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COV 1129v �l i ..a 1 I M-tA laa 0f 10E VISSER j ,f. ENGINEERING RECEIVED NOV 1 2I01R CITY Of 'TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Project: Jackson's Store No. 530 11290 SW Bull Mountain Road Tigard, OR 97224 Project No.: 18-040 Client: Barghausen Consulting Engineers 18215 72nd Avenue S. Kent, WA 98032 By: Bryan Stanton Andy Derrick, P.E., S.E. Mike Visser, P.E., S.E. Date: September 20, 2018 pu .1 ,a �� Qc„p P rO , fe t ?.40 T �d 1 VI S S E R Project: 1s,)-040 IFS 531)- Iyaard. OR ,4 ENCINEEIZINC Client: flargllausen Date: l: 2 7'-'U i Gravity Loads: Page: 1.1 Roof Load: Seismic Roof Load: Item: Unit Weight: Item: Unit'Weight: D Membrane Roofing: I.0 cos. Nleimarane. Roohng: !,1, psi Nail-base Rigid Insulation: 2.7 psf Nail-base Rigid Insulation: 2.7 psf E Roof Sheathing- 5/8": 2.1 psf Roof Sheathing- 5/S": 2.1 psf Roof Framing: 3.0 psf Roof Framing: 3.0 psf A ACT Ceding: 2.2 psf ACT Ceiling: 2.2 psf Walls: 0.0 psf Walls: 4.0 psf D Misc.: 2.0 psf Misc.: 2.0 psf 13.0 psf 17.0 psf Floor Load: Seismic Floor Load: L Item: Unit Weight: Item: Unit Weight: psf i: n.(I psf O psf 0 0.0 psf psf 0 0.0 psf A psf 0 0.0 psf psf 0 0.0 psf D psf 0 0.0 psf 0.0 psi. 0.0 psf _ Roof Load: L Snow Load: 25.0 psf 1 Roof Slope: 0.5 in 12" Roof Slope= 2.39 degrees V Rs=(S/40) - 1/2= 0.125 psf/deg E Design Snow Load: 25.00 psf Floor Load: L Item: Unit Weight: psf O psf psf A psf psf D psf 0.0 psf 1 i 7 VI S S E R }Yolecc 13-040 JPS 530-lip^md,OR En_naaa_c C6enc Oarglmusen CakeLtlon Sheet Dare:8127/13 Page 1.2.1 Tide: MWERS-Transverse Wand Loads . Wind Analysis. Low[iise 3uildings c rrna_o araeoia09r Design Cnaria: ASCE F.LO Section 28.2: Envelope Procedure Part) ,?r wa font &raid /co In LOWGbmrla: task Cat p. fable L5.1( 2) - ^' V: 1 i i wind speed,mph(figure 26.5.1A.3 or C based on Risk Categog9 0 ( Expesule - Secton:6.7.3 i •A^ Building Geometry: 1: feet(parallel towind direction) e .xol feet;perpendicular to wind dlwetion) hfi a lea from grade e Oro Beor ® - sr hR 1 feet arm grade to second Door 'I- hf3: .r feet from grade to dun Boor hr it feet from grade torrc(<age - e .40001110' theta. 1.9 degrees, m>(path• 12 48rite% Q +\b.. h. 16 29 feet mean ran)height from grade Ls rhere a windward parapet,. • ltwp 20 o keelmm Bade m rap of windward parapet Imp 4.00 feet hoar roof cave m top of wlndard parapet L.there a leeward pamper/ 1 hip. I•I,' feet from grade to top A leeward parapet Hp: 3 CO leer from roof rave to top of leeward parapet Design Procedure- Kd: '6- Wfrd Directionality Factor.ASCE 7-1O Table 26.6.1.(p.2501 Co 8-a=11: 0.70 Velncny Pees rw Exposure Coefficients,ASCE 7-10 Table 23.3-1.(p.299) Kz C'z-hwp: 070 Velour).Pressure Exposure Coefficient for Windward Parapet.ASCE 7-10'fable 293-„(p.299) Co Co'-z-hip: (1,70 Velocity Pressure Exposure Coefficient for Leeward Parapet.ASCE 7-10 Table 283-L(p 299) Mn:. 0 70 Veocity Preuure Etptnutr Coefficients.ASCE 7-L0 Table 28.3 I.(p.299`. (Vote#1 using h) Kzc i.00 Topagraph oil Factor.ASCE 7.10 Figure 26.8-1(p.252) GCpf Evrcmal Pmssnre Cod:Scznrv,ASCE 7-10 Nutt 28.4-1,(p.301) SuP2s'c IF .- 2F 3 3E - 4E 0.40 0.61 -0.69 -107 -0.37 -0.53 -0.29 -0.43 GCpr t internal Pressure CnefFcienis.ASCE 7-10 Table 26:1-1.(p.258) 9z0i z=0 i8A3 psf=0.00256'f&9GYIGf•Veloclry^2 ASCE 7-10 Equenen28.3-1.(p.298) qh: 18.45 psf=0.00256•4'KrPKd•Vedodty`'Z ASCE 7.10 Epuanon 28.3-1.(p.298)_evaluated ate p: Design Wind Pressures=3D itic'pf-Cepi) ,'SCE 7-10 Eyna6cn 28.1-i.(p.298) Scrlace 1 IL 2 2E 3 "1F 4 4E 4.06 7.93 10.05 -23.06 -10.15 -13.1(1 -867 _11.25 B'dleline Fames: Pr rrsuie Surface •-owe Summary(p10 Cr00000 Area Pressure Width Perc.Rb angle Honz)ural Vertical etk: „fee a'.ar: 0.00 - e._ nip` ,.. 0.00 Windward 3rd 1Ioor 1 4.06 800 32.47 0.00 32.47 0.00 1E 7.93 8.00 63.46 0.00 63.16 0.00 Windward Faye 1 9.06 8.00 32.47 0.00 32.47 0.00 2 -1605 13.75 -22071 88.81 -4.60 -22066 Windward Parapet 110 68 Totals 138.55 -220.66 1E 7.93 8.00 63.46 0.00 63.46 0.01 2E 23.06 13.75 -317.11 88.81 -6.61 -317.05 Totals: 56.85 -317.05 Ridge 2 -16.05 13.75 220.71 88.81 -4.60 -220.66 -10.15 13.75 -139.53 91.19 2.91 .139.50 Taub: -1.69 .360.16 2 E -23.06 13.75 -317.11 88.81 6,01 317.05 3E -13 10 11.75 -180.12 91.19 3.75 -180.08 General Horizontal Lords GUSD Wm/ Totals: -2.85 -997.13 Mee.Wind Load per.457 E L70 Leeward Pave 3 -10.15 13.75 -139.53 91.19 2.91 -139.50 Rr.1tiC P LN2Secrwn 282 Seeuon 28 4 4 4 -867 8.00 -69.36 180.00 69.36 0.00 Roof Shear: 158.7 plf 115.2 Of Lawton Parapet 55.34 3rd Floor: 61.1 plf 76-8 Of Totals. 127.60 -139.50 2nd Floor 0.0 pit 0.0 plf 3E -13.10 13.75 -180,12 91.19 3.75 -180.08 1st floor 0.0 plf 0.0 plf 4E 11.25 8.00 -90.02 180.00 90.02 000 Totem: 93.77 -180.08 Increased Corner Zone loads OASIS Values) Leeward 3N Floor 4 -8.87 8.J0 -69.36 180.00 69.36 0.00 Incremental Corner Loads Total Comer Loads 40 -11.25 AX -90 02 180.00 90.02 0.00 Roof Shear 29.6 plf 325.5 pounds 3rd Floor 11.0 plf 340.9 pounds .> " r.. 2nd Floor 0.0 plf 0.0 pounds 1st Floor. 0.0 plf 0.0 pounds 000 .a= 110 ft V1 S S E R n.yc n: 18010 JF5 530-Tigard,OR Er¢re[a_ Client:Bamharsen Cakoladan Shen Dare.82 n18 Pape: LL2 lide: MWPRS-Lmy,INdoal Wind l ndt f{ Wind Analysts: Low Rise Buildings 40101 rlaswoe�l �tar6at 00161.a Design Criteria: ASCE 7-10 Seed=28.2'. Enveope Procedure Pan 1 Load Ceirerla: disk liar. 2 Table 1.5 1(p.21 a 0 v. 110 word speed,mph(1-igure 26.5.1.3.8 or C baud on Risk Care t n 2e maauar Exposure: B Section l6./.l a 6 �\O\*\\' Budding Geameuy: L: 70,e7 feel(parallel to word drecuon) 0 C.) \ ��o) : 55.00 feet(perpendicular to direction) ! p. hf 1. 0 feet I r grade r first floor h➢'. 0 feet from grade m xd l hL3: 0 km From rude r rhrrd Eoofor he lb feet from grade to tool CAC \ ``4.dta.re 1.19 degruee ' h: 16.29 feet-meanmaf height fromgmdc is there a windward porapetC. hwp. -r'r\t feer(tom grade to tnp eel windward pare lop'' 400 feer from mnfeave ro.op,dwindwani parapet Is them a leeward pamper' 1' 00 feet from grade Co rep of kcward parapet lip 4.00 feet from roof eave to top of leeward parapet Design Pmeedtue: Rd: 0.85 Wind Directionality Factor.!SCE 7-10 Table 26A 1,(p.250) Bz S z=t} 0.l0 Veksiry Pressure Exposure CoelEcienrs.ASCE 750 Table 28.3-I.(p-2991 KZ dr6zahsep: 0.70 Vekelry Pressor Exposure Coefficient Ior Windward Parapet.ASCE.(-10 lahle 29.1.1,(p.299) 20 C rehip: 0 70 Velocity Ports ure Exposure CucOmiem for Leeward Pamper.ASCE 7-10 fable 28 3-1_(p.2991 Rh: 0 70 Velocity Pressure Exposure Crrllicteno,ASCE 7-1OTable 28.3 1.O.299) (Note MI using h) Kzn ilk) Topograpincat Favor,ASCE 7.10 Cgme 26.8.1 ip.252) GCpf External Presure Coedmienn,ASCE 7-10 F5ore 281-1,fp.301) Surface 1 IL l 2E 3 3E 4 4E 080 0.61 t1 64 -1 37 .0 37 -0 53 -0.29 -0.43 i;Cpi. 0.18 Internal Prenu-e i looi)cienc.AX:E 7-10 Table 26.11-1.(p.258) yz(ez=l: 18.43 psi=0.00156•a`Nt'Kd`Vclnciry 2 ASCE 3-10 Equation 28}I,(p.298) yh: 18.45(nti=0.0.256`Kh6100•-Rd`Veloorty'2 .25222 7.1C Equaoon 283-1,(p.298) evaluar d at h p: Design Wind Pressures=qh(0Cpf-cepil ASCE 7.10 Equation 28 4-1,Ip.981 Itasca 1 1E 21f 1 3E 4 4E 406 793 16.05 .23.06 -10.I3 -11.10 -8.67 -1125 Building Forces: Precmm Surface Force Summary(ply focanmr. dtr_a Pressure Width Vent/ft an9e Horiaamai Vertical 000 Windward 3rd Ptool' 1 4.06 8.W 32 47 0-00 32.47 0.00 1E 793 8.1101 63,46 0.00 63.46 0.00 Wlndwanl Pave 1 4A6 8 29 3363 000 33.63 0.00 2 10.05 39.11 01123 88.81 -13.15 -631.09 Wietdwarr'.Parapet 110.68 Tao*: 131.16 -631.09 - lE 7.93 8.29 65-73 0-Ito Ai.73 000 LE -23.06 39.33 .906.94 88.61 -18 89 -9 06 75 Totals 46.84 -906.73 Ridge 2 -1605 39.33 -631.23 88.81 -1').16 -63109 3 -10.15 39.33 -399.05 91.19 8.31 -39897 Totals: -4.84 -1030.06 2F -73 06 39 33 -906.94 88.81 18.89 9001(5 3F -13I(1 1933 -515.14 9119 10.73 -S16.03 famed HaffiOLral loads(ASO Values) Totals -8.16 -1421.78 4yln lL7erol Loan per ASCE 420 Lnewmd Lave 3 -10.15 1913 .39905 91.19 8.31 -798.9J !'rr lSCffilOSer6nn 282 44.e0on243+4 4 -8.61 8.29 .71.84 (80.6#1 7184 0.00 Roof Shrar 1682 pd 115-2 plf Leeward Parapet 73 79 3rd H8wr. 61,1 p:f 76,8 plf Tools: 153.94 .398.97 2nd floor. 00 pit 00 plf 3E -13.10 39.3J 816.14 9119 i073 .515.03 1st!lore U0 pi( 00 pli 4E -11.25 8.29 93,24 ISO Ott 9324 300 Totals: 103.97 -515.03 Increased Comer lone toads(AS➢Values/ Leeward/01 Corp 1 -8.67 8.00 69.3o 180.00 69.36 0,00 Incremental Corner Loads Tot l Corner Loads 4E 11.25 800 -9002 180.00 90.02 0.00 Roof Shear. 2S 1 01 309.2 pcund, 1 oa at. 0.00 1r1 Floor: 31.0 phi 140.9 peuro S 2nd Hoot. 10 pll D0 pounds ,., 0.00 1st Fluor 0.0 pE 0.0 porund> 2a- 11 0 `t -a 'VI S S E R Project.194110 JFs 530-Tigard,OR EYEINxeatr:u Client:Barghausen Cakoladon Slat Dec 8127116 Page_ 1.2.3 Tide: Wind Leads-Components and Cladding Wmd Analysis: Low Rise Building Deafgn Crimea: ASCE 7-10 Section 30.4 Load Criteria: Risk Cm' 2 Table 1.3-1(p.2) V: 110 nand speed,mph(Figure 26.5-IA,B or C based on Risk Category) Exposure: B Section 26.7.3 Building Geometry: h: 16.00 feet-mean roof herghr from grade z: '_0 i4t feet-rep of parapet_(if no parepet,t=0) • Design Coefficients: Kd: OAS Wind Directionality Factor,ASCE 7-10 cable 26.61,(p.250) • Ito t o 0.70 Velocity Pressure Exposure Coe(Tieiens,ASCE 7-10 fable 30 3-1,(p.317) Rh: 0.70 Velocity Pressure Exposure Coc(Bcients,ASCE 7-10 Table 30.3-1,(p.317) Kat: 1,00 Topographical Factor,ASCE 710 Figure 26.6.1(p.252) GCpc 0.18 Internal Pressure Coefficients ASCE 7-10 Table 26.11-1,(p.258) qh. 18.45 psi=0.00256"t0i`Kn'Kd'Vdoaty^2 qz: 18.43 psi=0.0O256 Kz`Kzr'Kd'Velaity'2 • Stud Walk: 6,: t a fat-height Mistrals is feet-spacing of studs !NY 59.23 square feet-effective area GQe: External Pressure Cadfieienti,ASCE 710 Figure 30.4-1,(p.33.5) Surface Zone 4 Zone 5 Positive 0 xl 0 Ni Negative -0:t3 .I 10 p:➢csign Wind Pressures=qh(GCp-Gcpi)ASCE 7-10 Equation 30,41(p.318) Surface 4(+) 1 4(4 5(+) 5(-) 19.00 -20.84 19-00 23.61 Max.Pressure Zone 4: 12.51 psi (ASD Values) Max.Pressure Zone S. 14.17 psi (ASD Values) • Roof Imams: span: feet-span of trusses spacing: _7 km-spacing of teases A,a. 1008.33 square feet-effective area CCp External Pressure Coefficients,ASCE 7-10 Figures 30.4-2A to 30.4-7.(p.336-344) Surface Zone I Zone 2 Zone 3 Positive a M 0 20 0 20 Negative .0 c0 p:Design Wind Pressures=qh;GCp-Gcpi)ASCE 7-10 Equation 30-41(p.318) Surface 11+) 1(-) 2(+) 21-1 3(+) lot -1092 7.01 -19.92 7.01 -19.92 Max.Pressure Zone I: 11.95 psi (ASD Valens) Max.Pressure Zone 2: 11.95 psi (ASD Values) Max.Pressure Zone 3: l 1.95 psi (ASD Valves) Max Uplift on Trusses: -4.15 pal (ASD Values) Parapets: AeQ: 10 Orr square feet-etlecove area GCp: External Pressure Coefficients,ASCE 7-IO Figures 30.4-1 to 30.4-7,(p.335.344) Roof Pressure Waft Pressure Surface Surface Zone 2 Zone 3 Zone 4 Zane 5 Positive NA NA I"0 rio Negative -I,, .'80 J.10 140 • p:Design Wind Pressures=qp(C,Cp-Gep1(Gad=11 for typical parapet condition/ Surface 2E) 30 4(+) 4(-) 5(+) 5(-) -.33.18 -51.61 18.43 .20.27 18.43 -25.80 Max.Pressure Case A(Windward Parapet. 42.02 off Controls CASD Values) Load Caws are pet ASCE 7 • - Max.Pressure Case 11(leeward Parapet). 26.54 psi (ASD Values) 10 SeetiOn 30.9 + Design+Maps Summary Report https://prod01-earthquake.cr.usgs.gov/desigmnaps/us/summary.php?t... rjsi3s Design Maps Summary Report I.3• User-Specified Input Report Title JFS 530 Fri August 31,2018 16:58:41 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41412°N, 122.7927°W Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock" Risk Category I/II/III q,.ri�r VI 41 011U Gr EteeNertono ".� 4t t Oswego woo- , 4114.4athl 1*. Shenetrod Oregon City 444 USGS-Provided Output Ss = 0.958 g SMs = 0.974 g Sos = 0.649 g Si = 0.420 g SM1 = 0.580 g Sol = 0.386 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 NEHRP"building code reference document. MMCEi,Response Spectrum Design Response Spectrum I.I.' 11:0 0.30 Wig Uh3 U9 U.Ya O.T. 0.♦9 ,if! °A3 D.R 033 U 4 o.ni U34 O_1 0.14 UtK 0fi, Cu.. CO'. O.,) O0 On. .41 Ibl Isl 20. cea 0.11 OAO CUM ON. 10? 1.3) IAO 110 11n Period.T isxcl 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. 1 of 1 8/31/2018,9:58 AM it t V1 S S E R Project 18-040 IFS 530-Tiyprd.OR -, ENoiNeeR.Nc Chem Bughatsen Calculation Sheet Date:8/27/18 page: 1.3.2 Tide: Seismic Loads {Ref.2015 IBC and ASCE 7-10} Site Information Site Location: C.Nrd. 1R Maximum Considered Earthquake.5%Damped,at short periods,Ss: 0 95S Fa: 1.02 Stria: 0.98 Maximum Considered Earthquake,5%Damped,at period of 1 second,Si: d.42 Fv: 1.38 Sm1: 0.58 Site Class: Importance Factor.4: l Sd:.' 0.65 g 1st: 45.41414° Sdl: 0.39 g Ion: -122.7927° Seismic Deign Cat: D i Building Information Design Seismic Farce Resisting System: Category'D' • Category Classikation R no Cd Height Limit Ct x Bearing Wails Light-Gamed walls with plywood sheathing 6.5 3 4 65 0.02 0.75 Light-framed walls with steel sheers 6 3 4 65 0.02 0.75 Light-Gamed walls with wallboard 2 2.5 2 35 0.02 0.75 Light-Earned walls with Oat strap bracing 4 2 3.5 65 0.02 0.75 Special reinforced concrete shear walls 5 2.5 5 160 0.02 0.75 Special reinforced masonry shear waOs 5 2.9 3.5 160 0.02 0.75 Building frame Special steel concentrically braced frames 6 2 5 160 0.02 0.75 Special reinforced concrete shear walls 6 2.5 5 160 0.02 0.75 Special reinforced masonry shear walls 5.5 2.5 4 160 0.02 0.75 Moment Resisting Frames Special steel moment frames 8 3 5.5 No Limit 0.028 0.8 Intermediate creel moment frames 4.5 3 4 35 0.028 0.8 i Building Claificarion: Lggbe-framed walk with plyrcood sheathing Cs: 0.100 hn: 16.286 feet Approximate Fundamental Penod,Ta: 0.162 seconds I. 1 r--- _cvd Unit Weight Tributary Area Wx Story Height,ha Wh^k Cvx Fx V.r Roof 1; psf 41C0 sf 71.4 kips Ia.I feet 1162.9 1 7156 kips 7.156 laps '.. 3rd Floor I par 0 sf 0 lops J..,feet 0 0 0 laps 7.156 laps 2nd Floor psf 0 sf 0 kips 00.0 feet 0 0 0 Sops 7.156 kips I sr Floor I psf 0 sf 0 kips ,3i,feet 0 0 0 kip 7156 hips W 71.4 lips 1162.9 V 7.156 kips Redundancy tho- 1.0 (1.0 ar 1.3 per ASCE 7-10 Sec-ciao 123.4.2) I ASDDesisa Combination Summary-IBCSwam I605.3.1 Leval Fa 4k Fp MixFho8m.) & fps Roof 5.01 laps 5.01 lops 6.51 lops 1.1916 psf 1.5504 psi Floor 0.00 laps 5.01 lops 0.00 Sops 0 psf 0 psi Floor 0.00 laps 5.01 bps 0.00 Idly 0 psf 0 psf Floor 0.00 laps 5.01 kips 0.00 laps 0 psi 0 psf • :.,� spE Project: Project Type: Roof Joist i Location: Tigard, OR Folder: Folder 2• r• 1 Date: 8/31/18 1:18 PM RedSpec'" by RedBuilt'" Designer: BTS v7.1.6 Comment: Typical Roof Joist TAPERED 32-45.5" Red-Mrm @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(In) % Design Allow. Design Allow. PasS/fail Span Live 39% 1.045 2.704 L/621 L/240 PASS Span Total 46% 1.671 3.606 L/388 L/180 PASS SUPPORTS Support 1 Support 2 Live Reaction(Ib)(DOL%) 1826(115) 1829(115) Dead Reaction(Ib) 1096 1098 Total Reaction(lb)(DOL%) 2922(115) 2927(115) Bearing Bottom Chord Top Chord Support Wall Wall Bearing Clip (Red-M)Angle (Red-M)Z-Clip Clip Approx.Clip Height 0.125" 3.6875" Approx.Clip Width 6.75" 7" Assumed Bearing Width 5.5" 3.5" SPANS AND LOADS Dimensions represent horizontal dear span. Top Chord Slope:0.25/12 IC 54'- 1.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 32" Snow Roof Joist NOTES •Building code and design methodology: 2015 IBC ASD(US). •No repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Pricing Load(plf)= 107 •Pricing Index(plf) = 107 P:\18040 Barghausen-JFS 530-Tigard,OR\Eng\Timber\1B-040_JFS 530.red 8/31/2018 1:18:35 PM Project:Folder: Roof Joist 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. Red6uilt", RedSpec'",Red-I'",Red-I45"",Red-145L", Red-I5B",Red-165"",Red-165T", Red-I90"",Red-I90H",Red-I90HS",Red-L",Red-LT",Red- W",Red-5",Red-M",Red-H",RedLam",FloorChoice"are trademarks of RedBuilt LLC, Boise ID,USA. Copyright tcJ 2010-2017 RedBuilt LLC.All rights reserved. , V I S S E R Project: 18-040 JFS 530-Tigard, OR e"°I"eeaI"° Client: Barghausen Simple Beam Design Date: 8/27/18 Beam Number: 1 Page: 2.2.1 Beam Length: 19.00 feet Dead Load: Unit Weight Beg. trib width End nib width Roof: 13.0 psf 27.5 feet 27.5 leer L Floor: 0.0 psf 0 feet 0 feet Wall beginning Wall ending Int_wall: 60 plf 0 feet 0 feet 0 Ext.wall: 80 plf 0 feet 0 feet Beam Reactions: Location Reaction Beam# Canopy 2.25 feet 398 pounds A Beam# Canopy 9.5 feet 398 pounds Beam# Canopy 10.75 feet 398 pounds D Live Load: Unit Weight Beg. nib width End trib width Floor: 0.0 psf 0 feet 0 feet Beam Reactions: Location Reaction I Beam# Canopy 2.25 feet 0 pounds Beam# Canopy 9.5 feet 0 pounds Beam # Canopy 16.75 feet 0 pounds N Snow Load: unit weight Beg. nib width End trib width Roof: 25.0 psf 27.5 feet 27.5 feet G Beam Reactions: Location Reaction Beam# Canopy 2.25 feet 664 pounds Beam# Canopy 9.5 feet 66 1 pounds Required Beam# Canopy 16.75 feet 664 pounds Beating Reactions Dead Load Live Load Snow Load Total Length Beginning 3994 pounds 0 pounds 7527.4 pounds 11521 3.22 in. D End 3994 pounds 0 pounds _ 7527.4 pounds 11521 3.22 in. Hanger: None Member Forces Dead+Live Dead+Live+snow E Maximum Bending Moment: 18971 lt.-lbs. 54725.9 It-lbs. Maximum Shear:* 3413 lbs. 9823 lbs. *Liken distance'd'from support,subject to NDS 3.4.3 S Allowable Stresses Deflection(in.) Cd = 1 Cd= 1.15 Modifiers DDL= 0.199 Bear'g,perp to grain 650 psi CF = 1.00 DLL= 0 I Bending,Fb 2,293 psi 2,637 psi CR= 1.00 DSL= 0.374 Limit Shear,Fv 240 psi 276 psi Cf,= 1.00 DSL+LL= 0.374 L./ 300 Elasticity,E 1,800,000 psi 1,800,000 psi CL orCv= 0.96 DTL= 0.573 1.1 240 G Required Section Properties Provided Section Properties Area,A = 53.39 in."2 Area,A = 107.25 in.^2 N Sect. Mod.,5 = 249.04 in.^3 Sect. Mod.,S = 348.56 in.^3 Mom. of Iner.,I= 2,050.16 in.^4 Mom. Of Iner.,I = 3398.48 in.^4 Provide: - 5.5 x 19.5 Glu-lam,24F-V4 P.T.: N Hat: N Repetitive: N Braced a 2.67 ft spcing CALCULATION SHEET Title: 13 FAM �?E91 ti V[ SSER ENGINEERING Project: .?`O4`C JF5 Client: Date: Page: 2; 2. , .(44 py 5'p r }>4 @ cR./GS A 46, - 6A-Ms Sv,7oej zi Z4-14T1 G44-CS Feats ;&'p/eSS , /'5 1-67Aie , Fvg $IDI✓1 %4-Aivpi 4 T« -r-oOs hap l nip C41ii r y to`c,mst= 5 O `t (peAze4e.) 716- !coos @ ¢Se 6 TtG-eoc' reONI twl,4ra x 7' FROM e-ev O` c hJOPY ' 7;g -/Za Pc C7) 5 8 fm II 'PIg 4-0244,0 e4-a/apY Act - /5 pv41' r"Pic' /a' zodd , ___ 04/ ,,N 5 J ( g3S eL te3:4,51L) --Na' I 4,7 V,* 7e) 2,c ` (L3989 • J 34 ,5 5 ' LDA-C'S 7 ' fS.4M$ 4 68Me-nzr lJ4 Tzt$ / SEAM '~ S / 0741 Py PA I F'Y ff , PY 1G 7( p/fi ,,S r q5 i z.25 1 3,p/,L S Z/ SI Nts CAL/4 + P(2.1, 4f * z�s) w>< ;�, :4_ �.�ig 7, Co2.5 � + Wiz , t.dy ` I rip `0,v)040 RY 1) U145R C,e0 vie Mx $16z Cc� tea;n s) M y : ai 1 CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Date: Page: 2,2, ?z 8/02('iz) F = 2444V0 -4j�Z y 3 z7� 22� - 0 l#f 0,SL e),96 ®4 riii .5/zx /5 4gGC sK Z /o,3 It3 5/ 75,C.3 8/e riz) 74,772(y) X 7D4-3 75,43 r�x/b f �Y A,20 + 0, 51s = �•_78 /- ®k rrz7 IZ x /3'z 4603 SX ` 4 7a5 S ` 68.0 ,a ; 6X See yam;. J Y =-14Z9 re,; 4%24, f 0,(0.5 5 7,0 04 /6� 6 y' " ey c.@F.. D. EcT1otl L ; 2 ' (Iz� o " l�o 1, 3 P0. S a> `4 41 rfS�F f 24E1 2( 3R - 4a ) + 3 'El_ ;O rz,5 Cz�? t orz Cz7 5 �s E,.ZEv� + z4 Ci,7E)_ ic3x25,be - 4 (z'7) t B - 17ic.) 27-2 / :?315.,E 4174. _ r . r 5 Z x Zia 1$ 654. K Ito`2 V I S S E R Project: 18-040 JFS 530-Tigard, OR ENGINEERING • Client-. Barghausen Simple Beam Design Date: 8/27/18 Beam Number: 3 Page: 2.2.4 Beam Length: 19.00 feet Dead Load: Unit Weight Beg. trib width End trib width Roof: 13.0 psT 2.67 feet 2.67 feet L Floor: 0.0 psf 0 feet 0 feet Wall beginning Wall ending Int.wall: 60 plf 0 feet 0 feet O Ext.wall: 80 plf 0 feet 0 feet Beam Reactions: Location Reaction Beam# 0 0 feet 0 pounds A Beam# 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds D Live Load: Unit Weight Beg. nib width End trib width Floor: 0.0 psi 0 feet 0 feet Beam Reactions: Location Reaction I Beam # 0 0 feet 0 pounds Beam # 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds N Snow Load: unit weight Beg. nib width End crib width Roof: 25.0 psf 2.67 feet 2.67 feet G Beam Reactions: Location Reaction Beam # 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds Required Beam# 0 0 feet 0 pounds— Bearing — Reactions Dead Load i i�e '..c::c: ,now Load Total Length Beginning 330 pounds 0 pounds 634.125 pounds 964 0.47 in. D End 330 pounds 0 pounds 634.125 pounds 964 0.47 in. Hanger: None Member Forces Dead+Live Dead+Live+Snow E Maximum Bending Moment: 1566 ft.-lbs. 4578.38 It.-lbs. Maximum Shear:* 299 lbs. 875 lbs. *Taken distanced'from support,subject to NDS 3.4.3 S Allowable Stresses Deflection(in.) Cd = 1 Cd = 1.15 Modifiers DDL = 0.186 Bear'g,perp to grain 650 psi CF = 1.00 DLL = 0 I Bending,Pb 2,378 psi 2,735 psi CR= 1.00 DSL= 0.357 Limit Shear,Fv 240 psi 276 psi Ct„ = 1.00 DSL+LL = 0.357 U 360 Elasticity,E 1,800,000 psi 1,800,000 psi C,or Cv= 0.99 DTL= 0.543 L/240 G Required Section Properties Provided Section Properties Area,A = 4.76 in."2 Area,A = 32.81 in."2 N Sect. Mod.,S = 20.09 in. 3 Sect. Mod.,S = 57.42 in. 3 Mom.of Iner.,I = 172.24 in."4 Mom. Of Iner.,1 = 301.46 in.^4 Provide: - 3.125 x 10.5 Glu-Iam,24F-V4 P.T.: N Flat: ti Repetitive: N Braced Cu 2.67 ft spcing • , CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Dare: Page: 5 2) 1517-4c al JPt. 4"i • t-o to 6rL 4 A ��k.loP`( 4uFr a fl1-Y5 (.1 .64 ) ? /4' SEA BEAM 2 G.4LG, (s44.1, Co)c/piTLal) �XGEp� ; P = lr3T S kix "O //Z / c) 9 /I/w• _) /"l x 7,6z5(07,5) = 9861 / s = BIOz t 6'549= 1 f 65o et. 'Az SN.AQx/44 14 Xza: i" )4' /6,5`/o/T / 33 /a-6.0 /G= 4zis Y 314 6,70E /47 ¢2 7 = 337 /n� =a si 2 x Z 44-8 r � �z7 Co ¢ ,c /3i. 4) `akM u9/ /✓o' Sps},J �✓�y = a- 4'� Lt /loi- = 447 + !lo& = 4(/oloz.7) 14 /o(96) = 578* v GLEAMY 4 C �gp uas�G d�UEre t/ 4/go 4%0 11661 `66 P z 549,e4_ !b(z7(4s) 2 3"6f___, A = Z`FEz L -4az: 5$4E� 24-C1,7L-&) r L 509e- `f(46)J 4A- f 60- /j224+ am,z g / C�,w l > je 131 m¢ 5 x /2 I 68 Nl anl. /1 st �c riz 211.Z) a } id F O R T E MEMBER REPORT 19 Studs, Wall:Stud PASSED 1 piece(s) 1 1/2" x 5 1/2" 1.3E TimberStrand® LSL @ 16" OC 2, g I Wall Height: 19' Member Height: 18'7 1/2" 0.C.Spacing: 16.00" Design Results Actual Allowed ; ._.,eesult , LDF ,,,Load:Combination 11444 mess 35 50 Passed(69%) - Compression ', Compression(Ibs) 1943 3658 Passed(53%) 1.15 1.0 D+1.0 5 Plate Bearing(Ibs) 1943 6445 Passed(30%) 1.0 D+1.0 S Lateral Reaction(Ibs) 150 -- -- 1.60 LO D+0.6 w Lateral Shear(Ibs) 143 3740 Passed(4%) 1.60 1.0 0+0.6W Lateral Moment(ft-lbs) 699 @ mid-span 1887 Passed(37%) 1.60 1.0 D+0.6 W e Lateral Deflection(In) 1.14 @ mid-span 1.86 Passed(Ll196) -- 1.0 D+0.5 W Bending/Compression 0.78 1 Passed(78%) 1.60 1.0 D+0.45 W+0.75 L+0.75 S I - Lateral deflection criteria:Wind(L/120) x "7 • Axial load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable cakulatioris are based on NOS. $ • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 4%increase in the moment capacity has been added to account for repetitive member usage. f i I F i y _.. Supports Type Material I System:Wall Top Dbl 2X Douglas Fir-Larch Member Type:Stud Base 2X Douglas Flr-Larch Building Code:IBC 2015 -Drawing is Conceptual :Max U nbraced Length Comments �I Design Methodology ASD 1 l l' Lateral Connections (Supports Mate Size 1 Plate Material. `Connecmr Typa/Model Quantity l wailing ,. j Top Dbl 2X I Douglas Fir-Larch Nails 8d x 2.5"Box(Toe) 2 Base 2X Douglas Fir-Larch Nails 8d x 2.5"Box(Toe) 2 Dead Snow Vertical Load Spacing (0.90) (1.15) Comments x 1-Point(PLF) ) 16.00" 357.5 1100.0 I Wind 1 Lateral Load Location Sparing (1.60) Comments 1-Uniform(PSF) Full Length 16.00" 20.1 • ASCE/SEI 7-10 Sec.30.4:Exposure Category(B),Mean Roof Height(16'),Topographic Factor(1.0),Wind Directionality Factor(0.85),Basic Wind Speed(110 mph),Risk Category(It),E.ecBau Wind Area determined using full member span and bib.width. • 2015 IBC Table 1604.3,footnote f:Deflection checks are performed using 42%of this lateral wind load. I Member Notes Wall studs at Top chord roof truss bearing 0+x+°+xz�± .. STAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products wlil be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the 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.Accessories(Rim Board,Bloddng Pastels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-pasty certified to sustainable forestry standards.Weyerhaeuser Eltgh x2efUR1 Lumber Products have been evaluated by ICC ES '.under technical reports ESR-11S3 and ESR-1387 arxf/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and Installation details refer in wow.weyerhaetlser.conlwoodproducts/document-library. The Product application,Input design loads,dimensions aria support info matron have been provided by BTS Forte Software Operator - .. Job Notes ,,.-.. 8/28/20182:49:37 PM Bryan Star ton JFS 53C-Tigard.OR Forte v5.4,Design Engine Ver:V7.1.1.3 visser Engineering Company 'I Stud walls-13.5.4te 1253l 835-0810 I bryans@Nsserengineehnc morn Page 1 of 1 • 4 -i�F 0 R T E x MEMBER REPORT 19 Studs,Side wall stud PASSED 1 piece(s) 1 1/2" x 5 1/2" 1.3E TimberStrand® LSL @ 16" OC 2, 3,Z. Wall Height: 19' Member Height: 18'7 172" O.C. Spacing: 16,00" Design Results , lkWsl :. _Mimed ; :: ..Fleapit_ *of Load:Coet ination +,k �4;44 Slenderness 35 50 Passed(69%) -- — m .. Compression(Ibs) 141 3658 Passed(4%) 1.15 1.013*1.0 5 Plate Bearing(Ibs) 141 6445 Passed(2%) -- 1.0 D+1.0 5 Lateral Reaction(Ibs) 150 -- -- 1.60 1.0 D+0.6W Lateral Shear(Ibs) 143 3740 Passed(4%) 1.60 1.0 0+0.6 W • Lateral Moment(ft-Ibs) 699 @ mid-span 1887 Passed(37%) 1.60 1.0 D+0.6W 1 Lateral Deflection(in) 1.14 gi mid-span 1.86 Passed(L/196) — 1.0 0+0.6 w i Bending/Compression 0.38 1 Passed(38%) 1.60 1.01)+0.6W • lateral deflection criteria:Wind(t/120) • Mal load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NOS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 4%increase In the moment capacity has been added to account for repetitive member usage. r' Supports _Type Mater i -,— System:Wall .�,• Top I Dbl 2X Douglas Fir-Larch Member Type:Stud Base 2X Douglas Fir-Larch Building Code:IBC 2015 Drawing is Conceptual 'Max Unbraced Length i Comments I Design Methodology:ASD 1' Lateral Connections 1 Supports Plate Size Plate Material Connector l Type)Model Quantity Plaiting Top Dbl 2X i Douglas Fr Larch Nails 8d x 2.5"Box(Toe) 2 Base 2X I.Douglas Fir-Larch Nails ,8d x 2.5"Box(Toe) 2 Dead Snow Vertical Load Spacing (0 90) (LLS),Comments 1-Point(PLF) i 16.00" ', 26.0 80.0 WNW Lateral Load Location I Spadnjy (1.60) I Comments 1-Uniform(PSF) Full Length f 16.00" I 20.1 I • ASCE/SEI 7-10 Sec.30.4:Exposure Category(B),Mean Roof Height(16'),Topographic Factor(1.0),Wind Directionality Factor(0.85),Basic Wind Speed(110 mph),Risk Category(11),Effectve wind Area determined sung full member span and nib,width. rr 2015 IBC Table 1604.3,footnote f:Deflection checks are performed using 42%of this lateral wind load. [Member Notes —_-_—_- 1 Wall studs at non-bearing walls Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrants that the acing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. YYY Weyerhaeuser expressly disclaims any other warranties related to the 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 compatthle with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at I 1 Weyerhaeuser facilities are third-party certified to Sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES I i under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASITf standards.For current code evaluation reports, l I Weyerhaeuser product literature and Installation details refer to www.weyethaeuser.com/woodpraducts/document-library. 1 The product application,input design loads,dimensions and support information have been provided by 8T5 I Forte Software Operator Job Notes 8/28/2018 2:52:53 PM ---- .._�..___._._. ...._ . _...._..._.___ ....,. _...__.__.a.._..., FaDesign Engine v5.4, En ine Ver:V7.1.1.3 Bryan Stanton JFS 530-Tigartl O OR Visser Engineenrg Company (253)835.0810 Stud walls-13.5.4te bryans@esserengineenng.com Pagel oft i 4 VI S S E R Ploiecl: 159-0411 0 5 530-13e,01.019 ENGINEERING Client:Haretrausen _ DUN:off'_'I 1 R Page: Title Stud Won Sohs4ule Interior Exterior End lateral Lateral Frbesre: 5 pef Latent Wild Pressure: I-117 psf Well Heigh,= r tf feet Hearing Load Load Capacity w Peep E fb Stress Defec3oo w Peep fc lb Stress Deflection (pip (pip coo 8w en k Cad/ (psi) Ratio (inches) (ph) (pip co to cp.) (psi) Ratio (inches) 24 cool.06 6 oc: 8203 3 2147 166 0.I0 258 204 223 1.00 0.18 7 2051 008 961 195 632 1.00 0.36 24 erro, 08 x 4 Doug•Fir$m4cl Scl (� 8 on: 6152 3 1636 266 o.l 258 195 298 1.00 0.24 9 1447 eon 261 ito 843 1.00 0.49 24 a*o, 12 12 oc: 9102 5 936 206 0.13 258 198 446 1.00 0.37 14 -- Due 261 164 1265 1.00 NG 24 error.16 16 oc: 3076 7 645 266 0.11 158 161 595 1.00 0.49 19 - 908 261 146 1686 1.00 NG 24 DI .06 6 oc: 8203 3 1789 138 0.11 131 170 223 1.00 0.21 7 1677 008 234 160 632 100 0.41 24 DI .08 x 4 Dou6-Fir ki 8 oc: 6152 3 1256 238 0.13 211 160 298 1.00 0.27 9 1152 0.u8 134 146 893 1.00 0.54 24 DI .12 - 12 no: 0102 5 737 238 0.13 231 140 446 1.00 0.41 14 - gas 234 123 1265 1.00 NG 24 DI .16 16 oc: 3076 7 485 338 053 131 123 595 1.00 0.55 19 - 008 234 10 1666 100 NG 24 D2 .06 6 on: 8203 3 164E 224 0,14 219 159 223 1.00 0.22 7 1532 0.09 220 146 632 1.00 0.43 24 D2 .08 x I -Fir 82 8 00: 6152 3 1148 124 0.14 217 146 298 1.00 0.29 9 11143 0.09 210 I32 843 1.00 0.58 Dou 24 D2 12 g '9 12 oc: 4102 5 664 224 0.14 217 127 446 1.00 0.44 14 - 009 220 108 1265 1.00 NG 24 D2 .16 16 oc: 3076 7 430 224 0.14 217 109 595 1.00 0.38 19 - 1909 220 86 1686 1.00 NG 26 042 06 6 on: 8353 3 5702 450 0.29 415 146 90 1.00 0.07 7 5495 0.19 430 113 256 1.00 0.14 26 112 .08 Hen-Flr#2 C79 8 on: 6265 3 41156 450 0,39 41$ 332 120 1.00 0.09 9 3902 0.19 440 315 341 1.00 0.16 26 FQ 72 - x 6 12 oc: 4177 5 25411 450 0.29 415 108 181 1.00 0.14 14 2344 0.19 430 2141 512 1.00 0.27 26 H2 .16 16 00: 3132 7 1774 090 029 415 283 241 1.00 0.18 19 15811 0.19 430 257 683 1.00 0.37 26 DI .06 6 oc: 12891 3 7546 588 11.1E 516 457 90 1.00 0.05 7 7.149 0.11 558 445 256 1.00 0.10 26 DI .08 x 6 Dwelt 91 n, 800: 9668 3 545µ OD 0 336 441 120 1.00 0.07 9 5251 0.21 558 424 391 1.00 0.14 26 DI .12 - 12 oc: 6445 S 3408 588 052 536 411 181 1.00 0.11 14 3199 0.21 558 388 512 1.00 0.21 26 DI .16 16 oc: 4834 7 2403 588 032 536 388 241 1.00 0.14 19 2202 0.11 558 115E 683 1.00 0.26 26 D2 .06 6 oe: 12891 3 699E 553 0.54 501 414 90 1.00 0.06 7 6791 012 524 411 256 1.00 0.11 26 D2 .08 7x 15 Doug-Fir h2 8 oc: 9668 3 5645 553 0.14 502 4011 120 1.00 0.07 9 4835 0.22 524 191 341 1.00 0.15 26 D2 .I2 12 a. 6445 5 3131 ss? 0.34 502 Jea Itll 1.00 0.11 14 2921 0.22 524 w 511E (.00 0.2E 26 D2 .16 le ae 4614 7 219' 1.11 9)4 54 155 241 1.00 0.15 19 1991 0.1E 514 D2 663 100 0.30 M Uf W CALCULATION SHEET Title: /ACS I5T DE .I4j.J VISSER ENGINEERING '�G Project: ��-O, 0 J;_ S 30 Client: eA R.414-ACt_S_ Date: Page: 2, 4 i71Ss PaSr D StC1, des 1C761 pcR- A X.146. Cal./ /77Or s (A,/Oe5.T e.4K6 LoholiiCl e T f rrf= , (z/.5 f N..33) 20.5 GAti.&-T Mimic. 4XJ4L ; Pam. Cz <ssxi3�t fp(Tn)J7o.s ka`t 7 04(` %z(ss)t 53(25Yze, 5) = /to/&Gv0 M4x Fisxurz4L; P = • 3(370 = //71 PY = C“oq 5) _ /934, 9e.o(zo,$) Orr 6) = 3280 l v = 42 P..7pol q _ /z(8.97)71 /(a(/4.6t6)= 3'7,41 k- Ff r(47)(91 P(14)(0 j M 6¢ Iy i9 � _ ,74--3,0)/.M /,2.6Ik Fo rw 4",74-P t 3,lo$P M5y (474-5z:0 1,44- 2,05"vAvi toy rK ZP -> MO = ¢,8 rk I _ 3Z42F` 1 of l.44 to,5S M,,- -r6,7 P ; 6,4 CALCULATION SHEET Title: VISSER ;„ ENGINEERING Project: Client: Date.: Page: T /ASS 7x5x '35 9f4P > 127 K @ 144 =l9 ' g1447, 477ir Fry/ . 2 46: G�z O,07 bf4 z 4i7 7 = 0.98 Pe--,2 sc. -, !�/-z ( M/c �Z= b,07 +0,414 `I.o lc ALBS 7x Sn /a alz ,+/SS 6x 4 x i� CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Date: Page: 4f, z'. e, .tJ/44J 411C 1c,g.44t6 K4of GBVEL (4 ,) fli SI‘'`l 174 �= 07.2 5= '4o7,Z� ptso,14 4,kk= 2445.14 - D # 0.75(6 6k1) _—z5-1.# t 4,75-(z4 9) /cars# 0,647sbyre rt' 41,1611cie FozE 'a) x 5 5U5 .54.2.ew S iv u�tt[- -rep 1d ( 3'z"Scg vS @ S/A 4-7 AU-$) '' "-o4 Tcri SwF 1:714-P Cl� e G14-u,` Jv/5T5 C�eio ,4 ) #7-5 30 Ja/ST (2) @ 5147E !v [(,, ` •e6Z91/10C gcoc l y Gv/ (C,R/D 5) t2trz . 94 5/ 7E aF coLc9M.l. 417aL1f Prr 2E 70 TA-,5 2 FJ COL, VI SS E R Project: 181040 JFS 530-Tigard,OR • ' ENGINll91NG Client.Barghausen Shear Wall Design Date:8/27/18 Page: 3.1.1 Wall# 11 Location: c;na 1 Wall# 21 Location: Laid 6 Total Length of Shear Panels: 55.00 feet : Total Length of Shear Panels: 19.O0 feet Length of Shortest(in.vidth)Shear Pent 57.00 feet y i nneei-al She-t.est(in width)Shear Panel: 19.00 feet Plate Height 26.00 feet ' Plate Height. I6.00 feet , Lateral Loads: Lateral Loads: +Roof 6241 lbs. -I- 326 lbs.= 6567 lbs. Roof: 111141 lbs. + 112.S lbs.= 5567 lbs.. Floor: t` lbs. + : fbs.= 0 lbs. IFloor: 0 lbs. + lbs.= 0 lbs. 3 Floor: 0 lbs. + 0 lbs.= 0 lbs. 5 Floor: 0 lbs. + Its = 0 lbs. Floor: 0 lbs. + 0 lbs.= 0 lbs. Floor: 0 lbs. + t' lbs.= 0 lbs. 6567 lbs. _ 6567 lbs. u Roof: 2505 lbs. + 0 lbs.= 2505 lbs. Root _l/S lbs. + .r lbs.= 2505 lbs. 2 Floor: it lbs. + J lbs.= 0 lbs. .E Floor: 0 lbs. + Ibs.= 0 lbs. Floor: 0 lbs. + 0 tbs.= 0 lbs. tM Floor it lbs. + lbs. = 0 lbs. • Floor: 0 lbs. + 0 Ibs.= 0 lbs. floor 9 lbs. + lbs. - 0 lbs. 2505 lbs. 2505 lbs. I I Wall Design: 1 Wall Design. Wind Shear=Vwind/L: 119 plf. Requires Type. Wind Shear=VuinduL: 346 pii Requites Ti :pe 2 Seismic Shear=Ve/L: 46 plf_ Requires Type: . Seismic Shear=Ve/L: 132 plf- Requires Type: 1 Shear Wall Aspect Ratio=HjW: 03 Shear capacity reduction. I _ j Shear Wail Aspect Ratio=FL'W: 3.8 Shear ceparay reduction: t Holdown Design: Holdown Design: Wind Uplift from Above: 0 pounds Wind Uplift from Above. 21 pounds 1 Wood Uplift=(1.3 Vwind/L)*Plate Height, 2483 pounds Wind Uplift=(1.3 Vwind/L)"Plate Height 7189 pounds Total Wind Holdown Force: 2483 pounds Total Wind Holdown Force: 7189 pounds ! Seismic Uplift from Above: 0 pounds Seismic Uplift From Above: 0 pounds Seismic Uplift=Neil)*Plate Height: 729 pounds Seismic Uplift=Neil)"Plate height: 2139 pounds • Total Seismic Holdown Force: 729 pounds Total Seismic Holdown Force: 2109 pounds iloldown Selection.' HDU43D52.5(32/ Holdown Selection.' t1NDQ11-SP525134j Wall# 31 Location:Lai a. Wall# 41 Location:tan..S. ,,1 Total Length of Shear brns .1 09 feet Total Length cf Shear Panels: 76.67 feet Length of Shortest Pin uidrh)Shsar Panel. 1 IA.'feet Length of Shortest tin width)Shear Panel: 2S.6 r feet J Plate Height: 16.00 feet Plate Height: 16.00 feet Lateral Loads- :..Lateral loads: Roof: 411'1 lbs. + '.2s' lbs. = 4934 lbs. Roof: 4o24 Ibs. + Aw lbs.= 4934- lbs. q Floor: lbs. I- lbs.= 0 lbs. 'e Floor: e' lbs. -I- lbs.= 0 lbs. Floor: lbs. + 0 lbs.= 0 lbs Floor: 0 lbs. + lbs.= 0 lbs. Floor. lbs. + lbs.— 0 lbs. Floor i' lbs. + 0 lbs.= 0 lbs. 4934 lbs. 4934 lbs. Roof: 'Ss'S lbs. + 9 lbs.= 2505 lbs. Ruch 2503 lbs. + 0 lbs.= 2505 lbs. 'h Floor it 11n. + 01 tbs.= 0 .bs. 'a 0 Flour: .' lbs. + 0 lbs.= 0 lbs. Floor: 9 lbs. + lbs.= u bs. cX Floor c lbs. + lbs.= 0 lbs. Floor: 0 lbs. + 0 lbs._ 0 'bs Floor. 0 lbs. + 0 lbs.= 0 lbs. 2505 lbs. 2505 lbs. Wall Design: Wall Design. Wind Shear=Vwind/L: 380 pH_ !u r rs liTt.. 3 Wind Shear=Vwind/L: 63 pit. Requires Tyre: ! Seismic Shear=Ve,L: 193 pif. Requires pp:: 1 Seismic Shear=Veil.... 32 off. Requires Type: r Shear Wall Aspect Ratio=I-I/W 11 Shear ca.>acfry reduction: 1 Shear Wall Aspect Ratio=1/AV: 121.2 Shear capacity reduction: 1 Holdown Design: Heldman Design: Wind Uplift from Above: 0 pounds Wind Uplift from Above: i'pounds W.nd Uplift=(1.3 Vwind/L)*Plate Height 7894 pounds Wind Uplift=(1.3 Vsvind1U"Plate Height: 1304 pounds Total Wind Holdown Force: 7894 0.-ands Total Wind Holdown Force: 1304 pounds Seismic Uplift from Above: 0 pounds Seismic Uplift from Above: P pounds Seismic it Uplift=(V013.Plate Height. 3083 pounds Seismic Uplift=(Veit) * Plate Height: 509 pounds Torah Seismic Holdown Forcc: 3083 pounds Total Seismic rn old/awn n Force: 509 pounds '%0410 n Seiecvon. Hh1/NI I.2.152.3(541 Holdown Selecua.' � nDU2-SDS2.51321 r CALCULATION SHEET Title: 914P 42A- 1.1 1;76 2 I V[ SSER ENGINEERING Project: -o40 IFS 5.3G7 Client - ALAUSEki Date: Page: 3,Z f 1:21.0 %14 c-A Gl,e-4 mew ; = /, 55 , /) /Al rc/-5 G>I a Gric �s r Z$,47 dO I { I gr /,3S(ss)= 256,5r14 85:3(7g;r,7)A+ol !r/O ea'" - C ) i I J 85r� (7�.G7�z # t7F#2 Z / l03 P> POI- MP Ok $Y ql ? r , CALCULATION SHEET Tide: VISSER ENGINEERING Project: Client: Date: Page: ' i 7 2 4 L rc(�) eigro Co 5e, sH 6A-t INitkj J A/48 X 2(4 d4-ics Co CA,A0 /Z /A/ Boo E6� vvAPile wf e f224k FOCC6 @ 4L'/ 7 5- F-P G /39��f7�) = 39Ca9 # > EXT�•r/!7 iv44L 4642454 , q - 5,(4> aF EFL -,+/TA-CO, Le 46e TS /3 EA�f 4/ s475 SG,eEw 5 z.) !Al £-id Di,2c7-eo a ' ) ' 7,3 => ) ix o // S.25 sc.zegs 3!a /,75 7¢4.7, ltz�9CT8,�7)' /1S.�z p/P -7- /uP3 p1r Ti-- s Z� _? S rtTttltilC� 4 ss Q �` f e,14$x 2i# A/4/65 �R �Zo3 * 2 6,��/Z v ,ozor�:n 3210 74.O3 - �2 _ ( .q P/F 7,6 - a ,/o? _ 14 7 P/v 3zo;+ V 2 7,Coal f/ ; 963# _> P�zaa/ve �5/� 8 ,,16,2* srr2.4P @ ciill:? a 3Z ) a,/ I2i3C.. ex eGookaq gTwxl, Je/jT5 (17 42) CALCULATION SHEET Title: 51/7e 10.4-LL. 4,Jr-M r.,v7 VISSER 7 �^F-- 1•ENGINEERING PToleCt i !. 'J 3O Client: 54,2!y ISF-44.1 = Date: Page: 5,3. GU4GL. 4ir-s/oe.ei - re, iec PA4Pf% /,V iAJO e u/.{-,ep R./4GL 1 5 e e4 - 2E47-iodS• ' ; r�` larc Zo7 y` //o' wAr1. HT. I PR©!'/OE I0�CL . 014400 7 5z oG rI j au &/O G , e oil4 2/o / S i . piao¢ �Yr�G tz 2x' 4SDajee s'rvvs /12..ST 6 ii ` @ e.4 srvL7 -- 26.7 (<,33� ; 35Co `/sivv C I'S'/c11r") �-z,st- T alrz --, c�eiD Co. 4-� e F®ec ro ikoce-/,cly = 2,4o7 (267) = 7/Z 11All /41cifct- ,a/1''.4./dG? rog./.J Gsv4E.2 4A-& 4 g Psrazk+y 5r- 4v¢-6L , GOG.e/,J4 GG/G'7l z a 1-"/I x '1 u16, ST°° PiW-Liscors +iC 2 fo2cE "ire, ,vf /LPN 2xro e v/ cs/c siz4-71:' 712 ?i /5-g hr. 4 5 EL`sE1 fEQE: tfAid/40 Foes 14��7) <668' > d1T z uf/ % �cs�lo >f / �o, 7(.' l 3 04rs) r CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Date Page: 3 . 32 'r1T- of /84Aie A[L 4#JCJ/ 44E; N/.tx, G(iot/ Fgel.e oE/ //ice 64st?= o,e H.2 Ps,- eezaPa) 2eop Gl,4/E z6�5 PsF (0I 241-E73 efr-;eD,- I- AT FfLi- /�J/eer�a�r srvv ur�cGs uii/ .vl41 . Pi¢zArer C 5i 1434I2-5) goof 1,'T /V I - par @ �t /s paf' Al R.skSE RAF R= 14'5 ,it R= �Z55 p1� =AAgN-02 ro¢G4" C.O to l4.13 0.4rv01 U56 rg6t5565 BEA,VAl4 i i- t 3z oc.) Fo.ecE = L.6,7(350= 947 '°/e Eq rec95s .1) Co 4J EA 9c1p ro 4E-gam ae terAtL arriFGEe w/.1Z5Ysr .4p Crf5.711 2) Con/Aler-dr *rip,cgz rev 00770x i Gf'ee-G 'c reo s ' 2 x 41 x 772 zo c%a aid eio) e.#& "x 3'A/AILS Tp nwe,5 rifso 6 9,c. (e 2ou9s-sr*di geev) L Tr/g s7-e4p P}/ 58 x 1" 644 r 71.7 $Loc.',4 scwar /siihvs WA-Jew ir 2,4 v.1/ aF T,evcs c 4 W. 3) 4cl, >a - 1 4 CALCULATION SHEET r;tie: Pe7 4 l / 4 VI SSER ff),/�j r s^}� ENGINEERING I ©4O /F.Z .J.. 7 - -- Project: �' d Client: 59-1z`4 414 055.4 Date:Page: 4, %��2.�PET IIALG xilc ice.., qE ,Fr,Z eciae-Tiled/,.i C4z/D C AS T tgorgs P4-z4p'r#.I b ) P.4-g'4 er GO/A r, F-4ez,e ¢Z psi(' ( a-6 W) /21664/tr I h ' v4-0/E4 Z `e W AAid - 5-!o a p ' 21 P r4r 'f' /603 354, 733 M 2h1 or 5" 210 5-25 1 /7.9 - 4/62- Tz� = 2/62(12A;5) - 95, 8zG/L Fo2G� c.c.e.,,,Ee E4611 r--: of 5ry c> avE Zd A4 or T = 57g 4-P off / 7,./ F02GE �2 Siei-P-� @ X nd c 7; r. f T ; sftY Folz Aetsl•F3.p z 1251.411 - - 73(# �$f' 1pOCo' ) /CdB rr `Pt,"61e., til,01-x C c 4' 733 - 855 293Z 3Z" //9 /528- 305 — !lo` L J V I S S E R Project: 18-040 7FS 530-Tigard,OR , ENGINEERING Client:Barghausen Calculation Sheet Date:8/27/18 Page: 4.1.1 Title: Footing Schedule Design of Pad Footings Allowable Soil Bearing: 180(I psf Ratio of Dead to Total Load: 0.4 Concrete Strength,fc': 2500 psi Steel Yield Strength: 60000 psi Column Dimension: 5 inches Flexure: Mark Load Pa wu Mu h d F Ku As min. Reinforcing 2.00 7200 lbs. 10368 lbs. 2592 psf 1296 ft-lbs./ft 10 in. 7 in. 0.049 26.45 0.55 (3) #4 bars 2.50 11250 lbs. 16200 lbs. 2592 psf 2025 ft-IbsJft 10 in. 7 in. 0.049 41.33 0.69 (4) #4 bars 3.00 16200 lbs. 23328 lbs. 2592 psf 2916 ft-lbs./ft 10 in. 7 in. 0.049 59.51 0.83 (5) #4 bars 3.50 22050 lbs. 31752 lbs. 2592 psf 3969 ft-lbs./ft 10 in. 7 in. 0.049 81.00 0.97 (5) #4 bars 4.00 28800 lbs. 41472 lbs. 2592 psf 5184 fi-lbs./ft 10 in. 7 in. 0.049 105.80 1.11 (4) #5 bars 4.50 36450 lbs. 52488 lbs. 2592 psf 6561 ft-lbs./ft 10 in. 7 in. 0.049 133.90 1.25 (5) #5 bars 5.00 45000 lbs. 64800 lbs. 2592 psf 8100 ft-lbs./ft 12 in. 9 in. 0.081 100.00 1.78 (5) #6 bars 5.50 54450 lbs. _78408 lbs. 2592 psf 9801 ft-lbs./ft 12 in. 9 in. 0.081 121.00 1.96 (5) #6 bars Shear: Beam Shear Punching Shear Mark wu Load'g Area Vu phi Vc Load'g Area Vu phi Vc 2.00 2592 psf 0.83 sf 2.16 kips 12.60 kips ok 3.00 sf 7.78 kips 50.40 kips ok 2.50 2592 psf 1.67 sf 4.32 kips 15.75 kips ok 5.25 sf 13.61 kips 50.40 kips ok 3.00 2592 psf 2.75 sf 7.13 kips 18.90 kips ok 8.00 sf 20.74 kips 50.40 kips ok 3.50 2592 psf 4.08 sf 10.58 kips 22.05 kips ok 11_25 sf 29.16 kips 50.40 kips ok 4.00 2592 psf 5.67 sf 14.69 kips 25.20 kips ok 15.00 sf 38.88 kips 50.40 kips ok 4.50 2592 psf 7.50 sf 19.44 kips 28.35 kips ok 19.25 sf 49.90 kips 50.40 kips ok 5.00 2592 psf 8.75 sf 22.68 kips 40.50 kips ok 23.64 sf 61.27 kips 75.60 kips ok 5.50 2592 psf 11.00 sf 28.51 kips 44.55 kips ok 28.89 sf 74.88 kips 75.60 kips ok II CALCULATION SHEET Title- 17EeP 57W 1 WA-- VISSER ENGINEERING ^ �O Project: rs 530 Client 3_9 4,114-A dscist Date- Page: -`74,Z. / RET014ln1/,JC? STEM q 4 P e-0,4 1 e SE CC4IJEz FFE Ta il.41/S1/67 c /44196 = 3. S' (pFE 4s Aliy N sine) NIr J `lo `) I fi EV - LIse l 8 " aura. c4eJF/4. 5 G..7rpAg4-.4E1- z : k p. 35" (ssonl£v) c ? - t P _� Pal' = e" 35 /75 /doP / FcT�vb (24 suRedm-g46' PKessvgo G//E�K s�ive d4) P /7a's)(i J f leo 94d ,o%I' �c 5(7(z)(/50) f Z(.)05o) = 75a p ,r/= LNG, BY IA/. e = 3a7 Cl 6 p!1 /t41, SEE n/EYr PAAE -11 i agog 4, z.Z. V1 S S E R Project: ENGINEERING Client: Retaining Wall Design Date: Page: I • Soil information K,= 0.3 Achve Soil Pressure,AEFP= 35 pcf ,lilt ffi Coecient of Friction,nu= 0.33 Me= 2.57 Passive Sod Resistance,PEEP- 300 pel r._ - Soil Density,ws= 117 pcf Allowable Soil Bearing Pressure,glaiow= 1800 pat' 2'CIR,FOR iS.005- Surcharges 100 psf 1-I/2'C.R.Foi 14 • AND 15 603 NA BARS Concrete Information c33T NG 34R5 Concrete Weight,wc= 130 pcf Concrete Strength,fc'= 3000 psi j Reinforcement,fy= 60000 pat 'terms / t Pet-Soil Pressure on Toe(DI side) Pals-Soil Pressure on Heel(D2 side) Ww-Weight of Will s ___ { •_..im a .1 W f-Weight of Footing I!I 13'CIR R-Total Vertical Forces ' I KEY 4fNN(5 AFPRoin-Minimum Active Soil Pressure AFPlmax-Maximum Active Soil Pressure Ms f Pa=Total Sliding Force PEPlmax=Maximum Passive Soil Pressure P=Friction=nuR Pr=Total Sliding Resistance Wall Forces Wall Geometry Venial Forces Hoelmrsral Farces DI 12 D2 1.1 Twb Kt! Kw Tf Psi Psh Ww Wf R AEP3einAEPmas Pa PFPmez F Pr l fee) ] (inches, marl I I611) 'Pali I tell) I (Pat) I tell) 1.83 1167 5.00 0.67 10 116.75 586.4583 416.67 250 1135.5 30 175.13 587.81 550.09 397A2 901.66 I.3I• Ile, I] 0 9 .2 58.375 858.875 812.5 600 3331.8 30 262.6 • . . 1166.1 15037 is I on vac 2.9 I 58.375 975.625 937.5 650 97.71 1392.8 450.07 1429.7 1767.3 1 uI 7.)1 1.1' ! +� _ _. 50 5330.1 30 312.74 1723 450.07 1865.5 2203.1 .. !t 6'S7 1209.12 .. 5990.1 10 367_76 2088.3 450.07 20965 2434.1 3S 1 25 '1S0 14 38.917 1106.417 1291.7 1006.2 713 . '79 2488.5 450.07 2497.9 2835.4 ..,1. 1 30 '^i it 0 1 14 38.917 1423.167 1416.7 11083 8276 30 437.81 _ .6 32342 s"' _ 3oSe" 67,.,t. ,..111� tutor, s...v. .`o._.Sw „9... 456.6. ... . Wall Stabile) O.T. Resisting Footing Load Baring Pressure Soil Faces of Safety B., Moment Moment Width Etc. 4maz am in Boring for D2 Sn67 1641/111 I 'feet I met Prue 0.T. Shang : 979.69 1652.38 2.00 0A1 1277.7 0 OK 1.69 153 OK 262S.o2 4000.77 3.3' 0.10 1207 126.16 BK 2.11 4.24 '.50 '5.20 7976.62 4.00 0.51 1475 190.9 OK 2. NG x 3r1 .. 4307.4 ' 4.33 0.66 1806.5 78.9 2.43 1.27 NG 9.50 n 5907.43 15397.06 . . 5.49 NG 2.61 1.28 NG I051'. r 7860.14 I8899.36 64-.1L'.289 NG 2.40 1.17 NG I 30 n 10200. ._ 5.75 0.94 2459.3 233..00771N6-.. 2.35 1.14 NG L'.sr, _63.87 31105.78 6.33 0.97 2513.2 100.26 NG 2. NG 4418,t"' 7WI^l8 6.6' 1,' \12.' 10.'1 .%6 2.29 t.0' Will Design Mu Vu d Aslroq Br Spacing D2 Ift-Ir"6: (kit) Bar Size_Ouches,'6d'2'I2001, Ku Rhort., (in.^2) tiuohes) 1.2344 0.44987 4 6.25 0.039061 31,6 0.1101 0.075 15 2551 3.'2225' P.19'S 02-7- 3"3 '5S33 \:'^ s:iir1 - 7.5 . - 7403 5 8.1875 0.067035 59.405 0.0015 0.147 - `~ 1,0 5.86 1.2475 . 7.625 0.058141 100.79 NL- .183 IS 82439 1562778 7 .15 0.003 0.2723 IS I t:5 11.193 1.913003 8 0.0 _- 0.004 0.36 15 I i.5 14.126 2.2 7.5 0.05625 251.13 . . 45 15 .64605 8 7.5 0.05625 324.75 0.0068 0.6075 5 . _..goat' A..,,5511 - ..[.. .,.63H,. "WI,E16v8e 0..8.,8 Pot ' es n: ensure(pat) Mu(R-v) d As ar Spacing D2 Toe W lee, Tie Heel ,Bar Sin4lindeat ot2l206 Ku N m.52) linchesl 1271.7 63L872 0 .94 141.9715 1 6'5 0.0456 0.0003 0.0203 I5 6 5 1289 794.9075 /26.96116 644. '709 7 8.5625 ' _ 1220 0.0005 0.0514 15 7.5 1475 1020.206 1908984 737.49 2394.64 0.0766 31.28 0.001 0.105 15 sS 1806.5 1241.676 78.9056 903.23 3880. • 4 0.0766 50.68 0.0015 0.1575 15 4.5 1986.5 1464.907 145.4878 99 '" .879 4 8.75 0. 95.93 0.002 021 11.42857143 MS 2164 1513.471 82. 690.6 7993.017 5 8.6875 0.0755 10 . 0023 0.2346 15 I 1 5 2459,3 175 - .07078 1921.3 11784.94 5 10.688 0.1142 103.18 0. _ '65 14.50292398 12 5 2 . 782.986 100.2619 2827.4 14263.89 6 10.625 0.1129 126.35 0.0025 0.3188 15 . . 2842.4 2022.196 .10.4387 3197.7 18986.17 6 10,625 0.1129 168.18 0.0033 0.4144 12.7420 . A