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Specifications (5) /39=1 fit- /X/ J2K Engineering , Inc . 887 SE 25th Court Hillsboro, OR 97123-7215 rib t (503) 640-6808 www.j2keng.com �•� PROJECT NO. : 17 - 008 March 5, 2017 PROJECT: Salazar Residence Patio Roof Page 1 of 8 13992 SW Hillshire Drive Tigard, Oregon • CALCULATIONS '` ' FOR Framing Members and Post Bracing (Plans by: J2K Engineering) DESCRIPTION • PAGE Framing Member Evaluations OFFICE COPY 2 Lateral Load Development 6 Post Loading & Footing Embedment Evaluations 8 • XV. St61Ng h" + .75 4, 47:94 1s. 4bN NOTICE TO USER/REVIEWER: ENGINEER'S SIGNATURE AND DATE SHOULD BE IN "BLUE" INK, AND SHOULD BE THE ONLY HAND-WRITTEN INFORMATION ON THIS PAGE. ANY ADDITIONAL MARKINGS, OR DEVIATIONS IN THE INFORMATION PRESENTED MAY INDICATE UNAUTHORIZED USE OF THESE DOCUMENTS. (PLEASE REQUEST VERIFICATION FROM J2K ENGINEERING, IF UNCERTAIN) Our design responsibility is limited to only those specific areas of the structure/project as presented herein. The attached calculations and construction details were prepared for the above referenced plans for the ONE-TIME USE at the noted site. Project: Salazar Patio Type: Rafter if PEC- ,419-7.-<' S Location: Tigard, Oregon Folder: Roof framing Date: 3/5/17 10:59 AM RedSpecTM by RedBuiltTM Designer: Kevin N. Clemo v7.1.4 Comment: Typ. Rafters - 1.5x7.25 Douglas Fir #2 This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 23% -345 1501 Snow(115%) 1.0D+1.0S All Spans PASS Positive Moment(ft-lb) 79% 1079 1359 Snow(115%) 1.0D+1.OS Odd Members PASS Negative Moment(ft-lb) 3% -39 1359 Snow(115%) 1.0D+1.OS Even Members PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 74% 0.211 0.284 L/648 L/480 1.OD+1.0S Odd Members PASS Span Total 87% 0.329 0.379 L/415 L/360 1.OD+1.OS Odd Members PASS Overhang Live(down) 5% 0.002 0.054 2L/999+ 2L/480 1.0D+1.0S Even Members PASS Overhang Total(down) 0.000 0.072 2L/999+ 2L/360 1.OD+1.0S PASS Overhang Live(up) -0.064 2L/405 Overhang Total(up) -0.100 2L/261 SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 262(115) 315(115) Dead Reaction(Ib) 150 181 Total Reaction(Ib)(DOL%) 412(115) 496(115) Bearing Bottom Bottom Support Beam Wall Req'd Bearing(in) 1.50 3.00 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 5/12 it 0 10'-6.0" 1'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 12 0 2'-0.0" Snow Roof Beam NOTES • Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •Sloped connections require additional consideration. Support bearing length requirements must be_ch_ecked separately. •Cornlnuous Idlerdl support required dl top and bottom edge. •Sloped length multiplier= 1.083. Bevel cut add= 3.02". C:\32K_Work Files\Project Folders\2017_Project Files\17_008 Salazar\Calcs\Salazar.red ` -+ Z e=r= 8 3/5/2017 10:59:36 AM Salazar Patio : Roof framing : Rafter Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltr"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT",RedSpecT",Red-IT",Red-I45T",Red-I4512",Red-I58T",Red-I65T",Red-I65TT",Red-I90T",Red-I90HT",Red-I90HST",Red-LT",Red-LTT",Red- WT",Red-ST",Red-MT",Red-HT",RedLamT",FloorChoiceT"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2016 RedBuilt LLC.All rights reserved. Project: Salazar Patio Type: Ridge BM .4.1' Location: Tigard, Oregon Folder: Roof framing Date: 3/5/17 11:03 AM RedSpecTM by RedBuiItTM Designer: Kevin N. Clemo v7.1.4 Comment: Ridge Beam 5.125 x 12 GLB 24F-V4 DF = 1Eb S � E/kktZK This product meets or exceeds the set design controls for the applica ton and (bads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 21% 2631 12495 Snow(115%) 1.00+1.05 Adjacent First Support PASS Positive Moment(ft-lb) 40% 11276 28286 Snow(115%) 1.00+1.05 Even Members PASS Negative Moment(ft-lb) 1% -202 21299 Snow(115%) 1.0D+1.OS All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 60% 0.225 0.375 L/800 L/480 1.0D+1.OS Even Members PASS Span Total 69% 0.343 0.500 L/524 L/360 1.OD+1.OS Even Members PASS Overhang Live(down) 3% 0.001 0.050 2L/999+ 2L/480 1.OD+1.0S Odd Members PASS Overhang Total(down) 0.000 0.067 2L/999+ 2L/360 1.OD+1.OS PASS Overhang Live(up) -0.048 2L/500 Overhang Total(up) -0.073 2L/328 SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 2240(115) 2240(115) Dead Reaction(Ib) 1198 1198 Total Reaction(Ib)(DOL%) 3438(115) 3438(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing(in) 3.00 3.00 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 A A 1'-0.0" 15'-0.0" 1'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 12 0 10'-6.0" Snow Roof Beam NOTES • Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •_Su ort_bearing length_r_equirements must be checked separately. •Continuous Idterdl support 1 equhed at lop edge. Lateral support required at beau rnys fur butturrr cdyc. C:U2K_Work Files\Project Folders\2017_Project Files\17_008 Salazar\Calcs\Salazar.red in-e0eD 3DF— 8 3/5/2017 11:03:24 AM Salazar Patio : Roof framing : Ridge BM Page 1 of 1 The products noted are intended for interior,untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT", RedSpecT",Red-IT",Red-I45T",Red-I45L'", Red-I58°°,Red-I65T",Red-I65TT",Red-I90T",Red-I90HT",Red-I9OHST",Red-LT",Red-LT",Red- WT",Red-ST", Red-MT",Red-HT",RedLamT",FloorChoiceT" are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2016 RedBuilt LLC.All rights reserved. 4*****'KProject: Salazar Patio Type: Eave BM teLocation: Tigard, Oregon Folder: Roof framing Date: 3/5/17 11:08 AM RedSpecTM by RedBuiltTM Designer: Kevin N. Clemo v7.1.4 Comment: Typ. Eave Beams 61-8 5.125 x 10.5 GLB 24F-V4 DF - 0 �b()°_k _ This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 15% 1624 10933 Snow(1150/0) 1.0D+1.0S Adjacent First Support PASS Positive Moment(ft-lb) 32% 6828 21657 Snow(115%) 1.OD+1.05 Even Members PASS Negative Moment(ft-Ib) 1% -122 16372 Snow(115%) 1.0D+1.0S All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 53% 0.200 0.375 L/900 L/480 1.0D+1.0S Even Members PASS Span Total 62% 0.310 0.500 L/580 L/360 1.OD+1.OS Even Members PASS Overhang Live(down) 2% 0.001 0.050 2L/999+ 2L/480 1.OD+1.OS Odd Members PASS Overhang Total(down) 0.000 0.067 2L/999+ 2L/360 1.0D+1.0S PASS Overhang Live(up) -0.043 2L/563 Overhang Total(up) -0.066 2L/363 SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1333(115) 1333(115) Dead Reaction(Ib) 749 749 Total Reaction(Ib)(DOL%) 2082(115) 2082(115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing(in) 3.00 3.00 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 I d p 1'-0.0" 15'-0.0" 1'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 12 0 6'-3.0" Snow Roof Beam NOTES •Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •Support bearing length requirements must be checked separately. -- - -Cu.,i nuuus toter at ouppuI L reyuii ed at Lou edge. Lateral suppt rt-re-quirea at oearings-ror bottom edge. C:\32K_Work Files\Project Folders\2017_Project Files\17_008 Salazar\Calcs\Salazar.red . .-.2,V_ (�^��� PG -4 of 8 3/5/2017 11:08:51 AM Salazar Patio: Roof framing : Eave BM Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT" RedSpec'",Red-IT",Red-I45T",Red-I45LT",Red-I58T" Red-I65T", Red-I65TT",Red-I90T",Red-I90HT",Red-I9OHST",Red-LT",Red-LTT",Red- WT",Red-ST",Red-MT",Red-HT",RedLamT",FloorChoice'"are trademarks of RedBuilt LLC, Boise ID,USA. Copyright©2010-2016 RedBuilt LLC.All rights reserved. Project: Salazar Patio Type: End BM Location: Tigard, Oregon Folder: Roof framing Date: 3/5/17 11:15 AM RedSpecTM by RedBuiftTM Designer: Kevin N. Clemo v7.1.4 Comment: Typ. End Beams 5.125x13.5GLB24F-V4 DF �dSr° SIZ,cI3 t6 This product meets or exceeds the set design controls for the applicationand of ads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 16% 2211 14057 Snow(115%) 1.0D+1.OS All Spans PASS Positive Moment(ft-lb) 62% 20457 33197 Snow(115%) 1.OD+1.OS All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 82% 0.420 0.513 L/586 L/480 1.0D+1.0S All Spans PASS Span Total 99% 0.677 0.683 L/363 L/360 1.0D+1.0S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1376(115) 1376(115) Dead Reaction(Ib) 895 895 Total Reaction(Ib)(DOL%) 2272(115) 2272(115) Bearing Flush Flush Support Beam Beam Req'd Bearing(in) 1.50 1.50 HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 4 20'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 12 0 1'-0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point lb Snow(115%) 2240 1200 10'-3.0" Adds To Ridge Beam loading NOTES • Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. - --;.-,e.. ih- C:\32K_Work Files\Project Folders\2017_Project Files\17_008 Salazar\Calcs\Salazar.red 1--)_ - -b i 5op8 3/5/2017 11:15:00 AM Salazar Patio : Roof framing : End BM Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltT" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT",RedSpec'", Red-IT",Red-145T",Red-I45LT",Red-I58T",Red-I65",Red-I65TT",Red-I90",Red-I90HT",Red-I9OHST",Red-LT",Red-LTT", Red- WT",Red-ST", Red-MT",Red-HT",RedLam",FloorChoiceT"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2016 RedBuilt LLC.All rights reserved. Wind Load Development,ASCE 7-10 J2K Engineering, Inc. Analysis Method: Analytical (Directional) Procedure (Chapter 27, Part 1;ASCE 7-10 ) "OPEN" RESIDENTIAL structure I. In accordance with 2012 IRC Sections 1609.1.1 and 1609.3.1, for"Residential"structures only, the "Ultimate" wind speed from Figure 1609A can be adjusted to a "Nominal" (ASD)wind speed per Table 1609.3.1. (Which incorporates the ASCE 0.6 Wind load adjustment for"Combined" loading evaluations.) II. Ultimate Wind speed Vult:= 120 mph "Nominal"Wind speed ('14 OSSC, Table 1609.3.1) Vnom 93 mph III. Building Geometry Exposure & Roughness Category (ASCE Sect. 6.5.6) Exposure "B" (urban &suburban &wooded areas) Building depth (width perpendicular to ridge line): B := 23.0ft Building length (dimension parallel to ridge line): L := 17.0ft Building eave height: := 9.50ft He Roof Pitch (in/ft): p:= 5 p RS:= atani—/ 12 Rs=23•deg Mean roof height, h:= He+ 0.25-13-tan(Rs) h = 12ft IV. Building Risk Category: Category II Building ("All" other structures) (Table 1.5-1, ASCE 7-10) V. Building enclosure classification: OPEN & free flowing VI. Internal Pressure Coefficient: (Table 26.11-1; ASCE 7-10) GCP := , 0.0 VII. Exposure Coefficient factor: (Table 27.3-1 ASCE 7-10) K := 0.57 Z VIII. Topographic factor: (Section 25.8.2 ASCE 7-111} 1_0 IX. Wind Directionality factor; (Table 26.6-1, ASCE 7-10) Kd:= 0.85 X. WIND Velocity pressure: (EQ. 27.3-1; ASCE 7-10) 2 qh:= 0.00256•KZ Kzt•Kd'Vnom qh= 10.7 psf — XI. Gust factor: (Section 26.9.1, ASCE 7-10) Gf:= 0.85 PROJECT: Salazar Residence Patio Roof Assembly JOB No.: 17 -008 PAGE: (p of Wind Load Development,ASCE 7-10 (cont'd) J2K Engineering, Inc. XII. Net Pressure Coefficients A) Wind loading direction Perpendicular to roof slope/ridge (Parallel to building dimension "B") (Figure 27.4-5, ASCE 7-10) "Net" pressures are applied perpendicular to the roof surfaces. Load Case "A": Cnw:= 1.1 CIA := 0.1 Load Case "B": C -0.1 C -0.8 nwB:= n1B := B) Wind loading applied Parallel to the ridge line (Parallel to building dimension "L") (Figure 27.4-7) Load Case "A": CN:= -0.8 Load Case "B": CNB 0.8 XIII. Design Wind Pressures (Equation 27.4-3, ASCE 7-10) A) Wind load direction Perpendicular to ridge line: qnw gh•Gf•Cnw.psf qnw= 10-psf qn1 gh-Gf•Cn1•psf qn1 = 1-psf B) Wind load direction Parallel to ridge line: gN gh•Gf•CNB•psf qN=7-psf XIV. Design Wind loads to buiilding A) Wind load direction Perpendicular to ridge line: V Fpe1p:= 0.5•B•tan(Rs)•(gnw-g1).Lt Fpe1p =743 lb << "Controls" Design loading for posts B) Wind load direction Parallel to ridge line: Fpaz:= 0.5•B-0.5•B•tan(Rs)•gN FPar=402 lb XV. Minimum "NET"wind pressure shall be 16 psf applied to the projected vertical area of the structure. (Section 27.4-7, ASCE 7-10) Includes ASCE 0.6 x Wind adjustment factor for"Combined" loadings. Fminperp (L1.0.50•B)•sin(R0•0.60.16psf / Fminperp= 722 lb Fminpar 0.5•B•0.5•B•sin(Rj•0.60.16psf / FminPar=488 lb XVI. Uplift Load at Eave end of Rafters (11.5ft)2 gEav ur gh•psf•Gf•CN•2 2ft gEavRftr=-375-lb 10.3 ft PROJECT: Salazar Residence Patio Roof JOB No.: 17 -008 PAGE: 7 of Embedded Post Analysis at Patio Roof J2K Engineering, Inc. Analysis and design per Section 1807.3 "Embedded Posts and Poles"from the 2014 OSSC. Lateral Design Values and Geometry: Posts are "CONSTRAINED" (by patio slab) Total "WIND" Loading: Fw:- 743 lb Loading to Posts (and Bracing): Number of posts: N-4 1 Fpost Fw•N Total applied lateral force, Fpost= 186 lb < —Force per post Maximum Vertical loading to post: P =0.25.12psf•23ft•17ft P = 1173 lb Min Dia of footing for Bearing: P 4 0.5 Point of application for lateral force, h:= 9.5-ft bmin := [ (1500•psf)•3.14i bmin= 12•in Diameter of concrete footing, b:= 24-in Depth of embedment, dembed: 325'ft Cd := dembed _ 3ft Cd = 1.083 Allowable soil bearing pressure, S3:= 2.1.33Cd-(150-psf) S3 =432•psf Required Minimum Embedment Depth to achieve the resistance for the Applied Lateral Load (EQ 18-1); p4.25•F post'h 0.50 dmin:= S b dmin=2.95 ft <dembed=3.25 ft 3 Post Section Properties, 6 x 6 P.T. #2 Hem-Fir Design Properties for Member to be sized: 2 3 4 CI:= 0.8 CIE:= 0.95 (Incising Factors) Apost 30.25•in Spost 27.73•in 'post= 76.26in LDF:= 1.6 1.5•Fpost F„:-- _Ct.LDF.140-psi Fv= 179.E fv - # —9-.psi - Apost Fc:= C1•0.91•LDF•575-psi Fc=670•psi P fc:= A fc=39 psi F C •LDF•675-psi F 864si post b I P b = p Fpost'h Emin CIE•0.9.400000•psi fb:= fb = 764-psi Spost Check combined axial compression and bending stress FcE1 := 0.822-Emin_ [1•h - (7.5in)]2 FcEI = 1217 psi fc 2 fb -fc- FcE1� + -0.92 < 1.0, .... GOOD for size of post selected Fc Fb-�1 24"dia. (min) concrete footing around posts. / For stress allowables, the maximum allowable Post to EXTEND 9'-6"(max.)above finished concrete slab. lateral force to the top of the#2 Hem-Fir P.T. Footing shall extend 40"(min.)below existing grade. 6 x 6 posts is Fpost= 186 lb per post. Measure footing embedment from LOWEST adjacent grade. PROJECT: Salazar Residence Patio Roof JOB No.: 17 -008 PAGE: of,f5