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Specifications ., y / \ r Vicinity Map 02D027\, .-'� SITE PLAN co' `"\ `�. Catch Basin, Erosion ,5 , ^02 � �� ` ,' protection Applicant: Wyatt Naegle ii F{,. - 182' �� E 1 .4_, a 3C ��.~ `'GD Phone: 541.206.4321 CC 1v G t` • • +Po r RG $2022 Address: 9125 SW Hill St. [" Water ' e` [ ` ? �.4Z- S. 2 Tigard, Oregon 97223 7 X. �r ,AGAR •,, •..,\ A •�,� �v1 ► G �zDD42 Subdivision: Chelsea Hill #2 e� Lot No.: 42 1 , 3 Storm (SD) Map/Parcel No. 2S102DB06500 P IS Zoning: Res-B �. , ConOr:to Drive ay `- - and Frain. na / Appri ach._._ 20'- " Concrete Walk Lot Area 10,890 sf (No r hange5` 1-ga.-� _�� 188 / Building Coverage Area 1,896 sl r - - - - - � , Percent of Coverage Area: 17% . FFE 185 Total Planned Impervious area: 9107 I' r Garage FFE 186 4" Sanitary Line (SS) 3,833 sf \ c i No tree protection is shown as 1 r 9095 - ; 9125 f— ---„ there are no trees in the working Main_Floor . area that need protected. i 1 ' '`y NEW i '. 9131 KEY Erosion Control 1,i 12x24 Cover i i$HO Deck FFE=Finish Floor Elevations / {,rstin E= Elevation SD=Storm Drain FFE B -_ '- SS=Sanitary System f I ® =Water Meter o Shop replaces e�xisting Property Corners �� . , �� l,, 8x16 Structure.iWill CITY " , I require slab folindation.' ®=Street Trees pproved by P annin6 Bpi ildirtg to maintain 5' : t`—� side clearance. =Tree Drip Line \gafits: idac =Tree Trunk lnlfilals: — b8 • j-5--, _ �r1 = Tree Protection Fencing -- Setback - s ba k` - - fl- =Erosion Control Fencing 20'-0" -- - J _ _ _=Building Set Back Lines 5'Concrete Walk IF. I r BR'-nu 'E 190.2 5'Planter Strip ® I f r 4' re- � ,. S.W. Omara Street icinity Map F •� '1 ?o24 _� .m -. •,. -- _ . -- r tot,3,s1 `. OCT'.,tSITE PLAN Catch Basin, Erosion (..,, r r a 1 �� , ` '.. _ �,, protections `c, Applicant: Wyatt Naegle gY E 18-. _ t 72 2 4C- C*.. SO 21 Phone: 541.206.4321 6•T u a r a r i ri, ' • \, `�, i // S S1GPP) Address: 9125 SW Hill St. �� 1" Water .'ne k, t,,, / +S'� oN�p�VtS�GN Tigard, Oregon 97223 ,I-6II :. -\\, .., 2>5� sso2Da42 Subdivision: Chelsea Hill #2 '' e Lot No.: 42 ' a / f 3"Storm (SD) co/ ., a 1p* Map/Parcel No. 2S102DB06500 ` 'I Zonin Res-B I Con4:te 9 _ ,, Driv� ay �-. '1 and ,, Front.etba it Apprr.adh,.-- 20'- ' 5 Concrete Walk i Lot Area 10,890 sf (No r hanged` 18y-__ , 1e f j` Building Coverage Area 1,896 sl 'C" ' " " " " " " " - - - " Percent of Coverage Area: 17% O I' FFE 185 —= Total Planned Impervious area: 0.21 9107 lY Garage FFE 186 4" Sanitary Line (SS) 3,833 sf P') \ No tree protection is shown as C� M_ ' 5 91�loor : '`- ` there are no trees in the working ,-' area that need protected. li, NEW r �' 9131 KEY Erosion Control 12x24 overe. , FFE=Finish Floor Elevations HO' • Deck a f -- taxis in. \ ' 1 E=Elevation • O SD=Storm Drain f r • FFE ;., *- SS=Sanitary System =Water Meter Shop replaces existing __ =Property Corners 8x16 Structure.+Will , I require slab foundation.' ®=Street Trees OF i"i�pR® C Bundira,�"to maintain 5' ' ,CITYApproved by planning _ A:1-cri side clearance. =Tree Drip Line 'b 7/ • =Tree Trunk Date: Setback` - •• 1DSkg �j200'• - .fl.- =Erosion Control Fencing initials: ------- A Y _ _ _=Building Set Back Lines 190.4 • .�. 1910=- 5'Concrete Walk 't= rrE 190.2 �u•rav 5'Planter Strip .4 30-OI 14— —41 S.W. Omara Street mi e TUFF SHED TrussL01 1777 SOUTH HARRISON STREET Job: 160-1852115-NAEGLE SUITE 600 Designd8 DENVER,CO 80210 Date: 08/22/22 09:07:29 Page: 1 of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-0-0 3.89/12 2 0-10-8 0-10-8 0-0-0 0-0-0 I 24in 40Ibs 13-9-1 r 0-10-8 I 6-0-0 I 6-0-0 0-10-8 12-0-0 RECEIV D 2>{34/ 4x - 41 SEP 2 8 2022 CITY OF TIGARD 2v4 BUILDING DIVISION 3.69 12 12 3.89 i. m :7,)co N 1 1 O (V 3)74- 3X4- x x 0-0-0 0-0-0 12-0-0 12-0-0 All plates shown tobe Eagle 20 unless otherwise noted Loading(psi) General CSI Deflection LI (hoc) Allowed TCLL: 20 Bldg Code: IRC2021/ TC: 0.13(1-2) VertTL: 0ih L/999 (7-8) L/180 ICDL: 10 TPII-2014 BC: 0.05(7-8) VetLL: Din L/999 7 L/240 BCLL: 0 Rep Mbr: No Web: 0.05(6-8) HorzTL: Out BCDL: 10 Lumber D.O.L.: 115% Reaction Sig Combo Br$Width Max React Ave React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hortz 1 2541bs 89 p1f -141bs -66lbs -1731bs -173 is -230 ms Material Bracing TC: HF#2 2x 4 TC: Sheathed or Parks at6-3-0,Pruim design byOthers. OFFICE COPY BC: HF#2 2x 4 BC: Sheathed or Portals at10-0-0,Purlin design byOttets. V1bb:HE Stud 2 x 4 Loads 1)This truss has been designed for the effects ofwind loads in accordance win]ASCE7-16 with the following user defined input 120 mph(Fato,ed),Exposure C, Enclosed,Gable,Risk Category II,Overai1Bh1g Dins 12 ftx 24 f,h=15 fi,End Zone Truss,Both end webs considered.DOL=1.60 Member Forces Tablemdieis:Me ixrID,aee(SI,max axial Tome Om anon.face ifdiffaea 5om naa axial fn 4 Only fumes xoitetaaa 300Ibs are shown in this table TC BC I ere Notes 1)Unless noted otherwise,do not cut or alter any truss member or plate widroutpriorapproval from a Professional Engineer 2)Gable requires continuous botrm chord bearing. 3)Gable wets placed at 24"OC,UN.O. 4)Atlach gable webs with 2x4 20ga plats,UN.O. 45)Btacing shown is for in-plane iukesnents.For out-of-plane requirements,refer toBCSI-B3 published by the SBCA. .6)The fabrication tolerance for thisrooftr ss is 0%(Cq=1.00). 7)At least one web ofthis truss has been designed with a panel point in the web.All panel points on such w:bs shall be braced laterally perpendicular to the plane of the iNED PROP Sauss brazes lssailbeueatappliedstalled within foreach web l point `. x.- E ss, psis. C? 9)Due to negative reactions in gravity load casts,special connections to the bearing surface atjoirts 7,1 may need to be consi lered. Q 744663 10)Listed wind uplift reactions based onMWFRS&C&C loading. l itaI ` ignatu OREGON 03 �C C 411C1-1 9 'Z`h"Ift � i 49F/ . D JO%- [Ex p i res: 06/30/20241 27 SEPT 2022 ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSTRUCIED TO Tnlel3uild®Trtmss Software v5.6395 REFER TOALL OF THE INSTRUCTIONS,LIMI'IATIONSAND QUALIFICATIONS SEFFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLEUPON REQUEST DESIGNVAUD ONLY WHEN EAGLE METAL CONNECIORS ARE USED. r ) TUFF SHED TrussT01 1777 SOUTH HARRISON STREET Job: 160-1852115-NAEGLE SUITE 600 Designde DENVER,CO 80210 Date: 08/22/22 09:03:33 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-0-0 3.89/12 11 0-10-8 0-10-8 0-0-0 0-0-0 1 24in 321bs 13-9-1 0-10-8 1 6-0-0 I 6-0-0 I 0-10-8 6-0-0 12-0-0 4/I to 3.89 12 12 3.89 1.. v M ;Ti ctit N il 3x14- _ 31.- 2x44 0-0-0 0-0-0 6-0-0 1P000 All plates shown Lobe Fate 20 sinless otherwise noted Loading(psf) General CSI Deflection U floc) Allowed TCLL: 20 Bldg Code: IRC2021/ TC: 0.46(1-2) VeitTL: 0.12in L/999 (3-4) L/180 TCDL: 10 TP►1-2014 BC: 0.40(4-1) VertLL: 0.05inUP L/999 (3-4) L/240 BCLL: 0 RepMbr: Yes Vith: 0.07(2-) HorzTL: 0.02in 3 BCDL: 10 Lumber D.OL.: 115% Reaction IT Brg Combo Brg Vk1th RgdBrgWei Max React Max Giav Uplift Max MWFRS Uplift Max C&CUplifi Max Uplift MaxHoriz 1 1 3.5in 1.50in 5331bs -1396s -4121bs -0126s -21 lbs 3 1 3.5 in 1.50 in 533 91s • -139lbs -4121bs -412 6s Material Bracing TC: HF#2 2 x 4 TC: Sheathed or Puffins at5-8-0,Purlm design by Others. BC: HF#2 2 x 4 BC: Sheathed or Pains at 8-0-0,Purim design by Others. Wb.HFStud 2x 4 Loads 1)This truss has been designed for the effects of wind loads in accordance withASCE7-16 with the following user defmed input 120 mph(Fo.tnal),Exposure C, Enclosed,Gable,Risk Category IT,Overall Bldg Dims 12 fix 24It h=15 R End Zone Tiuss,Both end webs considered DOL=1.60 2)Minimum storage aide loading has not been applied in axoniancewith IRC 301 S 3)hi accordance with IRC 301.5,minimum BCLL's do notapply. Member Forces Table hx iata:Mather D,cane(21,runx axial fomq(max mop.face ifdif&as from mac axial knee)Only faxes gotathai 3001bs aeshonu m this cable 7C 1-2 0.459 -955 lbs 2-3 0A59 -955 lbs BC 3-4 0.404 871 lbs (499 Ms)I 4-1 0.404 871 lbs (-499 Ibs)I Web Notes 1)Unless noted otherwise,do not cut or alter any truss membaorotate without prior approval from a Professional Engineer. 2)The fabrication tolerance forth mofttuss is 0%(Cq=1.00). Ai3)Brace bottom chord with approved sheathing orpurlins per Bracing Summary. 4)A amp factor of 1.50 has been applied for this thus analysis. 5)Listed wind uplift reactions based on MWFRS&C&C baling. (cki:D NGINSF FSS,�O9- 74663 to pl ital S19 na OREGO� O�4/191)JOAaA\ Expires: 06/30/2024 27 SEPT 2022 ALL PERSONS FABRICATING,BANDUNG,ERECTING OR INSTALUNGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGAREINSIRUCtr19 TO TtueBuildlatuss Sofwate v5.6395 REFER TOALLOF THE INSTRUCTIONS,IA9TATIONSANDQUAl1FICATIONS SET FORD)IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAIIAW F FROMTAGIEUPON RBQUEST.DESIGN VALID ONLY WHIN EAGIEMEIALCONNBC,DRS AREUSED. TUFF SHED' REC EIVED SEP 2 8 2022 CITY OF TIGARD BUILDING DIVISION Structural Calculations for Site: Wyatt Naegle 9125 SW Hill Street Tigard, OR 97223 Project: 12.0' x 24.0' Garage OFFICE COPY SO# 1852115 Store: 160 - Portland 6500 NE Halsey St. Ste A Portland, OR 97213 Engineer: Richard J. Wills, P.E. Tuff Shed Inc. 1777 South Harrison St., Ste. 600 Denver, CO 80210 (303) 753-8833 ext. 96315 RWills@tuffshed.com Date: September 27, 2022 9 0 a 74663 4 pi ital Sig OREGO��N,,pp 9:4 ?DJOIA Expires: 06/30/2024 27 SEPT 2022 Page 1 of 9 1' 14 TUFF SHED® DESIGN CRITERIA Building Code: 2021 IBC Seismic Design Category: D Basic Wind Speed: 100 mph Wind Exposure: C Building Specifications Width: 12.0 ft. Length: 24.0 ft. Side Wall Height: 8.09 ft. Stud Size: 2x4 Stud Spacing: 16 in. o.c. Wall Sheathing: 3/8" Smartside Roof Sheathing: 7/16" OSB Wall Wood Species & Grade: HF Stud Wall "A" Overhang: .0 in. Wall "B" Overhang: 12.0 in. Wall "C" Overhang: .0 in. Wall "D" Overhang: 12.0 in. Foundation: Concrete - Monolithic Foundation Anchor: J- or L-Bolts Anchor Bolt Diameter: .5 in. Trusses Span: 12.0 ft. Left Overhang: 12.0 in. Right Overhang: 12.0 in. Pitch: 4./12 Lumber: HF #2 Roofing: Composition Shingles Top Chord Live/Snow Load: 40 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 0 psf Bottom Chord Dead Load: 10 psf Risk Category: II-Regular Page 2 of 9 TUFF SHED ' �'°'°" Header.Wall A,Hdr 1 and Wall C,Hdr 1 Top Chord Live/Snow Load:40 psf Top Chord Dead Load:10 psf Tributary Width=1.50 ft. Bottom Chord Live Load:0 psf Height of wall above Header=1.50 ft. Bottom Chord Dead Load:10 psf Moment=22,680 in.lbs. Reaction=630 lbs. Header Size:2x12 Header Size:13/4c11%LVL Number of Headers:2 Number of Headers:2 Header depth=1125 in. Lumber Header depth=11.25 in. Lumber Total header width=3.0 In. HF#2 Total header width=3.50 in. LVL 2600Fb Header span=12.0 ft Fe=850 psi Header span=12.0 fL Fs=2600 psi F,=525 psi F,=1555 psi Bending F,-=150 psi Bending F,r 285 psi S,=63.28 win. F,y=405 psi S.=73.83 win. Fes=750 psi PO 922 psi F 1300 psi OR F'u=2787 psi Ff 2510 psi fe=358 psi E=1,300,000 psi fy=307 psi E=1,930,000 psi Emm=470,000 psi E,,.,=965,710 psi GoodMo Good? O.K. Lumber Factors Good/o Good? O.K. Lumber Factors Co=1.15 Duration Co=1.15 Duration Shear Ca=1.00 Wet Service Shear Ca=1.00 Wet Service F',=173 psi G=1.00 Temperature F',r 328 psi C,=1.00 Temperature f=28 psi CL=0.94 Beam Stability f,-24 psi CL=0.93 Beam Stability Good?40 Good? O.K. CF.1.00 Size Good/No Good? O.K. CF=1.00 Size Cu=1.00 Flat Use Cu=1.00 Flat Use Deflection G=1.00 Incising Deflection G=1.00 Incising E'=1,300,000 psi C,=1.00 Repetitive Member E'=1,900,000 psi G=1.00 Repetitive Member 1=355.957 Cr=1.00 Form 1=415.283 Cp 1.00 Form Deflection Ratio=U180 TL(L/x) U240 LL(Ux) Deflection Ratio=U180 TL(Ux) U240 LL(Ux) Allowable Deflection=.80 in. .60 in. Allowable Deflection=.80 in. .80 in. A=.11 in. .08 in. A=.06 in. .04 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Header:Wall B,Hdr 1 Top Chord Live/Snow Load:40 psf _... Top Chord Dead Load:10 psf Tributary Width=7.0 ft. Bottom Chord Live Load:0 psf Height of wall above Header-1.50 ft Bottom Chord Dead Load: 10 psf Moment--11,786 in.-lbs. Reaction=924 lbs. Header Size:2x6 Header Size:1%x3'/.LVL Number of Headers:2 Number of Headers:2 Header depth=5.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. HF#2 Total header width=3.50 in. LVL 2600Fb Header span=4.25 R Fie 850 psi Header span=4.25 R Fe=2600 psi F,=525 psi Ft=1555 psi Bending F,=150 psi Bending F.=285 psi S.=15.13 win. FLP=405 psi S.=7.15 cu.in. F,r,=750 psi F',=1261 psi F.=1300 psi OR F's=2979 psi Ff 2510 psi fc=779 psi E=1,300,000 psi fr,=1649 psi E=1,900,000 psi F„„=470,000 psi E,,.,= 965,710 psi Good/No Good? O.K. Lumber Factors Good/NNo Good? O.K. Lumber Factors Co=1.15 Duration Co=1.15 Duration Shear C.=1.00 Wet Service Shear Ca=1.00 Wet Service F',=173 psi Cp 1.00 Temperature F',=328 psi C,=1.00 Temperature f,=84 psi CL=0.99 Beam Stability L=113 psi CL=1.00 Beam Stability Good/No Good? O.K. CF=1.30 Size Good/No Good? O.K. Cr.1.00 Size C,,,=1.00 Flat Use C,,,=1.00 Flat Use Deflection G=1.00 Incising Deflection C=1.00 Incising E'=1,300,000 psi Cr 1.00 Repetitive Member E'=1,900,000 psi Cr 1.00 Repetitive Member l=41.59375 Cr 1.00 Form 1=12.50520833 Cp 1.00 Form Deflection Ratio=U180 TL(L/x) L/240 LL(Ux) Deflection Ratio=U180 TL(Ux) L/240 LL(Ux) Allowable Deflection=.28 in. .21 in. Allowable Deflewon=.28 in. 28 in. A=.06 In. .04 in. A=.13 in. .09 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. TUFF SHE Page4„f9 ''Top Header:Wall D,Hdr 1 • Top Chord Live/Snow Load:40 psf Top Chord Dead Load:10 psf Tributary Width=7.0 ft. Bottom Chord Live Load:0 psf Height of wall above Header=1.50 ft. Bottom Chord Dead Load:10 psf Moment=6,892 In:lbs. Reaction=707 lbs. Header Size:2x4 Header Size:1%x314 LVL Number of Headers:2 Number of Headers:2 Header depth=3.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. HF#2 Total header width=3.50 in. LVL 2600Fb Header span=3.25 ft. Fe=850 psi Header span=3.25 ft Fs=2600 psi FF 525 pal FF 1555 psi Bending FY-150 psi Banding F,=285 psi S.=6.13 cu.in. F0,.=405 psi Sr 7.15 cu.in. FR=750 psi Fs=1460 pal F.=1300 psi OR F'e=2981 psi F,2510 psi fs=1125 psi E=1,300,000 psi fe=964 psi E=1,900,000 psi E„e,=470,000 psi Ese,=965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Co=1.15 Duration Ce=1.15 Duration Shear C.=1.00 Wet Service Shear Cu=1.00 Wet Service F'„=173 psi C,=1.00 Temperature F',=328 psi G=1.00 Temperature f=101 psi Cs=1.00 Beam Stability f=87 psi Cr.=1.00 Beam Stability Good/No Good? O.K. CF=1.50 Size Good/No Good? O.K. CF=1.00 Size Co 1.00 Flat Use Deflection G=1.00 IncisingCw=1.00 FlatUse Deflection Cr=1.00 Incising E'=1,300,000 psI C,=1.00 Repetitive Member E'=1,900,000 psi C,1.00 Repetitive Member 1=10.71875 Cr=1.00 Form 1=12.50520833 Cr 1.00 Form Deflection Ratlo=L/180 TL(Us) L/240 LL(Lhc) Deflection Ratio=U180 TL(L/x) U240 LL(Ux) Allowable Deflection=.22 in. .16 in. Allowable Deflection=.22 in. .22 in. A=.08 in. .05 in. A=.05 in. .03 in. GoodrNo Good? O.K O.K. Good4Vo Good? O.K. O.K. Header:Wall D,Hdr 2 Top Chord Live/Snow Load:40 psf Top Chord Dead Load:10 psf Tributary Width=7.0 ft. Bottom Chord Live Load:0 psf Height of wall above Header=1.50 ft. Bottom Chord Dead Load:10 psf Moment=11,130 in:lbs. Reaction=898 lbs. Header Size:2x8 Header Size:1 Ya3'/.LVL Number of Headers:2 Number of Headers:2 Header depth=5.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. HF#2 Total header width=3.50 In. LVL 2600Fb Header span=4.13 fL Fs=850 psi Header span=4.13 ft. Fs=2600 psi F.=525 psi Fr 1555 psI Bending F.=150 psi Bending Fr 285 psi S 15.13 cu.ln. F y-405 pal S,=7.15 cu.ln. Fe.=750 psi F's=1261 psI F.=1300 psi OR F's=2979 psi F5 2510 psi fs=738 psI E=1,300,000 psi fs=1557 psI E=1,900,000 psi E„s,=470.000 psI E„e,=965,710 psi Good/No Good? O.K Lumber Factors Good/No Good? O.K. Lumber Factors Co=1.15 Duration Cs=1.15 Duration Shear Go 1.00 Wet Service Sheer Car 1.00 Wet Service F,=173 psi C.=1.00 Temperature F',=328 Psi G=1.00 Temperature f=82 psi Cs=0.99 Beam Stability fr 110 psi Cs=1.00 Beam Stability Good/No Good? O.K. Cr=1.30 Size Good'No Good? O.K. Cr=1.00 Size Cs,=1.00 Flat Use Cs=1.00 Flat Use Deflection G=1.00 Incising Deflection G=1.00 Incising E'=1,300,000 pal Cr 1.00 Repetitive Member E'=1,900,000 psi G=1.00 Repetitive Member I=41.59375 Cr 1.00 Form I=12.50520833 Cr=1.00 Form ^ Deflection Ratio=U180 TL(Us) U240 LL(L/x) Deflection Ratlo=U150 TL(L/x) L/240 LL(Lbc) Allowable Deflection=.28 in. 21 In. Allowable Deflection=.28 in. .28 in. A=.05 in. .04 In. A=.12 in. .08 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. TUFF SHED. Page 5ef9 Trimmer for:Header:Wall A,Hdr 1 and Wall C,Hdr 1 Trimmer for:Header:Wall B,Hdr 1 HF Stud HF Stud F,=675 psi Fe=675 psi Load=8301bs. Ft 400 psi Load=924 lbs. F,=400 psi width=3.50 In. F,=150 pal width=3.50 In. F.150 psi thickness=1.50 In. Foo=405 psi thickness=1.50 in. Fes=405 psi No.of members=2 Fo=800 psi No.of members=1 Fo=800 psi Unbraced Lengtb(x)(width)=90.0 In. E„,r,=440,000 psi Unbraced Lenglh(xXwldth)=90.O In. E„r.=440.000 psi Unbraced Length(y)(thickness)=6.0In. Unbraced Length(y)(thickness)=6.0 In. Effective Length factor,K,pt 1 Lumber Factors Effective Length factor,Kah=1 Lumber Factors Effective Length factor,K,61=1 Ca=1.15 Duration Effective Length factor,K,b1=1 Co=1.15 Duration Ce=1.00 Wet Service Ce=1.00 Wet Service c=0.8 Ci=1.00 Temperature c=0.8 Cr=1.00 Temperature A=10.50 sq.in. C,=1.00 Beam Stability A=5.25 In. (Vd)=25.71 Cr=1.05 Size �. C,=1.00 Beam StaNfBy (WIr 25.71 Cr=1.05 Size (Vd)r 2.00 Cu=1.00 Flat Use (Vd)r=4.00 Co 1.00 Flat Use E'„,„=440,000 psi C,=1.00 Incising E'„n=440,000 psi C=1.00 Incising C,=1.00 Repetitive Member CF 1.00 Repetitive Member Ct 1.00 Form CF 1.00 Form C=1.00 Buckling Stiffness Cr=1.00 Budding Stiffness Weak Axis Calculalons(y) Strong Axis Calculations(a) Weak Axis CelculetIons(y) Strong Axis Calculations(x) F.=90420.00 F,t=546.99 For=22605.00 F,e=546.99 Pr 966.00 Fo 9666.00 Po=966.00 Fo=966.00 F./Pc 93.60 F,,/Po=0.57 F./P'o=23.40 F,e/F'o=0.57 1+F./Fd2c=59.13 1+F„JF'd2c=0.98 1+F„e/Pd2F 15.25 1+F Cf.=1.00 Cs=0.48 a�F,/C 0.98 � 0.99 Cp=0.46 Fe-983.92 Po=462.19 Fe 957.53 Fa 462.19 P,ie„ffiy=10,121 lbs. P=„„e,=4,853 lbs. P,a,,.er,=5,027 lbs. P„,,„ar 2,426 lbs. Good/No Good? O.K. GoodNo Good? O.K. Good/No Good? O.K. Goodf4o Good? O.K. Trimmer for:Header.Wall D,Hdr I Trimmer for:Header.Wall D,Hdr 2 HF Stud HF Stud Fe=675 psi Fe=675 psi Load=707 lbs. F,=400 psi Load=898 lbs. Ft 400 pal width=3.50 in. Fr=150 psi width=3.50 in. Fr=150 psi thickness=1.50 In. Fag=405 psi thickness=1.50 In. Foo=405 psi No.of members=1 Fo=B00 psi No.of members=1 Fo=800 psi Unbraced Length(x)(widih)=90.0 in. E,m,;440,000 pa Unbraced Lengthhr 1sees =90.0I in. F„=,=440,000 psi Unbraced Length(y)(thicknessp 6.0 in. Unbraced Length(y)(thicknessp 6.0 In. Effective Length factor,K,pi=1 LumberFacfo s Effective Length factor,K,p1=1 Lumber Factors Effective Length factor,K,g.1=1 Ca=1.15 Duration Effective Length factor,K,et 1 Co=1.15 Duration Ce=1.00 Wet Service Ce=1.00 Wet Service G 0.8 C,=1.00 Temperature c=0.8 q=1.00 Temperature A=5.25 sq.ln. C,=1.00 Beam Stability A=5.25 aq.in. Cos 1.00 Beam Stability (Vd),r 25.71 Co=1.05 Size (Ud),=25.71 Cr=1.05 Size (Vd),=4.00 Cm=1.00 Flat Use (Vd)r=4.00 Cm=1.00 Flat Use E',e,=440,000 psi Ci=1.00 Incising E',„r,=440,000 psi Ci=1.00 Incising Cr 1.00 Repetitive Member CF 1.00 Repetitive Member CF 1.00 Form CF 1.00 Form Cr=1.00 Buckling Stiffness Cre 1.00 Budding Stiffness Weak Axis Calculations(y) Strong Axis Calculations(x) Weak Axis Calcula0ons(y) Strong Axis Calculations(x) F,s=22605.00 Fo=546.99 F.=22605.00 Fa=546.99 F<966.00 Fe 966.00 F'a 966.00 FF 966.00 F,r/F,a 23.40 F.../Pe 0.57 F„s/P,23.40 Fa/Fo=0.57 1+F„/F'd2F 15.25 1+F,r/F'd2o=0.98 1+F,r1F'd2rw 15.25 1+Fc-l'd2G 0.98 Ca=0.99 Ce=0.48 Ce=0.99 Cr=0.48 Fo=957.53 Fo=462.19 F'o=957.63 Fo=462.19 Pan.,mo=5,027 lbs. P.N..=2,428 lbs. Pro,,,, 5,027 lbs. P„„,.,e,=2,4261bs. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. GooMJo Good? O.K. MTUFF SHED® Page 6of9 SEISMIC CALCULATIONS Building Code: 2021 IBC Seismic Design Classification: D Site Class: D Ss= 0.856 Figure 22-1 F= 1 Section 12.14.8.1 Fa= 1.158 Table 11.4-1 R= 6.5 Table 12.14-1 I= 1 Table 11.5-1 p= 1.30 W= 9,152 lbs. S= 2,688 lbs. 20% of snow weight (if applicable) Sps= 0.66 Eq. 12.14-11 V= 1,565 lbs. Eq. 12.14-11 ,TUFF SHED- Sage 7of9 Wind Calculations(MWFRS) ASCE 7-16 Chapl.28 Part 1 Wnd Speed,vmo:77 mph Basle Wind Speed,V:100 mph Wind Exposure:C Risk Category:II-Regular Roof Angle=18.43 Gable Wall Span=12.0 iL Longitude Wall Spen=24.0 ft. Overall Roof Height--10.09 ft. Mean Roof Height=9.09 ft. Enclosure Classification:Enclosed Sections 26.12 8 28.13 K.=1 Section 26.8 Kr 0.85 Table 26.10-1 Ke=0.85 Table 26.6-1 Kr=1 Table 26.9-1 GC,,,,.-30.18 Table 26.11-1 q.a 18.50 psf Eq.26.10-1 Li 1 2 3 4 5 8 1E 2E 3E 4E 5E 6E O Load Case A 0.52 -0.69 -0.47 -0.42 NIA N/A 0.78 -1.07 -0.67 -0.62 N/A N/A Le Load Case B -0.45 -0.69 -0.37 -0.45 0.40 -029 -0.46 -1.07 -0.53 -0A8 0.61 -0.43 Load Case A(-GC9) 6.22 psf -16.09 psf -11.99 psf -11.01 psf N/A N/A 11.10 psf -23.12 psf -15.78 psf-14.76 psf N/A N/A 0. Load Case A(+GCo,) 12.88 psf -9.43 psf 5.34 psf 4.35 psf N/A N/A 17.78 psf -16.48 psf -9.12 psf -8.10 psf N/A N/A Load Case B(-GCp) -11.655 psf -16.09 psf-10.17 psf -11.65 psf 4.07 psf -8.69 psf -12.21 psf -23.12 psf -13.13 psf -1221 psf 7.95 psf -11.28 psf Load Case B(+GCf) 4.99 psf -9.43 psf -3.51 psf 4.99 psf 10.73 psf -2.03 pat -5.55 psf -16.46 psf -6.47 psf -5.55 psf 14.61 psf -4.62 psf max.pp=17.76 psf Side Wall,maximum wind pressure max.p x 16.0 pat Gable End Wall,maximum wind pressure max.p„p-23.12 psf V.=580 lbs. Max.Longitudinal Shear per wall VT=1,288 lbs. Max.Transversial Sheer per wall Max.uplift pressure=-7,768lbs. Max.uplift pressure on the building due to wind on roof Diaphragm Calculations Length(for sheet) Wall A: Double Portal Frame Used for Shear Wall B:20.0 ft. Wall C: Double Portal Frame Used for Shear Wall D:12.0 ft. Edge Boundary HF/SPF Sheathing` Nail Size Nailing Nailing v,xw Factor Roof 7/16'OSB Bd 6 in.c.c. 121n.oz. v=180.0 pt 167.4 pt 0.93 Wall 3/8"Smartside 8d 6 in.o.n. 121n.oz. v=200.0 plt 164.0 p8 0.82 Well 3/8'Smartside 8d 4 in.0.0. 121n.c.c. v=300.0 pt 246.0 p8 0.82 'Must be Rated sheathing Wind Seismic vr,e„ 2b/h edge nailing Wall Sheathing Wall A:773 lbs. Double Portal Frame Wall A:548 lbs. 3,082 lbs. Co=0.00 0.00 3/8'Smartside Wall B:17.4 p8 Wall B:27.4 pt 164.0 pt Cs=1.00 1.00 6'o.n. 3/8'Smartside Wall C:773 lbs. Double Portal Frame Wall C:548 lbs. 3,082 lbs. Ca=0.00 0.00 3/8'Smartside Wall D:29.0 pt Wall D:45.6 pt 164.0 pt Ca=1.00 1.00 B"o.c. 3/8'Smartside Roof=14.5 pt 167.4 pt TUFF SHED PaHeH ofa Foundation Calculations Fe=1500 psf Min.allowable bearing pressure Foundation Stem above grade=6.0 In. Height of foundation from the top of the grade to the top of the foundationlstemwall Foundation Depth=12.0 in. Depth of the foundation from the top of the grade to the bottom of the footing P,„.=500.9 Of Max.load per foot of wall bp=4.01 in. min.required footing width PL„„,„,.=924 lbs. Maximum point load bp=88.74 sq.in. Min.required footing area Rectangular pad=2.47 In. min.required footing width Overturning Calculations WallA Wall B Min.No.anchor bolts=0 Min.No.anchor bolts=4 W dth=4.0 ft. Width=20.0 ft. Height=8.09 ft. Height==8.09 ft. P,.a,,=1,288 lbs. P.A„e 580 lbs. Paaw„,,,=782 lbs. 13.,=782 lbs. Wall Weight=206.16 lbs. Wall Weight=1,054.80 lbs. Uplift,;, 1,460.13 lbs. Uplift;„,=.0 lbs. Uplift„„,,, 1,004.88 lbs. Uplift,„. .0 lbs. Allowable Service,wind:N/A Allowable Service,wind:0.04 ok.No additional holddowns required. Allowable Service,seismic:N/A Allowable Service,seismic:0.07 ok.No additional holddowns required. Wail C Wall D Min.No.anchor bolts=0 Min.No.anchor bolts=2 W dth=4.0 ft. Width=12.0 ft. Height=8.09 ft. Height=8.09 ft. P,,;,e=1,288 lbs. P.md=580 lbs. P,w„r,=782 lbs. Frown.782 lbs. Wall Weight=208.16 lbs. Wall Weight=666,48 lbs. Uplift,,,,, 1,460.13 lbs. Uplift„„=.0 lbs. Uplifts,„„,u 1,004.88 lbs. Up li ft,y,„p=38.01 lbs. Allowable Service,wind:N/A Allowable Service,wind:0.13 ok.No additional holddowns required. Allowable Service,seismic:N/A Allowable Service,seismic:0.22 ok.No additional holddowns required. Building Uplift Wind uplift=-7,788.32 lbs. Min.building weight=5,491.44 lbs. Additional min.dead load=.0 lbs. additional dead load due to steel floor,wood base,or other permanent loeds,if any,(not including foundation) Net uplift=-2,276.88 lbs. Total no.of anchor bolts(min.)=6 (Does not include additional holddowns for overturning of the walls.) Anchor bolt uplift=13,921.88 lbs. OK.No additional anchors needed. Max.Seismic Uplift Seismic uplift=5,740.12 lbs. (0.6-0.14Sos)D+0.7E Total no.of anchor bolts(min.)=6 (Does not Include additional holddowns for overturning of the walls.) Anchor bolt uplift=13,921.88 lbs. OK.No additional anchors needed. Page9of9 TUFF SHED, Bearing Wall Calculations Lumber Axial Load HF Stud Stud Spacing=16 in.o.c. Fb=675 psi Max.Load on wall 500.9 pif F,=400 psi F,= 150 psi depth=3.50 in. F,Q=405 psi width=1.50 in. F=800 psi No.of members=1 Emin 440,000 psi Length(depth)=92.58 in. unbraced length(depth)(x)(in.) E=1,200,000 psi Length(width)=12.0 in. unbraced length(width)(y)(in.) Lumber Factors Kew=1 effective length factor(x) CD= 1.15 Duration for gravity load Ketyl=1 effective length factor(y) Cu= 1.00 Wet Service K,E=0.3 C,=1.00 Temperature c=0.8 Cb= 1.00 Beam Stability CF= 1.05 Size for FF Load=668 lbs. Load per stud Co 1.00 Flat Use C,= 1.00 Incising A=5.25 sq.in. Cr= 1.15 Repetitive Member (Ud),=26.45 C,= 1.00 Form (Ud)=8.00 CT= 1.00 Buckling Stiffness(NDS 4.4.2) E'mm=440,000 psi CF= 1.10 Size for Fb CD= 1.60 Duration for lateral load Cr 1.50 Repetitive Member(wind) Weak Axls Calculations(y) Strong Axis Calculations(x) Fes=5651.25 F.D.516.92 re 966.00 Po=966.00 F0E/F'0=5.85 F„E/Po=0.54 1+FuJF'd2c=4.28 1+FE/F'0/2c=0.96 CF=0.96 CF.=0.46 Fe 929.41 F'c=442.24 Fmos,ebie=4,879 lbs. Pei bra=2,322 lbs. Good/No Good? O.K. GoodWo Good? O.K. Wind Load Wind load per stud=23.7 plf Moment=2,114 in.-lbs. Reaction=91 lbs. Header depth=3.50 in. Total header width= 1.50 in. Header span=8.0 ft. Bending Sx 3.06 cu.in. Fb= 1782 psi fb=690 psi Good/No Good? O.K. Shear F'v 240 psi fy 26 psi Good/No Good? O.K. Combined Bending and Axial Loading F',=.615.29 combine allowable compressive stress fc=42 psi combine compressive stress Combined stress index= 0.43 Good/No Good? O.K.