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4457--,_a 4 , ,da l C. ,,,,,, s,,, vr,,, ,, a ,.,,,I eif 1 11/10", g a SUMMIT ENGINES iG L.L.C. Presents Structural Calculations for Project/Client: Designer: Dwyer Residence Deck Deckmasters, LLC 6600 SW Ventura Dr. 1901 N.E. Buffalo St. Tigard, OR 97223 Portland, OR 97211 Project No. 16-025 Date: March 28, 2016 Project Description and Criteria Pages 1 - 4 Gravity and Lateral Analysis Pages 5 - 38 New loads on Existing Structure Pages 39 - 40 Miscellaneous Page 41 7 r ,;, 65459P ,,t r OREGON'z< 4'"gib. ,± :. 4 Pf 675612°/7 Project Scope New residential deck: • Elements in this structural package requiring engineering: • Gravity Load Design - joists, beams, posts and footings • Lateral Load Design - lateral strapping of deck back to main house structure • Guardrail design • Acrylite Patio Cover Design Codes used: 2014 OSSC Wind load ASCE 7-10: Enclosure category Partially Open Sec. 26.2 Wind speed, V 110 mph Fig. 26.5— 1A Kd 0.85 Table 26.6-1 Exposure B Sec. 26.7.3 KZt 1 Sec. 26.8.2 G 0.85 Sec. 26.9.1 Gcpi 0 Table 26.11-1 Kh or KZ 0.7 Table 28.3-1 qZ = 0.00256KZKZtKdV2 18.4 psf Sec. 28.3.2 Roof slope = 22.6 degrees (5/12) Uplift wind load for the patio cover= 12.7 psf, per uplift zone 2E p= 18.4 (0.59-0.47+0.18)= 6 psf Roof Center p= 18.4 (0.87-0.65+0.18)= 7 psf Roof Edge =___> Use 8psf min per code Wind on deck/rail = 18.4x Seismic load ASCE 7-10: V= Cs W Cs= Sds R= 6.5 (Strap back to house) Cs= 0.728 SDC = D R/1 Page 1 Aluminum Properties: 6061-T6 40 ksi 6063-T5 21 ksi Dead Load: Deck: Decking: 0.71 gm/cm^3 (per manuf) 3.69 psf Framing: 2x8 @ 16"oc 2.2 psf Beams/Railing 1.5 psf Misc 1.0 psf 8.4 psf--> say 9 psf Patio Cover: Panels 1.0 psf Alum elements (see calc's) 1.3 psf 2.3 psf Live Load: 40 psf Snow Load: 25 psf on deck, 16.8 psf reduced on patio cover Page 2 CHAPTER 28 WIND LOADS ON BUILDINGS•--MWFRS(ENVELOPE PROCEDURE) Main Wind Force Resisting System-Part X h to a. Figure 28.4-1 1 External Pressure c«i nts(GC Low-rise Walls & Roofs Enclosed,Partially Enclosed Buildings •- SiM p t LFY A PPS- 7w pp- No. oftAiL40pue0 a 010, fa.i-Pr rr � ,1►' O S4. YS, . ergy tt.l. r.sm ,10,c.)....d --P- r '-f- 0 Q as_ 0 -� Y ..fi bs Q .,;0. ,., Comet d , 414.?. €2 % . r acrrsen Load Case A LIt3 h'r e o O a Q 4 mo0 a s- o i' rid �,� / 10, Ganser w.Moa Wow ''3 I .rte. ,r,"' i .«3 J j' WM^� 1�3 ,'. Q ZS . 4 O 0 h 0 V �ti 7 Load Case B Basic Load Cases 300 Page 3 nuf;Gs Design MapsSummary Report Re ort User-Specified Input Report Title Dwyer Deck Wed March 2, 2016 20:02:53 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.44889°N, 122.74468°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 4'7 E '""$ �i ub ry, y g ., � F�€ f , t -G Yf as - g s ' °r ' XF •••' USGS-Provided Output SS = 0.989 g SMS = 1.092 g SD5 = 0.728 g SI = 0.426 g SMI = 0.670 g SUI = 0.447 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEI-IRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.99 1.10 0.80 0.95 0.72 0.99 0.64 0.77 0.56 91 0.66 -a O.LB M 0.55 LA 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.30 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 4 , , _ , , / r , .7,-7//// ///1/7/W/ // / f 1 // //// //4 1 eo�Nafos+ N. 4 type* / .nsuarsM0.ani.^Fs1 I I /I I � � � ,,/,f tiGf't t � J �� // 2 ,/ ./..,/, 1 lilt!! , / / // f '3 F c" i \ gi z ///, Z A R y y ; /-/ f / es,/ is //i A ; : ,// '/' " /„.././// i 1 1 // ////////i<,, /71:: :://///://,://71:0/li 111111 v ./ .i/7/4 ' . i ,i/ (E} MAIN HOUSE ///// './:/://,,,:////://///,,,,,,,,,,y/7/..... 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I i i [ a MEMBER REPORT Level,J2 with DL+0.75(LL+SL) OK - hanger at TORTE " 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2@ 16" OC back end can hold uplift Right cantilever length exceeds 1/3 member length or 1/2 back span length. Overall Length:T 3" tr 4 2 B' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. gnRaoul _ResultLDF Loads ) System:Floor Member Reaction(lbs) 365 @ 4'5 1/4" 2231(3.50") Passed(16%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Joist Shear(lbs) 143 @ 3'8 1/4" 1501 Passed(10%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) -247 @ 4'5 1/4" 1564 Passed(16%) 1.15 1.0 D+0.75 L+0.75 5(All Spans) Building Code:IBC Live Load Defl.(in) 0.024 @ 7'3" 0.200 Passed -- 1.0 D+0.75 L+0.75 S(Aft Spans) Design Methodology:ASD (2L/999+) Total Load Defl.(in) 0.029 @ 7'3" 0.281 Passed -- 1.0 D+0.75 L+0.75 S(Alt Spans) (2L/999+) TJ-Pro`"Rating N/A N/A -- -- -- •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7'1 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. ' AilOgottale, . Required paint' Snow Tf# on 1-Stud wall-SPF 3.50" 2.25" 1.50" 19 93/-33 47 159/-33 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 1.50" 78 234 149 461 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Daad Hoar LlMa S+naw sodas (0,90) (1.00) . . (1.15).-; Ctuideerite 1-Uniform(PSF) 0 to 7'3" 16" 10.0 30.0 19.0 /� 3'at. .. .' SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:27:48 PM Forte v5.0, Design Engine:V6.4.0.40 Julie Havelka Summit Engineering LI_C Dwyer Job.4te ,(.1:3)734-663:3 uie©summitengmeer:ngllc corn Page 1 of 1 'Page 8 g en F O R T E " MEMBER REPORT Level,J2 with DL+0.75(LL+SL)Long span PASSED enFORTE " 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 14'7 3/8" 11 ,04 tt 11'23/8' 4'i 2'8' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design @w fan Allowed RemitLOP Loads Combination(Paftgr'a) System:Floor Member Reaction(lbs) 365 @ 2 1/2" 1434(2.25") Passed(25%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Joist Shear(lbs) 316 @ 10 3/4" 1501 Passed(21%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1032 @ 5'11 9/16" 1564 Passed(66%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.254 @ 5'11 9/16" 0.384 Passed(L/544) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.323 @ 5'11 9/16" 0.576 Passed(L/428) -- 1.0 D+0.75 L+0.75 5(All Spans) TJ-Pro'"Rating N/A N/A -- -- -- • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:a(2L/360)and TL(2L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 9'5 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. *404} 'T '. Dead 11"r Total 1-Stud wall-SPF 3.50" 2.25" 1.50" 79 238 151 468 1 1/4"Rim Board 2-Beam-SPF 5.50" 5.50" 1.50" 74 222 140 436 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. >+ext Fboc i ivy Sao1At Loads 3 • 'tocssiii."s (0.90) (1.00) .(1 J ;. Comments 1-Uniform(PSF) 0 to 11'6" 16" 10.0 30.0 19.0 w _� ',. ", • -.' SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:31:15 PM Forte v5.0, Design Engine:V6.4 0.40 Julie Flavelka Summit Engineering,LLC Dwyer Job.4te ,o3)734-6633 uie summitengmeerngIIc.com — Page 1 Of 1 Page 9 J F O R T E MEMBER REPORT Level, J2 with DL+300#point load OK - hanger at 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC back end can hold Right cantilever length exceeds 1/3 member length or 1/2 back span length. uplift Overall Length:7'3" s ��' j / rsr �i l 1 1 > LAY? y* • i 4A lr-0 g x':":4ta 11 11 it 4' 78" 11 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Resign Results', Algal',IC Location Abetted Mott LDF Leads Combination(Patent) System:Floor Member Reaction(lbs) 572 @ 4'5 1/4" 2231(3.50") Passed(26%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 328 @ 5'2 1/4" 1305 Passed(25%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -871 @ 4'5 1/4" 1360 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.122 @ 7'3" 0.200 Passed(2L1554) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.126 @ 7'3" 0.281 Passed(2L/534) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating N/A N/A -- -- -- • Deflection criteria:LL(11360)and TL(L/240). • Overhang deflection criteria:LL(0.2")and TL(2L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7 1 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Lnadsbafpoettia(Mys) SL1 .. Avadabte lRequired Dead Floor • , Toad Acer eerier 1-Stud wall-SPF 3.50" 2.25" 1.50" 19 -194 19/-194 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 1.50" 78 494 572 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Daad Ploor thee Lia f+ Mix) commos 1-Uniform(PSF) 0 to 7'3" 16" 10.0 - 2-Point(Ib) 7'2" N/A - 300 '.,Welferha `NOte0 I; '. ''. 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:28:11 PM Forte v5.0,Design Engine:V6.4.0.40 Julie Havelse Summit Engineering.t.I DwyerJob.4te 3)734-6633 u ie@summiteng'neer:ng,llc.com Page 1 of 1 Page 10 a F O R T E ,, MEMBER REPORT Level,84 PASSED 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 Overall Length:8'9 1/16" rr 2'8 1/16' '4( 5 6• All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Resift Loads f inatloo ) System:Floor Member Reaction(lbs) 1218 @ 2'9 13/16" 8181(3.50") Passed(15%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 608 @ 3'7 1/16" 5376 Passed(11%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 804 @ 5'11 5/16" 3222 Passed(25%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC Live Load Defi.(in) 0.018 @ 0 0.200 Passed -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD (2L/999+) Total Load Defl.(in) 0.021 @ 5'9 5/8" 0.289 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) • Deflection criteria:LL(L1360)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/240). • Bradng(Lu):All compression edges(top and bottom)must be braced at 8'7 13/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. cit ..-., 1-Stud wall-SPF 3.50" 3.50" 1.50" 314 737 468 1519 Blocking 2-Stud wall-SPF 3.50" 2.25" 1.50" 170 499/-44 296 965/-44 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. AelMWJ �,? �.. .. ?�E '._,:_10411+8 .'4.40 1-Tapered(PLF) 0 to 8'9 1/16" N/A 27.0 to 63.0 80.0 to 188.0 51.0 to 119.0 AreResasidential-Living � SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:38:01 PM Forte v5.0,Design Engine:V6.4.0.40 Julie Havelka Summit Engineering t.L.Cc Dwyer Job.4te C3)734-6633 uiersumrnitengmeermgllc corn Page 1 of 1 Page 11 I 1 1 1 1 , • 1 . 1 I i 1 1 , ; , i : : , I I -1---1-1- -+ 1:. , 3 , i 1 - i• 1 , i ,. i , , . , ! • . . ! , ' . ! f • t•"'''' , 1 i I , , I :. t„Ls) ,,, ' risi-i-i isp-31 44 /6 ,, . .. , , 1 t ----i----1-- - i -r r , ... .........._„.... . .. 1 „ . . ' $ . . , ...,_, , ,.....4.- ' .„14‘.4.. . 1 'Ar 1 1 1 i 1 • -„.. - t1 f „ , . :""+ 4 , 7,i "--1r i * fpi,11r-r-•• 1,!,!`• .,i.1 ,<g, i I . ------- ------+ ttig----4"---t.--1-- I” t" 1- t , L t -1- T--- I ' I ; ; , t , i , t ill1( • t , . ;.• i._ 1 ; 1 1 - . . , „„f - ,4_,s • I., . 1 i 1 1 1 I I , ' e ; ; i e I ,; ; I ' , ; .. r- tt * i g i 11111111r1 I •r, 7 • S'all 0.°/ s'.'flo:6,46.5` 4- '' :, ; lq 1 ....,„„ i qSsqi 1 ' , . , . i• , • 1 . 1 t ' ! II • ''` fs4 i i i i 1 ,. • ....„. i_. ..1. — 1-- 1-- i ., -L-1- .,; 't '..: ---f--- , 1- 'i-t-- -r---i, 1 f € t t 1 1 ; ; . < ; I ; , , I- I , i • I • i , A z t i f i ; ,,, . + 1 i I i t i .. , ' 2/ ./r 1 10 4-..,Lo„.0 , 4f -. ...741 i I , i 0 4' t? , '7' Ciall ie. -t ---4-- 1 I ^---"”" 1 ' i t ! 18. 1 0.," ' * i I i if • t , g , i -4- , „ . „. .... . . .. .. _ - - l -1-• i i I 1 . 1 , 1 , , 1 , , , 1 ,„.. , 1 „„ 4 ..„ , . t. ,. , . 1 .• rt. int : . . . 1,, t , ,--1-- ., ..„ ., , , , „/ , ,, ,, $ ,. ,- t 1 . ar i'i (;), t ,A,01 . pe7r gi .... ......L . . ,,,,,,),„. tr . , . 1 - ; 1 i 1 ! , i . ..„. t .., . , .. i r , , , I i i I I ; , 1 ' r.../.. ; 1 ...., . SII I I f ' 2.'• . 1 •,. • i 1 ,,,, .. 1 1 I i III i I ! !. i i i I , . ' i , 1 1 I , ! , 1 , 1 I I 4 i ••- • -4- •4- •,- ; 4 4 4 4,- + 4, r I I i I € ; I 1 1 I' t r € ; ; ;;; 1 I ; , r ...,, ., Page 121 L___ _ zii F O R T E " MEMBER REPORT Level,81 PASSED 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length:15'5" , r.: „ / u'a€tr`- r 7yy as - ,„ �� If I It 2. 12'10• X XX 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design ResieSin seinseAsesse mom* Rte- LOPLook CombinstIon(Pottern) System:Flaw Member Reaction(lbs) 3578 @ 2'1 3/4" 8181(3.50") Passed(44%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 1659 @ 3'3" 8244 Passed(20%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 5215 @ 9'11/16" 10166 Passed(51%) 1.15 1.0 D+0.75 L+0.75 S(Alt Spans) Building Code:IBC Live Load Defl.(in) 0.130 @ 8'9 13/16" 0.437 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.173 @ 8'10" 0.655 Passed(L/909) -- 1.0 D+0.75 L+0.75 S(Alt Spans) • Deflection criteria:LL(L/360)and TL(11240). • Overhang deflection criteria:LL(211360)and TL(211240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 15'5"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. StAppol'b& * Dead FMf Tata' Accessories 1-Stud wall-SPF 3.50" 3.50" 1.53" 809 914 2769 4492 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 445 692/-18 1021 2158/-18 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. u • • 00,1k,., _ Floor Live 71 M►Mr tocition Vadat (1.00) ,12;441,—) 1-Uniform(PLF) 0 to 15'5" N/A 55.0 103.0 165.0 2-Point(Ib) 6" N/A 159 - 1159 Canopy point load W esi •• toier.. . '..t. "', :. .'' ..,:., SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:38:41 PM Forte v5.0, Design Engine:V6.4.0.40 Julie Haveka SurnmdEngmeenng LLC DwyerJob.4fe 3)734-6633 ;rie@surnmitengineerngllc.cor Page 1 of 1 Page 13 '7I _ amt " likA ri _........,.t„„,.„...� �'- �.. .......,. .1_..--._. 3 ...t 1....___. Y . ., -... • i .1. 0.' 4 } i i • .W 33 Y € l E } } i 3 t 1 _.... 11 . 3 t ` f f M IP 1 , t� i E • t (( t I 1 ! 7T4h i i I. l �E € # i 0 1.51 , 1 . j 9 a f � i 1 mt, i £ 1 ll E € _._q 1 t ”• ~ - € i om .tee — ! 1 1 i ; _ t i �- �_ ; I 1 1 t_ t , 1 f ) j f t1 € 1 �p . -H1 1 t i T " of }— I i a _._ t } ......r... .��_—._.—.I--_._ d ._m b..,...�..__—...t....: • .Y ... •`- _. €-----,�f. ...min.., »., ,,.,. __ _ .m.— j , f 3 E t t { tt T 1 I I t t € € i j( t mom. ...} ..v} '� � 'per'_ ([ - '.,1 .e. ! ilk1 ..,.. }_ Page 14 ei C O R T C MEMBER REPORT Level, 85 PASSED r G 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length: 14'10 1/2" ;� P r a �1 i t✓� r i/ri�� s r wk0 0 X 7 �X 7 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Ikttstdtii Actual Location AAawed Result LOP ,Loads Combination(Pattern) System:Floor Member Reaction(lbs) 3905 @ 7'5 1/4" 8181(3.50") Passed(48%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 1543 @ 8'6 1/2" 8244 Passed(19%) 1.15 1.0 D+0.75 L+0.75 5(All Spans) Building Use:Residential Moment(Ft-lbs) -2839 @ 7'5 1/4" 10166 Passed(28%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.016 @ 11'3 11/16" 0.242 Passed(L/999+) -- 1.0 D+0.75 L+0.75 5(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.019 @ 11'4 5/16" 0.364 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) • Deflection criteria:LL(L/360)and T..(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 14'9 1/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Bearing Lengthi Lomas lei SItplporta fths) Flier Total AV -Imppgregg' Dead Snow Tata Accessories 1-Stud wall-SPF 3.50" 3.50" 1.50" 271 802/-128 466 1539/-128 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.67" 950 2413 1527 4890 None 3-Stud wall-SPF 3.50" 2.25" 1.50" 332 976/-81 583 1891/-81 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. . Tisa Dead Sear Live Snow Lin* Mots Width (0.40) CIAO} 045) 1-Tapered(PLF) 0 to 14'10 1/2" N/A 76.0 to 101.0 2230 .8.0 to 144.0 to Residential-Living 0 192.0 Areas Willfairt46.01010r 1 , - - ( )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:39.03 PM Julie tia.'elka Forte v5.0, Design Engine:V6.4,0,40 Summit Engineering i.I..C; DwyerJob.4te ',50:;)734-6633 u ie@summiienginoer oglIc com Page 1 of 1 Page 15 : •.! 1 ; i ... . t 1 I. , , ; i I , , . . . „ • ,, . : • . ' •, • I . -- -7, . . :• • - , .4,:t- 1 ! !./f.i\ : .•• • . , , . .1t, --- I i 5i ' 5. ' ! . at—1--1- -"-' 1 , i i " ,--- . 1 ÷ 1' t 44 V 4- •" 'tt , , - , . , . . 1L L . 1 , , ! ,,_. r i ' ,, , i„ , ,,.. , 1 , . , 3 ' 6,--1,.7„.: - ,A;- L.: 1...„)0..t' 2,..) „ , , 1 , 1 i , I „ , i - - --,4-----+- a-4,- -1-- -1--- T ' ± --i . , . , - , - 4 , .! , , 1 ----,---± : -4- , -1 T- ,-- . .± -I'• : ' ± ' -4- .••• < ,i 4- •!---- ••-- i,- --- i---- -4 `,-.- : - E E ; i • : A ' ', • 1 3 . .! . . ''.. ' il..' IP''. '''' -' ,4,.' ..41",71! ..r'.4&"114•0.K4,. IV' 144 ' 5 . e l -' — . . i . . . . . . . i.' .,.. .. "' ''''''' 1 ,1 ± 4- ' I 4 ' • , , ..—...------.— -1 i .. 1 1. --- 4- i5 - t -I.- i 1•% i i, t. 5, f E; e 0 '' •' 1 1•41b° 1 ,q i M Fi4 eilfbk. °I , , . . . I „ , . — . 4,:f 11 , . 5i i ,f_„ _,:. 51. ; ! .•' : : . ' . rit. i" -± f- , Il.. ; . „.... ''''S. ‘,..--C;e...'Cikir. .LC- 4.) ii,,,,', 1 i T . )t 1_ ......„,..., .....„ ... t-, z 'ir- i, 15 ; .,, , , I,.4, cPC.,, '1, 1• OW- , I • ger ...- 1 .""r 1 , 1 ' 1 1 ' , ... _.; ....1. i , , '--- -- - -----t---4- ' '--Itj.--- 4111 - - - 1.1,-1141-5- / 14445 51\11PS1'; ; 1 i els . 1 i , i I ,S'kl, t''': 1 . : . 46 S'I t ' 1 ' . i..,e . . ,' 1 r:'.i"--': :...... I. 1 ., 4-1 c): i 1 1 1 . . . . : if , , - . • ---t I i i < . r . I t 1 , ' _ € ; i ._ i _„.... ._.. 1 51 1 !, 1 • I -t. I --4- ,, ; i 1 .,..,.... _ E , ! 1 '.. ! i ; ' • ! I i ; Ii 1 - • I- 1- Ei 1 -1- r - -- ., ., •• i ,, ' i- ,,,4 i , ' i 1 1 I I . 1 1 i Ii 1 5 Page 16 1 iti( r A D T e " MEMBER REPORT Level,83 unbal load for uplift OK - connector at r V ` 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 back end can hold Right overhang exceeds the maximum length of 5'for this product. uplift Overall Length: 18'1" ui I n ! II I t#' 12 5 6" a a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Ac ssi 'Waggon Vie R 1, F CombIl (POW* , y 5 stem:Floor Member Reaction(lbs) 1224 @ 12'5 1/4" 8181(3.50") Passed(15%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 568 @ 13'6 1/2" 7168 Passed(8%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -1973 @ 12'5 1/4" 6630 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.093 @ 18'1" 0.376 Passed -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD (21/999+) Total Load Defl.(in) 0.104 @ 18'1" 0.565 Passed -- 1.0 D+0.75 L+0.75 S(All Spans) (21/999+) • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(21/360)and TL(2L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 18'1"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Moment capacity over cantilever support 2 has been reduced by 25%to lessen the effects of buckling. •Applicable calculations are based on NDS. ( a • >�, �' 1 R T0t01 ..,- �pOClf � 1-Stud wall-SPF 3.50" 3.50" 1.50" 161 -105 -66 161/-171 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 533 566 355 1454 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. , M R[IQh.iL Mit s- lel! •':; L •�., o '9 ( ''', Residential-Living 1-Uniform(PLF) 0 to 10' N/A 18.0 Areas 2-Uniform(PLF) 10'to 18' N/A 28.0 - - 3-Uniform(PLF) 12'6"to 18' N/A - 83.0 52.0 eyerteeuser' !.+, c . _..` ,.y;, ..a yr ''.. ., (ZS�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 11 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4.39:41 PM Forte v5.0, Design Engine:V6.4.0.40 Julie Haveka SummitEngneeung LLC DwyerJob.4te 03)134-6633 u ie@summitengmoennglIc corn Page 1 of 1 urs - connector at MEMBER REPORT Level,83 DL+0.75(LL+SL) F O R T En 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 back end can hold uplift Right overhang exceeds the maximum length of 5'for this product. Overall Length:18'1" ryi ' ssz _ ^>_,. / A' &� 'yd` ' �y. •:: 13x = , 1 ils 1 IJ: r I1' 12' 5'6' 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Doskiwk„Rigitffia . lir„ .: i=1, Resiit --tar [Lands continotion(P ), 1 System:Floor Member Reaction(lbs) 1706 @ 12'5 1/4" 8181(3.50") Passed(21%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 646 @ 11'4" 7168 Passed(9%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -1973 @ 12'5 1/4" 6630 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Passed Design Methodology:ASD Live Load Del.(in) 0.081 @ 18'1" 0.376 -- 1.0 D+0.75 L+0.75 S(Alt Spans) (2L/999+) Total Load Defl.(in) 0.093 @ 18'1" 0.565 Passed -- 1.0 D+0.75 L+0.75 5(Alt Spans) (21/999+) •Deflection criteria:LL(L/360)and TL(1/240). •Overhang deflection criteria:LL(21/360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 18'1"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Moment capacity over cantilever support 2 has been reduced by 25%to lessen the effects of buckling. •Applicable calculations are based on NDS. � � „I t [> iWtIQINtr 1-Stud wall-SPF 3.50" 3.50" 1.50" 161 347/-105 186 694/-105 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 533 961 603 2097 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Trthataly bald Fioor'Ilive 1pr aw .'I ..:. LAibdth 1-Uniform(PLF) 0 to 10' N/A 18.0 54.0 34.0 Residential-LivingAreas 2-Uniform(PLF) 10'to 18' N/A 28.0 83.0 52.0 [Z�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111111 Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:39:27 PM Julie Flaveli<a Forte v5.0,Design Engine:V6.4.0.40 Summa Eng neerng I.L.0 DI,vyer Job.4te ^,3)734-6633 ;u ie@)sumrr:itengmeecnglIc corn Page 1 of 1 Page 18 Vxp p #igj]ghhuugj SOF By: JH phone: 971.251.0194 Project No.: www.SummitEngineeringLLC.com Project Name: Posts: 15.60 ft 6x6 post max 6771 lb Slenderness = le/�= 34.0 50 Compare value, must be <50 per NDS H-1 cD=3.5 OK •0.822 E 'min � FCE— 1 2 1+ Fc� } 1+ F•� F IF* ' _F` 2C 2C• c _ _ c� c F d ` C C 0.8 le 15.60 ft d 5.5 in E' 580000 psi FSE 412 psi Fc 700 psi Unadjusted DFL No. 2 compression strength Ci 0.8 Incising factor Cd 1.15 Load duration factor F* 644 psi Adjusted compression strength F'c 337 psi Allowable compression strength per Euler stress Pauow= (A)(F) 10204 lb Pmax 6771 lb Check Pm vs Pa. 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T-Bar Roof System Installation Guide&Design Manual '',.e'''Miiitneft;;;A:'::',:7--';';:f.-• ',-: ' , :, , E' 4 SYSTEM COMPONENT P ' MPERTIES * Lcr.4) MEMBER ALLOY AREA Sx Sy Ix ly on2) (in3) (in3) (in4) (in4) I/J-r,f cr-BAR\ 6061-T6 0.8877 0.3921 0.1959 0.7974 0.2707 SIDE FASCIA 6063-15 0.6088 0.4733 0.0709 1.1310 0.0714 ,,,7 HEAVY DUTY T-BAR 6061-T6 1.4235 0.6072 0,4282 1.2007 0.6715 0 .8 QUARE 6061-T6 0.8319 0.7130 0.7130 0.9804 0.9804 1. 0 e` ..., (STANDARD \T-BAR*2_,W 6061-T6 0.3923 0.1657 0.1103 0.1679 0.i 303 0 F-SECTION FOR ACRYLITE 6063-15 0.1458 0.0082 0.0312 0.0042 0.0287 ANtlA41D t. ,) i6061-16 1 2150 1.7991 0.4653 4.1450 0.6953 /V _._ HANGING RAIL 6061-16 1 0644 1.3466 0.3478 3.2640 0.6778 TOP SHOE 6061-T6 1.0644 0.1184 0.4501 0.1307 0.5626 BOTTOM SHOE 6061-T6 0.8462 0.1404 0.6570 0.1782 1.8101 'LPW PROF II* E_ U _ 6063-15 1 2287 0.4297 1.8900 1.2785 5.8066 /. *1- , HAVY DUTY, 'I'BEAM i 6061-16 i 1.6802 3_4264 0.6913 11.3566 1 0370 2. o eve;Olt 7: 0.. 0437S:' CI )111/ 3 ) /- (6/ /fr 7 le •til 67#2,41/01-, i au') C'ri CI )/(2.14- . .) -: -22 oR r 00--: Ta .7,-- ,t,., c. ,-. A-004:1 V. L 991 ,, Page 8 __. ... Page 24 1 inr rS; U. _ . .�t.1„., I i 4 i r0 i t Ii : i I ' . It I I ii "i- ti _ i ' _ A 4 PI „t E.,:' ,,_4,„,,,,,,„ 1 • • . -4— T _,......._., .„,...____, i Ir . . Mii , ,iiii ,. 11 j gi alai PillIs w. �., mom..,_Lr1x Num ii s amp: - ] 1 mai i , ,• ._i.. ---i - I ______Iv : , .1 ...„- • a jj _ _ ._ in in 1 . 1111 ER al -i-- - , pi . :�rim'am iii m • 1 . 4 lie . /-.) ‘ „Ai . . .mu ..ri . ,..._ .j : m� s ... or: a __ _._. 4031.11 .gigs Mr S., '. , 11.-....h.. t _ 11-87,[- ;......... _i---- - .� ._�.... W,.......�, ...,., »- -.- .,.....- .,.-. .. ....,_...., f_ i...._..g(1 . . mi , . y , ; i ; ; , 1 1 ,..,,„„,„„, ,; ,,,, ..„„,.„., ...._ . .1,--- 7 i ill I I 1 4 I 1 � , 0 . ) .:�i _ See detail �... ifiri iv\ ,.....4 4d^ calculation for . �_ - ��._ __ant L I __-_..... _4�m-_ iguardrail post =_> II I t� II ig res ii ! III • i ''',le: v ' -.1-_•' _ 17zi Tii> )44frilti- i tot - !., ' .' , , ,, . , _ , , , , I , . , : , m mr ...T. ._. , , , , , r11 t ! 1 ' i I tl i 1 1 I I Page 25 C O C MEMBER REPORT Level,Joist with canopy loadeiiiPASSED r G 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 11'9" rt rt 11 It ii ii 4` 10. ,,4, 1' C I 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Remits Anomie Locatkn Moved Ramat LDF Loads Combination(Pattern) System:Floor Member Reaction(lbs) 2698 @ 10'6 1/4" 7013(5.50") Passed(38%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(lbs) 2310 @ 11'4 1/4" 3002 Passed(77%) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential Moment(Ft-lbs) -2272 @ 10'6 1/4" 3128 Passed(73%) 1.15 1.0 D+1.0 5(All Spans) Building Code:IBC Live Load Defl.(in) 0.090 @ 11'9" 0.200 Passed(2L/330) -- 1.0 D+1.0 5(Alt Spans) Design Methodology:ASD Total Load Del.(in) 0.108 @ 11'9" 0.200 Passed(2L/272) -- 1.0 D+1.0 S(Alt Spans) 13-Pro"Rating N/A N/A -- -- -- • Deflection criteria:LL(L/360)and TI(1/240). • Overhang deflection criteria:LL(0.2")and TL(0.2"). • Bracing(Lu):All compression edges(top and bottom)must be braced at 11'7 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. ' ' n .., LOWS to Supports(Ras) ' Tom" :, mod; Dried — ' Snow "Rotel Lhna =,. 1-Stud wall-SPF 3.50" 2.25" 1.50" 3 161 14/-123 178/-123 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 5.50" 2.12" 572 194 2126 2892 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Liter Snow Loads Location'• ' (0.90) (1.90)'- '-41.1.19 Unmet* 1-Uniform(PLF) 0 to 11'9" N/A 9.0 30.0 19.0 Residential-LivingAreas 2-Point(Ib) 11'6" N/A 469 - 1830 aeui � "' • '' �'''.. ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:39:56 PM Julie tiavelka Forte v5.0, Design Engine:V6.4,0.40 Summd Engineering.LI C DwyerJob.4te 60:3)734-6633 uie©sumr tengmeercglI corn Page 1 of 1 Page 26 MEMBER REPORT Level,Joist with canopy load uplift PASSED ,,/ FORTE 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16,r OC Overall Length: 11'9" - ° r < i.,41' sa % 0/ r • ta /`i 'T ,,,,, :7;2171;:`::;',11'; r ae , -r -44 y 4 y 3 s + ' ',, i 4� y , Skt 4 ti,4 i. r + n II ii X 10' 4'X 1 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design 1m itocation bred R X1 Lead.fa �biartionl{1PatCern) System:Floor Member Reaction(lbs) 2575 @ 10'6 1/4" 7013(5.50") Passed(37%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Joist Shear(lbs) 2303 @ 11'4 1/4" 3002 Passed(77%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) -2258 @ 10'6 1/4" 3128 Passed(72%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.095 @ 11'9" 0.200 Passed(2L/312) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.114 @ 11'9" 0.200 Passed(2L/260) -- 1.0 D+1.0 5(All Spans) TJ-Pro'"Rating N/A N/A -- -- -- • Deflection criteria:LL(L/360)and TL(1/240). • Overhang deflection criteria:LL(0.2")and TL(0.2"). • Bracing(Lu):All compression edges(top and bottom)must be braced at 11'7 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Total Required D Snow Total 1-Stud wall-SPF 3.50" 2.25" 1.50" 3 161 174 164/-174 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 5.50" 2.02" 572 194 2004 2770 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. DNA Floar Siwe Snoww 1-Uniform(PLF) 0 to 11'9" N/A 9.0 30.0 - Residential-Living Areas 2-Point(Ib) 11'6" N/A 469 - 1830 � Us 'Note' Y SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaimse any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:40.15 PM Forte v5.0, Design Engine:V6.4.0.40 Julie tiavelka Summit Engineering,LLC DwyerJOt).4te 3)734-6633 ,ulie@summitonglneeringllccorn Page 1 of 1 _ Page 27 1-Bar Roof System Installation Guide&Design Manual PosTv TOP SHOE eSTANDARD 1-BEAM DETALS T-BAR T-BAR CAP ACRYLITE 16/32 OR 16164 ACRYLIC PANELS BETVVEEN T-BARS T-BAR T GASKETING -------- ' GASKETING T-BAR CAP NM aliAfaileilii ' ,........„,_._ NOT SHOWN a ii, FOR CLARITY -77ACRYLJTE 16/32 OR la/64 - ACRYLIC PANELS 1180/2" TEK SCREWS EACH SIDE \\ BETWEEN T-BARS OF T-BAR CENTER UPRIGHT _ STANDARD I-BEAM — 0 0 18x1/2* TEK SCREWS i I STANDARD I-BEAM EACH SIDE OF I OR 1-BAR CENTER It 4)-1/4*91-14 TEK SCREWS (6)1/4-s-14 TEK SCREWS UPRIGHT (2-EACH SIDE) FOR (3-EACH SIDE) FOR TOP SHOE II "I NORMAL WIND EXPOSURE HIGH WIND EXPOSURE il (4)1/4.0-T4 TEK SCREWS I P TOP SHOE 1 (2-EACH SIDE) FOR I , , NORMAL WIND EXPOSURE NOTES: 11 OR ((63)1(A4*S-14 TIEKF SCREWS OR ,I. '''' ''''......,.._ /ALLOWABLE VERTICAL UPLIF T I 2 3/4" SQUARE POST ' CAPACITY AT EACH T-BAR END HIGH WIND EXPOSURE ,_ CONNECTION IS 223 ibs 2 3/4* ALLOWABLE VERTICAL UPLIFT SQUARE POST CAPACITY AT EACH POST TO ‘ EAM CONNECTION IS 1296 lbs„, t i pt.fry I&AO 144 I ii.'. 41, )1°4 rr (:-AriNc in 11- ( 1 A..1,,. U170 1 7 12,1.. 4.6 .0' Y A , A:::: zi-. ...3-1 7: 11S-Yic A ) CAC;;' C CI 4"r > U PC, ... 4 1::) I62..7V-...tetlow, ( 0 -4 ':''f' c Ti ,, kd )L i r r ..... t Z.341 s‘ .' ,kr;4 --27 < I ?9 6* rAilt C-1 rt Ok ) fret.. -lb .., if ,Lp 4 tz2.4,1 ? ,,,, : 2,1 R.)) 0 Akja_ , ibc, ",-. -ti -I- vi,..: d I\ 9-4o ok "---- 1° t* SLCC V i NC," 1...9- C-1.5-** 6;7> kr., 1098* 1....2ft, e, v-------- '<:-1 4...lb I.A., L.C.2 A n c.?eol A en t,....1 (4.7-er AA"-, nigar,if-- ) Page 28 i____ ,_ - -1---•-• 1 I IN.. ' . _41_ _,_,:' _., 1 ,_ !. 1_ 1 _li .1. .„1..„_ 17.. 1 ..t' _1.„...._„1..._„L„..._],:_„. „...„.„,i, .1„. ..! „1„ t IMO , T I i 1 2 3/4- SQUARE POST . •;-, .-- ___,..... .. (B)1/40-14, TEK scREws i . . (3-EACH SIDE i.,,,_„, . , • 1...._ .-.....„,t_____r1_„_±,__..i... ...1„, , 0 0 0 co I I c3 ... ... _ ----i ' . A II I ' ' I 111111111111MIL • - ., ',--- ,,,, La •,..,:` ,BOTTOM SHOE st; tt I I Itt • AT i P ' I I ',.,t.i.t. ,Ji', i . 'it es in .,•„:, .. 4.- (4)1/4"ø LAG SCREWS , . — . w/Y THREAD LENGTH EMBEDMENT 2-EACH SIDE) : K IDE VIEW , 1..,,... FRONT VIEW I , i . r .•,: .:1-361-------- . ----I-- - (2)3/B"0 THRU BOLTS -. .....--• --± -H I ; 0 0 -- ----1-- ., i- - - ; t-- i , „AA.!...—!!....t- " •No• —. • : *MP I f . •:.. iz: I ' i V 1 , ..;,..,., I•. *.' . , $: • , .: , .. .4, ,', i •;,. i , •Z• ': ' ,WilleSIONWiti f oti ut ....,.:..-.-=iw.au•,k,,,:,,' ,I1 ° A-! '! 11 . -- i . I —I._ „+„„......i., I.__ I stoellau FRONT VIEW SEE NOTATION ABOVE } • I gr. ,4 ,,,_.. : 1 "_ •.,, I.wWllapI. ' .-. ,,i A,1 • ". _r,_. .,I,,: -,;• - t/IAZ,0 i i1, i.I .. . , , MI . Ilt . . 1 . . 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MI 1 p __ � I� • • .... . 4 1, Page 31 allik GUARDRAIL ----lib_ TIES ELEMENTS Code Compliance Research Report CCRR-0202 Page 4 of 6 --.. 3 Figure 1 -Top Rail Figure 2-(Bottom Rail's, L 463 _.7 6, Atai,A_ ,. .... .,_ r• 1 II - a 0.75"Round 0.75"Soua7) Figure 3-Aluminum Balusters ----- - ,--,7- , Base Support Figure 4-PVC Rail Insert Figure 5-Two Piece Railing Support ..- i 1- -- Too Mount Bottom Mount Figure 6-Zamak 3 Cast Mounting Brackets Architectural Testing 130 Deny Court• York, PA 17406 717-764-7700 wwwarchtest com Page 32 A ---11IL ATI-ES Code Compliance Research Report CCRR-0202 Page 3 of 6 Table 1—Code Occupancy Classification Guardrail Maximum GuardrailSupport System Code Occupancy Classification a Dimensions') Post Mount 2.5 inch Mounted to The use of this product shall be limited to exterior or Trex®ReveaPM 96 inches by Aluminum interior use as a guard system for dwellings Railing System Level 42 inches Post Mount oudhes of constructed in accordance with the IRC(1 &2 Family (Figure 7) wood deck Dwellings). (1) Guardrails are qualified up to and including the listed maximum guardrail system dimensions for use in the referenced Code Occupancy Classification. Guardrail lengths are actual railing lengths, i.e. clear space between supports for level rails. Guardrail height is walking surface to top of top rail. Minimum installed height shall be 36 inches. (2) The 2.5 inch aluminum post mount attachment to surface of wood deck must be in accordance with the wood deck support blocking as depicted in Figure 8. Decking shall be Trex®Transcend®deck boards (solid or grooved) or decking equivalent in compressive strength. Hollow, ribbed or decking that is of less compressive strength Is not suitable for post mount installation. Table 2—Trex®ReveaPM Fastener Schedule Connection Fastener Top Rail Bracket to Post Three#10-16 by 5/8 inch pan-head,self-drilling stainless steel screws Bottom Rail Bracket to Post Two#10-16 by 5/8 inch pan-head,self-drilling stainless steel screws Top Rail Bracket to Rail Bottom Rail Bracket to Rail One#10-16 by 5/8 inch pan-head,self-drilling stainless steel screws pan- Picket to Rail The picket at the midpoint of rail length is attached to the top and bottom rails using two#8-15 x 1.25 inch pan- head, stainless steel screws through screw bosses. Foot Block to Bottom Rail One#12-11 by 1.25 inch pan-head self-drilling stainless steel screws sv coArchitectural Testing 130 Derry Court• York, PA 17406 717-7647700 w www.archtest.com i _— , f € 1 i .........�....t�._. _, _1__, € .._._.,.... —T.._..... , ......_..a._......_ jtsi T 1 _ - 1 , } r , , , , „ „ . , „ , , „ . ..„. , , _ , _ , .4. —:_ ;ii L i I j y _� g - i 1 .� 1 , i i j • . i I Ti. 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I., „1,_ ,„.., „d,„„ .",„ .,„, r.,,4, ...,„.. , .... , , . , .,. , - , ...,,,,,,,r,..„,....1,..,_.,i, i I I. ; , ....._ 1. 4 I ! 1. i 1 , I- , 1 i 1 , ? , I .., **--111-10„:, 1-,---) 4 L . . , 1 ' iii ,4 , i i i . , ' . , , • : s i . . . . , . , r i , 1 , I i \3' , , 1 i • , . . ; . • . , , 4 , i 1 i cflifeti 1)....tii , i rvittc3tv, v--, 74-97 cs. ticzli , ! f, / ..„.. i i • •• il 1. 1 ' / . ' I I , a i F 0 R T E MEMBER REPORT Level,Existing house joist ,r PASSED 1 pieces) 2 x 10 Douglas Fir-Larch No. 2 @ 16 OC Overall Length: 14'7" E 9 /� �/ rn Citi / > / i / , it Wir ; kr y41:;t4iti6" ,,,,:4,::r,',:',":,%7't-,izzile,*:,'.:{,,;;;i .n u LI 12' 2' 1 ,r 4ct �f 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Rejigs Results 'Ake 0 Location *Sowed Result EDF Loads Combination(Pattern) System:Floor o Member Type:Joist Member Reaction(lbs) 1306 @ 12'5 1/4" 2231(3.50") Passed(59%) -- 1.0 D+0.75 L+0.75 5(All Spans) Shear(lbs) 776 @ 13'4 1/4" 1665 Passed(47%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -1445 @ 12'5 1/4" 2029 Passed(71%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.093 @ 14'7" 0.200 Passed(2L/556) -- 1.0 D+0.75 L+0.75 5(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.156 @ 14'7" 0.215 Passed(2L/332) -- 1.0 D+0.75 L+0.75 S(Alt Spans) TJ-Pro'"Rating N/A N/A -- -- -- •Deflection criteria:LL(LJ360)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7'1 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. to O- S1 Tan AveRequired Deed Snow Toted Accessoder 1-Stud wall SPF 3.50" 2.25" 1.50" 20 253/-50 -37 273/-87 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 2.05" 577 692 280 1549 Blocking •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Snow LOilids .V: ,,. Spacing (Date (130) (45) Co not b 1-Uniform(PSF) 0 to 14'7" 16" 10.0 30.0 - 2-Point(Ib) 14'3 5/8" N/A 403 307 243 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/23/2016 4:40:32 PM Forte v5.0,Design Engine:V6:4.0.40 Julie Navelka Summit Engineering.LI..0 Dwyer Job.4te 03)734-663:3 u ie@summi engineer.ngllc corn — Page 1 of 1 Page 40 ESR-1478 , Most Wide Accepted and Trusted p: . : 4of8 TABLE 1C—FASTENER SPECIFICATIONS:LEOGERLOK AND LOGHOG FASTENERS ALLOWABLE LEDGE2LOKsf OVERALL LENGTH OF UNTHREADED MINOR THREAD BENDING FASTENER STRENGTH LOGHOG! HEAD LENGTH' TNIttEIJD�' SHANK (ROOT) y z s dAMETER DIAMETER F Tensile Shear" FASTENERSIGNAMARKING (inches) (inches) (inch) (i ch) ( '°'P ( tom) DESIGNATION LL358 F3.6 3'4 2 200,700 1,833 1,235 LL005 F5.0 5 3 LHOG009 F9.0 9 3 0.228 0.202 LH00011 F11.0 11 3 183,200 1,335 890 LHOG413 F13.0 13 3 LHOta015 F15.0 15 _ 3 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 psi=6.895 kPa. 'For purposes of measuring overall fastener length,fasteners must be measured from the underside of head to bottom of tip. 'Length of thread includes tip.See detailed illustration. tri ASTM F1575 and based on the minor thread diameter. 'Bendne sst strength determined methods threaded portion to be embedded in the main member. "Fastener iner rrh and designed complete 'Fastener bending yield strength is determined by the 5 percent diameter(0.050)offset method of analyzing load-displacement curves developed from bending tests. 'Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. „ur,.t,:x.,-1 11( ;t a1s Jr 7:"> fcK'ArT:AP;P:ht., • AFH.gANA,, .gig,"saD R' '3:A iP ;i,.H ,,,a i t,c;:ti TABLE 113—FASTENER SPECIFICATIONS:TRUSSLOK FASTENERS UNTHREADED MUIOR TREAD ALLOWABLE TRUS8lOFCe OVERALL LENGTH OF SHANK (ROOT) BERG' FASTENER STRENGTH FASTENER MARlG h T DIAMETER DIAMETER (F Tensile Shear' DESIGNATION ( ) (mss (Inch) ( ) ( (St) EWS338 F3.3 334 fl 215 EWS0p5 F5.0 5 11f2 0.228 218.400 1,833 1,235 EWS670 F6.7 6'J,0 For SI:1 inch=25.4 mm,1 Riff=4.4 N,1 psi=6.895 kPa. 'Fox purposes of measuring overall fastener length,fasteners must be measured from the underside of head to bottom of tip. 2Lengtn of thread includes tip.See detailed illustration. 'Bending yield strength determined per methods specified in ASTM F1575 and based on the minor thread diameter. `Fastener installation and design values require complete threaded portion to be embedded in the main member. 'Fastener bending yield strength is determined by the 5 percent diameter(0.05D)offset method of analyzing load-displacement curves developed from bending tests. of the fastener. ' shear strength values apply only to shearing in the unthreaded shank portion 0aaawumA a213 a2;5a+rrors 1500 ams uorvr 1rr0 erfrArNaTAW 11I itllililtl%• FOR AfiTROPOMT ".1 $#EAD WRONG AIAFAO UMWf1 3r8"At(X OW LIMON Page 41