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BLD2015-00208 - DESIGN
� — r7+ Draw North Arrow in Circle ��lOWll k..ount-ry° 1 vere :Highway 2 8-,Suite C•Lynnwood,WA 98037-3161 ■ ■ ■ �•7 Admin (425) Headquarters: •Puyallup:: (42 (253)840-9552 B u i' Id i ng Des g n POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 �taaaaate a ER BI LT FAX: (428)742-4378•800-824sssz omesv Contractor's Lic.M:TOWNCPF099LT Quality:Our Fahne Depend,on It.'" permabitt.com•facebook.com/permabilt 7,,ASE CHECK «, Wind MPH oll-up dooi 'inn ::::s :oe ' A . ht r.> Snow Load !ZMinimum Clearance FLOOR PLAN DENIM YES NO (please circle) � t 10' • • a'ji.----'..----- ---' t I • I1 J --+ 34,' > 11 w 1 j U r f 2-1 AA tri / rc/— Iz t4„ ! 2 k I11111 N } _ y...,, 112' I ' • -1 iz,✓SS v N N ik _ /U C.-r f -43-- ■ —+—.--_ ___ —4- r I 2� ' `x ?camk y 4�,-e rr- I vi I t) 47-6',41---72( F",n 6(7--4^ Fzs#}t -f 21 fs;-g-ie 12: 2 . ( . + LT _ c ©(off /�C{FSS Lua(� o l l''',_) I M 4:3x77 „ A -Irr p-#4) m :� j< I; ,2_064,L.-, r ' r` `( BUILDING ELEVATION �� Cr' if j Customer has verified and approved the orientation of the building to the North and verifies that all — _—.-__ -- � it ms specified in Paragraph B of the contract are shown on this drawing and vice versa. • L____ ______________=, IIIA 11111 IIII II II Customer Name:„i ,/,(16.1 ..i.7”. /`j f ..,(,,G,�„ Lead#: j 7Y Customer Signature: „ J White-Customer Copy Canary-Office Copy ®2012 Perma-Bilt®Industries FR-85 07/12 TSE P� r JO": ;4) J� rifir A Engineering A JUN 17 2015 BY: 12810 NE 178TH ST(STE)218 6//i/i c 13. /of rG WOODINVILLE,WA 98072 • 4225 481-6601 DATE: Job Name: Warner Site Address: 712 Jupiter Loop Rd Brinnon, WA 98320 Jurisdiction: Jefferson County Job ID: Warner Design Specifications: 2012 IBC Building Type: Post-Frame Design Wind Speed (3 secgusq: 110 mph @ SD Level Wind Exposure: B Roof Snow Loading: 30 psf Occupancy Category: I R: 2.5 %of Snow Incl. wl Seismic: 0 % Soil Site Class: D Allowable Soil Bearing: 1500 psf Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 Equiv. Lateral Force Procedure Spectral Response Acceleration, Ss: 150 %g Load Combinations: ASD Basic Building Design Parameters Roof DL: 3 psf Wall DL: 4 psf 4 rI ' t''''r'I `v di '1^Vi rig y (J '6 19969 \)I - NAL _� 3 ibis' t.✓-0 �v��pMFNt oFFj �F coo CL 0 0 v 5.9.07 b W VI I ��T &(`� }..��® 16521 Highway 99,BuRe C•Lynnwood,WA 98037-3161 Draw North Arrow in Circle ��lOWn „"jt[�"7 Everett:(425)258-4171•Puyallup:(253)840-9552 Design M POST FRAME BUILDINGS Administra ive Headquarters: (425)743-1555 B:uilding ni.„,..„ ® FAX: (425)742-4378•800-824-95520 o,.,,,„*"„T ERMA BI LT Contractor's Lic.q:TOWNCPF099LT s'\1 A .rai Quality:Our Future Depends Oa It. pertnabilt.cow•facebtwk.com/permabilt PLF�ASE CHECK Wind MPH _ QO „,,,roll-up doors fit in Bays j Wind M Exposure Roll-up doors will not hit Truss + u+ +x” Roof Pitch + ' Eave Height .----"/"/: ?U Snow Load ! Minimum Clearance FLOOR PLAN (DElYIM YES (N1:30)(please circle) It Gi I IJ I. 2Y .312 > N., IEt GVF r (W-A G f"1,)Lc.- r' / M 6 J V V N 12 12 i 2 x I . 1" i l uI- /0 I IZ' ti I t 1 0.1-1 k ?t,, k y 4,,G17—f ' s4:3 IA)) e..73(.!.4-z,l( F7, 6-(2,� 6r sa-i F Zi rs 12-1 e i 7 4w 6 _ I i 72,E - ) 7 e. Q -HI I- __ __ o I N ir)r7 i Tin ?:pLk'-= - c.e5S Lc oft oo"I w ,)14, 1- z I ria ,� r/d Io2oGw, rviShc �� BUILDING ELEVATION z Customer has verified and approved the orientation of the building to the North and verifies that all ____:.=.3 / it ms specified in Paragraph B of the contractaare shown on this drawing and vice versa. II I er Lame: I a 'nom.. Lead#: Zxi/7 Customer Signature: ` 0 8 * C c t / �/ White-Customer Copy Canary-Office Copy ©2012 Perma-Bili®Industries FR-85 07/12 I al....a.. fssr luWm..ws�ss c• Draw North Arrow in Circle 1 � .-.. Y Lymxarl,WA8r08]3161 • • OST OL A.WINGS Adopt oiv eNe a donor y SU2'498awacsz Building Design 1\(�!%/�' • POST WINGS Mmmis•five-6371.anaR N3s1r881555 r1 '..2.1 ��. fAC lazyrazw3ye•eco-ezamsz rbm; a.av::..n.a.wa:n.- pa' m".00m•aces>aa.wr✓pwma:n a PLEASE CHECK dotl-up doors M in Bays Q Wind MPH I1Th � rT ("sn Ro0.up doors vnilnot hit Truss i-2' Root Pitch -7-wind Exposure i;Eave Height �J Snow load 1 12. MNImum Clearance DEIYIhI) YES NO (phase chain] FLOOR PLAN I ' `t0 •' I • • Ill • y • • • 13' 2V .,•-,E 3b1 • t • . . - I$"oven-ot U fi, P6 M_6 2 � Ci I_ I N t2' 12' IZ' 1 x. _.. . _ • N I_ M 2,:. 'i i e-0 .. - .. _ .. . 1 ( 1z I -rays • giv i76-4141-4.-- !o c f V . Zy'x3(, x y" 4Narzfir sz-A+3 I v_, 30. • 1 . 5..t.),,,,, T';N I SN - I 'S thl F I ti G -- kri 0 fa Zp'66 f.FCGESS Doa/L _. c.,, U tk ?(Lao .A./t< I BUILDING ELEVATION " rQ, LLI LUCustomer has verified and approved the orientation of the beitding to the North and verifies that all 1 r""� I ms specified in Paragraph B of the E: �7contract are�shhownClon this drawing and vice versa: Customer Name: I.eed / fstomer 5igoatuse: I'lll8 Pt I'll WEE•Customer Copy CemryF05E8 Copy 852012 Penne-meInduslnw FR-8561112 / �ff PROJECT: Warner PAGE: 3 CLIENT: PermaBilt DESIGN BY: "s""�"rr"_v JOBNO.: 24331 DATE: 06/11/15 REVIEW BY: Wind Analysis for Low-rise Building,Based on ASCE 7-2010 INPUT DATA WIND SUR-Act Exposurecategoryfactor or(ASC or D,ASCE 7-10 7.3) w _ B FOR DESIGN ,r'` Importance factor(ASCE 7-10 Table 1.5-2) 1.00 for all Category //�/ Basic wind speed(ASCE 7-1026.5.1 or 2012 IBC) V = 110 mph % �� ///// Topographic factor(ASCE 7-1026.8&Table 26.8-1) KA = 1 Flat Building height to edge he = 13 ft Building height to ridge hr = 17 ft � Building length L = 36 ft II Building width B = 24 ft B Effective area of components(or Solar Panel area) A = 50 ft2 DESIGN SUMMARY Max horizontal force normal to building length,L,face = 9.79 kips,SD level(LRFD level),Typ. Max horizontal force normal to building length,B,face = 5.76 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure qh=0.00256 KR Kr,Ke V2 = 18.43 psf where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.70 Ka=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85 h=mean roof height = 15.00 ft <60 ft,[Satisfactory] (ASCE 7-10 26.2.1) <Min(L,B),[Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRS P=tin[(G Cpr)-(G Co)1 where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). Amin= 16 psf(ASCE 7-10 28,4.4) G Cpr=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G CRI=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258) = 0.16 or -0.18 a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX(MIN(0.1 B,CIL,0.4h),MIN(0.048,0.04L),31 = 3.00 ft Net Pressures(pet),Basic Load Cases Roof angle 0 = 18.43 Roof angle 6 = 0.00 Surface Net Pressure with Net Pressure with GCRr (+GCpr) (-GCRI) GCRr (+GCRI) (-GCp,) 0.52 6.20 12.84 -0.45 -11.61 -4.98 2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 3 -0.47 -11,95 -5.32 -0.37 -10.14 -3.50 4 -0.42 -10.97 -4.34 -0.45 -11.61 -4.98 5 0.40 4.05 10.69 6 -0.29 -8.66 -2.03 tE 0.78 11.06 17.70 -0.48 -12.16 -5.53 2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40 3E -0.67 -15.73 -9.09 -0.53 -13.09 -6.45 4E -0.62 -14.71 -8.07 -0.48 -12.16 -5.53 5E 0.81 7.93 14.56 6E -0.43 -11,24 -4.61 3E 3 2 2 2E 3 OF 4\` I 5 Il�4 [„,...Txi1A1 tsr I'E_ Ir ,`L-�K 5 REFERENCE CORNERS REFERENCE CORNER 2i^m WINO OIRECTION 2, K'WINO DIRECTION Load Case A (Transverse) Load Case B (Longitudinal) "- Basic Load Cases C'At 0 v�'VyII , �vY TSE Engineering Page: 4, LATERAL ANALYSIS Job ID: WIND �''tiaTnPY The analysis on the previous page determines the wind force on the total exposed wind surface of the building. For post-frame construction with embedded posts, the amount of wind force imposed on the main force resisting system equals the roof projected area plus 3/8 of the wall projected area. Vt&VI are adjusted by 0.6 for allowable stress values. Calculations that follow adjust the total wind force to the design force on a post-frame building: INPUT: PT= 9790 lbs. (non adjusted) PL= 5760 lbs. (non adjusted) hr= 17 ft. he= 13 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr- 0.625 he)/hr](PT)(0.6) = 3057 lbs. Controls Longitudinal; VL = ([0.375 he+ 0.5(hr-he)]/[he+0.5(hr- he)]}(PL)(0.6) = 1584 lbs. Controls SEISMIC The seismic force imposed on the main force resisting system of a post-frame building is based on the seismic weight of the roof plus 3/8 of those walls that are perpendicular to the direction of the seismic force. INPUT: Building Width = 24 ft. p= 1.3 Building Length = 36 ft. 1= 1 SEISMIC WEIGHTS: W roof = 2592 lbs. W end walls = 1128 lbs. W side walls = 1404 lbs. SDS= 2/3 Ss = 1.000 Cs= SDS/(R/I) = 0.400 SEISMIC BASE SHEAR: V= Cs W Transverse= 1598 lbs. Longitudinal= 1488 lbs. SEISMIC DESIGN FORCES: VT= CSWtp0.7= 1455 lbs. Vr= Cs Wi p 0.7 = 13f. ,1 lbs. yam-- • Draw Nonh Arrow in Circle 16521 H9n'wy 99.Suite c.LmnwWd.WA 950]-5161 K • al 21,2= Ea 6eralzs)2sa<rn.Pyce 16096$ Building Design 3 2,1.0,.12=2,2,2212212112172=622q )1a65 �a� �yy/yy� Ce6hMhlle e: e°.e'°° j (didlq Our Pu,ere Oprnb On h" pam�'u.mm•Iecetmi.mMponeGl �I PLEASE CHECK QS Wind MPH L9 II-up doors fit in Bays f. �OQ n....." .2?:I Snow Load not hit Truss Wind Exposure riTh 'r rT d 1 Z Hovt Pilch 1; Eavo Heigh 7—� Show Load 12 Minimum Clearance ��_/ DENIM— YES 6.1.. (*"genet FLOOR PIAN Ir —r0r II1 , . _ . 0 it ..� • fJ i � f1�1'tl.itSiaS r J _-. 10r'bv£2E40-HU {vu P21/A6_ ,1: I IZ' IV 12' _. . x: ..... .. .. - - • II.. 2" Mr31 �oF, • � • 12' . 1 i a 6,.,s,ow arra+= id .-2v �i.. Zy,k34r vi ' 4,,vt2f Sr_as I v, I, L4 S�ra•4-rnl F 'L t^r�cii+ ZiPs,ulr 12' : x i.•{k°1., 5---,,,,,94I 4 - - l 7 o n _. .n i 1 G �' ,- _ . -- - - - m 0 ... 7.f ,,. r„v 1511 7' LLI BUILDING E VATI N r / Customer has verified and approved the orientation the budding to the Norris end verifies that all i i not specified in Paragraph B ofths contract GLstornerNoroe: shown on this drawing and vice versa. • lliillliililfillliil fn , Lead di / ( Customer Signature: o a • l Wdilc % _i.CustomecCopy Cavary•O®ooCopy ®2012PernaEtt®Industries FR-OS ti/12 • TSE Engineering Page: �r SHEARWALL DESIGN Job ID: SIDEWALL vVV tt9:r B j RIDGE 4 ENDWALL A_ 1 tVT 21 PLAN VIEW WITH GRIDS SHEARWALL SHEAR UNIT LENGTH FORCE SHEAR (ft.) (lbs.) (plf) ENDWALL GRID 1 12 1533 123 : 12.5 r I FM /1167A-t, ENDWALL GRID 2 24 1533 64 cLf09 -t,~ c1 u. Dr- SIDEWALL KSIDEWALL GRID A 24 792 33 SIDEWALL GRID B 36 792 22 ROOF SHEAR UNIT LENGTH FORCE SHEAR (ft.) (lbs.) (pif) ROOF GRID 1 &GRID 2 25.3 1533 2 ROOF GRID A&GRID S 36 792 C 0 w 1— tn phi r P R� PA 1 E L 11° c4 INT 113i> 2•TSAO 31-31 ATTACHMENT DETAIL GENERAL INFORMATION 71/4"-14 x 7/e"Stitch Screw(1'-O"o.c.) ►Slope The minimum recommended slope for Pro-Panel lie roof / /—#9-15 Woodscrew panel is 3:12.. i 1 ga It' i g Pro-Panel Ile is designed to be utilized over open structural i framing,or a solid substrate. To Pyoid panel distortion,Lisa 'f a properly aligned and uniform substructure. j _(�,%\ ►.Coverage ' I Optional Pro-Panel lie panels:are available in a W rib heightvtith a II Profile • coverage width of 36". # i ►Length i Minimum factory cot length is 5'-0", Maximum I recommended panel length is 45'-0". Longer panels require additional consideration In packaging,shipping,and Anti-Siphon Groove - erection. Please consult Metal Sales for recommendations. ! • . It.Fasteners The fastener selection guide should be consulted for choosing the proper fastener,for specific applications. Quantity and type of fastener must meet necessary loading FASTENING PATTERN ' and code requirements: NOTE All panels Ore suh%ecf to-surface distortion due to . improperly applied fasteners..:Overdriven fasteners will X114"-14 x 7/e'Stitch Screw ,.#9-15 Woodscrew • douse stress and induce oil canning across fhe-fade of fhe . T p I • t T t q t panel at ornearthe pointof'atfabhmenf. I ! I I I i I . 1 Availability Finishes.'Acrylic,Coated Galialuinee or MS Coiorfast45e . Gauges:26ga and 29ga.standard • SECTION PROPERTIES ALLOWABLE UNIFORM LOADS PSF (3 or More Equal Spans) Width Yield Weight .- Top in Compression Bottom in Compression Inward Outward Ga. lin.) KSI PSF trot Sxx box Sxx Load Load fre/ft In'/ft Ire/ft In'/ft 2' 2.5' 3' 3.6' 4' 6' 2' 2.6' 3' 3.5' 4' 6' 29 36" 80 0.71 0.0067 0.0134 0.0047 0.0133 90 58 41 27 18 9 90 59 41 27 18 9 28 36" 80 0.87 0.0090 0.0181 0.0063 0.0170 115 76 52 66 23 12 122• 79 55 35 23 12 1, Theoretical section properties have been calculated per AISI 2001"Specification for the Design of Cold-Formed Steel Structural Members," Lxx and Sax are effective section properties for deflection and bending: 2. Allowable load is calculated in accordance with AISI 2001 specifications considering bending,shear,combined bending and shear and deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or N fastener/support connection and panel weight is not considered. . 3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span. a 4. Allowable loads do not include a 1/3 stress increase in uplift. m 5, Diaphram 3015 plf average Ulitmate Shear Strength using the above Fastening pattern on 2x supports located 2'on center per ASTM 5455-04 iroL1r71Ar= o.43 0.4 (304pIf) = I25PIf }meq " 1 metal sates Kent,WA 800.431.3470 Jefferson,OH 800.321.5833 Anchorage,AK 866.640.7663 .. s ■ Temple,TX 800.543.4415 flock Island,IL 800.747.1206 Bay City,Ml 888.777.7640 4'" manufacturing corporation Longmont,CO 80¢269.7663 Sellersburg,IN 800.999.7777 Detroit Lakes,MN 888.594.1394 -ra. Antioch,TN 800.251.8508 Jacksonville,FL 800.394.4419 Mocksville,NC 800.220.6119 ) Woodland,CA 800.759.6019 Orwigsburg,PA 800.544.2577 Fort Smith,AR 877.452.3915 i Rogers,MN 800.3289316 Independence,MD 800.747.0012 Spokane,M800.572.6565Fontana,CA 800.782-7953 www.metalsales.us.com t,,,-- `TMY Cio ' TSE page: Py Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall Eave Height Post b Post d HF Post Fb Fc E(10)^6 13 NOMINAL 6 6 #1 975 850 1.3 ft. ACTUAL: 5.625 5.625 CD 1.6 1.6 1.0 in. In. CF 1 1 CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 24 1.5 3 30 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1248 1088 1.235 ASD Wind Pressure 0.75W VV Is iw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S+ 0.75W Loading: D+W P 4131 lbs. P 486 lbs. fc 130.6 psi fc 15.4 psi le 124.8 in. le 124.8 in. le/d 22.2 le/d 22.2 KCE 0.3 KCE 0.3 FCE 753 psi FCE 753 psi c 0.8 c 0.8 k.1 1.06 k.1 1.06 k.2 0.86 k.2 0.86 Cp 0.55 Cp 0.55 Fc' 603 psi Fc 603 psi M (in-span) 12833 in.-lbs. M (in-span) 17111 in.-Ibs. M (base) 22815 in.-lbs. M (base) 30420 in.-lbs. S.Mod. 29.66 inn3 S.Mod. 29.66 in^3 fb(in-span) 433 psi fb (in-span) 577 psi fb(base) 769 psi fb(base) 1026 psi Post CSI (in-span)= 0.39 Post CSI (in-span)= 0.46 Post CSI (base)= 0.79 Post CSI (base)= 0.84 0 0 v 6_9.07 V w A !/ TSE page: 9 Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall OPTION WITH BUILT-UP COLUMN PER NDS SEC 15.3.1 Eave Height Post b Post d HF Post Fb Fc E(10)^6 13 NOMINAL: 6 6 #2 575 575 1.1 ft. ACTUAL: 5.625 7.125 wl 2x scab Co 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 24 1.5 3 30 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 736 736 1.045 ASD Wind Pressure 0.75W W Is lw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+0.75S+0.75W Loading: D+W P 4131 lbs. P 486 lbs. fc 103.1 psi fc 12.1 psi le 124.8 in. le 124.8 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FCE 1022 psi FCE 1022 psi c 0.8 c 0.8 k.1 t49 k.1 1.49 k.2 1.74 k.2 1.74 Cp 0.79 Cp 0.79 Fc' 582 psi Fc' 582 psi M (in-span) 12833 in.-lbs. M (in-span) 17111 in.-lbs. M (base) 22815 in.-lbs. M (base) 30420 in.-lbs. S.Mod. 47.59 inA3 S.Mod. 47.59 inA3 fb(in-span) 270 psi fb (in-span) 360 psi fb(base) 479 psi fb(base) 639 psi Post CSI (in-span)= 0.40 Post CSI (in-span)= 0.49 Post CSI (base)= 0.76 Post CSI (base)= 0.88 SCAB CONNECTION: nail allow= 133 Variables: ` / Eave ht(ft)= 13 Vmax(#)= 0.625(H)(W)= 975 d' Unit Id(plf)= 120 Vave(#)= (Vmax-(V-W(4)))/2= 735 d + / Area 2x6(in^2)= 8.25 Qa(in)= A(d')= 23.2 d(in)= 7.125 I (in^3)= (b)(d^3)/12= 169.5 d'(in)=(d12)-0.75"= 2.8 v(psi)= Vave(Qa)/I(b)= 17.9 / Width b(in)= 5.625 v(#f)= v(12)(b)= 1207 EL I b t #of rows of nails= 4 nail/ff/row v1(#of rows(allow))= 2.3 P�"! v 3.9.12 h T� ia,j 0 ILIH. te d +v, a. TSE * page: /0 Engineering EMBEDDED POST DESIGN(POST-FRAME CONSTRUCTION) Endwall Eave Height Post b Post d HF Post Fb Fc E(10)^6 13 NOMINAL: 6 6 #1 975 850 1.3 ft. ACTUAL: 5.625 5.625 Co 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Av.Spacing Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 12 1.5 3 30 ft. ft. ft. psf psf Fb' Fc' E'(10)^6 1248 1088 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S+ 0.75W Loading: D+W P 2295 lbs. P 270 lbs. fc 72.5 psi fc 8.5 psi le 124.8 in. le 124.8 in. le/d 22.2 le/d 22.2 KCE 0.3 KCE 0.3 FCE 753 psi FCE 753 psi c 0.8 c 0.8 k.1 1.06 k.1 1.06 k.2 0.86 k.2 0.86 Cp 0.55 Cp 0.55 Fc' 603 psi Fc' 603 psi M(in-span) 12833 in.-lbs. M (in-span) 17111 in.-Ibs. M (base) 22815 in.-Ibs. M (base) 30420 in.-lbs. S.Mod. 29.66 inA3 S.Mod. 29.66 inA3 fb(in-span) 433 psi fb(in-span) 577 psi fb(base) 769 psi fb(base) 1026 psi Post CSI (in-span)= 0.36 Post CSI (in-span)= 0.46 Post CSI (base)= 0.70 Post CSI (base)= 0.83 k v 6.9.07 S f TSE page: ffj ' Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall OPTION WITH BUILT-UP COLUMN PER NDS SEC 15.3.1 Eave Height Post b Post d HF Post Fb Fc E(10)^6 13 NOMINAL: 6 6 #2 575 575 1.1 ft. ACTUAL: 5.625 7.125 wl 2x scab CD 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Av.Spacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 12 1.5 3 30 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 736 736 1.045 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+0.75S+0.75W Loading: D+W P 2295 lbs. P 270 lbs. fc 57.3 psi fc 6.7 psi le 124.8 in. le 124.8 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FCE 1022 psi FCE 1022 psi c 0.8 c 0.8 k.1 1.49 k.1 1.49 k.2 1.74 k.2 1.74 Cp 0.79 Cp 0.79 Fc' 582 psi Fc' 582 psi M (in-span) 12833 in.-lbs. M (in-span) 17111 in.-lbs. M (base) 22815 in.-lbs. M (base) 30420 in.-lbs. S.Mod. 47.59 inA3 S.Mod. 47.59 inA3 fb (in-span) 270 psi fb (in-span) 360 psi fb(base) 479 psi fb(base) 639 psi Post CSI (in-span)= 0.38 Post CSI (in-span)= 0.49 Post CSI (base)= 0.70 Post CSI (base)= 0.87 SCAB CONNECTION: nail allow= 133 Variables: / Eave ht(ft)= 13 Vmax(#)= 0.625(H)(W)= 975 d' Unit Id(plf)= 120 Vave(#)= (Vmax-(V-W(4)))/2= 735 d + / Area 2x6(in^2)= 8.25 Qa(in)= A(d')= 23.2 d(in)= 7.125 I (in^3)= (b)(d^3)/12= 169.5 ��yy d'(in)=(d/2)-0.75"= 2.8 v(psi)= Vave(Qa)/I(b)= 17.9 {.�.. Width b(in)= 5.625 v(#r)= v(12)(b)= 1207 l b #of rows of nails= 4 nail/FUrou= v/(#of rows(allow))= 2.3 vad.12 T+ t� . p{ W _�/A�j •r • TSE Engineering Page: (2- P= 5346 lbs Foundation Design -- y Diaphragm Restraint per 2012 IBC Section 1806.3& 1807.3 . w H(ft)=13 Bay Width (ft)= 12 Wind Load s 10.0 lw= 1 w(p1f)= 120 Lateral Load Design: Post Diameter: 0.66 ft. 0.1 cu yd Foundation Depth: 4.25 ft. Constrained? YES Depth Required 4.4 ft. Nonconstrained? Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf) = 3 P= 5346 lbs Snow Load(psf) = 30 Foundation Diameter: 2 ft. Span + overhang(ft)= 27 Foundation Area: 3.1 sf Bay width(ft)= 12 Bearing Allowable(Fbrg): 1500 psf Is= 1 Actual Bearing(fbr)=P/A= 1064 psf Cs= 1 v 10.10.04-5,23.05 wigrmci t1l Zm P >- a- U w } TSE Engineering Page: FOOTING (PAD) P DL P Fbrg (Ult.) Fbrg (Net) Brg. Depth Cover Depth Soil Density Slab Thick. Slab LL 500 5000 1500 0 4 4 100 0 0 lbs. lbs. psf psf ft. ft. pcf in. psf DL factor= 0.1 A B T a b Pc fy Size(A) Size (B) 1.8 1.8 10 6 6 2.5 40 4 4 ft. ft. in. in. in. ksi ksi DL slab 0 lbs. Results DL soil 1296 lbs. DL footing 405 lbs. f brg/F brg = 0.926 <1.0 o.k. E DL 2201 lbs. LL slab 0 lbs. Vn/Vu = 9.03 >1.0 o.k. E LL 5000 lbs. vert load 7201 lbs. f brg 2223 psf F brg 2400 psf Pu 9200 lbs. pu 2840 psf d ay. 6.5 Two Way Shear: With round footing, D= 24 in. bo 50 in. Vu 6119 lbs. Prot3= 5500 lbs. Vc(11-35) 97500 lbs. as 40 Vc(11-36) 117000 lbs. Check as unreinforced: Vc(11-37) 65000 lbs. Vn 55250 lbs. 9 One Way Shear: o.k. Vu 554 lbs. Vc(11-3) 14040 lbs. Vn 11934 lbs. Moment: LA 0.65 ft. Ls 0.65 ft. MU(A) 1.08 ft.kips Mu(n) 1.08 ft.kips dA 6.25 in. de 6.75 in. }, CL 0 0 v 3.23.00a f I TSE Page: 14 Engineering PURLIN INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof(psf) 3 30 1.0 11.4 ft 0 Tributary(ft) 1.33 1.33 Cs= 1.0 Wall (psf) 0 0 Tributary(ft) 0 0 Floor(psf) 0 0 Tributary(ft) 0 0 Other(plf) 0 0 w(TL) 0 4.0 39.9 43.9 0 pif pif plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 23 23 227 227 250 250 65 648 713 lbs. lbs. lbs. lbs. lbs. lbs. ft_Ibs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 104'6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 5.5 8.25 7.6 21 in. in. in.^2 in.^3 in.^4 fv= 42 psi Brg.Lgth.= 0.034 ft. CL= 1.000 fb= 1130 psi GL Cv= N/A R = N/A A (DL)= 0.06 in. A (LL) = 0.56 in. A (TL) = 0.62 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.48 L/ 244 for LL> L1180 ok fb/Fb' = 0.77 L/ 222 for TL> U120 ok USE 2x6 HF#2 @ 16" oc x Table 1604.3 , ( v 3.3.03 =--y 1a" • TSE Page: (4 Engineering 9 9 Pf- 30 Cs= 1.0 I= 1.0 trib width= 7.5 RAKE BEAM Po= 3 J. J, w J, I .I, RA 1.92 k I 1.92 1.92 I 1.92 l 1.92 1.92 tRB ---- L= 11.5 ft. INPUT: w(DL)plf 31 31 31 31 31 31 w(LL) plf 225 225 225 225 225 225 w(TL)plf 256 256 256 256 256 256 I P (DL) lbs P (LL) lbs P(TL) lbs 0 0 0 0 0 RESULTS: RA(TL)= 1469 lbs. RB(TL) = 1469 lbs. VA (IL) = 1469 Ibs.(max.) VB(TL) = 1469 Ibs.(max.) MA (TL)= 0 ft.lbs. MA-B(TL)= 4224 tt.lbs.(max.) MB(TL) = 0 ft.lbs. A(DL) = A(DL)= 0.026 in. A(DL) = A(LL)= A(LL)= 0.191 in. A (LL) = A(TL) = A(TL)= 0.217 in. A(TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 _ _ Man uf,Lbr. Timber Dimen. Lbr. HF#2 850 150 405 1.3 psi psi psi psi I b d A S I Brq,Lgth. Co 1.15 3 11.25 33.75 63.3 356.0 0.1 CH 1 ' in. in. in.^2 in."3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv= 55 psi fv= 55 psi fb= 801 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.32 fv/Fv' = 0.32 fb/ Fb'= 0.82 RATIOS OF SPAN TO DEFLECTION: LI 721 for LL L/ 635 for TL ., USE (2)-2x12 HF#2 v 3,3.03 r Page 1 of 1 Job _ -iTruss Truss Type Qty r Ply PERMITTING/ STANDARD LOAD _i1 08506081 I A01 OUEENPOST 1 1 11 Job Reference(optional) _ _ The Truss Co.,Sumner,WA.TSE - 7.610 s Mar 27 2015 Mr IndusGies,Inc. Fri Jun 05 08:49'47 2015 Page��1 ID:i Ntl5wZxg hjyPSTyD W crLTyVuE E-F9mPAHc4wbb?Mgse h1 w?iOssRXJyMme66 M98JIz9M9Y 6-7-15 12-0-0 17.4-0 24-0-0_ - _ - -_—_ 67.15 -_._ ._. I _Sit __._... I__ __5 -1 -}___ _. ___._. 67-15 --I Scale=1:40.6 5x6= 3 4.00 I12 3x4 \,...w>,-.-- __________":5: 2 7 J W ....---n--__� • winfq CYl TA 6 568 MT18HS= 8x10 MT18HS= 5x6 MT18HS= 12-0-0 24-0-0 12-0-0 I 12-0-0 Plate Offsets(X,Y)-f6:0-5-0,Edge) LOADING(psf) SPACING- 6-0-0 CSI. DEFL in (lac) Ildeti Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Verl(LL) -0.27 1-6 >999 240 MT20 220/195 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.62 1-6 >456 180 MT18HS 220/195 TCDL 8.0 Rep Stress Ina NO WB 0.68 Horz(TL) 0.13 5 Ma Na BCLL 0.0 ' Code 1BC2012fTPI2007 (Matrix) Weight:126 lb FT=10% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x6 DF 55 TOP CHORD 2-0-0 oc purlins(2-1-3 max.). BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD 10-0-0 oc bracing:1-5 WEBS 2x4 DF Stud WEBS 1 Row at midpt 2-6,4-6 CONTINUOUS IF ACTUAL SPACING OF TRUSS IS 2-TRUSSES 2x6 BLOCKING REACTIONS. (Iblsize) 7=3176/05-8 (min.0-3-3),5=3176/05-6 (min.0-3-3) SPACED I2'-0'pc(I.TRUss 66CR SIDE OF ea Max HOR 1=91(LC 9) POST),THE SPACING OF THE BOTTOM CHORD 100 NAIL Max Uplift!=410(LC 10),5=410(LC 10) LATERAL BRACING MAYBE INCREASED TO 12-0' (TYPICAL) oc PROVIDED CONTINUOUS 206 BLOCKING IS FORCES. (M)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. USED ALONG THE Fuu LENGTH of THE BOTTOM FA_{W TOP CHORD 1-2=-7323/1114,2-7=-5353/642,3-7=51381683,35=-51381683,45=-5353!642,4-5=-7323/1114 CHORD PER SECTION AC CONNECT BLOCKING N W ORDrH PER SECTION AA, CT BO EACH u BOT CHORD 1.6=-938/6762,5-6=-938/6762 BOTTOM CHORD.WEB BRACING MAT BE WEBS 2-6=-23591619,35=-104/2041,4-6=-23591619 ELIMINATED IF BLOCKING IS APPLIED SAME AS 2x TRUSS FOR BOTTOM CHORD. SOT CHORD NOTES- SECTION 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 2psf;h=25ft;B=45ft;L=248;eave=4ft;Cal.II;Exp B;partially;MWERS A-A (directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(it=lb)1=410.5=410. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSLTPI 1. 9)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard lECFUVE0 ,�, 01131 P , JUN 232015 I IAI l 4 No JEFFERSON COUNTY C7 � � DEPT.OF COMMUNITY DEVELOPMENT t isTol- '.` lONALt* IY •).a 15 Digitally signed by:Terry L.Powe! !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. AI Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be (Aa/ installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is theUPI responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building rya Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.T.T''Tc, 1:-.-- 4j) .r i 40 A W N ` 0 N /'� g o c m Nc C) e mr A �m Fly -' N y O O O� Fri C C Igri xO CUl A [ nNm r Fri BLOCK ., 8-',m • SPAN o co i Aro D z r 6 I'CI 47.P -1 (4G' MAX.) y m o rr^ n p PT 0 3mx POST SPACING POST SPACING POST SPACING Z I I r"n n NO ® va a c Spm 14' MAX.) (14' MAX.) (14' MAX.)' 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