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Home My WebLink AboutStructural Calculation Job No.160827/160827R1 - BLD Engineering / Geo-tech Reports - 7/18/2007 CE ENG POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 160827R1 BUILDING OWNER 1 LOCATION: Joseph Plant 81 NE Munson Blvd Belfair, WA 98528 CLIENT: Sound Building Systems, Inc. 3546 Thorndyke Rd Port Ludlow, V11A 98365 ENGINEER: 7 ;Ar ?•�' Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright 0 Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.aeoregon.com Fax: (503) 589-1728 �Tf`ZB �JGd 9NI�=HIJN3 30NVI77V BZZT689COS 8Z:9T LOOZILTILO 7117=07 160827RI (Plant)24x3ft10.xmcd 1 POST FRAME BUILDING SUMMARY: This is a post-frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for burial. Post size,post embedment depth,post hole diameter and backf ill is given in the body of the calculation. The posts will be modeled as cantilevers that are fixed at the base. The post frames will be assumed to act as a unit. 'Wind loads will be imposed on the windward and leeward sides of the building simultaneously. If there is no concrete floor,the concrete backfill will provide lateral constraint in the windward and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided at the ground line by the concrete floor. REFERENCES: 1. 2006 Edition of the International Building Code 2. ASCE 7-05- Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2006 3. 2001 Edition, National Design Specification (NDS)Supplement For Wood Construction,American Wood Counsel LT/EO EJdd JNI�E13NIJN3 3ONVI-17V 8ZLT689E09 8Z :9T LOOZ/LT/LO 7/17/2007 160827R1 (Plant)24x36x10.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Whj,,g 24 ft Width of Building 1-bldg 36 ft Length of Building 116ldg 10 ft Eave Height of Building O,Crl,.g;- 13 in Length of Eave Overhang RP[t`h_- 4 1 12 Roof pitch 13„V:= 12 ft Greatest nominal spacing between eavewall posts Design Loads for Building: Wind ]Design Values: Fastest wind speed(3 second gust) Vwind :_ 85 MPH Wind Exposure: "POWN. Roof Load Design Valves: pg:= 25 lbs Ground snow load pd;= 3 Ibs Roof dead load pd2.= 0 Ibs Additional truss bottom chord dead load(if applicable) Seismic Design Values: S$ := 125.1 Mapped spectral acceleration for short period Sl := 44.2 Mapped spectral acceleration for 1 second period 1L 1.0 Importance factor w = Dead load of building (See analysis below) Re 1.5 Response modification factor LT/b0 39dd JNIddANISN3 3ENdI-nV 8ZLTG85E05 8Z :9T L00ZIL1IL0 7/17/2007 160827R1 (Plant)24x36x10.xmcd 3 DESIGN INPUT VALUES (Continued). Structural Members for Bui14ing: Post Properties: P,,dth:= 6 in Post width y-axis POST SIZE (Solid rough-sawn Hem-Fir post PJnpth ! 6 in Post depth x-axis unless otherwise specified) - Grade "2" Grade of Post(2, 1, or SS= Select Structural) Purlin Proaerfms: Girt Properties: Putlin_%,wuing 24 in Gut_sN"R== 23 in Sptu'iin Sx26 Sol Sy26 1�pu&i; 1 bDH2dim rdrl = 1 bH}2dim Footing and Post Hole Design Values: q,ij:= 1500 psf Assumed soil vertical beating capacity sd,,, = 150 psf Assumed soil lateral bearing capacity d;._f..,i.g := 2 fit Main truss post footing diameter Slab and backfill information Concrete slab = "Yes" Concrete_backfill� "No" Backfill in main posts (GO TO LAST PAGE FOR SUMMARY OF RESULTS) LT/5e 39-vd 9NIa33NIJN3 3ONVI-nth OZLT68960S 8Z :9T LeeZILTILe 7/17/2007 160827131 (Plant)24x36x10.xmcd 4 SNOW LOAD ANALYSIS: Design per ASCE 7-05 For roof slopes greater than 5 degrees,and less than 70 degrees. pg = 25 psf Ground Snow Load (from above) C� 1.0 Exposure factor ct:= 1.0 Thermal Factor Cy = 1.00 Roof slope factor 1,:= 1.0 Importance factor pf= Flat roof snow load, psf(see analysis below) p6= Sloped roof snow load, psf(see analysis below) 1. Determine pf and ps P f:= .7•C.-Ct-L-Pg pf= 17.5 psf Flat roof snow load Note: This is NOT the snow a C = 17.5 psf Sloped (balanced) roof snow load load used for design -See F a Pt a Fd pg, at bottom of page. 2_Determine the unbalanced snow load Wrid^v Wbldg Waaga= 12 ft Horizontal distance from eave to ridge Note: If Wrldge<20',use Method 1 to determine unbalanced snow load, otherwise use Method 2 Method 1 Paul l 'Pg P", = 25 psf Unbalanced snow load for buildings with Wrld..< 20' Method 2 The unbalanced snow load will occur from the ridge to a distance IS,and intensity, ps„z as follows' hd = 1.56 ft Height of drifted snow 7 = 17.25 pcf Snow density S = 3 ft Run in roof for a rise of 1 Is = 7.2 ft Distance of unbalanced snow from ridge (if applicable-see below) P"u2= 33 psf Unbalanced snow load for buildings with 11Vndse>20' Final unbalanced snow load P"= 25 psf Final (roof)snow load used for design of structural members and connections as required per Chapter 7 of ASCIr 7.05 Application of snow load to building The snow load, pg,,was calculated using Method= l , therefore the final roof snow load used for design shall be Distribawd = "across entire building width" If Method 2 is used,the remainder of roof shall be designed using no less than p, = 25 psf snow load LI!90 �J d 9NIa33NIJN3 3DNl7I-l-ld BZLT68SCOS 8Z :9Z LBaZILLILB 7/17/2007 160827R1 (Plant)24x36xl0,xmcd 5 WIND ANALYSIS: Design per ASCE 7-05 Method 2-Analytical procedure 1 -1= 1.0 Importance factor V,,;,,d = 85 Basic Wind Speed kd:= .85 Wind Directionality Factor k", 1.0 Topographic Factor k,= 0.701 Wind Exposure Factor 2 qh:= 00256-kz,,kckj,V,,,;r,d ,I . Velocity Pressure qj,= 11-01 psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qw.v'= %-GCpf%,, g,w (L,-GCpgw q,= 5.69 psf yta, _ -4.58 psf Windward Gable Wall: Leeward Gable Wall: gwwg ql,-GCpfwwg gtw-g yh-GCFrj,vg y1N15g = 4.41 psf cgws- -3.19 psf Windward Roof: Leeward Roof: Qwr:= gh•(i:plwr glr:= cb,-GCprlr q„,= -7.60 psf gIr= -5-16 psf Wall Elements: Roof Elements: gw.:= cli,-GCFF,,,, q,- gh•GCpj� gwc= -10.68 psf q,= -14,87 psf Intemal Wind Pressure +!- t ) gi gli GCpi q; = 1.98 psf LTILB 3Odd JNId33NIJN:] 33NVI-1-1d 8ZLT685805 8Z :9T L9aZ/LT/LB 7/17/2007 180827R1 (Plant)24x36x10.xmcd 6 BUILDING MODEL: a;= B,y 12 a = 14.4, in Bay spacing in inches l.wat bndg= 104 in 0 = 18A deg roof angle from horizontal Hoof= 4 It CALCULATE TOTAL SIDE SWAY FORCE: Apply wind loads to the walls to determine moment(Mwin) and fiber stress(fwind) Calculate the// wind load on the roof. V rcwF_wind:- (1 goof)'13,y'(4wr— qic) V nwf wins!- —1 1 7 lbs Calculate the roof wind load on the post M.&.W:=r!V.�f.id'Lpoa_bM$ K..f Wiw = -12174 in-Ibf Mnx�1l'ieY1 fAmf",nJ 2. f,, wind= —1.64 psi Calculate total wind pressure on the walls: qr ff`j4ww- q1w 5 10,10,qww- t11w} q�= 10.27 psf a qtut t2.12 qtt w 10.27 pli Calculate the total bending stress due to the distributed wind load applied the walls. 2 I-puut ltud•• Mlv.11 ,vidi, '= qu.t - � Mwa11_wi,,d = 55515 in-Ibf 1n•:J!_�i,ul �_ 2 -s fwatl_wind=771 psi �Y,osl Calculate the total moment(Mto�and the total fiber stress(ft,). Mtot Mronf wi,td+Mwall wind Mtet'= 55515 in-Ibf fmt fM wind + twa11 wind ltot - 771 psi LT/80 39dd 9NIa33NI9N3 30NVI-MV BZLT689609 8Z:9T L00Z/LT/L0 7117/2007 160827R1 (Plant)24x36x10.xmcd 7 SEISMIC CALCULATIONS: Design per ASCE 7-05 SB = 125.1 Mapped spectral acceleration for short periods (from above) S, = 44.2 Mapped spectral acceleration for 1-second period (from above) Ip= lA Importance factor W= Dead load of building iz.= 1.5 Response modification factor(from above) 1. Determine the Seismic Design Category a.Calculate SDS and Spy For SDS: For SDI' For S.= 1.25 For Si= 0.44 F,= 1.00 F,= 1.56 SM,g= 1.25 SMi= 0.69 SDs SDS= 0.83 SDI = 0.46 Seismic_Desip_C&MSwy W "D" 2.Determine the building parameters Building dead load weight,W: [ I lihldu W_= L r\Wbids•I"bWj.(pr•2)] +L�Wbldg'1-bldj +[2.(Wbldg + Lbwg)• , 'Pd W= 4392 Ibf 1J Building area,Ab: Ab:= 'bldg-WbldS Ab= 864 fie LT/60 39dd 9NId33NIJN3 3ONVI-MV BZLT68SCOS 8Z :9T LOOZ/LT/LO 7/17/2007 160627R1 (Plant)24x36xlO.xmcd 8 3. Determine the shear force to be applied a. Determine the structural period,T 1,:= Hbldg--02 T:� TA T = 0.20 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: SllS C.2 = 0,556 But shall not be less than: Ca1 := .044-Sp$•1E Cal = 0,037 But need not exceed: SR C,3 = 1,530 3 C',= 0.556 c_Detemine the Seismic Base Shear: Vbaen_ahnar:= Cm'W Vbnee shear= 2442 Ibf 4. Determine the seismic load on the building: Per ASCE 7-05 Section 12.3.4.1 &12.3.4.2,for Seismic Design Category's A, B, and C, p=1.0;for Seismic Design Category D, E, or F, p shall 1.3. Since Seismic_Desigu Category= "D" , p = 1.3 F=t�- O'�baw ahnar _ 7 Lbkig boat cumber: _ — 1 B,V Pwt number= 4 Et E:— ___. 1.7 F= 1867 lb fbL:= _Ws (P.� n,,,ub,,+b)-S,;Pw fbE= 539 psi This is the seismic load on one post LT/0T 39tid JNIJ33NIJN3 30NVI-11V 8ZLT68SCOS 8Z:9T L013ZILTILO 7/17M07 160827R1 (Plant)24x36x10.xmcd 9 'MAIN POST DESIGN: Calculate allowable unit compression stress, F... f;,, = 575 psi F,::= Fr 1.1.15 F,= 661 psi Allowable compression stress including load factors Lva_y.dg= 104 in Bending length of post dp,,= 6 in Minimum unbraced dimension of post K„:= 0.8 0:=0.8 1z:= 0.3 EW,,,d= 1100000 psi Ir.:= 1,•I..p.*_Wa I.=83.2 in ,95ELy„� F,L- ;_ Ff = 1630 1� �a -) Calculate Column Stability Factor,CP: 2 F� F,F F,� 1 + — 1 + — — k c . 1' P ' 2 0 2,0 c P F',,:= F�Cp F%== 593 psi Allowable compression stress on the post Wrap= 29 psf Total roof loading 1'm,wp,,= 4050 lbs Axial loading per post due to roof snow load I'deudpm= 486 Ibs Axial loading per post due to roof dead load Fb== Fbl'1.6 i'b= 920 psi Allowable bending stress per post including load factors LT/TT 39dd 9NI2133NIJN3 30NVI-nti BZLT68960S 8Z:91 L00Z/LZ/L0 7117/2007 100827RI (Plant)24x36x10.xmcd 10 Check Load Cases: Load Case 1:Dead Load+.76" Wind Load+ .75" Snow Load fbl .75fw fbl = 378 psi Actual bending stress on post fL:+ 75Pb3U) P%t+ PScahxW 1,:= 98 psi Actual compression stress per post Apart CCFALII := — + 17LL CCFALII = 0.70 FD•rl - F,X Load Case 2:Dead Load+.7" Seismic + .76 Snow Load !b, :_ .7fbg fb1 = 378 psi Actual bending stress on post to;= 75PMO%V"+ F'awe�"�, f,�= 98 psi Actual compression stress per post AF-9t CCFALL:_ + t� CC YAL12 = 0.46 Fb Load Case 3:Dead Load+Wind Load fbi := f t fbl = 771 psi Actual bending stress on post I',.- p`=`PM fC= 14 psi Actual compression stress per post _ tc tbl CCFALI3 :— ( + l FLL r r� FE 1 CCFALI3 = 0.95 F6IL - LT/ZT 39dd JNI2i33NIJN3 30NVI-11V BZLT689609 8Z :9T L00Z/LT/L0 7/17/2007 160827R1 (Plant)24x35x10.xmcd 11 Check Load Cases(conird): Load Case 4:.Dead Load+ Seismic Load fbl fbE fbl = 539 psi Actual bending stress on post fL `..jP I fv= 14 psi Actual compression stress per post AFL%t t`CC FAL14 + tbl Fu:J CCFALI4 = 0.59 FcE CCFAL14 = 0.59 Less than 1.00 thus OK Load Case 5: Dead Load+ Snow Load fb1:= 0 fbl = 0 psi Actual bending stress on post f,.— P.-P-`+Pdcanpoae fc= 126 psi Actual compression stress per post 2 f C:CFAL B t° + h t Fey r tc CCFALI5 = 0.05 f'b-I CCFALI= 0.85 Less than 1.00 thus OK Li/ET 30Vd JNId33NIJN3 30NVITIV BZLT689609 8Z:9T L00Z/LT/L0 7/17/2007 160827131 (Plant)24x3bxlG.xmcd 12 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. The backflll may be gravel, natural or concrete backfill as specified on page 3_ Post_is = "constrained by a concrete;slab" Concrete_backhll= "No" (Input from page 3) V,, = 616 lbf Lateral shear load at the groundline N4,= 2313 ft-lbf Moment at the groundline = 2 ft. Main post footing diameter 150 psf Lateral capacity of soil Trial depth = 1.5 ft.-The starting depth of the post hole depth.The final post hole depth is determined by iterating to a final depth, per ASAE EP486.1, as allowed per 2006 IBC. d,pa,_P.„= 2.4 ft. This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. di. fb-*2 Afoot;ng m' 4 Ataot;>,s= 3.14 ft2 Footing area yaol� = 1500 psf Soil bearing capacity for footing d;, raoun� = 2 ft Footing diameter Post-dnPth= 3 ft Minimum required post embedment depth Ptboting Atb0ting-q.%0jrdiactw yfaotins- 6597 lbf End bearing capacity of footing Pam,, = 4536 lbf Total footing load Note that the end bearing capacity(Pf,,,ti,) is greater than the snow load (P�„O,,,). This is OK. LT/VT 39tld 9NIi=HIJN3 30NVI-1-1ti 8ZLT685Ee5 8Z :9T L90Z/LT/LB 7/1712007 160627R1 (Plant)24x3&c10.xmcd 13 GIRT DESIGN: The girts will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the gins. qw.gln:= �I-Wukd_3L" Gi2tl��g 4wr�irt=2.02 pli Lwt wm= 13R in Orientation= "Flat" 1 .Lgirt_span 8 Mgin = 4.816 in-Ibf fb�ar, M tb&= 2338 psi Stress applied to the girt Determine the allowable member stress including load factor's. LI7b'wi.d 1.6 C14 ja= 1-15 CF&= 1.30 Cr:= 1.15 1'r = 850 psi Fb&:= LDFwj,,4,Cf„gi„{-CW-CI Fg;,, Fb&= 2338 psi > 16girt This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Lp-rj„_yP,,,,= 135 in Bending length of purlin wp„r1jn= 4.43 pli Distnbuted snow load along top edge of purlin `��p-ri=�L�1u,_ay�any Mr,,,,,1iu Mp„rU„= 10096 in-Ibf Bending moment in the purlin 8 fbN fbp„rIi,= 1334 psi Bending stress applied to the purlin 8purlin Determine the allowable member stress including load factors LDF..w;= 1.15 C['pudin = 1.30 C,.;= 1.15 CS,purr;r, 1.00 Fp" „_. 900 psi Fbyurlin== LDF.-CFpwli,►'Cr'Lfuprlin'Fpurlin Fbp, ii,= 1547 psi> fbpurlm This is OK LT/5T 39tid JNM33NIJN3 3DNVI-nd BZLT685E05 8Z :9T LBBZ/LT/L9 7/17/2007 160827R1 (Plant)24x36x10_xmcd 14 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Assume full snow load and dead load on the roof. Allowable fastener shear capacities Pbolt �a 1590 Ibf Shear capacity for 5/8"dia.bolts Pbolt-34'= 2190 Ibf Shear capacity for 3/4" dia. bolts hbolt lu�= 3600 Ibf Shear capacity for 1" dia. bolts P16d 122 Ibf Shear capacity for 16d nails Plod 147 Ibf Shear capacity for 20d nails Py,,w= 4536 Ibf Combined snow and dead load on corbels If 5/8 dia. bolts are used: Nbolwss= 2.5 Number of 518"dia.bolts required in the corbel block ff 314 dia.bolts are used: Nbolcva= 1.8 Number of 314 dia. bolts required in the corbel block If 1 dia. bolts are used, Nbolulo = 1.1 Number of 1"dia, bolts required in the corbel block It 20d trails are to be used: Na;620d = 13.4 number of 20d nails required in each corbel block. If 16d nails are to be used: Nai6l6d = 16.2 number of 16d nails required in each corbel block. LTI9T 3DVd 9NIJ33NI9N3 33N~I-FId 8ZLT685805 8Z :9T Z00Z/LT/L0 7/17/2007 160827R1 (Plant)24x36x10,xmcd 15 SUMMARY OF RESULTS' Buildinq Dimensions Building Design Loads Wbldg = 24 ft (Width of Building) Wind_spccd = 85 MPH Ground—snow—load= 25 psf 41dg= 36 ft (Length of Building) Wind—exposure = "}3" Roof snow_luad 25 psf Rwof_doad_load= 3 psf Holds _ 10 ft (Eave Height of Building) Scismic_Design_Calegory= "D11 0vwjwn8= 18 in (Length of Eave Overhang) Rpit,b = 4 /12 (Roof pitch) Foaling details: Post Details Post size = "6x6" PosT_is - "wasirairied by a concrete slab" Post grade = "No. 2 Them-Fir" Postdepth= 3.0 ft(Design Post Depth) Usage = 35 %(Combined stress usage of post) d;, fvcting 4 2 ft(Design Footing Diameter) Girt Details: Fontingusage = 69 % (Stress usage of footing) Girt usage= 100 % (Stress usage of wall girt) Orientation= "Flat" Perlin Details: PLu-hn_4sa8G = 86 % (Stress usage of roof purlin for snow loading) Corbel Blopk Bolts: Nbolts5B= 2.5 Number of 518" dia.bolts required in the corbel block if used. Nbolu94 1.8 Number of 3/4" dia.bolts required in the corbel block if used. Nbolmu = 1.1 Number of 1" dia. bolts required in the corbel block if used. Ndil420d= 13,4 Number of 20d nails required in each corbel block if used. Nyit"t6d = 16.2 Number of 16d nails required in each corbel block if used_ SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer_ No special inspections are required_ No structural observation by the design engineer is required. LTILT 39dd JNI�i33NIJN3 30NVITIV 8ZLT685C05 8Z :9T LBBZILTILO 07118/2007 16: 14 5035891728 ALLIANCE ENGINEERING PAGE 01/01 f ALLV�JCIE ENGINIIEMG "The Pole Buildin2 Engineering Company" July 18, 2007 Bryan Adams Mason County Building 3 426 West Cedar Shelton, WA 98.584 ENGINEERING CHANGE NOTICE Alliance Engineering Job No.: 160827 Building Owner. Joseph Plant Building Address: 81 NE Munson Blvd. Belfair, WA 98528 Dear Bryan: Per your request, I have reviewed the calculations for the building located at the above address with respect to the (2) 44 comer posts, and have found them to be structurally adequate as designed. If you have any questions, please contact me. Sincerely, Stephe R. Heryford, PE fit, d 3918ti f5;41()NA VWV r:'XPIRF_S: 12/0^/u 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.polebuildingengineering.com Pax: (503) 589-1728 I o POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 160827 BUILDING OWNER / LOCATION: Joseph Plant 81 NE Munson Blvd Belfair, WA 98528 CLIENT: Sound Building Systems, Inc. 3546 Thorndyke Rd Port Ludlow, WA 98365 ENGINEER: w GO Ai °� d .0�0 RFC 9188 FSSION AL EXPIRES: 12/04/ �----' Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright Alliance Engineering of Oregon, Inc. 9 9 9 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.aeoregon.com Fax: (503) 589-1728 6/23/2007 160827(Plant)24x36x10 xmcd 1 POST FRAME BUILDING SUMMARY: This is a post-frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for burial. Post size, post embedment depth,post hole diameter and backfill is given in the body of the calculation. The posts will be modeled as cantilevers that are fixed at the base. The post frames will be assumed to act as a unit. Wind loads will be imposed on the windward and leeward sides of the building simultaneously. If there is no concrete floor,the concrete backfill will provide lateral constraint in the windward and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided at the ground line by the concrete floor. REFERENCES: 1. 2006 Edition of the International Building Code 2. ASCE 7-05- Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2006 3. 2001 Edition, National Design Specification (NDS) Supplement For Wood Construction, American Wood Counsel , 6/23/2007 160827(Plant)24x36x10.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbldg 24 ft Width of Building Lbldg:= 36 ft Length of Building Hbldg:= 10 ft Eave Height of Building O„ := 18 in Length of Eave Overhang Rpitoh:= 4 / 12 Roof pitch Ba,,:= 12 ft Greatest nominal spacing between eavewall posts Design Loads for Building: Wind Design Values: Fastest wind speed(3 second gust) V,ind:= 85 MPH Wind Exposure: EXPMUM _ 'B" / Roof Load Design Values: pg:= 25 Ibs Ground snow load Pd:= 3 Ibs Roof dead load Paz:= 0 Ibs Additional truss bottom chord dead load(if applicable) Seismic Design Values: S,:= 125.1 Mapped spectral acceleration for short period Sl:= 44.2 Mapped spectral acceleration for 1 second period IE:= 1.0 Importance factor W= Dead load of building(See analysis below) RB:= 1.5 Response modification factor 6/23/2007 160827(Plant)24x36x10.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Post Properties: Pwidth:= 6 in Post width y-axis POST SIZE (Solid rough-sawn Hem-Fir post Pdepth:= 8 in Post depth x-a)is unless otherwise specified) Grade := "2° Grade of Post(2, 1,or SS=Select Structural) Purlin Properties: Girt Properties: P.din_spaoing:= 24 in Girt_9Pacin9,= 23 in Spurhn:= SA26 Sgirt Sy26 Fp.lin:= FbDF2dim Fgirt FbHF2dim Footing and Post Hole Design Values: gsoil:= 1500 psf Assumed soil vertical bearing capacity Sfi0i1= 150 psf Assumed soil lateral bearing capacity dia_footing:= 2 ft Main truss post footing diameter Slab and backfill information Concrete slab = "Yes" Concrete backfill= "No" Backfill in main posts (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 6/23/2007 160827(Plant)24x36x10.xmcd 4 SNOW LOAD ANALYSIS: Design per ASCE 7-05 For roof slopes greater than 5 degrees,and less than 70 degrees. pg= 25 psf Ground Snow Load(from above) Cc:= 1.0 Exposure factor Ct:= 1.0 Thermal Factor Cs = 1.00 Roof slope factor I�:= 1.0 Importance factor pf= Flat roof snow load,psf(see analysis below) ps= Sloped roof snow load,psf(see analysis below) 1. Determine pf and ps pf .TCe Ct-k-pg pf= 17.5 psf Flat roof snow load Note:This is NOT the snow PS== prCS p$= 17.5 psf Sloped(balanced)roof snow load load used for design -See psu at bottom of page. 2.Determine the unbalanced snow load NA 14dg Wridge= 12 ft Horizontal distance from eave to ridge Note: ff Wridge<20',use Method 1 to determine unbalanced snow load,otherwise use Method 2 Method 1 psut:= IsTg p., = 25 psf Unbalanced snow load for buildings with Whdge<20' Method 2 The unbalanced snow load will occur from the ridge to a distance Is,and intensity,psu2 as follows: hd= 1.56 ft Height of drifted snow y = 17.25 pcf Snow density S = 3 ft Run in roof for a rise of 1 Is = 7.2 ft Distance of unbalanced snow from ridge(if applicable-see below) p,.2= 33 psf Unbalanced snow load for buildings with Wridg.>20' Final unbalanced snow load p.= 25 psf Final(roof)snow load used for design of structural members and connections as required per Chapter 7 of ASCE 7-05 Application of snow load to building The snow load,psu,was calculated using Method= I ,therefore the final roof snow load used for design shall be Distributed= "across entire building width" If Method 2 is used,the remainder of roof shall be designed using no less than ps = 25 psf snow load 6/23/2007 160827(Plant)24x36x10.xmcd 5 WIND ANALYSIS: Design per ASCE 7-05 Method 2-Analytical Procedure Iµ,:= 1.0 Importance factor Vwim = 85 Basic Wind Speed kd:= .85 Wind Directionality Factor kn= 1.0 Topographic Factor kZ= 0.701 Wind Exposure Factor 2 qh:= .00256•k -kn•kd'Vwind '1w Velocity Pressure qh= 11.01 psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: gww gh'GCpfww glw:= gh'CCpflw q,,= 5.69 psf qlw= —4.58 psf Windward Gable Wall: Leeward Gable Wall: gwwg gh'GCpg glwg:= gh•GCpflwg gwwg= 4.41 psf glwg= —3.19 psf Windward Roof: Leeward Roof: qwr:= gh•CrCpfwr qlr:= gh•GCpflr qwr= —7.60 psf qlr= —5.16 psf Wall!Elements: Roof Elements: qwe gh'CCpiw qr gh.GCpfr qwe= -10.68 psf qr= —14.87 psf Internal Wind Pressure qi:= gh'GCpi qi= 1.98 psf 6/23/2007 160827(Plant)24x36x10.xmcd 6 BUILDING MODEL: a:= Bay 12 a = 144 in Bay spacing in inches Lpd_bdg= 104 in C- = 18.4deg roof angle from horizontal f4.f= 4 It CALCULATE TOTAL SIDE SWAY FORCE: Apply wind loads to the walls to determine moment(Mwin) and fiber stress(fwind) Calculate the wind load on the roof. V B roof wind:- Nroof1 a (qwr- qlr uroof wind - 117 IbS _ l 1 Y\ � - Calculate the roof wind load on the post Mroof wind = Vmof wind"Lpost bd.- Mroof wind= -12174 in-lbf Mroof_%x ind troof mnd '_ ti fir wino = —95 psi ,�„t Calculate total wind pressure on the walls: qe iggww— qlw< 10,10,qww— qlw) qe= 10.27 psf a qkt qe' l2 12 gtot = 10.27 pli Calculate the total bending stress due to the distributed wind load applied the walls. Lpust._bnde= K%all-"ind ` gtot" Mwall-wind = 55515 in-Ibf Kull tcind llcall_mad fwall wind = 434 psi - slxiA Calculate the total moment(Mtot)and the total fiber stress(ftot). Mtot:= Mronf wind + Mwall wind Mtot= 55515 in-Ibf ftot frnof wind + fwall wind ftot= 434 psi L 6/23/2007 160827(Plant)24x36x10.xmcd 7 SEISMIC CALCULATIONS: Design per ASCE 7-05 Sg = 125.1 Mapped spectral acceleration for short periods(from above) St = 44.2 Mapped spectral acceleration for 1-second period(from above) IF = 1.0 Importance factor W= Dead load of building Rs = 1.5 Response modification factor(from above) 1. Determine the Seismic Design Category a. Calculate SDS and SD1 For SDS: For Sot: For S$ = 1.25 For SI = 0.44 Fa= 1.00 F,= 1.56 SMs:= Ss-Fa SMl := SIT, SMs= 1.25 SMI = 0.69 SDS:= i)'SAvi Sm := f "11%11 Svs= 0.93 SDI = 0.46 Seismic_Design_Category= "D" 2. Determine the building parameters Building dead load weight,W: W g 2 + + + H bldg W:= 2 Pd W= 4392 Ibf ��JJ �� bld 'I-bldg� �Pf• �� 1(Wb1dg'Lb1dg) [2-(Wbldg I-bldg� 2 ' Building area,Ab: Ab:= L-bldg'Wbldg Ab = 864 ft2 6/23/2007 160827(Plant)24x36x10.xmcd 8 3. Determine the shear force to be applied a. Determine the structural period,T Ta Hbldg-.02 '1' T. T = 0.20 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: ADS Cs2 = 0.556 Ip But shall not be less than: Cst := .044•SDS"E Cgt = 0.037 But need not exceed: SM := CO = 1.530 R� T IF Cs = 0.556 c. Detemine the Seismic Base Shear: Vbase_A.= Cr-W Vbase sheaz= 2442 Ibf 4. Determine the seismic load on the building: Per ASCE 7-05 Section 12.3.4.1 & 12.3.4.2,for Seismic Design Category's A, B,and C,p=1.0;for Seismic Design Category D, E,or F, p shall 1.3. Since Seismic_Design—Category= "D" , p = 1.3 Et p'Vbase shear p " I-btdg — 11 ,krt number�_ — J Hat post number= 4 Et E := - 1.7 E = 1867 lb E•Lpost bndg fbE post number'Sxpost fbE = 759 psi This is the seismic load on one post 6/23/2007 160827(Plant)24x36x10.xmcd 9 MAIN POST DESIGN: Calculate allowable unit compression stress, F., Fej = 575 psi F,:= Fct-1.15 Fe= 661 psi Allowable compression stress including load factors Lpsst b,dg= 104 in Bending length of post dpmt= 8 in Minimum unbraced dimension of post Ke:= 0.8 c := 0.8 KeE := 0.3 EH,,,d= 1100000 psi le Ke-Lpost bndg Ie= 83.2 in FcE := KcE- , FcE = 2898 Iz d� Calculate Column Stability Factor,Cp: 1 + FcE 1 FcE FcE+ Fc Fc Fc F":= F,-Cp F,, = 627 psi Allowable compression stress on the post W,,f= 28 psf Total roof loading P'no,."= 4050 Ibs Axial loading per post due to roof snow load Pdeadpost= 486 Ibs Axial loading per post due to roof dead load Fb:= Fbl-1.6 Fb= 920 psi Allowable bending stress per post including load factors 6/23/2007 160827(Plant)24x36x10.xmcd 10 Check Load Cases: Load Case 1: Dead Load+ .75*Wind Load+ .75*Snow Load fbl:= .75ftot fbi = 325 psi Actual bending stress on post 75P�M,«P.,t+ Pd.dpnst t�:= f,= 73 psi Actual compression stress per post Ap_,( , t�CCFALII := — + fb j F t� CCFAIJI = 0.38 Fb I — FEE Load Case 2: Dead Load+ .7*Seismic+ .75* Snow Load fbl:_ .7fbE Ibt = 531 psi Actual bending stress on post 75Psnowpost + I'JcaJtxnt f�:= f,= 73 psi Actual compression stress per post t t�CCFAL fbl I2 := — + Fc, to CCFALI2 = 0.61 Fb I _ F,E Load Case 3: Dead Load +Wind Load fb1:= ftot fbl = 434 psi Actual bending stress on post F'dzadpost t�:= f,= 10 psi Actual compression stress per post Apmt te 2 Ibl CCFALI3 := —� + Fcc t- CCFALI3 = 0.47 Fb- I — FEE 6/23/2007 160827(Plant)24x36x10.xmcd 11 Check Load Cases (cont'd): Load Case 4: Dead Load + Seismic Load fbl fbE fbl = 759 psi Actual bending stress on post f)dead�t fe. f,= 10 psi Actual compression stress per post Ar.„t f� CCFALI4 := fbl— + Fcc I. CCFALI4 = 0.83 F�,• 1 — FcE CCFALI4 = 0.83 Less than 1.00 thus OK Load Case 5: Dead Load+ Snow Load fbl:= 0 fbl = 0 psi Actual bending stress on post fc:= P..pod+ Pd.dp..t f,= 95 psi Actual compression stress per post CCFALh — + Fcc t, CCFALI5 = 0.02 Fb 1 F& CCFAH = 0.83 Less than 1.00 thus OK 6/23/2007 160827(Plant)24x36x10.xmcd 12 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. The backfill may be gravel,natural or concrete backfill as specified on page 3. Post—is = "constrained by a concrete slab" Concrete backfill= 'No" (Input from page 3) V a= 616 Ibf Lateral shear load at the groundline Ma= 2313 ft-Ibf Moment at the groundline 2 ft. Main post footing diameter dia_footing —— Sgoil = 150 psf Lateral capacity of soil Trial depth = 1.5 ft.-The starting depth of the post hole depth.The final post hole depth is determined by iterating to a final depth, per ASAE EP486.1,as allowed per 2006 IBC. depthl.t= 2.3 ft. This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. 2 dia footing Afooting n' 4 Afooting= 3.14 ft2 Footing area ggoil= 1500 psf Soil bearing capacity for footing dia_footing = 2 ft Footing diameter Post depth= 3 ft Minimum required post embedment depth Pfooting= Afooting'gsoil'dfactor Pfoo►ing= 6597 lbf End bearing capacity of footing Psnow= 4536 Ibf Total footing load Note that the end bearing capacity(Pfooting)is greater than the snow load(Psn.). This is OK. 6/23/2007 160827(Plant)24x36x10.xmcd 13 GIRT DESIGN: The girls will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. CTlrt_;tpal'ing g«egirt gvvmd girt gwegin= 2.02 pll LgiTt_span= 138 in Orientation= "Flat" 12.12 1 girt span Iv4girt g"eg'n 8 Mgirt= 4816 in-Ibf t1wi,t := Mg;rt fb&= 2338 psi Stress applied to the girt Sort Determine the allowable member stress including load factors. 1,DFw,111d:= 1.6 Cfirgirt= 1.15 CF&= 1.30 Cr:= 1.15 Fgi1t= 850 psi Fbgirt := LDFwird•Cf.&-CFgid-Cr-F& Fb& = 2338 psi > fb& This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. I,purlin span= 135 in Bending length of purlin Wpurlin= 4.43 pli Distributed snow load along top edge of purlin W purlin'Lpurlin_span' MPUrfi,1:= Mpi u,= 10086 in-Ibf Bending moment in the purlin f Mpurlm f 1334 psi Bending stress applied to the purlin bpurlin�= S bpurlin= 9 PP purlin Determine the allowable member stress including load factors LD1'snow:= 1.15 CFpurlin= 1.30 Cr:= 1.15 Cfupurlin= 1.00 Fpurlin= 900 psi Fbpurlin LDFsnow-CFpurlin'Cr'Cfipurlin Fpurlin Fbpurlin= 1547 psi> fbpurlin This is OK 6/23/2007 160827(Plant)24x36x10.xmcd 14 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Assume full snow load and dead load on the roof. Allowable fastener shear capacities Pbolt 58 1590 Ibf Shear capacity for 5/8"dia.bolts PtAt 34:= 2190 Ibf Shear capacity for 3/4"dia. bolts Pt.it 10 3600 Ibf Shear capacity for 1"dia. bolts P16d:= 122 Ibf Shear capacity for 16d nails Plod:= 147 Ibf Shear capacity for 20d nails Psnow= 4536 Ibf Combined snow and dead load on corbels If 5/8 dia.bolts are used: Nnolft58= 2.5 Number of 5/8"dia. bolts required in the corbel block If 3/4 dia.bolts are used: Nb.IW4= 1.8 Number of 3/4"dia.bolts required in the corbel block If 1 dia. bolts are used: Nboltsl0= IA Number of 1"dia.bolts required in the corbel block ff 20d nails are to be used: Nails Nd= 13.4 number of 20d nails required in each corbel block. If 16d nails are to be used: Nailsl6d= 16.2 number of 16d nails required in each corbel block. 6/23/2007 160827(Plant)24x36x10.xmcd 15 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg= 24 ft (Width of Building) Wind speed= 85 MPH Ground—snow—load= 25 psf _ Lbldg= 36 ft (Length of Building) Windexposwe= "B" Roof snow load= 25 psf Roof_dead_load= 3 psf /Hbld Building)— 10 ft (Eave Height of Buildi g Seismic_Design_Category= "D" A,,,i g= 18 in (Length of Eave Overhang) /11,piwh= 4 / 12 (Roof pitch) Footing Details: Post Details Post—size= "6x8" Post—is = "constrained by a concrete slab" Post—grade= "No. 2 Hem-Fir" Postdepth= 3.0 ft(Design Post Depth) Usage = 83 %(Combined stress usage of post) dia footing= 2 ft(Design Footing Diameter) Girt Details: Footingusage= 69 % (Stress usage of footing) Girt-Usage = 100 % (Stress usage of wall girt) Orientation = "Flat" Purlin Details: Purlin usage= 86 % (Stress usage of roof purlin for snow loading) Corbel Block Bolts: Nbolts58= 2.5 Number of 5/8"dia.bolts required in the corbel block if used. Nbo1W4= 1.8 Number of 3/4"dia.bolts required in the corbel block if used. Nbottslo= 1.1 Number of 1"dia.bolts required in the corbel block if used. NailsNd= 13.4 Number of 20d nails required in each corbel block if used. Nailsl6d= 16.2 Number of 16d nails required in each corbel block if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required.