The URL can be used to link to this page

Home My WebLink AboutBLD2018-00295 - 07 ENGINEERINGI South Valley Engineering 4742 Libefi Rd. S #151 o Salem, OR.97302 Ph. (s03) 3O2-7o2O o Fax (888) s3s-6341 www.southva I leyeng ineeri ng.com Proiect No. 1 1 80601 1 Galculations for Jerry Rubert 125 Cub Rd. Port Townsend, WA. 98368 Date 612612018 Engineer t Owner: Jerry Rubert Building localior: 125 Cub Rd. Port Townsend. WA. 98368 Buildinq Description: Private shop POST FRAMT EUILDING $UMMI\RY SHEET Date: 6/262018 Proiect No.: 1 1806011 Building Codes: 201518C, ASCE 7-10 40 to t.5 1.5 4 14 14 Yes Building dirnensions: width: Length: HeIht: Eave overhang: Gable overhang: Rool pitch: Greatest bay spacing: Greatest post tribulary width: Concrete Slab: Post & posthole information: Eave wall Size: Grade: TYPe: Posthole diameter: Poslhole depth**: Posl ConstrainUbackfi ll. Purlin & girt information: Purlins Size: Grade: SPacing: Sheathing information tn ^Rough Eawn-'To botlom of footing Environmental information : Wind speed; Wind exposure: Seismic design calegory:(:-9S. Ground snow Design Snow Rooi dead Soil bearing Risk Gable wall Sze Poslhole Posthole Post Gtrts Size & orientalion Grade Spacing MPH psf. psl. psf. (inct. ceiling load if any) Per Table 1.5-1 ASCE 7-10 "Rough Sawn*'To botom ol footlng o.c. 2x6 #2D.F 18 in. o.c. Root: 29 ga. Metal only Walls:All walls are 29 ga. metal only 1.34 0.54 25 25 1 I 6xB #2 Slab w/ granular backfill 6x8 i2H.F Varies-see calculations Flat \nJ12x4 SB EOG D.F 24 Page 1 of 14 r"-l t,.l : -i r-i i .l' ! 1l r.-,_.i I. i....-:l :ii =.:: i:' i.....'.1 0 Snow Load Calculations Snow load calcu[ations per ASCE 7-10 Chapler 7 - Ground Snow Load Fador from ASCE Table 7-2 Factrcr from ASCE Tabte 7-3 lmportance Faclor from ASCE Table 1 5-2 Flat Roof Snow Load, ft * 0.7 x pn, Cu x C, x l" ps: 18.4 Pccrsnl 25 psf - Flat Roof Snow Load Figure 7-2 based on Gr, roof slope and surface psf-Stoped roof snow load psf-Oesign Snow Load Pt: C.O.BB 21 j':t -^{ j. f.i !....-.1 :-t_! t': Page 2 ol 14 Wind Pressure Calculations Wind calculations per ASCE 7-'10 Chapter 28 Parl l : Enclosed and Partially Enclosed Low Rise Buildings Roof Pitcfr: Eave Heighl: 4 16 110 B MPH Risk Cdego 112 ft. Design Wind Speed, V: Wind Exposure: Velocily pressures e, & er, per equation 28.3"1 : q.=0.O0256xlqx[,xK1xV2 at eave height z Qn=0.00256xK5xKrglQxV2 al mean roof height h Angb: 18.43' K.: 0.63 Vetocity pressure coefficier$ at eave h1. z from Table 27 "3'1 Kr: 0.70 Velocily pressure coellicient at rool ht h lrom Tabte 27.3-1 Ka: 1-0 Topographic effrect-assume no ridges or escarpments Ka: 0.85 Wind Direclionality Factor, Table 26^&1 Velocity Pressures: q= 16.53 psf Ql= 18-43 psf Oetermine Velocity Pressure Coefficients & Wind Pressures per ASCE 7-10 Figure 28.4-l for ifillFRS iilwFRS 1. Windward Eave Wall Pressure GCr6,r*: 0.52 3. Windrvard Eave Roof Pressure {,69 5. Windward Gable Wall: GCs,*r: 0.40 Components & Claddinq GCpr: 0.18 lntrernal pressure per Figure 26.11-1 7. Roof elements €.81 elemenls per Figure 30.4-2B 8. Wall elemenls elemenls per Figure 30.4-1 2. Leervard Eave Wall: 4. Leeward Eave Roof: 6. Leeward Gable Wall: 4.42 447 !.LJ E Q*i 8.54 psf Qr*i {.87 psf q,; "11-41 Qr: :1.75 6.61 psfQrr:Qr*i 4.80 psf Q",r 18.32 i:i -*t i.-r,,.1 ,:"i r.....,1r i '.t i'j l. ,r rrl |:i 9r.l 20.66 Page 3 of 14 a a Seismic Desiqn Parameters Calculate seismic building loads lrom ASCE 7-10 Section 12.14.8 Seismic Parameters S"= 1'34 St= 0 54 F= e-el,ts- Sos= Seismic Design Category= Areas Roof area= Wall area= 1.00 I .JI+ 0.89 Sut= Sor= 1.50 0.81 0.54 per Tables 11.1-1 & 11.4-z Ca{cu{ated per Section 1'l .4.3 Calculated per Section 11.4.4 O From Section 11.6 Response Modification Coef{icient, R= 2.5 From Tabb 12.14-1, Section B-24F' 1.0 For 1 story building Calculale building yieights. Vy', for seismrc forces Building width= 36 ft.Building length= 40 fl Building eave height= 16 ft. 1,677 sf 608 sf Roof + ceiling DL= Walt DL= Loft DL= Snow LL (if appliable)= Roof W= 5,031 lbs Wall W= 1,824 lbs Loft W= 0 lbs \ifa 6,855 lbs loht load for seismic calculation Catculate Seismic Base Shea( V per Section 12.14"8 V=[{FxSeg/R]xW (Eqn. 12.14-111 V* 2,448 lbs. Seismic base shearior building Vlb 1,22.4 lbs- Seismic shear load for diaphragm design for one wall psf psf psf psf 3 U 0 Page 4 of 14 Cliaohraom Stiffness Calculation The diaphragm slilfness will be calcuhted based on the methodology from'Post Frame Building Design" by John N. Walker and Frank E. Woeste. This metrod is widely accepled in lhe post frame industry for determining metal diaphragm sliffness 1. The diaphragm stiffness, q'= (Ext) / [2x(1+u) x (g/p) + (Kr/(bxtf) Where c'= 31 30 lbslin = Diaphr:agm stiffness of the test panel (1992 Fabral Test for Grandrib Ill) E= 2.75E+07 psi = Modulus of elaslicity for metal sheathing t: A.O17 in = Steel thickness for 29 ga metal sheathing u= 0.3 = Poisson's ratio ior steel g/p= 1.085 = Ratio of steel corrugalion pitch to steel sheet width [= 144 in. = Lenglh oltest panel Ku* - ! Sheet edge purlin fastening consEnt (unknown) 2. Ihe diaphragm for the same melal lor a diflerent length b can be calculat-.d wrth lhe above above equation once the constant K2 is known. Solving for K2 yields: K, = [((EK)x{brd)ycl-[Zx{ t *u )x(bxt)2x(glp)Kz = 878 inr 3. The stiffness of the acutal panel will be calculated from equation in 1. above, based on its aclual length. b' Roof pilch. 4 /12 Buitding width= 36 ft e= 18.43 " roof angle ! = 227.68 in = length of steel roof panel at the given angle for 12 ol lhe roof c; 7609 lbs/in - stiffness of actual roof diaphragm 4. Calculale the equivalenl horizontal roof stiffness, ch for the entire roof cn= 2xcx(cos20)x(b'/a)ch= 18.563 lblin a= '168 in. post spacing 5. Calculate the stiffness, k. ol the post frame. r'vhich is the load required for the top of lhe frame a distance, d For d= 1',, g.p=(6xdxEoxlo)tL3 (: 1 indefleclion used to establish k Er= | .I Qf+Q6 psi - I.Iodulus of elaslicity of post ft= 290 lbSin t- l-= ?56 180 inl - Momentol inertia of post in - Bending bnglh of posl [dcn= 0,0156 6. Determine the side sway force, m0 from tables based on fJch verses number of frames. Nr= 6 frames in buiHing (including end walls) mD= 0-95 = calq:lated stiffness of metal roof diaphragm Since roof sheathing is metal, mD used for calculalions is 0-s5 Page 5 ot 14 a Post Wind Load Calculation Determine lhe bending slress on the posl lrom the wind load 17.98 36.401 569 1,213 0.95 1,167 17.1 0.83 lbf-in mD= 13,416 105 Mpct= 48,140 fu9*r= U7 Windward wall rvind pressure = 8 54 psf Leeward wall wind pressure = -6.87 psf Total wind pressure = 15.41 psf Total wall pressure to use = 15.41 psf (10 psf min. percode) l-= 180 in Bending length of lhe post lv= lr4r"= lb-pc- pli psi tbf rbf pli pli Distribuled wind load on the post Moment as a propped cantilever (w x L2) 1 (2 x 8) Slress on the post from the di$tirbuted wall wind, = Mpc I Sx Total side sway force - 3 x w x (L/8) Stiff ness coefticient from d ia ph ragm stiff ness calculalion, or 1.0 if wood sheathing in roof Side sway force resisted by the roof diaphragm : mD x R The total dbtributed wind {oad resbted by the roof diaphragm = 8 x ((C[(3 x L)) The total distributed nind load NOT resisted by lhe roof diaphragm for whbh the post musl resist. Wp6g1 : \}{ - wR The rnoment in the post as a simple cantilever = ',rp6r X (L2y2) [rh's value is 0 if roof is a lrood diaphragm) The iiber stress in the post from simple cantilever stress = Mcrr*{2 x Sr) (This value is 0 if roof is a wood diaph.agm) The lolal momenl in the posl = (mD x il,ip") * M*,,t The tcial bending stress on the post = (mD x fur") + f** ft= Q= wR= lAlgooti illloa= leri - lbf-in psi lbfin psi Page 6 oi 14 Post Desicn Determine the allowable bending and compression slresses for the eave wall posts per 2012 NDS Final Design Values Fu_o"";snt 920 psi final allowable bending stress Fc_*sront 539 psi final allowable compression stress Combined Bending And Compressive (CBAC) Potl Loads by Load Case Determine the maximum Combined Bending And Compressive stresses in the eave wall post per NDS 3.9.2 using app{icable load cases from ASCE 7-10 Seclion 2.4. Nominal Oesign Vatues (alloivable) Fu: 575 psi-bending F": 575 psi-compression Load Case 1 - Dead Load + $now Fu_o1cni 920 psi Fo-oe*tni 539 psi Pa.a= 819 lbs P**= 6825 lbs {= 48 sqin Load Case 2 - Dead Load + 0.6Wind Fb_cu"b^r 920 psi F"-ouugni 539 psi Po"ro= 819 lbs P**= 6825 lbs {= 48 sq-in ,-lb- CBAC3' Max. CBAC= Adjushent factors per Tabte 4 3 1 C6 for snow 1.15 LOF {or snow Ce for wind/seismic 1 6 LDF for wind/seismic CD for post 1.0 Size {actor for posts S 12" in depth Cp= 0 82 Column stability factor per Section 3.7 Final allowable bending stress Final allowable compression stress Dead load Snow load Cross-seclional area of post 1,015 psi F"e= 1.015 Psi Fce= 1,015 psi psi : ((.75 x P*) + Poeo)/A c-I ^E' psi= {Pe!* + Po*6)/Afu=0 psi=0 f"= 159 CBACl' 00s =((UFc_aos,sn)2)-((f/(Fo-o*iCI(1-(L1F'E)))))) fu= 388 psi=0.6 x fs-*.,f"= 17 psi= P6"ulA cBAC2= 0.43 =((fJF"_o*uran)2)-{{fJ(Fo*o*isn{1-(t/FcE)))))) Load Case 3 - Dead Load + 0.75(0.6wind) + 0.75snow Fu_**bnt 920 psi Final allowable bending stress F"_o"uhni 539 psi Final allowable compression slress Pana' 819 lbs Dead load P**= 6825 lbs Snow load fi= 48 sq-in Cross-seclional area of post Final allowable bending stress Finat allowable compression stress Dead load Snow load Cross-sec{ional area of post 291 psi=.75 x (0.6 x fs*o,) f"= 124 0.41 =((fJF"_*"rsn)2)-{(f/(Fo_o*ig,(1-(t/F.E)i}))) 43o/o >> Maximum posl usage < 100% OK Page 7 of 14 Post Embedment Calculation Determine the minimum poshote diameter and embedment depth for the eave rtall posts per ASAE EP4B6.1 Since lhere is a slab, the post will be considered constrained at lhe top. The backfiil will be gravel full depth unless otherwise required for shear wall uplifi. Oesign Crileria: Sr= (:_ MP*t= V"= Postho[e dia.= $= Ano= d= 1 500 150 2,407 651 2 0.83 3"14 psf-ve(ical soil bearing capacity pstlaleral soil bearing capacity Jl-lbs - Moment at lop of one posthole lbs-Lateral load on post at top of poslhole ft. ft - maximum width of post in soil ff - area of footing ft - deph of footing tc be determined below Per Sections 4 .2.2.1 and 4.2.2.2, alloweble lateral soil bearing capacilies may be increased by 2for isolaled posts (spaced at leasl 3 ft. apart). and by 1"33 forwind |oading Sret= 406 psf-factored lateral soil bearing capacity Minimum embedment depth required ior lateral load. constrained at the top. gravel backfill, per Seclbn 6.5 d,i,= [(4 x Mpost)(SLAT x b)]^113 dt{.-t= Allowable vertical soil bearing pressure lor gravily loads S,= S, x &s x (1+(0.2 x (d-1)) Sy= 1500 psf-vertical soil bearing capacity A,rs= 314 ftz-area of fooling d= minimum depth for verlical bearing requiremenls dep(h requried (or Maximum vertical load on footing from gravity load laterat load Ibs-vertlcal load on footing Posthole depth for this building =lTdd-lft-minimum depth to bottom of footing Vertical capacity for footing lbs->Pfooting-OK 3.05 7,64 8,482 Page 8 of 14 Roof and Gable Wall Shear Loads and Diaohraom Oesiqn Roof Roof widlh= H*.r' Total roof wind pres., 0.6 x P,= Total roof wind pressure to use= Total wall wind pressure= Total wall wind pressure lo use= Diaphragm seismic load= Diaphragm wind load= Gable walls Gable wall shear load: Left Gable Wall Left Gabte wall= Alloivable sheap Sheathing faslening= Right Gable Wall Right Gable wall= Albwable shear= Sheathing fastening= ft. ft psf (0.6 x P,) psf-use0ifPr<0 psf (0.6 x (q* - q')) psf - use 0.6 x 16 = 9.6 psi minimum lbs [0.7 x(Vt?ll lbs 36 Ann -22A 4.80 924 9.60 857 1,675 Diaphragm load lo -Wind load conhols Roof shear- 47 plf Sheathing= 29 ga. Metal onlY Albwable shear= 1 13 plf > Roof shear - OK Sheathing fastening= #9 screws at 9" o.c, "Use post.bending calculation on followrng pages*use concrete backfill 1.675 lbs (from roof shear load above) 0 plf-see below' 113 plf > Wall shear - OK #9 screws at 9" o-c. 47 plf 113 pl{ > Walt shear - OK #9 screws at 9" o.c. ',,,.,1 li i Pagts I ot 14 Post bendinq calculalion This calculalion debrmines tre adequacy of the posts to resist the shear load of lhe walls vrhen lhe.e are no adequate shear panels in tre rvall. The posts are modeled as simple cantilevers. and the load is applied to the lcp of the post frame system and distribuled throughout all of lhe posts in the ivall as appropriale. Gable wall with no shear panels {large openings) lntermediate Dosts No. intermediate posls= 4 lntermediale post size= 6x8 Oriented parallel lnterm€diale post grado: #2 H-F to gable wall Post type= Rough-sawn li,r-pct= 256 ina $a-1*t= 64 in3 Oetermine equivalent stiffness of posts based on oost orooerties Comer posts No. corner Posts: 2 Corner post size= 6xB Cornerpostgrade. #zH-F Post type= Rough-sawn k*r-1*r= 256 Soom,J:ct= 64 Orienled parallel to gsble wall ina in3 % load dislribuled to each intermediate posl: o/o load distributed to each corner post= Bending height, h= Total bending momenl in frame from wind= Tolal bending rnoment in Jrame irom seismb= It,loment io use: 17o/o 174/o 168 281.388 in-lbs 239,874 in-{bs 281,388 in-lbs ln lb_ht,pcr- Fb-k t-.poot= t-lb-ffiqlst- c-r b_comr-lEl- aau 920 71.' 920 psi-bending slress in each intermediate post psi-allowable bending slress-OK psi-bending stress in each corner po$ psi-allowable bending stress-Ol( Pa!€ 10 ol 14 1 Eave Wall Ehear Loads and Diaohracm Oesiqn .@,e!s Building Length= Gable wall wind pressure= Diaphragm seismic load= Diaphragm wind load= Diaphragm load lo use= Front Eave Wall Front eave vrall= Allolable shear= Shealhing fastening= Rear Eave Wall Rear eave wall= Albwable shear= Sheathing fastening= ft. psf - use 0.6 x 16 = 9.6 psf minimum lbs[07x(Vl2)l lbs lbs - Wind load controls 40 9.60 857 174 29 plf 113 plf > Wall shear - OK #9 screws at 9" o.c. 29 plf 113 plf > Wall shear - OK #9 screws at 9" o.c. Pago 11 of 14 174 I I Purlin & Girt Calculations Pur!in Calculation Rool Pitch: Roof Angle: Greatest purlin span: Purlin S,: Live + dead load: Max. o.c, spacing: M: fo: F6 allowable: End reactions: Snow load: Girt Calculation Greatesl Bay Spacing: 0.G. Spacing: Girt S,: Tolal wind pressure. w: Girt Span: lVt: fo: F6 allowable: Purlin usage: S2% OK 4 18-4 161 7.56 28 18 10,758 1,423 1,y7 r,12 in in3 psf in. o.c. in-lbf psi psi-per NDS Section 4 and Design Values for Wood Construction 282 lbs lf joist hanging. use LU26 joist hanger w/ 10d nails or JB26 top{lange joisthangerw/ 10d nails upllft: 147 lbs Use Simpson H2.5 Hurricane'lle Girt usage: 76'/t lbf-in psi psi-per NDS $eclion 4 and Design Values for Wood Conslruction OK 14 24 3.59 12.39 2.47 162 6.777 1,888 2.476 ft in in3 psf pli in Page 12 of 14 t BEARING BLOCK BOLTS IN DOUBLE SHEAR Calculate required numberof botls. and the correcl bolts spacings and bearing bbck size for the intermediate truss bearing posts Posls are assumed to be #2 HF: bearing block$ assumed to be #2 HF. Tolal load from both lrusses= Bolt size. Main member, l.= Post dePth= Side membe(s), l"= No. of fastener columns= No. of bolts required. ns= Truss bearing block= Minimum block length, Lo= Minimum block width, Dimension Summarv Number of bolts, Btock length, Block width, (NOTE: Use 5/8"0, A4"A 718"9 or 1"4 on\) r.lidth depth total for 2 side members ) in block truss engineering (no less than 12") t.[(2x 4)+ d"r"], < buss bearing block) ,n (min) (min) (min) (min) (min) (min) (min) E 7.U4 3t4 t) I 3 2 3.04 2xo 17.25 AA 5',U4 3 3 1 118 1 1t8 4 17 1t4 s 112 Page 13 of 14 I GABLE ENT} RAFTER CALCULATION Calculate rafler size for lhe gable ends using single 2x rafters Rafler Loads Rafter span= No- raflers= Tributary width= Dead load= Live load= Rafler Rafter siee= 2x10 Raftergrade= #2A-F 138 2 in it psf psf pli 'l E, .)\ 17.5 Fu= Fr= fo' fY-- '1,139 247 psi-allowable bending psi-allowable shear psi < allowable bending OK psi < allowable shear 0K Rafter adequacy 974 131 Page 14 of 14