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Home My WebLink About2623 GATEWAY RD; ; PCR14068; Permit04-28-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCR14068 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2623 GATEWAY RD CBAD PCR 2131910900 Lot#: 0 $0.00 Construction Type: 5B CB133168 DEFERRED SUBMITTAL OF TRUSS Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 04/18/2014 JMA 04/28/2014 04/28/2014 Applicant: BROCK NEWMAN 714-926-3542 Owner: REGENCY BRESSI LLC c/o CORNERSTONE REAL ESTATE ADVIS 100 WILSHIRE BLVD #700 SANTA MONICA CA 90401 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $125.00 $0.00 $0.00 Total Fees: $125.00 Total Payments To Date: $125.00 Balance Due: $0.00 Inspector: FINALAPPROVAL 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 tees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired. ^ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 FaradayAvenue 760-602-2719 www.carisbadca.gov Plan Check Revision No. ^^^^ IM ' ^8 Original Plan Check No C31^*^/6^ Project Address 2.ifc^'3> G^^^^c^y i^d. Date ^(^'^JM Contact 9jfoc^ Ai^i^^W JjlM}W^^^f^ Fax Email •Jir^ Contact Address City_ .Zip. f^s-^) General Scope of Work QeJ^^'"^ S^L^.^t^ ^^Vr^', ^rr^^^^ks. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: Plans Calculations • Soils • Energy • Other ^^^^^ SA^'^-h^f 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets 5. Does this revision, in any way, alter the exterior of the project? • Yes 6. Does this revision add ANY new floor area(s)? QYes No 7. Does this revision affect any fire related issues? O Yes ^ No tier No 8. Is this a complete set? js^ Signature: No 1635 Faraday Avenue, Carisbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: buiiding@carlsbadca.gov www.carisbadca.gov EsGil Corporation In (Partnersliip witA government for (BuiCding Safety DATE: April 24, 2014 • APPLICANT • JURIS. JURISDICTION: Carisbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-3168 REV SET: I PROJECTADDRESS: 2623 Gateway Rd. PROJECT NAME: Pad Building A; Bressi Ranch Village Center TRUSSES I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: 1X1 EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person XI REMARKS: Provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). \. By: Kurt Culver Enclosures: Previously-approved EsGil Corporation plans • GA • EJ • MB • PC 4/21/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-3168 REV April 24, 2014 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 13-3168 REV PREPARED BY: Kurt Culver DATE: April 24, 2014 BUILDING ADDRESS: 2623 Gateway Rd. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Shell 5000 54.12 270,600 Air Conditioning Fire Sprinklers TOTAL VALUE 270,600 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Repetitive Fee Repeats • Complete Review • Other EsGil Fee • Structural Only 1 $100.00 Hr. @ $125.00 $100.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc + KPRS License # 751130 2850 Saturn Street Brea, CA 92821 SUBMITTAL NO. 06100-001 PACKAGE NO: 06100 Phone: 714 672-0800 Fax: 714 672-0871 TITLE: Rough Carpentry PROJECT: Bressi Ranch Village Pad A-Carlsbad DRAWING: STATUS: NEW BIC: MASCWARN REQUIRED START: 4/15/2014 REQUIRED FINISH: 4/17/2014 DAYS HELD: 0 DAYS ELAPSED: 0 DAYS OVERDUE: -2 RECEIVED FROM HCC RM Revision No. Description / Remarks SENT TO MASCWARN AW RETURNED BY MASCWARN AW FORWARDED TO HCC RM Received Sent Drawing Returned Forwarded Status Sepias Prints Date Held Elapsed 001 Truss Shops 4/15/2014 4/15/2014 Please see attached Truss Shop Drawings for your review and approval. NEW 0 0 0 0 SUBMITTAL NO KPRS CONSTRUCTION SERVICES, INC. SUBMITTAL REVIEW I X 1 REVIEWED 1^ RESUBMIT 06100-001 REVIEWED FOR GENERAL COMPLIANCE WITH REFERENCE TO PLANS AND SPECIFICATION ONLY. THIS REVIEW DOES NOT RELIEVE THE SUBCONTRACTOR OF THE RESPONSIBILITY FOR MAKING THE WORK CONFORM TO THE REQUIREMENTS OF THE CONTRACT THE SUBCONTRACTOR IS RESPONSIBLE FOR ALL FIELD CONDITIONS DIMENSIONS, CURRENT FABRICATION, COORDINATION AND ACCURATE FIT WITH WORK OF OTHER TRADES. 4/15/2014 Brock Newman BY DATE ^ GSSI Engineers 9 Reviewed as Noted O Revise and Resubmit This Review Shall Not Relieve The Contractor From Full Compliance With The Contract Documents And Applicable Codes. Date 4-17-14 B\f B. Schell No Exceptions Taken FIRE SPRINKLER ATTACHMENT NOTES: 1. DO MOT MU. MUS. INW MAW tOVM, Ot UK LM BOLTf M IHC KXIW FUMOE tr IrJOttT^ PtPT AJ MOID KUK LMS k SCnw 10 K MKTULB) IV lURNMe WW k TOO. NOT MMNe MW A HUMGR. 5. COqmtMIC ATTACHMMT OF VWMEt PIPt SKEHBt IHMI I* OMHCIEN AND LMOEK MTH KJOttr LAVDUTMD CALCUUIKMS. UTR HAS AMMW IHAT THCDMMRV nKOW HAS Aooara^ ran mtnoi VMNLOI uwirBUMnn AM USS 4. PWMU. HOUS OKATDI DUM MAkCIDt NIO FUMGD. [AIFLWQE CUWP CQWNECTED TO I-JOST BOTTOM CHORO fSlcOM^H SCREW C0W4ECTED TO I-JOST BOTTOM CHOBD fclffOD CQNNKJTED TO 2K TROPEZED BE7¥IEEN I~JCHST [DIROP COWCCTED TO I-JOST WEB RLUR [EIO-HOOK & F.S. HOD COWNECTEP TD KOIST WEB FILLER fFlFLWOE CONNECTED TO l-gOST BOTTOM CHORQ ATTACHMENT DEMILS IIL ^111 BE DETMLEO AND SUBMrfTED TO UFR POR <• DTPICAL DETAIL NOTES: 1. PRC-DRU. FOR Ml SCREWS GREATER THAN 1/4*» 2. POINT UMDS CREATOt THAN IXf REOURE A DETAU. PREPAKO Br OTHERS AW) SUBMrTTED FOR APPROVAL 3. t/4*< SCREWS OR LESS ARE AUJMED M THE ^ OF EITHER THE TOP OR BOTTOM CHOTO. 'im ii y MAMMOM CQ«H SCREW OR It -*S2i^ SOSPENOCD CEIUNO ETE BOLT TO LOCATIOM CONDITION C TO LoSTlKN V UWOMUM SCREW OR 2-104 MAXMUM NAILS PER CONNECTKM (2 COWCCTKWS PER TRUSS). OR flO SCREW INTO SIDE FACE OF TOP OR BOTTOM CHORD DIRECT APPUED RESHIENT CHANICL Af40/0R I «• (WPSOM BOARD CEILINO, USE #10 SCREWS urii**" MAXIMUM, NO RESTRKTiONS CONDITTON E AU SCREWS SHALL BE OFFKT FROM WEB 1/2' M CROSS SECTON. CQNPmON F FLANOE Cl/MP - NO EXCEPTORS (T/O SNOMIj l/C SM.) TOP AND BOTTOM CHORD ATTACHMENT DETAILS PLUMBINGALECTRICAL/CEIUNG EL- i I 4^ BLOCKING P^ANEL iNSTALlATlON DO NOT CUT TOP AND TOTTOM FLANGES HOLE a;E ANP LOCATIOH PETAIL ss ' SX'^'"'*'''*''''^***^-' WEB STIFFENER ATTACHMENT tn M{IL1\-^1SJ ASSEMBLY TyP!f4f. .l^JOfSr PffCUECT NOTES.- li n» ms HUT NU. K w A icTAi ISMM MUM Wt vm rm snswe MNMS MAT AIC MUD It >-Mm MK HOT mw w M««R Mfr rm mmni* M iSl'liMCHf MM INSTALLATION OF t-JOISTS I Pi Ql 5 Hi Ill 1 I I CQli SHEET 1 OF 2 I MOTE: AU. MBC STVFENERS/nuER BUtS ARE Wf OTHERS NOTE: ROTATE ROOF DRAWS AS REO'D TD FTT BOWEEN TYP SPACED JOISTS pimjecTiijwsiJs^ • SHEETS OATE AUCHITECTWIL OIMIMNOS Al.l THRU AB.9 01/31/14 A smucnMALomimtas Sl.l THRU S4.2 01/31/14 A MECHV/iCMatiumas H0.1 THMJ U3.1 01/31/14 A DESIGN LOADS IKX3f CIW KMC JO mnrtov •W M TOTAL LOMl tf L/MO Lcuoouinnai r WM/IMO-cuf moN RL01 ROSEBURG FOREST PRfXUCTS I-JOIST ESR-t2Sf art MARK DESCRIPTION L£M8TH 3» RJOl ir RFPl 700 31'-0- Jfl R»2 18* RTPI 700 SO'-O' 18- RFPI 700 32'-0' a IU04 18' RFPI 700 Z*'-0" FARE WS01 FABE WSOI FME WSOI FABE WSOI UEff STJEFEIVERS an nscRvnoN L£Nam 340 WSOI PLY T/» » 3 1/1 14* /cc A/ETALS CONNECTORS ESR-2930 OTf MARK OESCRPnON NAILJM ROMIXS OTf MARK OESCRPnON HEADER JOST ROMIXS 117 RM01 MTRSftia 2-10(1 X tn SMOLE 18 RH02 nSBIS SK L 28-Z~1H 2-10d • IK • SKEW a4r-vB 24f-VS 24F- V4 INDUSJniAL APPEARANCE UNO r*K MBTUK cctamr IMW WOTH DEPTH LEH9TM CAMBER 1 RB01 a i/if 30 3l'-0-0- 1 mo2 9 1/B 30 30--4-3/4- ma 8 l/B 30 a4'-4" cr (RC-e'-o*) <LC-4'-0^ TOSffiWW FO/fEST PfKXHJCTS 3.0 LVL ESR-IZIO orr MARK WIDTH OEPTH LMTH 2 RB04 7 18 SI'-C RBOe 8 1/4 1« 1fl'-0' 1 RBOe 8 1/4 14 IS'-O* 20 RLOl 1 3/4 18 20'-0" {FOJ) CUT tWI/BLKO) ROOF FRAMING PLAN PL YWOOD ED^ &.OCKS OTf MARK DEBCRPTKM UNGTH 840 PCB1 3 K 4 NHL */ z-eups BOTH ew» 7/1 90 PEB2 3 « 4 UBU. W/ Z-CUP ONE EM) r-B 7/18" H ZCOl LOOK 1-cun WARNING DRILUNG, SAHWG, OK UACtmiNG WOOD PKoucrs cCMKirrs woo ovsr, A SUBSTANCC mom ro rue srArz or cAunmu ro oiusr CANCER. A VOD INHAUNO HOOD DUST OR USE A DUST UASK OR OrHER SAFFOUARDS rOft PERSONAL PROTECnoN. FAemCATION AUTHORIZATION CUSTOMER; ,, NOTE: REFERENCE UANUFACWRERS PRODVCr GUlOE FOR PRODUCT INSTALLA VON AND ADDITIONAL INFORUATION. <I<]<1<1 §15 5 I SHEET 2 OF 2 KeyBeani KeyBeam® 4.600d kmBeamEngine 4.6026 Materials Datebase 1424 PAD BUILDING "A" BRESSI RANCH VILLAGE CENTER CARLSBAD, CA 4-13-14 8:12am lofl Member Data Description: ROOF JOIST W/ MNSRD & MECH. Standard Load: Roof Load: 20 PSF Dead Load: 15 PSF Member Type: Joist Top Lateral Bradng: Continuous Bottom Lateral Bradng: None Moisture Condition: Dry Deflection Criteria: L/360 live, L/240 total Deck Connection: Nailed Filename: CALC-1.KYB Application: Roof Slope: 0.38/12 Building Code: IBC/IRC Other Loads Type (Description) Point (PLF) MECHANICAL UNIT Point (PLF) MANSARD Side Top Top Begin 6' 0.00" 21' 6.00" End Otiier Start 0 0 End Dead Start 150 250 End Category Roof Roof r f ? 29 6 0 ? Bearings and Reactions Location 0' 0.000" 29" 6.000" Type Wall Wall •Material N/A N/A Input Length N/A N/A Rffin Required 1.767" 1.902" Gravity Reaction 1413# 1463# Gravity Uplift Maximum Load Case Reactions Used for applying point loads (Of line Ioad5)to canyng memtMis Roof Dead 1 5g3#(296plf) 820#(410pl0 J 593#(296plf) 870#(435pl0 Design spans 29' 7.938" Actual Length 29' 6.750" Product: 18" RFPI-700 24.0" O.C. Minimum 1.77" Isearing required at t)earing # 1 Minimum 1.90" bearing required at tiearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the twttom ctiord. Lateral support is required at each bearing. PASSES DESIGN CHECKS Allowable Stress Design Positive Moment Shear TL Deflection LL Deflection Actual 10655.'# 1462.# 1.0378" 0.5961" Allowable 13062.'# 3219.# 1.4830" 0.9887" Capacity 81% 45% L/342 L/597 Location 16.23' 29.5' 14.75' 14.75' Loading Total Load D+Lr Total Load D+Lr Total Load 0.5D+Lr Total Load Lr Control: Pos. Moment DOLs: Live=100% Snow=115% Roof=125% Wlnd=160% All product names aie tiademailts of ttieir lespective owners Cop^ght <C) 2013 try Simpson Stiong-Tie Company Inc. AU. RIGtfTS RESERVED. "Passing is defined as wtien ttre memtwr. floorjoist. tieam orgiidei; shown on ttiis drawing meets applicatile design ciiteria tor Loads, l.oading Conditions, and Spans listed on ttils slieet. The designjnust^ejeviewed^a qualitied designer or design pnjg^jgggla^^m|^jbr approval. This deslgn^s^^^^^installatlon Mcgidinfltottiemgm^^ fCeyBeain KeyBeam® 4.600d kmBeamEiigine 4.6026 Malerials Database 1424 PAD BUILDING "A" BRESSI RANCH VILLAGE CENTER CARLSBAD, CA 4-13-14 8:13am lofl Member Data Descrii^on: ROOF JOIST W/ TOWER Standard Load: Roof Load: 20 PSF Dead Load: 15 PSF Member Type: Joist Top Lateral Bradng: Continuous Bottom Lateral Bradng: None Moisture Condition: Dry Deflection Criteria: U360 live, L/240 total Deck Connection: Nailed Filename: CALC-2.KYB Application: Roof Slope: 0.38 /12 Building Code: IBC/IRC Other Loads Type (Description) Point (PLF) TOWER Side Top Begin 9' 0.00" End Other Start 0 End Dead Start 270 End Category Roof 1- f ? 29 6 0 ? 29 6 0 Bearings and Reactions Location 0' 0.000" 29' 6.000" Type Wall Wall Material N/A N/A Input Length N/A N/A Min Required 1.767" 1.750" Gravity Reaction 1413# 1203# Gravity Uplift Maximum Load Case Reactions Used tor applying point loads (or line loads) to canying memtieis Roof Dead 1 5g3#(296plf) 820#(410plO J 593#(296plf) 610#(305plf) Design spans 29' 7.938" Actual Length 29' 6.750" Product: 18" RFPI-700 24.0" O.C. Minimum 1.77" bearing required at bearing # 1 lUHnimum 1.77' bearing required at t>earing # 2 Design assumes continuous lateral bracing along thetop clrard. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. PASSES DESiGN CHECKS Aiiowabie Stress Design Positive Moment Shear TL Deflection LL Deflection Actual 10324.'# 1412.# 0.9943" 0.5961" Allowable 13062.'# 3219.# 1.4830" 0.9887" Capacity 79% 43% L«57 L/597 Location 11.79' 0' 14.75' 14.75' Loading Total Load D+Lr Totel Load D+Lr Total Load 0.5D+Lr Total Load Lr Control: Pos. Moment DOLs: Llve=100% Snow=115% Roof=125% Wlnd=160% All product names are tiademartrs of their respective owners Copyright (C) 2013 by Simpson Stiong-Tie Company Inc. AU. RIGHTS RESERVED. **Passlng Is defined as when the member, floorjoist, beam orglrdei; shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be re\newed^y£qu£lfied^desipnef ord^ pro^sjOTg|^^^i^^^^wg|^TOsd^ign assume^^^^^^^jgig^agggj^^jlegwgufacturer's sgeciflcattons^ KeyBemm KeyBeam® 4.600ci i kmBeamEngine 4,6026 Materials Database 1424 PAD BUILDING "A" BRESSI RANCH VILLAGE CENTER CARLSBAD, CA 4-13-14 8:12am 1 ofl Member Data Description: ROOF JOIST W/ MNSRD & MECH. Standard Load: Roof Load: 20 PSF DeadLoad: 15 PSF RECEIVED Member Type: Joist Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Moisture Condition: Dry Deflection Criteria: L/360 live, L/240 total Deck Connection: Nailed Filename: CALC-1.KYB Application: Roof Slope: 0.38/12 APR 18 2014 Building Code: IBC/IRC CITY OF CARLSBAD BUILDING DIVISION Other Loads Type (Description) Point (PLF) MECHANICAL UNIT Point (PLF) MANSARD Side Top Top Begin 6' 0.00" 21' 6.00" End other Start 0 0 End Dead Start 150 250 End Category Roof Roof 29 6 0 Bearings and Reactions Location 0' 0.000" 29' 6.000" Type Wall Wall Material N/A N/A Input Length N/A N/A Min Required 1.767" 1.902" Gravity Reaction 1413# 1463# Gravity Uplift Maximum Load Case Reactions Used for applying point loads (orline loads)to canyng niembers Dead 820#(410plf) 870#(435plf) Roof 1 593#(296plf) J 593#(296plf) Design spans 29' 7.938" Actual Length 29'6.750" Product: 18" RFPI-700 24.0" O.C. Minimum 1.77" beaiing required at bearing # 1 Minimum 1.90" bearing required at bearing #2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. PASSES DESIGN CHECKS Allowable Stress Design Positive Moment Shear TL Deflection LL Deflection Actual 10655.'# 1462.# 1.0378" 0.5961" Allowable 13062.'# 3219.# 1.4830" 0.9887" Capacity 81% 45% L/342 L/597 Location 16.23' 29.5' 14.75' 14.75' Loading Total Load D+Lr Total Load D+Lr Total Load 0.5D+Lr Total Load Lr Control: Pos. Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarits of their respective owners Copi*ight (C)2013 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED. "Passing is defined as wiien the member, floorjoist. beam orgiidei; shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Sl The desiqn must be reviewed b^^ajualified designer or design professional as required tbr approval. TMs desiqn assumes product installation accoidinq to the Ijnuft Sjigi^ro ye^ KeyBemm KeyBeam® 4.600d kmBeamEngine 4.6026 Materials Database 1424 PAD BUILDING "A" BRESSI RANCH VILLAGE CENTER CARLSBAD,CA 4-13-14 8:13am 1 ofl Member Data Description: ROOF JOIST W/ TOWER Standard Load: Roof Load: 20 PSF Dead Load: 15 PSF Member Type: Joist Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Moisture Condition: Dry Deflection Criteria: L/360 live, L/240 total Deck Connection: Nailed Filename: CALC-2.KYB Application: Roof Slope: 0.38/12 Building Code: IBC/IRC Other Loads Type (Description) Point (PLF) TOWER Side Top Begin ' 0.00" End Other Start 0 End Dead Start 270 End Category Roof 1 i -!'l»:» '4}M'l!liJ;«-,)-: ;r;.i-4i'i!:.;!-:i:*;5!!;i|:'-*?! ;;:::;;;ilMi.!«!ta?i»<lJS.'!1Ss;.<t85i Jl ? 29 6 0 —? 29 6 0 Bearings and Reactions Location 1 0' 0.000" 2 29' 6.000" Type Wall Wall Material N/A N/A Input Min Length Required N/A 1.767" N/A 1.750" Gravity Gravity Reaction Uplift 1413# 1203# Maximum Load Case Reactions Used iorapplyng point loads (orline loads)to carrying members Roof 1 593#(296plf) 2 593#(296plf) Dead 820#(410plf) 610#(305plf) Design spans 29' 7.938" Actual Length 29' 6.750" Product: 18" RFPI-700 24.0" O.C. Minimum 1.77" bearing required at bearing # 1 Minimum 1.75" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. PASSES DESIGN CHECKS Allowable Stress Design Positive Moment Shear TL Deflection LL Deflection Actual 10324.'# 1412.# 0.9943" 0.5961" Allowable 13062.'# 3219.# 1.4830" 0.9887" Capacity 79% 43% L/357 L/597 Location 11.79' 0' 14.75' 14.75' Loading Total Load D+Lr Total Load D+Lr Total Load 0.5D+Lr Total Load Lr Control: Pos. Moment DOLs: Liv6=100% Snow=115% Roof=125% Wind=ie )% All product names are trademarks of their respective owneis Copyright (C) 2013 by Simpson Strong-Tie Company Inc. ALL RIGHTS RESERVED. "Passing is defined as when the member, floorjoist, beam or girdec shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. TTie^esig^TTus^^ieviewe^^^uali^^