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HomeMy WebLinkAbout2659 STATE ST; 102; CBC2018-0564; Permitri rc ity of Carlsbad Commercial Permit Print Date: 12/10/2018 Permit No: CBC2018-0564 Job Address: 2659 State St, 102 Permit Type: BLDG-Commercial Work Class: Patio Status: Closed - Finaled Parcel No: 2030542600 Lot U: Applied: 10/10/2018 Valuation: $9,000.00 Reference 0: Issued: 12/07/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check 0 Final Plan Check U: Inspection: 12/10/2018 3:48:42PM Project Title: Description: JUENE ET JOLIE: 330 SF SHADE STRUCTURE Applicant: Owner: Contractor: FRED GRANTHAM 2659 STATE PARTNERS LLC AWNING PRODUCTS UNLIMITED INC 2659 State St 8540 Ablette Rd CARLSBAD, CA 92008 Santee, CA 92071-4502 619-562-2805 BUILDING PERMIT FEE ($2000+) $106.09 BUILDING PLAN CHECK FEE (BLDG) $74.26 FIRE Special Equipment (Ovens, Dust, Battery) $417.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-COMMERCIAL $2.52 Total Fees: - $600.87 Total Payments To Date: $600.87 Balance Due: $0.00 Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov IThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMATIAPCD I Building Permit Application Plan Check No. (13(O I8_ Q5t4 ('City of 1635 Faraday Ave., Carlsbad, CA 92008 Eat. Value $9,000 Carlsbad email: Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit buildingcarlsbadca.gov Date—O9I222O4'8 tUIIo/i www.cartsbadcagov JOB ADDRESS 2659 STATE ST. CARLSBAD CA 92008 I suITss/sPAex/tMiTa 102 I AM I 203 - 054 - 26 - 00 .f/PROJEC1# I l I #r #BATHRO0MS BIM1N5 NAME CONSTR.TYPE I 0CC. GROUP 1913WRIMMS JUENE ET JOLIE I VB I A2 ECRIPT1ON OF WORK: Indude Square Feet of Affected Area(a) INSTALL 330 SF SHADE STRUCTURE OVER EXISTING PATIO. EXISTING USE USE (SF) PATIOS (SF) DECKS (S F) IFIREPLACE MRcoNDmoNlNG IARESPRINKLEJ I pRp5ED A2 1GARAGE YmEIN NC4J YES DNoD I I YEsDNo1:j APPUCAIIT NAME FRED GRANTHAM 110111PERWOMERNAME CAMPFIRE Primary Contact ADDRESS ADDRESS 7807 HILLANDALE DR 2725 STATE ST. CITY STATE ZIP CITY STATE ZIP SAN DIEGO CA 92120 CARLSBAD, CA 92008 PHONE FAX PHONE 1FAX 619 994-0748 619.850.6590 I EMAIL EMAIL granthameng(gmaiI.com DESIGN PROFESSIONAL SAME AS ABOVE CONTRACTOR BUS. NAME AWNING PRODUCTS UNLIMITED INC ADDRESS ADDRESS 8540 AGLETTE RD CITY STATE ZIP CITY STATE ZIP SANTEE CA 92071 PHONE FAX PHONE 619-562-2805 I FA' I EMAIL EMAIL _______ AWNINGPRODUCTSsdgIobaI.net CIVIL ENGINEER 'STATE U# I C82413 STATELIC.# 836975 ICIASS I C61 1d03 ICffyBIJS.UC.# I a4ptJ_4BBb (Sec. 7031.5 Business and Professions Code: Any City or County which reguires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to lea signed statement that he Is licensed pursuantto the provisions of the Contmctors License Law (Chapter 9. commendIng with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ®OtQDO ®o a®ai Waiteis' Compeiteatlen Declaiatien: Ihemfrjafibrnunde'penallyolpe4uryoneoffie lb1wtithdwadons RI have and oil maintain acectificate of cen5e1t10eat14n9urn 'conWensalbn anpiovided by SectIon 3700011110 LaliorCode, for the petfoinimice Of the scit for wtlioh Ihis penriit Is bstwd. I have and will maintain waiters' conensatlon, an reautred by Section 3700 of the Labor Coda. for the peifomianneof the seit for stitch this permit lsissued. My waiters' conçensatkin hansaice carler mat polisy number am Insurance Co._ SECRUITY NATIONAL PC" No. SWC11507I0 Expiration Data 0610112019 section need not becenipleted if the permit ls for one hundred doflas($100)orless. CediflcatecfExemdien Ioe,tlfythatIn the pelfomimice of the work ftrwjch this permit Is issued, I shall net employ any person in any mar estohesemesubjectb 1110 WoiteisCompeiisation Lass of California. WARNING: Faliuretosecurewotteis' carn atpee5ian en shall suh an empleyertoalnhlnal p des and civil fines up no hundred thousand dollars (116100.000) In addilon to the cod of canipeiwatien, demages as provided far In Section of the and attorney's fees. AT OR SIGNATURE AUTHORIZED AGE DATE 013011)W0tO €?0®tJ ItwehyaithmIhWIeinexeir61t#mnCcnt1actw'sUovnseL3wfor1heftJIow1ngreason. 0 I, anownerof Ow Property ormyempIoeeswfth wages anthe1r solo cempenealion, will do the wart and the sinduie Is not hitended orollered for sale (Sec. 7044, Business aid Prohadons Code: The Contiectoc's L we Law does net ipp to anerol plopeflywiw builds wk oves thereon, aid sliodoes such wimt ItinweIf orthrough his own einpb)ees, prodded that sash buprorements as not hiteadvi or offeteti for sale. if, however, the Willing hVmverrentissold within one >eer of cempietlon, the owner-butter wit have the bitten of proving that he din not build or hripmveforthe puipose of sale). 0 I, an owner of the property, anesohmlvelyawnlmctlng with foensed con isotolefocorictiuct the pmeot (Sec. 7044, Badness and Professions Code: The ConttOfs Liaise Law does not apply to an owner Of stw builds orkopiovestlwrecn, and omtswts for such p sthwnb-Jinls) Iiniiiced putsuarntotheCatirzitor'sLtenseLaa). 0 I an exempt under Secllon _Jadnessand Thns Code for thisieanon 1.1 personally plan to pio'.lde the m4xlaboraid maledaisfo ratristion of the proposedpre" inprovement. Dyes Dio I (haveIhavenot)ned anonforabaitldhigpennftfortiwp,opcsedwoat 3.1 have edwith the following person (In) to provide the proposed consindion (irdude new addresslphoneiconljw.tors' iloense nwifoer) 4.1 plan to provide portions of thewoit, but I have hired the following person tocoondinate, supervise and provide the m*r work (include name l address l phone monntrectois ilcense number): 5.1 will provide some of the work, but I have cantrecled (hired) the following persons to piovide the work Indicaled (include nernel address /phoneitype of weit): .'PROPERTY OWNER SIGNATURE DAGENT DATE (3iDQ)lPa0'9@ MOO YO®() P®(? 000110000 (P@lDO ®1S1 Is the applicarilorfiftra kWN oaflrequbed to &&M abtatneesplan. wj* hamrdousnatedgstistbtnftnnorrbtk nmieme,1 aid pleventIsnpmg,an under Sectbtns 25505, 25533 or 2553$ of the Pasley-Tanr Hazardous SustwineAcaiimtAct? tl Yes MNo IstheipIIsantorfuluie INAIngacCupantreciLdred toobatna pemdt from the airpollullonwriNdistrictwalrVdy nmienntdIstid? DYes MNO Is the nsfruobd withim 1,000thatofthicu ofahaoIs!te? DYes øNo 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. 0?1700( @1®O(® 00009v I hereby affinn that there is a construction lending ngency for the peldenuance of the work this pennit is issued (Sec. 3097 (I) CivIl Code). Lender's Name Lendeis Address 0c4z17 OOWO® laeothdihavefeadtheMlicadmandsliftth mdee IdOmiation b ardthafthftmaftantheombammate. Is to ancivatlimmandSMe lmmbfttDbmftwmmKdm I herea y.i.pIIposes. I ALSO AGREE TOSAVE, INDBItIIFY AND KEEP HAJWLESS THE CITY OFCARLSBAD AGAiNSTALL LIABILITIES, JUDGMENT COSTS AND EXPBISES WHICH MAY IN ANY WAY ACCRUEACMJNST SAID CITY IN CONSE(JENCE OF THE GRANTING OF1HISPERMt OSHA MOsHApawftismqiEed faraceirAm u5obep arid deimliawigisnofobidiassoier3 dories mhidt EXPIRATION: 18Odafiomthedstdipandtor9M1togorwukaiVa!zed t1naftarthewmkiso uapaIodd180das(Sestbi 1OI4AUn!bm Burdtog code). £APFtIcANrS SIGNATURE __" DA1E09!27!2018 Permit Type: BLDG-Commercial Application Date: 10/10/2018 Owner: 2659 STATE PARTNERS LLC Work Class: Patio Issue Date: 12/07/2018 Subdivision: SEASIDE LANDS Status: Closed - Finaled Expiration Date: 06/10/2019 Address: 2659 State St, 102 Carlsbad, CA 92008-1627 IVR Number: 14537 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 1211012018 BLDG-Final 078492-2018 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Structural Final Yes 1211012018 1211012018 BLDG-72 Awning 078306.2018 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes December 10, 2018 - - Page 1 of I EsGil A SAFEbui(f Company DATE: October 19, 2018 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0564 SET: I PROJECT ADDRESS: 2659 State St. PROJECT NAME: Shade Structure Over Patio Jeune et Jolie Restaurant 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 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 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. E The applicant's copy of the check list has been sent to,: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted/(by: Tel9one #: Date contacted: ) Email: Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver Enclosures: EsGil 10/15/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-0564 October 19, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0564 PREPARED BY: Kurt Culver DATE: October 19, 2018 BUILDING ADDRESS: 2659 State St. BUILDING OCCUPANCY: A2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Canopy 9000 Air Conditioning Fire Sprinklers TOTAL VALUE 9,000 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: El Complete Review D Structural Only Repetitive Fee Repeats El Other El Hourly Hr. © * EsGil Fee I $64.491 Comments: Sheet 1 of 1 STRUCTURAL CALCULATIONS FOR 29'10" X 10'7" CANOPY FOR JEUNE ET JOLIE RESTAURANT OCTOBER 2, 2018 Prepared By: Grantham Engineering, Inc. 7807 Hillandale Drive San Diego, CA 92120 (619) 994-0748 GRANTHAM ENGINEERING Civil • Mechanical 'Marine ce Q1611-. ik'IIIU1•' 6 Wind Loads for Shade Structures 7 Wind Load in Open Buildings per ASCE 7-10 Chapter 27 8 - Wind Pressure (lbslft"2) q 26 86 0.00256 x kz x kzt x Kd x WsA2, Kz = .85, Kzt = 1.2, Kd =75 Use in RISA analysis 9 Basic Wind Speed, V(mph) 110.00 Per Section 26.5-1, Fig. 26.5-1A, Risk Cat. 1 10 Wind Directionality factor, Kd 0.85 Section 26.6-1 11 Exposure Category C Section 26.7.3, If not Exposure B or D, use Exposure C. 12 Gust effect factor, G 0.85 per Section 26.9.1 13 Roof Net Design Pressure in the Z Direction, Rp (psf) 23.70 Per Table 27.6-2 For 18.43 degree roof pitch 14 Book References Loads for Monoslope Roof Per Table 27.6-2 15 V.lid ... - G4= ih Wlid 16 0:0 o:o !! r3 NA NA -25.9 -2 0.0 NA NA 0.0 O -25.4 -18.3 -25.9 37 -5.2 00 0 T3 -20.9 -16.9 -25.9 -2 0.0 7.2 -7.4 0.0 0 i8 -16.9 -25.91-21 0.0 1 9.6 -8.1 0.0 10 -17.3 -13.5 46.9 -25.91-2, 0.0 10.6 -8.1 00 C -17.3 -7.8 -16.911-2s;.9L-2 -17.3 -4.4 -169-25.9 0.0 12.7 -6.10.0 - - 15 --- -j- i-y T0 Flat 'C 2:12(9.46 dog 3:12 (14.0 dog) T' 2 I 2 'r f .4J -23-2 NA -11 'V4d 0.0 ' -6.8 Y 0.0 0.0 6.6 4:12 (18.4 deg) I 2 e7-2-17.3 5:12 (22.6 dog) 1 2 -15.3 8.8 -7.4 -15.4 -17.3 6:12 (26.6 dog) 1 2 -12.3 9.7 -15.4 -7.4 -23.7 0.0 -21.1 0.0 9:12 (36.9 dog) 1 2 .7.1 11.6 0.0 12.7 -8.10. 12:12 -15.4 -7.4 -23.7 0.0 -21.1 0.0 (45.0 dog) 1 2 -4.0 11,6 -15.4 -7.4 -23.7 0.0 -21.1 0.0 17 Wind Loading in the X direction 18 Roof Net Design Pressure in the X Direction, Rp (ps 19.10 Per Table 27.6-2 For 18.43 degree roof pitch (uplift) 18.43 psf in the X Direction 20 lRoof x 18.43 in the V direction (uplift) per Section 27.6.3 19 Roof Pressure Nut Uplift, UL (psf) 13.37 Overhang. I 21 I Wind Loading in the Z direction I -26 23 Roof Live Loads 24 Default Roof Live Load, RLL (psf) 5.00 Per Table 1607.1 Canopies Non Reducible 4J :> .• . o• .'.c 25 5p5t ,.. 26 Using RISA to determine the weight of the structure 27 Weight of Sunshade Material, Ws (psf) 0.12 1175 oz per ydA2 ...; .+.... •.,. :*..*. . t.*.* • •• .•. + + 4 • *4 • • .lti.•.*+*j.* • _* .t. .': '.%'... * •' : * ': c. • • 4 :4... • * .•:•:•:•:•.' .t • *+ 44 +•*•* .:.?.M. .. .;,::..'. :::: •f: :' 4•*+.***4.4, ._.f.'-'. -s-... ...:.:...4* ::.. : .. •. •• . • •4 -.:•:: :• •.• - . •. - . .•. +:•:•:•: :> •-'. . :. :kI.:, . -- -. -..- .'' +• *•4 •* - • • .*+*4. - I • .*... ' • ". -'.- ••.'.'..'. %! y.' .... • •... • •: + •.. . ' .4.. .-.... ••-. 4.k..'. .... fr.t . •: +tp• • :' •,*.•.•..I - • •-'_ •• ., 4. •*,,. .'. :•-. •: s.ã. ••,•.. • •..- *4. 44* *fr -. ••t• 1 '* * P + t.* •'•> & ti • :... -.'-, ....+ • •• .. . •t••*• *_ S. . +'*•. ,.•. 4.. •.•.• ••.4.* - :•:.• •z:'- : ..-, .1 Determine Dead Load of Structure: Run Dead Weight of Structure Load Combination. View Reaction Points Load Combinations SeMeight aid 010 4.WF-f I I I_ Totals: 1 0 1789.1 08 ..yyi i.- EjISlF:}.Seismic Design Category (SDS) IJSGS Design Maps Summary Report User—Specified Input View Detailed Report Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.163040N 117.35164°W Site Soil Classification Site Class 0 - "Stiff Soil" Risk Category 1/11/Il1 ta 37 jba 1 5 seM: Iola USGS—Provided Output Ss = 1.159 g S = 1.201 g S,, = 0.801 g tA 5, = 0.445 g Se,, = 0.692 g S, = 0.461 g 38 Sds 0T801 See above 39 Seismic Design Category (SDS) D 40 The Seismic Force Resisting System is based Table 12.2-1 Section G 1. Steel Special Cantilever Column 41 Response Modification Coefficient R 1 2.50 1 1 The Seismic Force Resisting System is based Table 12.2 Section G 1. Steel Special Cantilever Column 42 A full moment frame connection is achieved by welding a plate to the column and bolting to the truss frame at the top and bottom. This connection is typical to all truss and column connections. The plate is 1/4" thk that is more than thick enough to be rigid based on the applied forces. See below for connection analysis 43 Seismic Importance Factor, I 1.00 Based on Occupancy Category II page 1-30 44 Overstrength Factor Of 1.25 I The Seismic Force Resisting System is based Table 12.2 Section G 1. Steel Special Cantilever Column 45 Redundancy Factor, p 1.30 direction. as There is redundancy in the Z direction but not the X Choose redundancy as 1.3 for both directions a conservative measure 46 Seismic Response Coefficient, Cs 0.42 See below 'Sds/(R/l) x p Per Equation 12.8-2 1 I 0 Basic Load Cases BLC Description Category X Gravity V Gravity Z Gravity 1 Self Weight DL -1 2 Roof Live Load RLL 3 None 47 4 Wind Load in the X Direction WLX 5.1 Wind Load in the Z Direction WLZ 6 Fabric Load DL 7 Seismic ELX .42 4., I __ SeismicZ ELI .42 9 . SeismicY ELY -.16 10 None 48 Seismic Weight of Structure, Wr (Ibs) 1,785.00 TDW 49 Seismic Base Shear of Shade Structure, Vr (Ibs) 746.27 Wr x Cs Per ASCE 7-10 50 Because the canopy is a light weight structure, the seismic loads are minimal compared to 'real buildings' 51 Vertical Seismic Load Effect Calculation 52 Vertical Seismic Coefficient, Cv 0.16 0.2 x Sds See above 53 Vertical Seismic Load, Ev (Ibs) 287.03 0.2 x Sds x DL 54 Determine Roof Deflection 55 Run the Deflection Load Combinations Load Combinations Combinations [Designi ____ .[ Description rSoive PDeita 99j BLC - Factor BLC Factor raLc Factor EILC Factor 56 - ij Deflection Dead Lead E V DL I 2 I Deflection Wind I l V DL 1 WLX .7 3 Deflection Wind 2 l' V DL 1 WLZ .7 Deflection Rh V . DL I RU.. 57 For Truss Deflection I x G Envelope Joint Displacements Joint J Xinl LC Ylini LC Zilni LC 2 I2 Iminj 0 1 2 1.828 3 -- I 58 1 L I : N35 it'4,'- 59 Span Length, Ls (ft) 31.00 See drawing 60 Allowable Deflection, Da (in) 2.07 Ls x 12 / 180 61 Actual Deflection, Ad, (in) 1.83 See above 62 Safety Factor 1.13 Da /Ad 63 Allowable Story Drift 64 Canopy is attached to the building allowable story drift not applicable. 65 Check for Strength. Run all Load Combinations GL'iCbiiitions Combinations Design I1JTJJ Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor 1 Deflection Dead Lod - El V DL 1 - - - - 2 Deflection Wind I El V DL I WLX .7 I3 Deflection Wind El V DL 1 WLZ .7 INF4 1111111111 Deflection RLL . V DL I RLL 15 IBC 16-2(a) lj V DL 1.2 RLL 1 66 I6 IBC 16-3(a) El V DL 1.2 RLL 1.6 17 IBC 16.3(b)(a) El V DL 1.2 RLL 1.6 WLX .5 IO IBC 16.3(b)(b) lj V DL 1.2 RLL 1.6 WLZ .5 IBC 16-4 (a)(a) V DL 1.2 WLX 1 RLL .6 lion IBC 16-4(a) (b) V DL 1.2 WLZ I RLL .5 10C16.5(a) V DL 1.2 ELX I ELI .3 I12• IBC 16-5(b) V DL 1.2 Eli 1 ELX .3 IM13MI IBC 16-7(a) V DL .9 ELX 1 - Eli .3 19C16-7(b) V I DL .9 Eli I I I ELX I.3 Code Ched (Ene) 50 No Cale 01.0 .50.1.0 6 .75..eo 5 .ao..o 42 3 o.-.50 71 3 4j 56 1! 47 4 N51 80 N52 6 39 N68 18 3 31 N44 10 6 67 23 N77 5 62 ' 15 N36 - 7 N28 1 9 N20 N12 3 N4 158 The code check values are the UC Max and Shear UC shown on the bridge; they must all be less than 1. The colors 68 represent a factored ratio of actual to allowable load for LFRD based on the provisions of the AISC 14th Edition. Ratios greater than 1 are shown in RED; therefore, any member in RED is not acceptable. 69 Summary of Section Sets Section Sets Tn, Web Joist Chad Column 70 OHot Railed. Steel Section Sets - - -- - Hot Rolled ICold Formed Wood Concrete Aluminum Stainless General JiJ Label Shape Type Design List Material 71 Truss Web 1x1L065 None None A500 Gr.B Rect Joist 1x1x1l8 Beam SquareTube A500 Gr.B Rect Chord 1x1x118 None None A500 Gr.B Red 4 Column I=IW Column SquareTube A500 Gr.B Rect 72 Connection Analysis 73 Column to Truss Connection Analysis 74 Run all Load Combinations Load Combinations Combinations Design I - Description Solve POelta SRSS BLC Factor BLC Factor BLC Factor Self Weight lj V DL 1 • Deflection Wind I . V DL I WLX - Deflection Wind 2 I V DL 1 wi..z .7 all Deflection RLL 19 V DL I RLL 1 WSW 1BC16-2(a) V DL 1.2 RLL 1 75 6 IBC 16-3(a) V DL 1.2 RLL 1.6 IBC 16-3(b) (a) V DL 1.2 RLL 1.6 WU( .5 18016-3(b)(b) V DL 1.2 RLL 1.6 WLZ .5 IBC 16-4 (a) (a) V DL 1.2 WLX I RLL .5 *10 IBC 16-4(a)(b) V DL 1.2 WLZ I. RLL .5 ii• IBC 16-5(a) V DL 1.2 ELX 1 ELi .3 120 IBC 16-5(b) V DL 1.2 ELi 1 ELX .3 *13=1 lBC16.7(a) V DL .9 ELX I Eli .3 W1401 IBC 16-7(b) I V DL .9 ELi I ELX .3 76 Exclude all members except the connections shown below 77 III iii-- - EMBED COL -- MASONARV CONCRETE. 78 COLUMN TO TRUSS CONNECTIONS -. 3EA 3/&'A325 HEXBOLT AND-NUT----- CENTER IN TRUSS MEMBER (BOTH COLUMNS) Since the columns have pin connections at the bottom, the top of the columns will see the greatest moment loads. Choose 79 the member with the largest moment load and run that particular load combinations to determine the worse case forces on the column. LC 8 is controlling. The moments are about the local member axis not the global axis. 0 Membei End Reactions (By Combination) Sections I Maximums I End Reactions I r I LC I Member Label Member...I Maltlbl y Shearilbi z shearllbj Torque(lb-It) yy Momentlib-Iti z-z MomenWb-fi I 1 2351 .772 9.495 1 -16.537 0 0 0 2 J 2300.389 9.495 -16.537 0 -148.83 -85.459 3 8 1 M112 I 2323.793 9.285 23.013 0 0 0 4 J 2272.41 - 9.285 23.013 0 207.119 .....,.....J -83.566 ILI 81 :1 80 11 82 Axial Force on the top column, Fa (Ibs) 2,272.00 See above 83 Moment Load at the Column to Truss 207.00 See above Connection intersection, Myy (ft-lbs) I - - N59 .- 84 N51 85 Choose the top of the truss to be the pivot point. The distance to the bottom of the column is 1.84ft. 86 Height of the Truss, Ht (ft) 1.84 Measured Length 87 Shear Load induced by the moment load 112.81 Mzz/(HQ Mzz, Vyy (Ibs) 88 Shear in the local y Direction, Vy (Ibs) 9.28 See above 89 Tensile in the local z Direction, Tz (Ibs) 23.03 See above 90 Resultant Shear Load, Vr (Ibs) 2,275.28 ((Vy+Vz'2 + Fa2)A.5 3EA 8 DIA HEX BOLT AND NUT (BOTH COLUMNS) 91 connection 1 COLUMN TO TRUSS CONNECTIONS 3EA 3/&'A325 HEX BOLT AND NUT CENTER IN TRUSS MEMBER (BOTH COLUMNS) 92 Combined Capacity Check 93 Bolt Diameter, D (in) 0.375 Choose 94 Allowable Tensile Capacity of Bolt, Tnd (Ibs) 11,594.71 .25 x 3.141 x D A 2 x 105000 95 Allowable Shear Capacity of Bolt, Vsd (Ibs) 6,608.98 .57 x Tnd 96 There are 4 bolts per truss connection. There are 1 connection resisting the moment. 97 Number of Bolts, N 1.00 As a conservative measure 98 Number of Shear Points per Bolt, Nv 1.00 Double Shear Connection 99 Tensile load on a single bolt, Tc (Ibs) 23.03 Tz 100 Shear Load on a single bolt, V (Ibs) 2,275.28 Vr I (N+Nv) Bolt Subjected to Combined Shear and Tension - A bolt required to resist both design shear force (Vsd) and design tensile force (Tnd) at the same time shall satisfy 101 2 (v)(T)2 (3.13) VSd Tnd Where, V = applied shear; VSd = design shear capacity; Te = externally applied tension and Tnd = design tension capacity. This gives a circular interaction curve as - showninFig.3.11. Value needs to be less than 1 0.12 See above formula <1 OK 102 103 Wall to Truss Connection Analysis 22EA WALL CONNECTION TAB WSIALL AT EVERY TRUSS TOP BOTTOM T. TVP 104 3 01A LAG BOLT 105 Run all the load Combinations find largest loads from each load combination. Note three are no loads in the V direction. - Theses connections are only meant to support shear loads only. The columns carry all the vertical loads. 'Th5O 6-5 - * - 34 - V 41 :1 - 26 V V - V VV - -• V - NO - - -- I I -- - - V O Envelope Joint Reactions ]J Joint XObJI LC YFIbI LC Z[Ib] iT N66 I maxi 552.163r, IP 1 0 1 14 1 174.739 2 mm -97.695 6 1 0 1 1 1 -478.316 3 N10 I maxi 551.195 1 9 1 0 1 14 1 506.77 4 mm -98.495 6 0 1 -175.271 5 N26 max 478.804 9 0 14 194.563 6 mm -1.357 13 0 1 -62.105 7 N42 max 473.907 9 0 14 122.859 8 min 5.739 13 0 1 -332.054 9 1 N34 maxi 473.305 9 0 14 54.232 10 mm -3.966 13 0 1 -82.61 11 N73 max 470.441 9 0 14 60.323 12 mm -.486 13 0 1 -165.153 13 N18 max 469.943 9 1 0 14 359.269 14 min 6.122 13 1 0 1 -122.777 108 Shear Load in the Z direction Vz (Ibs) 552.00 Mzz / (Ht) 109 Shear Load in the X direction Vx (Ibs) 506.00 See above 110 Shear Load in the Z direction Vz (Ibs) 552.00 See above t111 Resultant Shear Load, Vr (Ibs) 748.83 ((VxA2+Vz2)A.5 106 107 Lii.......an....... flEA WALL CONNECTION TAB INSTALL AT EVERY TRUSS TOP AND BOTTOM 1/a TYP 112 3/S' DIA LAG BOLT 3" LG HOG 113 Combined Capacity Check 114 Bolt Diameter, D (in) 0.5 Choose 115 Allowable Tensile Capacity of Bolt, Tnd (Ibs) 20,612.81 .25 x 3.141 x DA2 x 105000 116 Allowable Shear Capacity of Bolt, Vsd (Ibs) 11749.30 .57 x Tnd 117 There are 4 bolts per truss connection. There are 1 connection resisting the moment. 118 Number of Bolts, N 1.00 Asa conservative measure 119 Number of Shear Points per Bolt, Nv 1.00 Double Shear Connection 120 Tensile load on a single bolt, Tc (Ibs) - 121 Shear Load on a single bolt, V (Ibs) 748.83 1 Vr I (N+Nv) Bolt Subjected to Combined Shear and Tension - A bolt required to resist both design shear force (Vsd) and design tensile force (Tnd) at the same time shall satisfy 122 + !9 1.0 (3.13) Vd) Tnd Where, V = applied shear; Vsd = design shear capacity; Te = externally applied ension and Tnd = design tension capacity. This gives a circular interaction curve as - shown in Fifl. 3.11. - 123 Value needs to be less than 1 0.00 See above formula <1 OK 124 Wood and Bolt Shear Connection Capacity Design MethodIlLoad Resistance Factor Design(LRFD)' Connection V Loading ScenariohI[f__. -- - I Submit Initial Values I ManMemberTeIIlas FirLarch V I Main Member ThicloLess in. V Main Member: Angle S LoadtoCrain 1 Side Member T,pell !i :_ii . Side Member ThicJatessII[/4 ln. VI Side Member: Angle °'I LoadtoGrainl Wuher 1/8 in. V Nominal Diameterll 1/2 In. LengthQ in. Time Effect Factorl[ 1 =0.8 v j Wet SewkeFaztorfl _M 1.0 EsulGrainFacbrjj eg=1.0 Temperatuze Fe r1P.t = 1.0 126 IFastener Capacity, C (Ibs) I 894.00 ISee above 127 IFastener Load, Fl (Ibs) I 748.83 125 Connection Yield Modes Im 112076 lbs. Is fl346 lbs. II 1I15 lbs. HIM 7F,175bs. Ills 11894 lbs. lv I18341• 1 MjustedLRlD Capacity II894ThL =1 128 ISafety Factor 1.19 IC/Fl >1 129 Column to Wall Anchoring .5. 130 131 LAJ Run all Load Combinations 132 ,N58 f C Envelope Joint Reactions - - Joint XlIbj - LC YObI LC ZIIb1 LC MXIIb-ltj - - LC MVOItJ L..l MZ(Ib-IQ I LC 133 {In: max 8.409 9 2326.017 8 16.819 9 0 14 0 14 0 14 2 mm -26.77 8 .706.711 9 -53.215 12 0 1 0 I 0 1 I 3 N62 max 8.405 9 2314.635 6 53.471 8 0 14 0 14 0 14 4 mm -26.509 6 -706.738 9 -20.246 14 0 1 0 1 0 1 134 Largest Uplift Load, L (Ibs) 706 See above 135 Shear Load in the Z directionVz (Ibs) 54 See above 136 Shear Load in the X direction,Vx (Ibs) 27 See above 137 Use Simpson Strong 7I16, 138 S4 b Input Data Design method: AC1318-11 Anchor: SEr-XP w/ 3/870 F1554 Gr. 36 Effective Embedment depth: 4.000 inch Concrete: Normal-weight State: Cracked Compressive strength: 3000 psi Seisnic design: No SET-XP Governing tension ratio: 22.6% (Pass) Ratio N[lb] W& 0b] Steel strength 10.4% 353 3394 Concrete breakout 19.4% 706 3647 139 Adhesive 22.6% 706 3130 Governing shear ratio: 37% (Pass) Ratio V [ib] øV [ib] Steel strength 2.1% 30 1469 TConcrete breakout y+ 3.6% 54 1503 T Concrete breakout x+ 1.0% 27 2740 II Concrete breakout y- 0.4% 14 3758 fi Concrete breakout x- 1.0% 54 5480 Concrete breakout, combined 3.7% - - Concrete pryout 0.9% 60 6740 Interaction ratio: 22.6% (Pass) Ratio NJ0N V1J(1)V Sec. D.7.1 22.6% 0.23 - SEI-XP WI 3/8"0 F1554 Gr. 36 with hef = 3.000 inch meets the 140 selected design criteria. 141 Wall Analysis 142 The canopy columns are mounted on the existing wall. 143 144 2EA 3/8 DIA A193 GR B6 (41055) ALL THREAD WITH HEAVY HEX NUT. MIN EMBEDMENT 3". EPDXY WITH SIMPSON STRONG TIE SET XP INSTALL AND SPECIAL INSPECT PER ICC ESR-2508 1 145 The existing wall design is shown below W aiu wJ., RLLY GIT jF I U os. VERTICAL RTB&R '4124INGSec.. AR L9O (P OWL Ir r 146 1TP:I: i.T. J _______ 7TT FLM -. 1.YP TYPICAL CROSS SECTION OF WALL AND FOOTING 147 Run all load combinations in RISA 30. Using director transfer loads to RISA Foundation. 148 1 Model wall in RISA Foundation HHH M405o -15.6951b 16.0941b_ 30_N62 958 7415 150 Load combinations 149 I1.7591b J458 151 Load Combinations [ I Label Sal Ser ABIF SF Cate Factor Cate Factor Cate Factor LT IBC 16-3(b)(a) IJ IJ DL 1 RLL 1 2 IJ - - DL 1.2 RLL 1.6 3 IBC16-3(b) (b) IJ D - DL 1.2 RLL 1.6 4 IBC16-4 (a) (a) II 0 - DL 1.2 WLX I 5 IBC16-4 (a) (b) 0 DL 1.2 Wl..Z 1 6 IBC 16-7 (a) I - - DL .9 WLX 1 7 IBC 16-7(b) fJ J - DL .9 WLZ 1 8 IBC 16-5 (a) fi D - - DL 1.2 ELX I ELZ .3 9 IBC 16-5(b) J D DL 1.2 E12 1 ELX .3 10 Combination 13 II I1 - - DL .9 ELZ 1 ELX .3 LL11 Combination 14 tj DL .9 ELZ 1 ELX .3 152 153 154 Define wall TYPICAL CROSS SECTION OF WALL AND FOOTING _________ Wall id ness Th Wal Construcbon Isonry ii 18 m Wag Material ben Masonry I Wal Heit —f--- i---i Hed 4.5 Pc [Lth ft footing Sol Gamma ii mr 1.25 lift JConc3000NW ..J1 Gener&jGeomefry I Sol Detals lodc Grouting l"v Grouted J Bar Placement ICmiter Reinforced l Covar m Wal Area Method Bar Size Bar Spam Min 124 _J Bar Space Max MortarType ITvPeMorS Cement Type IPortland, Umeftlortar J 155 / - - Location iayeJ Bar Irlffemont Long Bar Size Top Bar Size leaf _ g Spa in j Fe In Min Top Bat c& Th Top CCvaT 80tc0v0r[rn ;2L -j ::::: 156 Run all load combinations 157 Wall Results Wall Footing Code Check Masonry) Geometry Steel bility II1JPr Footing Wall (Concrete) I9 pl 158 j ft Label Toex UC Top Flex IC Sot—Fl xUC Sot Flex LC [iiei Shear UC Heel Shear LC rr-i &1 .001(Heel) 4 .009(Toe) 5 .012 4 2 WF2 .O01(Heel) 2 .008(roe) 2 .011 2 LI WF3 .001(Heel) 4 .009(Toe) 9 .012 4 The code check values are the UC Max and Shear UC shown on the bridge; they must all be less than 1. The colors 159 represent a factored ratio of actual to allowable load for LFRD based on the provisions of the TMS 402-16 LFRD. Ratios greater than 1 are not acceptable. 160 Soil bearing, overturning, and sliding results Wall Footing Stability - 161_ Looting Footingi Wall (Concrete)_ MaConly)! Geometlyl bully Label BearIng UC BearIng LC Max Bearinglpslj OT UC OT UC: LC MOTIlb-fllftl Sliding UC Sliding LC Sliding Forcebmj flf ei .331 1 662.948 .444 6 371.43 .025 10 5.029 2 WF2 .222 1 443.349 NC NC NC NC NC NC 3 WF3 .331 1 662.282 .443 6 370.395 .021 6 2.894 The code check values are the UC Max and Shear UC shown on the bridge; they must all be less than 1. The colors 162 represent a factored ratio of actual to allowable load for LFRD based on the provisions of the TMS 402-16 LFRD. Ratios greater than I are not acceptable. 163 Determine the Average Wall Loading 164 Run All Load Combinations 165 Determine the load Combination with the largest Shear Load in the X Direction - LC 9. Run that Load Combination 166 [t i T9 9 Totals: 6650.437 167 Total Load in the X Direction, Lx (Ibs) 6650 168 Number of Wall Connections, N 18 See drawing 169 Average Load Per Connection, Lcx (Ibs) 369.44 Lx! N 170 Determine the load Combination with the largest Shear Load in the Z Direction - LC 8. Run that Load Combination 171 Totals: 0 4629.891 258.551 172 Total Load in the X DIrection, Lz (lbs) 258.5 173 Number of Wall Connections, N 18 See drawing 174 Average Load Per Connection, Lcz (Ibs) 14.36 Lx ! N (City of Carlsbad WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Owner CAMPFIRE AWNING PRODUCTS Contractoc 2659 STATE ST. SUITE 102, CARLSBAD CA 92008 619 562-2805 Job Address: Phone Number___________________________________________ Permit Th Estimated Cost of project $__9,000 Type of Project ] New Construction 1 Remodel or T.l. []Residential Commercial 0 Demolition (check all that apply) 0 Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at a minimum of 65% per CALGreen Sec. 5.408.1. Failure to comply may result in a penalty fee up to $1,000. For projects which consist of mainly equipment and/or racking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit, may be deemed to meet the 65% minimum requirement upon approval of Building Department ALTERNATIVE FORMS OF COMPLIANCE: (If selected, do not complete Tables I & 2 below) KI Construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Building Official prior to final. (This option not applicable for most construction projects.) Square feet of construction area 330 X 2 lbs. = 660 lbs. of allowable waste. 0 I plan on using a WASTE MANAGEMENT roll-off bin. All receipts shall be provided to the Building Official prior to final. Table I - Estimated Waste (To be filled out prior to permit issuance - refer to example on Page 2.) MATERIALS lbs. of waste to betaken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt/ Concrete Brick! Masonry Cardboard Drywall Landscape Debris Lumber! Wood Metals Mixed Waste Trash / Garbage Other TOTAL lbs: NONE NONE THE CANOPY WILL BE DELIVERED AND flTtqpl' AT? nfl tnt rt'nr .j,n flfl ., ,nvnnT, UNLitL.LWIJJ.N MUM. ri.jjjr.tvii.j VVJIU. Estimated Percentage to be Re-Used or Recycled I certify that the information provided herein, to the best of my knowledge, is true and correct. FRED GRANTHAM Contractor or Owner (print name) MARRION BIBBEY 09/27/2018 Contractor or Owner (signature) Date Official Use Only 0 Plan Approved 0 Plan Denied 0 Project Valuation Approved Reviewed / Approved by- Page 1 of 2 REV.01.2017 Table 2 - Actual Waste (To be completed after construction.) MATERIALS lbs. of waste taken to LANDFILL lbs. of waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method (complete only if different than Table 10 Asphalt! Concrete Brick / Masonry Cardboard Drywall Landscape Debris Lumber / Wood Metals Mixed Waste Trash / Garbage Other: TOTAL lbs.: Actual Percentage Re-Used or Recycled % Official Use Only 065% Goal Achieved 065% Goal Not Achieved 0 Alternative Compliance Achieved Penalty Paid $________________ Reviewed / Approved by: EXAMPLE: Use the following example as a guide to completing this form. MATERIALS lbs. of waste to be taken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt / Concrete 0 3000 ABC LIv Co. Brick / Masonry 100 950 WM / R.e-L..sed B.vk Ovt.-site Cardboard 0 150 +a4U Drywall 0 50 AB.0 1-taixLEyLq Co. Landscape Debris o 120 MwLIie E Re-ILcec( ovt.-te Lumber/Wood 500 0 Waste Maiacjev&evit Metals 300 200 WM / AC f+cwliu't.g Mixed Waste 1500 0 WM Trash / Garbage 300 0 WM Other: Pool 4wLte 0 900 t.tsea as Crw.sliea SRSe ovt.-site TOTAL lbs.: 2700 5130 Percentage to be Re-Used or Recycled 67 % Formula: Total Re-used or Recycled X 100 = % Re-Used or Recycled (Total Combined Waste) 5370 X 100 = 67% Re-Used or Recycled (2700 + 5370) Since 67% exceeds the minimum requirement of 65%, this plan complies. Page 2 of 2