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04-7566 (BLCK)55825 Medallist Dr 04-7566 P.O. Box 1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING PERMIT BUILDING & SAFETY DEPARTMENT (760) .777-7012 FAX (760) 777-7011 INSPECTION REQUESTS (760) 777-7153 F Application Number . . . . 04-00007566 Date 12/02/04 Property Address . . .. . . 55825 MEDALI;IST DR.' APN: 767-5007002- - - Application description WALL/FENCE Property Zoning . . . . LOW DENSITY RESIDENTIAL Application valuation . . 2975 Owner Contractor 77 MEDALLIST DEVELOPMENT EHLINE COMPANY 1070 E. INDIANTOWN RD. 55375 MEDALLIST DR JUPITER FL 33477 LA QUINTA CA 92253 (760) 771 -8130 - WCC: STATE FUND WC: 2290006783 01/01/05 CSLB: 482086- 11/30/05 .CCC : B ---------------------------------------------------------------------------- Permit . . WALL/FENCE PERMIT Additional desc Permit Fee 54.0 0, Plan Check Fee .00 Issue Date Valuation . . . . 2975 Qty Unit Charge Per 'Extension BASE FEE 45.00 1.00 9.0000 THOU BLDG 2,001-25,000 9.00 Special -Notes and Comments 119 L.F. 6' GARDEN.WALL, CITY STANDARD Fee summary Charged Paid 'Credited. Due Permit Fee Total 54:00 .0.0 .00 54.00 Plan Check Total .00 .00 .00 .00 Grand Total 54.00 ..00 .00 54.00 DEC 10 2600 CITY CF L6v QUKITA FINANCE DEPT. P.O. BOX 1504` " VOICE (760) 777-7012 78-495 CALLS TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 4 4 a INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: Date: /a % /O D Applicant: I Architect or Erigineer: Applicant's Mailing Address: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals , and my License i in full force and effect. a cense Class__ icense No. ,_�ate/If Cor 4F 4f 19D OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she 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).): U 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work, himself or herself or through his or her own employees, provided that the 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 or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of,property who builds 'or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. , BA P.C. for this reason Date WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. r-I"have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the -performance of the work for which this permit is issued. My workers' compensation ' nce carrier and policy number arg78 Carrier _Si)1%E �/w4 5 b2; —Policy Number 22 06 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, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. ,,ll � /Date�Z �d t7 Applicant E,A/x; - 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. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose ben rt work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, ind nity and hold harmless the City of La Ouinta, its officers, agents and employees for any act or omission related to the workoernder orf owing issuance of this permit. 2. Any permit issued as a result of this application becomes null and id if wced w' in 180 days from date of issuance of such permit, or cessation of work for 180 days will subject per ncellati . I certify that I have read this application and state that it. above in rma on is comeith all city and county ordinances and state laws relating to building construction, and hereby authorize representatives o is county to nt r upon the abparty for inspection purposes. / ate �V Sign nature (Applicant or Agent): / _7 Mr .,Dcnc ur I Of La Qu'Inta _.: Bin #Qty r Building 8r Safety Division .AUL 0 "2013 P.O. Box 1504, 78-495 Calle Tampico Permit tY La Quinta, CA 92253 - (760) 777 -?012 ® Qk I TA Building Permit Application -and Trk DEVELOPM T Project Address: } (L Owner's Name: / I J A. P. Number ,II •.k' "' 6 --C b`l _ Address:. Legal Description: City, ST, Zip:Cft Contractor: a, ,:.. heAelephoner • T_6 c- cin •,,: • ..Address: Project Description: 1S . City, ST, Zip: Telephone: -766-L - c. : •)h Sti.HY >F / V l h•. State Lie # ' City Lia #: Ir r Arch., Engr:, Designer: Uzi S , ' Address w Ly, _ 11... ,i Q' r- s city, ST, zip•. Telephoner -''lj x y` rr x Construction Type: Occupancy: State Lic.:#:. r'• 2 ; Project a circle one • New d Alter. Repair Demo Name of Coritatst Person: # Ston ^ Unit&: Telephone #-of Contact Person;: ` (,rp .: , ' - fistirno* Value o . roject:. APPLICANT: DO NOT WRITE BELOW THIS LINE Submittal Rold Recd TRACKING PERMIT JTES . Plan Sets 'Plan Cheek submi .., --- 7 Item1 Amount Structural Cales _ '. s ..Reviewed, re q far arreetioas Plan Check Deposit Truax Calcs. Called Contact Plan Check Balance • Tide 14 Cala. P[sas picked up Z3. Coastruetbn A Flood plain plan Plans resubmitted Mechanical` 4t Grading plan.. 7 Review, ready for correction Rssue Electrical Subcontaetor List Called Contact Person Plumbing Grant Deed Plans picked up H.O.A Approval Plans resubmitted Grading . IN HOUSE - . 7rd Review, ready for correctionstissue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks: Appr Date of permit issue .: School Fees tal.Permit Fees , To., 7 113: N5 R F& y tc S CITY OF LA QUINTA SUB -CONTRACTOR LIST ' ►B , .DD1 ESS "S .a / 1 ► ' PERMIT NUMBER OWNER' T&W-" kd ' BUILDERf ✓ /'►'iS S t is form shall be posted on the job with the Building Inspection Card at all times in a conspicttous place. Only persons appearing on this list or their employees are authorized to wor this job. Any -changes to this list must be approved by the Building Division prior to c.ommencemerit of work. Failure to comply.will result in a stoppage of work and/or the voidanc• building permit. For each applicable trade, all information requested below must hp emmnlarPri h., annlinanf yn., CH " .,_+ __ .............4.1 : _,.;.....- Trade Cla sifisation :' • - - --- -- ---••r•— --•• ••/ •.•r•r•••••••••a. v„ 1 nG Awa u„ aa, liG 1l OFJIG IGJFJVIWG. ' ` tra ::::. Sfate::Con :': ...:; :.. .::.: . cto .s Lacense ............... .. r ...., .'• "•' Workecs .Com ensatiori Irisuraince: `•:: '± •. :'-:. .:":::.. City.. Busirjess Lioense' :..°:: / Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/xx) Carrier Name (e.g. State Fund, CalCo/mr p) e J_ W / .. Vr Policy Num3er (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) CRT ORK (C-12) :•.:. IKCg IftWo e IC#Wa fe t 'd d &062, 03 i%J%v 13 1/1-0& 705'%0 fc? N .RETE (C-8► :> .' .: (s is 13ta6 IT L01 P 7"2 i i l 105qq® //6y 'RUCT: `STEE 4SONR (C-29) MBI (i 1C-361 F ®!/B &6 84dwaf 8 •8 Cp3 `-,J_W/.11}, , /09 -e;5l f3, STER riW W. .C-9):.<. l 9A" 'Orw&t l i fa' 0935_ C-4. q t7 5k3 4agtsd -3. 3dor l r a-Its' 730A H /OAY 13e JC - `o sT 5'-00 i 1S-0 g C. j Ci HY J 1 /06d 0 )( ®Oba?y c9_-/ A -20)` .:. %€ ®b ' •8 @ -2 3 . CV TZ"D VV5-we_ qo 7C meq 5 • <•. F :....(C.=39) : ,'>': ` EET.METAL (C 43) f I; SI it h 6 / -/ I I / (s C-A"1 ® ej 0 O -7 AZINc iULATION (C-21. NAGE DISP: INGP(C= )3/i ad.Co CS '323*3019 • V (C 'f dva jG AJ (ob i 5 t -` `d eta • ' iAMIC TILE (C-54) IN SIC -61 Pit Q C V vv Aa t'/rL i 6049& i'6 W0 /3&c?7& & a1 1 g071 q'1y ICING (C-13) JDSCAPING (C=27).--:-:-:- C=27). :::X X(C-53) !S. J J• V J• J- r r - RrA CT V EN I 'NEER lN 77570 Springfield Lane, Suite "D" Telephone: (760) 360-9998 Palm Desert, CA 92211 Fax: (760) 360-9903 Cell: (760) 808-9146 Structural Calculation For Kelly Residence At 55825 Medallist drive Otto La Quinta, CA. eo Type Of Proiect: Residential Remodel Q pFESS/p 0 SGHA Date: May 23, 2013 . Design by: R.A. JN:130546 N0. C 67613 ;0 m ac EXP, q F OF i LA CSU 9 NTAAFETY DEPT.OVED Uc fOVE iON EA .. R1A �TR�'�C-'T ��R1AL E��IrJ�EER1Ir �. TABLE OF CONTENTS 1. Design Criteria....................................................................................1 2. Beam Design ... ............... ...................................................... ............... 2-6 3. Foundation Design.................................:................................................7 4. Lateral Design Loads (Seismic And Wind) .............................. ...:........... 8-14 5. Shear Wall Design ........................... .................................... .............. 15-22 rz 6. Freestanding Fireplace Design:......................:.....................................23-43 R F LAQUlN A M1% 5 a►;J.; - ,ING & SAFEI DEPT. FCR CONST tJCTION I& b DAT BY CLMNT: *tjV Resi PntQ SHEET: structural Engln__ SUBJECT: U H -or JOB NO: 13 05Y6 DESIGN BY: RIA, DATE: 5-/23//3 DESIGN LOADS Roof Loads — Sloped -- Roof Loads —Flat Clay Tile _ - - - 15 psfRoofin96 psf _ __ __.......__.._....._.__ _... _.................._.___ . Framing ..------_---. 2.5 psf Framing----- 2.5 psf --- Sheathing (1/2" CDX) 1.5 psf Sheathing (1/2" CDX) 1.5 psf Ceiling 2.5 psf _ 2.5 psf -.-Ceiling--_ Insulation ___ -T- -- 1.5 - psf _ Insulation .. 1.5 psf Misc. 4 psf Misc. 6 psf Total Dead Load 27 psf _ Total Dead Load_ 20 psf -..., - Total Live Load 20 psfTotal Live Load 20 Total Roof Load 47 psf _ Total Roof Load 40 psf Floor Loads Deck Loads Framing ._- _ 3.5 psf Framing 3.5 psf _Y ---- -- _ -- -- Sheathing (3/4" Plywood) 2.5 psf Sheathing (3/4" Plywood) 2.5 psf -_- Ceiling` __--- _ 2.5 psf Ceiling- 2.5 psf _ -_---- ---- Lt. Wt. Conc./Flooring Tile 15 psf Lt. Wt. Conc./Flooring Tile 15 psf .; j Misc. 3.5 psf Lt. Wt. Conc./Flooring Tile 10 psf - Total Dead Load 27 psf- Misc. 3.5 psf Total Live Load 40 psf - Total Dead Load _ - 37 psf_- _ ... Total Floor Load 67 psf Total Live Load 60 psf - - Total Deck Load 97 psf Exterior Wall Interior Wall 7/8" Stucco 10 psf Insulation 1 psf Insulation _- 1 psf Drywall 5 psf Drywall 2.5 psf Studs 1 psf Studs 1 psf Misc. 3 psf__ - - _ Misch 2.5 1 psf Total Wall Weight 10; psf Total Wall Weight 17 psf _ - i C1W OF LA QUINTA BtilLDING & SAFETY DEPT. APPROVED FOR CONST UCTION DATE `" -✓ - I I K] L` Reza PROJECT: rK PAGE – CLIENT : llyResidence DESIGN BY RfAAsgharpour JOB NO.: Q546 S%28/20a13 REVIEW BY. INPUT DATA & DESIGN SUMMARY BEAM SECTION <,f"4z, 6 No. 2, Douglas Fir -Larch BEAM SPAN L1" 75; ft CANTILEVER L2= w,L,' W I P u, f WDLL R, _J Slope 12 R, L: o . c;.1$ . = ft, (0 for no cantilever) SLOPED DEAD LOADS W0L,1 = tOv054) kips / ft WDL,2 = (0 054 kips / ft PROJECTED LIVE LOADS WLL.1 = ' 10 04:I: kips / ft X3 = 0.82 WLL,2=':0::04`- MAI. (_coIv S__8 + Waj kips/ ft CONCENTRATED LOADS P _ o :.;,; :0 :: kip''s I'max = 0.17 PLL = Ok a kips SLOPE ": ;3':12(8= 14.04 °) DEFLECTION LIMIT OF LIVE LOAD r U,,r, - pG > SAFEI d LL = L in LONG-TERM DEFLECTION (NDS 3.5.2) ""z / dKcro.L=L/1:80, Code _Duration Factor. CD Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load Code Designation 1 Select Structural, Douglas Fir -Larch " 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southern Pine 5 No. 1, Southern Pine 6 No. 2, Southern Pine Choice => w,L,' W I P u, f WDLL R, _J Slope 12 R, L: THE BEAM DESIGN IS ADEQUATE., ANALYSIS DETERMINE REACTIONS, MOMENTS &SHEARS R2=0.51 cos,+W.)Li+(Coso +w.,)(LI+0.5L2)L2+PL+L2=0.31 kips \l LI LI R1–(Cos i,+wu,)LI+( Cos ,+"".' L2+P–R2= 0.09 kips o AYd + WU,: Li+ PL, ) THE BEAM DESIGN IS ADEQUATE., ANALYSIS DETERMINE REACTIONS, MOMENTS &SHEARS R2=0.51 cos,+W.)Li+(Coso +w.,)(LI+0.5L2)L2+PL+L2=0.31 kips \l LI LI R1–(Cos i,+wu,)LI+( Cos ,+"".' L2+P–R2= 0.09 kips 1) i/1 M 0.5 W cos, + WU,: Li+ PL, ) = 0.1 ft -kips X1 = 0.97 ft X2 = 0.97 ft 2 XI : X3 = 0.82 ft MAI. (_coIv S__8 + Waj = 8 0.0 ft -kips I'max = 0.17 kips, at R2 left. DETERMINE SECTION PROPERTIES AND DESIGN FACTORS (; )F LA QUI NTA Lu = M -(X3 , L2) _ 1.5 ft, (NDS 2005 Table 3.3.3)M r U,,r, - pG > SAFEI 4 x 6 Properties b = 3.50 in Fb = 900 ""z / P Si' 1E = 3:1 ft; (Ta 3.3.3 fo d = 5.50 A' = 19.3 in int F„ = 180 psi, (NDS 97 C„ Included) E' = 1,600 ksi FOQRCONI UCJb tON G Kksi DATE (l -b 1) i/1 L1 • • 0 -' S. = 17.6 in' F6;_ 1,460 OSI. FpE = 41806 (confd) psi I = 49 in' F',' 225 psi Fe = _ 1462.5 psi E = EX = 1600 ksi E'min = 580 ksi F = FpE / Fb* = 28.59 -; Co` CM - CI Cl CL CF Cv Cc Cr r 1.25 1.00 too 1.00 • -1.00 1.30 1.00. 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES Cantilever: fb' = MMI„ IS., = 73 psi < Fb, = 1466 psi [Satisfactory] Middle Span: fb = MMax IS, = 30 psi < Fb- = 1463 psi [Satisfactory] Shear: f„' = 1.5 VMax 1A = 13 psi < Fv', [Satisfactory] (neglected d offset conservatively) CHECK DEFLECTION AT LIVE LOAD CONDITION - L = L 1 /cos B = 2.83 ft, beam sloped span a = L 21COS B = 1.55 'ft, beam sloped cantilever length P = PLL cos 'B = 0.00 kips, perpendicular to beam W1 = wLL,1 COS2 9 = 0.04 klf, perpendicular to beam W2 = wLL,2 COS2 B = 0.04 klf,, perpendicular to beam M rPa2(L+a)_ w Lia w,a3(4L+3a DEnd = + L 3EI 24EI 24EI ] Co.9 = 0.00 in, downward to vertical direction. < 2 L2 / 360 = 0.10 in [Satisfactory] PaL2 La. wL z 2 Mid — [— 6E1 + 384EI 32EI ] cos B = 0.00 in, downward to vertical direction. < L, / 360 - _ .• 0.09 in* [Satisfactory] CHECK DEFLECTION AT LONG-TERM LOAD, Kr DL + LL, CONDITION " P = PKcrDL+LL COS B = 0.00 kips, perpendicular to beam Ku = 1.50 (NDS 3.5.2) w, =Kcr wDL,1 cos B + wLL,1 coSZ B = 0.12 klf, perpendicular to beam.' W2 = Kcr wDL,2 cos B + wLL,2 COSI B = . 0.12 klf, perpendicular to beam Pa L+a 'w.L3a w2a3(4L+3a 1 DEnd — L 3EI 24EI + 24EI J cos 9 = 0.00 in, downward to vertical direction. < 2 L2 / 180 = 0.20. in [Satisfactory] 2La 2 2 AM,d — [— 6EI + 384EI 32EI ]cos9 = 0.00 in, downward to vertical direction. < L, / 180 = 0.18 in [Satisfactory] i C: rry OF LA GNU I NTA BL LDiNG & SAFETY DEPT. AP"two "ROVE® . I FOR CONSC ON DATE BY • • 11 Reza PROJECT CLIENT As i11 PpO U 1' JOB N0.: BM#,1; Kelly/Res dente; r 130.546 DATE. 5/23%20b131 PAGE: a DESIGN BY: RYA` ; REVIEW BY. R A , :1' Y n 11is ' ii11t - eFr. -dn i. <:i :=;1 n"t l Nfrinr6G✓ '.l l'E 's:' UNIFORMLY DISTRIBUTED DEAD LOAD WD = - - ... ... UNIFORMLY DISTRIBUTED LIVE LOAD WL INPUT DATA & DESIGN SUMMARY MEMBER SIZE Duration Factor, CD Condition MEMBER SPAN L = 0.90 UNIFORMLY DISTRIBUTED DEAD LOAD WD = ;3 UNIFORMLY DISTRIBUTED LIVE LOAD WL Occupancy Live Load CONCENTRATED DEAD LOADS PD1= =. (0 for no concentrated load) L, = 4 1.25 Construction Load Lz = j DEFLECTION LIMIT OF LIVE LOAD dL = L / 36( DEFLECTION LIMIT OF LONG-TERM dKer D+L= L/ 24:( "`. No. 1, Douglas Fir -Larch ft lbs/ft 3b lbs / ft )` lbs 91; ft lbs ft Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, CD Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load ANALYSIS . psi Fe = 1,678 DETERMINE REACTIONS, MOMENT, SHEAR wseuwt = 9 lbs/ft RLeft = 1.91 . kips VMax = 1.59 kips, at 7.5 inch from left end MMax = DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES L L L Po, 1 1 Poe WL WO f Camber => 0.11Inch THE BEAM DESIGN IS ADEQUATE. Code ' Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southern Pine 5 No. 1, Southern Pine 6 No. 2, Southern Pine Choice => 12 RRitaht = 1.91 kips 3.59 ft -kips, at 3.75 ft from left end b = 5.50 in E'min = 580 ksl E= Ex= 1600 ksi Fb = 1687.5 psi d = 7.50 in FbE = 16591 psi Fb = 1,350 psi F = FbE / Fb` = 9.83 A = 41.3 Int I = 193 in" Fv = ' 170 psi Fe = 1,678 psi Sx = 51.6 in' R8 = 6.477 <50 E' = 1,600 ksi F„ = 213 . psi lE = 14.1 (ft, Tab 3.3.3 footnote 1) CD CM Ct CI CL CF 1.25 1.00 1.00 1.00 0.99 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 834 psi < Fb = fv' = 1.5 VMax / A = 58 psi < CHECK DEFLECTIONS A (L. Max) = 0.04 in, at 3.750 ft from left end, d(Kcr D+L. Max) = 0.15 in, at 3.750 ft from left end Where Kcr = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (1.50. Max) = 0.11 in, at 3.750 ft from left end Cv Cc Cr 1.00 1.00 1.00 1678 psi Fv@ [Satisfactory] [Satisfactory] d L = L/ 360 [Satisfactory] d Kcr D+ L = L / 240 [Satisfactory] CH Y OF LA QUINTA BuiLDING & SAFETY DEPT. APPROVED FOR C NST 10 DATE BY O • • 0 CHECK THE BEAM CAPACITY WITH AXIAL LOAD , kips AXIAL LOAD F = =kips THE ALLOWABLE COMPRESSIVE STRESS IS i F,' = Fc CD CP CF 1111 psi V Y Y IV V V Y Where Fc = 925 psiF F CD = 1.60 — CF = 1.00 (Lumber only) CP = (1+F) / 2c - [(1+F) / 2c)2 - F / c]os = 0.751 Fc" = Fc Co CF = 1480 psi LB = Ke L = 1.01- = 90 In b = 5.5 in SF =slenderness ratio = 16.4 < 50 [Satisfies NDS 2005 Sec. 3.7.1.4] FcE = 0.822 E',i„ / SF = 1780 psi E'min = 580 ksi F = FcE / Fc' = 1.203 c = 0.8 THE ACTUAL COMPRESSIVE STRESS IS fc = F / A = 24 psi < F0' [satisfactory] THE ALLOWABLE FLEXURAL STRESS IS Fb = 2148 psi, [ for CD = 1.6 ] THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 941 psi < Fo [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] (% / F. )s + % / [Fe (1 - fc / FcE)] _ 0.445 < 1 [Satisfactory] BU Dive & SAFETY DEPT. PjD FOR CONS to r D I DATE O I • • • J. Reza As hartlQur pJOB PROJECT CLIENT . NO..° BM`* Ke yResidence 1130546; DATE: 5/23/2Q18. _ _ PAGE:WR W, DESIGN BY: REVIEW BY : iVlVnnrl Rc m'9k1 1n inn"` R` cnfn'an`$wl`F1C+ 7AAG 1 WD = UNIFORMLY DISTRIBUTED LIVE LOAD. INPUT DATA & DESIGN SUMMARY 0 No MEMBER SIZE 6x.6 MEMBER SPAN L = UNIFORMLY DISTRIBUTED DEAD LOAD WD = UNIFORMLY DISTRIBUTED LIVE LOAD. wL = CONCENTRATED DEAD LOADS PD1 = (0 for no concentrated load) L, = 4 PD2 = Construction Load L2= DEFLECTION LIMIT OF LIVE LOAD Id = L / DEFLECTION LIMIT OF LONG-TERM dKcrD+L= L/ Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 0 No Code Duration Factor, Cr, Condition 1 0.90 Dead Load 2 1.00 Occupancy Live Load 3 1.15 Snow Load 4 1.25 Construction Load 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => 4 Construction Load ANALYSIS Choice DETERMINE REACTIONS, MOMENT, SHEAR wseo wt = 7 lbs / ft RLeft = 0.48. kips VMax = 0.40 kips, at 5.5 inch from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 5.50 In E'min = 470 ksl d = 5.50 in FbE = 25000 psi A = 30.3 In2 I = 76 In° Sx = 27,7 in3 RB = 4.750 <50 1E= 10.3 (ft, Tab 3.3.3 footnote 1) CD CM Ct Ci CL CF 1.25 1.00 1.00 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES. fb = MMax / Sx = 284 psi < Fb = f,' = 1.5 VMax / A = 20 psi < CHECK DEFLECTIONS A (L, Max) = 0.01 in, at 2.750 ft from left end, d(Kcr D. L, Max) = 0.05 in, at 2.750 ft from left end Where Kcr = 1.50 , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) A (1.5D, Max) = 0.04 in, at 2.750 ft from left end No. 2, Douglas Fir -Larch ft lbs / ft lbs / ft lbs ft lbs ft L Pot L 1 P 1 WL 1 Wo 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch Camber => 0.04 Inch THE BEAM DESIGN IS ADEQUATE. Cv Cc Cr 1.00 1.00 1.00 1091 psi F.,' [Satisfactory] [Satisfactory] d L = L / 360 [Satisfactory] d Kcr D: L = L / 240 [Satisfactory] ' ' - -- rP UILDlNG & SAFETY DEPT. APPM N; FOR ONSiRUCT DATE Y Code Designation 1 Select Structural, Douglas Fir -Larch 2 No. 1, Douglas Fir -Larch 3 No. 2, Douglas Fir -Larch 4 Select Structural, Southern Pine 5 No. 1, Southern Pine 6 , No. 2, Southern Pine Choice => 3 RRi9ht = 0.48 kips MMax = 0.66 ft -kips, at 2.75 ft from left end E = Ex = 1300 ksi Fb = 1093.75 psi Fb = 875 psi F = FbE / Fb* = 22.86 Fv = 170 psi Fe = 1,091 psi E' = 1,300 ksi Fv' = 213 psi Cv Cc Cr 1.00 1.00 1.00 1091 psi F.,' [Satisfactory] [Satisfactory] d L = L / 360 [Satisfactory] d Kcr D: L = L / 240 [Satisfactory] ' ' - -- rP UILDlNG & SAFETY DEPT. APPM N; FOR ONSiRUCT DATE Y • Km CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = "` 1 "s;, kips THE ALLOWABLE COMPRESSIVE STRESS IS F,' = Fc CD Ca CF 875 psi v r v v v Where F, = 600 psi F F CD = 1.60 — r CF = 1.00 (Lumber only) 1 1 Cp = (1+F) / 2b - [(1+F) / 2C)2 - F / CIOs = 0.912 T T F,. = F, CD CF = 960 psi LB = Ke L = 1.0 L = 66 in b = 5.5 in SF = slenderness ratio 12.0. < 50 [Satisfies NDS 2005 Sec. 3.7._1.41 FIE 0.822 E'mm / SF = 2683 psi E'min = 470 ksi F = FIE / F, = 2.795 C = 0.8 THE ACTUAL, COMPRESSIVE STRESS1S f, = F / A = 33 . psi < F,1 [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS Fb = 1397 psi, [ for CD = 1.6 ]; THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 482 psi < Fe' [Satisfactory) CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] (f, / F,')' + fb / [Fti (1 - fr / FSE)] = 0.351 < 1 [Satisfactory] CITY OF LA QUINTA BUILDING & SAFETY DEPT. �VED IdR CONS -r UC-fl0 DATE B . FOUNDATION DESIGN 1. Continuous Footing Design Worst Case : Roof: ( 47 psf x 20/2') = 470 plf Wall: { 17 psf) ( 8.5') 145 plf .Footing : (12.5 psf) (12) = 150 plf Total Load = 765 plf 765 Width requited =------ = 0.513 ft Select 12" width 1500 Use 12 in. wide x 12 in. deer continuous footing W/ 1- #4 T. & B. 2. Check pad footing for concentrate load: Pmax. = ( 1500 psf) (40 x 12 )/144 = 5000 1b ILA QUINTA, U41.LO1KI G & SAFEW DEPT. i • aPPROVF_D FOR 'ON DUCT Foundation, Design (RA) DATE 3 o - I V yJN 1 a.. - Converting Addresses to/from Latitude/Longitude/Altitude",in..0ne A. Step - Stephen P. Morse, Sari Francisco BatchM�ode(Forward LBatchMode(.RewrseBatchl Mode (Altitud'e) M;i.n/iSec2toDec%mal Co put ng =:isances Fr{equen Gy Asked {° u_.estions� M;y' Oth 1Naebpag • address 55825 Medallist Drive " latitude , city ILa Quinti 4 state ICA longitude - above values must be in decimal ZP •` with minus signs for south and west country United States „" Qeterrnme�_Lat/Long Get Altitudes reset; r� v'Y-r'iTr `tn...'a.i �Dete�m.ineAddr�ess `re� sets W D Access geocoder.us / geocoder.ca (takes a relatively long time).. = ' �M from oo e Ilatitude longitude - altitude decimal 1133.6437669 -116.249282 deg -min -sec 33° 38' 37.5608" -1'16° 14' 57.4152"� ' • r - 55825 MEDALLIST.DR La Quints CA fromay hoo latitude longitude altitude r decimal 33.643742116,248932. 0 ; deg -min -sec 33° 3837.471211 -116° 14'56,11- �� . 55825 Medallist Dr, La Quihta, California . - '53 ��` L� QU I i�vTA i,; . is_,zMNG c`� SAFETY.DEPT. :.,:APPROVED. ' FOR CONS RUCTI N Data presented here comes from the following websites: og ogle. (all addresses) _ ` DATE aanr:nriarrrta MR anri C"anariian arlr9raccac nnhrl • % r 55825 MEDALLIST.DR La Quints CA fromay hoo latitude longitude altitude r decimal 33.643742116,248932. 0 ; deg -min -sec 33° 3837.471211 -116° 14'56,11- �� . 55825 Medallist Dr, La Quihta, California . - '53 ��` L� QU I i�vTA i,; . is_,zMNG c`� SAFETY.DEPT. :.,:APPROVED. ' FOR CONS RUCTI N Data presented here comes from the following websites: og ogle. (all addresses) _ ` DATE aanr:nriarrrta MR anri C"anariian arlr9raccac nnhrl WE 110 GS Design Maps Summary Report User -Specified Input • Report Title Kelly Residence • ' Fri May 24, 2013 00:37:36 UTC Building Code Reference Document ASCE 7-05 Standard (which makes use of 2002 USGS hazard data) Site Coordinates 33.643770N, 116.24928°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I USGS-Provided Output Ss = 1.500 g SMs = 1.500 g S, = 0.600 g - SM, = 0.900 g MCE Response Spectrum 1.65 1.50-- 1.35-- 1.20- 1.05-- cm .501.351.201.05cm 0.90 N 0.75 O.GO 0.45 0.30-- 0.15 •0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 S's = 1.000 g So, = 0.600 g Design Response Spectrum 1.10 0.99 0.99 0.77 CM 0.66 v y 0.55 0.44 0.33 0.22 0.11 0.00 0.00 0. Period. T (sec)CITO E -3d --T (sA )QUINTA leasthis information Is a product of the U.S. Geological Survey, we provide no wairra,n:tgy, ex,. e r implie , as to the accuracy of.the data contained therein. This tool is not a substitdte for tech i .I su N knowledge. I'U %IV DATE Reza , PROJECT S.elsmIVabadl{ 'PXGECLIENT KellyRes- s t DESIGN BY : R A�., sgharpou1a JOB NO. 130546 'DATE: REVIEW BY: One;Sta Se. smic Analysis Ba ed on fBC 0;6�j¢'/CBC 07 4 7 ~ ` Determine Base Shear (Derived from ASCE.7-05 Sec. 12.8) - ` °-• •t f V= MAX{.MIN[SDI 1/(Rl) SDS I/RJ., 0.01 , 0.5 P/ I/R}W .t• tM '-��` ,� , k; �. = MAX{ MIN[ 0.89W 0.15W ] ; 0.01 W 0.05W)'* 0.15 W, (SD) (for S1:Z 0.6 g,,only), + . = 0.11 W, (ASD) = 1:05-kips Where SDS = ' 1 (ASCE,7-05 Sec 11.4.4)- SDI•= (ASCE 7-05 Sec 11.4.4)', SI - 06, (ASCE 7-05 Sec 11.4.1) R = ` 6.5 (ASCE 7-05 Tab 12.2-1) ~ �' ' '� . K. I = • - 1 (IBC 06 Tab 1604:5 & ASCE 7-05 Tab 11.5-1) Ct = -' 0 02' (ASCE 7=05,Tab 12:8-2) • - ,'- h� = 9:0 ft �' X= 0.75 (ASCE 7-05 Tab 12.8-2 T _� Ct (hX _ 0.104, sec, (ASCE •7-05 Sec�12.8.2.1)' ' Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-05,'Sec 12.8.3 & 12.8'6) Level W h' h k W h k', F ASD'(12:8-11)` " `S x x z x x x .. xe,allowable, ASD RoofW97,5N15 9 9.0 86 1.0 �. (0.11.Wx) 0.4 9.5k 86 .`1.0 ` Where k -1 ��` 4 for'T•<= 0.5'. sxe,allowable, ASD ='Da 1/ (1.4 Ctl), (ASCE 7-05 Sec 12.8.6) ' k 0.5 T + 0.75 .for T @ (0.5 , 2.5)'„ Ca = 4; �; ,(ASCE 7-05 Tab 12.2-1) • k.='2 for T,>:,__ 2.5: .Aa = O:.Q2° hSz, (ASCE 7-05 Tab 12.12-1.) Calculate Diaphragm Forces (ASCE.7-05, Sec 12.10.1.1) * • n Level _ 'W' .. T.W. ! Fx EFX, ; Fpx; ASD, (12.10-1) Roof - 9.5 �.. .9.5 1.0 -1.0= �, 1.3 •(0.13Wx)'.'• {S .9.5 1.0. • `� � � ; , . � f . . ,r+f' . ski ' o '"` ,• � ? : `. -. t Where - Fmin ='0.2 SDS I' Wx`/ 1.5 , ASD ` Finax = 0.4 SDS I Wx / 1.5 , ASD t ` < s, , a OF LA ,F aUILDII�G �, " . � , SAFM.DEP,T. s ,- r . • t „y t �� •FOM COV TRU ION• ,_ - ,• - - a' ,- .. r 'try .¢:; DATE 10 t Roza ffla a 'dMT PROJECT: -'Wihi5'dd AGE . - ME CLIENT: DESIGN BY:. rR I't ur Asgftarpo JOB NO.: 1,30546, DATE -1 REVIEW BY: 0)) RO 11,0 1 i i'01, VMCe rdj 0 0 M S Q • 1,11141KOlAi0if eM110_1 6V .E)V7 `Q%/ N B,C INPUT DATA Exposure category (B, C or D) Importance factor, pg 77, (0.87, 1.0 or,• 1.16) Category 11 Basic wind speed (IBC tab 1609.3. 1 V,,). V - 85 mph Topographic factor'(Sec.6.5.7.2, pg 26 & 45') K, = Flat Building height to eave he ft Building height to ridge hr ft L•ft - aB Building length V Building width B ft Z.; Effective area of components 112 DESIGN SUMMARY Max horizontal force normal to building length,L, face 1.36 kips Max horizontal. force normal to building lengthB, face 2.17 kips Max total horizontal torsional load = 5.35 ft -kips Wax total upward force 2.57 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Ke Kj V21 1.13.36 psf where: qh =velocity pressure at mean roof height, h. (Eq. 6-15. page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,lig 79) 0.86, Kd= wind directionality factor. (Tab! 6-4, for -build lng,page 80) 0.85 h = mean roof height' ft < 60 ft, [Satisfactory] - •< Min (L, B), [Satisfactory]' Design pressures for MWF I - - I 'R_ S p = qh'[(G Cpf )-(G CP I where: p = pressure In appropriate zone. (Eq. 6-18, page 28). Amin = ,_10 psf (Sec. 6.1-4.1 & 6.1.4.2) G Co f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54), G Cp i = product of gust effect factor and internal presiure coefficient.(Fig. 6-5, Enclosed Building, 'page147) 0.18 or . -0.18 a =width of edge strips, Fig 6-10, note 9, page 54,- MAX[ MIN(0.113:0.4h), 0.0413,3] 3.00 ft Net Pressures (psf), Basic Load Cases Not Pressures (Dsf). Torsional Load Cases 3E 3 Z 2F 2 3 2 3T ZONE 2/3 BOUNDARY 3 2 L U' 2E 3 1 3E 3 3T 2T 2T 6 4T 6 4 4 2E 3 4E 4 6 4E 6 4 4T - 4E-_ ly. (3 T 0 T IE t 1 5 le IE E REFERENCE CORNER IER NER REFERENCE CORNER UILDINX 4EAIZI COR R EPT., • a bWIND REFERENCE CORNER DIRECTION 0 0% WIND DIRECTION a WIND DIRECTION ECT ON -'APPRO 'PIE) Transverse Direction Longitudinal Direction'Transverse nsverse DirEction FOR. CIOKMIf, d1 aT ion Basic Load Cases ToraI"Load Cos DATE X) ju U-- 113ytz ro) Roof angle 0 = 17.10 Roof an gle 0 = 0.00 Surface - G,CP Not Pressure with G Cpf Net Pressure with (+GCpl) (-GCi)(+GC 1) (-GCt) 2T, 70.69 -2.91 -1.70 0.50 .4.34 9.15 0.40 4 7.75 2 -0.69 -11.63 -6.82 -0.69 r2.9 1 6 % -11.63 6.82 3 -0.46 -8.54 • -3.73 -0.37 5 -7.35 -2.54- 4 .-0.40 -7.79 -2.98 -0.29- ' -6.28 -1.47- 1.471E 1 E 0.76 7.79 12.61 0.61 5.75 j0.56 K -1.07 --16.70 -11.89 -1.07 -16.70 -11.89 3E -0.66 -11.21 -6.40 -0.53 449 -4.68 -0.60 -10.42 -5.61 -0.43.._-8.15 -3.34' 5 -0.45 -8.42 -3.61 -0.45 -8.42 -3.61,.. 6 -0.45 -8.42 4 -3.61 -0.45 -8.42 --3.61- 3E 3 Z 2F 2 3 2 3T ZONE 2/3 BOUNDARY 3 2 L U' 2E 3 1 3E 3 3T 2T 2T 6 4T 6 4 4 2E 3 4E 4 6 4E 6 4 4T - 4E-_ ly. (3 T 0 T IE t 1 5 le IE E REFERENCE CORNER IER NER REFERENCE CORNER UILDINX 4EAIZI COR R EPT., • a bWIND REFERENCE CORNER DIRECTION 0 0% WIND DIRECTION a WIND DIRECTION ECT ON -'APPRO 'PIE) Transverse Direction Longitudinal Direction'Transverse nsverse DirEction FOR. CIOKMIf, d1 aT ion Basic Load Cases ToraI"Load Cos DATE X) ju U-- 113ytz ro) Roof angle 0 = 17.10 G.Cpf Net Pressure with Surface (+GCpl) (-GCpl) IT. 0.50 . 1'.09 2.29 2T, 70.69 -2.91 -1.70 3T -,0.46 -2.13- -0.93 4T -0.40 -1.95 -0.74 RoofanjIe0 = 0.00 GC P ' Net Pressure with Surface (+Gc,,) (-Gcp,) IT 0.40 0.731,-,1.94' 2T -0.69, -2.91 -1.70 3T -0.37 A-840.63 --0.37 4T. -0.29 -1.57 3E 3 Z 2F 2 3 2 3T ZONE 2/3 BOUNDARY 3 2 L U' 2E 3 1 3E 3 3T 2T 2T 6 4T 6 4 4 2E 3 4E 4 6 4E 6 4 4T - 4E-_ ly. (3 T 0 T IE t 1 5 le IE E REFERENCE CORNER IER NER REFERENCE CORNER UILDINX 4EAIZI COR R EPT., • a bWIND REFERENCE CORNER DIRECTION 0 0% WIND DIRECTION a WIND DIRECTION ECT ON -'APPRO 'PIE) Transverse Direction Longitudinal Direction'Transverse nsverse DirEction FOR. CIOKMIf, d1 aT ion Basic Load Cases ToraI"Load Cos DATE X) ju U-- 113ytz ro) • El U] Basic Load Cases in Transverse Direction Surface Area Pressure k with (+GCp 1) (-GC 1) (-GCpI) (ft) 1 43 .0.19 0.39 2 48 -0.56 -0.33 3 48 -0.41 -0.18 4 43 -0.33 -0.13 1 E 54 0.42 ' 0.68 2E 61 -1.02 -0.73 3E 61 -0.69 -0.39 4E 54 -0.56 -0.30 E Horiz. 1.36 1.36 2.17 Vert. -2.57 -1.56 Min. wind Horiz. 1.29 1.29 Sec. 6.1.4.1 Vert. -2.10 -2.10 Torsional Load Cases In Transvarsa nirantinn Basic Load Cases in Longitudinal Direction Surface Area Pressure k with (+GCpt) (-GCpI) (+GCpI) (ft') 1 145 0.43 1.13 2 76 -0.88 -0.52 3 76 -0.56 -0.19 4 145 -0.91 -0.21 1E 60 0.34 0.63 2E 34 -0.56 70.40 3E 34 -0.32 -0.16 4E 60 -0.49 -0.20 E Horiz. 2.17 2.17 -1 Vert. -2.22 -1.21 Min. wind Horiz. 2.05 2.05 Sec. 6.1.4.1 Vert. -2.10 -2.10 Surface Area Pressure k with Torsion ft -k (+GCpI) (-GCp i) (+GCpI) (-GCp 1) (-GCpI ) Z (n) 1 -6 -0.02 -0.05 0 0 2 -6 0.07 .0.04 0 0 3 -6 .0.05 0.02 0 0 4 -6 0.04 0.02 0 0 1E 54 0.42 0.68 1 2 2E 61 -1.02 -0.73 -1 -1 3E 61 -0.69 -0.39 0 0 4E 54 -0.56 -0.30 1 1 1T 48 0.05 - 0.11 0 0 2T 55 -0.16 -0.09 0 0 3T 55 -0.12' -0.05 0 0 4T 48 1 -0.09 -0.04 0 0 Total Horiz. Torsional Load, MT 2 2 Tnrninnal I nnri Cncaa in t nnnHuflinnl n1-&f1nn Surface Area Pressure k with Torsion fl -k (+GCp 1) (-GCp 1) (+GCp 1) (-GCpI ) 10.00 .14.03 10.00 -23.11 10.00 -34.74 15.06 (ft) 1 43 0.13 0.33 0 1 2 42 -0.49 -0.29 0 0 3 .42 -0.31 -0.11 0 0 4 43 -0.27 -0.06 0 0 1E 60 0.34 0.63 2 4 2E 34 -0.56 -0.40 0 0 3E 34 -0.32 -0.16 0 0 4E 60 -0.49 -0.20 3 1 1T 102 0.08 0.20 0 -1 2T 76 -0.22 -0.13 0 0 3T 76 -0.14 -0.05 0 0 4T 1 102 1 -0.16 1 -0.04 -1 0 Total Horiz. Torsional Load, MT 5.3 5.3 Design pressures for components and cladding I- --2 ,' 'r2�'--''-� P= qhl (G Cp) - (G CPI)3 511 I I I I I I where: p = pressure on component. (Eq. 6-22, pg 28) r°'°' I s y I °^° ° a 2 _ ° i N Iii , 2: -�gliiAA gil g1 2 Pmin=10.00 psf(Sec. 6.1.4.2, p9 21) GCp =external pressure coefficient. Walls see table below. (Fig. 6-11, page 55-58) Roof e.t• Roof a>r- Effective Area (fe) I Zone 1 zone 2 1 Zone 3 1 Zone 4 1 Zone 5 GC • GCp GC - GC GC - GCp GC - GCp GC - GC Com 20 0.44 -0.87 0.44 -1.55 0.44 -2.42 0.95 -1.05 0.95 -1.29 Comp. & Cladding Pressure ( psf) Zone 1 I Zone 2 Zone 3 Zone 4 1 Zone 5 Positive Negative I Positive I Negative Positive Negative Positive Negative tive Posie Ne aliv 10.00 .14.03 10.00 -23.11 10.00 -34.74 15.06 -16.39 15.06 19.69 CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPROVED FON CON RUCTION DATE�03 CONI 14 CLItNT: Kel lResi fence StYllCtllYlrl EIZQIIZeeYIfZQ SHEET: SUBJECT: F;o JOB N0: 13oSg6 DESIGN BY: R(A . DATE: 5-12 S l,P hla/l ov► redline s ; SW ' L _ 5 0 v Cf x Z U = 6$0 Ib 131, ) USC Shear Panot Sit 47t Wall , oil arr'AO -) 5-7.7 i6 U S 77 Ib ShPo;, Panel Tygo----------------- l __--_ SAeov mll oh 50,dhfne ©. ; (sw f,3 000 16 x 1' _ y2 3 16 um, sw IS xq x. CITY OF LA QUINTA BI.1ILDING & SAFETY DEPT. APPROVED FOR CO STR CTION • • • Reza PROJECT: SIN#1. t, a a" rPAGE: R CLIENT: Kelly Reslden ,: k DESIGN BY: A ASgilal'pOUPJOB NO.: 1346 DATE 3/t12/2013 REVIEW BY: A.,. INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdia, WIND = " jt1;36 r pB,forwind Vdla, SEISMIC = .;"-3+1'2px- plf,for seismic GRAVITY LOADS ON THE ROOF: wDL = y y27'`, plf,for dead load wLL = 0,i d plf,for live load DIMENSIONS: LW= El ft , h = 'f' 8. ft L =ft , ho=0 ft PANEL GRADE (0 or 1) = <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = '44c. in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d) k" 9 8d SPECIFIC GRAVITY OF FRAMING MEMBERS d:'54 EDGE STUD SECTION 2 pes, b = 2 in, h = =in SPECIES (1 = DFL, 2 = SP) M DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4. 5, or 6) t4, '• No.2 STORY OPTION (11 =ground level, 2=upper level) 1 " ground level shear wall Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS @ 6 In O.C. BOUNDARY & ALL EDGES / 121n O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD-DOWN FORCES: TL= 1.06 k , TR= 1.06 k DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2 - 2" x 4" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.34 In (USE PHD2-SDS3 SIMPSON HOLD-DOWN) ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.8 < 3.5 - " . [Satisfactory] DETERMINE REQUIRED CAPACITY , A = 136 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC Tahla 2306 4 1 Panel Grade L Min. Penetration in Min. Thickness in Blocked Nail Spacing Boundary & All Edges W Sheathing and Single -Floor 8d 11/2 H F T, ---------- ve _a Right 1238 0.9 TR = 922 h Tp Lw THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS @ 6 In O.C. BOUNDARY & ALL EDGES / 121n O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD-DOWN FORCES: TL= 1.06 k , TR= 1.06 k DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2 - 2" x 4" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.34 In (USE PHD2-SDS3 SIMPSON HOLD-DOWN) ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.8 < 3.5 - " . [Satisfactory] DETERMINE REQUIRED CAPACITY , A = 136 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC Tahla 2306 4 1 Panel Grade Common Nail Min. Penetration in Min. Thickness in Blocked Nail Spacing Boundary & All Edges ti 1 =13 2 Sheathing and Single -Floor 8d 11/2 3/8 220 1 320 1 410 1 530 (vote: I ne malcawa snear numbers nave reaucea Dy specitic gravity tactor per IBC note a. DETERMINE DRAG STRUT FORCE: F = (L -L.) MAX( vdla, WIND. 00dia, SEISMIC) = 0.00 k (Slo = 1 ) (Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THF Hoo r)_r1r)WN Fr)RRFC- (TL & TR values should Include upper level UPLIFT forces if applicab CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 9 0 — O Rerdu g + OShear + ONpi! slip + ACMrd splice slip. - 8Vbh + vbh + 0.75hen + hap = 0.344 in, ASD < EALW Gt LW $xe,anowabte, Aso = 0.386 in Where: v, = 136 plf, , ASD Lw = 5 ft E —1-7E+06–psi®[Salts actory 0512.8 A= 16.50 in` h = 9 ft G= 0'+0"tl4op'siOF U ,IN I= 1 t= 0.221 in ea = 0.001 In da = s.15 n E_ Ta a 1 & ab 11.5 BUILDING & SIna 0.0 AP P R0VEOD-05 Tab 12 12-1) CHECK EDGE STUD CAPACITY FOR CONSTRCTION Pmax = 0.98 kips, (this value should Include upper level DOWNWARD loads if applicable),, [u F = 1350 psi Co = 1.60 Cp = 0.19 DATE I'" 1a' E = 1600 ksi CF = 1.15 F,= 478 psi f = [Satisfactory] N vdla Of) Wall Seismic at mid -story (Ibs) Overturning Moments (ft -lbs) Resisting Safety Net Uplift Moments ft -lbs Factors (lbs) Holddown SIMPSON SEISMIC 120 72 5724 Left 1238 0.9 T,= 922 O Right 1238 0.9 TR = 922 WIND 136 6120 Left 1238 2/3 TL= 1059 p`v Q Right 1238 2/3 TR = 1059 (TL & TR values should Include upper level UPLIFT forces if applicab CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 9 0 — O Rerdu g + OShear + ONpi! slip + ACMrd splice slip. - 8Vbh + vbh + 0.75hen + hap = 0.344 in, ASD < EALW Gt LW $xe,anowabte, Aso = 0.386 in Where: v, = 136 plf, , ASD Lw = 5 ft E —1-7E+06–psi®[Salts actory 0512.8 A= 16.50 in` h = 9 ft G= 0'+0"tl4op'siOF U ,IN I= 1 t= 0.221 in ea = 0.001 In da = s.15 n E_ Ta a 1 & ab 11.5 BUILDING & SIna 0.0 AP P R0VEOD-05 Tab 12 12-1) CHECK EDGE STUD CAPACITY FOR CONSTRCTION Pmax = 0.98 kips, (this value should Include upper level DOWNWARD loads if applicable),, [u F = 1350 psi Co = 1.60 Cp = 0.19 DATE I'" 1a' E = 1600 ksi CF = 1.15 F,= 478 psi f = [Satisfactory] N Reza PROJECT: ��S��W��#�2,3�, t ' PAGE: As har OUr CLIENT: Kelly,Residelc-e �'�'�' rq• i, �!` �� DESIGN BY: RA, JOB N0.: 13054'8• DATE: 3iz/zoi3 REVIEW BY: - — ;Shear�WaII�D:es INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdla, WIND=Ift piffor windWoi Vdia, SEISMIC =plf,for seismicGRAVITY LOADS ON.THE ROOF: WDA =pif,fordead load Wuu =plf,for live load hp DIMENSIONS: Lw = 5; ft , h =It F. PANEL GRADE ( 0 or 1) = 1' <= Sheathing and Single -Floor L 7 h MINIMUM NOMINAL PANEL THICKNESS = Kiln, in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 8d SPECIFIC GRAVITY OF FRAMING MEMBERS EDGE STUD SECTION 2 pca' b =h = 4 in. M L v: •T` T" SPECIES (1 = DFL, 2 = SP) 9 DOUGLAS FIR -LARCH GRADE (1, 2, 3, 4, 5, or 6) '. 4 No. 2 I j - Lw L STORY OPTION (1=ground level, 2=upper level) 1• ground level shear wall -` • THE SHEAR WALL DESIGN IS ADEQUATE. DESIGN SUMMARY - BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, > , 5/8 in DIA. x 10 In LONG ANCHOR BOLTS 48 in O.C. HOLD-DOWN FORCES:' TL = 0.27 k. TR = ,-0.27 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: - F = , 0.00 'k EDGE STUD: 2 - 2" x 4". DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT. • ' SHEAR WALL DEFLECTION: A = } 0.33 in „ ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO r L/ B 1.8 < ' 3.b [Satisfactory] , DETERMINE REQUIRED CAPACITY vb = 116, plf, ( 1' Side Diaphragm Required, the Max. Nail Spacing = - 6 in) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. DETERMINE DRAG STRUT FORCE: F = (L -Lw) MAX(vdla,wlND novdia, SEISMIC) ,.= 0.00. k (no = 1 ) (Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005; Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. :THE HOLD-DOWN FORCES: -(TL &7R values should Include upper level UPLIFT forces if applicable) CHECK SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) t 8vbh3 veh hda - 0-Akleding+Shear+�ONail slip+OClnid splice slip — -f--+.0.%Shen+— - _ ,0.332 in, ASD , < ' EAL„ ' Gt L,�, • - _ Sxe,allowable, ASD = 0.386 in Where: V,)--". 116 plf, , ASD Lw = • 5 ft E = 1.7E+06 psi (Satisfactory] (ASCE 7-05 12.8.6) A= ' 16.50 in` -h = 9 ft v -G° 9:0E+0* -psi Cqq",� � 1= 1 -,t= 0.221 in an = 0.001 in da =moi Oe15(! i� �,(a �fi05 agafk2-1 & Tab 11.5-1) 'BUILDING & SAF C� (A.�cE7Ro�5ia 12.12 -1) ROVE®. CHECK EDGE STUD CAPACITY - FOR CON RUCTION Pmax = 1.37 kips, (this value should Include upper level DOWNWARD loads if applicablla Fe = 1350 psi CD = 1.60 CP = O.1 9 �I f A = 0. n2 E= 1600 ' ksi CF= . 1.15 Fe 47j6 Dp I _ 3o-psl— ~� e. •'° [_ `' [Satisfacto / Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary - vola (plf) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs Resisting Safety Net Uplift Moments ft -lbs Factors (IIIs Holddown SIMPSON SEISMIC 118. • 72 1 5544 &All Edges y0 Right 4725 0.9 TR = 258 Nail in in 6'- 4 3 2 Sheathing and Single -Floor - Bd 1 1/2 3/8 220 '- 320 410 530 - vola (plf) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs Resisting Safety Net Uplift Moments ft -lbs Factors (IIIs Holddown SIMPSON SEISMIC 118. • 72 1 5544 Left 4725 0.9 T = 258 y0 Right 4725 0.9 TR = 258 WIND 100 4500 Left 4725 2/3 T�= 270 Q`t' Q.r Right 4725 2/3 T = - 270 G SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Kelly Residence Wall Name: SW#3 t Application: Garage Front Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete ' * Alternate Basic or Basic Load combination * ASD Design Shear = 423 lbs Selected Strong -Wall® Panel Solution: • Actual Shear & DriftDistribution: Actual Allowable Actual / -I Actual Drift Model End Total Axial Actual Model Type W H T Sill Anchor Load Uplift 0.15 0.47 (in) (in) (in) Anchor Bolts (lbs) (lbs) SW18x9 Wood 18 105.25 3.5 2- 5/8" 2 - 7/8" 500 3242 Ib • Actual Shear & DriftDistribution: 1-SW18x9 is OK. Notes: - Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). - The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong - Wall® shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. Disclaimer: " It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. - CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED • FOR CONS RUCTION 'DATE y 1L Page 1' of 3 Actual Allowable Actual / -I Actual Drift Model Shear Shear Allow Drift Limit (lbs) (lbs) Shear (in) .(in) SW18x9 423 •<. 1040 OK 0.41 0.15 0.47 1-SW18x9 is OK. Notes: - Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). - The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong - Wall® shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. Disclaimer: " It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. - CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED • FOR CONS RUCTION 'DATE y 1L Page 1' of 3 " + - Y ' ' ' ^tom ; , • ' 's Y •' , a ► _s . 4 o, t '} y r KLA` ?`+. s c .' ' i xSIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 nf '5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com ' . ' •' ' . u. - r .. of s: _ - Y` .,. - - • Job Name: Kelly Residence -Wall Name: SW#3. b. '' , - '„ - •, .,. - .. #, . Application: Garage Front " r Design Criteria: . * Slab on grade - Garage curb * 2009 International Bldg Code. * Seismic R=6,5 * 2500 psi concrete F _ . • ' - Anchor Solution Details: 13/411 • - ; F • - . -• , - `. _ . h— r Step-down end - _ _ Corner . ,' •_I , ' ,„ r , Slab not _ 6 •' < > ( I shown 111/x, ,.,, • ' i for clarity max e,v eae l C•ao °, •, r , :,Qs . ,4. :5•dfs .e • aA , I • ' s.. ' °r ° a Y l - 4, min - •..' : a • 3 16" min: Slab 'Garage Curb- Perspective View,".,.'. .f Y Phan View= f a 1 ;% T Dimensions (in.) Allowable Tension Loads (Ibs.) l F ! Model I Anchor Bolt Curb Width Diameter Length Min. Embed. (le) -Ste End —II 9 (• -down p Corner SW18x9 • I SSTB28 I 6 I 0.875 ( 29.875 I 24.875 I 8475 I .. 10395 Notes: .. 1. Anchor design based on ICC -ES ESR -2611. ' 4 +' 2. Seismic indicates Seismic Design Category C through F. Detached one-- and two-family dwellings in'SDC C may use wind anchorage solutions. r 3. Midwall loads apply when anchor is 1.5 le or greater from the end.,For bolts acting in tension simultaneously, -the -minim bolt center -to -center spacing is 3 le. I ..A QUiNTA 4. Footing dimensions are for anchorage only. Foundation design -(size and reinforcememt)by Designer. BLfl1_D!NG & SAFETY DEPT: FOR CONST UCTION - a ►. Page of 3 -' `- DATE s SIMPSON STRONG -TIE COMPANY INC. (800) 999-5099 a • 5956 W. Las Positas Blvd.,. Pleasanton, CA 94588. ` www.strongtie.com • . ,' ` • < ,1,4• 1 R -,W j .moi„ ' ,F y• • - - Job Name: Kelly Residence + _ .,. *• Wall Name: SVV#3 _ W , ..,, r • " . . Application: Garage Front 4 ' -• "r Design'Criteria: - t qK'' 4 'a:; J *. Slab on grade - Garage curb * 2009 International Bldg Code *. Seismic R=6.5- * 2500 psi concrete Anchor Solution Details: j • ; < • - - n z. - _ _ ... y tis- - , ,SWAB7/8 - r 4 ° Curb/stemwall edge and ' surrounding foundation 5'.7. • 37/e'-► Simpson Strong -Wall not shown for clarity Ha-- — — ' -- ---- — ---- c r _ 1 1h W yW . 5' Min. — , x. •I : 1 Ell ,h W Min. W ,h W Min. _' 2 W. S = Wall Length minus 73/0 '/2 W. Section at Curb/Stemwall "• f y ,Curb/Stemwall Footing Plan r' { `; r Anchor Solution Assuming Cracked Concrete Design: ,.'"Anchor Solution Assuming Uncracked Concrete Design: Model - W de Anchor Bolt r. . . i SW18x9 29 10 SWAB7/8 Notes: 1. Anchor Design conforms to ACI'318 Appendix D assuming, ASTM A307 or ASTMF1554, Gnade 36 anchor rods and no supplementary. reinforcement. _ .. 2. Seismic indicates Seismic Design Category C through F. Detached one- and two family-d\vellings-in-SBS'Cy-may-use—wir - anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Sect+on D 3 3:4f O` ' LA QUI NTA . 3. Footing dimensions are for anchorage only. Foundation -design. (size and, reinforcement) by Designer. 4. SWAB7/8 anchor bolt available in'18", 24", 30" or 36" length. Minimum length equi ei r -I ll`+(d'e% 5j5A- 1fi►riiriirtiGmPT' •length exceeds 36" --Use SWAB7/8x18 with CNW7/8 coupler nut and 7/8" A36 all threaad extens'i6n`.0V E D r ' A FOR CONS RUCTION; Page 3 of 3 t. 15ATE - Model. W de _< <' Anchor Bolt ~ •SW18x9: .. 25 , 9 `` SWAB7/8 Notes: 1. Anchor Design conforms to ACI'318 Appendix D assuming, ASTM A307 or ASTMF1554, Gnade 36 anchor rods and no supplementary. reinforcement. _ .. 2. Seismic indicates Seismic Design Category C through F. Detached one- and two family-d\vellings-in-SBS'Cy-may-use—wir - anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Sect+on D 3 3:4f O` ' LA QUI NTA . 3. Footing dimensions are for anchorage only. Foundation -design. (size and, reinforcement) by Designer. 4. SWAB7/8 anchor bolt available in'18", 24", 30" or 36" length. Minimum length equi ei r -I ll`+(d'e% 5j5A- 1fi►riiriirtiGmPT' •length exceeds 36" --Use SWAB7/8x18 with CNW7/8 coupler nut and 7/8" A36 all threaad extens'i6n`.0V E D r ' A FOR CONS RUCTION; Page 3 of 3 t. 15ATE jk s _ s y . • x . y, . rl_ uy Reza PROJECT GaB #al. '"` 'r . TPAGE i • • r W-2, CLIENT elly Resitlence2'DESIGN BY,: R AAsgharpour, JOB NO 1DAT`REVIEW BY,.. fA, tin jDA91 nrdf 1Shear Wa"111Ba'sedlion_AfCl 31'.8=05 f INPUT DATA F Pr ,. WALL LENGTH `Lw Q WALL HEIGHT ^ 'y ,>,4 h = 9 ft. .Y ~t c y F WALL THICKNESS } t =6 in + ; M ,3 FOOTING LENGTH L 4d5 It P il5 ft f't hx { - w Y: FOOTING WIDTH " B = :, 2:5 ft ~ t FOOTING THICKNESS" T= w1,8 .` in P ., FOOTING EMBEDMENT DEPTH D = f ALLOWABLE SOIL PRESSURE qa = 1 ;5 r ksf t " DEAD LOAD AT TOP WALL' '' Pr,DL = 0;5 kips LIVE LOAD AT TOP WALL Pr,LL = ' 0.3 kips + ' L 1 L w TOP LOAD LOCATION ' a = WALL SELF WEIGHT ' Pw = ` 0;1 Y kips LATERAL LOAD TYPE (0=wind,1=seismic) 1, 1 seismic SEISMIC LOADS AT.TOP (E/1.4, ASD) F= 0 6, kips THE FOOTING DESIGN IS ADEQUATE.' . t td ft -kips. CONCRETE STRENGTH + fo = 25 ksl, - t REBAR YIELD STRESS fy = 60.E ksf : r` '„ ' y c t• TOP BARS, LONGITUDINAL 3 6 # S "' BOTTOM BARS, LONGITUDINAL 3 # BOTTOM BARS,. TRANSVERSE # @ y/ 12 in o c. x<< _= Not Required, - _ r .. . •,' ,.fit ANALYSIS - : _ • , " r` CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) F = MR / Mo = '11.22 . - >' 1.4 x 0.75 / 0.9 , for seismic (Satisfactory] of, - Where P f - + 2.446675 kips (footing self weight) • Mo = F (h + D) + M = 6 ft -kips (overturning moment) MR = (Pr,DL) (Li + a) + Pf (0.5 L) + Pw (1-1 + 0.51_w) _ 7 • .'ft -kips (resisting moment without live load) , CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 1.6875 kips (soil weight In footing size) k,°- - w i xf P = (Pr,DL + Pr,L0 + Pw + (Pf - Ps) = 1.66 kips (total vertical net load) . - + A ' MR = (Pr,DL + Pr LL) ((; + a) + Pf (0.5 L) + Pw (1-1 + 0.5Lw) _ ,7+ ft -kips (resisting moment with live load) e = 0.5 L.- (MR - Mo) / P = 1.15 ft (eccentrlcity from middle of footing) f. ` T r ", 3.• , .0 sy • .Y for °e5— r • i 9 mAx =. r BL r' 6 L i 2P, H L , _ ', 0.40 ksf < 4/3q • for e>— ' 3B(0.5L—e)' ( r e y ' (Satisfactory), Where a= 1.15 ft, > (L / 6) CHECK FOOTING CAPACITY (STRENGTH DESIGN) Mu,R = 1.2 (Pr,DL (L, + a) + Pf (0.5 L) + Pw (L, + 0.5LW)1 + 0,5 Pr, LL(L, + a) _ . ' 8. ft -kips ' [ i Mu,o = 1.4 (F(h + D) + M) _ ; 8 ' . - ft -kips . • Ps= J.2(Pr,DL+Pf+Pw) +O.SPr, ll=, .4 kips., YR e -O.SL- M M /P - u- ( u,R' u,o) u- 2.07 'ft ,r ! Y, PL — \. a.' BUILD{ P SAFETY DEPT. J L = P;A,, P r !/ ED ' ` for e 5 ' ( , Ci I' 9 ..mAx = BL ' . 6 = t 5.71 ksf 3 . 2pLj {for e„> - el.) y )' 6 i DALE— _ u,nox r, _ • i BENDING MOMENT & SHEAR AT EACH FOOTING SECTION '- (cont'd) Section 0 1110 L 2/10 L 3/10 L 4110 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 0.45 0.90 1.35 1.80 2.25 2.70 3.15 3.60 4.05 4.50 Pu,w (klf) 0.0 0.0 0.0 0.0 13.2 0.6 12.0 0.0 0.0 0.0 0.0 , M,,, (ft -k) 0 0 0 0 -1 4 -7 .9 -9 9 ' -16• Vu.w (kips) 0 0 0 0 .5 .8 -6 -1 -1 .1 -1 Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 r 0.3 0.3 0.3 Mu,f (ft -k) 0- 0 0 -1 .1 : -2 -2 -3 4 -5 7. Vu,f (kips) 0 .0 1 1 1 1 -2 -2 _• -2 .3 .3 qu (ks0 -5.7 -0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , Mum (ft -k) 0 1 3 4 6 8 10 11 13 15 - 16 Vu,q (kips) 0 4 4 4 4 4 4 4 4 4 4 £ Mu (ft -k) 0 1 2 4 4 2 0 .1 0 0 0 £ Vu (kips) 0 3 3 3 .3 -6 -4 1 1 0 0 6 4 2 0 -2 5 0 -5 -10 Location • Mu,max d (in) PregD PprovD Vu,max ' $Vc = 2 b d (fc' )os Top Longitudinal -1 ft -k 14.69 0.0000 0.0021 6 kips 37 kips Bottom Longitudinal 4 ft -k 14.69 0.0018 0.0021 6 kips 37 kips Bottom Transverse 0 ft -k / ft 14.08 0.0000 0.0000_ 0 kips / ft 14 / ft kips f M 0.85 1- 1- - z l - Where 0.383bdfc J p- P min ' 0.0018 - r 0.85Q, f eu Phmx = = 0.0129 [Satisfactory] .fy su+st CIT`T/ OF LA QUINTA BUILDING & SAFETY DEPT. .kPP 0 V Ej FOR CONS RUCTION DATE 14 vt '►L ea ZZ H-2 A 59fyJ 1 U09f7U fAti ; 77570 Springfield Lane, Suite "D" Telephone: (760) 360-9998 Palm Desert, CA 92211 Fax: (760) 360-9903 Cell: (760) 808-9146 FREESTANDING ' MASONRY FIREPLACE x. FOF LA QUINTA IIDNG & SAFETY DEPT. APPROVED F;&3 CONS UCTION DATE CLIENT: Kelly RPsi en(e RA Structural En ineerin SHEET:. SUBJECT: Flvfplcte JOB N0: 13os'y6 DESIGN BY: , }; DATE:. s/2 gh 3 La iP c l Coad &a l s(l w SPiSmiC %r_ W, 4 WZ R W) = i-7 33 ( 3' 1 125 pcf +. (7,33' W - P,sfs wT 3J yn9 I b +,,6A lll i9_' Sy Ib 3b- 1✓ - 8 !b Seism► overv 5 3')(2,33') x z = ly 2 I H q -3 e = ( x I,s S t l 5-7 . F to Ib C1TY ®F- LA QUIlNTA av✓ ' ),-710 BUILDING &SAFETY DEPT. APPS VED FO CONSTRUCT/ON DATE A B • -n GjO 1 11\Lr L/ VL 1 1` .` vi U) .~ SCALE: S ®n ; m- s 50o Reza PROJECTSsmlcFrep ilace ' r PAGE As har fur: . CLIENT Kelly`Residence p ^DESIGN BY R_g p JOB N0.: `1.30546 r DATE: 5/23,0133 " ` REVIEW W:It - Seismi Anal`slsgBased on118:6(06/CBC;07k, E ui."vale`nt`L aferaNFocelP.rocediire''gA$CE«7=05r 12J8 - - ` INPUT -DATA' DESIGN SUMMARY "j 3t,11. . { Typical floor height ^h-= : 8 ft' Total base shear Typical floor weight wx =• 12 k r V = 0.40 W. (SD) _ * 5 k, (So) Number of floors n = 1 _ '` 0.29 W; (ASD) _ 3 k, (ASD) Importance factor (ASCE 11.5.1)` I = 1 (ieC Tab.1604.`s), Seismic design category Building location 1 `Zip Code 92'253, Latitude: .ti % *X33882 y" Site class (A, B, C, D. E, F); D (If no soil report, -use D) 'Longitude: 116.284 The coefficient (ASCE Tab 12.8-2) C, = 0,02, SS = ,150.000 °i°g Sm, _ 1.500 s g , : Fe = • 1.000 ' • ,, The coefflcient(ASCE Tab. 12.2.1)' R - ',,Z5 '' S1 _ 60.000E °hg , Sm, _ O.soo g , F, _ `.1.500 %sr= 1.000 g . Soi '- 0.600 g • . ho = 8.0 " ft k w 1 00` (ASCE 12.8.3, pg 130) , > X!= 0.75 (ASCE Tab 12.8-2) } T W - = 12 , k Ewxhk = 96 Ta = Ct (hn)X = 0.10+. Sec, (ASCE 12.8.2.1) }"' ^ .f VERTICAL DISTRIBUTION OF LATERAL FORCES - Level Level Floor to floor Height Weight + Lateral force 0 each level. Diaphragm force No. Name Height hx wx wxhxkC],x Fx Vx •0. M.- EF, EW,:Fpx ft ft k k k " k -ft ' t k' k k 1 Roof, 8.0 1 96 - 1.000 4.8. 1 4.8 " 12 5 4.8 Ground 0.0. . : . , - :38 ,F 3 lip )•,• !Ai. '' L f « Y .A i, "- ' may.. n 1!. • e r e NTA -LA QUINTA { BUILD ING•&-SAFETY DEPT. APPROVED -" ICTION FOR ON CONS f •_DATE Imo" r , Reza PROJECTSsmlcFrep ilace ' r PAGE As har fur: . CLIENT Kelly`Residence p ^DESIGN BY R_g p JOB N0.: `1.30546 r DATE: 5/23,0133 " ` REVIEW W:It - Seismi Anal`slsgBased on118:6(06/CBC;07k, E ui."vale`nt`L aferaNFocelP.rocediire''gA$CE«7=05r 12J8 - - ` INPUT -DATA' DESIGN SUMMARY "j 3t,11. . { Typical floor height ^h-= : 8 ft' Total base shear Typical floor weight wx =• 12 k r V = 0.40 W. (SD) _ * 5 k, (So) Number of floors n = 1 _ '` 0.29 W; (ASD) _ 3 k, (ASD) Importance factor (ASCE 11.5.1)` I = 1 (ieC Tab.1604.`s), Seismic design category Building location 1 `Zip Code 92'253, Latitude: .ti % *X33882 y" Site class (A, B, C, D. E, F); D (If no soil report, -use D) 'Longitude: 116.284 The coefficient (ASCE Tab 12.8-2) C, = 0,02, SS = ,150.000 °i°g Sm, _ 1.500 s g , : Fe = • 1.000 ' • ,, The coefflcient(ASCE Tab. 12.2.1)' R - ',,Z5 '' S1 _ 60.000E °hg , Sm, _ O.soo g , F, _ `.1.500 %sr= 1.000 g . Soi '- 0.600 g • . ho = 8.0 " ft k w 1 00` (ASCE 12.8.3, pg 130) , > X!= 0.75 (ASCE Tab 12.8-2) } T W - = 12 , k Ewxhk = 96 Ta = Ct (hn)X = 0.10+. Sec, (ASCE 12.8.2.1) }"' ^ .f VERTICAL DISTRIBUTION OF LATERAL FORCES - Level Level Floor to floor Height Weight + Lateral force 0 each level. Diaphragm force No. Name Height hx wx wxhxkC],x Fx Vx •0. M.- EF, EW,:Fpx ft ft k k k " k -ft ' t k' k k 1 Roof, 8.0 1 96 - 1.000 4.8. 1 4.8 " 12 5 4.8 Ground 0.0. . : . , - :38 ,F 3 lip )•,• !Ai. '' L f « Y .A i, "- ' may.. n 1!. • e r e NTA -LA QUINTA { BUILD ING•&-SAFETY DEPT. APPROVED -" ICTION FOR ON CONS f •_DATE Imo" 011 • • Reza PROJECT Wlnd-Frr'''J` place w , " PAGE: * •, wrLti' x : tir y . CLIENT Kell Iy tResldence j r ri '4 a '',* DESIGN BY : R A "`.` As har our - k g p JOB NO.. 130546' ,f : DATE : 05/23/1'3 REVIEW BY : R.At!. ..,: INPUT DATA Cf Pr Exposure category (B, C or D) _ C Importance factor, pg 73, (0.87, toor 1.15) 1 = 1•.00 Category II . '-,. Basic wind speed (3 sec. gust wind) V _ 90, ,, mph Topographic factor (Sec.6.5.7.2, pg 26 & 45) Kn = i . "Flat Height of top h •1 ft Vertical dimension (for wall, s = h) s ft Horizontal dimension B ""`10 ft Dimension of return corner Lr 2.67°:r ft DESIGN SUMMARY M = F (h - 0.5s) for sign, F (0.55h) for wall = 6.44 ft -kips Max horizontal wind pressure T = = p = Max total horizontal force at centroid of base where: G = gust effect factor. (Sec. 6.5.8, page 26). F = Max bending moment at centroid of base Cf = net force coefficient. (Fig. 6-20, page 73) M = Max torsion at centroid of base As = B s T = B J llI W°U ,•5°CA ^dnq SAIL ° FrTes o L N I - T pr°und S ,toce M , "■■rr - 23 psf 1.71 kips 7.53 ft -kips 2.93 ft -kips ANALYSIS Cf Pr Velocity pressure FI Ml qh = 0.00256 Kh K,.t Kd V 2 1 = 14.98 psf (ft) * , where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) (ft) (kips) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.85 Ka = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of top = 8.00 ft Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20) 10.0 p = qh G Cf = = 18 psf 16 F = p As = 1.46 kips -0.98 M = F (h - 0.5s) for sign, F (0.55h) for wall = 6.44 ft -kips T = = 0.00 ft -kips 7,53 where: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.85 Cf = net force coefficient. (Fig. 6-20, page 73) 1.44 As = B s = 80.0 ft, Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) _ p = Case A 18 psf F = Case A = 1.46 kips M = Case A = 6.44 ft -kips T = 0.2 F B = 2.93 ft -kips Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20) p= qh G Cf Balance s s s s F=ZpAs M = E [ F (h - 0.5s) for sign, F (0.55h) for wall ] T=ETs Wind Ilk Distance Cf Pr Asl FI Ml TI (ft) (Fig.6-20) (psf) (ft) (kips) (ft -kips) (ft -kips),. 8.0 1.800 23 64 ' 1.47 6.45 1.47 10.0 1._200 15 16 0.24 1.08 -0.98 E 1.71 7,53 0.49 CITY i CSF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONiRRUCTION <==Case C r DATE 3 of Fig. 6-20 LE PAGE: DESIGN BY: REVIEW BY: BOTTOM LAYER BOTTOM BARS • # 44 @ O.C. THE DESIGN IS ADEQUATE. BOTTOM LAYER TOP BARS # 4= @ t. 8 ; O.C. with -i" 25 In. bottom concrete cover • (75% total bottom bars to middle strip & 25% to column strip suggested, if column strip & middle strip used.) ANALYSIS • wr = 150 pcf, (ACI 318-05 8.5.1) Ea = we"'a 33 f 's = 3031 ksi, (ACI 318-05 8.5.1) to = ( le 11,)"3 t = (0.25 Io / I,)"' t = (0.25)"3 t = 0.63 t= 2.5 in, for Slab only (ACI 318-05 9.5.3.4 & 10.11.1) 5.0 in, for Slab & Drop Panel Joint Du Ru Number in Bending M 1" 2 3 4 5 N kips 1 Reza 0.67 2 PROJECT: Slab Design As har our CLIENT KellyAsiddrince t , , ij-'30i46=4" 7 .F JOB NO.. DATE : 5/23/20134,'} _ 10 T wo'1Na i',SI"abjD`e`si-mlBased ontiAC11,318,=O'bGusin ;FtriltelElementyMethoil`_ INPUT DATA & DESIGN SUMMARY 5 0 CONCRETE STRENGTH 6 0.00 fc _ ' "2i'.5 ksi L 0.00 REBAR YIELD STRESS 8 0.00 fy = , 40 ksi o 0.00 COLUMN SPACING EACH WAY e 0.00 L = 2/6 T, ft 11 0.01 B = 5 33 ft 2 0.01 SLAB THICKNESS 13 0.01 t =f= - ,4, :. in 14 0.01 BENDING DROP PANEL THK. (1.3 ft x 2.7 ft) o 0.01 m "drop = `}2',5 . in m 0.00 PUNCHING CAP THICKNESS Bottom Layer Top Bars 0.00 twp = •0 in 18 0.00 COLUMN SIZE (SHORT EDGE) 19 0.00 C= in Layer Bars 0.00 DEAD LOAD & SELF WT tEochway, Typical 0 DL = . 130' ••'> psf ll Columns 0.00 LIVE LOAD. 23 0.00 LL = 20' - psf 24 0.00 TOP BARS AT COLUMNS EACH WAY 25 0 1 # @ . 6 = O.C. y x 1.8 ft. long, with 1'.75 in. cover (All top bars to column strip suggested, if column strip & middle strip used.) PAGE: DESIGN BY: REVIEW BY: BOTTOM LAYER BOTTOM BARS • # 44 @ O.C. THE DESIGN IS ADEQUATE. BOTTOM LAYER TOP BARS # 4= @ t. 8 ; O.C. with -i" 25 In. bottom concrete cover • (75% total bottom bars to middle strip & 25% to column strip suggested, if column strip & middle strip used.) ANALYSIS • wr = 150 pcf, (ACI 318-05 8.5.1) Ea = we"'a 33 f 's = 3031 ksi, (ACI 318-05 8.5.1) to = ( le 11,)"3 t = (0.25 Io / I,)"' t = (0.25)"3 t = 0.63 t= 2.5 in, for Slab only (ACI 318-05 9.5.3.4 & 10.11.1) 5.0 in, for Slab & Drop Panel Joint Du Ru Number in Bending M 1" 2 3 4 5 N kips 1 0 0.67 2 0.00 7 3 0.00 10 4 0.00 5 0 0.67 6 0.00 7 0.00 11 8 0.00 14 9 0.00 10 0.00 11 0.01 12 0.01 13 0.01 16 14 0.01 19 15 0.01 16 0.00 12-13 0.0 17 0.00 18 0.00 19 0.00 23 20 0.00 21 0 0.67 22 0.00 23 0.00 24 0.00 25 0 0.67 U .. Section ft-k/ft 1-2 0.1 2-3 0.0 6 7 8 9 10 1 - 6 0.1 6-11 0.0 11 12 • 13 14 15 3-8 0.0 " 8-13 -0.1 11 - 12 0.0 16 17 18 19 20 12-13 0.0 21 22 23 24 25 HECK FLEXURE CAPACITY Mu.Too = Max( Mu.1-2 Mu, -6 ) = 0.1 Mu,Bat,eot = Min( Mu,8-13 , Mu,12.13) = 0.1 Mu,Bot,Top = Max( Mu,8.13 , Mu,12.13) = 0.0 DETERMINE FACTORED LOAD (ACI 318-05 9.2.1) wu= 1.2 DL+1.6LL=. 0.188 ksf DETERMINE FLEXURE CAPACITY (ACI 318-05 7.12.2.1, 10.2, 10.5.1) Top Bar Bot. Layer Bot. Bot. Layer Tol 1 # 4 @ 6" o.c. 4.@.8'oc. 4'-` O'_8" z. d (in) 4"00 -y-- - X2.5$ _IO Aa(inZ/ft) 0.40yy 1 11 ®',`3 -A QU 0 As, min (in2/ft) 0.24- IL®ING49SAFETY D 09T. a (in) 0.63 ;02' E .47 Mn (ft-k/ft)' 4.4 O RNTRUCTIOVi'1ft-k/ft < Mn= 4.419 8 t' actory) ft-k/ft < Wn = DA'25 tis ft-k/ft < Mn m- h6 [Satisfactorvl • 0 (cont'd) CHECK LIVE LOAD DEFLECTION (ACI 318-05 Table 9.5b) AL = Au,Max LL / (1.2 DL + 1.6 LL) = 0.00 in < L 1360 = 0.18 in - [Satisfactory) CHECK LONG-TERM DEFLECTION (ACI 318.05 9.5.2.5) A3DL. L = Du,Max (3DL + LL) / (1.2 DL + 1.6 LL) _ -.0.01 in < L / 180 = 0.36; in x [Satisfactory) CHECK COLUMN PUNCHING CAPACITY (ACI 318-05 11.12.1.2, 11.12.6, & 13.5.3.2) P„ = 4 Ru,max = 2.7 kips ' (See Punching.xls Software for More Information.) On=(2+y)0fcAp 28.80kips > Pu [Satisfactory) where = 0.75 (ACI 318-05, Section 9.3.2.3) ac= 1.00 d = 4.0 In ' bo = 4c+4d= 48.0 in AP bo d = 192.0 int Y= MIN(2, 4/po 40d/bo) 2.0 ' -Reza PROJECT: N'WMII ; " PAGE As har our CLIENT: Kelly Re5i en_ce DESIGN BY : WA ,'I g p JOB NO.: 130546 ' DATE: 5/24/2oa13 REVIEW BY: Mason_y` b 4Ae Wall(Desi;gn 13a4 Cff (CBC200;7 Chapter INPUT DATA & DESIGN SUMMARY` SPECIAL INSPECTION (0=N0, 1=YES) * 0 No, (reduced fm'. by 0.5)':3 g in. M . ' = •R _ TYPE OF MASONRY (1=CMU; 2=BRICK) 1 CMU- _ V. MASONRY STRENGTH fm = 1,.5,1 ksi . REBAR YIELD STRESS ' . f , = 40' ksi ' ' ALLOWABLE INCREASING ? (IBC/CBC'1605.3.2) Is J.. SEISMIC PERFORMANCE CATEGORY D Seismic D;. C Ash' (C,D,E, O=WIND, 5=GRAVITY) N > f N SERVICE AXIAL LOADP k a ; ¢ - Q SERVICE SHEAR LOAD 'v = 48 k SERVICE MOMENT LOAD M . = r , A ft-k. - VICP THICKNESS OF WALL t . _ • 8i in LENGTH OF WALL' 1w = 53.3 ft lW` EFFECTIVE HEIGHT of WALL hw = 87 ft VERT. REINF. AT EACH END (As) 2 # 4 _> DIST. FR BAR'S CENT. TO END ; "a = 4s in ' WALL HORIZ. REINF. (Ash) 1 # f '4 @ 1,6 in o.c. WALL VERT. REINF. (Asp,) _- . ^1 # , ' 4: ' @ °'1;6 in o.c. RHE WALL DESIGN IS ADEQUATE.] ANALYSIS REINF. AREA AT EACH END^ As = 0.40 int ' MODULAR RATIO n-,= 21.48 GROSS WALL AREA Ap... X512 int REINFORCEMENT RATIO p ' _• 0.0009 EFFECTIVE LENGTH OF WALL' ' d = 60 in ALLOWABLE STRESS FACTOR SF • EFFECTIVE THICKNESS OF WALL bW = 7.63 in r ' •REQD MIN. HORIZ. REINF. "Ash,min' ,= 0.113 in'/ft MASONRY ELASTICITY MODULUS. Em = 1350- ksi' 3 Ssh,max = 21 In STEEL ELASTICITY MODULUS , Es = 29000 ksi REQD MIN. VERT. REINF. 'Awmin 0.113 in'/ft .µ 21, in THE ALLOWABLE STRESS DUE TO FLEXURE IS, THE ALLOWABLE REINF. STRESS DUE TO FLEXURE IS Fa = (SF) (0.33 f,;,) _ „" 0.330 ;ksi . Fa = (1.33 or 1.0)24' or 20) _ 26;67 ksi THE TOTAL AXIAL FORCE ACTING AT BOTTOM IS Y THE TOTAL MOMENT ACTING AT BOTTOM 1S i PT = P+ wall weight) _ X4.4 kips h} MT= M.+Vhw = ' ; 38.40 ft-kips THE NEUTRAL AXIS DEPTH FACTOR IS THE SHEAR STRESS IN MASONRY IS k =F2pn7+(p y = pn" =• ,o,1e _V 10 psi bwl w ; CHECK FLEXURAL & AXIAL CAPACITY 180 4 f -+ _ T. T,; Tea Toa i . - Tam I R 160 140 120 ' I• sra Pm (k) 100 ® • " Cid I LA 60 r F+OR (yRA F3.I4 `r EPT. 40 D 20 - I'OR O14S CTION_ -0 20 40 60 80 100 120 140 _ - T , R r Mm (ft -k) . w 1 e .J a • • THE CODE SEC. 2.3.2.2.1,:PERMITS COMPRESSION FORCES TO BE RESISTED BY COMPRESSION REINFORCEMENT ONLY IF THE LATERAL SUPPORT REQUIREMENTS OF CODE SEC. 2.1.6.5 ARE MET. SINCE ITIS VIRTUALLY IMPOSSIBLE TO MEET THESE PROVISIONS IN WALLS, THE CONTRIBUTION OF REINFORCING STEEL TO COMPRESSIVE FORCE MUST BE NEGLECTED. THE MAXIMUM DESIGN AXIAL LOAD STRENGTH IS Pm = t Lw SF (fm',/ 3) = 168.8544 kips. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH IS 0 ft -kips. THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE WALL CRACKED BUT STEEL STRESS ZERO ARE 106 kips AND 105 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE MASONRY AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES AS Em = Fb / Em and Es = Fs / Es. THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 80 kips AND 114 ft -kips. . SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. Pm (kips) Mm (ft -kips) AT AXIAL LOAD ONLY - 169 0 AT LARGE AXIAL LOAD = 137 69 AT 0 % TENSION = 106 105 AT 25 % TENSION 98 110 AT 50 % TENSION = 91 113 AT BALANCED STRAIN CONDITION = 80' 114 AT SMALL AXIAL LOAD = 20 86 AT FLEXURE ONLY _ i 0 68 THE DESIGN FORCES P & M ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM.'FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD P IS Mm = 76 ft -kips. > M [Satisfactory] CHECK SHEAR CAPACITY THE ALLOWABLE SHEAR STRESS IS GIVEN BY (SF)MIN [' 3(4- T) fm , (80-4VdT)1 .for.. -<1.0 rJ Vd Fv, without ralnl. _ - (SF)MIN( .f,n 35) . for dT ? • • (cont'd) CHECK MAXIMUM REINFORCEMENT PERCENTAGE (CBC 07,2107A.8): n f ,,, _ Amax = — 0.0084 > p = 0.0009 [Satisfactory] 2f n+f' « fm Technical References: 1. "Masonry Designers' Guide, Third Edition" (MDG -3), The Masonry Society, 2001. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. Rezansv ..- . PROJECT: Shear WaII (Traerse;) PAGE CLIENT: Kelly Residence' 'Y + ." A DESIGN BY: R. Asgharpour JOB NO.: 113 5:46' DATE : 5/241201[3 REVIEW BY Masor ry Shea WaI.IITDesign Base'deo'n CBC)200 Chao 6r A m INPUT DATA & DESIGN SUMMARY SPECIAL INSPECTION (0=N0, 1=YES) 0 t No, (reduced fm' by 0.5) • a (S 8 ln) ". M , TYPE OF MASONRY (1=CMU, 2=BRICK) - 1 CMU -r- - • ; V _ i MASONRY STRENGTH jmC 1451 ksi , 1, REBAR YIELD STRESS y fY = * -40 ksi v ALLOWABLE INCREASING 9 (IBC/CBC 1605.3.2) Yes SEISMIC PERFORMANCE CATEGORY D Seismic D (C,D,E, O=WIND, 5=GRAVITY) SERVICE AXIAL LOAD P ;0.53 k E w SERVICE SHEAR LOAD V = 2;4 k SERVICE MOMENT LOAD M = 0 ft-k v' -- THICKNESS OF WALL t = 8 in s, LENGTH OF WALL 1w = 2!6,7 ft L w ' - EFFECTIVE HEIGHT of WALL' hw _ _ 8 ft ' VERT. REINF. AT EACH END (A.) 2 # 4 => DIST: FR BAR'S CENT. TO END a = r4', '' in WALL HORIZ. REINF. (AB,) 1 # 4' @ 1D in o.c. WALL VERT. REINF. (kj 1 #4, @ 1'0 in o.c, RHE WALL DESIGN IS ADEQUATE.] ANALYSIS REINF. AREA AT EACH END A8 = 0.40 int MODULAR RATIO n = 21.48 GROSS WALL AREA Aa = 256 int REINFORCEMENT. RATIO p . _ •,0.0019 , EFFECTIVE LENGTH OF WALL d 28 'in ALLOWABLE STRESS FACTOR SF 0.667 EFFECTIVE THICKNESS OF WALL b,, 7.63 in REQD MIN. HORIZ. REINF. Aeh,„;,, 0.225 int/ft MASONRY ELASTICITY MODULUS Em = 1350 ksi. • , Ssh.mex = 11 in STEEL ELASTICITY MODULUS Eg = 29000 ksi REQD MIN. VERT. REINF. • Aev,min = 0.225 int/ft 4 ? Ssv.max = 11 in THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF. STRESS DUE TO FLEXURE IS Fa = (SF)(0.33 f m) = 0.330 ksi Fs =(1.33 'or 1.0)(24 or 20) = 26.67 ksi THE TOTAL AXIAL FORCE ACTING AT BOTTOM IS ., •THE TOTAL MOMENT ACTING AT BOTTOM IS p,• = p+ (wall' weight)'= a_. -5' Akips : Mr = M +Vh,,,,= 19.20 ft-kips THE NEUTRAL AXIS DEPTH FACTOR IS THE SHEAR STRESS IN MASONRYJS , k 2pn + ( pn)2 — pn = 0.25 f = V = 10 psi r Y bw1w. CHECK FLEXURAL & AXIAL CAPACITY T;, Te: T> Tam I K 80 14 70 60 I Pm (k) 50 40 - BUILDING I& SAFE- DEPT. FORCE D,fAGIY AVE 20FOR GN RUCK N Ln 10 0 0 5 10 15 20 - 25 30 35 'Mm (ft-k) + f t Y THE CODE SEC. 2.3.2.2.1 PERMITS COMPRESSION FORCES TO BE RESISTED BY COMPRESSION REINFORCEMENT,` • ONLY IF THE LATERAL SUPPORT REQUIREMENTS OF CODE SEC. 2.1.6.5 ARE MET. SINCE IT IS VIRTUALLY IMPOSSIBLE , TO MEET THESE PROVISIONS IN WALLS, THE CONTRIBUTION OF REINFORCING STEEL TO COMPRESSIVE FORCE MUST BE NEGLECTED. • • THE MAXIMUM DESIGN AXIAL LOAD STRENGTH IS Pm = t Lw SF (fm'/ 3) = 84.5856kips. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH IS 0 ft -kips. • . THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE WALL CRACKED BUT STEEL STRESS ZERO ARE 49 kips AND 27 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE MASONRY AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES AS Em = Fb / Em and Es = Fs / Es. THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 37 kips AND 29 ft -kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN'IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. Pm (kips) , Mm (ft -kips) AT•AXIAL LOAD ONLY THE CODE SEC. 2.3.2.2.1 PERMITS COMPRESSION FORCES TO BE RESISTED BY COMPRESSION REINFORCEMENT,` • ONLY IF THE LATERAL SUPPORT REQUIREMENTS OF CODE SEC. 2.1.6.5 ARE MET. SINCE IT IS VIRTUALLY IMPOSSIBLE , TO MEET THESE PROVISIONS IN WALLS, THE CONTRIBUTION OF REINFORCING STEEL TO COMPRESSIVE FORCE MUST BE NEGLECTED. • • THE MAXIMUM DESIGN AXIAL LOAD STRENGTH IS Pm = t Lw SF (fm'/ 3) = 84.5856kips. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH IS 0 ft -kips. • . THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE WALL CRACKED BUT STEEL STRESS ZERO ARE 49 kips AND 27 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE MASONRY AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES AS Em = Fb / Em and Es = Fs / Es. THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 37 kips AND 29 ft -kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN'IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. CHECK SHEAR CAPACITY THE ALLOWABLE SHEAR STRESS IS GIVEN BY (SF) AT' l3 4 - dT I f ,,, 180 - 4 Vd T )] dT l \ for — < 1 A' `. Fv. without relnf. _ (SF) MIN fn, 35) forT z1.0Vd = 23.33 ,psi > 1,5 f„ [Satisfactory] (factor 1.5 from IBC 2106.5.1) (SF)A1uNr2C4- dT I f,;, 1120'-45MT)J for T<1.0 Vd Fv, max. _ ` / (SF) mN(1.5 f ,,, " 75) for T 21 0 Vd CITY O • L.A Q INTA 38.73 psi > f„ [Satisfactory] BUILDING & APP SAFETY p—DEPT. ;HECK THE MINIMUM AREA OF SHEAR REINFORCEMENT REQUIRED FOR CPN UCTION y 1.5 F 0.06 inZ / ft < S° = 0.24 int / ft (Noajjr ' req . DATE B Pm (kips) , Mm (ft -kips) AT•AXIAL LOAD ONLY = 85 0 AT LARGE AXIAL LOAD _ 67 19 AT 0 % TENSION = 49 27 AT 25 % TENSION = 46 28 AT 50 % TENSION = 42 29 AT BALANCED STRAIN CONDITION = 37 29 AT SMALL AXIAL LOAD = 10 • 24 AT FLEXURE ONLY = 0 21 THE DESIGN FORCES P & M ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD P IS Mm = 23 ft -kips. > M [Satisfactory] ,t CHECK SHEAR CAPACITY THE ALLOWABLE SHEAR STRESS IS GIVEN BY (SF) AT' l3 4 - dT I f ,,, 180 - 4 Vd T )] dT l \ for — < 1 A' `. Fv. without relnf. _ (SF) MIN fn, 35) forT z1.0Vd = 23.33 ,psi > 1,5 f„ [Satisfactory] (factor 1.5 from IBC 2106.5.1) (SF)A1uNr2C4- dT I f,;, 1120'-45MT)J for T<1.0 Vd Fv, max. _ ` / (SF) mN(1.5 f ,,, " 75) for T 21 0 Vd CITY O • L.A Q INTA 38.73 psi > f„ [Satisfactory] BUILDING & APP SAFETY p—DEPT. ;HECK THE MINIMUM AREA OF SHEAR REINFORCEMENT REQUIRED FOR CPN UCTION y 1.5 F 0.06 inZ / ft < S° = 0.24 int / ft (Noajjr ' req . DATE B (cont'd) CHECK MAXIMUM REINFORCEMENT PERCENTAGE (CBC 07,2107A.8):, Amax = n f"` = 0.0084 > p = 0.0019 :' [Satisfactory] 2f. n+f'' J Y f, F Technical References: 1. "Masonry Designers' Guide, Third Edition" (MDG -3), The Masonry Society, 2001. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. • 0 • Reza PROJECT FreestandingEireplacezFboting(Lorigltudfnal) PAGE S alai OU i CLIENT KellyResiden e ti N DESIGN BY R'A g p JOB NO.. 130`5.464 DATE: 5/23h20 1`3 _ REVIEW BY R:/A ,_` 1 INPUT DATA COLUMN WIDTH c, = sJ20; in COLUMN DEPTH cl = 32,. In BASE PLATE WIDTH br = 120 in BASE PLATE DEPTH b2 = ; 32; In FOOTING CONCRETE STRENGTI fc, = v ?'5) ksl REBAR YIELD STRESS Fy = :, - 0 ° . ksi AXIAL DEAD LOAD POL = : 5.2= k AXIAL LIVE LOAD PLL Pu = 11 k LATERAL LOAD (O=WIND, 1=SEISMIC)_. Mu = 16 SeismIC,SD SEISMIC AXIAL LOAD PLAT = Ofiy; k, SO eu = 1.5 ft, fr cl ftg 8 SEISMIC MOMENT LOAD MLAT = !1 5 ' ft -k, SD SEISMIC SHEAR LOAD VLAT = t!48Y"'. k, SD SURCHARGE % = 0,'1 ;, ksf SOIL WEIGHT ws = "10.11j': kcf FOOTING EMBEDMENT DEPTH Of = <2 °, it FOOTING THICKNESS T = :K 1'6,; in ALLOW SOIL PRESSURE QB =;."05'}, ksf FOOTING WIDTH B, = 11':8T-- ft B2 = 1Y83 r ft FOOTING LENGTH L, = d5 5 '' it L2 --'If51T ` ft REINFORCING SIZE # i_ . L THE FOOTING DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF., TOP LONGITUDINAL REINF:, BOT, TRANSVERSE REINF., BOT. el B = 3.66 ft L = 11.00 ft T = 15 in 1#4 4.#4@12 ino.c. 8#4@18 ino.c. i 1 C a v m 1 b, 1 m 1 1 ANALYSIS DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.3.2 & ACI 318-05 SEC.9.2.1) CASE 1: DL + LL P = 12 kips 1.2 DL + 1.6 LL Pu = 14 kips M = 0 ft -kips Mu = 0 ft -kips e = 0.0 ft, fr cl fig eu = 0.0 it, fr cl ftg CASE 2: DL + LL + E / 1.4 P = 12 kips 1.2 DL + 1.0 LL + 1.0 E Pu = 14 kips M = 14 ft -kips Mu = 16 ft -kips V = 3 kips Vu = 5 kips e = 1.2 ft, fr cl ftg eu = 1.1 it, fr cl ftg CASE 3: 0.9 DL + E / 1.4 P = 11 kips 0.9 DL + 1.0 E Pu = 11 kips M = 14 ft -kips Mu = 16 ft -kips V = 3 kips Vu = 5 kips e = 1.3 ft, fr cl ftg eu = 1.5 ft, fr cl ftg CHECK OVERTURNING FACTOR (IBC 061605.2.1, 1801.2.1, & ASCE 7-0512.13.4) MR/MO = 5.8 > F = 0.75 / 0.9 = 0.83 1 [Satisfactory] Where Mo = MLAT + VLAT T - PLATL2 = 22 k -ft P ftg = (0.15 kcf) T B L = 7.55 k, footing weight Psoll = ws (Or - T) B L = 3.32 k, soil weight MR = PeLL2 + 0.5 (Pftg + P$oO) L = 126 k -ft FOR REVERSED LATERAL LOADS, MR / Mo = 4.9 > F = 0.75 / (0.9x1.4) [Satisfactory] Where Mo = MLAT + VLAT Of - PLATLI = 25 k -ft CITY OF LA Q U Y 1 \ TA MR= PoLLI+0.5(Pftg+PsoO)L= 126 k -ft BUILDING & SAFETY DEPT. CHECK SLIDING (IBC 08 1806.1) E Qt ` C3PJ RUCTION' 1.5 (VLat, asD) = 5.1429 kips < µEW = 7.82 kips at s c ry Where ' 9= 0.4 J h Ecs J • • C/1r1TIKlr_ RAM= KIT p. CLJCA0 AT 1 nkl1 ITI IMIKI AI --k- - - ^A- n Section 0. 0.25 L, 0.50 L, 0.75 L, COIL COIR 0.25 L2 0.50 LZ 0.75 Lz L Xu (ft, dist. from left of footing) 0 1.38 2.75 4.13 0.50 10.50 6.88 8.25 9.63 11.00, Mu,col (ft -k) 0 0 0 0 0 -50.2 2.1 -17.8 -37.6 -57.4 Vu,col (k) 0 0.0 0.0 0.0 0.0 14.4 14.4 14.4 14.4 14.4 Pu,surch (klf) 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 Mu,surch (ft -k) 0 -0.3 -1.4 -3.1 0.0' -20.2 -8.6 -12.5 -17.0 -22.1 Vu,surch (k) 0 0.5 1.0 1.5 0.2 3.8 2.5 3.0 3.5 4.0 Pu,ttg & fiu (klf) 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 Mu,ftg & fill (ft -k) 0 -1.1 -4.5 -10.1 -0.1 -65.4 -28.0 -40.4 -54.9 -71.7 Vu,ttg & rill (k) 0 1.6 3.3 4.9 0.6 12.5 8.2 9.8 11.4 •13.0 qu,soll (ksf) 0.49 0.56 0.63 0.71 0.51 1.05 0.86 0.93 1.00 1.08 Mu,soil (ft -k) 0 1.8 7.4 17.4 0.2 136.0 52.7 78.9 111.6 151.2 Vu.soo (k) 0 -2.6' -5.6 -9.0 -0.9 -29.5 -16.9 -21.4 -26.2 -31.5 E Mu (ft -k) 0 . 0.3 1.5 4.2 0.0 0.3 18.1 8.4 2.2 0 E Vu (kips) 0 -0.5 -1.4 -2.6 -0.1 1.2 8.2 5.8 3.1 0 POnTIKIr2 KAr1KACKIT 2- CLJCAG AT 1 ^Kll-M IMIKIAI cenTln Kln rnri nwe-r w Section 0 0.25 L, 0.50 L, 0.75 L, COIL COIR 0.25 L2 0.50 L2 0.75 L2 L Xu (ft, dist, from left of footing) 0 1.38 2.75 4.13 0.50 10.50 6.88 8.25 9.63 11.00 Mu.wl (ft•k) 0 0 0 0 0 -32.2 7.0 -7.9 -22.7 -37.6 Vu,col (k) 0 0.0 0.0 0.0 0.0 10.8 ' 10.8 10.8 10.8 10.8 Pu,surch (klf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,surch (ft -k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,sur,h (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu.ftg & fill NO 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Mu,ftg & fill (ft -k) 0 -0.8 -3.4 -7.6 -0.1 49.0' -21.0 -30.3 41.2 -53.8 Vu,ftg & rill (k) 0 1.2 2.4 3.7 0.4 9.3 6.1 7.3 _ 8.6 9.8 qu,soil (ksf) 0.22 0.29 0.36 0.44 0.24 0.78 0.59 0.66 0.73 0.81 Mu,soll (ft -k) 0 0.8 3.7 9.0 0.1 81.4 29.3 45.2 65.8 91.4 Vu,soll (k) 0 -1.3 -2.9 -4.9 -0.4 -19.1 -10.1 -13.2 -16.7 -20.6 E Mu (ft•k) 0 0.0 0.3 1.4 0.0 0.3 15.3 7.1 1.9 0 E Vu (kips) 0 0.0 -0.5 1 -1.3 1 0.0 1 1.0 1 6.8 1 4.9 1 2.7 1 0 rlFfur.Im FI FXI IRF Location Mu max d (in) Pmin Preqo Pmax $max use . PprovD Top Longitudinal 0.0 ft -k 12.75 0.0000 0.0000 0.0194 no limit 1#4 0 Bottom Longitudinal 18.1 ft -k 11.75 0.0013 0.0010 0.0194 18 4 # 4 @ 12 in o.c. .0016Bottom Transverse 1 ft -k / ft 11.50 0.0003 0.0002 0.0194 18 8 # 4 18 in o.c. .0011 CUC!-1e c1 Cv1 IOC CUCAM Direction Vu,max 0Vc = 2 0 b d (f,')0-5 check Vu < 0 Vc Longitudinal 8.2 k 39 k [Satisfactory] Transverse 0.5 k / ft 10 k / ft[Satisfactory] nRr Add psl)r ya o w - 'Q'n24.c6 CK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) Pu - R 0.5yvMubl vu(psi) AP + J AP=2(b1+b2)d 1 J=I I 1+(6 12+3I( 11 y 1+3 Al R=Pubb l JJ A f -BL Af . [Satisfactory] Ovc(Ps/)=0(2+Y)fC Y=MIN 2,4.40 1 syn b0= 'd aG1J(0.5 1+`0!5'b +U b,,2-= U i\! ! !'i BUIL©{NG 1& SArv tr . - r -+w r-% -'%% B M M Case Pu Mu b, b2 bo Yv ac Y A A APR -,o nRr Add psl)r ya o w - 'Q'n24.c6 1 14.4 0.0 131.5 43.5 2.4 0.5 3.0 1.3 40. a 28.0 -I 1 .2' 20.4 0.0 2 14.4 15.9 131.5 43.5 2.4 0.5 3.0 1.3 40.3 28.0 0.4 0.1 3 10.8 15.9 131.5 43.5 2.4 0.5 3.0 1.3 40.3! 28.0 0 0.4 gQp A c. where 0 = 0.75 (ACI 318.05, Section 9.3.2.3) (coned) • Reza PROJECT F eestan d ng Flr_eplacel Footing(T'ansverse) PAGE e a ' ; As har CLIENT Kelly Resld_enn R DESIGN BY RRX 9 p OUB JOB NO.. 1T30546' DATE 5723/,2013r REVIEW' Ec @C nt Ic Footin ,es,i` n`1BaSed n ACld'3 1s8'"0"5`" " • " • - '" ° -= • INPUT DATA DESIGN SUMMARY ' - COLUMN WIDTH c, _ 32 in FOOTING WIDTH .= ;..3 B T.= '=11.00 _ ft COLUMN DEPTH f C2 _ ;1.20 in FOOTING LENGTH y r 74%71! " 'L' _ ' 3.68 ft BASE PLATE WIDTH b, = 32 In FOOTING THICKNESS , " `' ' T f. _ , 15. in ' BASE PLATE DEPTH • b2 = 120 in LONGITUDINAL REINF., TOP _' ` i:`1 # 4 • FOOTING CONCRETE STRENGTI fc' • = 2^5 ksi LONGITUDINAL REINF., BOT 8 # 4 @ 18 in o.c. REBAR YIELD STRESS fy , = 40 ksi TRANSVERSE REINF., BOT. ,. `}' 4 # 4 @ 12 in o.c. " AXIAL DEAD LOAD, Poi = 1-2: k AXIAL LIVE LOAD PLL =Oti : k `M LATERAL LOAD (O=WIND, 1=SEISMIC) = 1. Seismic,SD • , / " SEISMIC AXIAL LOAD PEAT = 0 k, SD SEISMIC MOMENT LOAD MUT ' = 7 92. ft -k, SD ' V d o SEISMIC SHEAR LOAD VT= t 2;43 k, SD . co°!' i i H" ` SURCHARGE qs = 0':1' ksi SOIL WEIGHT, ws = 0`1>7. kct - ~ ' ` r L2 - Lt , FOOTING EMBEDMENT DEPTH Df' _ sT, ft FOOTING THICKNESS T = 15 r In C1 ALLOW SOIL PRESSURE Qa = 1;;5 ksf - + °' FOOTING WIDTH Bf __ 5'5: ft I Bz = ft m r fi FOOTING LENGTH , ; . Lr . = ,1 83 ft bb 1-2 = 1:83, ft • ' m REINFORCING SIZE # ` 4; • '- ' THE FOOTING DESIGN IS ADEQUATE. j l ' L r' ANALYSIS i DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1505.3.2 & ACI 318-05 SEC.9.2.1), r CASE 1: DL + LL P 12 kips 1.2 DL + 1.8 LL Pu = 14 kips M = 0 ft -kips. Mu = 0 ft -kips ! e = 0.0 ft, fr cl ftg eu = 0.0 ft, fr cl ftg CASE 2: DL + LL + / 1.4 P _ E 12 kips 1.2 DL +.1.0 LL + 1.0 E Pu = .14t kips . M = 7 'ft-klps Mu =- 8 s ft -kips • V' = 2 kipsVu _ 2 kips ' e = ` 0.6 'ft, frclftg' eu = -0.6 'ft,frclftg CASE 3: 0.9 DC, E / 11.4-* P = 11 kips 0.9 DL + 1.0 E Pu = • 11 kips M =_ 7 ft -kips X Mu _ 8 ft -kips V = 2 kips Vu = 2 kips. e = 0.6 ft, fr cl fig " eu = . 0.7 ft, fr cl ftg . CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4), MR / Mo = 3;8 > F = 0.75 / 0.9 = 0.83 ,., [Satisfactory] •, , ' ' Where Mo = Mur + VuT T- PuTL2 = - 11 k -ft' 4 Pftg = (0.15 kcf) T B L = . 7.55 k, footing weight ..-v •.x. ' , Psog = ws (Df - T) B L = 3.32 r k, soil weight, - MR = PoLL2 + 0.5 (Pftg +Psog) L =- 42 k -ft i FOR REVERSED LATERAL LOADS,j + _ ` _ a ` ' ^ . f MR/Mo = 3.3 > -F=0.75/(0.9x1.4), - [Satisfactory] Where Mo = Mur + Vur Dr - PuTit = 13 k -ft •• • , MR= -P + 0.5 (Pftg + Psoil) L = 42 k -ft - q ^ 'CIV iOF ! ' 1 V 1 /`1 .0LLj ' & SAFETY DEPT. --BUILDING CHECK SLIDING (IBC 06 1808.1), = V P Oe E D "',kips 1.5 (V at, ASO) ,,= 2.5714 kips < µEW • ' .. 7:82 ; ^ (at factory] _ CyI TR ION = F9 Where µ= 0.4 ^ . . ^ .DATE t '. rir ,• - - _, rr' ' : - `." _: • r'' . to oil$ • C. • .0 CnnTIAIr- "MAPKIT R SWCAR AT I Mir.'M I111MAI SF(.TInWS IMP (.CSF 9 Section 0 0.25 L, 0.50 L, 0.75 L, COIL COIR 0.25 L2 0.50 L2 0.75 L2 . L Xu (ft, dist. from left of footing) 0 0.46 0.92 1.37 0.50 3.16 2.29 2.75 3.20 3.66 Mu,col (ft -k) 0 0 0 0 0 -8.3 4.3 -2.3 -8.8 -15.4 Vu.col (k) 0 0.0 ' 0.0 0.0 0.0 14.4 14.4 14.4 14.4 14.4 Pu,5urch (kit) 1.10 1.10 1.10 ' 1.10 1.10 1.10 1.10 1.10 1.10 1.10• Mu,surch (ft -k) 0 -0.1 -0.5 -1.0 -0.1 -5.5 -2.9 -4.1 -5.6 -7.4 Vu,surch (k) 0 0.5 1.0 1.5 0.5 3.5 2.5 3.0 3.5 4.0 Pu,ftg a nn (klf) 3.56 3.58 3.56 3.56 3.56 3.56 3.56 3.56 3.56 3.56 - Mu,ftg g fin (ft -k) 0 -0.4 -1.5 •3.4 -0.4 -17.8 -9.3 -13.4 -18.3 ' -23.9 Vu,ftg a fill (k) 0 1.6 3.3 4.9 1.8 11.3 8.2 9.8 11.4 13.0 Qu,soll (ksf) 0.34 0.45 0.56 0.67 0.46 1.11 0.89 1.00 1.12 1.23 Mu,soll (ft -k) 0 0.4 1.9 4.6 0.5 32.6 15.0 23.2 33.6 46.7 Vu,soil (k) 0 -2.0 -4.5 -7.6 -2.2 -25.1 -15.5 -20.2 -25.6 -31.5 E Mu (ft -k) 0 -0.1 -0.1 0.3, -0.1 1.0 7.2 3.4 0.9 0 E Vu (kips) 0 0.2 0.2 -1.2 0.1 4.1 9.6 7.0 3.8 0 9:nnT1Mr_ nnnnAPHT A S47CAR AT I nur'_ITI I11IAIA1 CC(.TInMQ CAR (.ASC R Section 0 0..25 L, 0.50 L, 0.75 L, COIL COIR 0.25 L2 0.50 L2 0.75 L2 L Xu (ft, dist. from left of footing) 0 0.46 0.92 1.37 0.50 3.16 2.29 2.75 3.20 3.66 Mu,col (ft -k) 0 0 0 0 0 -3.5 6.0 1.0 -3.9 -8.8 Vu,col (k) 0 0.0 0.0 0.0 0.0 10.8 10.8 10.8 10.8 10.8 Pu,surch (klf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,surch (ft -k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu,ftg s fill (klf) 2.67 2.67 2.67 2.67 2.67 , 2.67 2.67 2.67 2.67 2.67 Mu,ftg a fill (ft -k) 0 -0.3 -1.1 -2.5 -0.3 -13.4 -7.0 -10.1 -13.7 -17.9 Vu,ftg a rill (k) 0 1.2 2.4 3.7 1.3 8.5 6.1 7.3 8.6 9.8 Qu,soil (ksf) 0.07 0.18 0.29 0.40 0.19 0.84 0.62 0.73 0.84 0.96 Mu,soil (ft -k) 0 0.1 0.6 1.8 0.1 17.8 7.2 12.0 18.4 26.7' Vu,soil (k) ,0 -0.6 -1.8 -3.5 -0.7 -15.7 -8.7 -12.1 -16.1 -20.6 E Mu (ft -k) 0 -0.2 -0.5 -0.7 -0.2 0.9 6.2 2.9 0.8 0 E Vu (kips) 0 0.6 0.7 0.1 0.6 3.6 8.2 6.1 3.3 0 nGcir,m m FYI IRC Location Mu,max d (in) , Pmin Prep ' Pmax smex use P rovD P Top Longitudinal -0.7 ft -k 12.75 0.0000 0.0000 0.0194 no limit 1 # 4 0.0001 Bottom Longitudinal 7.2 ft -k 11.75 0.0002 0.0001 0.0194 18 8 # 4 @ 18 in o.c. 0.0010 Bottom Transverse - 5 ft -k7 ft 11.50 0.0015 0.0011 0.0194 18 4 # 4 12 in o.c. 0.0016 [Satisfactory] !`u Cr -Le cI CV1 lac CUCAO Direction Vu.max Vc = 2 0 b d (f )a s check Vu < 0 Vc Longitudinal 9.6 k 116 k [Satisfactory] Transverse 3.4 k / ft 10 k / ft[Satisfactory] v-0vc'N CHECK PUNCHING SHEAR (ACI 318-05 SEC. 15.5.2, 11.12.1.2, 11.12.6, 813.5.3.2) - R M y vu(Psi)=Pu + 0.5 ry ubt AP=2(bt+b2)d AP ,7 1 vc(PSi)= 2+Y jc J=l 6 )[I +(b 1+a(bl ry11+3 2 y'=MIN\2Qc40O11 ) J] R = Pub b' A f = BL b y = b = 0 Af CIS ®F Le Q&N R CC n.PT. Case Pu Mu b, b2 bo ry pc Y Ar m tR ° r _J wu,tPsil v-0vc'N 1 14.4 0.0 43.5 131.5 2.4 0.3 3.0 1.3 40.3 28.0 0 0 120.6 j4ft..-2,Jj1-77kk,1 1. I t77 , 124.6 3 10.8 7.9 43.5 131.5 2.4 0.3 3.0 1.3 40.3 28.0 j 0 where = 0.75 (ACI 318-05, Section 9.3.2.3) lei P [Satisfactory] (cont'd) Reza PROJECT,; • ,,, - MasonMR AQT Asgharpour ' - CLIENT: Kelly, R'esce DESIGN BY JOB NO.: 1'30546 DATE : 5n313' •' REVIEW BY. M M m 010571 In-Basedl oln AC1530=0,'5' k - oln Bea .. :ti :;g: .,a , s INPUT DATA & DESIGN SUMMARY'tc SPECIAL INSPECTION (0=N0, 1=YES) 0 No, (reduced fm' by?0`5) tr ti M TYPE OF MASONRY (1=CMU, 2=BRICK) 1 CMU, } y MASONRY STRENGTH fm = 1.5, ksi,, REBAR YIELD STRESS, , .' fy 4Q u ksi , • j ` . ` ALLOWABLE INCREASING 7 (IBC/CBC 1605.3.2). Yes t _ SERVICE SHEAR LOAD - V = ►18 k . + •. SERVICE MOMENT LOAD '-M = 4p05 ft -k WIDTH b = 8;' in r is/n ' ~' EFFECTIVE DEPTH d,. . % = 21 in , * • - CLEAR SPAN Lc = 4;5 ' ft LOAD TYPE (1 =SEISMIC, O=WIND, 5=GRAVITY) 1 Seismic [THE BEAM DESIGN IS ADEQUATE.] VERTICAL REINF. : 1.'' # 4 TENSION REINFORCEMENT ANALYSIS ALLOWABLE STRESS FACTOR SF 0.667 • _` , ALLOWABLE REINF. STRESS - (1.33 or 1.0) F, " = 26.6667 ksi '' " • ` ALLOWABLE MASONRY STRESS - Fb=(SF)(0.33f, ). 0.33 ksi MASONRY ELASTICITY MODULUS _ , E,n: _ —1350 ksi, (Seo. 1.8.2.2.1) STEEL ELASTICITY MODULUS ES _ 29000 ksi - ' '. ,,y i' c ,'•S L •' ` : M1 EFFECTIVE WIDTH ,by • 7.63 in. r [Satisfactory, Lc,< 32 bw] r t MODULAR RATIO ' _ -n=-• = 21.48 TENSION REINFORCEMENT RATIO, p 0.002 THE NEUTRAL AXIS DEPTH FACTOR IS : r THE LEVER -ARM FACTOR IS , p p . pn 0.27s la j —'1— = 0.907 i THE TENSILE STRESS IN REINFORCEMENT DUE TO FLEXURE IS ~_ ti , ." - •. , 1• - ; f : — A d - 6.377 ksi, < F, • - [SATISFACTORY] i• THE COMPRESSIVE({ STRESS IN THE EXTREME FIBER DUE TO FLEXURE IS e - 2M. -4. \.'' _ „'w -• • irk '' j ,, b =. 2 0.11 ksi < Fb ,[SATISFACTORY]; THE SHEAR STRESS IN MASONRYIS'` +> ,rte' X . SF MIN50) — '25. 82 1 11 psi [SATISFACTORY] Ci) r (sec. 2.3.5.2.1) _ < Fv — 'SF)' '(3. f», yj'_ 51 )-- NW-A6,,'pwAF[g' DEPT CHECK THE MINIMUM AREA OF SHEAR REINFORCEMENT REQUIRED,.. — f'R " FO V® V _ { 0.04' in'/ ft < . `4 ' Av'= z CON RUCTION: 0.15 in / ft (No she f ei re) F sd s DATE f .. . ' , I ✓ a . '. :r # +' v'6:2 ,c.k.Y•'.• tiF ^ .v , ... ✓ 's.. •. a ..-a , +." l ; . 14 ♦ }' Building Materials, and y Construction Services IM b 45491 Golf Center Parkway, Indio, CA,+ 92203 Telephone: (760) 347-3332' ` Fax: (760) 347-0202 - •l7 t t RE 4 r EIVE AUG,0 6.2013 • , .< _ , °a • : - i . ♦ :. q ;: , M1' DFS • ` ,1: +` . ' LA QUINTA ;. commuNITY DEVELOP 4 j MENT TY -QUIN, UN TA g'^/ y AFETY' DEPT, t .. rF• . •'-` r, KellAdc)itioAOR CONST U TION s _ 7-12-241-3 BY I 1 V yy F SA Ads T _,P I,TR, ".F. r;, U TT - , c REV 1 -'—EQ ND REURMIT ` :fi.t ; v LD ❑ - ❑ 'RE3cCTED ❑ Ft R --si :3. AS CORRECTED Correct :ens or comrnaentq t:_nue on the shop draw- ings e?zlrirlg t!ss re,w: dc -not relieve cor_t!2ctorotn COB2u?iar3.CG withtho regaiie.xaent5 ofthet1I G.'ir1aS and s,;. Ili{ Lror.. • •_tIS hecn is cnly far re•-l .v of general cijl:-()rra?nce wit r tl e c' si ;n celrce o the prO,eCt Fir'1 Cbi?erdj co j 'tc.1ce x `ii l %i':.0 iS given Ir: te_- contract 'o:::. re :Is. 7I e cc i`r 1_:':tr IS r responsible for ec_i,;r rl; .. _ n- ?_r, t.GL t..^ lilie ; ww dimelsio S; sc! ct r= F;;1,, k,: c v: - Ycb.-liques .of CCI't viii -_ -,I; Wuxi: t _:.. 't<3t of ':f "r let" trades; ci-a i work in a safe satLs a t ry i manner. _ r3' Date Vii. 5113 . oo- o- I- o O Q) . M • O 0) O O O O J W 00 ¢ Ow O z0 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Kelly_Addition Fax 9161676-1909 Kelly Addition The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40071374 thru R40071375 • My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSUTPI I section 6.3 These truss designs rely on lumber values established by others.. Q OFESS/p^, SOON Fy LU C 074486 CC * EXP. 12-31-13 July 12,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component ferany-partieal responsibility of the building designer, per ANSUTPI 1. CITY OF LA' O U I N A BUILDING &SAFETY DEPT.- APPRVE® FOR C NST UCTI DATE Q Job Truss Truss Type Qty Ply Kelly Addition Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 840071374 KELLY_ADDITION A01 GABLE 2 1 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 Job Rate (optional 8.3.8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = 3.00 12 may ,v u uw r r 'a;-:ev curs rage t I D: rsueY5duNzl SDZQ7H43Mefz2ShV-fKO8nuT64bn FdCZH MVj UwN8Ax05J DcW_xD6yz4Jm 16-7-0 8-3-8 Scale = 1:28.4 20 5 21 6 3x4 16 15 14 13 12 11 10 3x4 5x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 601b FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 OF No.1&Btr G OTHERS 2x4 OF Stud G ' BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-11-7 oc puffins Rigid ceiling directly applied or 5-3-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-7-0. (lb) - Max Horz 1=-22(LC 19) Max Uplift All uplift 100 Ib or less at-joint(s) 16, 10 except 1=-482(LC 12), 9=-484(LC 15), 15=-195(LC 30), 11=-194(LC 37) Max Grav All reactions 250 lb or less at joint(s) 15, 11 except 1=644(LC 11), 9=644(LC 10), 13=266(LC 42), 14=306(LC 41), 16=522(LC 30), 12=306(LC 43),10=522(LC 37) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. *TOP CHORD 1-17=-1771/1733,2-17=-1282/1296,2-18=-861/848, 3-18=-713/714, 3-19=-531/579, 4-19=-413/444, 4-20=-291/310, 6-21=-291/309, 6-22=-414/440, 7-22=-531/571, 7-23=-713/709,8-23=-862/844,8-24=-1283/1286,9-24=-1771/1723 BOT CHORD 1-16=-1651/1678, 15-16=-797/819, 14-15=-530/536, 13-14=-264/286, 12-13=-263/286, 11-12=-530/536,10-11=-797/819,9-10=-1651/1678 WEBS 4-14=-267/41, 2-16=-366/109, 6-12=-267/41, 8-10=-366/109 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 designed oc. (-.'TY O F LA Q U 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other lite to d$. ii VL 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a r-cta3rtgleLyUTOw et t fit between the bottom chord and any other members. V 9) A plate rating reduction of 20% has been applied for the green lumber members. -q 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 I uplift at joint S) 16, 90ce t1(jt=1b 1=482,9=484,15=195,11=194. t RCONSTfI 11) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid pa els and a aigi;i Top Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 200 pit. Lumber DOL=(1.33) Plate grip DOL -(1.33) Con loads along bottom chord from 0-0-0 to 16-7-0 for 200.0 pit. I DATE ,.....,,.e CIV O i rn X074486 231-13 /* July 12,2013 ® WARWNG - Vcrifg ddzsiggm parametm and P -&W NWW ON YEAS AM MULLMED.MT8-K REFERENCE, PEGS W1-747ZI.BFF0 V Design valid for we only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabilty, of design parameters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsblity, of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DS6-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormotion available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 tf Sourhem Pine lSP1 lumber is saec"d'redL the deem wilues arm those 063032013 by Al &C BMC, Las Vegas, NV 89115 7.420 5 May 10 2013 MTek Industries, Inc. Thu Jul 11 16:56:29 2013 Page 2 ID:rsueY5duNzISDZ07H43Mefz2ShV-fKO8nuT67jbnFdCZHMVjUvuN8AxO5JDcUV_xD6yz4Jm LOAD CASE(S) Standard e 0 CITY OF LA QUINTA BUILDING &SAFETY DEPT. 'APPRDVED FOR O RUCTION ® wAWNG - Y-Ify arsigr Q—t— aril PMAD NUM ON TRIS AND lA'r;LtlDSD.d777LK-- Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on indvid al 1 i v' -•^•sen , Applicability of design parameters and proper incorporation of component B responsblity, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 VI(lek fabrication, quality control, storage, delnery. erection and bracing. consul ANSI/TPII Quality Criteria, DSR -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Irutilute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. - 7777 Heights, CA, Lane, S if Sauaiarn Pine fSP) lumber is specified, the destgn nt wam those eY:etive 06101)'.2013 byAL5C' Citru- Job Truss 7.A.L.T DryPlyKellyAdddion840071KELLADDITION A01 - 2 17 ob a ere ce optional) ...,. was .aaas, Tisujuiii 16:56:302W3 Pagel I D:rsueY5duNzIS DZ07 H43Mefz2ShV-7 WZX_EUkKI jetnmlr4OyO7RVHZDEgklljBj UlYyz4Jl i - 57-14 i 8-3-810.11.2 I 16-7-0 1 5-7-14 - . 2.7-10 2-7-10 5-7-14 L - - . - Scale = 1:28.0 - - 44 3.o0 12 - 3 9 4x4 = 5x8 = , 4x4 = 1 _ 0-8-3-8 - 16-7-0 8-3-8 8.3.8 Plate Offsets (X,Y): I6:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.08 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.31 5-6 >619 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(rL) 0.05 5 n/a n/a ' BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.06 5-6 >999 240' Weight: 58 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS, 2x4 OF Stud G [MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 1=713/0-5-8 (min. 0-1-8), 5=713/0-3-8 (min. 0-1-8) Max Harz 1=-22(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-1764/288, 2-7=-1724/301, 2-8=-1412/195, 3-8=-.1378/205, 3-9=-1378/205, 4-9=-1412/195, 4-10=-1737/304, 5-10=-1778/291 BOT CHORD 1-6=-242/1657, 5-6=-245/1672 WEBS 3-6=-50/565, 4-6=-454/153,2-6=-442/150 OTES ' Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph;.TCDL=8.4psf; 6CDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C'Exterior(2) zone; cantilever left and right exposed.; end vertical left and right exposed;C-C for members'and forces & MWFRS for reactions shown; Lumber DOL=1.33'.plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. r 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. . e OFESS/ON LOAD CASE(S)'Standard S.00A, N F2 c, Q O GIco m Ujm C .074486 CITY OF LA J _ -BUILDING & SAF +V .OFC APPROVE FOR CON RUCTION July -12,2013 ® DYAWNG - Verify design ptrrameters axd P_UD KOT£S ON THIS AM =LI/DM.iHiT3q P,EP$UMB AW 1191-74 Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual b It n Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss d si i c is for lateral support of individual web members only. Additional temporary bracing to insure stobifity during construction's a responsibillity, of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general gui '_FA Tek fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component. WsHeights,r7777 Gr eenback Lane, Suite 109r Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. - Ci Ifsoutf•.em PinetSPI lumber is specked, ttfa deOgn values arethoss eRe Live 06/03/201.3 byA1SC' - CA, 95610 Truss Truss Type Qty Ply rely Addition 7'ob R40071375 DITION A02 Common 5 1 Job eference(ootionall ...,. was .aaas, Tisujuiii 16:56:302W3 Pagel I D:rsueY5duNzIS DZ07 H43Mefz2ShV-7 WZX_EUkKI jetnmlr4OyO7RVHZDEgklljBj UlYyz4Jl i - 57-14 i 8-3-810.11.2 I 16-7-0 1 5-7-14 - . 2.7-10 2-7-10 5-7-14 L - - . - Scale = 1:28.0 - - 44 3.o0 12 - 3 9 4x4 = 5x8 = , 4x4 = 1 _ 0-8-3-8 - 16-7-0 8-3-8 8.3.8 Plate Offsets (X,Y): I6:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.08 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.31 5-6 >619 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(rL) 0.05 5 n/a n/a ' BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.06 5-6 >999 240' Weight: 58 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS, 2x4 OF Stud G [MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 1=713/0-5-8 (min. 0-1-8), 5=713/0-3-8 (min. 0-1-8) Max Harz 1=-22(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-1764/288, 2-7=-1724/301, 2-8=-1412/195, 3-8=-.1378/205, 3-9=-1378/205, 4-9=-1412/195, 4-10=-1737/304, 5-10=-1778/291 BOT CHORD 1-6=-242/1657, 5-6=-245/1672 WEBS 3-6=-50/565, 4-6=-454/153,2-6=-442/150 OTES ' Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph;.TCDL=8.4psf; 6CDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C'Exterior(2) zone; cantilever left and right exposed.; end vertical left and right exposed;C-C for members'and forces & MWFRS for reactions shown; Lumber DOL=1.33'.plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. r 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. . e OFESS/ON LOAD CASE(S)'Standard S.00A, N F2 c, Q O GIco m Ujm C .074486 CITY OF LA J _ -BUILDING & SAF +V .OFC APPROVE FOR CON RUCTION July -12,2013 ® DYAWNG - Verify design ptrrameters axd P_UD KOT£S ON THIS AM =LI/DM.iHiT3q P,EP$UMB AW 1191-74 Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual b It n Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss d si i c is for lateral support of individual web members only. Additional temporary bracing to insure stobifity during construction's a responsibillity, of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general gui '_FA Tek fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component. WsHeights,r7777 Gr eenback Lane, Suite 109r Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. - Ci Ifsoutf•.em PinetSPI lumber is specked, ttfa deOgn values arethoss eRe Live 06/03/201.3 byA1SC' - CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless /4 x, y 6-4-8 dimensions shown in ft -in -sixteenths Failure t0 FOIIOW Could Cau_ e Pro erty (Drawings not to scale) offsets are indicated. Damage or Personal Injur Dimensions are in ft -in -sixteenths. I . Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss s 45e% and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always req ue 5 „ 5 n 1 0' /16 [... A .. 7 .. en4 4; riaa.4 = U a- cr-2 w y c2-3 WEBS v+ 4 c a O v° = u U a_ C6-6 Q 2. Truss bracing must be designed by en in wide truss spacing, individual lateral b s s may require bracing, or alternative oU w bracing should be considered. LL .5 j PQ 3. Never exceed the design loading ow a n ve F— stack materials on inadequately b traaJf fSesX C 4. Provide copies of this truss design t ' e byjlding ZLA4 14—i—I .—s— —.,e..A—., C7-8 C6-7 ,.,-_-.,.eri _._..... -. r......., Lproec plates 0 'nd' from outside BOTTOM CHORDS all otherinterestedparties.cc edge of truss. 8 7 6 5 5. Cut members to bear tightly agao 6. Place plates on each face of truLThis symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots andrequired direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/connector plates. THE LEFT.7. Design assumes trusses will be sui CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the -4x4 Width measured perpendicular ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purfins provided at output. Use T or I bracing with effective date of June I, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. I and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. ngineering Reference Sheet: Mll-7473 rev. 02/26/2 Building Materials and Constructi®n Services 46.491 GOLF CENTER PARKWAY, 1NDIO, CA. 92203 0.760.347-3332 F.760-347-0202 CONTENTS .........................PACE •TIMBER PRODUCTS INSPECTION (LETTER) ..................................I TPI (GTI) STAMP -.SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRRWING ..................................3 DETAIL FOR COMMON AND' END JACKS - 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS - 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END LACK.................................. 6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 'h" BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 UPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONT'D.) .................................15 •PURLIN GABLE DETAIL .16 PURLIN GABLE DETAIL (CONT'D.) .17 PURLIN GABLE DETAIL (CONT'D.)..18 ............................... PMMIN GABLE DETAIL (CONT'D.) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAIR - MISSING STUD ON GABLE TRUSS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS.................................23 STD. REPAIR - REMOVE CENTER STUD -ON GABLE TRUSS.................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................27 FALSE BOTTOM CHORD FILLER DETAIL.................................28 OVERHANG REMOVAL DETAIL.................................29 SCAB APPLIED OVERHANGS.................................30 PIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 f '>i'FMOER t September -11, 2012 To Whom It May Concern; This is to yeriiy that BMC of Indio, CA is a Subscriber in the.Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TIP and ; GTI Truss Quality Auditing Programs are recognized by the, International Accreditation Service (IAS) with the assigned number bf AA -664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969.- -TP currently audits truss manufacturing .facilities nationwide. TP is conducting unannounced, third party audits at. BIV O of Indio,- CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. WC's personnel 'are authorized. to apply. the GTI quality mark to trusses that. -are- manufactured in accordance with the latest revision of the ANSIf.TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. r Y If you have questions. regarding the status- of any plant in the TP/GTI Program, please contact me: on my cell 208.818.7869. Sincerely, i T(NIll3,ER:PRODUCTS INSPECTION Brian.Hensley s Truss Manager — Western 0ivision Xc: 'File E 105 SF 124111 Avenue o P.O. Box. 919 1641 S49man Road Vancouver, Washington 98684; Conyers, Georgia 30012. 300/449-3B40 FAX.: 360/449.3953 770/922-0000 FAX: 170/922-1290 J Jobi Truss T russ Type City. MY DISPLAY ROOM COMMON 1 1 e r e ustnes, Inc. Mon Mar. 1 age 2-0-0 5-0.5 10-2.3 15-0-0 19$13 24-7.11 300.0 32.0.0 B 2.0.0 54-5 - 4-313 4.9.13 4.9-13 4bdS ' , 5.4.5 - - 240-0 ' 4x4 = C 6.00 FIT . 1x4 II 1x4 11 .. . • 3x4 4 b 7 3x4 - - 4 3 .. D 1x4 4 _ bt4 G 3 9 10 7I tt)o 14 13 12 3x6 = 3x6 = 3x6 0 3x6 = 3x6 = . 1 10.2.3 . %413 - 30.0.0 B 10.2.3 37-11 102.3 Plate Offsets KY): 12:0-3-0,01-4), (10:0.3-0,0-1-4)H LOADING (psf) { SPACING 2.0-0 J M CSI . N DEFL in (loc) Wall P PLATES GRIP TCLL 20.0 t PlatesJnorease1.15 TC 0.29 Ven(LL) -0.09 14 >999 MII20 2491190 TCDL 10.0 Lumberincrease 1.15 K BC 0.83 Vert(TL) -0.3912-14 >907 BCLL 0.0 Rep Stress It= YES WB 0.36 Horz(TL) 0.07 10 n/e BCDL 10.0 Code SOCA/ANSI95 L Q 1 st LC LL Min I/deft -240 Weight: 158 Ib LUMBER BRACING ' TOP CHORD 2'X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 cc puffins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied,or "-11 oc bracing. WE85' 2 X 4 SYP No.3p R, S REACTIONS (Ib/size) 2=1317/0-&8, 10=1317/0.3-8 TMax Harz 2=-175(loed case 5) Max Upiift2=-3410oad`c/ase 4), 10a-341(lood case 5) First Load Case Only if FORCES (Ib) - TOP CHORD 1-2-26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 67=-1722, 7-8=-1722, B-9=-1722, 9-10--2024,10-11 =26 BOT CHORD 2-14-1794,13-14-1140,12-13-1140,10-12= 1794 WEBS 5-14=-294, 7.12-294, 3-14=-288, 6-14742, 6-12=742, 9-12=-28B Y ti o NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANS195; 90mph; h=25ft; TCDL=5.Opsf; BCDL=S.Opsi; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber ,DOL=1.33 plate grip DOL ®1.33. 3) Provide mechanical connection (by others) of truss to bearing plata capable of withstanding 341 Ib uplift at joint 2 and 341 Ib Uplift at joint 10. A CUmalatiVa Dimensions M TC, BC, and Web Maximum Combined Stress Indies 13 Panel Length (feet • inches - sixteenths! N Deflections (inches) and Span to Deflection Ratio LOAD CASES) Standard C Slope' ' 0 Input Span to Deflection Ratio D Plate Size and Orientelion P MiTek Plate Allowables ;PSI) E Overall Height Q Lumber Requirements F Bearing Locelion ` R Reaction (pounds) G Truss Span (feet - inches- sixteenths) S Minimum Bearing Required (inches) • o H Plate Offsets T Maximum Uplift and/or Hotizontef Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - inches - sixteenths) V Member Axial Farces for, Load Case 1 K Duration of toad lot Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases Pa a#3 IDETAIL FOR COMMON AND END JACKS MII1SAC - 8 -16PSF 3/30/2004 PAGE 1 © MAX LOADING(pb•0 TCLL f6.0 ts AL:INh Z'D'D tEs 1> se . 125 BRACING TOP CHORD Sheathed. MITek Industries, Inc. We`Eern Dlvlslon -- — TCDL f4.0 m ntxease fes BOLL D.D ep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCL 10.D MINIMUM LUMBER SIZE AND GRADE pill - TOP CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L N6.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6.MT20 PLATES ' OR 22° LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS Q 3- O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/12^-8112-' BOTTOM CHORD PITCH: 0112-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. i • /Z \ / \ SUPPORT AND CONNECIONY OTHERS OR 2-16d COMMON WIRE (0,162"DLk X 3.5' LGT TOE NAILS SUPPORTS. SHALL BE PROVIDED @ 4'-W O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W!3 16d COMMON WIRE (0.16rDIA. X 3.5" LGT) TOE NAILS 1 1251 % ff: j 3X4- 4 CONN. W12 f6d COMMON WIRE (ON 12"01A X 3.5- LGT) TOE NAILS . F 8.0.0 B•0-0 ....w 1 EXT.I • T'0'0 I¢!1 4.0.0 2-0.0 EXT. EXT. 2-0.0 2EXT. 2.0.0 :: APR 0 9 2013' CONN. W13 16d COMMON WIRE (DAM DVi X3.5- LGT) TOE NAILS . BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 - OR A BEARING BLOCK. CONN. W)2 16d COMMON WIRE(0.162-DIA X 3.51 LGT TOE NAILS OR SEE DETAIL MIMC-7 FOR 2.0.0 B 0-0 PRESSURESLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # A AL LVARl IDJ3. 9ar1/g da+lgn paramekera and JtEdD ND?ES ON 2RIS AND U/CLr7DDD pIIgSC SF.FBRSNQE PAOB /1$•747'3 88PtDRla IIS&. Des}gn vOW lar use only vA1h ASRet connectors. ills design b bored onVy Upon parameters shown. and b for an ind7vidual buEdin9 cwr7pnnenf. Apgsllmb98y of deslpn pporamen{ms omlproper MColporoDan d mmpananl b respanslMBy o1 buUding designer - nol Inru designer, Brodr7B spawn h for bteraltupporl of ¢,dNlduotweb members anty. AddUlonol tempaory bror g to Insure dabely during eomlrvdlon h the responshdSiy o(the ereelor. Add9bnol permanent brodrrg of the overall ahveture b the respondblay of the bu9dtng designer, For generd guidance ragardmg tabrieafbngva8ly control alorg7a, delivery. erection andlaadng eonsuU A'NSVIPII QuaAly GUerla. DSB•84 and BCSI7 BuUdin9 Componen4 Salaly Irdorma9on ovol1ab18 homlruss Pble Irsslllule, 583 D'Orroldo Drive. Modhan, WI53719. 7777 I D9 . t ach enc 109 SUUe 00rus HsOtt. CA, 9561 DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF - 8/31/2005 PAGE.1 mwc LUAIAW(6 -O33T) pg .yr vv -"" BRACING m t eX mausmes, mc... TOLL 20.0. .. ncreese 1.15 .lam O Western Division rcD1 16.0 LLim ber Irfcrease i_1s TOP CHORD Sheathed. BCLL o.o Rep Stress Incr YES BOT CHORD Rigid calling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF=L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22". LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO.ONE FACE WI (.131"X3.0" MIN) NAILS G 3" O.C. 2 ROWS 2 0 0 F 84)-0 \ NOTE: TOP CHORD PITCH: 3/12—B/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. S. PACING= 24" O.C. SUPPORT AND CONNEC ON BY OTHERS OR 2-18d COMMON WIRE (MiSrDIA. X 3.57) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED • @ 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOENAILS 4-0-0 2.0.0 2.0-0 CONN.W1215d COMMON WIRE (6'162"DVL X 3.5" LGT) TOENAILS „ 8-0-0 &0-0 EXT. 2.0.0 EXT. 2-0D APR 69. 2013 CONN. WPJ i6d COMMON WIRE (1).162"DlA X 3.5' LGT) TOE NAILS • Z 1 BOTTOM CHORD LENGTH MAY BE 2-D" 3X4 = OR A BEARING BLOCK a CONK W12 i5d COMMON WIRE(W SMIA. X 3.5^) LGT TOE NAILS OR SEE DETAIL MIUSAGT FOR 2=0.0 B D D PRESSURE BLOCKING INFO. ta•1 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa a#5 fill " WARldlyG • DerUd d Annmetms anQ RFdA NOl!S3'ON S7l1BAHD IIaCLOnF.O d[OSSIr REFFJtFNCBPAGE E 7,4s'9 86iVR8 a5$ "' Su6e 108 timrma= Lane .. '-11 ismsl Design valid for use a* %ah MBek comaci= % design! based only upon paromelan shown, and tr Ior an indlddual butft eompw=l. CArus Heights, CA, 8561 App bQy of design y ome den and proem Inaorporollon of corrloonenl 4 resporuf s* of building dedgner • not Wo designer. 6rochsg shown'. h for bforol nrppart otlndMdval web mambess only. Addflbn im pmory brpeing to Insure dobEy durtng construdion b the msposa lRly of the eroetor. Additional permanent brae>ng o! the overal shudwe b the resporlsmBly of the buWding desigrser, forgeneral gWdanee regording folxkollott qua* eanlyd atmoge, dsilvery, eredlan and brodng, contu3 ANSI/IPI7 Duagy Csfierla, OSB•6f' and 110I7 Bu1Sd>np Component M156k okty INonr lem ovaAobte hominm Pble bslAule.563 D OnoMo DAve MadlsorL WI5 19. j CAL HIP SUB j GIRDER CAL NIP . GeiDER. J TYP • 'PARTIAL FRAMING PLAN OF . CALIFORNIA HIP SET WITH • SUB GIRDER ° . r^ SC of carrier truss I • 2-(.131"X3.0" 511 MIN) NAILS (tYP) ®\ — BOTTOM CHORD OF OPEN END JACK • -2x4 block between jacks, nailed to carrier BC • ' C046433 6-(.131"X3.0" 3" o.c. EXP. 3 3i-15 ' w! EXP. ) @ MINOF Page # 6 R APR 0.9'1013 G ' • • r•' dcMgn parvmatars mrd RLAD Np};Eq ON?iQS AfID RJCI.VDED AT7= REFERENCE 96GE lQg7498 BSFCl28 tlSB, 777TGreenUadcLam ® WERHIAO. 9er (p ' ®. for use ' Din NoRsra* 3/30/2004 PAGE 1 J}?i`,- • . ..:. .PFtESSC1FtE LOCE6S2r MITek lndustries,•inc. . zL Western WvWon Loading (PSF). BCDL 10.0 PSF MAX . !80P : :{ ; C. OF STANDARD OPEN END fll lilSAC - 7 ow9h b71ek eonneclors. Thts dedgn kuse bd onb upon pwamaSera n. showand E for on IndMduol bu➢dmp component. Supe 199glrus He48hfs, C0. 8567 ApplieoWl 01 deu9n paramanfen and proparincorpaotlon of cart+pemenl h tetpons8 6fy o! dasgnat • nol Mas deslpner. BradnO ahawn D tcr7gl poll et Inamld„m web rnerslbera onT/. Addi8o1w1 lempormy bradng.lo Duce sIoW01y dtuNB wnshuclbn h the respons8. ty of the • etedpt: Adc9 bnoi perrmnenl brad++g o(Ihe vera➢shudurels•Ihe napotdbEly of the 1x41dmp dasigttet, kx generol gr9danee regordmg IabAec9orr, gva➢ly control, slaaga, deBvery, eredbn and bratrn& AN51/rPil OueMly Crlledo, D58•B9 and BCSII BuBdhrg Compencrtl ' '® Solely Inlemia8on ova➢obffi Immlrvu Plole hslBule, 583 D'Onoldopdve, AAoduon. VJI S3I19. INTERIOR BEARING OFFSET DETAIL IVIIIISAC - 6 slsaz0. PAGE :;: •., , .:.F ®' Mrrek Industries, inr- Vdestem'Division f d - NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR=RTG-HT.A'DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) 'BOTTOM CHORD PITCH MAY VARY NOTE: THISDETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT TT Lij ' IRIPLE WE8 JOIM CFVE. r . • ft a#7 APR 091013 ' ® WARl b • Oer{Ip deatpn parmnetnrs mrdltEd D ND788 DN TR>S AND 3NCL17DED T TEK ItEFSRF.NCE PAOi f •7443.9EFDRS 17SS. - St dIB Len9 Dern void for urs orS wtih A1Rek oannecian, ihk design a based only upon poTomefan shown, end h lar an hrdMd wi tiuHding ratrWonenl. pWr; fiDlpbLs 9591 ' App9mbIDy of designpcs menton and proper irrcaporotion W eorspanenl b resporalbAly of buHdhip deslgrier • mf In+n designs. &odng drown bfar}alen lssuupppuf ol)ndi 5dual web merr ordy. AddllbnCllempaay bradng loircuredob(!)y.dvMB nh7he resfwra>bgBy of the ' eroela. Admibnoi partnvnaril blo g a1 l erection and 6 o g 1he Vrespons4Sffily of Ihe'liUfldfnB desl9nat. FDr ¢etremf gDldenee regarding ' , tobdeotlon. WoIDY 8 . ' ' Y. +B• SI/IPtt Qaa9fy Cdlerlo, DS9.99.mrd 9t5t1 9v5ding Cempanen! ' SaletyMkttnaHanovapabklrominssPbietrDlHDIa593D'QnddoDMe.Mod4oRW153719. i z BEARING BLOCK DETAIL 3112" BEARING MIUSAC - 3A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES -- IMPORTANT' This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber Increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually, 0-3-8 ACTUAL BEARING SIZE. ALLOWABLE LOADS ALLOZBLE LOAD (1b) !TOTAL EQUIVALENT BS.ARING LENGTn (NOTE 41 oOTTr—M CHORD SIZE LUMBER ALLO1fABLE REACTION ' BEARING BLOCK .."P GRADE (1b) ALLOWABLE LOADS RAILING R;TTERN-- (NOTE 11_•,x• (NOTE4,5) J_ (NOTE 4) --..._. _._..__...._ 4563 ( SYP 1 2966 929. -,x4 BOTTOM CHORD - i DF ; - 3281 855 •ROWS @ 3" O.C. p TorAL NArLs) ___, - HF 212fi 736 0-5-14 _ .._...._.. . -SPF ! 2231 ! 726 _ SYP__ 2966 I - 1393 - GP^_' 328 F._',:_3 1282 "--r-- ;r 5OT'COtA CHORD __. - -- ROWS R 3" O.C. I;F 2126 1104 _ ;12 TOTAL NAI LSI """—'- - -"''- SpF _ 2231 _ 1089 SYP 2966 — 1858 a( 2x3 BOTTOM CHORD DF ~ 3281 1710 4 RD'A`s @ 3" O.C. HF i 2126 I 1472 (r.6 TOTAL NAILS) -- r 2231 ! 1452 ^= FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 0 4" MINIMUM FEEL HEIGHT CASE 1 Westf:m Division . • BEARING BLOCK a WOOD BEARING ALLOWABLE LOADS ALLOZBLE LOAD (1b) !TOTAL EQUIVALENT BS.ARING LENGTn (NOTE 41 3895 I 04-9 4136 _ —.._ _ -- •..- ---. 0-4-6 t 28fi2. ...._...._:-.._........._...__._0-4-11 ..... .. —_ 2957 .....__0-4-10.._ . —Y_ .__.._.._ ..__........ 4359; . ............ 0-5-2 ... . ...... --..._. _._..__...._ 4563 ( 0-4-13 3230__....—.. ...__........__.-...._ _ 0-5-5• . ----- 3320 -- 0-5-3 — — ----- 4824 - - D-5-11 4991 0-5-5 — _.-------- :... _. . 3598 i ._....-..__ 0-5-14 _ .._...._.. . 3683 D-5-12 i ) 0g0fE i O i C1 COA/1 X413 l EXP. 3-31-1 BRG BLOCK TO BE SA14C 22 1/2" erg S--ZE, GRADE, d SPECIES QgG ICA _- AS EXISTING BOTTOM CHORD- 12" ?.LOCK . 4' AF -PLY TO ONE FACE OF TRUSS. "•_- ""' -ice APR -0 9 2013. NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-W LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULARVALUES: SYP = 565 psi, DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES 0NOT INCLUDE MSR LUMBER WITH "E" VALUE GREATER THAN01 900,000 PSI OR NON DENSE GRADE LUMBERS Page # p WARNING. VerM dcssgn parameters and READ NOM ON TW7S AIM D=t1_DSD Mrr= RE}BRENCEPAGZ MV -7473 RrMR3 USF sull Greenback Lane Design vol''d Jul use only with A4iek connectors. this dei b bused only upon pwomelers shown and Is br on Indnfdvol building component. Suue 109 a i8n CIWs Heights. CA, 8551 gppficobi4lr of design poromenlers and proper v+corporolion of component b responabffdy of building designer • rrof Wu Oessgner. Brodng shown , b for lolerol suppppOn of IndWiduol web members only. Addl'ionoi femporory bracing Io insure slol>rB{y during eonstrvclian b the resporalblNiy of the - eretta, gddHionof permonenf brocing of the overall shvcture b the respomlb911y of the buIldmg designer. For gerrerW gvidonee regarding .... WWWyiiim;l' tobricol'wn, quo8ly control slmoge. delivery erection and brocing: eonsull ANSViPIi QswlBy Cdfeda, OSB•59 ane BCSfI BuOding Gompenerri M i Ak® Solely Inlermollen ovoAable from truss Riole Inslitule. 583 D'Orroldo D+tve, Mod'non: WI 53> 19. , , rr i FBEARING BLOCK DETAIL 51/2" BEARING MIE/SAC - 4A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN j FOR PLATE SIZES AND LUMBER GRADES IMPORTANT, This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. Westem Division ------------- 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS LUMBER ALLOWABLE ' BEARING RErsCrION BLOCK — BEARING BLOCK L WOOD BEARING ALLOWABLE LOADS 301'TOM CHORD SIZE I ALLOWABLE ?.ORDS ----.._..---._ .............._ _ . • .iD PATTERN GRADE (1b) ! (NOTE 4) I ALLCAQAB E LOAD (lb) L,• w.0 L TOTAL EQUIVALENT BEARING -: 4) :L -LING .. ... ...._. •• (NOTE 1) _—___._.__.:..5.._... NOTE 4,5 —L --i - '------ 4661 929 --_--(NOTE -— i 5590 . -_.._ ' >:!4 BOTTO:M CHORD( DF 5156 (--- 855 6011 -.__..._.__1_. 0-6-6 s TOTF.L :+AICs) sF - 3341736 - _- 4077 -- ! ._...._......._..__0=6-11 SPF 3506 726 -J_— 4232 0-6-10 - - ----- — .0-7-2 4661 1393 - 6054 syp( Dr--_-___ 5156 1282 6438 0-6-13 2x6 BOTTOM CHORD I 3341 r— -.__ .._.. .._ 0- 0-7-5 RONs @ z^ 0. C. HF 4445 ._._.-. --- - - - _ .... -....... . (I_ TDTAINAIts) - --- SC- F 3506 1 _1104 1069 ' _ " 4595 -.—__i......__......-_--____._. 0-7-3 4661 1858 6519 i 6666 0 7-11 0-7-5 e-.-:8 Bozro*, CHORD DF 5156 1710 - -----...-._._.._ __..:____----.___........... 4 Rows @ 3" O.C.I --...---- L_ kE -- --- 3341 1472 j 4813 ; - - 0-7-14, tI6 TOTAL NAILS) •—_I__ i 3506 1452-- 4958 0-7-12 s P FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES.' CASE 2 i CASE 1 \-•I 4" MINIMUM ,HEEL HEIGHT '• { .. _----'----- ' i ' I L 3RG BLOCK TO BE SAME 22 1/2" BLO* SIZE, GRADE, 6 SPECIES _.._._0.4 AS EXISTING BOTTOM CHORD. IR" EIACx k??Li' TO ONE FACE OF TRUSS. - Ld APR A 9 W10 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3, NAILS DESIGNATED ARE (.131" DIAM. x 37 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. WARMXG - Dasj/U dealyn po -Wtera and READ NOTES OX TMS AND DOMUDSD AV7ZK RS➢ERENCE PAGE )ID -7a 73 BEL%= USC'- . Design "olid in use ony wdh Nu7ek conneeiov. Tho design b bored only upon pwomefeo shown, and h for on ind'rviduvi buUdsng component. Appfxob7rfy of tledgn poromanleus vnd proper ineorporolion of component B responslbiGly of budding desigrser •not Inns designer. &kxksg shown b for laferd wppori of mdividvol web members only. Addfwrrol lemparksry broemg fo insure slof>uly dvMg conslrucfron h the resporvibUlry of the ereelor, adtllllonal pesmonenl broking of the overall structure h the resporssiblBly of the bvddmg designer. For general gvidvnee regvrd'asg lobrieolion, quvtJy eoNroL storoge. do6uery, erection and broking, consult pNSI/fPi1 quarty C.rflerty, OS8•B4 Disc 110511 Building Cemponcnt Skstefy Inlormalion ovawble Irssm iron Plote InsIBWe. 583 D'Onofrio Orwe. Modison. W1 Si719, • •.•_ .- , ` 7777 Greenback Lane Sure i 01rvs Fte1pnfs. Ge. 95Sa 7y' M1 ■6ke DQE -NAIL DETAIL MIUSAC-24 11/46/2004 PAGE.1 MiTek Industries, Inc. Q NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 3D DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF, THE NAIL FROM THE MEMBER END AS SHOWN, 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE•OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW TOI OF NEAR SIDE NEAR SIDE FAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY PER NDS 20D1 bJnall VALUES SHOWN ARE CAPACITY PER TOE -NAIL TOE -NAIL WITHDRAWAL VALUES (I ) APPLICABLE DURATION OF LOAD INCREASES MAY BE APPUED. DIAM, SYP DF HF SPF SPF -S- V, .131 56.5 46.1 31.6 29.8 20.3 Z' .135 80.3 47.5 32-6 30.7 20.9 J .962 72.3 57.0 38.1 .36,8 25.1 ..++ww , •Dis® -i ' Saleh/ Inlormaden ow9oble horn 1n,ss Pole institute. 543 D'Dnoklo OrNa. Modkon WI53P19. i Ci 128 41.8 .7 27.0 18.4 z 31 t53.1 42829.3N 148 48.3 33.2 31,3 21.3 of C9 .120 45.9 36.2 24.8 23.4 15.9 O.128 49.0 39.6 26.5 25.0 ' 17.0 c .131 50.1 39,5 27.1 25.6 17.4 .148 ' 56.6 44.6 30.6 28.8 19.8 VALUES SHOWN ARE CAPACITY PER TOE -NAIL 'r APPLICABLE DURATION OF LOAD INCREASES MAY BE APPUED. EXAMPLE: (3) -16d NAILS (.162° diam. x 3,5") WITH SPF SPECIES TOP PLATE , For Wind DOL of 1.33: 3 (nails) X 36.8 Qbinall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind a Sa For Wind DOL of 1.6D: 3 (nails) X 36.8 Ob/nail) X 1,60 (DOL for wind)=176,61b Maximum Allowable Uplift Reaction Due To Wind M464n EXP. 3-31= i 5 If the uplift reaction specified on the Truss Design CIVIL Drawing Is more than 146.8 lbs (176.6 lbs) another be OF ti mechanical uplift connection must used. Cp '-' USE (3) TOE -NAILS ON 2x4 BEARING WALL o Pa e # 1 ® APR R Q 9 2013 "- USE (4) TOE -NAILS ON 2x6 BEARING WALL efmnatnra and READ NOTES ON TRIS AND V=VDED 1ffiTElCltEPERENCE TAGS MT -7478 BSPORE OSE, 777r Gieenbaok LOnE' 'ter,® WAR1 76.4n,jly dcvlgnp Minn106 +o Ded void for vse oNy wllk Moak connectors. Thk design k hosed wily upon poromelers shown, and k lot on h+d'rvltluol btiHding component. GlinHe>BMs, C4 8567 k bu6ding designer •not ksw dedgnar. Brodng shown ' Appiabl)y of design poremanfen and prvpm incarporollan of carr onetd respero ly o1 ' k lot blaral wppdrl of Indh7duof web members ony. Addlilond lerrrporory btoetng to Inswe alob6y doming eonslruellon k the reaponsfb®ly of the ., eredw. Addtlbnd pmmanmrt bracing d the overdtl skvelwe k the responslbgfy of the bulltivg dedgnes For general gtddance regordmg ' Iobirw8on, quoBly control. siaraga, deIIvery, eradbn and brodng, ewu ANSIiRn Guailiy GIIoi1a,.DSB-87 and BCSn,BuBding Cotnponerd ..++ww , •Dis® -i ' Saleh/ Inlormaden ow9oble horn 1n,ss Pole institute. 543 D'Dnoklo OrNa. Modkon WI53P19. i Ci LATERALTCE-NAIL DETAIL m111SAC - 25 11/18/2004 PAGE 1 MiTek Industries, Inc. © NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES. WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3: ALLOWABLE VALUE SHALL BE THE LESSER VALUE,OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT SIDE VIEW SIDE VIEW (2x4, 2x6) O . VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam, x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nan) X 1.15 (DOL) = 317.0 Ib Maximum Capacity is 3 NAILS 2 NAILS NEAR SIDEElNEAR SIDE . - a FAR SIDE NEAR SIDE - l FAR SIDE i 45 DEGREE ANGLE BEVEL CUT ' ( FttJl , TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) Q DIAM. SYP DF HF I SPF SPF -S Vr .131 88.1 80.6 69.9 ; 68.4 59.7 Z .135 93.5. 85.6 74.2 72.6 B3.4 ;n .182 118.3 108.3 93.9 91.9 80.2 U2 3 i APR n 9 2013 r• O Z .128 84.1 76.9 66.7 65.3 57.0 0 ,131 68.1 80.6 69.9 68.4- 59.7 N .148 106.6 97.6 84.7 82.8 72.3 t Z L .120 73.9 67.6 56.7 1 57.4 50.1 O .1 2884.1 76.9 S..7 65.3 57.0 131 88.1 80.6 69.9 68.4 59.7 148 106.6 97,6 84.7 B2.B 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam, x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nan) X 1.15 (DOL) = 317.0 Ib Maximum Capacity is 3 NAILS 2 NAILS NEAR SIDEElNEAR SIDE . - a FAR SIDE NEAR SIDE - l FAR SIDE i 45 DEGREE ANGLE BEVEL CUT ' ( FttJl , SIDE VIEW • Q (24, 2x4) 2 NAILS -- '• - 'NEAR SIDE Q I q NEAR SIDE' EXP .3-'s1-15 .00° 1. 145:00° Q- y SIDEVIEW OF C tid NAILS U2 3 i APR n 9 2013 r• -- . NEAR SIDE P9 lJ f •,. NEAR SIDE , NEAR SIDE Pa e # 11.. --- I ' VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY - ® iPARMNG • Varlrjr dedgn poraineters and READ NDTES ONTiOS AND rNCLO➢ED lQrT£K REFERENCE PAGE x•7479 EE30RE OSE. Design valid for use only with AL1ek conneciom This design's based only upon parameters shown. and is for on individual build np component: ' AppBeobilify of design poromenlen and proper incorporation of component is nespordbBlty at building desigrser • not truss designer. Brocasg shown 17777 Greenbepe Lane. r_t8 1 Suite i ! Heights, CA,13551 ,. ' h for lateral support of individual web members only. Addirwnd temporary broetng to insure stability during construction 1s the respon siblBlfy of the erector. Additional pemsoneni brocing of the overall simcfure is the rerp mi'laiBly at the building designer. For general guidance re.gorc ing ; - • I j • fabrication. quality control. storage, delivery. erection and brocing. consull ANSOP11 Quality Criteria. 0$94? and BCSti Building Comp-antI Solely InlormaBan ovoilobie Mom ns inPlate Wiliute. 563 D'Onotrio Drive. Aroduon, WI 53719. , m i k " MARCH 12;2009 • WEB BRACING RECOMMENDATIONS ST-WEBBRACE MiTek Industries,'Chesterfield, MO Page 4 of 1 0 00 0 oc a MTek Industries; Inc. 'Bay size Shad be measured in between the centers of palm of diagonals. MAXIMUM TRUSS WEB FORCE (lbs.) (See rote 7) BRACE e_AYsrz 24"0.C. 48'0.C. 72' O.C. BRACING MATERIALS BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 1(r-0' 1610 1886 tees 2829 :'"ti G` {` T ta`c:r ^5• ° is u "y a 'rqq j''sgC s.,^.a-. k'r :1- • 'i✓a ?7. PROFESSIONAL .. a tl:.`^Y: ...C:iP :_+v'V . iy,:?x r);i - ...L N,sF 4c 3143 3143 4715 4715 .7074 tii'`-`~--^ ``n:,,~.=. ;r;:.. - {K y:,1 :;6 :;•'v:n;r ::: '" ` '"="'=c"-`" 'r•. ' " 1)r.".•,•-•` . i - 4':' ,;' 12'-0' 1342- 1572 1672 2358 14'-D" 1150 1347 13472021 -0R- - - 1,.y -P ,war . -' ` .v - •..r ., ,...ZA;r ro ,>;',:^pF•i .'`:t ' :.`.A4S.7v `!:} 'e!'.'.`.' +i: ., 16'-D" 1D06 1179 1179 1768 2358 2358 3536 ; MATERW., AND SHALL BE INSTALLED N SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 02 SRS (DF, HF, SPF) 3143 4715 78'-0" 8941048 1048 1572>isn •,'-p' ',-`[t, . ;;L5: (0.191 Q5') FOR 114 BRACES, 2.10d (0.131',"FOR 292 and2s4 SRACES.AND3.10d (CAM -41 FOR 2X0 BRACES. wri,a. 4. COW4ECTLATERALBRAM-rOEACW.TRLIMWRH2Bd(D./31'X25h NALSFORt.ALATERW_SMCES, - 8D5 943943 1414 : ;s;; -i-. .i #t•g .o 1886 1886 .t •Fe::• t; K4:.• ,ls:: .• . .<`^:^;" :;; ` 2828 'Rn S. LATERALBRACESHOIRDSE CONTNUOUS AND SHOULD OVERLAPAT LEAST ONETRUSSSPACE _ 'Bay size Shad be measured in between the centers of palm of diagonals. FOR STABILIZERS: FORASPACNG OF 24' D..C. ONLY,MnEK'STAB LMR' TAU56 BRACNS SYSYDa CAN BE ABRUERS ARE TFOR CRD:'IDED T 8AY S NWCATED BMATERIAL. DAGONAL MC44G FOR ASOVE WLQ.RE DWPHRACAi BAACWC Ib WIRED 7TWISS BRXLIH 04TALtA710H MAYBRREPLACE GUIDE AND PRODUCARN D7 CN L NG '6TA8LI R' _ CONTINUOUS LATERAL RESTRAINT. 2-106 NMLS . (SEE NOTE 4) MENBF37S l This Information is provided as a recommendation to assist In the requirement for permartent bracing of the individual truss web members Additional bracing may still be required for the stability of the overall root system. The method shown here is just one method that can be used to provide stability against web buckling. GENERALNOTES '.TYPE BRACING MATERIALS 1. DWDNPLSRACWGrFIEOIAREDTOTRANSFERTMr CUMULAMSLATERALBMCEFORCEMOTHF ROOF AND/OR CEILING DIAPNRACM THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIRED PROFESSIONAL .. 1 X 4 IND. 45 SYP 2. THEM CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE. • A -0R- - - 3. D14GONAL BRACNGMATERM MUST BE SAME ME AND GRADE OR SETTER, AS THE LATERAL BRACE . MATERW., AND SHALL BE INSTALLED N SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 02 SRS (DF, HF, SPF) ATAPPROX 45 DEGREES AND SHAD. BE HALED AT EACH END AND EACH INTERMEDIATEMISS W UH2-ed (0.191 Q5') FOR 114 BRACES, 2.10d (0.131',"FOR 292 and2s4 SRACES.AND3.10d (CAM -41 FOR 2X0 BRACES. 4. COW4ECTLATERALBRAM-rOEACW.TRLIMWRH2Bd(D./31'X25h NALSFORt.ALATERW_SMCES, - 2-10d (0.13M* HAILS FOR 2X3 and 2W LATERAL BRACES. AND 3-/G(0.131'NO') MR 2.0 LATERAL BRACES. B, 2X3!13, STD, OONST(SPF, DF, HF; OR SYP) S. LATERALBRACESHOIRDSE CONTNUOUS AND SHOULD OVERLAPAT LEAST ONETRUSSSPACE FOR cGNTNUrTY.. 0. FOR ADDmONAL GUIDANCE REGARDING DESIGN AND WSTALLATION OF BRACING, CONSULT . C 2X493, STD, CONST(SPF, DF, HF, OR SYP) DSB49T94PORARYBRAOM OF METAL PLATE CONNECTEDWOODTRUSSES AND BCSII OUmETO GOOD PRACTICE FOR HANDLNG, NSTAUJ4G M BRACING OFMETAL PLATE CONNECTED WOOD TALSSES,JOARLY PRODUCED BY WOOD TRUSS COUNCIL OF ANSRIJA end TRUSS PLATE WrTTUrE. 1wiraD06duAycom aAdwrow.fpMiANg D 2 X B a OR BETTER (SPF, DF, HF, OR SYP) 7. REFERTO SPWIFICTAUSS DESIGN DRAWING FOR W EB MEM9ER FORCE 3. TABULATED VALUESAMBASED CNA DOL.. 1.15 ' FOR STABILIZERS: FORASPACNG OF 24' D..C. ONLY,MnEK'STAB LMR' TAU56 BRACNS SYSYDa CAN BE ABRUERS ARE TFOR CRD:'IDED T 8AY S NWCATED BMATERIAL. DAGONAL MC44G FOR ASOVE WLQ.RE DWPHRACAi BAACWC Ib WIRED 7TWISS BRXLIH 04TALtA710H MAYBRREPLACE GUIDE AND PRODUCARN D7 CN L NG '6TA8LI R' _ CONTINUOUS LATERAL RESTRAINT. 2-106 NMLS . (SEE NOTE 4) MENBF37S l This Information is provided as a recommendation to assist In the requirement for permartent bracing of the individual truss web members Additional bracing may still be required for the stability of the overall root system. The method shown here is just one method that can be used to provide stability against web buckling. T. -BRACE AND L-BRAC E - Natiing Pattsm L -Brace size Nab Size Nail.Spacing 1x4 or 6 iDd (0.148X3' B' o.c. 2x4, 0, or 8 1 6d(0.162k3112" 8' D.C. Note: Nall along entire length of L -Brace or T -Brace (On Two -Piles Nall to Both Plies) • W Eta' Nails Nails - / NaNs Web ,. SPACING ` Web L"Brace k .el_ T -Brace . ,T -Brace or I -Brace Size for Two -Pty Truss t , Specified Continuous f L -BRACE or T -BRACE Rows of Lateral Bracing Web Size 1 2 (I -Brace) . 2x3 or 2x4 2x4. .2x4 2x6 2x6 2x6 r "•..R S. t/ 2x8 2x6 2xs CC4fi .33 Netts a, 4:Od (0.148X3') @ 9" O.C. DCP. 3-31 Web— .1 -Brace APR 0 9 2013 NBIIa SectlonDetail Note; 1. L -Bracing orT-Bracing to be used when continuous lateral,bracing Is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MMek Ind. Inc. -can replace the bracing members. Please refer to engineering document provided by MiTek Ind. inc.. IPage # 13 . o Mll1SAC - 23 I B12 120.04. ( PAGE 1 1 MrreuflnduaMes, Inc. r. Western Division L -Brace or T -Brace . Size for One: -ply Truss Sp6cifled Continuous Rows. of Lateral Bracing Web Size 1 _ 12 2x3 or 2x4 1x4 2x4 2x6 1x8 2x6 M 2x8 DIRECT SUBSTITUTION NOT APUCABLE. Seo9on Detail Nails Nails - / NaNs Web ,. SPACING ` Web L"Brace k .el_ T -Brace . ,T -Brace or I -Brace Size for Two -Pty Truss t , Specified Continuous f L -BRACE or T -BRACE Rows of Lateral Bracing Web Size 1 2 (I -Brace) . 2x3 or 2x4 2x4. .2x4 2x6 2x6 2x6 r "•..R S. t/ 2x8 2x6 2xs CC4fi .33 Netts a, 4:Od (0.148X3') @ 9" O.C. DCP. 3-31 Web— .1 -Brace APR 0 9 2013 NBIIa SectlonDetail Note; 1. L -Bracing orT-Bracing to be used when continuous lateral,bracing Is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MMek Ind. Inc. -can replace the bracing members. Please refer to engineering document provided by MiTek Ind. inc.. IPage # 13 . o 1 VAj_LETRUSS DETAIL Mlus.AG - l9 4/26/2004 PAGE 1 OF 2 Q LIVE; LOAD = 60 PSF (MAX) MITek lndustrles, Inc. DEAD LOAD= 16 PSF (MAX) : 1Nt tern Division D. MP 'INC' S 1 NOTE: VALLEY STUD SPACING NOT •:GABLE END, COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST t OWGIRDER TRUSS TO EXCEED 48" O.C. SPACING 1jj- — E TRUSSES ICAL (24" O.C. ) GABLE END, COMMON TRUSS OR GIRDER TRUSS' - BEVEL VALLEY TOE - 44ML VALLEY TO I1 to BASE TRUSS W/ TRUSS (2) (.131"X3.0" MIN) TOE NAILS. ATTACH 2x6 CONTINOUS NO.2 SPF o TO THE FACE OF THE ROOF WI'TWO TOE - NAIL VALLEY TO (.131"X3.0 MIN) NAILS INTO EACH ROFE BASE TRUSS Wt. TRUSS BELOW (.2) (.131'703:0" MIN) TOE NAILS Q VALLEY TRUSS RESTS ON 2x6 ®a DETAIL A DETAIL B 6" (BASE TRUSSES SHEATHED) (GREATER THAN 3112 PITCH) ATTACH BEVELED 2x4 CONTINOUSoF NO.2 SPF TO THE FACE OF THE ROOF NOTES•, APR O 9 20 13 Wl TWO (.131"X3.0" MIN) NAILS INTO \ EACH TRUSS BELOW 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX _. ATTACH VALLEY TO AND PITCH BETWEEN 2 6/12. 1 1-6BEVELED 2x4 W/ 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD (2) (.131"X3.0" MIN) OF BASE TRUSS WITH SHEATHING (BY OTHERS) TOENAILS 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6'j DETAIL C TOE - NAIL VALLEY TO 4• IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN (GREATER THAN 3112 PITCH BASE TRUSS W/ SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL LESS THAN 6112 PITCH) . (2) (.131 "X3.0" MIN) 2X4 BRACING 15 REQUIRED. TOE NAILS 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® teAYtMNB • ft tfy dctign paromeW= and AZ4D NOTES ON 7YW AND INCWDED W= REFZ&tN= PAGE SMUM DEF PS 116& 7r71 09 ba* Lane ;vs tri fa use only twNh Mtletc ea+nerJoo. Thh dedgnb bused oreb vpori posomelers shwm, and Is to an IndnAdnal budding component CRAB CBHal A b01y of design poremenlers aid WoPv lrscorporclfon of enrrtponenl h rt:sponsR>rdy of bJBdnp designer • rwl Irva designer: lirodng sfiowCRAMMetpTts, C/L 8561 h'iat laler'olsuppal of trK6yiduol web member only. AddBlonol•lainpanry'6rodrsp lolmure s1abD7y ifw'vsg corulnx]ion 6 the resporsY of fha ereeia. Addiibnal peononenl brodnp of fhe o4erofl sl'rvdurels the respatgbfGS,y cl the bvBdnB dedgner. Fa genend guidonde regaling Iblsrleolion, WoNV Balliol slaoge,.deflvery. Iseelion and broMp.•eblati6 ANSI/iPI1 Ovally Crlledo. OSB•B9 and BCSSI BuBdhtp Component r SoloyIntorma6en ovoUobfefrom Trvss Plofe 1mlBvle. SB3 D'OnoBio Drive. Madhon. WI53719.. .. • k V TM 11 11 j II 11. n 11 P j 1 I, ti 11 'I n C, d jl Y ti 1i , n n It II n n • I BA: VALLEY.TRUSS TYPICAL TYI ( 24" O.C.) VALLEY TRUSS TYPICAL . .LLLL & (24" O.C,.) \ E TRUSSES ICAL (24" O.C. ) GABLE END, COMMON TRUSS OR GIRDER TRUSS' - BEVEL VALLEY TOE - 44ML VALLEY TO I1 to BASE TRUSS W/ TRUSS (2) (.131"X3.0" MIN) TOE NAILS. ATTACH 2x6 CONTINOUS NO.2 SPF o TO THE FACE OF THE ROOF WI'TWO TOE - NAIL VALLEY TO (.131"X3.0 MIN) NAILS INTO EACH ROFE BASE TRUSS Wt. TRUSS BELOW (.2) (.131'703:0" MIN) TOE NAILS Q VALLEY TRUSS RESTS ON 2x6 ®a DETAIL A DETAIL B 6" (BASE TRUSSES SHEATHED) (GREATER THAN 3112 PITCH) ATTACH BEVELED 2x4 CONTINOUSoF NO.2 SPF TO THE FACE OF THE ROOF NOTES•, APR O 9 20 13 Wl TWO (.131"X3.0" MIN) NAILS INTO \ EACH TRUSS BELOW 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX _. ATTACH VALLEY TO AND PITCH BETWEEN 2 6/12. 1 1-6BEVELED 2x4 W/ 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD (2) (.131"X3.0" MIN) OF BASE TRUSS WITH SHEATHING (BY OTHERS) TOENAILS 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6'j DETAIL C TOE - NAIL VALLEY TO 4• IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN (GREATER THAN 3112 PITCH BASE TRUSS W/ SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL LESS THAN 6112 PITCH) . (2) (.131 "X3.0" MIN) 2X4 BRACING 15 REQUIRED. TOE NAILS 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® teAYtMNB • ft tfy dctign paromeW= and AZ4D NOTES ON 7YW AND INCWDED W= REFZ&tN= PAGE SMUM DEF PS 116& 7r71 09 ba* Lane ;vs tri fa use only twNh Mtletc ea+nerJoo. Thh dedgnb bused oreb vpori posomelers shwm, and Is to an IndnAdnal budding component CRAB CBHal A b01y of design poremenlers aid WoPv lrscorporclfon of enrrtponenl h rt:sponsR>rdy of bJBdnp designer • rwl Irva designer: lirodng sfiowCRAMMetpTts, C/L 8561 h'iat laler'olsuppal of trK6yiduol web member only. AddBlonol•lainpanry'6rodrsp lolmure s1abD7y ifw'vsg corulnx]ion 6 the resporsY of fha ereeia. Addiibnal peononenl brodnp of fhe o4erofl sl'rvdurels the respatgbfGS,y cl the bvBdnB dedgner. Fa genend guidonde regaling Iblsrleolion, WoNV Balliol slaoge,.deflvery. Iseelion and broMp.•eblati6 ANSI/iPI1 Ovally Crlledo. OSB•B9 and BCSSI BuBdhtp Component r SoloyIntorma6en ovoUobfefrom Trvss Plofe 1mlBvle. SB3 D'OnoBio Drive. Madhon. WI53719.. .. • k V TM VALLEYTRUSS DETAIL tlt[1SAG - 194 /26/2004 , PAGE 2 OF 2 I MITeh Industries, Inc. Western Dlvlslon. BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS Wl W1 USP RT7 OR 2) 1 6d TOE NAILS EQUIVALENT DETAIL D (NO SHEATHING) DETAIL E (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OFVALLEY TRUSSES (24" O.'C: MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE.PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL•FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. 430 EXP.S-31-15 Page # 1 OF CALI .. •.. . APR O`9 1013 ® WARRAOHD • Vortry design pammelem and READ NDTEB ON THIS AND ft=VDED hOTB .AV?EXW=PADS M-7473 B.MMRE USE. TM C—Bntmi* Lane Design void lor;sae ovAlh Mlfek connoclors.1hb dedgn b dosed ony upon poromelen d+cvvn. and b la an individual bullding component. Sdte tOBo* App4cob8{y of design ppaarroosnanlrsn and proper Incorpombn al component b rempomlb181y of bu9ding deslgner - nal Irvu dedgner. Bracing shown Ctlrus He1gh15, C0. 9565 b for Iolmal 4l pod d IndMdualvveb nrEmDen any. AddNond lemporory bsocing to Iniure s cWlyclmft conslnxrron.b the mspwWbMy of She eyed Cr. Additional pemvanenl bracing df the oveml slruclum b She msponftMy al the bu6ding designer. Far general guidance regmding - lohrieolbn, quUc:y control storage. delivery, ereelran and bracing. consul ANSUIVIt Quatlly Cdleda DS6.94 and SM Su6ding Component11 salalylnfomm9on ovo6oble bomTnns Hale lmllivfe, 563 CD=bio Drive. ModwN wl 53)19, T M.,- .IN CABLE DETAIL MIUSAC 12 : 7/15/2005 PAGE 1 OF 4 lull I CR lllu{7 UltM, Westerfi I)Msiori STUD SPACIG ON PURLIN GABLE TO BE LESS THA 'OR EQUAL TO THE LEAST TOP CHORD: PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 2-V 5x5 Of 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL ".PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO SEE DETAIL #3 BE LAID ON TOP OF THE HIP TRUSSES AND \ - ATTACHED',WHERE IT HAS Jw ' u CONTACT. WITH THE 1 Q cl) TRUSSES BELOW. z SEE DETAIL #2 ~ Z SEE DETAIL # !/ o -. JACKS i i LL 4 ER • e `cam - SEE SHEET 2 OF 2 0046433 FOR ALL DETAILS EXP. 3-31-18 IPage . APR 0.9 2013 o ®WARNING • tser{/y dcldgn pararnetrte mtH RSBD NDTEB DNTJUS AND W$LDDED MT/E1C REFERENLSPAGS A>II•74Yd 8E➢DRS USE - De/lgn vzl lot use only wfih AUf et conrreclart. rids design h hosed only upon porotnelers sfiovm, and 6 for on Mdsvldual bu➢dMg eornponeN. 7771Sufle GleenbBck lBttB 108 mow°ghk. CA, fi5B5 App➢eobdflly of dsdgn pasamanfen artd proper Mcorporalkn d oompa,onl S tespolviblGly of bu➢dMgg designer not Ifva dedgna. Bloeing shovm h Z I=M 01support of tndJvldud web nremberc only. AddBlollal temporary brbdng io Msure dob0ly dlndsg'eossiruclbn b ills responslb!®ly o! the t .. . erecta. Addltionat pellmnenf bradlig of the oveto9 thuGlrte h the reglotumfily of the horsing doslglser. fat genorol gufdance segotdhg - 1cbtfaaflon. quo➢ly cntlfrof sloroga, de➢vety, rleeffon and bsocMg, coKug AHSVTPII Quoflly C'diolla DSB-B9 and BCSIi Bu➢dlllg C.otnpoheN WI53719. sir . Sedofy IltforsnnBan ovallobk frarninrsi Ptofe 4u1fFWe. 563 D'OnoMo DAve, Modkmt YYiI!!' i DETAIL [V11i SAC = '{ 7/15/2005 PAGE 2 01= 4 PURLIN GABLE W. k l idusl @s, Inc. Western DIVISfon 16d SINKER -OR 18d BOX O.C. SIP CING BY OTHERS ' THE TOP OF THE HIP GIRDER • TRUSS AT THE' BASE OF" HE PURLI, GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE. BOTTOM EDGE OF TfiE PURLIN GABLE- ALIGNS WITH. THE LEFT FACE THIS 16d NAILS AND BEARS O TOP. ` 6" O.C. ALTERNATE DETAIL G ,pO • DETAIL #1 CONNECTION OF JACK TO HIP GIRDER TO BE ATTACH 2x LEDGER TO FLAT TOP CHORD DESIGNED BY OTHERS WITH 2 ROVVS OF 10d NAILS (.131° DIAM. x 3l SPACED 9" O.C. HIP GIRDER APEX TRUUSSSSES ^ HIP ON ROOF SLOPES OF 2H2 TO 6/12 ATTACH PURLIN LE WIT7d2)10d At; O . RING SHANK".ORR. 1 . CDMMO WIRE I.S. THESE NAI'MUST ACHIEVE A 0 g 2 INCH MINIMUM PENETRATION 1HT0 TRUSS TOP CHORD. IF THE ROOFEO v . OE A USP RT3 F EA ING ANCHOR THEN USE . a t' OR E'Q INALENT, ALL 1 UNG SHALL BE DONE IN ACCORDANCE T.0 APPLICABLE CODES. AND STANDARD BUILDING PRACTICES. f DETAIL #3 • DETAIL #2 THE PURLIN GABLE DOES NOT IMPORTANT NOTE: ALL CONNECTION NAILING -SHALL of NOT SPLIT A 1YLflMBER i ALIGNWItii7HE THE TOP CHORD SECT SHEATHING ; F OFE . PURLIN GABLE Q WER TRUSSTION OF THE LCHORD C .6433 TRUSS TOP CHORD l;KP. 3-31-115 DETAIL #4 Pa @ 1 cm oFCwL' . o APR 0 9 2013 ® WARHINO • Dar{Ip deatgn pernmesera e d XUD W= ON 7= AND IN:S== 802EXRSPSRW= pAOE Mff-7477 REFORB OSE TTT7 Greenback La m Sv eft D n valid for vse wllh NBfet connaelon77hls dell h ad only vpo porortm b Io[ on InSNidud btd(dirtB eomPonah . , of dos rales dnd.prop'mQ rpa compo I hfeap of desl9ner• m1 Uuss desl8ner. gg 1ng n -a 1 matrl ea Ad Itmponry dnH Yo fy uMacm¢IrocQonB he respondb9Aiy the I bra d he skudure. Inc rospo d the W . re0 cTPfielAhts, CA, BS81 , . of peq a gertercfl p A 8 fab¢icallorL q control alatage, d ery. er lora rind eoruU /1PIIo forko; DSB-69 mrd BfSIT dlnp Component from Trvss Plote trolllvle. 52X4 D'Orwbio Drive, Modtron yJi 54718 MOW Salaty Inlorma8on dva9o!>se Y 1 DETAIL [V11i SAC = '{ 7/15/2005 PAGE 2 01= 4 PURLIN ,GABLE DETAIL I ft3tlS 2 7n 5/20 PAGE F 4 s O O MITek lndustt[es, Inc. ' Western Division PURLIN GABLE. 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSSae C046433 CI r o Cfi DETAIL #2 SUPPL. Page #'l 8 APR 0 9 2013 ® WAR—a • 7ar0 d®ign pmamatma mid REn a Noris ON rays AND 7N L mb NI= REFERENCE PAGE mp 7493 RErORR USE.7727 Gm back Lima Ded v for vAth 1Jfffek eo fors Thk de o b be d ony u e S s k Iot on at bu9 n rb IN Mus fielgbi% CA. SSBI qqpp of d rlgn oramenlms onG proper Neaoa(a11on o campone ! res pa bW Y of b daslgnm - no1 (nm ealprBra. 8ro si> , . klor etp NF1 ori d not eb rice Ad fempmary 1 1J win cohslrucil h ol the . Dr Ad9fl pertn p n1 ! d a the ova acrd GotlnM eo I P4uo Uho'G nafp p Baneroipnul 're on, q, coN muga, ery, aroGton 8, nWl fy a. OSB -B4 and BCSIT BUUdtnp Compenenl • . Sakfy Inbm+e8en ovolloble from Truss' Pkste 1rulltWe. 583 D'Onotrlo DMa, Mod ron. WI 53714. - .- t URLtlV GABLE DETAIL Mill/SAC e '12 7/95/2005 PAGE 4 OF 4 X01 Industries, Inc. O WestOrh DNiston ° 16d SINKER OR 16:3 BOX TYPICAL \, ` PURLIN GABLE - RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS . W/FRAMING CONNECTORS LAST HI '. BY OTHERS . 2-0-0 MAX DETAIL * SUPPL •" '" 2 TIGHTLY -SET JOINT \ p \ t \.\PURLIN GABLE \ HIP SET TRU S 1 ' r - ' 3 ROOF SHEATHING BY OTHERS r - ETA 1L#4 SUPPLo HIP SET TRUSS 0-0- 2 ROOF SHEATHING AND DIAPHRAGM fe ' NAILING BY OTHERS EXP.3 \ PULIN GABLE HIP E raj CAM— SOF CRL f D ETA I L. #4A S A P e 19 R 0 9 2013 . ® WAk?MVG • Vv4h design pmmneta, and RSdD xmss DN TiIIS AND bm&mED mrrm'pummkz PAGE MR7478 8E10RE ME. 7S7u7l G b3Ck Dml vaBd Io1 vse onA' wllh NBek connedas. ihb desig h d only up pormne s a k on Indvidwl buliding co onen , esus lielghl6, CA, 9561 pp itl q design e ten and per fn rorpgq Ippp, cornpbn t.6 of eslgnar- no Irvss dedAner. athown ' - " 6 ToreiW of NrNldu + web meercenN Aaano tampororl' g 1 eorahv B 1 1 - pem nan overc0 str urs the raspo of a y ner. ganero uld4m feree e Y o the ". Ibn qua Conlral slaroge, a eredlon an b rtg ecnsul 1 y Cre a, D59. 9 and BCSl 9u dln9 Gn! Saiety Infanna8an wo9oble hom Tnst Plals Inslllule, 583 dOnaMa DrNe, Modhon. WI 53719.. !Mmff4k F 7 STANDARD GABLE END DETAIL -T. I}JIII/SAC ' 20 4/27/2004 PAGE 1 OF MITekIndustries, Inc; © Western Division SHEATHING (BY OTHERS) -*DIAGONAL OR L -BRACING REFER TO TABLE BELOW21 4Trn ° MAX 24.O.C. SEE PAGE 2/2 FOR — 4X4— ALTERNATE BRACING DETAIL 3112- 1 1/2" 1X4 OR 2X9 (TYP) 2X4 LATERAL BRACING VARIESNOTCH AT As REQUIRED PER TO COM. 12 TABLE BELOW TRUSS 24„ O.C. (MIN.) A ”TOP CHORD DG NOTCH DETAIL CONT. BR6— " _ .14 SPAN TO MATCH COMMON I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOAbik(psl) SPACWd 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD BOT CHORD OTHERS • E 2 X 4 DFUSPF/HF - No.2 2 X 4 DFUSPF/HF - STUD/STD 2 X 4 DFUSPFlHF - STUD/STD 12 INCH O.C. _- 24 INCH O.C. END ® WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS -AT -END UP TO 7'-0112 - 16d OVER 8'-611. 4 - 16d MAXIMUM VERTICAL STUD HEIGHT WITHOUT BRACE I WITH LATERAL BRACE I WITH L - NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION, 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAK VERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF -TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER.DEFECTS ALLOWED AT -OR ABOUT NOTCHES. Page2® ,3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 0 CCa46433 EXP. -31-15 CIVIL @' SOF C6 ltW. APR 0 9 2013 ® WA?UVN0 • Vergy &-fgn Pa w-clos U d AZ.AD NOTES ON 7876 AND D M=ZD W70C SEFERENCEPAGE AW -7473 SSMRS UM 1711 Greenback Lane ' Design vogd for Vae tally with tJgiek connoGon. Thh dealgn b hosed only upon poromelors shown, and b for On fndivlduOl bu0ding cwnponenf. Sure 109 AppSeals0ly I des}gn nenln me" nand proper Incorporolion of component b resporulblBly of g deslgrrer •not Inca tleslgner. &oCNg shown Cteus iiefphls, CA, 9551 b for loferal support ai webthemgl 1xoGng of the overoq slNGure h the respons lyy of the DiDtfing designer. far general guidance %E 6kmflen o atromlruts?tole Iralil le, 5530'OnotM10 Dtrve, Modhon, y.153719. H (( F7STANDARD GABLE END DETAIL MII/SAC - 2ti 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2-10d_,\ (TTP) `\ ' -' 2X4 BLOCK SIMPSON A34 ` a OR EQUIVALENT + 45' ` `2X4 S D OR BTR SPACED @ 5'-0" O.C. SHAL E PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED LEDGER STRONGBACK ' 2X4 No. 2 OR BTR INTO E CHORDS &CONNECTED TO • 2X4 No. 2 OR BTR CHOF E S WJ 4-10d NAILS. MAX. NGTH =T-0" GABLE END, r_ " TO BEAR WALL ' STANDARD TRUSSES SPACED @ 24" O.C. X0433 . . EXP. 3-31-15 ALTERNATE $RACING DETAIL fvIk. s- :...:...:....... F OFt NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. APR 0 9 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 32X4 STRONGBACK TO BE CONNECTED TO EACH VERT: STUD WITH 2- 10d TOE NAILS ' • 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS'ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1..MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER., 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL'BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. P ae # 2 ® WARAW* %,4* de.tgn paramarars nndAUD NOTES ON TMS AND INOLODfiD d9=ASFM&N=PAOR AM -7473 SWOPS (TSE 7777 GMBnbeds Lean m Design wild for use a* wM Ndiek eonneetwi. This design is bored ony.upon poromelen Shown, and B lar on IndNlduol bulldusg component. SUBe 108 - Applcablilly o1 design ppaarrrmOnlers and proper hearparcibn of eomponenI B resp=uIy of bUBdlna designer •nal Inns sfet n , 8rodng shown _ m.Mgs. C0. 8581 B lot taterol svvpppaA al hsdrvldiwl web rnernbers any. AddVioral lerrrpmory lxor g to Insure slabigy vAr cwolnsclbn BIhe reSpnnitb®ly of the ' ere0las. AddBbnot pmmonenl bmdng of the overo8 ttruelsae B the responsibly of the bvlduSg deslgnor. for general guidance regarding labdcot'ran sryally aonlro6 storage, dalmy. erection and bracing. coul ANSI/711 Ouclly Criteria, DSB-89 and BCSII Building Component Po Salely lnfortno5on ovaloble Iromns inns le WA%Ae. 583 D'OTal to skive. MarAon. WI 53 s719, r REPLA£9 A MISSING STUD ON A GABLE TRUSS Mlll-SAC ay27 1118/2004 PAGE.1 MITek Industries, Inc. © WeMem.1)MsIon 1. THIS IS A SPECIFIC REPAIR DETAIL TO BEUSED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY; Ti- AT THE REMAINING PQRTION • OF THETRU$S i8 UNDAMAGED. THE ENTaRE TRUSS SHALL BE INSPECTED TO i VERIFY -T IAT NO FLIRTH ? Ri"PAIR8 ARE ReQUIRED. WHEN THEREQUIRED REP IA8.ARE PRORERGYAPPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING , THE Law, p. 2. ALi:MHVIQER :)i!J(iST$E tETURNEp TO TktEIR ORIGINA P.OS1(IONS. BEFORE APPV0lNG REPAIR An.QI HEW IN, PLACE D.•URING APPLICATION OF. RERAIR 3. TFiE'ENp DISTATJCE E15GE131S{At , AND SPACING OF NAILS SHALL BE S4!GH AS.TQ AYQID $PLi7TING Ot= T ' EV kb. • . 4. WHEN NAILINGSCp.B S Oit.GUSSE'fS; THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO.A 0 LOOSENING OF. COFINEC fOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO 8'E USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES A THE ORIGINAL (CUT TO FIT TIGHT) • 12NtW:" MAX 2 GA@LE ATTACH 8"X 12"X 7116" O.S.B. OR ,PLYWOOD.(APA RATED SHEATHING 24116 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH -FIVE-6d NAILS1.113" X 2,0") INTO EACH MEMBER COMMON (TOTAL 1.0 NAILS PER GUSSET) . THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/1,6- O.S.B OR -PLYWOOD, SEE M[TEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0.10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24'0.C. (NIAX) Ira S. TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) , PITCH : 3112-12/12 - BEARING : CONTINUOUS w Q STUD SPACING:24- O.C. (MAX) . ¢ C046,433 t ©IP. 3-;il-15 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES eiv(k. OF Pa a#22 APR 091013 0 .WMJmJB•IIiv(f .b'ulgn Pers and JMAD NOTES ON VRS ANDMMVDED/QTTFJZVF=ZPf= PADS7M•7475 SEFWkS USE T7T7 Greenba t.ene Deslpn vefid'for ute otdy.wOk ldlf ek eonnes Lam Thh dedpn h boded any upon poromeiea ihawn, and h for an indivldud buUcAng eompassenl, Sune 104 ApP'llebblllY_d deklgnyccdmedea and proper trseorparallon of eortipdnenl h responilblydy d buRdfng dedpner-.no! truss dedgner. Btodnp shown t hue FtelphLs. CJI, 4561 b bf Idioiolsuppoi{'p! Inefi.9duat vrtib memben any Adc9nonol lerrToorory braelnp iD hours stah5y duAng mndruetion h the sespcxnibffi!y of the ' areelei, Addl bnol peafbnenl brodnB d the overaC sln,eluse h the responslb ly of the buAdtng dedpner, Fac general putdonee repaidtrrg " -- .,y_ r... fabtieollon, gV3± lyeofdrol, •ildrope. daLvary, eroenon,ond brodnp, connAi Ak:SI/(PIi Ouo18y CAledo, DSti•9V and BC511 8utidkip Component ® - Sdeiy9rife'rma9on oSallalile hbmlruc Pbte hatllule, 58'3 D Dnolrlo Drive. Modaon. VA 53719. - •ft REPAIR A.BROKEN STUD ON A GABLE TRUSS Mll{SAC e 2& 11/18/2004 PAGE 1_ 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION." THIS REPAIR DOES NOT IMPLYTHAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED: THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER•REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS -INDICATED. . 2, ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND'HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO•AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_"ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, -AND SPECIES AS THE ORIGINAL LL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO g ROWS OF 10d NAILS (.12V MIN X 3' SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" 0 S.B.&R PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. X 24" MAX COMMON s s TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 Q SPACING: 247 TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) ' C046433 PITCH: 3/12 -12/12 BEARING: CONTINUOUS EXP, 3-31- i 5 STUD SPACING :24" O.C. (MAX) .' crVA- OfCR+t1 . REFER TO INDIVIDUAL TRUSS DESIGN _ FOR PLATE SIZES AND' LUMBER GRADES 10age e # 23 APR 0 9 2013 o. ' IDATLrtING • 9'er{fp dcstgn parcmdcrsc aM RSAD NOTEB ON S7IIS AND DJC):VDED 6IIT'Eti 6EFfJtF.HCE PAGE D>II74T8 BEI+ORE ilSL' 77T7 * SUGe 108 z Design valid to use o with rAfek connectors. this design Is hosed only upon Pat arm shown and 6 for an Indv e{val building component. myCarus .. Applicability of design p omenlers and proper lncorporallon of component Is raspbnslbllly of bule ing designer - not truss designer. Bracing shown . b for blenii support of pstpvtA dual web members only. AddBlond lemporwy.brocing to truure stability duMg construction Is the resporalbaly d the htatghls. CA. 0581 - - erector. AddI lonal permanent bracing of the overall structure Is the respar&A* of the bulidding designer. For general gutdonce regarding lat:l mllon, quelty eonlroL alaroBa. deB+ary, aredlon and bracing, eonsull ANSIM11 Quality Cdterta pSB•84 and BCSl1 Building Component - - ■ _ QT / k Sates InI"smmian ovatioble Irom Inns Piole tnslflule. 50 D'Onolrlo Drive. ModtroN M 53719. - ! I " REPAIR TO REMOVE CENTER l 111SAC - 29 : ' 11/18/2004 PAGE 1 STUD ON A CABLE TRUSS MITek IndusWes, Inc. © Western DlAslon 1, THIS -IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO.FURTHER REPAIRS ARE REQUIRED. WHENTHE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS. INDICATED. 2, ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID. SPUT71NG OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIRIS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X. ORIENTATION ONLY. 6, CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. MAXIMUM STUD SPACING = 24' O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. 7 THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12112, total -top chord loads less than 50 pst and maximum wind speeds of 100 mph. Trusses- not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24' MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) r PITCH: 3112 -12112 BEARING: CONTINUOUS . STUD SPACING :24" O.C. (MAX) EREFER�TOJNDIVIDUALTRUSSDESIGN �� e 2 TE SIZES AND LUMBER GRADES 61X 24' i MAX COMMON` [OAIilJlTiO. 9e/'t7/ d®Ign pa _,A s and READ NDTSS ON TAM Alm D.VCI.VDSD HI7EKBSFFFENCE PADS MV -7473 BSPDRS US& . Des(gn valid lot vse only with MDot eanmsclors. Thk design b based onN Won parorrreltus stgwn and h for an IndNldud bulldtrrg componoN. App9eabffdY o1 design Paramenlets and ProP� inCO1Pa°I1 of compolsenl b resporam®ly o! bu9d6'+g dedgner - nol Irua designser. Bmeing shown e for lolesal suPparf of individual web member ordy. Add9fonallarr�Orary brodng to tnsine s1oblEly durlrrg aontlruelton b the rasponsrofNty of the ereetoi. Addtibnoi partnarienl brasdng of the overall slruelure b the responsibly of rh9 bsNding designer Fo genero! gufdanee regmding lobdcalbn quotlty control simage, de9very, ereelton and broring, eorauA AttS l Qua1}ly Cdled4 DS&99 and 9GS11 9u9d1ng Component SalBiy Inlosma9on ovaBabla Irom truss Pole Inst9ule, 593 D'Onolrb Ddva N,odhon VA 59719. APR 09, 2013 a . my Greenbad Lane _0 SMB IDB Emit• QWs Hetghls. Cl111591 Mfftk® REPAIR TO NOTCH 2X6 TOP MII/SAC - 30. 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS > Western D1091oh' 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION , OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS -MUST BE RETURNED TO THEIR ORIGINAL POSITIONS. BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALLBE SUCH AS TO AVOID SPLITIING.OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, 5. THIS REPAIR IS TO BE USED FOR SINGLE. PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. A v 3 112" X 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. r NO REPAIR NEEDED. win-, to - :) o - \ i 72" 24" io MAX I"f\7'� �` A THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7116" O.S.B OR PLYWOOD. •SEE MITEK'STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS, IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24 o.i_ maximum, having pitches between 3M 2. and 12/12, total e top chord loads less than 50 psf and maxiinurri wind speeds of 1 OD mph: Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X-6 (NO 2 MIN) PITCH: 3/12 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C, (MAX) F ER TO INDIVIDUAL TRUSS DESIGN,{� PLATE SIZES AND LUMBER GRADES PC� a # 25 e 0 WARNW 6 - VertA d.nlg. parameter. andRU D NOTES ON D= AND VM=SD'M7= A&MRP.NCE PAQE )W-9472 =MRS =P- Dadgn vof d for use onty vAlh Mitek connaolors nde design k wsad ordy upon porom im shown• and b fat on hcDvwuoi Wkong wmpone AppScabNly o! design Paromenlea and proper bicOrporallon of cotrWanenf k resporulbaty o1 bu8dkrg designer - not Inm designer. Bradng b la }olerolsupporl of Mdrddual web mertbers ordy. Addllbrwl lerrmOrory Erasing !o insure sloblGly during eonslruefion k Lha respondbilBly ' - � eraclOr. Add2brrdl pem+onenl-broch+g of the werOl sfiuclvre c the raspondbNy of Lha huflding designer. ror general guidance regardhtg - IobAeolbn, quO51y eonhol sforoge, de5very, erection and 6roeing, consutl AN51/rFl1 QuoAly CdleAa, DSB-69 and BC511.8ullding Camyone Sel.1y MJormo9.n wollobie Irom true Plole Insiitule. 583 CfOnolrlo Drive, N,odkon, WI 53719. Z MAX N c11��33 EXP. 3-3i-15 ,sj C10- OFC 10-OFC APR 0 9 2013 7777r3reenhackLm* as.® Sulle 509 Com Helph%, CA, 9561 affffilff 1 t REPAIR TO NOTCH 2X4 TOP . MIUSAC - 31 11/18/2004 PAGE.1 ' CHORD ON A GABLE TRUSS a This repair to be used only with (spans ® 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Westem Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION t OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO - VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED - REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED, 2. ALL MEMBERS MUST BE RETURNED TO.THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR.- 3. EPAIR.3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.- 6. NLY.6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, MAXIMUM STUD SPACING = 24" O.C. NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD ....' OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1.ROW OF IOd (3" X 0.131") NAILS SPACED 6" O.C. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1 (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT • trusses less than 501) spaced a This repair to be used only with (spans 24" o.a maximum, having pitches between 3112 and 12112, total ` top chord loads less than 50 psf and maximum wind. speeds of 100 mph. Trusses not fitting these criteria should be examined Individually. TRUSS CRITERIA LOADING: 40-10-D-10 (MAX) i DURATION FACTOR.: 1.15 Flo �tia S. SPACING : 24" MAXIMUMQ� TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 -12!12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) ,g CO r-')�3 b� .3 REFER TO INDIVIDUAL TRUSS DESIGN `r`l,�s c'�" Q FOR PLATE SIZES AND LUMBER GRADES��e �� op �L1F APR 0 9 2013. 7AD REPS MK=PAW 1�F 74n BEFWM MMbZQ Lne- py irdartwiton ovdbbte from irua PIaIQ lrsslllule, Sea D'Onol+lo Dr1va, Fhadtron. WI 53714. ' Y" 1 Li STANDARD REPAIR D'5TAIL 205% :� L-2'��`-`..:•.:�1 �1}!il''� '}rel rR S 3 1-1G� OF APR 0 9 2013 1 "`'0111'�;rAJi : 21 A q 5/3/2004 f PAGE 1 MiTek Industries, Inc. Western Division. OTAL NUMBER OF MAXIMUM FORCE (Ibs) 25% LOAD DURATION I NAILS EACH SIDE --- OF BREAK ` x SYP ' DF SPF ! HF + T-� INCHES 1 2x4�i 2x-6 I i 2x4 ! 2x6 f 2x4 2X6 2X4 pffi i 2YA E 2— x i 14 21 1 24" 1 2240 3360 2065 i 3097 1750 2625 1785 i 2677 18 1 27 I 30" I 2880 4320 2655 3982 2250 I 3375 2295 i 3442 -�— — '— I 22 33 36" 3520 5280 3245 i 4867 2750 4125 ! 2805 j 4207 J �— - 2F6 I' 319 a2" 4160 6240 i 3835 ! 5752 I 1250 4875 ' 3315 4972 ; 30 45 4S" 4800 i 72004425 ! 6637 3750 1 5625 I 3825 5737 I- DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EY,CEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS; L=(2)X+C • BREAK IOd NAILS NEAR SIDE j + 10d NAILS FAR SIDE pi� TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST'BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: t. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REPAAINING PORTION 9F THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED. THE TP,USS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS 13EFORE APPLING REPAIR ANO HELD IN PLACE DUPING APPLICATION OF REPAIR. 7.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2.1- ORIENTATION ONLY. G. THIS REPAIR IS UMITEO TO TRUSSES WITH NO MORE THAN THREE SROY.! N MEMBERS. 10ARmAr, - P-Ify a,siom ye accers and READ M1TF5 oN tfas AKD WCLGDF.D i4mir P.E:mtrACz!-.cr mri.7! (77i7 Greer�DtXA(Lan¢ ' 71 KLfOR� USIi.. •'� Damn vorid for At any wish kXfek eonnecsors. this design a based onh, upon pwomelers shown, and is lu on rndi iduo: building co ponenl. 1 Suite 10e E� pew 0 hppkat�Rly of design posvmenlen and proper incorporolion olcomponent Is rospanlibSrIY of buitding dcsiyrei • not Iru.: designer, Gocing shown eivu, NelpMs. G1. 4567 4 lo, sole.el svppod of indi"iduot web men+bers only. Addilionol sempor:+ry b'ncing to hsure sfotAnly during onnsku 1;on n the m1ponsibMily CJ the . HBO Addilionolpemonenltxoc;np of the o+erne +Iruetwe a she re>ponsrbdaY of the buikfng designer, Fa general gui0oncs repording ^2 Iobriev6on. wouly easlrok ;laaga. delivery. aeclion vnd broc4,g. eonsutt ANSIfr CI l 01-11irY Cnlerlo, DSS -By and scsl l Rundin' eompooenf SNey Inswnrolion v ao ble Iro buss Mole Imlit'jie. 5113 VOnasr'e> drive. rnYXson: WI 331] v. FA-7'EQ136TTOM CHORD FILLER DETAIL MIllSAC - 4 3i10/2004 PAGE T Ml7ek Industries, Inc. ® Western Division TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION MAX 3-0-0 EXTENSION �- x4 M20 PLATES ALT. BEARING/ / CONNECT W12 -1D Cd OOR ALTE E COMMONS (TYP) • - FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUME ER' FILLER. VERTICgL SW.P : . 2X4 STD OR BETTER LUMBER FILLER BC MAY BE SPLICED WITH 3x4 , M20 PLATES OR WITH 2X4 NO2 2'-0" LANG 48" TYP SCAB, CENTERED ABOUT THE.SPUCE, NAILED ° TO ONE FACE Wl(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. •NOTES: ' 1) FOR LUMBER SIZE AND GRADE, ANDfOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN.- • ' 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT IN CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTi�4 MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. 9�Rp�ESS{ N C046433 Pa e # 28 EXP. 3-31-15 APR, 0 213 OF A . 7777 Grednbad(Lam �® .. g WARHDJO. Oar j/j/ due�n Pmcmetarn and READ ND78S ON Til79 Atm INCLUDED RTES ttEFERHNCE Fdl3E MV -7473 BEFORE �1& No 109 . De�pn va9d tm ure ordy vAh A9fat aonnaelota. Thb deslpn b bored ony upon parometea shown, and h 1m an trrdlvldual bu8dh+e emrrponenl. Clhm HelpMa, CA. 8581 mmm� Appleo!�SOy o1 derdgn pommenfen and properh+empora9on'ol oomponenl h raipondDliliy of buOdUrp dadpnm- no! Irva dedpner. 9roelnp drown b ia.l�lerol suonarl 01 tr�Fridwl web membatt ori. Addllkn� IenWm@y brodnp to tenure clobi@ly duVnB �Inrclbn is the tesyorufbl®iy of the � ereclrt. Ad lona) pmmahenl Ixodnp o! the overoF shvdure h the rmpmu8r0y of the bt�np des)Bnar. for generd guidance repardhrp ems+ IobAeolion qua4ly mnlrDl alorapa de5very, etecOcn and 6rodnp eonsu8 ANSVtPt1 Quolliy Glteda D58 89 and BC511 Bulldfnp Componani m 1�k, Sala4y Inlotmalton ovo9obW Irmninres Plale hufBNe. 59� COnotrlo Drive, AAodhon, WI 53719. �- - 1 7 © .. mom OVERHANG REMOVAL DETAIL M{USAC - 5C . 12/6/2005 PAGE 1. © .. mom Western DMilon TRUSS CRITERIA LOADING: 25-16-0-10 (MAX) DURATION FACTOR: 1.15/1.25 SPACING: 24" D.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING'CONDITION Trusses not fitting these criteria should be examined individually. .NOTES: - 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED,WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 LINE OF REMOVAL 3.6" MAX REMOVED CO4�; EXP. 3-31-15 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND ES�oFc�at� civik. Irage o APR 0 9 :2013 1 ' ® Wd)2f,1A0 • Varvy daeign par—lct m and READ NO= ON TMSAM L:yOLUDBD AII7'Lr REFMMN= PACM)M7•7478 REMU USC. D vaId lar Use ** vilh Meek co,madan. M de gn h bored oniy Upon poramolera shown and b tat an 6ldhidual bUHd3nB component. of daslgn po�amenlen and proper fnearporallon o! eorrlponeni B reapondW3lyoS detigrl� no!'bva deslpnw. Bweing ahaxtl C-= ErodnB to M:ure sloblBfy durinB ooreirvelion b !ho rwpmulbtBty of the .- 7rrr Gleenbeolc Lena ....® Supe 1 DB Citrus Hatghts, CA. 9567 _ �. ' b arc vgof fnd}.Aduo1 web membea only. AddpSonatiamparvry 1 arecim. Addplonal parmonanl brodng of the ovare6 s'InmIUM h the resparetb4py o! the bupd4ig des�ner. r9r f nerd �uldonce reBordkw I_01-1. qU6 control storage, de very. arectlon and brodnB. eotlsup A /iP17 Ouatpy Crllada. DSB-BD and BCStI BupdMO Component . � ® 1 - cwtew lmatlen ovo9abla tram Truss Plate twwe, 589 D'Onohio Dive, Madhon VA 59719: - - 1 SCAB APPLIED OVERHANGS, MIIISAC - 5 3/25/2004 ]PAGE 1 _ MIT eK. InCIUS.Wps, Inc. .i © Western Dfvtsion TRUSS CRITERIA: . LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING.CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS 8EER,8ROKEN OFF. 2, ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED Q 6" O.C. 3: THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 x SCAB L -"r Ivlrl%lx APR 0 9 2013 .. ® WARNM • Aurt fV dvetgn pwm,.Lars and READ NOTES CM 2 IIS AND INCLUDED W=REFQIEN=YAQD E7'II?4 98 DRJOItC USC, - 77n L±reeilback Lane Dedgn'vond Im use only wnh Oak conneoloa, ft design h based otdy upan poromelon shown. and h for on Indvlduol lxNdlne component. sone 1OB Apptmomyy'of design nlen and proper hsoorporanon d componssrsI h rasparatbMy of bundIng deslgrser-not Inas dedgnw. hrocing shown ghats Heights, �. gli81 h la IolerafAippad of ' ,dual web menaa a+t,. Addnlonai lemporory bracing to Inswe dlobMy dudng comlruotlon h Iho.re�ondbl9iy of the emdor. Additional peananonl bracing of the overan structure h the respar b®y of lKe bvlldkrg designer, Far genan4 guidonco regardhtg ' lcbttolton� gy eorr�hawsi� de�, eror�ilon� roffiodng�neo�rwA AM/"I.Pi 7u ragly'CAletla, Co 07 mrd 11CS11 autlding Component m -.T i PIGGYBACK TRUSS CONNECTION MlI/SAC - 2C • ivroli 20D4 r PAGE - 1' . FfM06li Industries, Inc. Waaam DtvFsbn PIGGYBACK TRUSS 2x _ x B'-0" SIZE TO MATCH TOPCHORD OF PIGGYBACK SPACE 2X4 PURLINS ACCORDING TO THE MAXIMUM TO EACH SIDE OF TOP SPACING ON THE TOP CHORD.OF THE BASE CHORD .C. S (. GGFRE 2 k NAILS TRUSS (SPACING NOT TO EXCEED 46" D.C.). AT B" O.C, STAGGERED 2 ROWS. , nl' in ME pA • p B" xE" x V2" PLYWOOD (or 16W$ OSB) GUSSET EACH SIDE @ 4B" D,C, MAX. ATTACH WITH 2 - (.14& nor WN) NAILS . INTO EACH CHORD FROM EACH SIDE • BASE TRUSS. �44�oFlr 00464.33 NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD.ONL EXP.3-31-15 NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED octF°¢� BUILDING DESIGNER FOR CONNECTION DETAIL TO . TRANSFER LATERAL LOADS APR 4 9 2013 Page ## 31 ..7DdM • T.t'q deatgn pwancftm and BaeD Nazar ou r� AND hrCLiIDSD'LIIT£JC xsssBSNra Pans s�•74Td BMRZ Ds>w rTTT Greenback Lang ...�;; •, . . Iw the or,y wllh 1Jdfek eanneclon Tho dedgn h briied sues tOB only upon' pommeltm.iham and h lar an IndlvUkml bubtihe uompanenl. cma Halgh1s, CA, 8487 y Bpyg.own TsdoDaA of IndMdua) web momben ordy. Adkf61ana1lamporory bFotdng fo Inmra t<ta1+101y duMg eonclrudion 6 the resPp6dbt�y of the .dddg�Ib�nndl parmenenf ixorfig bl the wtrraBihuAtgets.the tethe•bullt�fp declgrter. for g�ntuol gvSdonee regadlnH, t{► �.�6n8on waRoble DomtNs P�leinsl6vle, 569 D'OwMo Drive, Mad6on, M153)19. - ��1 Cr rl , 1. . STANDARD PIGGYBACK TRYSS CONNECTION DETAIL I MIUSAC - 25 121 4 PAGE 1 OF 1 (MAY BE.USED FOR DRAG TRUSSES) 10 O� 1 e C. ® GENERAL NOTES: 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED A 4D APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. ��'- i PrrcH=12112 MAX APR 4 9. 201 3. MAX CAP TRUSS' SPAN = 20'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD s} OIva. TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF ��OFCAI.� TYPICAL PIGGYBACKTRUSS CONNECTION (MAY BE USED FOR DRAG TRUSSES) 2x _ x 6'-0" SIZE TO MATCH � TOP CHORD OF PIGGYBACK. 8" x 8 1/Z" x 112" PLYWOOD (or 7/16" OSB) ATTACHED TO ONE FACE OF TOP ' / CHORD WffH 2 ROWS OF 10d (0.131-X 3-) / GUSSET EACH SIDE AT EACH BASE TRUSS NAILS SPACED 6" O.C. AND STAGfERED / JOINT OR MAX. 24" O.C. ATTACH WITH / 2 -1Dd NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -4 NAILS EACH CHORD) 6A \\' I I ' I ATTACH TRUSS TO Ed NAILS PURLIN WITH 2 -16NAILED. BAS TRUSS SPACE PURLINS ACCORDING TO THE WLWXMUM ATTACH EACH PURLIN TO TOP 6PACING ON THE TOP CkORD OF THE BASE CHORD OF BASE TRUSS WITH TftUS$ ((SPACING IJOT TO'EXCEED 24° O.C,). 2 -16d NAILS. A PUfiLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. �c FOR PIGGY BACK TRUSSES WITH SPANS c 12' SCAB MAY BE OMW ED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVER MINIMUM 12" OVER JOINT) �c CAP CONNECTION IS MADE TO RESIST�UPUFTL SEE MAXIMUM CONNECTION CAPACfiIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURUNS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS.BETUUEEN CAP TRUSS AND BASE TRUSS ' (MAY BE USED FOR DRAG TRUSSES) * 2x— x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK.. ATTACHED TO EACH FACE OF TOP' CHORD WITH 2 ROWS OF I Od (0.131" X 3") NAILS SPACED G" O.C. AND STAGGERED -111% REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. p 6" x B 112" x 112" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX. 24" O.C. ATTACH WITH 2 -1Dd NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) i l 2x4 PURLINS @ 24" O.C. ATTACHED W12.10 D NAILS MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0.131" X 31 NAILS: SYP = 106D LBS SPF = 820 LBS OF = 970 LES HF = 840 LBS SPF -S = 720 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d (0.131° X 3.5") NAILS: SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPF -S = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 112"SHEATHING AND (2)' 8d (0:131"•X 2.5") NAILS: SYP = 82 LBS SPF = 42 LBS DF = 64 LES HF = 44 LBS SPF -S = 2B LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 MAXIMUM UPLIFT GUSSET CAPACITY USING 7116" GUSSETS AND (4) 10d (0.131" X 3") NAILS: SYP = 300 LBS SPF = 276 LBS DF = 294 LBS HF = 276 LBS SPF -S = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 ® I7dRl�.'0.7erjip.dealgn pvwmGors and no, D NORgB DN aIIS RAID AJaLDDED e77TER REFAtENCE' PADS T� 7478 HIIFV37S >?g8. Design va5d lar use a* with Wet: connealom Thh design Is bawd only upon paramefers shown, and h for an InclMdual bulldhrg component. App5eobUy of design poromenlea and proper Incorporation at component Is msponsWiy al building designer -not lura designer. Wooing shown him loteroi suoporf of individual web member orty. Addllbncl kurg=ary bracing to trmre dahgty during cominsctton b Ore responsro y of the TM Greenback U SVIfe 1Do CIWc Height;, CA. ' C STANDARD PIGGYBACK -- . IVIII/5AC = 2 04 TRUSS CONN-E•tTION DETAIL © GENERAL NOTES:RS, 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND {3 APPROVR.D BY PROJECT ENGINEER OR Cq�1E.433 QUAI:IFIED.BWLDWG DESIGNER. EXP.3-S)- 2. PITCHgB(92 MAX : APR 0 g 201 3. MAX SPAM = 30'-0" sj CIVEa- 4. f+MA -101VM SHEAR CAPACITY OR LATERAL LOAD ?Z' OF CRL1 TRANSFERBETWEEN PIGGBAGK AND BASE TRUSS= 120 PLF PAGE 1 OF 2 nd5istrles,. Inc. n Dtvlslon / MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY aPACIT U 3t�lAlNG(1LS: 2 x x (i -0" SIZE TO MATCH TOP—CHORD OF PIGGYBACK SYP = 1060 LBS ATTACHED TO ONE FACE OF TOP SPF = B20 LBS CHORD WITH 2 RDWS OF 10d (0.131" X 3') NAILS SPACED S" O.C. AND STAGGERED DF = , 970 LBS HF = 840 TBS SPF -S.= 72O•LBS d ATTACH PIGGYBACK TRUSS MAXIMUM UPLIFT PURLIN TO EACH PURUN WITH CAPACITY USING (2) 16d 2 -ted NAILS TOENAILED. (0.131" X 3.6") NAILS: \\ SYP = 117 LBS 6 SPF = 60 LBS. DF = 92 LBS HF = 63 LSS SPF -S = 41 LBS BAS TRUSS MAXIMUM UPLIFT SHEATHING \' \\ CAPACITY USING 112"SHEATHING n L?r% In\ a.1 /m A • A" v n rift A, n 11 n. SPACEP IR1.iN5.'ACDORDING TOTHE:MAXIMUM ATTACH EACH F?URUN TO TOP SPACING 00RE TOP' CHARD DF THE BASE TRUSS (SPACING NQ?T0EXC� 24" O.C.), CHORD OF BASE TRUSS WITH A PURLW TO BE LOCATED AT EACH BASE TRUSS JOINT, 2 -18d NAILS. do FOR PIGGY. BACK TRUSSES. WITH SPANS c 121 SCAB ED MAYBE OMMR.PROVIDED THAT: " ROOF SHI:ATHING.TO BE.CON7INUOUB OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) vE CAP CONNECTION 1S MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPAC111E5 AND COMPARE wrrH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPUFT CAPACITY. SYP = 82 LBS SPF = 42 LBS DF = 64 LBS HF = 44 LBS SPF -S = 28 LBS VALUES SHOWN ARE BASED ON LOAD.DURATION OF 1.00 IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: MAXIMUM UPLIFT.GUSSET CAPACITY USING 7AV' GUSSETS AND (4)10d (0.131"X 3'� NAILS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SYP = 3D0 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE SPF = 276 LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. DF = 284 LBS 8" x 8" x 112" PLYWOOD (or 7N G' CBS) ' HF = 276 LBS GUSSET EACH SIDE AT SPF -S = 258 LBS EACH BAST: TR 88JOINT. ATTACH 1Nt fH 2 -10d NAILS INTI) EACH 'CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) — 2x4 PURLINS uQ 24" O.C. ATTACHED W12.10 D NAILS -• VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 [Page # 33 • • A WmzWa.9erVy&.mpn panunedala and=D Nt7= W iRMAND D7LZM s=srs JWnM==J-.AM MY -747d Bacons Dns 7177 Gneenlodl Lane We 106 Drrd�vdd Ior use a* wllii Wei: connedom ThIs dmlgn is baud onV upon p=amelen shown. and Is Tar on hndlvtdual bLftng aompommt, A bbgg�lyy of dstpri paromeniat and proper inc=po Wkm of component b respomTagy of dedgner - nol Inas dedgner. Brazing shown Owe Heights, CA, 6591 Is eraf sw�ri of lncBvldunl web mambas anly. Addi6ond iattsp=ory iarpdn6 le.instne s1ob101y 3uting condneaBon E tha raspondbtiSY of lha Or Orad I. Ad nal pemsdnenl bra of the ovaal shnelure B the respons�y of the btddiing dedgner. F= genu. guidance mpordhng . NOW ' labrkotlon, pua6ly control, daroga, da 'sledion and bradr®, smrm Il AN51/IFIi �og CrU"da. D56 -B9 and ecsn DuNn6 Corrm6nont �%� Sed"Ir InlotmaBon ovaliohle ham inns 1'ble Irnsl6ule. 563 V0 ndrbD6v% Modlon, WI 55119. ! t l l 1 STANDARD PIGGYBAC..K Tf�-Sp 90NN CTION DETAIL Mil/SAC - 2 4/30/2004 PAGE 2 OF 2 MITDk lndusoles, inc. _ Western Dhftlort �Q�pFESSIOry Zia - R APR 0 9 2013 a C1046433 v a, FOR LARGE.CONCENTRATED LOADS APPLIED C `� TO CAP TRUSS REQUIRING,A VERTICAL WEB: 'slq IMUM UPLIFT SCAB OF TY IN '!131" 10d (0 X NAILS; VERTICA1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP = 1060 LBS SPF = 820 LBS EXTEND MUST MATCH IN SIZE, GRADE, AND MUST LINE UP DF = 970 LBS BOTTOM ASSHOWN IN DETAIL OF PIGGY2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF = 840 LBS BOTTOM! CHORD SO THAT THERE.IS FULL WOOD. SPF -S = 720 LBS TO WOOD.CONTACT BETWEEN WEB OF PIGGYBACK JTOH AND THE TOP CHORD OFTHE BASE TRUSS.3) CONCENTRATED LOAD MUST BE APPLIED TO.90TH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x .. x 6'-T SCABTO EACH'FACE OF TRL 181§1ASSMLY WiT i 2 ROWS 01: 1.Dd NAILS (0.131"X3' AT 6" O,C; STP GGE'RED. ($IZE AND GRADE TO MATCH . VERTICAL WEB$OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION 15 ONLY VALID FOR A MAXIMUM CO)dCEN (RATED LOgD OF 3700 L&5 (@1.15). REVIEW BY A ¢U,tWF1ED'E)JGINEER IS REQUIRED FOR LOADS VALUES. SHOWN ARE BASED ON GREATER THAN 3700 L$S. LOAD DURATION OF 1.00 PIGGYBACK TRUSS CONNECTION -FOR SPANS LESS THAN 10'-01: MAXIMUM LIPLIFT SCAB CAPACITY USING -(4) 1 Dd (0.131" X 3") NAILS: ' 2 x _ x 414O" S)ZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP SYP = 424 LBS CHORD WITH 2 ROWS OF i Od (0,131" X 3")\ SPF = 328 LBS NAILS SPACED 6" O.C. AND STAGGERED \�. DF = 3BB LBS- HF = 336 LBS \ . SPF -S = 29B LBS 9r A ACH PIGGYBACKTRUSS �! TO EACH PURLIN WITH 2-16d NAILS TOENAILED. MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 18d A i w (0.131" X 3.6") NAILS: SYP - 117 LBS SPF — 60 LBS Imp OF = 92.LBS �. �. BAS TRUSS HF = . 63 LBS SPF -S = 41 LBS SPACE PURLINS ACCORDINGTD THE MAMMUM ATTACH EACH PURLIN TO TO SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WI ! PURL(h!S TO B411 NOT toE LOCATEDFAT EACH ASE CEED 24- D.C.). RUSS JOINT. 2 ;16d NAILS. CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. J VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.OD Pae#3 WAAMMf . D"rM &W5Fn pnrmnclnrs and=D NOTBe DA 'ZW AND WLODSD AIIYBRIt =LA)NCD PAO =-?'4n 2WOR0 USB. nT7 Grasnbedt Lena tbl wWD 1Oe gy of dad9n ppwartsasslars and proper lncorporolion of ssmponenl § lespansiblBly o1 buShcnp dadgnat -not Isss¢s dadgsrer. Broefng ahavrh OBms Heights, CA. 0581 . AddNotml penronenl htacing of Iha ov�eA'tlruettxe 41he re3potssiUly of the bu�ing despner. For g®nerd gNdatsce regarding leallon, 4uo}flyy ronitol, sltsroga, daBvery, msfcllon ism! brar$g, coneuH AFtSt/Rl1 Qu�ty Crliorla DSB•B4 ens! BC511 autlding Cotnpnnant ,1y iNormoOon ovolbble Irominrss F1ale Irulllulq 919 D'OnalAn Odve. Madtron, N153714. 8/2/13 EOJA.M H 10080 - Decorative Outdoor Gas-fired Fireplaces f U`ONLINE CERTIFICAT IONS DIRECTORY EOJA.MH10080 Decorative Outdoor Gas-fired Fireplaces AUG 0.6 2013 Page Bottom Cp ClPy OF Decorative Outdoor Gas-fired Fireplaces DEVELOPAIEIVT See General Information for Decorative Outdoor Gas-fired Fireplaces HEARTH & HOME TECHNOLOGIES L L C MH10080 . 7571 215TH ST W LAKEVILLE, MN 55044 USA Outdoor gas-fired fireplaces, Models CARODG36I, CARODG36IL, CARO DG42I ARODG42IL. Last Updated on 2013-07-01 Ouestions? Print this page Terms of Use Paae Top © 2013 UL LLC When the UL Leaf Mark is -on the product, or when the word "Environment" is included in the UL Mark, please search the UL Environment database for additional information regarding this product's certification. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark, should be considered to be Certified and covered under UL's Follow-Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non-misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "© 2013 UL LLC".• database.ul.corrdcg i -td n/XYV/temp1ate/LISEXT/1 FRAM E/showpag e.html?name=EOJAM H 10080&ccnshortdtle=Decorative+Outdoor+Gas-fired+Fireplaces&ob... 1/1 N. outdoorZl lifestyles by hearth 8. home lechnologiee Models: CARODG361 . CARODG361L �CARODG421,� CARODG421L Owner's Manual Installation and Operation GAS-FIRED C UL us LISTED CAUTION v ' " • DO NOT DISCARD THIS MANUAL 10 Oy • Important operating Read, understand L e a v e t h i stk and maintenance and follow these manual with party C'9 �%' instructions included. instructions for safe responsible for use Q installation and and operation. A DANGER If you smell gas: 1. Shut off gas to the appliance. 2. Extinguish any open flame. 3. If odor continues, keep away from the appliance and immediately call your gas supplier or fire department. A WARNING HOT SURFACESI Screens and other surfaces are hot during operation and cool down. Hot screens will cause bums. • Do not touch fireplace until it is cooled • NEVER allow children to tou0 fireplace • Keep children away • CAREFULLY SUPERVISE children in same area as JA WARNING: For Outdoor Use Only.fireplace. • Alert children and adults to hazards of high temperatures. A WARNING High temperatures may ignite clothing or other flammable materials. Do not store or use gasoline or other flammable vapors and liquids in the vicinity of this or any other appliance. An LP -cylinder not connected for use shall not be stored in the vicinity of this or any other appliance. AWARNING: Improper installation, adjustment, alteration, service or maintenance can cause injury or property damage. Read the installation, operating and maintenance instructions thoroughly before installing or servicing this equipment. • Keep clothing, furniture, draperies and other combustibles away. A WARNING! Risk of Fire! Do not install glass doors on this fireplace. Glass doors could cause overheating of adjacent structures. Installation and service of this appliance should be performed by qualified personnel. Hearth & Home Technologies suggests NFI certified or factory -trained professionals, or m technicians supervised b an NA certified professional. y iKMitol nutnfn Outdoor Lifestyles by Hearth & Home Technologies Inc. • Carolina - 4066-300 • Rev. X • 6/13 Read this manual before installing or operating this appliance.' Please retain this owner's manual for future reference. ' Congratulations Congratulations on selecting an Outdoor'Lifestyles gas ap-.' This owner's: manual should be retained for future refer- pliance—an elegant and clean alternative to wood burning:, ence. We suggest you keep it with your other important appliances. The Outdoor Lifestyles gas appliance you have documents and product manuals..' selected is'designed to provide the utmost in'safety, rell- The information contained in this owner's manual, unless. ability, and efficiency: noted otherwise, applies to models and.gas control As the owner of a new appliance, you'll want.to read and: systems. carefully follow all'of the instructions contained in this Your new Outdoor Lifestyles gas appliance will give you owner's manual Pay special'attention to all. cautions and years of durable use and trouble-free enjoyment. Welcome warnings: to the Outdoor Lifestyles family of appliance,products! We recommend that you record the following pertinent Homeowner Reference Information information about your appliance: Model Name: Date purchased/installed. Serial Number: Location on appliance: Dealership purchased from:.. Dealer phone: Notes: Listing Label Information/Location The model information regarding your specific appliance can be found on the rating plate located on the insideof the control box cover. Outdoor -.O�s M A_ D E lifestyles IN UsA . 7571 215th St. West, Lakeville, MN 5 504 4 - GAS -ABED, ' IAS U.S. 4.96, Outdoor Fireplace ; CGA -CR -97-003, Outdoor Fireplace " U� FOR USE AT HIG H ALTITUDES. This Installation must conform with local codes or, C US in the absence of local codes, with the National Fuel Gas Code, ANSI 2223.1%NFPA54, . LISUD orthe Natural Gas and Propane Installation Code, CSAB149.1. . MODEL: 29LD. - MODtLE: OUTDOOR FIREPLACE Mlnlm ermisslble.Gas Supply for Purposes of InputAdJuMment. Propane Gas Type of Gas Approved Minimum (De Gaz)Acceptable ......................XX.X w.c (Po. Col, d'eau) Model Number Maximum Pressure (Pression)......................................)OCX w.c (Po. Col. d'eau) Min/Max Input BTUH: ..... ..XX,XXXI XX,XXX 0 fice Size: ....:........................:.............................t1XX /.)00( .. 0 me Gas appliance -for outdoor installation only. •„ Gas Information of for use with solid fuel.(Appareil a gaz A flamme nue pour installation a 1'extdrieur seulament. Ne doit pas Btre utiilsd avec un combustible solide.) t Outdoor Lifestyles by Hearth & Home Technologies Inc. Carolina • 4066-300 Rev. X 6/13 2 :. Table of Contents . . 1 [Listing and Code Approvals : • 7 :. Finishing ' A. Appliance Certification4 A. Mantel Projections ' 18 B. BTU Specifications 4. B. Facing Material 18 C. High Altitude Installations 4 V. Appliance Setup D. Non -Combustible Materials Specification. 4" A.-, Clean the Appliance 19 E: Combustible Materials Specification .. 4 B. Optional Accessories 19. F. Electrical Codes 4 C. Pilot Shield 19 G. Fuel 4:1 D. Install Lava. Rock '19 • 2 Getting Started E. . Positioning the Logs 19 A. Design.and Installation Considerations :• 5 _ ; F. Place Remaining Lava Rock 22 B. .Tools and.Supplies Needed 5' G. Install Firescreen 23, 'C. Inspect Appliance and Components 5 9 Operating Instructions 3 Framing and Clearances. A. Gas Fireplace Safety " 24 . . A. Select Appliance Location 6 B. Your Fireplace .24 B.. Stand-A]one Installation 6 C. Screens 24- C. Built-in Installation 6 D. Before Lighting Fireplace 24- 4 -D. D. Moisture Resistance 6. E. Lighting the Appliance 25 + E. Clearances and Framing Dimensions :' 7. " F. After the Appliance is Lit 26 4 Appliance Preparation 10, Troubleshooting 4 A. Securing and Leveling Appliance 10.A.' intelliFire PlusTm Ignition System 27' B. Flashing 10 11 Maintaining. and Servicing the Appliance . 5 Gas Information A. Maintenance and Service Tasks: 30 A. Fuel Conversion 11 12. Reference Materials B. Gas Pressure A. Appliance Dimension Diagram 31 E C. Gas Connection 11 B. :Service Pmts List 33 D. Electrical Codes 12 C.: Warranty, 38 E. Valve Access 12 D. Contact Information 40 F. High Altitude Installations 12- 6 Electrical Information A. IntelliFire Plus'*' Pilot Ignition System Wiring 13 B. Control Module Operation 14 C. Installing the Optional Electric Kit 15 Note: An arrow (y) found in the text signifies change in content. . Outdoor Lifestyles by Hearth & Home Technologies Inca • Carolina • 4066-300 Rev. X 6/13 3 ' }• � � JAZ, .�5. "� X ,r i +. .. 'a } .'+,',`r- "_ '.rht•c^•. . I. 4. Orifice Size . (DMS) CARODG361 (NG) 36,000/55,000 #27 /.144 CARODG361L (LP) 29,000/50,000 #467.081 CARODG421 1 Listing and Code Approvals CARODG421L 37,000/62,000 A. Appliance Certification.. L D. -,Non -Comb ustible Materials Specification'' ; • :.Material which will not ignite and bum, Such materials are MODELS: CARODG361, CARODG361L, . • those consisting entirely of steel, iron, brick, tile, concrete, �CARODG421,�C�ARODG421L• slate, glass or plasters, or any combination thereof LABORATORY.' rUnderwriters Laboratories,'Ina (UL) :Materials that are reported as passing ASTM E 136, Stan- TYPE: Outdoor Open-F..lame Decorative Ga`s'Appliances STANDARD: ANSI Z21 00 .97-28 , : dara d Test Method for Behavior of Materials in Vertical :- °C ' be TuFurnace at 750 shall be considered noncombus- = This' product is listed to ANSI standards for "Outdoor Open= tible materials ; Flame Decorative Gas Appliances" and "Gas Fired A'ppli- ` ances for Use at High Altitudes":' E. Combustible Materials Specification • Materials made of or surfaced with wood; compressed ' Note: This installation must conform with local codes. In the ;Paper,.. plant, fibers, plastics, or other material, that can ignite absence of local codes you must comply with the National and bum, whether flame proofed or not, or plastered or Fuel Gas Code, ANSI Z223.1 -latest edition in the U.S.A. unplastered shall be considered combustible materials. and the CAN/CGA B149 Installation Codes in Canada F. ' Electrical Codes Note::This appliance, when installed, must be electrically If this appliance will be wired, the following applies. grounded in accordance with local codes, or in the absence of local, codes with the .National Electrical Code, ANSI/ NOTICE: This appliance must be electrically wired and NFPA 70, if applicable. grounded in accordance with local codes or, in the absence of local codes, with National Electric Code ANSI/NFPA 70- f B. BTU Specifications = latest edition or the Canadian Electric Code CSA C22.1. Models Min/Max Input BTUH, Orifice Size . (DMS) CARODG361 (NG) 36,000/55,000 #27 /.144 CARODG361L (LP) 29,000/50,000 #467.081 CARODG421 33,000/65,000 #24 / 152. CARODG421L 37,000/62,000 #43 /.089' Note: See Section 6.A. for flame adjustment. , C. High Altitude Installations NOTICE: If the heating value of the gas has been reduced, ' these rules do not apply. Check with your local gas 'utility or ` ' authorities having jurisdiction. ' When installing above 2000 feet elevations , • In the USA: Reduce input rate 4% for each 1000 feet above +.- 2000 feet. g s • In CANADA: Reduce input rate 10% for elevations' between 2000 feet and 4500 feet. Above 4500 feet, consult t local gas utility. Check with your local gas utility to determine proper orifice r size. Outdoor Lifestyles by Hearth $ Home Technologies Inc. -• Carolina • 4066-300 -Rev. X 6/13 4 2 Getting Started A. Design and Installation Considerations Improper installation, adjustment, alteration, service or maintenance can cause injury or property damage. For assistance or additional information, consult a qualified service technician, service agency or your dealer. The Carolina Series outdoor gas fireplace is designed for outdoor use and may be installed as a standalone unit or built into an outside wall. It may be installed in screened porches and lanais that meet these minimum requirements:. • Minimum porch area - 96 square feet' • Minimum ceiling height - 82 in. • Minimum distance from top of appliance opening to ceiling - 49.5 in. A minimurrt of one'wall can be screened but must be open to outside ventilation. Minimum requirements are: • Minimum screen area.- 64 square feet Minimum screen top height - 80 in. If this fireplace is to be installed within a wall, you must: • Provide access to the gas controls. • Slope outdoor floor (and hearth) away from fireplace. • Flash the perimeter of the fireplace, corners and the fireplace face in a manner consistent with regional practices as required to prevent water penetration around the fireplace or manage water that may penetrate the fireplace. See Section 3.D. and Figure 3.1 for more information regarding wall and enclosure construction. The fireplace may be installed on a wood or noncombus- tible deck. Refer to Sections 3.D. and 3.E. for clearances. When planning an appliance installation, it is necessary to determine the following information before installing: • Where the appliance is to be installed: - Clearance .to side walls - Location of adjacent stairwells - Doors - Windows - - Walkways - Wires - Possibility of flooding or running water • Location of gas supply piping • Electrical wiring requirements • Framing and finishing details B. Tools and Supplies Needed Before beginning the installation be sure that the.following tools and building supplies are available. Reciprocating saw Framing material Pliers . Non -corrosive leak check solution Hammer Gloves Phillips screwdriver Framing square Level Electric drill.and bits (1/4 in.) 3/4 in. wrench 7/16 in. wrench 7/8 in. wrench 1/4 in. nut driver . Crescent wrench Pipe sealant Plumb line Safety glasses Manometer Voltmeter Tape measure Flat blade screwdriver Caulking material (300°F minimum continuous exposure rating) 1/2 - 3/4 inch length, #6 or #8 Self -drilling screws. C. Inspect. Appliance and Components WARNING1 Risk of Fire or Explosiont Damaged parts could impair safe operation. DO NOT install damaged,' in- complete or substitute components. Keep appliance dry. • Carefully remove the appliance and components from the packaging. • Remove screen package from grate; set aside. • The gas logs are packaged separately and located on top of the firebox along with the lava rock. The installation manual will be found inside the firebox. Report any parts damaged in shipment to your dealer. • Read all of the instructions before starting the installation. Follow these instructions carefully during the installation to ensure maximum safety and benefit. WARN/NGI Risk of Fire, Explosion or Electric Shockl DO NOT use .this appliance if any part has been under water. Calla qualified service technician to inspect the appliance and to replace any part of the control system and/or gas control which has been under water. Hearth & Home Technologies disclaims any responsibility for, and the warranty will be voided by, the following actions: • Installation and use of any damaged appliance or vent system component. • Modification of the appliance or vent system. • Installation other than as instructed by Hearth & Home Technologies. • Improper positioning of the gas logs or the glass door. Installation and/or use of any component part not approved by Hearth & Home Technologies. Any such action may cause a fire hazard. Outdoor Lifestyles by Hearth & Home Technologies Inc. • Carolina • 4066-300 • Rev. X 6/13 5 NOTICE: Illustrations reflect typical installations and are for DESIGN PURPOSES ONLY. Illustrations/diagrams are not drawn to scale. Actual installation may vary due to individual design preference. A. Select Appliance Location Refer to Figures 3.1, 3.2 and 3.3. When selecting a location for your appliance it is important to consider where the appliance is to be installed: - Clearance to side walls - Location of adjacent stairwells - Doors - Windows - Walkways - Wires - Possibility of flooding or running water WARNING! Risk of Fire or Bumsl The appliance is hot and wind may cause flames to reach out in front • Keep furniture, draperies and other combustibles away. • Locate the appliance away from traffic areas. • Do not block air openings. • DO NOT place rugs, carpeting or other combustible materials on the floor directly in front of the appliance. • Clean up fallen leaves, branches and other combustible materials before using the appliance. • See Figure 3.,1 for required clearances. CAUTION! The appliance is hot and wind may cause flames to reach out in front. Install on wood or solid noncombustible surfaces extending full width and depth to prevent damage. • DO NOT install directly on carpeting, vinyl, plastic com- posite decking or combustible surfaces other than wood • When installed on wood, a 16° noncombustible hearth extension in front of the appliance is recommended. See Figure 3.3. B. Stand -Alone Installation This fireplace may be installed as a stand-alone unit. • Tape and seal all joints and comers. • Provide proper flashing and moisture management if installed on surfaces that may rot or otherwise be damaged by water. (See also sections 3.C. and 3.D.) When the stand-alone surround is constructed completely of noncombustible materials, stand-offs may be removed to permit a smaller structure. • Air space clearances are not required for stand-alone construction with noncombustible materials. C. Built-in Installation When this fireplace is installed into a wall, we recommend that the wall be an exterior wall system. • See framing measurements in Figure 3.1. . • You must maintain 1 1/2 in. (38 mm) airspace at the sides and back of the fireplace. • Header must be placed a minimum of 6 in. (152 mm) above the top of the fireplace. • Noncombustible wall sheathing material is required the first 36 in. above the top of the firebox opening. - Remove the existing top front (cement board) and replace with 36 x 45 1/2 in. (minimum) cement board. Allow overlap on the framing studs. See Figure 3.1. • The control box MUST be relocated to be easily accessible. See Section 5.D. Flash the perimeter of the fireplace, corners and the fireplace face in a manner consistent with regional practices as required to prevent water penetration around the fireplace or manage water that may penetrate the fireplace. See Section 3.D. and Figure 3.1 (CARODG36) and 3.2 (CARODG42) for more information regarding wall and enclosure construction. NOTICE. Soot may accumulate on the area above the firebox opening and may require periodic cleaning. WARNINGI Risk of Fired Maintain specified air space clearances to appliance: • Insulation and other materials must be secured to prevent accidental contact. • The chase%nclosure must be properly blocked to prevent blown insulation or other combustibles from entering and making contact with fireplace or chimney. • Failure to maintain airspace may cause overheating and a fire. D. Moisture Resistance This outdoor fireplace will shed moderate amounts of wa- ter, but is not waterproof. This appliance must be enclosed or covered with noncombustible finish material and all joints sealed to prevent water infiltration. The fireplace fire box will not perform as an exterior wall. Moisture penetration must be considered for construction that places the fireplace in structure walls or on moisture sensitive surfaces. When installed on exterior walls: Hearth & Home Tech- nologies recommends that the fireplace chase be con- structed, outside the structure's weather envelope. Where the platform meets the wall, use a flashing detail similar to that required for attached decks. Chase platforms, includ- ing hearths should slope away from the structure at 1/8 in. to 1/4 in. per foot. The fireplace can be shimmed level. Outdoor Lifestyles by Hearth & Home Technologies Inc. Carolina • 4066-300 • Rev. X • 6113 6 E. Clearances and Framing Dimensions CARODG42 CARODG421L + .. - . • - Note: Wthis surface Is Inside the building's warts air - • - envelope... Note: For actual appliance then this surface must, be an exterior wall- _- dimensions, refer to Section 12. System. - (38 mm).. (38 mm) e . .. 59-5/8 in. = F6n. reness can be zero at framing, • (1.5 m)' - -up to 6 Inches deep I - 1-1/2 in. 17 in. (38 mm) (432 mm) • In. e Control 541n. Box (1372 mm) 631n. minimum 361n. minlmurn . 82.1/4 in. (869 mm) 54 In. (2.1 m) .. from appliance front . (1372 mm) .• Cement Board 71-314 In. 36 In. minimum - (1.82 m) (889 mm) minimum from appllancefront to top of cement - I board { ' 50-1/2 in. . .. (1.28 m) IMeHer minimum ' } headerheight- - IE 1 36 In. min. (914 mm) a - t14 mm). • - - noncombustible finishing material + - 36 In. min. (9 ' I L-1 n. min. cement board from - .. I the top of the firebox 50 in. T opening (1.27 m) , Flashing minimum ,. _ •, .. • , header height - . 54 In. .. Exterior (1372 mm) . Front Back ►/8-1/4 in. / (210 mm) 82 In. • (2.08 m) _ \ - floortoceiling (292 mm)7,In. NOTICE: Vinyl siding must Minimum 10-5/8 in. (432 mm) not be placed between the (270 min) fireplace opening and the centol a°:_ ceiling/overhang. FAUST be ® •reloeatadl. • m 361n. - O (914• mm) A-'-' NOTICE: Flash the perimeter of the fireplace, comers and E the fireplace face in a manner consistent with regional 0 0 in: practices as required to prevent water penetration around the fireplace or manage water that may penetrate the fireplace. See Section 3.D. for more information regarding wall and enclosure construction. Figure 3.2 Appliance Locations and Framing Dimensions - CARODG421, CARODG421L Outdoor Lifestyles by Hearth & Home Technologies Inc. Carolina • 4066-300. Rev. X 6/13 8