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HomeMy WebLinkAboutStructural CalculatoTUFF SHED Structural Calculations for Site: Charlie Lovito 5506 Sunset Blvd. Fort Pierce, FL 34982 Project: 10.0'x 8.0' Shed Inv. No. 1477554 Store: 470 -Tampa 512 Jetton St. Tampa, FL 33619 Engineer: Timothy Cahalan, P.E. Tuff Shed Inc. 1777 South Harrison St., Ste. 600 Denver, CO 80210 (303) 753-8833 ext. 96319 TCahalan@tuffshed.com Date: April 13, 2020 O STATE OF A� '•.F<ORMN..••`4Z 10NAL �N . di i��zaz� Page 1 of 8 QTUFF SHED' DESIGN CRITERIA Building Code: 2017 FBC Seismic Design Category: A Basic Wind Speed: 160 mph Wind Exposure: C Building Specifications Width: 10.0 ft. Length: 8.0 ft. Side Wall Height: 6.69 ft. Stud Size: 2x4 Stud Spacing: 16 in. o.c. Wall Sheathing: 3/8" Smartside Roof Sheathing: 7/16" OSB Wall Wood Species & Grade: SPF Stud Wall "A" Overhang: .0 in. Wall "B" Overhang: 4.0 in. Wall "C" Overhang: .0 in. Wall "D" Overhang: 4.0 in. Foundation: Steel Shed Base Anchor: A24 Anchor Bolt Diameter: .0 in. Trusses Span: 10.0 ft. Left Overhang: 4.0 in. Right Overhang: 4.0 in. Pitch: 4./12 Lumber: SPF #1/#2 Roofing: Composition Shingles Top Chord Live/Snow Load: 20 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 0 psf Bottom Chord Dead Load: 0 psf Risk Category: I - Low Hazard Page 2 of 8 ®TVFFSHEQ TOP L-- L'rva'Snev Lwa'. 3a wr ruP Chew seas Lam: l 10 BO mCMq Llml ssd 0 p III Cnixe Des, .i 10p= vnn,1 o n. WgMo esi Wero Xemm 235 fl. Is1iSf v . Ram= 13318,, Xee0v51xe: h0 N.pl XeMers: 2 mar9lv'. tYu]%LVL Nemer Oelm�=S501n Luni NumMxar Nemra: 3 rntllX We, witlN=301n. SFFiVM2 Xemx0enI 3501n. Lumbs, Fe'B35 psi Tons BmM1awNIR 3501n. LVL 2111eme'aw—<P5fl XUd. seii 4215 Fe=2dIe ps FP 4W psi BenOnp F�+135pai F, 1555 Pai $=813CUJn. - Fm=125 p¢I SUNnp p 385 pal Fpr, Fe 1®2 se F, 1150 wi OR 4'215 cum f10= F112W p51 rea .17 F.=zsiop¢i 2R Ptl E=1AOO, 0J0w1 (e=33)pai .pe E=1, BJp,NOPaI EM,= S10,C0] Pm GaadM GmP] QK. LLmMFxprs Ems,= 535 710 pan 3e. ii O.K. Lenesel. rs Co•1zs 0malbn Sbae, x=1.W Weepee Sin— "i.x Napson psi OF W Temlvensfalue Cu= Wal3ervlee pie M 1Bpei C�=py Deem insi F' .Pal G'1.W Tempeyure G GamPM1b mP] O.K. Lp 15] Sve 4=13 psi C✓1,W Beam 3Ubilily fnaNJOGmN O.K. C'- $ixa Cx=1.W FItl ILe yflwlun Q=1W IaWinS Ca=1.D] Fps use E=1,b00.tl P. Cp1W 0.epeEWessi Celleee'wl CP 3W IrcJ¢n5 1=10.]15 Cp1Lp FO�m E'=i.e.Dis)Pr G=1.W Xepeng Memar Osps nen=V1y TLIVaj V3J0 Lq., 1=12505 Cp 103 Faml PIIorvNY hOeatla�,2BY. 311n. Bes. Xa3o-✓1. 16-nO Vsgl LL1✓e) e= wll. 02In. glbwffiIa 0Ms0we ]Bin. .3BIn. 0 i 3e. G.1 QK. O.K GodYNU Gma? QK O.K i TUFF SHED grimmer for: Header: Wall A, Hdr 1 Load= 133 lbs. width= 3.50 in. thickness= 1.50 in. No. of members= 1 Unbraced Length(x)(width)= 72.25 in. Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Ketxl= 1 Effective Length factor, Kest= 1 c= 0.8 A= 5.25 sq.in. (I/d)x 20.64 (I/d)y 4.00 E'm,,= 440,000 psi Weak Axis Calculations(y) F,= 22605.00 F*e 951.56 F,IF'e 23.76 1+F�/F*d2c= 15.47 Cp= 0.99 F'e 943.35 Palo abie= 4.953 lbs. Good/No Good? O.K. Page 4 of 8 SPF Stud Fp= 675 psi Fi= 350 psi Fv= 135 psi Fcp= 425 psi F�= 725 psi E,e 440,000 psi Lumber Factors CD= 1.25 Duration CM= 1.00 Wet Service Ct= 1.00 Temperature CL= 1.00 Beam Stability CF= 1.05 Size Ce,= 1.00 Flat Use Cj= 1.00 Incising Cr= 1.00 Repetitive Member C'= 1.00 Form Cr 1.00 Buckling Stiffness Strong Axis Calculations (x) Fc = 848.76 F*e 951.56 FcE/F*�= 0.89 1+Fce/F*c/2c= 1.18 Cp= 0.65 F'e 618.73 Palmwabe 3,248 lbs. Good'No Good? O.K. f TUFF SHED' Altemate elPhegh%method W WSpeed, vpeo: 124 mph posure'. C RiskEx Risk Category: 1 -Low HezaN Roof Angle= 18.43 Gable Wall S 100 ft Longitude Wall Spa,n=, 8.0 fl., Enclosure Classiftestan'. Endowed Section 26. is Kn 1 Seaon 268.2 K, 085 Table27.3-1 Ka= 0.85 Table 26.6-1 Roof Inter R O erhan4R Comer Walls Well Corner Page sae LOW RISE BUILDINGS (ASCE 7-10 ChapL 30) GCS 0 18 . 5n= 28.41 psi ]n, 1 l ge 2 Zon 3 ] nne 4 Zen, GCp -0,9 GCp -23 -32 -11 -1q (ASCE]-10 FgumSMA-1,30F20,30.4-2e,304-2C) 0,5 0.3 0.3 1.0 1.0 (ASCE 7-10 Figures 30,4-1 30.4-25,3(14-2g 30.4-20) P= -30.68 Psf -]0.46 Pat -96 03 Pat -36.36 Pat 44.89 Pat P= 19.32 Pat 13.64 psf 1364 psf 33.52 Pat 33.52 psf V -3088 Pat -7046 Pat -96.03 Pat -36.36 Psf 44.89 psf P= 19.32 of 13.64 Pat 13,64 psf 33.52 Pat 33.52 paf Pres 31 psf 70 psf 96 Pat 36 psf 45 paf Roof Inter R O erhan4R Comer Walls Well Corner Page sae f'" 'TUFF 5HE0 Mond 5Peed, vuo; en oln. o. 121n. 0..c. ad t124 VrW oomn vuu: I801ryh 1658Prc d Expond5spd lMntl Expowre: C Wall 3I8'Smamide RbkfAn9ryl-Low Hvsld r300.O RwfMple=IBC Gable Wellapen=10.0 X. 41n. an12 in. o,c. Longitude.Ilei en=8 oft 248.0 pH Mean HegM=63511. acs Endows peadAcetia¢Emlosed Segion 28.10. .1 1 SxM1on 268.2 ftp 0.36 Teas 2] 31 K•685 Table 286-1 GCpp 60.13 Table 26.11-1 4h=47.35 ad Ey. 283-1 ax P. max 13141 PN mex. PAF -5g.lp Ef Vi= 1662 Its VT- 1,51.lba, ASCE 7-16 Chair, Lpsth(trwoad WyI A: On ft Wall e'. a OX. W :C: 10.0X. We10: 80 H, wnd pressure Gable End Was mazlmum wmd pressen Max. Longitudinal Shaer Max, Tremven., SXeer Diaphragm Calculations well 32'Smed&de en oln. o. 121n. 0..c. ad r-tW.O an 1658Prc 2 F Wall 3I8'Smamide ad r300.O 41n. an12 in. o,c. pit 248.0 pH 082 'Mud 4 Re1ed srceelMnp 4NM Wd1A: 151.2 pV - V7— 2bA supenihng WBII B: 1172 of xxo]gt cP too ofa 4^0..w Wad C: 217 hi4.O plt cp= a 100 ar'o.c. PH 1840 p1f CP toG 100 Rol -117.2 pp RooF-11].2 PH 164.0. pH Cy 1.W 1.0 Vo.c 1888 pH fTU"SNE,, FounEalbn Man M, uFe=15pp Me PeM=80N. an. allowebb beaAnp Preaeue Fwrgatbn P,alith- 12.0 in P„=p MYaM1ldb:mWtim ryom Ne A' Mil Bnne to tl:e of Ne bundytlm/stemwatl peplM1 at Xq bun tla4whom qe 1W of the @B.a ry P he padmge bollom at he toopna loaaparlonlol Wall xa=182 F. AMA. AMA. requ4ea bglnBwalM1 PL -T a541b¢. MmSmum pum lwtl Hetlx bm`M.2p ¢nln. Mn. requlretl kglnp area rpukr pal=,951n, min rtquirea ftat ]wtltM1 Wall4 ".able 6mvice. wM: NIA WaxC Mln. No. ntlprbolW p Min. Np mfr be, p We. D WEN= B pR Min. Na anener"Is. o Wap B Mln. W, vnNarpdp= p Heigh, 669 M1 Pnm=„anon . WV1F= e p fl. P�iy=1,518It. Pwr L5@ IM. Hoig1R 569 fl. I.5Q lint .1 WelaM1t= zi0.It It. pulsaWvymingw61mponLR1ew11r xIN uplill.=q=Qp).relm. T.. HD knee w 1.2V- In anneE mer Nbwmb $en1¢, wnp N/p Wan Well 3530 be uOip:=e=69256 m¢. Rnl¢t OrMuml�p wl slmpaon LTT1sW "Nilo "it Ulep 50A.e11be. BnIILo9 DPlN 11x Van HIDSCMWAGcnor OgiM�ep1151ba Mtlltianel miM1 EwEW, n,,h” ll- 3onal Nad e ,616.3816¢. IM, W 3.2M' min em�tl Thal w. dyltlprbolU (mirth, p plbweble 6&Nw, wn6 it, ".able 6mvice. wM: NIA WaxC Min. Np mfr be, p We. D W." = Min. Na anener"Is. o Help nMik Wgtn=epb. Pnm=„anon . Hei".%fl. Pwr L5@ IM. Wao m"t=I.l lS he Wap Meal 35"Iba. Npliti ap5.a4 mes. pulsaWvymingw61mponLR1ew11r xIN uplill.=q=Qp).relm. T.. HD knee w 1.2V- In anneE mer Nbwmb $en1¢, wnp N/p Albweble SeMaq wnd NIA "it Ulep 50A.e11be. BnIILo9 DPlN Min.lane 8 w 302 all 1,250¢. Mtlltianel miM1 EwEW, n,,h” ll- 3onal Nad e ,616.3816¢. IM, a]Ei4lo tleetl w ab abN wM fl -M 19x1 or Nberpatmanenllwltny. be(nd AdunMafaunbaflo, Thal w. dyltlprbolU (mirth, p (DoeratindutleetlPtlmal Mltl:tpwn¢fwovMunMadtlle,i Anmorbapagin-_ame &TUFF SHED' Axial Load Stud Spacing= 16 in. o. Max Load cut wall=226 9 of dept 3.50 in, enidi 150In. No. 0 m nelopi l Length(depi 7515 in. Length (widlh)=12.0 m. K.,= 2 Kwn= 2 K¢=03 b:08 Load= 303 tbs. Bearing Wall Calculations unbreced 18NM deplh)(x$In.) unbrecod length (wldth)(y)(n ) eRectvelengMfndto ) affecWelengmfactar(y) Loatl per stud A= 5.25 sR,in. (UC).= 4329 (ud):: 18 00 IF.= 448000 psi Weak Axis Calevishorri Fre= 1412 81 F', 95156 F,,,/F', 140 1+F.alF'.12o 1.55 Cs- 0,01 F', 75835 paiwamr 4.034 tbs. G.OnI. Gooey O.K. Wind Lead %nd load per smd= 60A Of Moment= 3,623 in. lbs. ReacSon= 191 Itze Header depdw 3.50 in. Total header width= 1.50 in. Header span= fin fl. Bending Si 3.06 di F'a= 1782 psi fn 1183 psi Goodat Good) O.K. Shear F', 216 psi f, 55 psi Gcoi Good? O.K. Lumber SPF Sud Fe= 675 psi Fp 350 psi Fr 135 psi Fi 425 psi F� 725 psi Em, 448000 psi E=1,200,000 or Lumber Factum Co= 1,25 Duration for gravity load Ca= 1.00 Abd S.M. cp 1.00 Temperature Cr=1,00 Seem Stability CF=1SS Sze for F. Cu= 1.00 Flat Use Cp 1.00 Incising Cp 1.15 Re ohms Member CF 1.00 Form cr= 1.00 Bucking Shrimps (NOS 4.4 2) CF 1.10 Size per FD Cc= 1.90 Duration for lateral mad Cp 1.50 Repegire Member Owns) Shone Axis Calculations ft) F,E= 193.03 F', 951.56 F.sIP, 0.20 1-F,Ei 075 CF= 0.19 F'� 104.19 R.nsi.= 967 led (Sweden, Good? O.K. Combined Bending and Arial Loading Fe 235,77 combine plowable compressive stress f. 19 psi combine compressire ehesa Combined neaaindid, 074 G000sNO Good? O.K. Pages of8