grading should begin with clearing and grubbing, e.g. the removal of topsoil, vegetation and deleterious materials. It is our understanding that the subgrade soils extending to a depth of approximately five (5) feet below existing grade will be removed from the site to accommodate the proposed underground garage structure. The soils encountered at this depth will be adequate for the support of the residential structure and should be observed by a representative of this firm to verify soil conditions. Grading should be done in accordance with the attached appendix A. FOUNDATION AND SLAB a. Continuous and spread footings are suitable for the proposed residential structure. Continuous footings should extend a minimum of 24 inches into the native soils. The footings should be at least 15 inches wide and reinforced with four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. These recommendations are minimum amounts and must be verified by the project structural engineer. b. Concrete floor slabs for the driveway and parking should be a minimum 6 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on center each way Slab reinforcement should be placed within the middle third of the slab by supporting the steel on chairs or concrete blocks "dobies". The slab should be underlain by 4 inches of base aggregate compacted to a minimum of 95 percent relative compaction (ASTM D1557) The effect of concrete shrinkage will result in cracks in virtually all concrete slabs. LJGEBRECHT PROJECT NO 01-1106Lv To reduce the extent of shrin]cae-A--I£Ee^cp^C-cete should be placed at a maximum__pjf^-4^lTTch slump. The minimum stee^^&e^cimended is not prevent shrinkage cracks. c. An allowable soil bearing value of 2750 pounds per square fob-t^ may be used for the design of continuous and spread footings founded a minimum of 24 inches into the native soils. This value may be increased by 650 psf for each additional foot of depth and by 325 psf for each additional foot of width to a maximum value of 6000 Ib/ft2. to horizontal mo-verne-R^ — ra^y~~Seprovided by the soil passive pressure and the friction of concrete to soil . An allowable passive pressure of 240 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing .value may be increased by 1/3 for wind and seismic loading. RETAINING WALLS Unrestrained, cantilevered retaining walls with a level backfill may be designed to resist an active equivalent fluid pressure of 40 pounds per cubic foot This pressure is based on the backfill soils being free draining and non-expansive. Backfill materials must be approved by the soils engineer prior to use. Restrained walls, such as basement walls, that are not free to rotate should be designed to resist an active equivalent fluid pressure of 60 pounds per cubic foot. SITE EXCAVATIONS Excavations for the basement garage and utility trenches may be made vertically for shallow depths and must be either shored or sloped at 1H. IV for depths greater than 4 feet. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill shall be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill shall be on-site soils or non-expansive imported soils, which shall be placed in thin lifts, moisture conditioned and compacted to at least 90 % relative compaction. h^GEBRECHTPROJECT'NO OJ-JJ06Eo DRAINAGE Adequate measures shall be undertaken to properly finish grade the site after the structures and other improvements are in piace, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natural drainage for this area. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements LIMITS OF INVESTIGATION .The recommendations provided in this report pertain only to the site investigated and based upon the assumption that the soil conditions do not deviate from those disclosed in the trenches. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, East County Soil Consultation and Engineering, Inc. should be notified so that supplemental recommendations can be provided. Plates No. 1 through 4, Pages L-l and L-2, References, and Appendix A are parts of this report. Respectfully submitted, Mamadou Saliou Diallo RCE 54071 MSD/md Y M EGGEBRECHT PROJECT NO 01-I106E6 PLATE NO 2 SUMMARY SHEET NO. 1 TRENCH NO. 1 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1.0' TERRACE DEPOSITS (Qti) brown, moist, medium dense, fine grained silty sand (SM) 3.5' reddish brown, moist, medium dense, fine grained silty sand (SM} 4.5' tan to reddish brown, moist, dense, fine to medium grained silty sand (SM) 5.5' bottom of trench "trench backfilled 5-1-01 TRENCH NO. ~2 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1.0' TERRACE DEPOSITS (Qti) reddish brown, damp, medium dense, fine grained silty sand (SM) 3.5' reddish brown, moist, medium dense, fine grained silty sand (SM) 4.5' tan to reddish brown, damp, dense, fine to medium grained silty sand {SM) 6.0' bottom of trench trench backfilled 5-1-01 Y M Y M EtiGEBRECHT PROJECT NO 01-1106E6 PLATE NO. 3 SUMMARY SHEET NO 2 TRENCH NO 3 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1 0' TERRACE DEPOSITS (Qti) reddish brown, moist, medium dense, fine grained silty sand (SM) 3 0' reddish brown, damp to moist, medium dense, fine grained silty sand (SM) 4 0' tan to reddish brown, damp, dense, fine to medium grained silty sand (SM) 5.0' bottom of trench ~trench backfilled 5-1-01 HOLE NO. 4 SOIL DESCRIPTION TOPSOIL brown, moist, loose, fine grained silty sand (SM) TERRACE DEPOSITS (Qti) reddish brown, moist, medium dense, fine grained silty sand (SM) reddish brown, moist, medium dense, fine grained silty sand {SM) tan to reddish brown, damp, dense, fine to medium grained silty sand (SM) DEPTH Surface 1.0' 3.0' 4 5' 7.0' 10.5' bottom of trench trench backfilled 5-1-01 Y M 110.4 4 2 EGGEBRECHT PROJECT NO 01-1106E6 LABORATORY TEST RESULTS PAGE L-l An expansion test in conformance with UBC 18-2 was performed on a representative sample of on- site soils to determine volumetric change characteristics with change in moisture content The recorded expansion of the sample is presented as follows INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT% CONTENT% LB /CU FT INDEX 93 164 1119 ZERO TRENCH NO 2 @50' EGGEBRECHTPROJECT'NO 01-1106E6 REFERENCES 1. "1997 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". 2. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by International Conference of Building Officials. 3 "DMG Open-File Report 96-02, Geologic Maps of the Northwestern Part of San Diego County, California. Plate No 1, Geologic Map of the Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles", by Siang S. Tan and Michael P. Kennedy, 1996. 10 EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC 10925 HARTLEY RD . SUITE 1, SANTEE, CA 92071 (619)258-7901 Fax (619)258-7902 EGGEBRECHT PROJECT NO 01-1106E6 PLATE NO 2 SUMMARY SHEET NO. 1 TRENCH NO. 1 DEPTH SOIL DESCRIPTION M Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1 0' TERRACE DEPOSITS (Qti) brown, moist, medium dense, fine grained silty sand (SM) 3 5' reddish brown, moist, medium dense, fine grained silty sand (SM) 4 5' tan to reddish brown, moist, dense, fine to medium grained silty sand (SM) 5 5' bottom of trench 'trench backfilled 5-1-01 TRENCH NO. 2 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1 0' TERRACE DEPOSITS (Qti) reddish brown, damp, medium dense, fine grained silty sand (SM) 3.5' reddish brown, moist, medium dense, fine grained silty sand (SM) 4 5' tan to reddish brown, damp, dense, fine to medium grained silty sand (SM) 6.0' bottom of trench trench backfilled 5-1-01 Y y M EGGEBRECHT PROJECT NO Q1-1106E6 PLATE NO 3 SUMMARY SHEET NO 2 TRENCH NO. 3 DEPTH SOIL DESCRIPTION Surface TOPSOIL brown, moist, loose, fine grained silty sand (SM) 1 0' TERRACE DEPOSITS (Qti) reddish brown/ moist, medium dense, fine grained silty sand (SM) 3.0' reddish brown, damp to moist, medium dense, fine grained silty sand (SM) 4 0' tan to reddish brown, damp, dense, fine to medium grained silty sand (SM) W5 0' bottom of trench trench backfilled 5-1-01 DEPTH Surface 1.0' 3.0' 4.5' 7.0' 10.5' HOLE NO. 4 SOIL DESCRIPTION TOPSOIL brown, moist, loose, fine grained silty sand {SM) TERRACE DEPOSITS (Qti) reddish brown, moist, medium dense, fine grained silty sand (SM) reddish brown, moist, medium dense, fine grained silty sand (SM) tan to reddish brown, damp, dense, fine to medium grained silty sand (SM)\\ \\ \\ \\ bottom of trench Y M 110.4 4 2 trench backfilled 5-1-01 MAJOR DIVISIO COARSE GRAINED SOILS (MORE THAN l/i OF SOIL > HO 200 SIEVE SIZE) FINE GRAINED SOILS (MORE THAN X OF SOIL < NO 200 SIEVE SIZE) GRAVELS (MORE THAN % OF COARSE FRACTION >NO 4 SIEVE SIZE) SANDS (MORE THAN 'A OF COARSE FRACTION < NO 4 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 SILTS & CLAYS LIQUID LIMIT >50 HIGHLY ORGANIC SOILS SYMBOL GW GP GM GC sw SP SM sc ML CL OL MH CH OH Pt DE RIPTION WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES, LITTLE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES WELL GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SILT-SAND MIXTURES CLAYEY SANDS, SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY rNORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS, ORGANIC SILTS PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) CLASSIFICATION BOULDERS COBBLES GRAVEL Coarse Fine SAND Coarse Medium Fine SILT AND CLAY RANGE OF GRAIN SIZES US STANDARD SIEVE SIZE Above 12 Inches 1 2 Inches To 3 Inches 3 Inches to No 4 3 Inches to 3/i Inch % Inch to No 4 No 4 to No 200 No 4 to No 10 No 10 to No 40 No 40 to No 200 Below No 200 GRAIN SIZE IN MILLIMETERS Above 305 305 To 76 2 76 2 to 4 76 76 2 to 19 1 19 1 to 4 76 4 76 to 0 074 4 76 to 2 00 2 00 to 0 420 0 420 to 0 074 Below 0 074 /flf • /I CC-Ji / ™'X X CL X.-' ULkC X X L x Ix / Crl X x^ VIHS ^x 3H GRAIN SIZE CHART o 10 10 30 4c :o to 70 ao uouio UMir (u.! • PLASTICITY CHART EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 U.S.C.S. SOIL CLASSIFICATION EGGEERECHT RPOJECT NO. 01-1106E6 JUNE 2, 2001 PLATE NO. 4 EGGEBRECHTPROJECT'NO 01-U06E6 LABORATORY TEST RESULTS PAGE L-l An expansion test in conformance with UBC 18-2 was performed on a representative sample of on- site soils to determine volumetric change characteristics with change in moisture content The recorded expansion of the sample is presented as follows INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT% CONTENT% LB /CU FT INDEX 93 164 1119 ZERO TRENCH NO 2 @50' 10 DIRECT SHEAR SUMMARY 5000 r 4500 4000 SAMPLE 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 3/8" SAMPLE) DESCRIPTION ANGLE OF INTERNAL FRICTION COHESION INTERCEPT (PSF) EGGEERECHT PROJECT MAPLE AVENUE, CAHLSBAD Undisturbed 31'100 SC SOUTHERN CALIFORNIA SOIL & TESTING, INC BY EAST COUNTY SOILS CONSULTING DBA/SD JOB NUMBER nt-1 1.06E6 DATE 5/7/2001 EGGEBRECHTPROJECT'NO 01-1106E6 REFERENCES 1. "1997 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". 2. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by International Conference of Building Officials. 3 "DMG Open-File Report 96-02, Geologic Maps of the Northwestern Part of San Diego County, California. Plate No 1, Geologic Map of the Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles", by Siang S. Tan and Michael P. Kennedy, 1996. 11 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE I SANTEE, CALIFORNIA 92071 (619)258-7901 APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS 1 General Description The intent of these specifications is to obtain uniformity and adequate strength in filled ground so that the proposed structures may be safely supported The procedures include the clearing and preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the filled areas to conform with the lines and grades as shown on the approved plans. The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer) to inspect and test earthwork in accordance with these specifications The engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken, necessary to comply with the specifications It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaction 2 Preparing Areas to be Filled (a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise disposed of so as to leave the areas to be filled free of vegetation and debris Any uncompacted filled ground or loose compressible natural ground shall be removed unless the report recommends otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to the satisfaction of the engineer (b) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least 12 inches (12"). (c) After the natural ground has been prepared, it shall then be brought to the proper moisture content and compacted to not less than 90 percent of maximum dry density in accordance with ASTMD1557-91 (d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut into the firm natural ground The initial bench at the toe of the fill shall be at least 15 feet in width on firm undisturbed natural ground The width of all succeeding benches shall be at least 6 feet APPENDIX A 2 3. Fill Materials All material shall be approved by the engineer and shall consist of materials free from vegetable matter, and other lumps greater than 6 inches in diameter If, during grading operations, soils are found which were not encountered and tested in the preliminary investigation, tests on these soils shall be performed to determine their physical characteristics Any special treatment recommended in the preliminary or subsequent soils reports not covered herein shall become an addendum to these specifications 4 Placing and Compacting Fill Materials (a) When the moisture content of the fill material is below that specified, water shall be added until the moisture content is near optimum to assure uniform mixing and effective compaction (b) When the moisture content of the fill materials is above that specified, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as specified (c) After processing, the suitable fill materials shall be placed in layers which, when compacted, shall not exceed six inches (6") Each layer shall be spread evenly and shall be thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the density set forth in paragraph 2 (c) above Compaction shall be accomplished with approval types of compaction equipment. Rolling shall be accomplished while the fill material is at the specified moisture content In place density tests shall be performed in accordance with ASTM D1556-90 (e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable and until there is no appreciable amount of loose soil on the slopes 5 Inspection Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall be maintained during the filling and compacting operations so that he/she can verify that the fill was constructed in accordance with the accepted specifications 6 Seasonal Limits No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits When the work is interrupted by rain, fill operations shall not be resumed until the moisture content and density of fill are as previously specified All recommendations presented in the attached report are a part of these specifications. City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing 3 building permit The City will not issue any building permit without a completed school fee form Project Name \K \ \ (XS LW L-* Building Permit Plan Check Number £.6 033 is 6>~ H- Project Address APN Project Applicant (Owner Name) Project Description jBuildmg Type Residential IMM;N£ - oo i AH vV On \y-M £PC r Number of New Dwelling Units L 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 City Certification of Applicant Information T ""1^ V Date ;S WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (736-2200) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encmitas Blvd Encmitas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 6O2-270O Revised 4/20/00 Building Counter • (760) 6O2-271 9 * FAX (760) 6O2-8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))************************************************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER GAYLEN FREEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD. CA 92009 j^j CARL f AD HIGH,SCHOOL CARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY ."^an uirtu cf-un™ j ] MAGNOLIA ELEMENTARY | | CALAVERA HILLS SCHOOL | | KELLEY SCHOOL HOPE SCHOOL CARLSBAD VILLAGE ACADEMY VALLEY MIDDLE SCHOOL VISTA SCHOOL RECEIVED FROM (If Applicable) PARENT OF PAYMENT FOR \ AVIARA OAKS ELEMENTARY UvWM OAKS MIDDLE SCHOOL \ PACIFIC RIM j|OTHER Receipt No 15521 DATE ///? 77 C/ /ACCOUNT NUMBER AMOUNT woo Revi RECEIVED License Detail Page 1 of2 California Home Friday June 11 2004 License Detail Contractor License # 421785 CALIFORNIA CONTRACTORS STATE LICENSE BOARD DISCLAIMER A license status check provides information taken from the CSLB license data base Before relying on this information, you should be aware of the following limitations •' CSLB complaint disclosure is restricted by law (B&P 71246) If this entity is subject to public complaint disclosure, a link for complaint disclosure will appear below Click on the link or button to obtain complaint and/or legal action information » Per B&P 7071 17. only construction related civil judgments known to the CSLB are disclosed • Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration • Due to workload, there may be relevant information that has not yet been entered onto the Board's license data base * * * Extract Date 06/11/2004 Business Information * * * EDGAR MULLEN CONSTRUCTION DBA MULLEN CONSTRUCTION 2890 PIO PICO DR #202 CARLSBAD, CA 92008 Business Phone Number (858) 756-0122 Entity Corporation Issue Date 04/22/1982 Reissue Date 12/10/2003 Expire Date 12/31/2005 * * *License Status * * * This license is current and active All information below should be reviewed. * * * Classifications * * * Class B Description GENERAL BUILDING CONTRACTOR * * *Bonding Information * * * CONTRACTOR'S BOND: This license filed Contractor's Bond number 1035939 in the http //www2 cslb ca gov/CSLB_LIBRARY/License+Detail asp 06/11/2004 Detail Page 2 of2 amount of $10,000 with the bonding company SURETY COMPANY OF THE PACIFIC. Effective Date 01/01/2004 Contractor's Bonding History BOND OF QUALIFYING INDIVIDUAL^): The Responsible Managing Officer (RMO) EDGAR HUGH MULLEN certified that he/she owns 10 percent or more of the voting stock/equity of the corporation A bond of qualifying individual is not required Effective Date 12/10/2003 * * * Workers Compensation Information * * * This license has workers compensation insurance with the VIRGINIA SURETY COMPANY. INC. Policy Number 00500015343 Effective Date 01/01/2004 Expire Date 01/01/2005 Workers Compensation History * * * Miscellaneous Information * * * Date 12/10/2003 Description LICENSE REISSUED TO ANOTHER ENTITY Personnel List License Number Request Contractor Name Request Personnel Name Request Salesperson Request Salesperson Name Request ©2003 State of California Conditions of Use Privacy Policy http //www2 cslb ca gov/CSLB_LIBRARY/License+Detail asp 06/11/2004 06-06-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR05230 Building Inspection Request Line (760) 602-2725 Job Address 1 36 MAPLE AV CBAD Permit Type PCR Parcel No 0000000000 Lot # Valuation $0 00 Construction Type Reference # CB033186 Project Title VILLIAS DE LUZ ARCH REVISIONS 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 12/13/2005 SB 06/06/2006 06/06/2006 Applicant BRANDEN COEN Owner 707 MISSION AVE 92028 433-1785 Plan Check Revision Fee Additional Fees $360 00 $000 Total Fees $360 00 Total Payments To Date $360 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the' Imposition' of lees, dedications reservations, or olrier 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 tn 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date pPROECT, INFORMATION Addres (include Bldg/Suite tt)Business Name (at this address) CONTACT PERSON (if different from applicant) GtEfcJ for,cblrtraetorf™,Q™6wner!-'IM'AgenYfor^Owner' CONTRACTOR ^COMPANY, NAME (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 [6500]) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License ft Address City State/Zip Telephone .Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q 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 Q 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 earner and policv number are Insurance Company _ Policy No _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees SIGNATURE _ DATE _ 17* "rfOWNERSUILDER DECLARATION^ ^" Y V l'l ^"^ W, ', ^/uli^i ^f>W%a< &' £%«'.* rH'-'^k^ H ^^^''tW&WrtV 1 hereby affirm that I am exempt from the Contractor s License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sac 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) r~) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) fj I am exempt under Section _________________ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES ClNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) __ _ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES CI NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES O 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 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 1 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 CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 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 10644 Uniform Building Code) APPLICANT'S SIGNATURE Vf&jZi^'*-^ DATE \ "3- * 1 Q * O& WHITE File YELLOW Applicant PINK Finance EsGil Corporation In Partnership vntfi government for fiuiCiCing Saftty DATE: June 1, 2006 a ^APPLICANT JURIS JURISDICTION Carlsbad a FILE PLAN CHECK NO . 03-3186 REV 2 SET HI PROJECT ADDRESS- 136/148 Maple Ave. PROJECT NAME Villas de Luz Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Xl Esgil Corporation staff did not advise the applicant that the plan check has been completed ] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone #. Date contacted (by ) Fax # Mail Telephone Fax In Person l\-7\X] JREMARKS 1 Each sheet of the architectural plans must be signed by the architect Floor area has been added to the building (master bedroom of Unit A, as reported on the plans) City staff should consider this (for fee purposes, etc)v By Kurt Culver Enclosures Previously-approved Esgil Corporation plans El GA D MB D EJ D PC 5/25/06 tmsmtidot 9320 Chesapeake Drive, Suite 208 + San Diego, Californta 92123 * (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership vmtfi government for 'BuiCding Safety DATE April 18, 2006 g APPLICANT JURISDICTION Carlsbad a~pTArREVIEWER a FILE PLAN CHECK NO 03-3186 REV 2 SET II PROJECT ADDRESS 136/148 Maple Ave. PROJECT NAME Villas de Luz Architectural Revisions The plans transmitted herewith have been corrected where necessary and'substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to 4-Design P O Box 848 Oceanside 92049 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Brendan Coen Telephone # (760) 433-1785 Date contacted ^//^ (by V^ ) Fax # -2810 Mail Telephone Fax^/Hn Person XI REMARKS Now includes MEP and structural, too By Kurt Culver Enclosures Esgil Corporation D GA n MB D EJ D PC 4/10/06 irnsmtldot ' 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 03-3186 REV 2 April 18, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 03-3186 REV 2 PROJECT ADDRESS 136/148 Maple Ave. SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 4/10/06 April 18, 2006 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec. 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways. 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123; (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 B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the •revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items Carlsbad 03-3186 REV 2 April 18, 2006 D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo 1 Each sheet of the plans must be signed/sealed by the designer THE MEP SHEETS WEREN'T SIGNED 2 Only revised architectural plans were provided Next time, please also submit the corresponding structural and MEP sheets SEE NEW COMMENTS AT THE END OF THIS LIST 5 Show on the plans one-hour construction for the new closets created under stairs IN ADDITIONAL TO FIRE PROTECTION ON THE WALLS (AS ALREADY NOTED), SHOW FIRE PROTECTION FOR THE CEILING IN THE CLOSET, TOO 10 Floor area has been added to the master bedroom of Unit A Please report this area on the plans WE WILL ADVISE THE CITY OF THE ADDED . AREA 12 On sheet 10, why are the windows at the 3-hour fire wall clouded9 There don't appear to be any changes there WHERE ON THE PLANS ARE THE 3-HOUR DOORS INDICATED (AS STATED IN YOUR RESPONSE)9 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 Kurt Culver at Esgil Corporation Thank you ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 Provide combustion air calculations for the water heater located in the storage room off of the garage Use "unusually tight construction" unless the door schedule specifically has openings described in the door between the garage and the storage room installed therein (Be sure to take occupancy separations, if applicable, into account) 2 Include the vent termination locations on the roof plans and detail the following the distance between vent terminations, the distance from the closest vent terminations to a vertical surface (wall- 8' required), and the minimum distance from an opening in the building (window - 2nd level) .Carlsbad 03-3186 REV 2 April 18, 2006 3 The vent routing (unit "A", for example, won't work • It wilt not meet the maximum vent angle offsets found in UPC 516 or the 75% specification found in UPC 516 3 Provide another design 4 Include the occupancy separation construction methodology for the vent if the routing for it penetrates the separation between the garage and dwelling units 5 ' Trace the T&P waste piping It must be routed in a gravity downhill manner from the water heater Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In Partners nip rvitfi, government for 'Building Safety DATE December 21. 2005 < JURISDICTION Carlsbad PLAN CHECK NO 03-3186 REV 2 $l?Qf23&Ef I PROJECT ADDRESS 136/148 Maple Ave. PROJECT NAME Villas de Luz Architectural Revisions APPLICANT Q PLAN REVIEWER a FILE 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 when1 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 X3 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to 4-Design PO Box 848 Oceanside 92049 Esgil Corporation staff did not advise the applicant that the plan check has been completed A! Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Brendan Coen Date contacted \~iri\-t' Mail Telephone »*'xFax^' In Person - REMARKS Telephone # (760) 433-1785 Fax # -2810 By Kurt Culver Esgil Corporation D GA D MB D E Enclosures PC 12/15/05 trnsmtl dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (S58) 560-1576 Carlsbad 03-3186 REV 2 December 21, 2OO5 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 03-3186 REV 2 PROJECT ADDRESS 136/148 Maple Ave. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED ESGIL CORPORATION 12/15/05 December 21, 2005 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • Please make all corrections on the originals and submit two new complete sets of prints to ESGIL CORPORATION • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes Q No Carlsbad 03-3186 REV 2 December 21, 2005 1. Each sheet of the plans must be signed/sealed by the designer 2. Only revised architectural plans were provided Next time, please also submit the corresponding structural and MEP sheets. 3 Please provide structural calculations for any structural changes 4 Please provide revised energy calculations for the envelope changes 5 " Show on the plans one-hour construction for the new closets created under stairs. 6 The narrative submitted with the plans states that electric water heaters are now provided (and the water heaters are in the garage) Please make sure the MEP plans reflect this Otherwise, there may be an issue with the penetration of the occupancy separation 7 The storage rooms added at Line 0 aren't reflected on the existing structural plans Please revise 8 Some of the added windows occur right in the middle of shear walls shown on the structural plans' Please revise 9 Please show on the plans tempered glass for the windows within 5' of stairs 10 Floor area has been added to the master bedroom of Unit A a) Please report this area on the plans b) Submit revised MEP and structural plans (with calculations) for this 11 On sheet 10, show tempered glass for the new window by the entry doors 12' On sheet 10, why are the windows at the 3-hour fire wall clouded? There don't appear to be any changes there 13 On sheet 11, why wasn't the Butler's Kitchen area clouded9 There are other changes on the plans that haven't been bubbled yet Please investigate 14 That change to the Butler's Kitchen area isn't reflected on the structural plans Please revise 15 It appears that not all affected sheets have been revised yet See sheet 15, etc , etc 16 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 Kurt Culver at Esgil Corporation Thank you Carlsbad O3-3186 REV 2 December 21, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Kurt Culver BUILDING ADDRESS 136/148 Maple Ave. BUILDING OCCUPANCY. . TYPE OF CONSTRUCTION PLAN CHECK NO . 03-3186 REV 2 DATE December 21, 2005 BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) • cb Valuation Multiplier By Ordinance Reg • Mod VALUE ($) * Plan Check Fee by Ordinance $360.00 Type of Review Repetitive Fee~| Repeats * Based on hourly rate Comments D Complete Review D Other m Hourly Structural Only Hours Esgil Plan Review Fee $288.00 Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS DATE RESIDENTIAL ADDITION MINOR (< $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE * OTHER PLANNER ENGINEER COMPLETE OFFICE BUILDING DATE DATE I ' Docs/MlsFanru/planmng engineering Approvals ^& Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To City of Carlsbad From Brendan Coen Date May 22, 2006 Project Villas De Luz Attached with this transmittal is a packet for the resubmittal of Villas De Luz in Carlsbad, California This packet includes A list of changes to the original set of drawings Correction checklist from Esgil Corp dated 4 18 06 Correction checklist responses dated 5 4 06 Supplied air calculations per correction item 1 plumbing correction list from Esgil Bradford White TTW2 75 gallon water heater specifications Bradford White TTW2 75 gallon installation instructions packet Revised Title 24 report dated 3 15 06 Revised structural calculations Please call with any questions Brendan Coen 4 Design Architecture O From the Office of 4 Design Architecture and Planning Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To From Date Re Scott, City of Carlsbad Building Department Brendan Coen December 12, 2005 Villas De Luz, Carlsbad Scott, These sheets as well as the permitted drawings are being submitted with this transmittal Below is a list of changes that have been made to the permitted set of drawings The items below effect sheets 1,6-13, 16-19, 22-25, 28A, 28B, 32, 33, 43, and 49 Each item number on the list below matches accordingly on the revised set of plans and is indicated by the item number in a triangle Item 1 At wall line B, first floor from wall line 1 thru wall line 4 1 , the existing 2046 windows and the existing 3068 door in bedroom 2 and 3 and bedroom 3 of Unit 'A' are to change to a 10068 OXXO tempered sliding glass door Item 2 At wall line B, second floor from wall line 1 thru wall line 4 1, the existing bathroom windows are changed to a 6040 sliding window at the tub area Item 3 At wall line B, second floor from wall line 1 thru wall line 5, the existing 2-3068 French doors and the existing 2046 window shall be replaced with a 10068 OXXO ,t f * tempered sliding glass door At Unit 'A' the 10068 OXXO sliding glass door replaces a window at the deck Item 4 At wall line B, mezzanine level, the existing (4) 2046 fixed windows have been replaced with (8) 2020 fixed windows that align with the new sliding glass doors on the second floor Item 5 At wall line B first floor from wall line 4 1 thru wall line 5, the existing 3646 window shall be replaced with a 3620 fixed glass window Item 6 At wall line 1, between wall lines D & E, a storage room shall be added to the basement, first, second, and mezzanine floors Item 7 At wall line 'E1 first floor of Units 'C1, 'B', and 'A1 a 6030 fixed low 'E' tempered glass window shall be added below the existing window and trim above the mid-level landing A 5030 fixed low 'E' tempered glass window shall be added to the same location of Unit'D' Item 8 Unit 'A' first floor entry, west wall, shall have a new 3040 tempered low 'E1 fixed glass window added, and centered in the interior face of the wall Item 9 Units 'B', 'C', and 'D' storage area in the Northeast corner of the basement are to be relocated in each Unit's stall 1 parking area to hide the staircase above Units parking centerlme to be centered making each parking width 9'-5" Item 10 Unit 'A' second floor Master Bathroom Suite has been reconfigured The shower has been relocated to the original toilet location, which moved the toilet and stall to the West The area at the showers original location is now occupied by a larger tub and tile The master closet now extends Westward moving 'Bath 6' across from the unchanged laundry room The Dining room can now be accessed near the top of the stairs Item 11 At wall line '0' between wall lines 'C' and 'D' at the first floor, a duct shaft extended from the mechanical exhaust from the basement has been added extending 13'-0" from the finished grade An exterior storage room around the exhaust extension has been added to the first floor Item 12 The original locations of the water heaters on the mezzanine levels of each Unit have been relocated to the Easterly parking areas of the basement The proposed water heaters are now 120 gallon electric, producing no exhaust Unit 'A' water heater has been relocated in the Unit 'A' storage area and is also 120 gallon electric, producing no exhaust Item 13 Roof eaves extended to 1'-6" Rafter tails added to eaves for architectural appeal See sheet 28A for revised roof plan and sheets 32 and 33 for rafter tails Item 14 Unit 'A', second floor, between the deck and tub ledge a closet has been added extending 16" from the wall The closet floor is 3'-0" above the finish floor Item 15 At wall line 5 from wall lines 'B' thru 'E' second floor, the 2-3068 doors to the deck are to be replaced with 3050 double hung windows The most Westerly set of 2068 French doors are to be replaced with a 4036 double hung window Item 16 At wall line 'B'from wall lines '1' thru '5 1' ad stuccoed deck posts are to change to continuous metal railing At wall line 'E' from wall lines '4.1' thru '5' second floor Unit A, the stuccoed deck posts are to change to continuous metal railing See elevations Item 17 At the base of each Unit's entry staircase in the basement level, an automatic closing three hour rated surface mounted fire door is to be installed on an assembled three hour rated fire wall Item 18 Unit 'A' at wall lines 'D' and '4 1', basement and first floor, all of the windows located on these three hour rated walls will change from metal frame window with 90 minute polished, wired glass with 90 minute fire rated glass and 3 hour rated fire shutters to vinyl frame windows and 3 hour rated fire shutters See details C,D, and F on sheet 43 If you have any questions please contact me Thank You Much, Brendan Coen 4 Design Architecture and Planning From the Office of 4 Design Architecture and Planning Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax: 760-433-2810 www.4designarch.com To From Date Re City of Carlsbad Building Department Brendan Coen December 12, 2005 Villas De Luz, Carlsbad BELOW IS A LIST OF ITEMS CHANGED ON THE ORIGINAL SET OF PLANS These sheets as well as the permitted drawings are being submitted with this transmittal Below is a list of changes that have been made to the permitted set of drawings The items below effect sheets 1, 6-13, 16-19, 22-25, 28A, 28B, 32, 33, 43, and 49 Each item number on the list below matches accordingly on the revised set of plans and is indicated by the item number in a triangle Item 1 At wall line B, first floor from wall line 1 thru wall line 4 1, the existing 2046 windows and the existing 3068 door in bedroom 2 and 3 and bedroom 3 of Unit 'A' are to change to a 10068 OXXO tempered sliding glass door Item 2 At wall line B, second floor from wall line 1 thru wall line 4 1, the existing bathroom windows are changed to a 6040 sliding window at the tub area Item 3 At wall line B, second floor from wall line 1 thru wall line 5, the existing 2-3068 French doors and the existing 2046 window shall be replaced with a 10068 OXXO tempered sliding glass door At Unit 'A' the 10068 OXXO sliding glass door replaces a window at the deck Item 4 At wall line B, mezzanine level, the existing (4) 2046 fixed windows have been replaced with (8) 2020 fixed windows that align with the new sliding glass doors on the second floor Item 5 At wall line B first floor from wall line 4 1 thru wall line 5, the existing 3646 window shall be replaced with a 3620 fixed glass window Item 6 At wall line 1, between wall lines D & E, a storage room shall be added to the basement, first, second, and mezzanine floors Item 7 At wall line 'E' first floor of Units 'C', 'B', and 'A1 a 6030 fixed low 'E' tempered glass window shall be added below the existing window and trim above the mid-level landing A 5030 fixed low 'E' tempered glass window shall be added to the same location of Unit'D' Item 8 Unit 'A' first floor entry, west wall, shall have a new 3040 tempered low 'E' fixed glass window added, and centered in the interior face of the wall Item 9 Units 'B', 'C', and 'D' storage area in the Northeast corner of the basement are to be relocated in each Unit's stall 1 parking area to hide the staircase above One hour construction used on relocated storage areas Units parking centerlme to be centered making each parking width 9'-5" Item 10 Unit 'A' second floor Master Bathroom Suite has been reconfigured The shower has been relocated to the original toilet location, which moved the toilet and stall to the West The area at the showers original location is now occupied by a larger tub and tile The master closet now extends Westward moving 'Bath 6' across from the unchanged laundry room The Dining room can now be accessed near the top of the stairs where a Butler's Kitchen has been added along the wall across from the top of the stairway Item 11 At wall line '0' between wall lines 'C' and 'D' at the first floor, a duct shaft extended from the mechanical exhaust from the basement has been added extending 13'-0" from the finished grade An exterior storage room around the exhaust extension has been added to the first floor Item 12 The original locations of the water heaters on the mezzanine levels of each Unit have been relocated to the Easterly parking areas of the basement Two water heaters are located next to each other in a 5' X 3'6" room in guest parking along wall line 2, the other two water heaters are in a 5' X 3'6" room in Unit A storage along wall line 4 1 The proposed water heaters are now 75 gallon gas with a 3" flue plumbed to the exterior of the building 4' from all openings Item 13 Roof eaves extended to 1 '-6" Rafter tails added to eaves for architectural appeal See sheet 28A for revised roof plan and sheets 32 and 33 for rafter tails Item 14 Unit 'A', second floor, between the deck and tub ledge a closet has been added extending 16" from the wall The closet floor is 3'-0" above the finish floor Item 15 At wall line 5 from wall lines 'B' thru 'E' second floor, the 2-3068 doors to the deck are to be replaced with 3050 double hung windows The most Westerly set of 2068 French doors are to be replaced with a 4036 double hung window Item 16 At wall line 'B'from wall lines '1' thru '5 V all stuccoed deck posts are to change to continuous metal railing At wall line 'E' from wall lines '4 V thru '5' second floor Unit A, the stuccoed deck posts are to change to continuous metal railing See elevations Item 17 At the base of each Unit's entry staircase in the basement level, an automatic closing three hour rated surface mounted fire door is to be installed on an assembled three hour rated fire wall Item 18 Unit'A' at wall lines 'D1 and '4 1', basement and first floor, all of the windows located on these three hour rated walls will change from metal frame window with 90 minute polished, wired glass with 90 minute fire rated glass and 3 hour rated fire shutters to vinyl frame windows and 3 hour rated fire shutters See details C,D, and F on sheet 43 Item 19- At Units B,C, and D entrance to garage there is a 3 hour rated framed wall around the fire door that separates the basement parking area from the occupancy units Item 20 Second floor at wall line E all units, the 7'-4" X 8'-4" windows are to be changed to 6'-0" X 8'-4" windows in order to match the width of the new windows below Item 21 Second floor Unit A along wall C 1 there has been a Butler's Kitchen added between the kitchen and dining room If you have any questions please contact me Thank You Much, Brendan Coen 4 Design Architecture and Planning LSblL LURP its ZUUD IM sGii Corporation aftty Date- Time Sent; To:rtei FAX TRANSMITTAL Number of Pages Being Transmitted: (Including Fax Transmittal) From: Phone #: Fax*: Hard Copy Mailed? YES D NO Remarks. 9320 Chesapeake Drive, Suite 208 • San Diego. California 92123 • (858)560-1468 * Bx (35$) 560-1576 ESGIL CORP Fax:l8bBbbUlbrb upr 10 zuuo EsGil Corporation In fartMtvltip tritfi giwtrnmtnt for Quitting Safety DATE- April 18. 2006 Q APPLICANTa JURIS JURISDICTION: Carlsbad a PLAN REVIEWERa FILE PLAN CHECK NO.; 03-3186 REV 2 SET:H PROJECT ADDRESS: 136/148 Maple Ave. PROJECT NAME: Villas de Luz Architectural Revisions plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies Identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [X] The applicant's copy of the check hat has been sent to: 4-Design P.O. Box 848 Oceanside 92049 HI! Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed, Person contacted; Br&ndan Coen Telephone #: (760) 433-1785 Date contacted. <<//$*fc (by.\£ ) Fax #:-2810 Mall Telephone Fax^xln Person REMARKS: Now includes MEP and structural, too By: Kurt Culver Enclosures; Esgil Corporation G GA Q MB D EJ D PC 4/10/OS trramfldot 9320 Chesapeake Drive, Suite 208 * San Diego. California 92123 * (858)560-1468 * Fax (858) 560-1576 ESGIL CORP. , Carlsbad 03-3186 REV 1 April 13, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION; Carlsbad PROJECT ADDRESS: 136/148 Maple Avc- DATE PLAN RECEIVED BY ESGIL CORPORATION: 4/10/06 REVIEWED BY: Kurt Culver PLAN CHECK NO.; 03-3186 REV 2 SET: H DATE RECHECK COMPLETED' April 18, 2006 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4,3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city taw. A. Please make ail corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects), For expeditious processing, corrected sets can be submitted in one of two ways. 1. Deltver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday AVB., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (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 B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these Items ESGIL CORP hax = ia^«r>t>ulDrD npr ID zuuo Carlsbad 03-3186 REv 2 April 18, 2006 D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. Iff there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo 1 , Each sheet of the plans must be signed/sealed by the designer. THE MEP SHEETS WEREN'T SIGNED. 2, Only revised architectural plans were provided. Next time, please also submit the corresponding structural and MEP sheets, SEE NEW COMMENTS AT THE END OF THIS LIST 5. Show on the plans one-hour construction for the new closets created under stairs. IN ADDITIONAL TO FIRE PROTECTION ON THE WALLS (AS ALREADY NOTED), SHOW FIRE PROTECTION FOR THE CEILING IN THE CLOSET, TOO. 10. Floor area has been added to the master bedroom of Unit A- Please report this area on the plans. WE WILL ADVISE THE CITY OF THE ADDED AREA 12 On sheet 10, why are the windows at the 3-hour fire wall clouded'' There don't appear to be any changes there, WHERE ON THE PLANS ARE THE 3-HOUR DOORS INDICATED (AS STATED IN YOUR RESPONSE)? The jurisdiction has contracted with Esgif 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 Hems, please contact Kurt Culver at Esgil Corporation. Thank you. ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER; Eric Jensen PLUMBING (2000 UNIFORM PLUMBING CODE) 1 Provide combustion air calculations for the water heater located in the storage room off of the garage. Use "unusually tight construction" unless the door schedule specifically has openings described in the door between the garage and the storage room installed therein. (Be sure to take occupancy separations, if applicable, into account). 2. Include the vent termination locations on the roof plans and detail the following: the distance between vent terminations, the distance from the closest vent terminations to a vertical surface (wall- 8' required), and the minimum distance from an opening in the building (window - 2nd level) ESGIL CORP, Fax:18585601576 Hpr ia ^JUb 13'AJ K.Ub Carlsbad 03*3186 REV 2 April 18, 2006 3. The vent routing (unit "A", for example, won't work: • It will not meet the maximum vent angle offsets found in UPC 516 or the 75% specification found In UPC 516.3. Provide another design. 4. Include the occupancy separation construction methodology for the vent if the routing for it penetrates the separation between the garage and dwelling units 5. Trace the T&P waste piping, it must be routed in a gravity downhill manner from the water heater. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected Items have been addressed on the plans. Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To Carlsbad Building Department / Esgil Corp From Brendan Coen Date May 4, 2006 Project Villas De Luz BELOW IS A LIST OF RESPONSES TO THE CORRECTION LIST FROM ESGIL CORP ON APRIL 18 Item 1 Each sheet of the plans have been stamped and signed by the designer including the MEP sheets Item 2 Revised structural plans, revised structural calculations, revised MEPs, a new Title 24, as well as the architectural sheets are all included in this submittal package Item 5 A 'all concrete ceiling including below stairs is to be 3 hour fire rated' note has been added to the basement plans referring to the ceiling above the storage area one-hour construction Item 12 The 3-hour rated window fire shutters are indicated by the 'A' or 'B' in a six sided polygon next to the window, indicating windows 'A' or 'B' on the window schedule on sheet 49 A '3 hour fire shutter, see sheet 49' note has also been added to sheets 10 and 12 MECHANICAL, ELECTRICAL, AND PLUMBING CORRECTION ITEMS Item 1 The water heaters that were located in the closed storage area of Unit A have been relocated to the open storage area for Unit A Air calculations for the water heater enclosure are included in the resubmittal packet Item 2 The vent termination locations have been noted on the roof plans on sheet 28B Termination locations are along the East side of the building Details of the vent terminations with dimensions as requested can be found on a new plumbing detail sheet, P-11 The vents now terminate two feet above the roof Item 3 A new vent routing design has been made using section 517 1 of the UPC, following the manufacturer's specifications for installing the vent routing The Bradford White water heater, model M-ll- TW 75 gallon specifications and installation instructions have been included with the resubmittal Detail 4 on sheet P-11 explains the vent routing thoroughly The total length of the vent is 30"-7" with elbows as follows from water heater to roof 45°, 45°, 45°, 45°, 22 5°, 22 5° {which equal two 90° elbows and one 45° elbow) As seen on table-3 on page 13 of the Bradford White water heater installation instructions the maximum allowable vent length thru the roof with three 90° elbows is 60 feet The vent routing now complies with UPC 516, and vent offsets The section of 45° angled vent, considered horizontal, is a maximum of 5' in length, which is no greater than 75% of the vertical height of the vent Item 4 The occupancy separation construction for the vent routing between the garage and dwelling units is located on the new plumbing sheet, detail 2 on P-11 Item 5 The temperature and pressure waste piping has been routed from the water heater, out the enclosure where it can run downhill to the garage drams in the center of the garage T&P pipe routing can be seen in detail 4 on sheet P-11 If you have any questions or concerns please contact me Thanks, Brendan Coen Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax. 760-433-2810 www.4designarch.com To City of Carlsbad From Brendan Coen Date May 22, 2006 Project Villas De Luz Attached are the supplied air calculations for the water heaters on the Villas de Luz project as requested per correction item 1 under the plumbing correction list from Esgil Corp The structural set included have been signed by Jonathan Please call with any questions Brendan Coen 4 Design Architecture Villas De Luz Carlsbad, California Supplied Air Calculations May 5,2006 Calculations are based upon table 5-1 of the Uniform Plumbing Code All four water heater enclosures share the same dimensions Water heater enclosure area 14 2 sq ft Ceiling height 8 ft Water heater enclosure volume 113 6 cu ft One Bradford White 75 gallon powervent water heater 76,000 BTU/hr Free area requirement per table 5-1 UPC - two horizontal ducts @ 1 sq in /2,000 BTU/hr Calculated net free area 38 sq in Net free area factor divide by 5 Calculated free area of louvers and grills, mm size 76 sq in Provided size of each vent 240 sq in Water heater doors have two horizontally oriented louvered vents One vent is located within the upper 12 inches of the enclosure and one located in the lower 12 inches of the enclosure Vents are to be no less than 3 inches in their least dimension Each vent is sized at 10" X 24" or 240 sq in , exceeding the calculated free area by 164 sq in sager associates engineers &. consultants Sheet No Prepared Checked Project No of S3 071 Date ADDRESS CLIENT ENGINEER ADD STRUCTURAL CALCULATION FOR PROPOSED NEW 4 UNIT BUILDING OVER SEMI SUBTERRANEAN GARAGE LOT 7& LOT 8 MAPLE STREET CARLSBAD, CA DAVID EGGEBRECHT PO BOX 21012 BILLINGS.MONTANA, 59104 SAGER ASSOCIATES JONATHAN SAGHERIAN 109 E HARVARD STREET SUITE 306 GLENDALE, CALIFORNIA, 91205 TEL 818-502-0222 RCE 37138 EXP 6/30/06 r — ihn-JLJ engineers G. consultants r PROJECT TITLF ADDRESS Sheet No Prepared Checked Proiect No of Date INDEX OF CALCULATION 1-ADD ROOF FRAMING DESIGN 2-ADD MEZZANINE FLOOR FRAMING DESIGN 3-ADD MEZZANINE FLOOR BEAM DESIGN 4-ADD SECOND FLOOR FRAMING DESIGN SHEET 1 . 7 11 21 sager associates engineers & consultants PROJECTION TITLE ADDRESS Sheet No Date Prepared Checked Project No oof t"rami'i 0.1=17 LI = 40 SpanRU: 01= 17x1.33 = U'-O 0 I L=17-10" H=7'-8 9'-9 3/4'V , H-8'-6 9'-9 3/4 9-0 1/2 L=8'-2" H=8'-6 9'-9 3/47 9'-0 1/2" SAGER ASSOCIATES ENGINEERS & CONSULTANTS 109 E. HARVARD ST #306 GLENDALE.CA 91205 TEL{818)-502-0222 Rtv 580006 Uses KW 060704B VerBSG 1-D*o Z003 [o)1983 £003 ENERCALC Engmewing Software Timber Beam & Joist Page 1 maple ecw£aiculations Description ROOF DESIGN Timber Member Information }odeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined I' i RR-2 Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv- Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft ps PS ks 2«1Q 1 500 9250 000 Douglas Rr - Larch, No 1 & 1 ,200 0 1800 1,8000 1 000 Sawn Repetitive Center Span Data Span Dead Load Live Load Results Mmax @ Center@x = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft 1600 2260 2660 Ratio = 05818 in-k ft psi psi psi psi 1889 800 8632 1,5180 Bending OK 385 1800Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Deft L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 18080 21280 39360 18080 21280 39360 Ratio OK in in in ft -0187 1 ,026 0 -0220 871 7 -0407 8000 471 3 49 20 Ml ------- -I , . , ,- y -- - - T r -j ,~[ n i 1 1 " • 1 " 1 I T T f T T T t T T f T f T T f t T T T T T T T T T M ? t T T T T f T T I f I T t I T T 49 20 Ml i 1600ft o- Mman = 18 89 in-tc al 7 93 It from left Dmax = 0 4073 in at 7 99 ft from left 5 Rl max - 393 599 Ibs Rr max - 393 599 Ibs Location fftt 180 80 15067 12053 90.40 6027 3013 Be<int ?6 36 7 97 Location Deflection 12.70 1439 160 Location fftt 1 1Sri engineers S consultants Mezzanine F L PROJECTION TITIF ADDRESS _ oor pram IAS Desfan: 9 9 Sheet No Prepared Checked Project No 7 o,Dale 0,U 10 psF UU tO PSf (15 E 1000 SS80-5H ? '-0* USE. 6003162-33 600S200-33 10'3" e 8'8"e10'9" e 9'0"8 6003162-54 600S200-54 6005250-54 16' 4" i 17'3" i 17'11" i 14' 10" I 15' 8" i 16' 4" i 13'6ni 14'2'i 14'10 13' 0" i 13' 8" i 14' 3" i 600S1 62-97 600S200-97 600S250-97 800S162-43 800S200-43 8003250-43 15'11^ 12'3"a 16'1" i 12'4° a \T VT 16' 3" 18'9" 17'1° 18' r 17" 10' 80QS162-68 800S200-6B 800S250-68 ' T ( 18' 5" I 19'iri 1000S162-43 1OOOS200-43 1000S250-43 19'3" e 16'8" e 13'7" e 20'4"e 17' 8" e 14'5" e 20'7"e 1710"e 14'7"e 18'9° a 15'3" a 11' 4' a 19'5" a 15'9" a 11',7"a 15'10'a 11'8°a 18'9"a Iff 3" a 19' 5" a 15'9"a 15 10" a 11'4"a 11' 7" a 11'8'a 18'8" e 16'8" e 13'7" e 19'6'e 17'8" e 14'5'e 20'3'e 1T10'e 14'7" e 1000S162-68 10003200-68 10003250-68 26' 8" i 27' 10' i 28'11" i 22'0" I 23'0" I 20'1" i 23'11" I 20'10" i 26'3" a 23'7" a 17J8'a 27'4'a 24'0" a 17'11" a 28'4" a 24'4" a 18'1" a 12003162-54 12003200-54 1200S250-54 25' 9" e 26' 9" e 27' 9" e 21' 3' e 18'7" e 22' 1"e 19'4" s 22' 11" e 20' 0" e 1200S162-97 12003200-97 1200S250-97 30' 10" 32' 1" 33' 4" 2 ," e" Requires web stiffeners at end supports I" Requires web sttffeners at Interior supports •" a * Requires web stiffeners at all supports OPEN BELC sager associates engineers £» consultants PROJECTION TITLE ADDRESS Sheet No Date Prepared Checked Project No ME II AN/WE FLOOR BEAM AFB5U Span =13- D.L= "\ 13.3 •SAGER ASSOCIATES ENGINEERS & CONSULTANTS 109E HARVARD ST #306 GLENDALE.CA 91205 TEL(818}-502-0222 Ftev 58000G User KW 0607048, Ver 5 6 0 I Deo zm [c]13B3 S003 ENERCALC Engineering Sotiware-Steel Beam Design Page 1 maple esw Caloulstiotis Description MFB2 General Information Steel Section :W1 0X26 Center Span 1900ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 1900 ft Distributed Loads #1 #2 DL 0113 LL 0 226 ST Start Location End Location Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36 OOksi Pmned-Pinned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29,000 Oksi LL & ST Act Together Notei Short Term Loads Are WIND Loads #3 #4 #5 #6 #7 kfftkmkmftft Summary 1 Using W1 0X26 section Beam OK Span = End Fixity - Pmned-Pinned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 1900ft, Fy = = 19 00ft, LDF Actual 16464 7081 0547 3466 1 291 0090 36 Oksi = 1 000 k-ft ksi 1 k ksi 1 Allowable 30074 12935 38676 14400 k-tt ksi k ksi Max Deflection Length/DL Defl Length/(DL+LL Defl) -0 256 in 2,3387 1 8900 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 16 46 k-ft 347k 347k -0 256 m 0000 in 0 000 m 0000ft 347 347 DL Only 627 1 32 1 32 -0097 0000 0000 0000 1 32 1 32 LL <S> Center 1646 347 347 -0256 0000 0000 0000 347 347 LL+ST _@ Center -0256 0000 0000 0000 347 347 LL ©. Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-tt k-ft k k 0000 in 0 000 in 0 000 in 0 000 in k k Fa calc'd per Eq E2-2, K*L/r > Cc i Beam, Major Axis, L/rT > (510,000 * Cb / Fy)ft 5, Fb per Eq F1-7 I Beam, Maior Axis, Fb per Eq F1-8, Fb = 12,000 Cb Af / fl * d) SAGER ASSOCIATES ENGINEERS & CONSULTANTS 109 E HARVARD ST #306 GtENDALE.CA 91205 TEL-{818}-502-0222 13 R«V 680006 User KW 0607048 Ver 5 8 0, 1 Deo 2003 {o]l983 2003 ENERCALC Engineering Software Steel Beam Design ^JSLd Description MFB2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw W10X26 10330m 0 260 m 5 770 in 0 440 in 7 61 m2 1 540 in 0 400 m4 345 00 m6 Weight Ixx lyy Sxx Syy R-xx R-yy Zx zy K 25 85 #ffl 144 000 m4 14 100 in4 27 900 in3 4 890 in3 4350 in 1 360 in 31 300 m3 7 500 m3 0 660 in IH- O33k'fi 1900ft Mmax"164Gkft Dmax = -0 2561 m Lrnax = 3 466 k Rmax = 3 4SS k Vmax @ it = 3 466 k Locsrtion fftl Locsrtion fftl -026 Deflection 16 Location ffH 37 1323 1518 1709 190 53 eager associates engineers G consultants iOJECT TITLF ADDRESS Sheet No |l$ of Prepared Checked Project No , — , / //A v-R *\ . 7 ~ \n nro J • Jtoa^ - w - v Date D,L= f^^% -t \H-xl6/4ll^«= ^oo Rf II- l^to/, + \^x50/, - W fiF SAGER ASSOCIATES ENGINEERS & CONSULTANTS 109E HARVARD ST #306 GLENDALE.CA 91205 TEL:(818)-502-0222 17 Rev 5BDBOS User KW 0607048 VerSSO 1 Dec 2003 (OJ19S3 2003ENERCALC Engineering S Steel Beam Design Page 1 Description MFB5 General Information Steel Section : W8X2B Center Span 1000 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 1000ft Distributed Loads #1 #2 DL 0 400 LL 0 460 ST Start Location End Location Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36 00 ksi Pmned-Pinned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29,000 Oksi LL&ST Act Together Note' Short Term Loads Are WIND Loads #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft [Summary 1 Using W8X28 section, Span = End Fixity = Pmned-Pinned, Lu Moment fb Bending Stress fb/Fb Shearfv Shear Stress fv/Fv Beam OK 1000ft, Fy = 360ksi = 10 00ft, LDF=1 000 Actual 11 100 k-ft 5 482 ksi 0254 1 4440 k 1 933 ksi 0134 1 Allowable 43 740 k-ft 21 600 ksi 33 078 k 14 400 ksi Max Deflection Length/DL Defl Length/(DL+LL Defl) -0 070 in 3,541 3 1 1 ,706 9 . 1 Force & Stress Summary «- These columns are Dead Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 11 10 k-ft 444k 444k -0 070 m 0000 m 0 000 m 0000ft 444 444 DL Only 535 214 2 14 -0034 0000 0000 0000 214 2 14 LL <SJ Center 11 10 444 444 -0070 0000 0000 0000 444 444 LL+ST @ Center -0070 0000 0000 0000 444 444 1 + Live Load placed as noted -» LL <8> Cants 0000 0000 0000 0000 LL+ST (5) Cants k-ft k-ft k-ft k-ft k * k 0 000 m 0 000 in 0 000 in 0 000 m k k Facalc'dperEq E2-2, K*Ur > Cc I Beam, Maior Axis, (102,000 * Cb / Fv)A 5 <= L/rT <= (510,000 * Cb / Fy)A 5, Fb per Eq F1-6 I Beam, Maior Axis, Fb per Eq F1-8, Fb = 12,000 Cb Af / (I* d) •SAGER ASSOCIATES ENGINEERS & CONSULTANTS 109E HARVARD ST. #306 GLENDALE.CA 91205 TEL:(818)-502-0222 Ftev 680006 User KW 06070+8 Ver 5 8 0 1 Dec 2003 tc)19S3 2003 ENERCALC Engineering Soiti,xt Steel Beam Design n^XLL I Description MFB5 Section Properties WSX28 Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw 8 060 in 0 285 in 6 535 in 0 465 in 8 25 in2 1 770 in 0 540 m4 31200m6 Weight Ixx lyy Sxx Syy R-xx R-yy Zx zy K 28 02 #/ft 98 000 m4 21 700 m4 24 300 in3 6 630 m3 3450 in 1 620 in 27 200 m3 10100m3 0 859 in 13 0 86 k/ft T F T f ? T T T T T J T ? T T T ? I T T I f? f * T f TT t T T ? T?T T M OBSk/ft 1000ft = 00703m Lmax = 4 440 k Vrnax @ left = 4 440 k Vman @ rt = 4 440 k 100 Location Tttl Be«iin Si|£<1I 096 197 297 98 498 Location 598 OJDO 10 0 Location Tftt 53 sager associates engineers B. consultants pRn.iFr.TinwTiTi F AnnRPQ^ Sheet No $ Prepared Checked Project No of Date $~<°on JL Fl oor FramimvI Sparv iOOOS250-<^ ? (6 ' O.C, s-4 ' n TITLE 24 REPORT Title 24 Report for Villas De Luz Condos Carlsbad, Ca Project Designer: 4 Design Architecture Planning 719 Pier View Way Oceanside, Ca 92054 760-433-1785 Report Prepared By: Jeanne Fricot, CEA Haynal & Co. 508 W Mission Avenue, Suite 201 Escondido, CA 92025 (760) 743-5408 Job Number: Revision Date: 3/15/2006 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards This program developed by EnergySoft, LLC (415) 897-6400 EnergyPro 3 1 By EnergySoft Job Number Revision User Number 2875 Q Z<0ct<tsj LUoO^tuQ KBO oCL _l 11-07-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06181 Building Inspection Request Line (760) 602-2725 Job Address 136 MAPLE AV CBAD Permit Type PCR Parcel No 0000000000 Lot# 0 Valuation $0 00 Construction Type NEW Reference # CB033186 Project Title REVISIONS TO UNIT "A" Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 10/11/2006 JMA 11/07/2006 11/07/2006 Applicant BRENDA COEN 707 MISSION AV«* OCEANSIDE, CA 92056 760-433-1785 Owner Plan Check Revision Fee " Additional Fees '$240 00 $000 Total Fees $240 00 Total Payments To Date $240 00 Balance Due $000 Inspector FINAL APPROVAL 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 vou have Drevjousl¥_been given a NOTICE jimj|arlo_this^Qr as to. which the statute_of Imitationshas previously otherwise exojmd TO AH PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO &Xfo6r EST VAL Plan Ck Deposit _ Validated By J JA/W Date i " ' V * *—• • 1 I TfcJmAddress {include 8ldg/Su Business Name {at this address! Subdivision Name/NumberLegal Description7.3M COHTACT.^ERSON Of difffcant from applicant) "Icn ^Q Owner/ >'pJAgent fopOwne3 APPLICANT T"Q 'Contractor Name "4 ^iPffbpERTY'owNER Name Address City State/Zip Telephone # l&'-l (WNTRACTOp-COMPANY! NAME'J~t'a ]« YlT,, J ^ = < iC^sF'EJr Y"* !'^ ^ y r-JiUM S<S *' ^^l ^ "Ys'J ~AV /'C,, hY * H .^'"i^, '1)»!f*! I (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 I$500I) Name State License # Address License Class City State/Zip Citv Business License ff Telephone # Oesignei Name State License # Address Citv State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations C3 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 Q 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 workar'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 [0100] OR LESS) _ _ __ ^ 'O CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees SIGNATURED _ __ _^_ DATE _ „ _ f. ff, OWNER-BUILDER" DECLARATION H* ',v.w , '<' *>_ a ^.V, "-'-j „' „ = «* , i,; !>> *'*";• / ';"v ! >)\ , <: > ~- f- :!w iw- ?•.?» 'f*ii ""'.. JT^i * s .r- I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale} [D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds 01 improves thereon, and conttacts for such projects wth contractors! licensed pursuant to the Contractor's License Law) Q I am exempt under Section _ Business and Professions Code for this reason YES1 I personally plan to provide the major tabor and materials for construction of the proposed property improvement 2 5 (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ __ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) _^___ __ _ __ _ _ PROPERTY OWNER SIGNATURE DATE 15 the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO 16 the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q HO 15 the facility to be constructed wrthm 1 ,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT f8 <& CONSTRUCTION' LENDING AGENCY ij( ^J " '^ ^ ^ ,* '' *>*">< ^ * =>;,/•* V f ^ f 3^ ( i,,^ j "<; „ ^ s vf! ^ ,, '^ ^ ^ ^ > I hereby attwro that there is a constiuction lending agency fot the performance of the work tor which this permit ts issued ISec 3097 W Cwil Codei LENDER'S 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 CitV of Cail-sbad to entev upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT C>SHA 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 1 80 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned 3t any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniiorm Building Code) APPLICANT'S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance EsGil Corporation In {Partners/tip vntft government for 'Buitding Safety DATE November 6, 2006 JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 03-3186 REV3 (PCR06-181) SET II PROJECT ADDRESS 136 Maple Ave. PROJECT NAME Villas de Luz Condominiums Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with tho jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed X Person contacted Telephone # Date contacted^ (by ) Fax # Mail Telephone %\ Fax In Person K71 V Xj REMARKS The only structural sheet with changes is S-07 (signed/sealed by the engineer) 1 None of the other structural sheets have changes (nor are they signed) so they should be , » removed from the set rf Vx, By Kurt Culver Enclosures Previously-approved Esgil Corporation plans D GA D MB D EJ D PC 10/30/06 trnsmtldot 9320 Chesapeake Drive Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Pax (858) 560-1576 EsGil Corporation In Partnership with government for <Bu.itding Safety DATE October 17, 2006 JURISDICTION Carlsbad\ PLAN CHECK NO . 03-3186 REV3 (PCR06-181) PROJECT ADDRESS 136 Maple Ave. PROJECT NAME Villas de Luz Condominiums Q PCSNREVIEWER a FILE SET I Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans are being held at Esgtl Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Brendan Coen 707 Mission Ave Oceanside, CA Esgil Corporation staff did not advise the applicant that the plan check has been completed Xj Esgil Corporation staff did advise the applicant that the plan check has been completed Telephone # (760) 433-1785Person contacted Brendan Coe Date contacted Mail Telephone REMARKS By Kurt Culver Esgil Corporation D GA D MB D EJ )Fax # -2810 In Person Enclosures 10/12/06 trnsmtl dot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 4- (858)560-1468 4- Fax (858) 560-1576 \f Carlsbad O3-3186 REV3 (PCR06-181) October 17, 2O06 GENERAL PLAN CORRECTION LIST JURISDICTION- Carlsbad PLAN CHECK NO 03-3186 REVS (PCR06-181) PROJECT ADDRESS 136 Maple Ave. \ DATE PLAN RECEIVED BY ' DATE REVIEW COMPLETED ESGIL CORPORATION 10/12/06 October 17, 2006 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. Thts plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced" by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • Please make all corrections and submit two new complete sets of prints to ESGIL CORPORATION • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list9 Q Yes a No • Carlsbad O3-3186 REVS (PCR06-181) October 17. 2006 1 Other sheets of the plans should be revised to show the proposed changes (sheet 9, MEP, etc) 2 Please justify treating the large basement area as "storage " Clearly, the whole area is habitable and should be labeled accordingly \ 3 On sheet 12, please clarify the double lines that separate the theater area from the "storage" Is that a wall, or a low counter, etc ? ' 4. The foundation plan should be revised to show the revised slab elevations/differences in the theater area 5 The area of the mezzanine will be larger than before It appears that its area will exceed one-third of the room below it Sheet "A" shows that the area next to the stair ("raised ceiling this area" is within that room) is counted towards the area of the second floor That room (please give it a name) is not open enough to the Family Room to be counted towards the total floor area. Please revise or justify 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 Kurt Culver at Es'gil Corporation Thank you Carlsbad 03-3186 R£V3 (PCRO6-181) October 17, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O3-3186 REVS (PCR06-181) PREPARED BY Kurt Culver DATE October 17, 2006 \ BUILDING 'ADDRESS. 136 Maple Ave. BUILDING OCCUPANCY TYPE OF CONSTRUCTION. BUILDING PORTION 4 . Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft.) cb Valuation Multiplier By Ordinance Reg Mod • - • VALUE ($} . , Plan Check Fee by Ordinance Type of Review I I Repetitive Fee ,Repeats $240.00 Complete Review D Other m Hourly Q Structural .Only Hours Esgil Plan Review Fee $192.00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS pnmnr mum PAH POaple. Aue RistonrriAL ADDITION « $10,000.00) TENANT IMPROVBWBiT PLAZA CAMNO RBUi CARtS«AD COMPANY STOHH VlllACl FAJRi ra OFFMM BUILOINO OTHER ou NGINEER DAT! in-ll-06 OATI Transmittal From the Office of 4 DESIGN Architecture and Planmng- Kennith Chnss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax. 760-433-2810 www.4designarch.com To City of Carlsbad Building Department / Esgil Corp From Brendan Coen Date October 26, 2006 Project Villas De Luz Attached with this transmittal is a packet for the General Plan Correction List for Villas de Luz, plan check no 03-3186 located at 148, 144, 140, 136 Maple Avenue, Carlsbad, California This resubmittal packet includes The General Plan Correction List from Esgil dated 10 17 06 Correction List responses dated 10 25 06 Revised Architectural, Structural, Mechanical, Electrical, and Plumbing sheets including A-6 thru A-15, A-37, A-38, S-7, M-2, E-6, P-4, P-5, A (mezzanine exhibit) Please call with any questions Brendan Coen 4 Design Architecture Date: Time Sent- To: Phone*: Fax#: EsGil Corporation /it yertncrtfup with gevtrnmentfer Quitting Safety FAX TRANSMITTAL //Number of Pages Being Transmitted- (Including Fax Transmittal) From- Hard Copy Mailed? YES D NOJ&"" Remarks. 9320 Chesapeake Dnvc, Suite 208 + San Diego, Cahfomia 92123 * (858)560-1468 4 Fail (858) 560-1576 , OCT-17-2006 16:36 ESQIL CORP. 658 560 1576 P.002 ** EsGil Corporation In partners/Up witH get/eminent fvr QuiUutg Safety DATE. October 17, 2OO6 a APPLICANTa JURIS JURISDICTION. Carlsbad Q PLAN REVIEWERa FILE PLAN CHECK NO.. 03*3186 REVS (PCR06-181) SET I PROJECT ADDRESS: 136 Maple Ave. PROJECT NAME: Villas 4e Luz Condominiums Revisions Tne P'ans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ["1 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 Esgi! Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to. Brendan Coen 707 Mission Ave. Oceanside, CA I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brendan Coen Telephones (760) 433-1785 Date contacted: wlwf (by$> ) Fax #:-2810 Mail Telephone^/^"*—'^ln Person REMARKS: By Kurt Culver Enclosures- Esgil Corporationn GA n MB a EJ n PC 10/12/05 9320 Chesapeake Dnve, Suite 208 * San Diego, California 92123 + (858)560-1468 * RJX (858) 560-1576 OCT-17-2006 16-36 ESQIL CORP. 658 560 1576 P.003 i Carlsbad 03-3186 REVS (PCRO6-181) October 17, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO : 03*3186 REV3 (PCR06-181) PROJECT ADDRESS: 136 Maple Ave. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED' ESGIL CORPORATION: 10/12/06 October 17, 200(3 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineenng Department or other departments. The following items listed need clarification, modification or change- All Hems 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 • Please make all corrections and submit two new complete sets of prints to ESGIL CORPORATION • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans, • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list7 Q Yes & No . OCT-17-2006 16.36 ESQIL CORP. 658 560 1576 P.004 •N Carlsbad 03-3186 REV3 (PCR06-181) October 17, 2006 1 Other sheets of the plans should be revised to show the proposed changes (sheet 9, MEP, etc.). 2. Please justify treating the large basement area as "storage" Clearly, the whole area is habitable and should be labeled accordingly. 3 On sheet 12, please clarify the double lines that separate the theater area from the "storage" Is that a wall, or a low counter, etc.? 4. The foundation plan should be revised to show the revised slab elevations/differences in the theater area. 5. The area of the mezzanine will be larger than before. It appears that its area will exceed one-third of the room below it Sheet "A" shows that the area next to the stair ("raised ceiling this area" is within that room) is counted towards the area of the second floor That room (please give it a name) is not open enough to the Family Room to be counted towards the total floor area. Please revise or justify 6. 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 ttems, please contact Kurt Culver at Esgil Corporation. Thank you. TOTAL P.004 Transmittal From the Office of 4 DESIGN Architecture and Planning- Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To Carlsbad Building Department/ Esgil Corp From Brendan Coen Date October 25, 2006 Project Villas De Luz Below is a list of responses to the correction list from Esgil Corp on October 17, 2006 Item 1 All sheets including MEP sheets have been revised showing proposed changes In the Theater, the Plumbing has been revised showing the Wet Bar and smaller Bath, the Electrical drawings remain the same First Floor, the Plumbing sheet has been revised showing the new Wet Bar Second Floor, all MEP sheets remain the same Mezzanine, the Mechanical sheet has been revised showing the new location of the F A U , the Electrical drawings have been revised, and the Plumbing sheets have been revised showing the new Bath layout The sheets listed as follows have been all revised A-6 thru A-15, A- 37, A-38, S-7, M-2, E-6, P-4, P-5, A (mezzanine exhibit) Item 2 The large basement area of Unit A has been labeled as ' Theater' (sheets 6, 10, 12, and 14) Item 3 Sheet 12 has been revised clarifying the double lines in the Theater as ' 42" high screen wall 12" wide' Item 4 S-07, the Foundation Plan has been revised, stamped, and signed by the structural engineer Item 5 The "raised ceiling this area" room has been renamed as ' Dining Room ' The Mezzanine area has been recalculated and discussed with Kurt on 10 19 06 with his verbal approval from a quick review of the area The door to the North of the stair landing, Mezzanine Floor, has been removed and the small mezzanine catwalk to the Attic Space is now being counted towards mezzanine area The wall in this catwalk area has been opened up to the Dining Room below This Dining Room has been calculated towards the 1/3 mezzanine area calculation In the large mezzanine area an opening to below has been removed and a void space has been added to the area (sheets 9, 11, 13, 15, 38, and A) If you have any questions or concerns please contact me Thanks, Brendan Coen Transmittal From the Office of 4 DESIGN Architecture and Planning- Kenmith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax 760-433-2810 www.4designarch.com To City of Carlsbad Building Department From Brendan Coen Date October 5, 2006 Project Villas De Luz Attached with this transmittal ts a packet for the revisions to an approved set resubmittaf of Villas de Luz, plan check no 03-3186 located at 148, 144, 140,136 Maple Avenue, Carlsbad, California This resubmitta! packet includes A list of revisions to the approved set 10 5 06 A revised mezzanine floor area exhibit Revised Unit A architectural floor plans with revisions indicated by clouds Please call with any questions Brendan Coen 4 Design Architecture Transmittal From the Office of 4 DESIGN Architecture and Planning Kennith Chriss, Architect P O Box 848 Oceanside, CA 92049 760-433-1785 Fax:760-433-2810 www.4designarch.com To City of Carlsbad Building Department From Brendan Coen Date October 5, 2006 Project Villas De Luz Below is a list of changes that have been made to the permitted set of drawings Item numbers on the list below correspond directly to the delta revision number of the clouded areas on the revised sheets Only non-bearing interior walls of Unit A of the building have been modified Item 1 Basement level, sheet 12, the theater and storage areas were flipped and all interior doors were removed The bathroom width has shrunk to 6'-4" enlarging the theater area A storage closet has been added beneath the stairs A closet has been added to the exterior wall of the laundry room A wet bar has been added to the storage area of the basement The exterior door has been changed from a one hour fire rated door with a surface mounted 3 hour fire shutter to a non-rated wood and glass door with surface mounted 3 hour fire shutter A 4030 tempered glass window with surface mounted 3 hour fire shutter has been changed to a 3036 tempered glass window with surface mounted 3 hour fire shutter A 4030 tempered glass window with surface mounted 3 hour fire shutter has been changed to a 4036 tempered glass window with surface mounted 3 hour fire shutter Item 2 First Floor, sheet 12, a wet bar has been added to the Game Room Item 3 Second Floor, sheet 13, the deck located in the South-West corner of the Media Room has been made into Media Room area and the two 3068 doors have been replaced with a 6068 slider The stairs have been flipped so the base of the stair is located at the landing from the stairs below Item 4 Mezzanine Floor, sheet 13, the Bath has been enlarged and shoved to the East end of the budding providing area for a stair landing A 3'-0" wide hall to the non-occupiabte deck has been extended A F A U room has been relocated to the South end of the deck with an access door from the deck The access door to the attic storage space has been relocated to the landing at the top of the stairs Two walls running from West to East at the end of the pot shelf have been added in order to strengthen the catwalk Brendan Coen 4 Design Architecture _ _ _ a £ a: n: ee-Krfggg « o w S o ^i City of Carlsbad 10-25-2004 Job Address Permit Type Parcel No Valuation Reference # Project Title 1635 Faraday Av Carlsbad, CA 92008 x Plan Check Revision Permit No PCR04137 Building Inspection Request Line (760) 602-2725 136 MAPLE AVCBAD PCR $000 Lot# 0 Construction Type NEW VILLAS DE LUZ Status ISSUED Applied 08/16/2004 Entered By SB Plan Approved 10/25/2004 Issued 10/25/2004 Inspect Area SPANCRETE FLOOR SYSTEM (UNDERGROUND PARKING ) Applicant MULLEN CONSTRUCTION 2890 PIOPICODR CARLSBAD, CA 92008 619-434-2233 Owner Plan Check Revision Additional Fees Total Fees i Fee f '. \_/ ! * ' ,4 ( f, ^ "$360 00 / - - •• / ' / S,< , , -x r -\ -- \ $360 Op" " Total Payments To Date' /. \; ^» $000 Balance Due . $36000 * / ' r - •••• ~ •• , v 3957.10/S/04 0002 01 02 36G..QO Inspector FINAL APPROVAL Date Clearance — NOTICE Please take NOTICE thai approval of your pro]ect 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, voiq, 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 oLwhich you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carload, CA 92008 PROJECT INFORMATION" FOR OFFICE USE ONLY1 PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suite #f Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units •Name Telephone # [Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not mora than five hundred dollars [$500]) Name State License # Designer Name State License # .n ...G 11 WORKERS^ COMPEN! Address License Class Address . 3ATION i , tlt i ^{y^^jArf j, & ..lut ! s"s$- *L'V City City Business City Tlh, yitif,«,h, «™s« & W iis'-'-J"1 ! !i!P! KH 4 State/Zip License # State/Zip !j ? 8 K,i 8!? ' ! ' Telephone # Telephone 8 ~1T' i'l ! %>i ^J )!* ^ (st 1!< ^ * r-B 'i s 3 *s ^. Workers' Compensation Declaration | hereby affirm under penalty of periury one of the following declarations D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued L"D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performan< e of the work for which this permit is issued My worker's compensation insurance earner and policy number are Insurance Company _ _ Policy No _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS] D CERTIFICATE OF EXEMPTION | certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000), in addition to the cost of compensation, damages as provided for m 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 LJ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the strut ture 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 contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) D I arn exempt under Section _ _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement L3 YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number! __ __ _ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) _ __^__ _ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES CD NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? d YES Q NO Is the facility to be constructed withm 1 ,000 feet of the outer boundary of a school site7 d YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER S NAME __ _ _ LENDER S ADDRESS ___ _ 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 | ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height i EXPIRATION Every permit issued by/tM building OfficjaKIffder thejjjovisions of tjjtg Code shall expire by limitation and become null and void if the building or work •ermil or if the building or work authorized by sucjj permit is suspended or abandoned iform Building Code) _, , /V_^ authorized by such permit is not comrtfenced within 1 at any time after the work is comrrienced for a APPLICANT'S SIGNATURE WHITE File YELLOW Applicant PINK Finance 7 EsGil Corporation In Partnership with (jovtrnmtnt for 'Building Safety DATE October 8t 2004 a AEEUCANT JURISDICTION Carlsbad N /rl) Q PLAN REVIEWER (nf t °U' a PLAN CHECK NO 03-3186 REV ^ SET II PROJECT ADDRESS 136 Maple PROJECT NAME Villas de Luz Spancrete Deferred Submittal The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes Xj The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person 23 REMARKS Evidence must begr;6vjwd to show that the engmeer-of-record (Saghenan) has reviewed this Spancrete subjmittar ^ By Kurt Culver Enclosures Previously-approved Esgil Corporation plans D GA D MB D EJ D PC 10/4/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In 'Partnership with government for 'Bwtding Safety DATE August 26, 2004 a APPLICANT JURISDICTION Carlsbad —QpEATTREVlEWER a FILE PLAN CHECK NO 03-3186 REV SET I PROJECT ADDRESS 136 Maple PROJECT NAME Villas de Luz Spancrete Deferred Submitted The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to David Eggebrecht 165 Pine Carlsbad 92008 Esgit Corporation staff did not advise the applicant that the plan check has been completed ><] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted pavia1 Eggebrecht Telephone # (760) 415-4952 Date contacted f^X(by:/|M Fax # Mail Telephone -^ Fax In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ n PC 8/19/04 unsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 03-3186 REV August 26, 2004 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 136 Maple DATE PLAN RECEIVED BY ESGIL CORPORATION 8/19/04 REVIEWED BY Kurt Culver PLAN CHECK NO 03-3186 REV DATE REVIEW COMPLETED August 26, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106.4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • Please make all corrections on the originals and submit two new complete sets of prints to ESGIL CORPORATION • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes Q No Carlsbad O3-3186 REV August 26, 2004 1 Provide dimensions on the plans 2. Provide additional detailing on the plans 3 Each sheet of the plans and the cover sheet of the calculations must be signed/sealed by the engineer 4. Evidence must be provided to show that the engmeer-of-record (Sagherian) has reviewed this submittal THIS SHOULD HAVE HAPPENED BEFORE YOU SUBMITTED TO THE BUILDING DEPARTMENT 5 The Spancrete engineer must provide a complete derivation of ALL loads used for each plank and girder. The calculations can't be reviewed until then 6. 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 Kurt Culver at Esgil Corporation Thank you 1. Carlsbad 03-3186 REV August 26, 2004 JURISDICTION. Carlsbad VALUATION AND PLAN CHECK FEE PREPARED BY Kurt Culver BUILDING ADDRESS. 136 Maple BUILDING OCCUPANCY PLAN CHECK NO. 03-3186 REV DATE August 26, 2004 TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb BIdg Permit Fee by Ordinance w Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $360.00 Type of Review [J Repetitive FeeRepeats Complete Review D Other m Hourly Q Structural Only Hours * Esgil Plan Review Fee $288.00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc HANSON SPANCRETE PACIFIC Calculations for VILLAS DELUZ Design Criteria: Governing Code 97 UBC Fire Separation 3 HR CONCRETE Plank Girders Topping 4000 psi 6000 psi 4000 psi 4 5" MIN LOADING (psfuno) Live (LL) 40psf + 1200 psf BEARING WALL LOAD Dead (SDL) SELF WEIGHT + TOPPING + 1500 psf BEARING WALL LOAD Date-8/1 1 /04 Spancrete Job #771 HANSON SPANCRETE PACIFIC Specifications VILLAS DELUZ Spancrete of California certifies that its products are produced with materials conforming to and/or the auspices of the following MATERIALS Reinforcing Steel Structural Steel Shapes Prestressmg Steel Welded Wire Fabric Cement Natural Aggregate Plate / Angle A S T M 615-Grade 40, 60 &A706W A S T M A-36 A.ST.M A416 ASTM A-185-94 ASTM A-150 Type 2 ASTM C-33 ASTM A-36 APPROVALS Los Angeles City ICBO GOVERNING CODES RR 23257 & PC/PSC619 PFC-2151 & FA-183 UBC U\CITY/UBC ACI318 1(3 \\ 2(3 \ 1H 25 \-15-\ 1C5 2C5 \ 1H 25 \-15-\ 2(5 \ 1H 25 \ \ \ 35 \ \ IS \ 1H 0x4x1/2 VILLAS DE LUZ Hanson EP*NCB£TEPACFC WC 131 Jl LOS WJGELES STREET 1RWB4ULLC, CALTDRNIA91TDC TELEPHONE (816) H2-1T91 KEY JOB NO 771 DESIGNED BY KN DATE 8-11-04 SHEET FILE 771-KEY 10" HOLLOW CORE PLANK 10-3/8" 0 270 ksi-LL STRAND @ 2" COVER OVERALL LENGTH= 28'-0" f c= 4000 psi f ci= 3500 psi w=145 pcf TOPPING f ct= -4000 psi WIN THICKNESS=4 5" VILLAS DE LUZ SPAMCRETEOf CMlFOSrtA.1S JOB NO 771 DESIGNED BY KN DATE 7-9-93 SHEET 1 OF 9 F1LE771-1S Rl Cl S-3ST101 Hanson Spancrete Pacific / PHONE: 626-962-8751 | /"""ET OF 13131 Los Angeles Street ' Irwindale, CA 91706 | (, NO. 771 PROGRAM: Presto v. 8.3 1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 8/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA. 813-985-9170 | CKD DATE PROJECT: VILLAS DE LUZ INPDT DATA PROJECT DATA Project Name User Job Number State Description Design Code PRECAST DATA Section Id Type Area,in2 Yb,in M.I ,in4 Bfl-top,in Tfl-top,in H,in Bfl-bot,in Tfl-bot,in Web extnt,in Shear wid,in V/S,in Aoh,in2 ph, in VILLAS DE LUZ 771 CA IS ACI 318-99 State Job Number 10SC HOLLOW CORE 257.0 5.2 2933 40.00 1.25 10.00 40.00 1.50 40.00 40 00 1.40 304.00 92.00 SPAN DATA Overall Len 28.00 ft Support LOG Release Final Boundaries Left, ft : 0.00 0.17 : 1.67 Right, ft 0.00 0.17 1.67 Use Boundary: NO Location INTERIOR LOAD MULTIPLIER Service Ultimate ALLOWABLE CONCRETE STRESSES Release Comp,psi Tens,psi Prec-top 2400.0 -379.5 Bottom 2400.0 -189.7 Final Total Topg-top 1800.0 -379.5 Prec-top 2700 0 -464.8 Bottom 2700.0 -464.8 Final Sustained Topg-top 1800.0 Prec-top 2700.0 Bottom 2700.0 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg CONCRETE DATA Precast f 'c,psi f 'ci,psi Wc,lb/ft3 EC , ks i Eci, ksi f ct,psi eccu Topping f 'ct,psi Wct,lb/ft3 Ect, ksi 4000 3500 145.0 3644.1 3408.8 0 0.003 4000 145.0 3644 1 PHI FACTORS Flexure : Shear Concrete Steel Bearing 0.90 0.85 1.00 1.00 0.85 DL Factor : SD Factor : SDS Fac. : LL/SL Fac - Self Wt Release : Final : Bearing TOPPING DATA Dimensions : Width Thickness OPENING DATA None 1 1 1 1 1 1 1 .000 1.200 .000 1.200 .000 0.500 .000 1 600 .030 ,030 .150 Topg. , in Gap, 40.00 / 0. 4.50 / 0. At erection Self Wt : Prestress : Final Self Wt : Prestress : S.D L Topg Wt in Topg. Adjust.,] 00 00 for 28.00 ft 1 1 2 2 3 0 _n .85 .80 .70 .45 .00 .00 : 1. 1. 2 2. 3 2. 0.00 85 80 40 20 00 30 MISCELLANEOl Shoring Transform Bearing Comp Shear Hor Shear Bi-Linear Ecc. , in : 0 . 0( JS DATA NONE YES NO NO YES YES )0 C:\lly Documents\Jobs\771 VILLAS DE LUZ\771-1S (case 1 worst).prt (ACI 318-99) Hanson Spancrete Pacific i PHONE: 626-962-8751 13131 Los Angeles Street . \ Irwindale, CA 91706 PROGRAM- Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida PHONE : TOLL-FREE 1-8DO-451-5327 TAMPA AREA: 813-985-9170 / "ET OF I, , HO. 771 BY KJN DATE 8/06/2004 CKD DATE PROJECT: VILLAS DE LOZ LOADING DATA SW 0.259 k/ft at Topp 0 181 k/ft at DL 5.200 kip at DL 0.006 k/ft2 at SD 4.000 kip at SD 1.500 kip at 3D 6.000 kip at SD 0.020 k/ft2 at LL 3.200 kip at LL 2.400 kip at LL 0.040 k/ft2 at PRESTRESSED STRAND DATA Strand ID: 3/8-270K-LL Area,in2 : 0.085 Length Multipliers- Bonded. Debonded: Losses : PCI 0.00 ft to 0.00 ft to 4 00 ft 0.00 ft to 4.00 ft 4.00 ft 4.00 ft 0.00 ft to 4.00 ft 4.00 ft 0.00 ft to Ecc, in Description 0.259 k/ft at 28.00 ft 0.000 Self Weight 0.181 k/ft at 28 00 ft 0.000 Topping Wt 0.006 k/ft2 at 28.00 ft 0.000 MISC TOPPIN 0.020 k/ft2 at 28.00 ft 0.000 PARTITION 0.040 k/ft2 at 28.00 ft 0.000 LL LOW RELAXATION Fpu, ksi : 270.00 Dia, in Transfer 1.00 2.00 Hours to release: 16.00 : 0 38 Eps,ksi - 28500.0 Development 1.00 2.00 Rel humidity: 65 PRESTRESSED STRAND PATTERN DATA Strands : 10.00 Draped Strands: 0.00 Profile : SYMMETRICAL STRAIGHT Pull : 0.75 * fpu * Area = 17.21 kip per strand Basic Transfer Length : 18.75 in Strand patterns Basic Development Length : 55.70 in Ycg, in = 2.19 (left) Left Straight (12) 10.00 at 2.19 (mid) Mid 2.19 in 2.19 (right) Right (12) 10.00 at 2.19 in STRAND GROUPS, SHIELDING AND PULL DATA Strand Height, in Left Depr Right Group No 1 2 3 4 5 No of Strands 2.00 2.00 2.00 2.00 2 00 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2,19 2.19 2.19 2.19 2.19 2.19 2.19 Pull Frac 0.75 0.75 0.75 0.75 0.75 Debonding,ft Left Left Middle Right Right 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands:per Row = 25 0%Total = 40 0% REBAR DATA Es,ksi 29000.0 Tension Steel Fy,ksi . 60.0 Fs,ksi : 30.0 Shear Steel Fy,ksi : 60.0 REBAR PATTERN DATA None BEARING STEEL Fy,ksi : Length, in : Theta,min : DATA 60.0 0.00 0.00 Nu/Vu : Width, in Theta,max : 0.200 0.00 0.00 Dist to Brg,in : Theta, increment : 0 00 0.00 C:\My Documents\Jobs\771 VILLAS DE I,UZ\771-1S (case 1 worst).prt (ACI 318-99) Hanson Spancrete Pacific / PHONE: 626-962-8751 | / "ET OF 13131 Los Angeles Street - Irwindale, CA 91706 |' > NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida I BY KJN DATE 8/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE PROJECT: VILLAS DE LUZ DESIGN SUMMARY MEMBER INFO Section Id Type Overall Len,ft Location fc,psi: 4000 lose HOLLOW CORE 28.00 INTERIOR fci,psi: 3500 Support Loc Left,ft Right,ft Release : 0.00 0.00 Final : 0.17 0.17 Boundaries : 1.67 1.67 f'Ct,psi: 4000 Strand ID: 3/8-270K-LL LOW RELAXATION Eps,ksi: 28500.0 Strands: 10.00 Draped Strands: 0.00 Profile: SYMMETRICAL STRAIGHT Ycg,in = 2.19 (left) 2.19 (mid) 2.19 (right) Release Losses,%: 4.48 at 1.56ft Final Losses,%: 16.24 at 26.44ft STRESSES (psi) Topping Top Bottom Topping/Loc RELEASE STRESSES Compression Tension at the Ends FINAL STRESSES Compression Tension ULTIMATE STRENGTH 2400.0 2400.0 -379.5 -189.7 -379.5 -189.7 1800.0 -379.5 2700.0 -464.8 2700.0 -464.8 Top/Loc 348/14.00 -55/26.44 585/ 4.00 1080/11.20 Bottom/Loc 1341/26.44 1001/26.44 -396/11.20 VERTICAL SHEAR AND TORSION HORIZONTAL SHEAR Loc, ft Mu,k-ft pMn,k-ft pHn/Mu Aps , in2 f se, ksi As, 3_n2 A's,in2 dsc,in c,in a, in fps, ksi 11.20 145.2 195.5 1.35 0.85 182.63 0.00 0 00 12.31 1.97 1.68 267.36 Loc, ft Vu,k Tu,k-ft Mu,k-ft vc,k Tlim,k-ft Av42At Al,in2 S-max, in Loc, ft f-act,psi f-alw,psi 0.59 36.5 0.0 15.3 79.0 8.3 0.00 0.00 7.50 4.00 105 542 Loc,ft Vnh,k Ahs,in2/ft Ahr,in2/ft 0.59 27.7 0.40 0.00 PROPERTIES AND ANALYSIS RESULTS Loc, ft : Ac, in2 : Ic,in4 : Mu,kft : Vu,k : 0.59 442.80 8712.8 15.3 36.5 3-00 442.80 8712.8 100.7 34.4 6.00 442 80 8712.8 142.1 2.8 14.00 442.80 8712.8 137.3 4.0 26.44 442 80 8712.8 21.2 14.7 CAMBER AND DEFLECTIONS (in) Loc, ft Prestress Self Wt DL-Prec Topping SD-Comp SL-Sust L LL-Live TOTAL Release 14.00 0.68 -0.37 0.31 Erection 14.00 1.20 -0.65 0.55 Final 14.00 1.47 -0.84 -0.52 -0.51 -0.43 0.00 -0 11 -0.96 Prestress Self Wt DL Topping Erection Mult. : 1.80 : 1.85 Final Mult. 2.20 2.40 3.00 2.30 C:\My Documents\Jobs\771 VILLAS DE LUZ\771-1S (case 1 worst).prt (ACI 318-99) e N—J 0 8" HOLLOW CORE PLANK 6-3/8" 0 270 ksi-LL STRAND @ 2" COVER OVERALL LENGTH= 14'-8" f c= 4000 psi f CF 3500 psi w=145 pcf TOPPING f ct= 4000 psi MIN THICKNESS^ 4 5" VILLAS DE LUZ SPANCRETE 2S JOB NO 771 DESIGNED BY KN DATE 8-28-98 SHEET 1OF4 FILE 771-2S Rl Cl Hanson Spancrete Pacific f PHONE: 626-962-8751 / ^EET OF 13131 Los Angeles Street V Irwindale, CA 91706 (,_ JB NO. 771 PROGRAM- Presto v, 8.3.1 LEAP Software Inc., Tampa, Florida 1 BY KJN DATE 8/06/04 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE PROJECT: VILLAS DE LUZ INPUT DATA PROJECT DATA Project Name User Job Number State Description Design Code PRECAST DATA : VILLAS DE LUZ : 771 : CA : 23 : ACI 318-99 State Job Number SPAN DATA CONCRETE DATA Section Id Type Area,in2 Mb, in M.I.,in4 Bfl-top,in Tfl-top,in H,in Bfl-bot,in Tfl-bot,in Web extnt,in Shear wid,in V/S,in Aoh,in2 ph,in 8SC HOLLOW CORE 218.0 4-0 1515 40.00 2.00 8.00 40.00 2.00 40.00 17.00 1.03 228.00 88.00 Overall Len Support Loc Release Final Boundaries Use Boundary Location 14.67 ft Left, ft Right, ft 0.00 0.00 0.17 0.17 1.67 1.67 NO INTERIOR ALLOWABLE CONCRETE STRESSES Release Comp,psi Tens,psi Prec-top 2400.0 -379.5 Bottom 2400.0 -189.7 Final Total Topg-top 1800.0 -379.5 Prec-top 2700.0 -464.8 Bottom 2700.0 -464.8 Final Sustained Topg-top 1800.0 Prec-top 2700.0 Bottom 2700.0 Precast f "c.psi f *ci,psi Wc,lb/ft3 EC, ksi Eci, ksi fct,psi eccu Topping f 'ct,psi Wct,lb/ft3 Ect,ksi 4000 3500 145.0 3644.1 3408.8 0 0.003 4000 145.0 3644.1 PHI FACTORS Flexure : Shear Concrete Steel Bearing : 0.90 0.85 1.00 1.00 0.85 LOAD MULTIPLIER Service DL Factor SD Factor SDS Fac. LL/SL Fac Self Wt Release Final Bearing 1.000 1.000 1.000 1.000 1.030 1.030 1.150 TOPPING DATA Dimensions : Topg Width : 40. Thickness : 4. OPENING DATA - None Ultimate 1.200 1.200 0.500 1.600 .,in Gap, 00 / 0. 50 / 0. CAMBER AND DEFLECTION MULT. W/o At erection Self Wt : Prestress : Final Self Wt Prestress : S.D.L : Topg Wt : in Topg. Adjust. , 00 00 for 14.67 ft Topg W/Topg MISCELLANEOUS DATA 1.85 1.80 2.70 2.45 3.00 0.00 in : 0. 1.85 1.80 2.40 2.20 3.00 2.30 00 Shoring Transform Bearing Comp Shear Hor Shear Bi-Linear * NONE YES NO NO YES YES Ecc.,in : 0.000 C:\My Documents\Jobs\7?l VILLA/ LUZ\771-2S.prt (ACI 318-99) /v__ v Hanson Spancrete Pacific f PHONE: 626-962-8751 i "iEET OF 13131 Los Angeles Street ' Irwindale, CA 91706 \, OB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KON DATE 8/06/04 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 ] CKD. DATE PROJECT: VILLAS DE LUZ LOADING DATA Ecc,in Descriptionsw Topp DL DL SD LL 0.220 k/ft 0.181 k/ft 1.900 kip 0.006 k/ft2 0.020 k/ft2 0.040 k/ft2 PRESTRESSED STRAND Strand at at at at at at DATA 0.00 0.00 9.33 0.00 0.00 0.00 ID: 3/8-270K-LL Area,in2 : 0.085 Length Losses Multipliers: Bonded: Debonded: : PCI Hours to ft to ft to ft ft to ft to ft to 0.220 k/ft 0.181 k/ft 0.006 k/ft2 0.020 k/ft2 0.040 k/ft2 LOW RELAXATION Dia,in Transfer 1 2 release: .00 .00 16.00 : 0.38 Development 1.00 2.00 Rel. humidity: at at at at at Fpu Eps 14.67 14.67 14.67 14.67 14.67 , ksi ,ksi ft ft ft ft ft : : 0.000 0.000 0.000 0.000 0.000 0.000 270.00 28500.0 Self Weight Topping Wt HEADER LOAD MISC TOPPIN PARTITION LL • 65 PRESTRESSED STRAHD PATTERN DATA Strands : 6.00 Draped Strands: 0.00 Profile : Pull : 0.70 * fpu * Area = 16.06 kip per strand SYMMETRICAL STRAIGHT Basic Transfer Length : 18.75 in Strand patterns Ycg, in = 2.19 (left) Left Straight (10) 6.00 at 2.19 in Basic Development Length : 58.98 in 2.19 (mid) Mid 2.19 (right) Right (10) 6.00 at 2.19 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of No Strands 1 2-00 2 2.00 3 2.00 Strand Height, in Pull Left Depr Right Frac 2.19 2.19 2.19 0.70 2.19 2.19 2.19 0.70 2.19 2.19 2.19 0.70 Debonding,ft Left Left Middle Right-—Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands:per Row = 25.0%Total = 40.0% REBAR DATA Es,ksi 29000.0 Tension Steel Fy,ksi : 60.0 Fs,ksi : 30.0 Shear Steel Fy,ksi : 60.0 REBAR PATTERN DATA None BEARING STEEL DATA Fy,ksi : 60.0 Length,in : 0.00 Theta,min : 0.00 Nu/Vu : 0.200 Width,in : 0.00 Dist to Brg,in : 0.00 Theta,max : 0.00 Theta,increment : 0.00 C:\My Documents\Jobs\771 VILLA?,'LUZ\771-2S.prt (ACI 318-99) / Hanson Spancrete Pacific f PHONE: 626-962-8751 r 1EET OF 13131 Los Angeles Street \ Irwindale, CA 91706 , OB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc , Tampa, Florida | BY KJN DATE 8/06/04 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE PROJECT. VILLAS DE LUZ DESIGN SUMMARY MEMBER INFO 8SC Support LOG Left,ft Right,ft HOLLOW CORE Release : 0.00 0.00 14.67 Final : 0.17 0.17 INTERIOR Boundaries : 1.67 1.67 f'ci.psi: 3500 f'ct.psi: 4000 Strand ID: 3/8-270K-LL LOW RELAXATION Eps.ksi: 28500,0 Strands: 6.00 Draped Strands: 0.00 Profile: SYMMETRICAL STRAIGHT Ycg,in = 2.19 (left) 2.19 (mid) 2.19 (right) Release Losses,%: 2.78 at 13.10ft Final Losses,%: 12.04 at 1.56ft Section Id Type Overall Len,ft Location fc,psi: 4000 STRESSES (psi) RELEASE STRESSES Compression Tension at the Ends FINAL STRESSES Compression Tension Topping 1800.0 -379.5 Allowable Top 2400.0 -379.5 -379.5 2700.0 -464.8 Bottom Topping/Loc 2400.0 -189.7 -189.7 2700,0 -464.8 61/ 7.33 Computed Top/Loc Bottotn/Loc 179/ 7.33 779/ 1.56 521/ 8.80 595/ 1.56 ULTIMATE STRENGTH VERTICAL SHEAR AND TORSION HORIZONTAL SHEAR Loc, ft Mu,k-ft pMn,k-ft pMn/Mu Aps, in2 fse,ksi As, in2 A's,in2 dsc, in c, in a, in fps,ksi 8.80 26.9 100.5 3.73 0.51 169.14 0.00 0.00 10,31 1.19 1.02 268.17 Loc,ft Vu,k Tu, k-f t Mu,k-ft Vc,k Tlim, k-ft Av+2At Al,in2 S-max, in Lac, ft f-act,psi f-alw,psi 14.16 7.0 0.0 2.4 25,5 5.2 0.00 0.00 6.00 14.16 64 629 PROPERTIES AND ANALYSIS RESULTS Loc,ft : Ac,in2 : Ic,in4 : Mu,kft : Vu, k : 0.50 401.48 5768.5 2.1 6.3 5.87 401.48 5768.5 24.5 2.0 CAMBER AND DEFLECTIONS (in) Loc, ft Prestress Self Wt DL-Prec Topping SD-Comp SL-Sust L LL-Live TOTAL Release •7.33 0.12 -0.05 0.08 Erection 7 33 0.21 -0.08 0.13 8.80 401.48 5768.5 26.9 0.4 Final 7.33 0.26 -0.10 -0.11 -0.07 -0.01 0.00 -0.01 -0.04 Loc,ft Vnh,k Ahs,in2/ft Ahr,in2/ft 13.10 401.48 5768.5 9.3 6.1 14.16 2.4 0.17 0.00 Prestress Self Wt DL Topping 14.16 401.48 5768.5 2.4 7.0 Erection Mult, : 1.80 : 1.85 Final Mult, 2.20 2.40 3.00 2,30 C:\My Documents\Jobs\771 VILLAS' LUZ\771-2S.prt (ACI 318-99) { 10" HOLLOW CORE PLANK 12-3/8" 0 270 ksi-LL STRAND @ 2" COVER OVERALL LENGTH= 24'-0" f c= 4000 psi f ci= 3500 psi w=145 pcf TOPPING f Ct= 3000 psi MIN THICKNESS=4 5" wt=145 pcf VILLAS DE LUZ JOB NO 771 DESIGNED BY ERIN PRATT DATE 8-11-04 SPANCRETE CFCttlfOPNIA 131 J1 LCG ANGELES SlREET 3S SHEET 1OF9 FILE 771 -3S Rl Cl Hanson Spancrete Pacific / PHONE- 626-962-8751 / fEET OF 13131 Los Angeles Street - Irwindale, CA 91706 V_ JB NO. 771 PROGRAM: Presto v 8.3 1 LEAP Software Inc , Tampa, Florida | BY KJN DATE 8/06/04 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE PROJECT: VILLAS DE LUZ INPUT DATA PROJECT DATA Project Name : VILLAS DE LUZ User Job Number : 771 State Description Design Code PRECAST DATA Section Id Type Area, in2 Yb,in K.I.,in4 Bfl-top,in Tfl-top, in H,in Bfl-bot,in Tfl-bot,in Web extnt,in Shear wid,in v/s,in Aoh,in2 ph, in : CA : 3S : ACI 318-99 10SC HOLLOW CORE 257.0 5.2 2933 40.00 1.25 10.00 40.00 1.50 40.00 40.00 1.40 304.00 92.00 State Job Number SPAN DATA Overall Len . 24.00 ft Support Loc Left, ft Right, ft Release : 0.00 0.00 Final : 0.17 0.17 Boundaries : 1. 67 1.67 Use Boundary: NO Location : INTERIOR ALLOWABLE CONCRETE STRESSES Release Comp,psi Tens,psi Prec-top 2400.0 -379.5 Bottom 2400.0 -189.7 Final Total Topg~top 1800.0 -379.5 Prec-top 2700.0 -464.8 Bottom 2700.0 -464.8 Final Sustained Topg-top 1800.0 Prec-top 2700.0 Bottom 2700.0 : CONCRETE DATA Precast f 'c,psi f 'ci,psi Wc,lb/ft3 EC , ks i Eci, ksi fct,psi eccu Topping f 'ct,psi Wct,lb/ft3 Ect, ksi PHI FACTORS Flexure : Shear : Concrete : Steel : Bearing : 4000 3500 145.0 3644.1 3408.8 0 0.003 4000 145.0 3644.1 0.90 0.85 1.00 1.00 0.85 LOAD MULTIPLIER " Service Ultimate DL Factor 1 3D Factor 1 SDS Fac. 1 LL/SL Fac 1 Self Wt Release 1 Final 1 Bearing 1 TOPPING DATA Dimensions : Width : Thickness : OPENING DATA None 000 1.200 000 1.200 000 0.500 000 1.600 030 030 150 Topg . , in Gap 40.00 / 0 4.50 / 0 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg At erection Self Wt 1.85 1.85 Prestress 1.80 1.80 Final Self Wt 2.70 2.40 Prestress 2.45 2.20 S.D.L 3.00 3.00 Topg Wt 0.00 2.30 , in Topg. Adjust. , in : 0.00 .00 .00 for 24.00 ft MISCELLANEOUS Shoring Transform Bearing Comp Shear Hor Shear Bi~Linear Ecc.,in : 0.000 DATA NONE YES NO NO YES YES C:\My Documents\Jobs\771 VILLAS LUZ\771-3S-prt (ACI 318-99) Hanson Spancrete Pacific / PHONE: 626-962-8751 / iEET OF 13131 Los Angeles Street Irwindale, CA 91706 \ JB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida i BY KJN DATE 8/06/04 PHONE TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 ] CKD. DATE PROJECT: VILLAS DE LUZ LOADING DATS sw Topp DL SD SD SD SD 3D SD SD SD LL LL LL LL LL LL LL LL 0.259 k/ft 0.181 k/ft 0.006 k/ft2 2.500 kip 2.500 kip 2.500 kip 2.500 kip 2.500 kip 0.400 k/ft 0.400 k/ft 0.020 k/ft2 2.500 kip 2.500 kip 2.500 kip 2.500 kip 2.500 kip 0.480 k/ft 0.480 k/ft 0.040 k/ft2 PRESTRESSED STRAND Strand at at at at at at at at at at at at at at at at at at at DATA 0.00 0.00 0.00 5.00 10.00 13.50 19.00 23.00 5.00 13.50 0.00 5.00 10.00 13.50 19.00 23.00 5.00 13.50 0.00 ID: 3/8-270K-LL Area,in2 : 0.085 Length Losses Multipliers: Bonded : Debonded: : PCI Hours to ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft LOW Dia to to to to to to to to to 0.259 k/ft 0.181 k/ft 0.006 k/ft2 0.400 k/ft 0.400 k/ft 0.020 k/ft2 0.480 k/ft 0.480 k/ft 0.040 k/ft2 RELAXATION ,in Transfer 1 2 release: 00 .00 16.00 : 0.38 Development 1.00 2.00 Rel. humidity: at at at at at at at at at Fpu Eps 24. 24. 24. 10. 19. 24. 10. 19. 24. 00 ft 00 ft 00 ft 00 ft 00 ft 00 ft 00 ft 00 ft 00 ft , ksi : , ksi : Ecc,, in 0 000 0 000 0 000 0 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 270.00 28500.0 Description Self Weight Topping Wt MISC TOPPIN POINT DL 1 POINT DL 2 POINT DL 3 POINT DL 4 POINT DL 5 WALL DL 1 WALL DL 2 PARTITION POINT LL 1 POINT LL 2 POINT LL 3 POINT LL 4 POINT LL 5 WALL LL 1 WALL LL 2 LL 65 PKESTRESSED STRAND PATTERN DATA Strands : 12.00 Draped Strands: 0.00 Profile : SYMMETRICAL STRAIGHT Pull : 0.75 * fpu * Area = 17.21 kip per strand Basic Transfer Length : 18.75 in Strand patterns Basic Development Length : 57.07 in Ycg, in = 2.19 (left) 2.19 (mid) Left Mid Straight (12) 12.00 at 2.19 in STRAND GROUPS, SHIELDING AND PULL DATA Strand Height, in Left—-—Depr Right Group No 1 2 3 4 5 6 No of Strands 2.00 2.00 2.00 2.00 2.00 2.00 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 2.19 Pull Frac 0.75 0.75 0.75 0.75 0.75 0.75 2.19 (right) Right (12) 12.00 at 2.19 in Debonding,ft Left Left Middle Right Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands:per Row = 25.Total = 40.i REBAR DATA Es,ksi 29000.0 Tension Steel Fy,ksi : 60.0 Fs,ksi : 30.0 Shear Steel Fy,ksi : 60.0 REBAR PATTERN DATA None C:\My Documents\Jobs\771 VILLA/ LTJZ\7?l-3S.prt (ACI 318-99) ( Hanson Spancrete Pacific /' PHONE: 626-962-8751 f IEET OF 13131 Los Angeles Street ' Irwindale, CA 91706 \ JB HO. 771 PROGRAM: presto v. 8.3.1 LEAP Software Inc., Tampa, Florida j BY KJN DATE 8/06/04 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA- 813-985-9170 1 CKD. DATE PROJECT: VILLAS DE LUZ BEARING STEEL DATA Fy,ksi : 60.0 Nu/Vu : 0.200 Lengthen : 0.00 Width,in : 0.00 Dist to Brg,in : 0.00 Theta,min : 0.00 Theta,max : 0.00 Theta,increment : 0.00 C:\My Docuraents\Jobs\771 VILLA-"' LUZ\771-3S.prt (ACI 318-99) ( PHONE:626-962-8751 "IEET OFHanson Spancrete pacific / 13131 Los Angeles Street ' Irwindale, CA 91706 \ _JB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 8/06/04 PHONE . TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE PROJECT: VILLAS DS LUZ DESIGN SUMMARY MEMBER INFO Section Id T^pe Overall Len,ft Location f'c,psi: 4000 10SC HOLLOW CORK 24.00 INTERIOR f'ci,psi: 3500 Support Loc Release : Final Boundaries : f*ct,psi: Left,ft 0.00 0.17 1.67 Right,ft 0.00 0.17 1.67 4000 Strand ID: 3/8-270K-LL LOW RELAXATION Eps.ksi: 28500.0 Strands: 12.00 Draped Strands: 0.00 Profile: SYMMETRICAL STRAIGHT Ycg,in * 2.19 (left) 2.19 (mid) 2.19 (right) Release Losses,%: 5.31 at 22.44ft Final Losses,%: 18.25 at 1 56ft STRESSES (psi) RELEASE STRESSES Compression Topping Top 2400.0 Bottom 2400.0 Topping /Loc Top /Loc 183/12 00 Bottom/Loc 1621/ 1.56 Tension at the Ends FINAL STRESSES Compression Tension ULTIMATE STRENGTH 1800.0 -379.5 -379.5 -379.5 2700.0 -464.8 -189.7 -189.7 2700.0 -464.8 -100/ 1 56 1114/12-00 VERTICAL SHEAR AND TORSION 807/12.00 -4/ 0 59 HORIZONTAL SHEAR 1072/ 1.56 -462/12.00 Loc, ft Mu,k-ft pMn,k-ft pMn/Mu Aps, in2 fse, ksz As, in2 A's,in2 dsc, in c,in a, in fps, ksi 12.00 216.0 230.8 1.07 1 02 176.74 o.oo 0.00 12.31 2.35 1.99 266.65 Loc,ft Vu,k Tu,k-ft Mu,k-ft Vc,k Tlim,k-ft Av+2At Al,in2 S-max,in Loc,ft f-act,psi f-alw,psi 23.41 37.0 0.0 15.5 77.6 8.1 0.00 0.00 7.50 23,41 116 636 Loc,ft Vnh,k Ahs,in2/ft Ahr,in2/ft 23.41 36.0 0.40 0.00 PROPERTIES AND ANALYSIS RESULTS Loc, ft : Ac/in2 : Ic,in4 : Mu, kf t : Vu, k 0.59 443.95 8752.1 12.8 30.7 9.60 443.95 8752.1 209.1 10.2 CAMBER AND DEFLECTIONS (in) Loc, ft Prestress Self Wt DL-Prec Topping SD-Comp SL-Sust L LL-Live TOTAL Release 12.00 0.59 -0.20 0.39 Erection 12.00 1.04 -0.35 0.69 14.40 443.95 8752.1 208.3 9.5 Final 12.00 1.27 -0.45 -0.04 -0.27 -0.57 0.00 -0.22 -0.28 22.44 443.95 8752.1 47.2 29.1 Prestress Self Wt DL Topping 23.41 443.95 8752.1 15.5 37.0 Erection Mult. : 1.80 : 1.S5 Final Mult, 2.20 2.40 3.00 2.30 C:\My Documents\Jobs\77l VILLA.< LU2\771-3S .prt (ACI 318-99) SPECIAL NOTE MAX SPAN 24'-0" GIRDER ^iM. SECTION 195 5 1/2" 24" 95 1) SYSTEM DEPTH 24" MIN 2) STRAND 1 5-1/2" DIA LLSTRS 3) TOP STEEL 2-#7 + 2-#6 6'-°" 4) HAIR PINS BAL-#4R @12"OC 5) SHEAR TIES BAL -#4 0 @ 12" O C 6) LEDGE STEEL #4 0 @ 12" O C 7)CONTLEDGE 2-#5CONT 9) 10) 11) BOND BREAK NONE 12)fc, 6000 psi 13)fci 4000 psi 14) BRG PLATE W/ 4 # 6 X 6'-0" 15JBRGPAD 1/2" MASTICORD PAD VILLAS DE LUZ 1G JOB NO 771 DESIGNED BY KN I DATE 06-25-04 | SHEET 1 OF 5 FILE 771-1G El Cl Hanson Spancrete Pacific f PHONE: 626-962-8751 ,'' IEET OF 13131 Los Angeles Street V. Irwindale, CA 91706 \. JB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida I BY KJH DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA" 813-985-9170 1 CKD. , DATE PROJECT: VILLAS DE LUZ INPUT DATA PROJECT DATA Project Name User Job Number State Description Design Code VILLAS DE LUZ 771 1G TYP GIRDER ACI 318-99 State Job Number PRECAST DATA Section Id Type Area,in2 Yb,in M.I.,in4 Bfl-top,in Tfl-top,in H,in Bfl-bot,in Tfl-bot,in Web extnt,in Shear wid,in V/S,in Aoh,in2 ph, in Stems, No top wid,in bot wid,in SPAN DATA 24itl9.5 INVERTED TEE 358.0 8.3 10669 13.00 0.00 19.50 24.00 9.50 13.00 13.00 4.11 192.50 57.00 1 13.00 13.00 Overall Len Support Loc Release Final Boundaries Use Boundary Location 24.00 Left, ft 0.00 0.29 12.67 NO ft Right, ft 0.00 0.29 12.67 INTERIOR LOAD MULTIPLIER Service Ultimate ALLOWABLE CONCRETE STRESSES Release Comp,psi Tens,psi Prec-top 3290.0 -205.7 Bottom 3290.0 -205.7 Final Total Topg-top 2400.0 -379.5 Prec-top 3600.0 -464.8 Bottom 3600.0 -464.8 Final Sustained Topg-top 1800.0 Prec-top 2700.0 Bottom 2700.0 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg CONCRETE DATA Precast f 'c,psi f Tci,psi Wc,lb/ft3 EC , ks i Eci,ksi fct,psi eccu Topping f *ct,psx Wct,lb/ft3 Ect,ksi 6000 4700 145.0 4463.1 3950.2 0 0.003 - 4000 145.0 3644.1 PHI FACTORS Flexure : Shear ; Concrete : Steel ; Bearing ; 0.90 0,85 1.00 1.00 0.85 DL Factor 3D Factor SDS Fac. LL/SL Fac Self Wt Release Final Bearing 1.000 1.000 1.000 1.000 1.000 1.000 1.150 TOPPING DATA Dimensions : Topg Width : 13. Thickness : 4. OPENING DATA None 1.400 1.400 1.200 1.700 .,in Gap, 00 / 291. 50 / 4. At erection Self Wt : Prestress : Final Self Wt : Prestress : S.D.L ; Topg Wt in Topg. Adjust 00 50 for 24.00 MISCELLANEOUS DATA 1.85 1.80 2.70 2.45 3.00 0.00 -/in : ft 1.85 1.80 2.40 2.20 3.00 2.30 0.00 Shoring Transform Bearing Comp Shear Hor Shear Bi-Linear NONE NO NO NO NO YES Ecc.,in : 0.000 C;\My Documents\Job;A771 VILLA5. LUZ\771-lG.prt (ACI 318-99) Hanson Spancrete Pacific /' PHONE: 626-962-8751 f IEET OF 13131 Los Angeles Street V Irwindale, CA 91706 N . JB HO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida 1 BY KJN DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE i PROJECT: VILLAS DE LUZ LOADING DATA " sw Topp DL DL DL SD LL LL 0.360 1.378 1.750 1.500 0.006 0.020 1.200 0.040 PRESTRESSED k/ft k/ft k/ft k/ft k/ft 2 k/ft2 k/ft k/ft2 STRAND at at at at at at at at DATA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Strand ID: 1/2-270K-LL Area,in2 '0.153 ft to ft to ft to ft to ft to ft to ft to ft to 0.360 1.378 1.750 1.500 0.006 0.020 1.200 0.040 k/ft k/ft k/ft k/ft k/ft2 k/ft2 k/ft k/ft2 LOW RELAXATION Dia,in :0.50 at 24.00 at 24.00 at 24,00 at 24.00 at 24.00 at 24.00 at 24.00 at 24.00 Fpu, ksa Eps, ksi ft ft ft ft ft ft ft ft : : Ecc , in 0 000 0 000 0 000 0.000 0.000 0.000 0.000 0.000 270.00 29000.0 Description Self Weight Topping Wt 10" PLANK WALL DL MISC. DL PART I ON DL WALL LL LL Length Multipliers: Bonded: Debonded: Losses : PCI Transfer Development 1-00 1.00 2.00 2.00 Hours to release: 24.00 Rel. humidity:65 PRESTRESSED STRAND PATTERN DATA Strands : 18.00 Draped Strands: 0.00 Profile : SYMMETRICAL STRAIGHT Pull : 0.75 * fpu * Area = 30.98 kip per strand Basic Transfer Length : 25.00 in Strand patterns Basic Development Length : 78.93 in Ycg, in =3.25 (left) Left (10) 9.00 at (10) 9.00 at 3.25 (mid) Mid in in STRAND Group No 1 2 3 4 5 6 7 8 9 10 GROUPS, No of Strands 2.00 2.00 2.00 2.00 1.00 2.00 2,00 2.00 2.00 1.00 SHIELDING AND POLL DATA Strand Height, in Left Depr Right 4.25 4.25 4.25 4.25 4.25 2.25 2.25 2.25 2.25 2.25 4.25 4.25 4.25 4.25 4.25 2.25 2.25 2.25 2.25 2.25 4.25 4.25 4.25 4.25 4.25 2.25 2.25 2.25 2.25 2.25 Pull Frac 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 3.25 (right) Right (10) 9.00 at 2.25 in (10) 9.00 at 4,25 in Debonding,ft Left Left Middle Right Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands:per Row = 40.0%Total = 25.0% REBAR DATA Es,ksi 29000.0 Tension Steel Fy,ksi : 60.0 Fs,ksi : 30.0 Shear Steel Fy,ksi : 60.0 REBAR No of Bars 2 2 PATTERN Id Size 6 Size 7 DATA Bars Bars Height in 17.00 17.00 From ft 0.00 0.00 End Type H S To ft 6.00 24.00 End Type S S Deve 1 opme nt L-t 11.26 35.24 L-c 13.50 15. 75 Length R-t 37.76 35.24 , in R-c 13.50 15.75 Rebar Sizes Used: Bar Id: Size 6 Bars Area, in2 0.440 Dia, in : 0.750 C:\My DocdmeiJts\Jobs\771 VILLAS DE LUZ\771-lG.prt (ACI 318-99) Hanson Spancrete Pacific ( PHONE: 626-962-8751 ; IEET OF 13131 Los Angeles Street V Irwindale, CA 91706 ', JB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA. 813-985-9170 1 CKD. DATE PROJECT: VILLAS DE LUZ Bar Id: Size 7 Bars Area, in2 : 0.600 Dia, in : 0.875 Size : 7 BEARING STEEL DATA Fy,ksi : 60.0 Nu/Vu : 0.200 Length,in : 0.00 Width,in : 0.00 Dxst to Brg,in : 0.00 Theta,min : 0.00 Theta,max : 0.00 Theta,increment : 0.00 C:\MY Documents\Jobs\771 VILLAS DE LUS\771-lG.prt (ACI 318-99) Hanson spancrete Pacific / PHONE: 626-962-8751 ; 1EET OF 13131 Los Angeles Street ' Irwindale, CA 91706 \ JB HO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY RON DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE PROJECT: VILLAS DE LUZ DESIGN SUMMARY MEMBER INFO Section Id Type Overall lien, ft Location fc,psi: 6000 24itl9.5 INVERTED TEE 24.00 INTERIOR f'ci,psi: 4700 Support Loc Release : Final : Boundaries : Left,ft 0.00 0.29 12.67 Right,ft 0.00 0.29 12.67 f'ct,psi: 4000 Strand ID: 1/2-270K-LL LOW RELAXATION Eps,ksi: 29000.0 Strands: 18.00 Draped Strands: 0.00 Profile: SYMMETRICAL STRAIGHT Ycg,in - 3.25 (left) 3.25 (mid) 3.25 (right) Release Losses,%: 9.64 at 21.92ft Final Losses,%: 26.19 at 21.92ft STRESSES (psi) Topping RELEASE STRESSES Compression Tension at the Ends FINAL STRESSES Compression Tension ULTIMATE STRENGTH 2400.0 -379.5 Allowable Top 3290.0 -205.7 -411.3 3600.0 -464.8 Bottom Topping/Loc 3290.0 -205.7 -411.3 Computed Top/Loc Bottom/Loc 3290/21-92* -1114/21.92* 3600.0 -464.8 470/12.00 3386/12.00 1623/ 2.08 -917/12.00* VERTICAL SHEAR AND TORSION Loc, ft Mu,k-ft pMn, k-f t pMn/Mu Aps, in2 fse, ksi As , in2 A's,in2 dsc, in c,in a, in fps,ksi 12.00 799.5 1080.5 1.35 2.75 168.21 0.00 1.20 20.75 3.88 3.30 266.61 Loc, ft Vu,k Tu,k-ft Mu,k-ft Vc,k Tlim, k-ft Av+2At Al,in2 S-max, in Loc, ft f-act,psi f-alw,psi 1.10 127.2 0.0 106.7 75.2 11.1 0.92 0.00 7.31 1.10 602 829 PROPERTIES AND ANALYSIS RESULTS Loc, ft : Ac,in2 : Ic,in4 : Mu,kft : Vu, k 1.10 633.98 38774.8, 106.7 127.2 4.00 633.98 38774.8 426.1 93.3 CAMBER AND DEFLECTIONS (in) Loc, ft Prestress Self Wt DL-Prec Topping SD-Comp SL-SuSt L LL-Live TOTAL Release 12.00 0.64 -0.06 0.58 Erection 12.00 1.10 -0.11 0.99 7.00 629.14 38732.8 653.6 58.3 Final 12.00 1.12 -0.11 -1.16 -0.37 -0.05 0.00 -0.27 -0.84 12.00 629.14 38732.8 799.5 0.0 Prestress Self Wt DL Topping 21.92 629.14 38732.8 225.8 115.7 Erection Mult, 1.80 : 1.85 Final Mult. 2.20 2.40 3.00 2.30 C:\My Documents\Jobs\771 VILLAS DE LUZ\771~lG.prt (ACI 318-99) CHECK LEDGE DESIGN (CONT LEDGE LOAD) FOR 1S ONTO 1G s =ll.in TIE SPACINGVu = 12 klf bd = 3 0 in h = 9 5 m e = 5 25 in Fc = 6000 psi Fy = 60000 psi Nu =025Vu bw = 12 in d - h - 1 5 in X = 1 0 4)^=085 = 1 4 Avs - 0.40- m TIE AREA b ,= 5 5 in bs •= 13 m hs=195in FIND PORTION CARRIED BY STEM Vs = Vu 1 - _ 6 4(hsbs + hb) Vs= 10 2 ft DISTRIBUTION WIDTH, x= 12" REF 3«ti- ^ x = 12 m bd HANGER REINFORCEMENT, Ash FIND DISTRIBUTION WIDTH, Xh Vs Avf^O ft An .=Nu 4>Fy Mu = Vs a + Nu (h - MM Af = An = 0059 — ft T noJu = 0 9 Xh = 12m VsAsh = (j)Fy Ash AS PROVIDED Avs Ash-02 m__. j. D T ji{> Fy Ju d Asl=-Avf + As2 = Af + An Af = 0 214 in "ft" 2in + ——ft ft FINAL RESULTS Ag Ash #4 @ 13" O C MIN #4@13"OC inAs = 0 273 As = As + Ah As2 = 0 273 Ah = - (As - An) As- 0379 ft -Ash REF 1 "NOTES ON AC! 318-89" Portland Cement Association, Pg 17-14, item 4 REF 2 Mirza, Sher Ah, and Furlong, Richard W, "Strength Cnteria for Concrete Inverted T-Girder, "Journal of Structural Engineering V 109, No 8, Aug 1983, Pg 1840, Eq (2) REF 3 Andrew E N Osbom, "Problem and Solutions" PCIJournal V 42, No 6 Nov/Dec 1997, Pg 136 NON-RECTANGULAR BEAM (PCI JOURNAL JULY-AUGUST 1999) FIND CAPACITY OF BEAM WITHOUT PRESTRESS, USING TIED-ARCH THEORY FACTORED REACTION DL ONLY Nu=025Vu FACTORED DLx 025 db - 0 875-m pLATE DjAMETER As =24 in BARS OFF PLATE AREA 040 in wu =2 Vu__ T = Asfy la = 3 5 in 1^ T-Nu s .= 11 in iyt = 60 ksi wu = 7 898 - T^ 1440k = 8 in dc = 0 375 in +• — 4. =085 1 = 24 ft fy = 60 ksi fc = 6000 psi fcf= 4000 psi hc =19 5m bf =72m H! = 9 5 in hi=LEDGE HEIGHT b = 24 in bw = 13 in SHEAR TIE SIZE AND SPACING 0812m ha=3437m 0 85 bf f ct SHEAR TIE CAPACITY n0 = - n, = 3 593 d« = 0491 in dv=fac --- dc dv = 1844m V = FORCE EQUILIBRIUM (T - Nu) dv (Vs + wu a)R =R= 1123k Vs=862k a = 39527m Vri =R Vn= 1123k 2 2R + (T - Nu) ( R "l tan r R fl^T-NuJ — fyt + wu" h A s ^T-NU < Nc-cap O K = 33014deg New =T-Nu STRUT CAPACITY (AT BEARING) Bs = lb sm(e) + ha cos(0) Fc Bs - 7 971 m = 00014162 = 0 00207 sm(0) r * 2| fcu = 2 969ks. fcu = 0 75 0 70 fc fcu = 3 ISOks! |_[0 8 + 170 (e2 + 0 002) (cotfe. Nccap = fcu Bs b STRUT CAPACITY (AT WEB) Bsw = lb sm(6w) + ha COS(GW) fc > Nc OK FOR THIS TEMPLATE TIE AND SHEAR YIELD FIRST BEFORE STRUT Bsw = 7 241 in e2 = 0 00207 smfow) s2 = ° °01 13 , , .[£0 8 + 170 (s3 + 0 002) (cot(ew 2~lW=2291ksi fcuw =075-070fc fcuw=3150ksi SIZE HORIZONTAL SHEAR STEEL ' SIZEAhrTOACI318-95(UBC-97)1753 t .= 4 5 in tg = 4 5-in bv .= 13 in Ic = 38774 8 m4 Mu - 261 8 k ft d.= — d = 24ft10 yc = 14 01 m = 1 0 oc = 145 pci o>t = 145 pcf G)C Vnh ^ Mu 15 n = 0816 Aef -n (bf - bv) t Aef =216 8m Aec = n bv hr - yc - —C y 2 Aef Aer Aec = 47 8 in Ae = Aef + Aec Ae = 264 5 m Vnh = 81 7k bv 12 — / 2 Aft Vnh m „_ IbfAvhl = 26006 fy Ibv-dX Ibf I 2^ ' m Vnhmm- 1204k Avh=027 —ft 500 bv d — = 187 2k STEEL SIZED BY ACI 17523 2in SPECIAL NOTE MAX LENGTH 24'-0" GIRDERL-M. SECTION 18 1/2" . 5 1/2" 195" 24" 115" 1) SYSTEM DEPTH 24" MIN 2) STRAND 6-1/2" DIA LL STRS 3) TOP STEEL 2-#4 CONT \1-O S-O" e-o 4) HAIR PINS. #4 H @ 12" 0 C 5) SHEAR TIES BAL-#4 0 @ 12" OC 6) LEDGE STEEL BAL #4 0@12"OC 7) CONT LEDGE 1-#5 CONT 8) 9) 2-#4 CONT 10) CONCRETE DENSITY 145 pcf 11) BOND BREAK NONE 12)fc 6000 psi 13)fci 4000 psi 14)BRG PLATE W/4#6X6'-0" 15)BRGPAD 1/2" MASTICORD PAD VILLAS DE LUZ 2G JOB NO 771 DESIGNED BY KN I DATE 08-11-04 SHEET 10F9 Rl Cl Hanson Spancrete Pacific / PHONE: 626-962-8751 / HEET OF 13131 Los Angeles Street ' Irwindale, CA 91706 \ OB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 j CKD. ' DATE PROJECT: VILLAS DE LUZ INPUT PATA PROJECT DATA Project Name : VILLAS DE LUZ User Job Number : 771 State Description : 2G TYP GIRDER Design Code : ACI 318-99 State Job Number : PRECAST DATA SPAN DATA CONCRETE DATA Section Id Type Area, in2 Yb,in M.I, , iri4 Bfl-top,in Tfl-top,in H,xn Bfl-bot,in Tfl-bot,in Web extnt,in Shear wid,in V/S,in Aoh, in2 ph, in 24LB19.5 L BEAM 424.0 9.2 12989 18.50o.oo 19.50 24.00 11.50 18.50 18.50 4.87 288.75 68.00 (8)Overall Len Support Loc Release Final Boundaries Use Boundary Location 23.92 ft Left, ft Right, ft 0.00 0.00 0.29 0.29 5.50 5.50 NO INTERIOR LOAD MULTIPLIER Service Ultimate ALLOWABLE CONCRETE STRESSES Release Comp,psi Tens,psi Prec-top 3150.0 -201.2 Bottom 3150.0 -201.2 Final Total Topg-top 2400.0 -379.5 Prec-top 3600.0 -464.8 Bottom 3600.0 -464.8 Final Sustained Topg-top 1800.0 Prec-top 2700,0 Bottom 2700.0 CAMBER AND DEFLECTION MULT- W/o Topg W/ Topg Precast f 'c,psi f 'ci,psi Wc,lb/ft3 Ec,ksi Eci, ksi fc t,psi eccu Topping f "ct,psi Wct,lb/ft3 Ect,ksi 6000 4500 145.0 4463.1 3865.2 0 0.003 4000 145.0 3644.1 PHI FACTORS Flexure Shear Concrete Steel Bearing 0.90 0.85 1.00 1.00 0.85 DL Factor SD Factor SDS Fac- LL/SL Fac Self Wt Release Final Bearing 1.000 1.000 1.000 '1.000 1.000 1.000 1.150 TOPPING DATA Dimensions : Topg Width : 18. Thickness : 4. OPENING DATA None 1.400 1.400 1.200 1.700 . , in Gap, 50 / 108, 50 / 4. At erection Self Wt : Prestress ; Final Self Wt : Prestress : S.D.L : Topg Wt : in Topg. Adjust. , n 00 50 for 23,92 ft MISCELLANEOUS DATA 1.85 1.80 2.70 2.45 3.00 0.00 in : 1.85 1.80 2.40 2.20 3.00 2.30 0.00 Shoring Transform Bearing Comp Shear Hor Shear Bi -Linear NONE NO NO NO NO YES Ecc.,in : 0.000 • C:\My DOcuments\Jobs\771 VILLAS DE LUZ\771-2G.prt (ACI 318-99) Hanson Spancrete Pacific / PHONE: 626-962-8751 t IEET OF 13131 Los Angeles Street ' Irwindale, CA 91706 | OB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE PROJECT: VILLAS DE LUZ LOADING DATA Ecc,in Description sw Topp DL DL 3D LL 0.427 k/ft at 0 573 k/ft at 0.576 k/ft at 0.006 k/ft2 at 0.280 k/ft at 0 560 k/ft at 0.00 0.00 0.00 0.00 0.00 0.00 ft to ft to ft to ft to ft to ft to 0.427 k/ft 0.573 k/ft 0.576 k/ft 0.006 k/ft2 0.280 k/ft 0.560 k/ft at at at at at at 23.92 23.92 23.92 23.92 23.92 23.92 ft ft ft ft ft ft 0 0 0 0 0 0 .000 .000 .000 .000 .000 000 Self Weight Topping Wt 8" PLANK MISC . DL PART I ON DL LL PRESTRESSED STRAND DATA Strand ID: 1/2-270K-LL LOW RELAXATION Area,in2 : 0.153 Length Losses Multipliers: Bonded: Debonded: : PCI Dia, in Transfer 1 2 Hours to release - ,00 .00 24.00 : 0.50 Development 1.00 2.00 Rel. humidity: Fpu Eps ,ksi ,ksi :270.00 : 29000.0 tn 65 PRESTRESSED STRAND PATTERN DATA Strands : 6.00 Draped Strands: 0.00 Profile : Pull : 0.75 * fpu * Area = 30.98 kip per strand SYMMETRICAL STRAIGHT Basic Transfer Length Strand patterns 25.00 in Basic Development Length : 73.34 in Ycg, in =3.25 (left) Left (10) 3.00 at in in 3.25 (mid) Mid STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull No Strands Left Depr Right Frac 1 2.00 4.25 4.25 4.25 0.75 2 1.00 4.25 4.25 4.25 0.75 3 2.00 2.25' 2.25 2.25 0.75 4 1.00 2.25 2.25 2.25 0.75 3.25 (right) Right (10) 3.00 at 2.25 in (10) 3.00 at 4.25 in Debonding, ft Left Left Middle Right Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands:per Row = 40.1 Total = 25.0% REBAR DATA Es,ksi 29000.0 Tension Steel Fy,ksi : 60.0 Fs,ksi : 30.0 Shear Steel Fy,ksi : 60.0 REBAR PATTERN DATA No of Bars Id 2 Size 6 Bars 2 Size 4 Bars Rebar Sizes Used: Bar Id: Size 6 Bars Bar Id: Size 4 Bars BEARING STEEL DATA Fy,ksi : 60.0 Length, in : 0.00 Theta,min : 0.00 Height From in ft 17.00 0.00 17.00 0.00 Area, in2 : Area, in2 : Nu/Vu : Width, in : The ta, max : 0 0 0 0 0 End To End Development Length, in Type ft Type L-t L-c R-t R-c H 6.00 S 11.26 13 50 37.76 13.50 S 23.92 S 25.17 9 00 25.17 9.00 .440 Dia, in : 0.750 Size : 6 .200 Dia, in : 0.500 Size : 4 • .200 .00 Dist to Brg,in : 0.00 .00 Theta, increment : 0.00 C:\My Documents\Jobs\771 VILLAS DE LUZ\771-2G.prt (ACI 318-99) Hanson Spancrete Pacific f PHONE: 626-962-8751 /' IEET OF 13131 Los Angeles Street ' Irwindale, CA 91706 \ OB NO. 771 PROGRAM- Presto v. 8.3 1 LEAP Software Inc., Tampa, Florida ! BY KJN DATE 08/06/2004 PHONE . TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 1 CKD. DATE PROJECT: VILLAS DE LUZ DESIGN SUMMARY MEMBER INFO Section Id Type Overall Len,ft Location fc,psi: 6000 Strand ID: 1/2-270K-LL Strands: 6 00 Ycg,in = 24LB19.5 L BEAM 23.92 INTERIOR f'ci.psi (8)Left,ft 0.00 0.29 5 50 Right,ft 0.00 0.29 5.50 Support Loc Release ; Final : Boundaries : 4500 f'ct,psi: 4000 LOW RELAXATION Eps.ksi: 29000.0 Draped Strands: 0.00 Profile: SYMMETRICAL STRAIGHT 3.25 (left)3.25 (mid)3.25 (right) Release Losses,%; 3.50 at 21.84ft STRESSES (psi) Final Losses,%: 11.91 at 21 84ft RELEASE STRESSES Compression Tension at the Ends FINAL STRESSES Compression Tension ULTIMATE STRENGTH Topping Top 3150.0 Bottom 3150.0 Topping/Loc Top /Loc Bottom/Loc 1086/21.84 2400.0 -379.5 -201.2 -402.5 3600.0 -464.8 -201.2 -402.5 3600.0 -464.8 143/11-96 -325/21.84* 755/11.96 -56/ 2.08 731/ 2.08 -78/11.96 VERTICAL SHEAR AND TORSION Loc, ft Mu,k-ft pMn,k-ft pMn/Mu Aps, in2 fse,ksi As, in2 A's,in2 dsc, in c, in a, in fps,ksi 11.96 247.9 385.8 1.56 0.92 184.98 0.00 0.40 20.75 1.30 1.11 269.09 Loc,ft Vu,k Tu,k-ft Mu,k~ft Vc,k Tlim,k-ft AV+2At Al,in2 S-max,in Loc,ft f-act,psi f-alw,psi 1.10 39.6 0.0 33.2 86.2 12.2 0.04 0.00 14.62 1.10 132 771 PROPERTIES ANALYSIS RESULTS CAMBER AND PEFLECTIONS (in) Loc, ft Prestress Self Wt DL-Prec Topping SD-Comp SL-Sust L LL-Live TOTAL Release 11.96 0.22 -0.06 0.15 Erection 11.96 0.37 -0.10 0.27 Final 11.96 0.38 -0.11 -0.18 -0.13 -0.03 0.00 -0.02 -0.08 Prestress Self Wt DL Topping Erection Mult, : 1.80 : 1.85 Final Mult, 2.20 2.40 3.00 2.30 C:\My Documents\Jobs\771 VILLAS DE LUZ\771~2G.prt (ACI 318-99) r CHECK LEDGE DESIGN (CONT LEDGE LOAD) FOR 23 ONTO 2G Vu = 2 22 klf Nu = 0 25 Vu bd = 3 0 m h = 11 5 in e = 5 25 in Fc = 6000 psi Fy = 60000 psi bw = 12 in d .= h - 1 5 m 1=10 <J> -085 u = 1 4 s =12 in TIE SPACING Avs =04 in2 TIE AREA b - 5 5 in bs =185 m b~ = 195m FIND PORTION CARRIED BY STEM b = Vu h 6 h2b 4(hsbs + hb) Vs=19- ft DISTRIBUTION WIDTH, x= 12" REF 3 x = 12 in bd HANGER REINFORCEMENT, Ash FIND DISTRIBUTION WIDTH, Xh Avf,: An = Vs fFy Nu Avf =-0026 »f>Fy An = 0011 —ft Xh - 12 in VsAsh = Fy Ash = 0 037 m T Mu = Vs a + Nu (h - d) Ju = 0 9 Ash AS PROVIDED AvsAsh1 = Af =Mu ij) Fy Ju d Asl = — Avf + An3 As2 =Af+An Af = 0 032 in ft 2s Ash' =02 in Asl = 0 029 in FINAL RESULTS As Ash #4@12"OC M1N #4 @ 12" O C As2 = 0 043m T As = 0 043 in ft As = As + Ah Ah = - (As - An) As =0058 ft -Ash REF 1 "NOTES ON ACI 318-89" Portland Cement Association, Pg 17-14, item 4 REF 2 Mirza, Sher Ah, and Furlong, Richard W, "Strength Criteria for Concrete Inverted T-Girder, "Journal of Structural Engmeenng V 109, No 8, Aug 1983, Pg 1840, Eq (2) REF 3 Andrew E N Osbom, "Problem and Solutions" PCI Journal V 42, No 6 Nov / Dec 1997, Pg 136 NON-RECTANGULAR BEAM (PC! JOURNAL JULY-AUGUST 1999) FIND CAPACITY OF BEAM WITHOUT PRESTRESS, USING T1ED-ARCH THEORY FACTORED REACTION DL ONLY Nu = 0 25 Vu FACTORED DL x 0 25 db = 0 875 m RLATE OIAMEJER As = 24m BARS OFF PLATE AREA = 0 40 m s = II in iyt = 60 ksi = 085 1 = 24 ft fy = 60-ksi fc = 6000 psi fct - 4000-psi hc =19 5 in bf = 72 in hi = 11 5 in h!=LE:DGE HEIGHT b = 24 in bw = 18 5 m SHEAR TIE SIZE AND SPACING wu =2 Vu wu = 2 639 ft T-Asfy T= 1440k la =35 in lb = 8 in dc=0375m + —dc=0812m ha = dc + 3 db ha=3437m T-Nu " 0 85 bf f ct SHEAR TIE CAPACITY da = 0556m dv = h.-d.dv= 1841m nc = *-= 4152 R =^- V - FORCE EQUILIBRIUM (T - Nu) dv (vs + wu a)R= 1097k Vs = 99 7k a = 45 675 m Vn =R Nc 2 2+(T-Nu) = atan - Qw = atan Nu R Vn= 1097k T-Nu < Nc-cap O K 8w = 26 283 deg New =T-Nu STRUT CAPACITY (AT BEARING) Bs = lb sm(e) + ha cos(e) Bs = 7 697m e2 = 0 00207 sm(e) S2 = 0 00130 fc &?"!0 8 + 170 (E2 + 0 002) (colfo))] J fcu= 2682ksi ^c = * ° STRUT CAPACITY (AT WEB) Bsw = !(, sm(6w) + ha cos(0w) fc fcu = 2 682ksi fcu = 0 75 0 70 i'c fcu = 3 ISOksi §1 > Nc OK FOR THIS TEMPLATE TIE AND SHEAR YIELD FSRST BEFORE STRUT Bsw = 6 625 in e2 = 0 00207 sm(0w) 82 = 0 00092 [_[0 8 + 170 (e2 + 0 002) (cotfew))]2]2i fcuw = 1 844 ksi fcuw = 0 75 0 70 f c fcuw ^3150 ksi fcuw=1844ksi *CUW **$ Oyy SIZE HORIZONTAL SHEAR STEEL SIZE Ahr TO ACI 318-95 (U B C -97) 1753 t = 4 5 m tg = 4 5-m bv = 13 m 4 > New OK d =— d-24ft10 Ic = 39304 8 m Mu -= 81 7 k ft j ^ 1 5 ^ n = 0 816 Aef = n (bf - bv) t Aef = 216 8m Aec = n bv tg yc = 13 99 m = 1 0 CDC = 145 pcf cot = 145 pcf n = <oc 2 2Aec ~ 47 8 m Ae = Aef + Aec Ae = 264 5 in Vnh = -y. Aef+ hc-yc-- Idf. Aef Vnh = 25 3 k bv 12 — / 2 ^ ft Vnh in ^n ibfAvhl = 260 06 fy l^bvdX Ibf ) 2 Vnhnnn= 1204k Avh = 0 27 in "ft" 500 bv d — - 187 2k STEEL SIZE D BY ACI 175232m r TORSION CHECK FOR 2G DEFINE LOADS (PER END) @ BEARING, FACTORED P1 '= 28 9 k (PRECAST + TOPPING DEAD LOAD) P2 •= 10 3 k (MEMBER SELF WEIGHT) P3 - 20 16 k(LIVE LOAD + SUPPERIMPOSED DEAD LOAD REACTION) P4 = 82 k (TOTAL SHEAR LOAD @ H/2 FROM SUPPORT) DEFINE SECTION b = 24 in b1 = 18 5 in b2 = 5 5 in h = 195 in nt =8 in h2:=U5 in x1 *= 21 in BEARING PAD Bwf=23in Bd=6in {Bw^ bearing pad width, Bd= beanng pad depth) FIND CENTER OF GRAVITY h b1 b2 h2 b2 b1 b1 h + b2 h2 CENTER OF PAD x3 = 12 in SOLVE FOR STRESSES q1 AND q2 R = P1 + P2 R Bw x = llOtn BwBd q1 -R Bw Bd q1 = 757 05 psi P2 (x3 - x) BdBw BwP2 (x3 - x) —2 BdBw" P1 -x3)Bw P1 BdBw - x3)Bw Bd Bw ADD LIVE LOAD TORSION, WITH TOPPING CURED AND FORMING MOMENT ARM (Ft x H3) P3q3 q3=146psi Bw Bd q1 = q1 + q3 q1 = 903 psi q2 = q2 + q3 q2 = -to psi CONDITION @ ERECTION CONDITI FINAL STATE r h3 = h + 1 5 in q2 Bw x3 + (q1 - q2) - Bw x3 + - Bw 2 I 6 ;x2 = - - - - x2 = 162in1q2 Bw + (q1 - q2) - Bw FIND TORSJONAL ECCENTRICITY, e e=x2-x e = 5 2 in pt _ P3 (x1 - x3) h3 FIND IF TORSION NEED BE CONSIDERED Tu = P4 e + Ft h3 Tu = 223 9 k in TORSION MAY BE NEGLECTED IF/ -A T 4>TcTu< -—4 WHERE ACD = b1 h + b2 h2 Acp = 424 00 in2 Pep = b + h + b1 + b2 + hi + h2 Pep = 8700m d> = 0 85 f c = 6000 psi fv = 60000 DSI .2 TORSION MUST BE CONSIDERED 9 = 45 deg Aon = (b - 3 in) (h - 3 in) Tn =— Tn = 26338k in 4 Tn *d =Acp f c ld Pep td 2Ao = Acp Ao = 405 00 in Po = Pep - 4 td Po ~ 85 34m Tn 12 in_ 2 Aofy cot(O) At-006m FIND STIRRUPS FOR SHEAR d = h - 2 5 in 2 Vc = 2 | f c — b1 d Vc = 48 72 k2in Vs = —- - Vc Vs - -39 08 k Vs 12 inAv1 = tyd Av=000in TOTAL STEEL IN TIES REQ'D PER FOOT 2 At + Av=013in2 CHECK MAX SPACING FOR VERTICAL TORSION STEEL Ph = 2 (h - 3 in) + 2 (b - 3 in) Ph = 75 OOin PhS = — S- 938in S= 12 in8 CHECK MINIMUM STIRRUP AREA 50 b1 12 in Ibf 50 b1 12 in ibf 2Av+2 At= = 019tn2 2fy in fy in CHECK CRUSHING OF CONCRETE STRUTS P4 ( Tu Ph+ - =8630pst bALLOWABLE 10 A f c — = 658 41 psi2in CALCULATE LONGITUDINAL STEEL ( At ^ 9AH = - - Ph cot(e) AH = o 41 in CHECK MINIMUM LONG STEEL 2 25 b 12 in Ibf 2At1=006m At2 = — . - At2 = 012in At = 0 12 in *.fy in 2 At Ph 2AI2= 199 infy 12 in SUMMARY OF STEEL REQ'D At = 0 06m2 INCHES SQUARED PER LEG, PER FOO T Av + 2 At = 0 13 in2 INCHES SQUARED PER FOOT AI = 1 99in2 INCHES SQUARED SOLVE FOR EXTENT OF TORSION STEEL I •= 32 5 ft x = -- x1 x =Tu 2 RUN TORSION STEEL FOR 13'-0" SPECIAL NOTE MAX LENGTH 24'-0" GIRDERL.M. SECTION 195" 18 1/2" 5 1/2" 24" 95" 1) SYSTEM DEPTH 24" MIN 2) STRAND 6-1/2" DIA LL STRS 3) TOP STEEL 2-#4 CONT +#& h-cr D 4) HAIR PINS #4n@12"OC 5) SHEAR TIES BAL-#40 @12"OC 6) LEDGE STEEL BAL #4 0@12"OC 7) CONT LEDGE 1-#5 CONT 8) 9) 2-#4CONT 10) CONCRETE DENSITY 145 pcf 11) BOND BREAK NONE 12)fc 6000 psi 13)fcr 4000 psi 14)BRG PLATE W/4 # 6 X 6'-0" 15)BRGPAD 1/2" MASTICORD PAD VILLAS DE LUZ 3G JOB NO 771 DESIGNED BY KN DATE 08-11-04 SHEET 1 OF 9 Rl Cl Hanson Spancrete Pacific /" PHONE: 626-962-8751 ( IEET OF 13131 Los Angeles Street '. Irwindale, CA 91706 ,. ,OB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 08/06/2004 PHONE : TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE PROJECT: VILLAS DE LUZ INPUT DATA PROJECT DATA Project Name User Job Number State Description Design Code PRECAST DATA : VILLAS DE LUZ • 771 : 3G TYP GIRDER : ACI 318-99 State Job Number Section Id Type Area,in2 Yb,in M.I,,in4 Bfl-tt>p,in Tfl-tOp,in H,in Bfl-bot,in Tfl-bot,in Web ejitnt,in Shear wid,in V/s,in Aoh, ph, in 24LB19.5 L BEAM' 413.0 9.1 12965 18.50 0.00 19.50 24.00 9.50 18,50 18.50 4.75 288,75 68.00 (10) SPAN DATA Overall Len : CONCRETE DATA 24.00 ft Support Loc Release Final Boundaries Left, ft : 0.00 : 0.29 : 6.83 Right, ft 0.00 0.29 6.83 Use Boundary: NO Location INTERIOR LOAD MULTIPLIER Service Ultimate ALLOWABLE CONCRETE STRESSES Release Comp7psi Tens,psi Prec-top 3150.0 -201.2 Bottom 3150.0 -201.2 Final Total Topg-top 2400.0 -379.5 Prec-top 3600.0 -464.8 Bottom 3600.0 -464.8 Final Sustained Topg-top 1800.0 Prec-top 2700.0 Bottom 2700.0 CAMBER AND DEFLECTION MULT. W/o Topg W/ Topg Precast f 'c,psi f "Cl,pSl Wc,lb/ft3 EC, ksi Eel, ksi fct,psi eccu Topping f "ct,psi Wc:t,lb/ft3 Ect, ksi 6000 4500 145.0 4463.1 3865.2 0 0.003 4000 145.0 3644.1 PHI FACTORS FJ exure : Shear : Concrete : Steel ; Bearing ; 0.90 0.85 1.00 1.00 0.85 DL Factor SD Factor SDS F3C. LL/SL Fac Self Wt Release Final Bearing 1.000 1.000 1.000 1.000 1.000 1.000 1.150 TOPPING DATA Dimensions : Topg . , Width ' 18.50 Thickness : 4.50 OPENING DATA None 1,400 1,400 1.200 1.700 in Gap, / 140. / 4. At erection Self Wt : Prestress : Final Self Wt : Prestress : S.D.L Topg Wt in Topg. Adjust., 00 50 for 24.00 ft MISCELLANEOUS DATA 1.85 1.80 2.70 2.45 3.00 0.00 in : 1.85 1.80 2.40 2.20 3.00 2.30 0.00 Shoring Tiansform Bearing Comp Shear Her Shear Bi -Linear NONE NO NO NO NO YES Ecc.,in : 0.000 C:\My Documents\Jobs\771 VILLAS DE LUZ\771-3G.prt (ACI 318-99) Hanson Spancrete Pacific /' PHONE: 626-962-8751 IEET OF 13131 Los Angeles Street \ e Irwindale, CA 91706 \ ,OB NO. 771 PROGRAM: Presto v, 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 08/06/2004 PHONE TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 | CKD. DATE PROJECT. VILLAS D£ LUZ LOADING DATA Ecc,in Description sw Topp DL DL 3D LL 0.416 k/ft at 0.718 k/ft at 0.875 k/ft at 0.006 k/ft2 at 0.333 k/ft at 0.667 k/ft at 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 ft to ft to ft to ft to ft to ft to 0.416 k/ft 0.718 k/ft 0.875 k/ft 0.006 k/ft2 0.333 k/ft 0.667 k/ft at at at at at at 24.00 24.00 24.00 24.00 24.00 24.00 ft ft ft ft ft ft 0 0 0 0 0 0 000 .000 000 000 000 000 Self Weight Topping Wt 10" PLANK MISC. DL PART I ON DL LL PRESTRESSED STRANP DATA Strand ID: 1/2-270K-LL LOW RELAXATION Area,in2 : 0.153 Length Losses Multiplier^: Bonded: Debonded : : PCI Dia, in Transfer Hours to release: 1.00 2.00 24.00 : 0.50 Development 1.00 2.00 Rel . humidity. Fpu Eps ,ksi , ksi :2 70.00 : 29000.0 65 PRESTRESSED STRAND PATTERN DATA Strands : 6.00 Draped Strands: 0.00 Profile ; Pull : 0.75 * fpu * Area = 30.98 kip per strand SYMMETRICAL STRAIGHT Basic Transfer Length : 25.00 in Strand patterns Basic Development Length : 72.72 in Ycg, in = Straight Straight 3.25 (left) Left (10) 3.00 at (10) 3.00 at 2.25 in 4.25 in 3.25 (mid) Mid 3.25 (right) Right (10) 3.00 at (10) 3.00 at 2.25 in 4.25 in STRAND GROUPS, SHIELDING AND PULL DATA Group No of Strand Height, in Pull No Strands Left Depr Right Frac 1 2.00 4.25 4.25 4.25 0.75 2 1.00 4.25 4.25 4.25 0.75 3 2.00 2.25 2.25 2.25 0.75 4 1.00 2.25 2.25 2.25 0.75 Debonding,ft Left Left Middle Right Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Auto Debonding Limits: Maximum % of debonded strands:per Row = 40.Total = 25,0^ REBAR DATA Es,ksi 29000.0 Tension Steel Fy,ksi : 60.0 Fs,ksi : 30.0 Shear Steel Fy,ksi : 60.0 REBAR No of Bars 2 2 PATTERN Id Size 6 Size 4 DATA Bars Bars Height in 17.00 17.00 From ft 0.00 0.00 End Type H S TO ft 6,00 24.00 End Type S S Deve L-t 11.26 25.17 lopment L-c 13.50 9 00 Length R-t 37.76 25.17 , in R-c 13.50 9.00 Rebar Sizes Used: Bar Id: Size 6 Bar Id: Size 4 BEARING STEEL Fy,ksi Length, in Theta,min : : : Bars Bars DATA 60.0 o.oo 0.00 Area, Area, Nu/Vu Width, Theta, in2 in2 in max : 0 : 0 0 0 0 .440 .200 .200 .00 .00 Dia Dia Dist Theta , in : , in : to Brg, 0.750 0.500 in : , increment : Size : Size : 0.00 0.00 6 4 C:\My Documents\Jobs\77l VILLAS DE LUZ\771-3G.prt (ACI 318-99) Hanson Spancrete Pacific f PHONE: 626-962-8751 / ffiET OF 13131 Los Angeles Street ^ Irwindale, CA 91706 u OB NO. 771 PROGRAM: Presto v. 8.3.1 LEAP Software Inc., Tampa, Florida | BY KJN DATE 08/06/2004 PHONE • TOLL-FREE 1-800-451-5327 TAMPA AREA: 813-985-9170 I CKD DATE PROJECT- VILLAS DE LUZ DESIGN SUMMARY MEMBER INFO Section Id : Type : Overall Len,ft : Location - f'c,psi: 6000 1 24LB19.5 (10) L BEAM 24.00 INTERIOR f 'ci,psi: 4500 Support Loc Release : Final : Boundaries : Left, ft 0.00 0.29 6.83 Right, ft 0.00 0.29 6.83 f ct,psi: 4000 Strand ID: 1/2-270K-LL LOW RELAXATION Eps,ksi: 29000.0 Strands: 6.00 Draped Strands: 0.00 Profile: SYMMETRICAL STRAIGHT Ycg,in = 3.25 (left) 3.25 (mid) 3.25 (right) Release Losses, %: 3.53 at 21.92ft Final Losses, %: 11.71 at 2.08ft STRESSES (psi) Topping Top Bottom Topping/Loc RELEASE STRESSES Compression Tension at the Ends FINAL STRESSES Compression Tension ULTIMATE STRENGTH 3150.0 3150.0 -201.2 -201.2 -402.5 -402.5 2400.0 -379.5 3600.0 -464.8 3600.0 -464.8 170/12.00 Computed - Top/Lcc -315/21.92* 1084/12.00 -8/ 1.10 Bottom/Loc 1093/21.92 652/ 2.08 -376/12.00 VERTICAL SHEAR AND TORSION Loc, ft Mu,k-ft pMn, k-f t pMn/Mu Aps , in2 f se, ksi As, in2 A's,in2 dsc, in c, in a, in fps, ksi 12.00 310.2 385.8 1.24 0.92 186.84 0.00 0.40 20.75 1.30 1.11 269.09 Loc, ft Vu,k Tu,k-ft Mu,k-ft Vc,k Tlim, k-ft Av+2At Al,in2 S-max, in Loc, ft f-act,psi f-alw,psi 1.10 49.3 0.0 41.4 88.2 11.9 0.04 0.00 14.62 1.10 164 776 PROPERTIES AND ANALYSIS RESULTS Loc, ft : Ac, in2 : Ic,in4 : Mu, kf t : Vu,k : 1.10 684.58 39205.5 41.4 49.3 5.00 684.58 39205.5 199.3 31.7 7.00 679.74 39164.0 253.6 22.6 12.00 679.74 39164.0 310.2 0.0 21.92 679.74 39164.0 87-6 44.9 CAMBER AND DEFLECTIONS (in) Loc, ft Prestress Self Wt DL-Prec Topping SD-Comp SL-Sust L LL-Live TOTAL Release 12.00 0.22 -0.06 0.16 Erection 12.00 0.37 -0.10 ' 0.27 Final 12.00 0.38 -0.11 -0.27 -0.16 -0 03 0.00 -0.03 -0.21 Prestress Self Wt DL Topping Erection Mult : 1.80 : 1.85 Final Mult. 2.20 2.40 3.00 2,30 C:\My Documents\Job3\771 VILLAS DS LUZ\771-3G.prt (ACI 318-99) r TORSION CHECK FOR 3G DEFINE LOADS (PER END) @ BEARING, FACTORED P1 =38 2k (PRECAST + TOPPING DEAD LOAD) P2 -= 9 98 k (MEMBER SELF WEIGHT) P3 = 24 k (LIVE LOAD + SUPPERIMPOSED DEAD LOAD REACTION) P4 = 102 k (TOTAL SHEAR LOAD @ H/2 FROM SUPPORT) DEFINE SECTION b = 24 in h = 195 in x1 = 21 in BEARING PAD Bw = 23 in b1 = 185 in b2 =55 in hi = 10-m h2 = 9 5 in Bd - 6 in (Bw= beanng pad width, Bd= bearing pad depth) FIND CENTER OF GRAVITY bl h — + b2 h2 (— + b12 2 b1 h + b2 h2 CENTER OF PAD x3 -12 in SOLVE FOR STRESSES q1 AND q2 R=P1+P2 R=4818k X= 10 8 in CONDITION @ ERECTION R BwP2 (x3 - x) —P1 - x3)Bw Bw Bd q2 = -277 54 pst Bd BW P2 (x3 - x) BdBw' P1 Bd Bw' - x3)Bw 12 + Bd Bw q1 - 975 80 psi ADD LIVE LOAD TORSION, WITH TOPPING CURED AND FORMING MOMENT ARM (Ft x H3) P3q3 = q3= 174psiBwBd q1 = q1 + q3 q2 = q2 + q3 q1 « 1150psi q2=-104psi CONDITION @ FINAL STATE r c h3 = h + l 5 m q2 Bw x3 + (q1 - q2) - Bw x3 + - Bw2 \ 6 jx2 = - - - - x2 = 166in1q2 Bw + {q1 - q2) - Bw FIND TORSIONAL ECCENTRICITY, e e=x2-x e^58 in P3 (x1 - x3)Ft = - L Ft=103kh3 FIND IF TORSION NEED BE CONSIDERED Tu = P4 e + Ft h3 Tu - 275 4 k in TORSION MAY BE NEGLECTED IF ( 2\(J)Tc 4f!~c ,— Acp 4 4 V PCP / WHERE Acp = b1 h + b2 h2 Acp = 413 00 in2 Pep = b + h + bt + b2 + hi + h2 Pep = 87 OOin 6 ~ Q 85 f c = 6000 psi fv = 60000 DSI 4 If TORSI Ibf Acp^'r 1°0 Ofi k in^ i - I — i&:s \Jtj r\ IJ I ON MUST BE CONSIDERED Q =45 deg Aoh = (b - 3 in) (h - 3 in) Tn = td'= Anr\u — Po - At = Tu— Tn = 324 01 k in *4Tn Acpfc td = 052/n Pep td 2Ar*n , , An TOO ***! ino-t-ip — — r\\J — J7U £~> 11 1 Pep - 4 td Po = 84 91 in Tn 12 in •>2 Aofv cot/m At^OOSin FIND STIRRUPS FOR SHEAR d = h - 2 5 in f IbfVc =2 fc — b1 d2y in K4Vs = Vc * Av1 =Vs 12 in fy d Vc=4872k Vs=-3672k Av = o oo in TOTAL STEEL IN TIES REQ'D PER FOOT. 2 At + Av = 017in2 CHECK MAX SPACING FOR VERTICAL TORSION STEEL Ph = 2 (h - 3 in) + 2 (b - 3 in) Ph = 75 oom PhS ^—-3^938 in S = 12 in CHECK MINIMUM STIRRUP AREA so bl 12 in Ibf 50 b1 12 in Ibf = 019in fy in fy in CHECK CRUSHING OF CONCRETE STRUTS P4 bTd ALLOWABLE Tu Ph 1 7 Aoh' = I0627psi Ibf 104 fc — = 65841psi1 2in CALCULATE LONGITUDINAL STEEL At ^ 9 •>AH = - Ph cot(6) AH = 0 52tn in CHECK MINIMUM LONG STEEL At1 ^008 in At = 012 in2 At2 =25 b 12 in Ibf f.fy in = 012in At Ph 2A12 = — AI2 = 1 92 in fy 12 in SUMMARY OF STEEL REQ'D At = 0 08 in2 INCHES SQUARED PER LEG, PER FOOT Av + 2 At = 0 17m2 INCHES SQUARED PER FOOT Al= 1 92m2 INCHES SQUARED SOLVE FOR EXTENT OF TORSION STEEL I = 32 5 ft x = x1 x=Tu 2 RUN TORSION STEEL FOR 13'-0" NON-RECTANGULAR BEAM (PC! JOURNAL JULY-AUGUST 1999} FIND CAPACITY OF BEAM WITHOUT PRESTRESS, USING T1ED-ARCH THEORY_ FACTORED REACTION DL ONLY Nu = 0 25 Vu FACTORED DL x 0 25 db - 0 875-m Oj-F RLATE As = 2 4 m BARS OFF PLATE AREA 2At .= 040m Vu fyt = 60 ksi (]> == 0 85 I = 24 ft fy = 60 ksi f c = 6000 psi fq ;== 4000 psi hc = 19 5 in bf = 72 m hi = 9 5m hI=LEDGE HEIGHT b =24 in bw- 185m SHEAR TIE SIZE AND SPACING w,, =2 1 wu = 3 392 ft T= 1440kT =Asfy la ~ 3 5 in Ij, = 8 in dc = 0 375 m + T-Nu = 0812m ha =db h=3437 m 0 85 bf f ct SHEAR TIE CAPACITY da = 0 547 in dv = hc df V = FORCE EQUILIBRIUM (T - Nu) dv (Vs + wu a)R =R=937k dv= 1841m a = 52 581 m Vn = Nc = 0 = atan + (T - NuY R 9w = atan R = 937k 0^35 008 deg -2 hi fAt— fyt + wus < Nc-cap O K 9w = 25 981 deg New T-Nu I70fc feu =3 150ksi STRUT CAPACITY (AT BEARING) Bs = lbsm(e)+hacos(0) Bs = 7405m s2 = 0 00207 sm(e) 82=000119 = fc l~r / w t \\-a\ fcu = 2 423 ksi fcu=0750[£o s +170 (E2 + o 002) (cotfe))] J cu cu fcu = 2 423 ksi Nc^ := f^ Bs b > Nc OK FOR THIS TEMPLATE TIE AND SHEAR YIELD FIRST BEFORE STRUT STRUT CAPACITY (AT WEB) Bsw = lb sm(ew) + ha cos(ew) Bsw = 6 595 in s2 = 0 00207 sinfow) e2 = 0 00091 ^W = fV / \ / / \\-,2l fcuw = 1 823 ksi f[£0 8 + 170 (52 + 0 002) (cot(ew))] J °UW fcuw = I 823 ksi = 075070fc fcllw=3150ksi > New OK SIZE HORIZONTAL SHEAR STEEL SIZE Ahr TO ACI 318-95 (U B C -97) 1753 t = 4 5 m tg.- 4 5 m bv = 13 m 1 10 d=24ft yc = 14 08 m cot Ic - 39205 5 m Mu = 101 6 k ft j 5 n=0816 Aef -n(bf-bv) t Aef=2168iri Aec = n bv tg JL = 1 0 (oc =,145" pcf ot = 145 pcf n =1 (DC 2 2Aec = 47 8 m Ae ±= Aef + Aec Ae = 264 5 m Vnh =Mu yC 2 Aef+ tgyc-_ Ic Ae Vnh = 307k bv 12 — / '2 ^ft Vnh in ^rt IbfAvhl = 260 —06 fy l^bvdX Ibf ) 2 Vnbimn= 1204k Avh = 0 27 m 500 bv d — = 187 2k STEEL SIZE D BY ACI 17523 2m CHECK LEDGE DESIGN (CONT LEDGE LOAD) FOR 2S ONTO 2G Nu ^ 0 25 Vu s = 12-in TIE SPACINGVu = 3 6 klf bd - 3 0 in h -95m e = 5 25 in Fc =• 6000 psi Fy = 60000 psi bw = 12 in d = h - 1 5 in X.= 10 (f> =085 u. - 1 4 AvS = 04m TIE AREA b = 5 5 in bs = 18 5 in hs = 195m _V4J (hsbs + hb) FIND PORTION CARRIED BY STEM Vs - Vu 1 - Vs=32- ft ,3.h b 2h b 2h b 4 (hs bs + h b) _ DISTRIBUTION WIDTH, x= 12" ..a = | bd —3 REF 3 HANGER REINFORCEMENT, Ash FIND DISTRIBUTION WIDTH, Xh Avf =Vs An =Nu Avf =0045 —ft 2 An^OOlS —ft Mu = Vs a + Nu (h - d) Ju = 0 9 Mu Xh = 12 in A u VsAsh = Ash AS PROVIDED Avs inAsh = 0 063 —ft Ash' -Ash' =02 in Af = Fy Ju d Af= 0067 in "ft" 2s Asl = — Avf + An3 As2 = Af + An Asl = 0047.m "ft" FINAL RESULTS As Ash #4@12"OC WIN #4 @ 12" O C in As = 0 084 in ft As = As + Ah As2 = 0084 Ah = - (As - An) 7 2inAs = 0118 ft -Ash REF 1 "NOTES ON ACt 318-89" Portland Cement Association, Pg 17-14, item 4 REF 2 Mirza, Sher All, and Furlong, Richard W, "Strength Criteria for Concrete Inverted T-Girder, "Journal of Structural Engmeenng V 109, No 8, Aug 1983, Pg 1840, Eq (2) REF 3 Andrew E N Osborn, "Problem and Solutions" PCI Journal V 42, No 6 Nov/Dec 1997, Pg 136 ZJOtrOa:LU Q (f) <nctOO -WO i \Ja 4 vj V 3"_o 3ns -Q j o