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Specifications frfs7-202/- 2oz7 , . EC,'ENED /4 87,5 777'4 Ave JUL 0 '3 21:1?1 CITY OF TIGARD BIN DING E)!VISION ' South Valley Engineering 4742 Liberty Rd. S #151 • Salem, OR. 97302 Ph. (503) 302-7020 • Fax (888) 535-6341 www.southvalleyengineering.com Protect No. 12105030 Calculations for Rick Dodds 14875 SW 79th Ave. Tigard, OR. 97224 Date 6/18/2021 Enaineer P ' Al/ g 7 4.., re e OREGON 9 P 6* kit' R. 1,6r. RENEWS: 6130121 1 I 1 4 I 1 4 ^ ' POST FRAME BUILDING SUMMARY SHEET owner: Rick Dodds Da*a: 6n9/2O21 Building location: 148759W 79thAve Tigard,OR.97224 Project No.: 12105030 Building Description: Private shop Building Codes: 2018OSSC.ASCE7'16 Building dimensions: Environmental information: Width: 40 u. Wind speed: 100 MPH � Length: 13 ft. Wind exposure: 8 Height: 13 M� Seismic design category: D EavoovomonO: 1.5 fl. u°: 0.84 | Gable overhang: 1.5 ft, u,: 0.39 Roof pitch: 2 /12 Ground snow load: 25 pnL | Bay spacing: 10 ft, Design Snow Load: 25 pni � Post tributary width: 13 #. Roof dead load: S psf. (incl.ceiling load ifany) Concrete Slab: Yen Soil bearing capacity: 1.500 psf. ! Risk Category: U Per Tablo1.5'1 A9CE7'1O Post& poethoxeinformation: Corner posts: Gable wall posts: Size: 5v6 Size: 0v8 . Grade: w2H'F Grade: #2H'F � Type: RS' Type RS^ Posthnlediameter: 24 in PostholeUiamate,: 24 in Pomhole depth~: 4.00 *. PmmhNadopth~: 4.00 ft. ��b�k�cnncm� Varies-seePoo�Cun�minuUaoNi||� PomCons(min��acWU|� � � bacN0 calculations � 'Rough Sawn *Rough Sawn � -To bottom cffooting ~To bottom uf footing � Punin& girt information: . Pudin* Girls � Size: 2^6 Size: 2x6 . GmUo #2 Df Grade: w2Df Spacing: 16 in�oz� Spacing: 24 �.nz. ' Odenmdon: Cummmnkd Sheathing information: ` � Roo : Metal over 058 wood sheathing / Walls: Left gable wall is29ga.metal only � Right gable wall is28ga.metal only ` Front oove wall is metal over wood sheathing � Rear eavo wall io 29ga.metal only ' � ; ` � ' ` � � ` < ; ! . page I of 10 Snow Load Calculations Snow load calculations per ASCE 7-16 Chapter 7 Pg: 25 psf-Ground Snow Load Ce: 1.0 Exposure Factor from ASCE Table 7-2 1.2 Thermal Factor from ASCE Table 7-3 Is: 1.0 Importance Factor from ASCE Table 1.5-2 Flat Roof Snow Load,p1=0.7 x pQ 4 Ce x C,x IS pi: 21.0 psf• Flat Roof Snow Load C5: 1.00 Figure 7.4-1 based on C,.roof slope and surface P5: 21.0 psf-Sloped roof snow load ['design: 25 psf-Design Snow Load Page 2of1© Wind Pressure Calculations Wind calculations per ASCE 7-16 Chapters 26.28 and 30 Roof Pitch: 2 /12 Design Wind Speed,V: 100 MPH Eave Height: 13 ft. Wind Exposure: B Risk Category: II Velocity pressures qh per equation 26.10-1 cin=0.00256xkhxkexKdxkexV2 at mean roof height h Angle: 9.46 Kt,: 0.70 Velocity pressure coefficient at roof ht.h from Table 26.10-1 Kzt: 1.00 Topographic effect-assume no ridges or escarpments 1<d: 0.85 Wind Directionality Factor.Table 26.6-1 1.00 Ground Elevation Factor,Table 26.9-1 Velocity Pressures:cit,r. 15.23 psf Determine Velocity Pressure Coefficients&Wind Pressures per ASCE 7-16 Figure 28.3-1 for MWFRS MWFRS 1. Windward Eave Wall Pressure 2. Leeward Eave Wall: 0.44 GC,„„,: -0.33 qww: 6.68 psf 1:11.: -5.05 psf 3. Windward Eave Roof Pressure 4. Leeward Eave Roof: -0.69 GCpr.: -0.40 qwr: -10.51 psf clir: -6.13 psf 5. Windward Gable Wall: 6, Leeward Gable Wall: 0.40 Cow9: -0.29 6.09 psf -4.42 psf Components&Cladding GC,„: 0.18 Internal pressure per Table 26.13-1 7. Roof elements GC,: -0.82 ger: 15.19 psf Roof elements per Figure 30.3-2A thru I 8. Wall elements: GCpw: -0.95 ger: 17.15 psf Vali elements per Figure 30.3-1 Page 3 of 10 Seismic Design Parameters Calculate seismic budding loads from ASCE 7-16 Chapter's 11 & 12 Seismic Parameters Ss= 0.84 SI= 0.39 F;,= 1.16 F,= 1.91 per Tables 11.4-1 & 11.4-2 SMS= 0.98 SM,= 0.75 Calculated per Section 11.4.3 Ste= 0.65 Sp,= 0.50 Calculated per Section 11.4.4 Seismic Design Category= D From Section 11.6 Importance factor: 1.00 F= 1.0 for 1 story building Response Mod.Factor R: Roof: 7 From Table 12.14-1,Section B-22 Left gable wall: 2.5 From Table 12.14-1.Section B-24 Right gable wall: 2.5 From Table 12.14-1.Section B-24 Front eave wall: 7 From Table 12.14.1,Section B-22 Rear eave wall: 2.5 From Table 12.14-1,Section B-24 Calculate building weights,W.for seismic forces Building width= 40 ft. Building length= 13 ft. Building height= 13 ft. Roof area= 688 sf Gable wall area= 327 sf Eave wall area= 84.5 sf Roof+ceiling DL= 5 psf Snow LL (if appliable)= 0 psf Roof W= 3,440 lbs Loft(yin): n Loft dead load: NA psf Full or partial loft: NA Wall Areas Buildina dead loads Lott dead loads Lett gable wall: 327 SF Left gable wall: 3 psf Left gable wall: 0 lbs Right gable wall: 327 SF Right gable wall: 3 psf Right gable wall: 0 lbs Front eave wall: 85 SF Front eave wall: 5 psf Front eave wall: 0 lbs Rear eave wall: 85 SF Rear eave wall: 3 psf Rear eave wall: 0 lbs Calculate Seismic Base Shear,V per Section 12.14.8 V=[(FxSas)/R]xW (Eqn. 12.14-12) Total dead loads,W (incl roof.Ioftf Roof: 3,440 lbs V roof= 321 lbs base shear for roof diaphragm Left gable wall: 980 lbs V1Gw= 538 lbs base shear for wall diaphragm Right gable wall: 980 lbs VRGw= 538 lbs base shear for wall diaphragm Front eave wall: 423 lbs VFEW= 252 lbs base shear for wall diaphragm Rear eave wall: 254 lbs VgEw= 706 lbs base shear for wall diaphragm Page4ot 10 Post Embedment Calculation Determine the minimum posthole diameter and embedment depth for the corner posts per ASAE EP486.1 Since there is a slab,the post will be considered constrained at the top. The backfill will be concrete full depth. Design Criteria: Sy= 1500 psf-vertical soil bearing capacity S= 150 psf-lateral soil bearing capacity Mom,,,= 1,591 ft-Ibs- Moment at top of one posthole Va= 245 lbs-Lateral load on post at top of posthole Posthole dia.= 2 ft. b= 2.00 ft-maximum width of post in soil(=posthole diameter if concrete backfill) A,,„= 3.14 ft2-area of footing d= - ft-depth of footing to be determined below Per Sections 4.2.2.1 and 4.2.2.2,allowable lateral soil bearing capacities may be increased by 2 for isolated posts(spaced at least 3 ft.apart),and by 1.33 for wind loading SLa.r= 294 psf-factored lateral soil bearing capacity Minimum embedment depth required for lateral load.constrained at the top,concrete backfill,per Section 6.5 concrete backfill,per Section 6.5 d,,,i„= [(4 x Mpost)/(SLAT x b)1^113 drain L= 2.21 ft.-minimum depth requried for lateral load Allowable vertical soil bearing pressure for gravity loads Sy= SyxA,,,x(1+(0.2x(d-1)) Sy= 1500 psf-vertical soil bearing capacity Aey= 3.14 ft2-area of footing d= minimum depth for vertical bearing requirements Maximum vertical load on footing from gravity load Pfooting= 5,160 lbs-vertical load on footing Posthole depth for this building= 4.00 ft-minimum depth to bottom of footing Vertical capacity for footing Pa 1 = 7,540 lbs-7 Rooting-OK Page 5or O Roof and Gable Wall Shear Loads and Diaphragm Design Roof Roof width= 13 tt. goof= 3.33 tt. Total roof wind pres.,0.6 x Pr -2.63 psf(0.6 x Pr) Total root wind pressure to use= 4.80 pst•use 0 if P,<0 Total wall wind pressure= 7.04 psf(0.6 x(q„.„ -qir)) Total wall wind pressure to use= 9.60 pst-use 0.6 x 16=9.6 psf minimum Diaphragm seismic load= 112 lbs (V ix1/2)x 0.7 Diaphragm wind load= 408 lbs Diaphragm load to use= 408 lbs-Wind load controls Roof shear= 31 plf Sheathing= Metal over OSB wood sheathing Allowable shear= 230 plf> Roof shear-OK Sheathing fastening= 8d nails 6 in.o.c.edges 12 in.o.c.field Gable walls Left Gable Wall Left gable wall shear VS9smic= 377 lbs-VL,w x 0.7 Left gable wall shear Vwsnd= 408 lbs-from Diaphragm wind load above Diaphragm load to use= 408 lbs-Wind controls Left Gable wall= 10 pit Allowable shear= 113 plf>Wall shear-OK Sheathing fastening= #9 screws at 9"o.c. Right Gable Wall Right gable wall shear Vseismlc= 377 lbs-VRGW x 0.7 Right gable wall shear Vw,r,d= 408 lbs-from diaphragm wind load above Diaphragm load to use= 408 lbs-Wind controls-see below' Right Gable wall= 0 plf-see below' Allowable shear= 113 plf>Wall shear-OK Sheathing fastening-. 49 screws at 9"o.c. 'Use post-bending calculation on following pages-use concrete backfill Page 6 of 10 Post bending calculatiort This calculation determines the adequacy of the posts to resist the shear load of the walls when there are no adequate shear panels in the wall. The posts are modeled as simple cantilevers.and the load is applied to the top of the post frame system and distributed throughout all of the posts in the wall as appropriate. Gable wall with no shear panels(large openings) Intermediate posts Corner Posts No. intermediate posts= 4 No,corner posts= 2 Intermediate post size= 6x6 Corner post size= 6x6 Intermediate post grade= #2 H-F Corner post grade= #2 H-F Post type= Rough-sawn Post type=Rough-sawn a l+ntpost= 108 41 'comet_,post= 108 ia" S+nt.post= 36 in Scornerpost= 36 n Determine eauivalent stiffness of posts based on post Properties %load distributed to each intermediate post= 17% %load distributed to each corner post= 17% Bending height,h= 144 in Total bending moment in frame from wind= 58.781 in-Ibs Total bending moment in frame from seismic= 90.453 in-lbs Moment to use: 90,453 in-lbs-Seismic controls fu ;,.;, .o;,= 419 psi-bending stress in each intermediate post Fbintpost= 920 psi-allowable bending stress-OK tb_cornerpost= 419 psi-bending stress in each corner post Fb_con.r-post= 920 psi-allowable bending stress-OK Page 7 of 10 | Eave Wall Shear Loads and Diaohraan Deoion | Eavewmxs ! BvUdingLength~ 13 M. Gable wall wind prenoum= 8£0 pst'use U.8x15~9.5psfminimum | Diaphragm wind load~ 1'058 |Ua Front EaveWaU ' Front eave wall axoa V$e*°*~ 177 lbs.VFcwxO7 | Front ea"ewall sheary°mo= 1.050 lb*hnm diaphragm wind load above ' Diaphragm load\nume= 1,056 |ba4Ninduontro|y Front nmmwa|l= 170 pH A|lowableohoar= 335 pif,Wall shear OK � 8keuthinghaamninO~ 8dnmi��� O�.o.o.edges Block all panel oUgpx 12 in.o.c. field Net shear panel uplift= 1.838 lbx 4.712 lbm > 1.930 lbs'0K RearEove Wall Rear nave wall shear Vsaismi,= 494 ibo'VnEwx0,7 Rear euve wall shear V°'m~ 1.056 |hn-homdiaphragm wind load above Diaphragm load tuume= 1'05e lbm'vvindount,n|m Rear oavowal|~ 81 A|lowableahoar~ 113 p{(,Wall shear'OK Shoothinyfastoning~ wS screws st9^o.u. i Net shear panel upUft~ 344 lbo 4712 lba', 344 lbm'OK ' ' ` ' ` � Page owm ` � � , Purlin& Girt Calculations Purlin Calculation Roof Pitch: 2 /12 Roof Angle: 9.5 Greatest purlin span: 150 in Purlin Sx: 7.56 in3 Live+dead load: 30 psf Max.o.c.spacing: 16 in.o.c. M: 9,247 in-lbf ft): 1,223 psi F,allowable: 1,547 psi-per NDS Section 4 and Design Values for Wood Construction Purlin usage: 79% OK End reactions: Snow load: 250 lbs If joist hanging.use LU26 joist hanger w/ 10d nails or JB26 top-flange joist hanger w!10d nails uplift: 158 lbs (2) 16d nails each side of purlin block or joist hanger adequate Girt Calculation Greatest Bay Spacing: 13 ft. O.C.Spacing: 24 in Girl S,: 7.56 in3 Total wind pressure: 10.29 psf w: 1.72 pli Girt Span: 150 in M: 4,825 lbf-in fb: 638 psi Fb allowable: 2,153 psi-per NDS Section 4 and Design Values for Wood Construction Girt usage: 30% OK Page 9 ot 10 Nailed Bearing Blocks Calculate required number of nails and the correct o.c.spacings and bearing block size for the intermediate truss bearing posts. Posts are assumed to be#2 HF;bearing blocks assumed to be#2 HF. Total load from one truss= 1,920 lbs Allowable shear loads for nails(including increases) 16d box nail= 140 lbs 20d box nail= 169 lbs For minimum bearing block length design using 2 rows of nails -Use 2 vertical rows of nails,staggered •Use 2"vertical spacing between nails •Use 2"minimum end distances for top and bottom of block 16d nails 20d nails Total nails required= 14 12 Minimum block length= 18 16 in. Minimum length of bearing block For full length bearing block design using 2 rows of nails -Use 2 vertical rows of nails,staggered •Determine minimum spacing but not less than 2"vertical spacing between nails -Use 2"minimum end distances for top and bottom of block 16d nails 20d nails Truss or rafter heel= 12 12 in Total block length= 138 138 in Total nails required= 14 12 Maximum nail spacing= 12 12 in. o.c. max.vertical spacing per row Page 10 of 10