Loading...
structural calcs NEU-VELLE 1667 Lake Avenue FILE COPY Building 59, Suite 101 Rochester,New York 14615 STRUCTURAL CALCULATIONS FOR STEWARTS SHOPS LE Q M 347 AVIATION RD D QUEENSBURY, NY JUL 2 2 2019 2.) TOWN OF QUEENSBURY BUILDING & CODES TABLE OF CONTENTS PROJECT INFORMATION COVER CALCULATIONS Revisions Signature&Seal OF NEtV �Q�� 1 • G. LYp ��. * � D �li ` 41/ * %, ter" t►• 074710 e 0 19 JULY 19 ISSUED �ROFESSSO' ' WARNING:IT IS A VIOLATION OF THE STATE EDUCATION LAW TO ALTER THIS DOCUMENT IN ANY WAY, UNLESS CONFORMING TO SECTION 7209, SUBDIVISION 2. } JOB. .--- - 1-1 SHEET NO. OF CALCULATED BY DATE 07/19/19 CHECKED HY . DATE SCALE • i S -261AVA AVIATION I ! I ! • € QUEENSB�TRYNY--. I - - - t € - I ; 1 € r .- INCLE-ST-O0Y WOOD-F-RAMED - I— - # - 1 ____ :•-OOOUPANCYCATE0oRy :_. _ . , — i _I#s_1e-100 : ._ - - -_• - t - € I i -W1Nq.115M-P;11-iJLf9MATE(90P F __..'__ .i - -.j _- f _ - - i _. i ° € :_ I __.__ _A'sD)fSNQW 60P5F GRCUNpSNOW I i -SDATA i - .._ LOAF EXPOSURE=0.9 1 1 i : • HAZARDS SFJ &LC•�SITE_GLASS..D_91SSUMED.._. _E__.1_.__ ___—WEB SITE __I___ ___ __ I t I € : t 1 • --- --S13S 0:252g-- '- - . . . -- -•I - - - - '- I- ----i-- -. •_ .. -. - - . . 1 _ — t € 1 - .. ._ - - - __ • ---`RObE_SNON.LOAD•=42RSF _ ' - ' -- -- - • - - -- ..._ , --- ROOF-DEAD-LOADS, 1-5f1SP(T--RU SES,-,ROOP t G,-ATT1E-tNSULA1ION.AND-MEP)-:— -- __ - € .. ..--' ------ - - - - EXTERIOR BEARING WALLS • `_. _ ' € : -- -_ •TRUSS 1.-ENGTH-1NGL-UbI•NG-OVER HANGS=61'-10 --- - -- --- --- , •--- ' __ t --_... .._ WALL L•pAD=57PSF'61:83112=17S2 LffPER FOOT --• - -- . € ; € - -__ ' -- € , Irn' II'=4'I: -1762LBS/FT I _. COMPONENT"AND-CLAiDDING HIND` --€--- —• all MI al M.:11.ill lit—. __ , €_FLOOR TO •€ 1 1 i inn( III:I I II 011,1114 • 11 _ _ i ` ' ` TRUSS 9' 10 P-REzSI�REOF 2-0SF TRIB P€R S�L1B 9 5 1/2 STUD ---=25 UL.2FSF• -tIM-AT-E-(1b:a.PSF•ASD) - -•-1 I •I 111 II•1• .. - --,-LENGTH AT 24" 1 1 I Ci i 1 O C 3700LBS ._._ �-- -I ._•1�1!I I-1 Mal I : 1 I t - r 1 nai t . 1 IAII••11 i I tI.• Ial , ...MA II a —- i I : PER STUD WITH € ; 30.2PLF IIi111 ! ;it 1.-I A: I' __ i 1 SELF WEIGHT ..- ---• -- --}— —i—€-WIND ASD , . OF WALL i I ; € 3 1 1 1 € ; j 1 . ,1111 11 11111, , 'M4`I" I I , I • 1111 -I II•II11111 . 1"1 f € --J 14 I 11 III II , i _ .. JOB SHEET NO. 1-2 OF 07/19/19 CALCULATED BY DATE CHECKED BY DATE 1. ; I i Column: d!1 ' ___..__..___ _.___�__ � I Shape: 2H0 .197 at 4.725 t i --i --' Material: SF i I , _...;._ Length: 9A51z _'__.._._�_...._.' —,• .—. Joint H1 Dz hi . —..i— JJoint tl2 : . -._....1 .... LC t: OY in . -_ h I I Code Check 0.828(bending) ) _- -_ -_-_ — -- ----- - Report Based On 97 Se dlons '• ` ) ` I j ` ( immi .151at9.45ft ._.--- ---------•--- ._. _ . Vy -- tt vz K I i • 151a101t - __ . _. .._...... _. _.. ----'..._..- - ._ • t I . • — • .357 814.7251 i ( i 1 I I i -3.7x — 448a108 567a14.72511 1 • II r list _i F — _ Alliiii, — — - ._ fa Itsi I fC •list • I .567 at 4.72511 -_- - ---•- -. , ' AWC IVDS-15:ASD Code Check ' Max BenEngCheck 0.4233 Max Shear Check 0.01,8(y) i __ __ Location 4.72611 Location 9,45 it _ Equation 3.9 3 Max Deft Ratio LI575 • `: _. ` CD 1.6 RB 5.416 CL ;J3L Cr 1.15 CtU 1.15 CI' .331 - (kSi) Cm Cl CF Y-Y z-z — — n'? ii Fc' i .376 1 I 1 ( 1 LD 1It 9.45 It • Fr i �6 1 I 1 1 leld 8 20.618 ;...-. --_.... • Fb1' 1 1.131 1 I 1 1 Sway Ilo Ito F62' I 2.116 1 [ 1 t Le-Bending Top 1 ft • FV i .23 1 Le-Bending Bot 1 ft ` E' 1403 1 i 1 . 'I._ ..:—I-- -- 2x6 WALLS STUD, SPF, DP' OR SP NO.2 OR BETTER, SP SHOWN -- i j i W4LL§TUD HEADERS WITH '1854LBS PR FOOT I __`MAXIMUM.'SP_ANEtOFT 050 LSfND�PO LLQAD . .._`__ __NON POINT _ I I I I LOADED ` • . —_ :-(3')PL-(-19 718"":L-V`3AAX-IMIJM SAf9ACIT� 3QPL-FxS-pL-'�f=24 0Pc.-F-K- — - ! --•--- --- •,- --: - : •�- i •i. ... - : - .' -m-sorb- oe USE(3) 'x6 I IIN EACH ND=>16KIP CAPACITY OK I • i : . •• i I I , y f • • t I 1 i • j `-$HOBT CANTILEVER..REAMS.M_DQRMERS-_.__1 --- — ---i-1-OFTSPAN WITH-1200LBSPER FOOT•MAXA1 LARGE DQRM€R, (3) PLY'F1� 18"LVLWITHt2490-LB/FT ' CAPACTIY OK . . . JOB�� SHEET NO. 1-3 OF 0V19/1Q CALCoLAroB'/ DATE CHECKED BY oss ��~� HEADER BEAM WITH DORYERIPOINT(OA0 _AFT 6F1 saxIc. "SWIMS | � __. °°=a° ���� ! ! "%~" ==""° ` . | ' . / . ' �" � . ,"O=36,ASO=°OWN 11.46� C��~~~�^° ���~�� »" ` -- i —�---�--' --� W|� �|� ��� p. � � | f . --- ' r. a ct �i �� �° . ��;� - - '--' - - -- � ����� t� ---'--|-----|---i-- --^ -- /--.-- --� — --- -- — �---r-- - - -'----� -- -- -- CAPACITY 0.98 WITHFb`--2850 PSI OK . -- -'-- --'�-----�' -l- ' - —� - --'--'- -` - � JOB SHEET NO. 1—4 OF 07/19/19 CALCULAYSO BY ATE CHECKED BY DATE SCALE 1 , SEISMIC BASE SHEAR/EQUIV. LATERAL FORCE) 1 • BUILDING'WEI.GHT=6-1F-T-* S,F--*(aSPSF+9PSF-(20%SNOW})•f-•25KIP -EXT:-WALLS=1-35K1•PS }--- i .- .-R -6-5WOOD PANEL`SHEAR WALLS HEAR WALLS A -- ,—�- _ I ! ( ; S LL S Cs=Sds/(R*Ie)=0.2521(6.5"a.00)=0.M39 ;DETAILED PROVIDE I I__ *_ _ -- -.-- 'CAPACITY GREATER I --._ • . Vkiase=Cs*W 0.039 135=5.4KIPS ` t t ;THAN NEEDED FOR �__-f_ _r__ I ,, - 1:- ' ;_ _ ISEISMIC IN BOTH ' 1 I DIRECTIONS OK s —` • ENGINEERED METHOD(SHEARWALL PANELS) -•• TABLE 2-FASTENING REQUIREMENTS ANU ALLOWABLE SHEAR CAPACITY FOR LP SYSTEM`RSHEATHING WITH FRAMING ., ' OF DOUGLAS FIR.LARCH'FOR WIND OR SEISMIC LOADING UNDER THE 2015,2012 AND 20091BC ! • I R• FRAMING FASTENING REQUIREMENT ALLOY/ABLE 1_ I- - SHEATHING Maximum Edgalfiotd SHEAR I TYPE` Nominal Stud Faclonor Minimum Ponolra.lon CAPACITY"' - ,-- -- ---- --- -- •. - lavcau"'•'l Slzo(min.) Stud Spacln0 Spcc10ca11ons' SPacln) Into Framing(Inches) (Pi1) i• ' i (Inchas) (Inchos) - R.3 2 by4 2.1 0.131•Inch thank nu_s 4/1z 1.5 245 i R.3 2•4 4 24 0.131-1r.Ut shark nods 3/1a 1.5 2E0 - R 3 244.4 15 18ga slapieo.1Jto•inch 3/0 1.0 210 - • i cramt,2•Inch Ion01h R.6 2•hy4 24 0.131-k:ch shank rods 't tZ 1.5 233 - - .-. - -- R-6 2-by-4 24 0.131-Itich 61ml*nads It tz 1.5 j 25. k R-9 2.by 24 0.131•Irh shank naas 3/tZ 1 5 240 _ - _ -. - - •_-- R-12 2.by-4 24 0.131-Inch shank nods '/t; 1.5 215 - Fc SI: 1 In_h=25.4 nun,I p]f.14.0 Dan- .—_' --- '.—.---. _. _..- — -- _.. _.___-.. ... _. _. - --- • I I EDGE NAILING;AT 3 1/2"O.C, USE 42PLF ` i . - -- - -- '- f�LLOY!/ABLELAP_/�CITY.... .- - ! - .. - I 1 1 # I I 1 r • I i _' `� t 1 1 I d ,WIND BASE SHEAR At 10'SFX 1000SF11NCLUDING,DORMER FRONTAGE)` (_- ` 1 ' _-_ - a-0KI BASE;SHEAR-WITH C 4141�S IN-ROOF-DIAPHRAGM--SA —3 KIPS-E GI'I"END SHEAR-WALL ' " -'-- • 1 I ' )M1t�SIB AF VCIACL L-ENGTH O '17FTF1ROE ID D IiAS�4:3 KIP CAPPiCITY OK _ i .__. ) --3 - .i _ ; 1 i t it + ; i i 1 I 1 1 i :t 1 . 1 1 i ;SHEARWALLS PARALLEL WITH _LONG BUILDING DIRECTIONS(954SF) ` ._ I _ _"._•'_ ONE-L-gNG.Sh104,-W-L-OITMa7•••Ff-I-IAS-4.0-I(1"E�C T -AK{-ROOF-AtND-CEILING-APP•RO)i-6:4.-KIP-IN I - _- _ --- 1 i i I i I D1RPNRAGIVI)- • } • I 1 t_..I 1 I ( I• 1 :SIIIPSON HMI 4/SDS 2.5 WITH 5/0"A.B. X 1FT EMBED M N 3g85LB gAPACITY TIE DOWN OK t--I ; i } ) .1/21 AB. AT 4Ft O_IC.AT WALLS HAS 280 PLF CAPACITY OK I�'� +_ I I___ ' _ - JOB SHEET NO. 1-5 OF CALCULATED B•/ DATE 07/19/19 CHECKED BY — DATE SCALE --- r ' I I i I -_ -_ ._._. __ -_..1- ,t --.-- -F-01)14D44-T-IONS:AT$TRIP--F001'ERS _"" '" !-----;------!----1--- 1' :_--- 2'-6".WIQE, BEA)ING PRESSURE IS LESS THAN 1000PSF OK 1 ; 's i 1 - ' —`_- ..__E_O_UNDATION _'.. .. AT. DORMERS " I---( I . .'I— "-- --- --{ - ! iCA TILEVERS) POST LOAD =8909LBS - I 1 I _.---200 PSF-SQt-RE-CQl11RES4.45F-OF EARINC-AREA - --- --- -: - -- -- USE26' DI_�SONOTUBEOR 2FT SQUARE FObTING : i . ` ___ ;i i i 1 i t ---I i # 7 I i • • I t 1 I i t ' 1 ' h~ i ` • F _..._... I y f • t 31001bs per ft • I.. (j _ �___.I.. .. _ - r - - -- - '—FACTORED , - `_ ._ _.- . - ' ` ' FOR LRFD • I° 11 r'II I ':E'1 ' s:'1FP .FF / IRILI PU F1 ` - / r .SI r r•�'•r CONCRETE SIENLWALL CAPACITY_-- ,;,rrr rt. — I t ACI318L ` — _- • — _ GRAPE VAIZIN6 !, -9Rri=0:5 9Pc Ag [1=(k(Ie)>t3 h)e2J - _ - . ` 1__.. _ --_--._ -=O 00-.-8,5*30OOps1*8*12)[11 42/(32*8)^2] " • ___._ __. --- - � r�.I"�I,nE°At 4' ! _ • 04.vrtr.; — _ _ — — - 9t:-.,,,,ruin-,,:r I Inur • 102.9kips*O 97--�P9.rikipt>>3.lkips If J 15 'Y—'— ii i I I, r,i j i,'F: p! kElitiF 7.1 F_111 IPA 1__ i r r•:.s ,I 4 .•II.1I.1• + . .. •--- - _r;,I:,u�I" III'. _,�.iy; �` __I- _"soil bearing - - _ - pressure - -- . . . • " ' ' ' i I: 1900/2.5ft=760psf _i _ t i 1 I { e low i ___i ._i. : 1 , i ! v ry i -i r 1 f f I (` ; f' ! ' e i I _-_---__.__-.' -- - ". - 1 -- Project Job Ref. Section Sheet no./rev. 1 Calc.by Date Chk'd by Date App'd by Date C 5/28/2019 [ WIND LOADING (ASCE7-10) Using the components and cladding design method TEDDS calculation version 2.0.10 � p 97 ft r 51 ft Plan Elevation Building data Type of roof Gable Length of building b=97.00 ft Width of building d=51.00 ft Height to eaves H= 10.00 ft Pitch of roof ao=22.6 deg Mean height h=15.31 ft General wind load requirements t Basic wind speed V= 115.0 mph Risk category I I I Velocity pressure exponent coeff(Table 26.6-1) Kd=0.85 Exposure category(c1.26.7.3) B r Enclosure classification(c1.26.10) Enclosed buildings Internal pressure coef+ve(Table 26.11-1) GCpifi=0.18 Internal pressure coef—ve(Table 26.11-1) GCpi n=-0.18 Gust effect factor Gr=0.85 is Topography Topography factor not significant Kzt= 1.0 Velocity pressure 6 Velocity pressure coefficient(T.30.3-1) KZ=0.70 Velocity pressure qn=0.00256 x K:x Kzt x Ka x V2 x 1 psf/mph2=20.1 psf Peak velocity pressure for internal pressure Peak velocity pressure—internal(as roof press.) qi=20.14 psf Equations used in tables Net pressure p=qhx[GCp-GCpi] Components and cladding pressures-Wall(Figure 30.4-1) Component Zone Length Width Eff.area +GCp -GCp Pres(+ve) Pres(-ye) ft ft ft2 •s .s ' Project Job Ref. Section Sheet noJrev. 2 Calc.by Date Chk'd by Date App'd by Date C 5/28/2019 <10sf 4 - - 10.0 1.00 -1.10 23.8 -25.8 50sf 4 - - 50.0 0.88 -0.98 21.3 -23.3 200sf 4 - - 200.0 0.77 -0.87 19.1 -21.2 >500sf 4 - - 500.0 0.70 -0.80 17.7 -19.7 <10sf 5 - - 10.0 1.00 -1.40 23.8 -31.8 50sf 5 - - 50.0 0.88 -1.15 21.3 -26.9 200sf 5 - - 200.0 0.77 -0.94 19.1 -22.6 >500sf 5 - - 500.0 0.70 -0.80 17.7 -19.7 4 14 40.8 ft ►1 1- w Elevation of gable wall w 3 v 4 5, fH 14 86.8 ft 14-- �• Elevation of side wall +� s 86.8 ft "� � -- - �{ri _T__ 5.1ft I: 3 2 3 ] u r 1 i i m . 2 1 21 En i 5.1 ft 3 2 31 5.1 ft , 3 2 31 t- co 2 1 2 lit. 5.1 ft r: 3 2 3 - 1,� 86.8 ft *-w Plan on roof 'n July 22, 2019 Meeting to begin discussions on Ground Mounted Solar Energy Systems • History o Discussions in the past—any documents o Any existing code that might apply...e.g. accessory structures, electric power plant • Scope o Allowable districts o Residential (e.g.size, glare, position, Stormwater run off) o Commercial/farms ( e.g.location, safety, environmental, stormwater) o Roof top? (height, size, glare, safety, disposal) o Consider future of increased demand o New chapter • Going forward o Use Nyserda model as a guideline ? o Involve other stakeholders e.g. solar company ? o Consider Comprehensive plan? o Is hosting capacity an issue? 0 ______.. .. 1 NEU-VELLE 1 [ 58 2019 g i 1 1667 Lake Avenue I Building 59, Suite 101 TOWN OF OUEENURY I Rochester,New York 14615 BUILDING S t I 59 STRUCTURAL CALCULATIONS FOR STEWARTS SHOPS 347 AVIATION RD k QUEENSBURY, NY I g A i F i TABLE OF CONTENTS 1 4 PROJECT INFORMATION COVER CALCULATIONS t t i 4 Revisions Signature&Seal R I ��of NEVI YO , G. LY �P Q'1 O t: p • i AiD • � itirAt w t:4 074710 s 0 19 JULY 19 ISSUED AROFESSIONP�. I WARNING:IT IS A VIOLATION OF THE STATE EDUCATION LAW TO ALTER THIS DOCUMENT IN ANY WAY, UNLESS CONFORMING TO SECTION 7209, SUBDIVISION 2. 1 1 4 i a 1 r Y JOB --—--.._. - , SHEET NO. 1-1 OP • CALCULATED BY DATE 07/19/19 CHECKED BY : DATE [ ty SCALE I ii ` k f ! t F I I t [ I ! --t--- ' I -' tj ! ! _-.._-•-Cl EI3ISBJRYIQY- I i -- - - 1 t j- ' i i 1 t _._'. S:IN�LEsxOx}arsoo-�RAMEo _ ; _ _€_ _,_ `�I ` f 1 _�v)=1� 1e 100 i • _ - I t ._OCCUP-ANCY-CAT T-EGOF,Y-IJ- ` - - -- I -• . I 1 s ' { •I + + I- —` ' — -- - - ---s-- i--W1N9-'115MP'H-lit 99MkTE(9PPSIF f... _;__I.-._;_-.- -_ ; `. _.{ 4 . ._ It I I { ! t -- ' —d-- 1 wf A,qSD)ISNOW 6OPSF GROUN(]SNOW t ' i - i i + ill s 1 DATA —, _ - _ r , ;— FROM ATC I 1 1 LOAI EXPOSURE=0:9 — �-. . 1 i t s_ 1 i : — ;HAZARDS 1 t_._ , _ , ' SEISMLC-SITE CLAS.S_DASSJJMED_ I _'_ - —WEB SITE - { t -- :--SDS-=0-2;52g.-- -- -- - I _ _ • —I_— —1 I + ` 9D10.131g �` I I I 1 1 1 _ I i i i I — — y tROOF ANOWLOAD a4RPSr_._+ -11 I t- 1_ s I i_.. I— _ _ } + 1 3 t I ' I I 1 1 1 - 'ROO DEAO�L-OADS•;t5f1SF-(TRUSSES,;ROOF I$G;ATT9e1NSULAlON At4D-MfP)_.H _ _. I s 1 ' - - ' ' - - - - - I ; l 7_ _{_ k { —I 3_ 1__,_ F t r ? _ _—!— - . — _ I i ? i EXTI.ERIOR i3EARING WALLS _• ' 3_.._ 5 = i I r r --- __ R1jSS�EN TF INGLUb1NG-0VER HANGS 61:a0'` -{ +-_ — t t { { �1 S 1 �- 1 - r t — -' _ __ 7VALL L R=57PF"6�:�3 2=111?21Lt3 -PE 0�3T I-- ; _a { I ?._ I 1 I k 1 { I I t t # 1 it a1_v: 1762LBS/FT 1 t , t ;- — { 1 i i 1 1 I + 1„ i.„1;-- ' — ` - I FLOOR TO —r�C MPONENTIAN[5 CL D'[7JNC, WIiND 1— - ,,,, Illt . 11 _ ::not 111,1 1 j TRUSS — 9'-10 I rnt - P-RES 111jE�FOF -0SF TF IB PE1R• '.51 ltlB-;- I. —, .11-:.11 1 T -`:"" =9'- 5 1/2" STUD — 2a-,�PSFJLTIMAE 1b:a'RSF�4Sb i-- I 1 ; , (, i ! )- --_.I-__;-1r;I1 "'r�i"1, • Ir 1, —� LENGTH AT 24r, -t__. ;___i_ 111if1 1=1 �11 r O.C. = 3700LBS ' I — � i—i_ — �•.r,; I''' Carr �1 nr1 _ I PER STUD WITH ill i ; 30.2PLF 11,r11 m4. 3�I 1,..,1u, r , f • SELF WEIGHT IG s— --•—'— —'- 3 } I 1 WIND ASD — . ___ ' OF WALL 11 111 j —i ._. _ ;_..-.t ..,....— _._—'.._ II Ir tl l'11 0111 .1h1 I 1 j S I ( 1 ! "n r " 11 m 1 , , -- 1 — 1 I + I— { 1 J ire , n ill ,I + r__�.._._1_ — 1 1 r . ' .. r (1 I --_ __ 1 —_ ' —'----'-- — !!;- —•--- ` -- 1 • — . . . -- —i— } I 4 11 i 1 i , -• t r ! I ! JOB 1-2 SHEET NO. OF 07/19/19 CALCULATED BY DATE CHECKED BY DATE --•-___.�_.,_._,,..._ -------_--.Aar•.r-_-: .._.._;...__�-^-.---^--------s 1"'�r - I I t Colurnn: ,17/ 1 t ( --- Shape: 2X6 .197 a14.725 n - Shape:!A aterial: SF t —I I Length: 9.45 ft I Joint Ni Da In I i - • i. _- JJoint: 112 -i-" ` r \ LC t: DY M j i Code Check: 0,823 (herding) . I t z _- i Report Based On97Sections 1 , - -- - _ -_ ---'- 3.7 at0It '—.!_ 1 1 151 of 9.45 R ---- - —1--- - --- - - w . , k Vs h - -'- I -.151a1011 (- 1 I — '-- - I i = - - t .357 al 4 k 72511 - ;�1 t • r ' I - T - •h+ ;n. Myk-If - - _-. rE it Ms - • •I,ft t t • I I -lt- -3 7. i - I ._L - _— 567 at 4.725 R - - r .448 al 0 n t 1l ksi __ t... ..'i_— • -- t—Il_I_ll • -' --, - fa Rai , I '- -- s--* rrAIL k 'sf -.587at4.725n - - - ` i AWC ND$-d5:ASD Code Check I - Max Bendng Check 0,023 Max Shear Check O.O5B(y) 1 _1 ±_ t -1 —� i i ( ' __ Location 4,72511 Location 9.45It _t—L-_.__-._ I -_. I `; Equation 3.93 lJaz Dell Ratio U575 i r • • t, t ( i 1 �' CD 1.5 RB 5.416 CL .995 ! t i Cr 1.15 Chu 1.15 CP ,391 { . �� (Ysi) Cm CI CF v-y z-z 1__ t 1 tt Fc' J176 1 I 1 1 Lb lit 9.45ft t i ( I I • I ,fix 2.1� --I i f Fr .96 1 1 1 ;etc! 8 20.618 Fb1' 1.01 Fb2' 2.116 1 1 1 1 1 1 Sway tic, No - _- _! —;- I 1• Le-Bending Top 1 ft I P1 1 .28 0J 1 ; Le-Bending Sot lit i i I I 1 l 2x6 WALLS STUD, SPF, DI`OR SP N0.2 OR'BETTER, Sr) SHOWN 1 W LL STUD HEADERS WITH 1850LBS PR FOOT I I I I I ^_i- MAXI�IUN1:SP_AN 1.OFT9$50.1.t3 ND P SZ1.OAD _'. 1__ I __NON POINT _ 1--*--.-----,-(3): 1 ( i , l i LOADED i-!_._i _ - .PL-'1j-91.716".L-V1-MAXIMki1M kAfiAC lTY 8S9PEPx3-QL-YP2490PI.f QK-,---i- - - --#-I I 1- -----;--- 12650Fb-1.9E USE(3)2Ix6 MIN EAOH gNDi>15)*IP CAPACITY OK I i I - ( I - 1-S-4.SICANTIL,EN/F.13_ I�SAT1?O14MEI3S f-__-I I - -` ' I I. --i- ,---• 1-'I'UFjjT-S,PAN WITH-12U0LBS1'ER FOOT MA)AT LAk('�'�7,-DQRM R;(3)"PLY 1`1 i8 L/L WITH-2490-LB/FT i ] 1 i i I -_1 1 I CAPACTI 1 OK I I— ' I. ...1-i-, ! t 1 t i ' ~ + JOB SHEET NO, 1'3 OF O7/18dy CALCULATED 8q �TE: CHECKED BY DATE ouLs .-AFT 6FI 4 1, ------------- Pc V - - �=^ - ' t. 2 �K���U77 4,1_1 -^^-- / ^"°° / | . /> = - -- --'-- -- � | "�" ��. 0m0m�w�U00mU u�x�DU � ^ _� -- � __ � ;. JOB SHEET NO. 1-4 OF 07/19/19 CALCULATED BY DATE CHECKED BY DATE SCALE 1 } I 1 LI I 1 I ! j 3 ++ f . { i 1 I 1 p I I i I I I • SEISMIC BAS SFIEAR/E UI / LATERAL FORC ) ' ' 1. I1I-.-� 1 ' _-- -- 1 I I t.. BIJJI.DING'V�I IGHT=S1F--`75;F�-*1a.5PSF+9P-SF--(-20%$NOW})--25KlP-S-E)T:.VyALI.S=1.35KIF2S;•----; • t. ;-ft 6 S WQOD PANEL SH1=Aft'WAtL-S { - I-__. } 1 I SHEAR WALLS AS ;___ i I � ) 1 CqSds/(R*Iej=0.252/(6.5"1.00)=0, 39 ;DETAILED PROVIDE ` I , 1 • • ----,--._- -.__ =CAPACITY GREATER _-- ---{ __ ... I V 'ase�Cs =0.039*135=5.4KUPS i 1 i I - -----.----1-----I.___)__--'-- . .._ _.. y-_--i__----- THAN NEEDED FOR � ; , • I 1 1 I i 1 1 _!SEISMIC IN BOTH 1 1 1 I i i I I 1D.IRECTIO_ NS OK aj 1 -. ENGINEERED METHOD(SHEARWALL PANELS) --!-:---f-- !" ...1 ._.1 ___' • -- TABLE 2-FASTENING REQUIREMENTS AND ALLOWABLE SHEAR CAPACITY FOR LP SYSTEM'RSHEATHING WITH FRAMING -•- `- ---- ;--- -.4 OF DOUGLAS FIR.LARCH'FOR WIND OR SEISMIC LOADING UNDER THE 2016,2012 AND 2005IBC i -_..1 I i -_ R. FRAMING FASTENING REQUIREMENT ALLOWABLE ' I- •-`-+_- ---1-`- SHEATHING Maximum EdgelFloId SHEAR # 1 1 • • t I , TYPE' NominalSlud Factonor MinimumPonmretlon CAPACITY - --•-I- ----I-----: -- -4---- i,,,,,,:,..1 Sin(min.) Stud ch::) Specifications' SpadnD Into Framing(Inches) (pit) ( 1 (Inches) (Inchs) i I I i R.3 2-by4 24 0.131•1nth:hank nnn I12 1.5 245 -_--t I ••._._.. - I 1 P.-3 2.by-4 24 0.131-Inch shank netts '112 1.5 280 i p t i i - R 3 2-by.4 15 16ga staples.rho-inch 'yo 1.0 210 crvan.2.Inch length __ R.6 2.by-4 24 0.131-Ir:th shank ands 4112 1.5 237 ( -' -- - - - --- •-- --- I I R.+; 2.by-4 24 0.131-Inch&hankna0c 3/12 1.5 255 #_-,i_._J-.. _.._ ._._.._.., t_._ R.9 2•by.4 24 0.131•Inch shank na.8s 3/12 1.5 240 I - _-_'-'! • - 1 � 1 I I,t R.12 24ey 4 24 0.131-Inds shank nada 3112 1.5 215 - - 1 ` i 1 ._ ---- - - --Fcr91: 1lnch=2S.4met,lptl=14.8NAn i , ,-- --1--- . j ; ( 1 1 EDGE NAILING,AT 3 1/2"O.C. USE 42PLF` 1 t 1 t t'; i 1 i 1 ALLOWARI r(APACJTY- I �'I - - _ _ 1 - i i 1 -I - t � i ( t I I 1 , 1 1 I l i - j__i._ 1_ t 1__. _1_ _1. , 1.-. 1.'-. . I __.'___1__�-I_ I 1 1.__. 4 1__,_ .. _ 1 r -) I 1 1 _'-1-1__1 I ' -;WIN1D BAST SHEAR AT 10PSF_X 1000SF(INCLUDING DORMER ROI�ITAIGE,'__(` i •1 _I ; t ; 1 _ •!=a•0KIPS-BASE{1SHEAR,WITH:4-KI-P-S;IN-R-OBF-DIA AGM;Sr4 -3..KIPS-E�4GH-END-SHEAR-WALL ' - • I1 • { III ( ' _ I 11li •-- Mt -SHPAF -WALL-I EN•GTH QF17FTTjROyIDFD•HAS 4:3 KIP CAPACITY OK 1--'--1• ---r�•�1---'--1 - 1 I � t 1 , j 1 1 t- , 1 1 1 1 1 ! • 1 1 1 I - s 1 1 11 1 1 1 i.. - •----• --_... ,... I I I ( 1 I i I 1 1 1 1 1 I 1� ISHEARIWALLS PAIRALIELIWI 'H L6N6 BIiIILDIING DIRECTIONS (954EF) 1 I I I t • :ONE-LONG SH d=WA'L-L-OR--I FT-HAS-4-3• -K-I CAPACIT-(-0OK-(-ROOF'-AND-GEIL-ING-ARP#�O)c-6:4;-KIP-IN•1 - -- ---• I• _I 1 - ID1A•PF AGr---1-}- ± -± 1- - - -- 1- � I 1 1 ' t r I ( I 1 ; SIIVIPS©N IIDU'4/SDS 2.51�VITH 5/0"A.B.)C'I FT EMBED MIN 3g85LB gAPACITYTIE IlOWN OK 1 I i 1 1/24 AB.AT 4Ft O.IC.AT WALLS HAS 260 PLF"CAPACITY'OK 1 ► I , ; - i-1_ `' . _ .., • JOB • , • SHEET NO. 1-5 OF • ,4-rE 07/19/19 CALCULATED BY 0 CHECKED BY DATE SCALE i I • 1 : . I : . I I 4 i I 1 : t t I I '. i , . I 1 t 1 t 1,,L t - t - i , ,. I 1 1 I 1 t i I 1 : 1 t I • —t-----.----POLINDFIONS.-ATST-91-1:1-FOOTE9S— I •1...611i wupE, BEA):21NO PRESSURE 1$LE$S+Fmk 10001:5SF PK I- i. --I---- 1----1--)----1 i 1 : ! t t , .__ ____•___ , I • it I f , , , t ; i . itl ! : 1 ! . 1 i _1_ 1 i , tau Nafsno_tg...;__;AT1 , DORMER$,_ _0,110RT.1._____1_ ,___' _. ..... ' ___t____I__1_.__,• .. .j...__!... _ —--...,— t I 1 I 1 i i i AtimvEs);PosT[Log)=p900LB 1 1 1 , --;----,----,2000iPSF-SOtL-RE-QUIRg$1.-45SF-9R- EARING-A13EAr.---i•'- --- ."----1.----1. . ,---i . -l'—;-----•---; ,-- i '-- , t: 1.1SE 261 DIA. SONbTU BE R 2pT sQu6R0FobTING 1..._.• !....._i___.i...__'I 1 ; I ; 1,-- I , I .! t 1 1 • i 1 1 i t , t ; 1 1 i • I 1. i i f 1 i i i 1 i I . I i t ; ____I i _1 _ . - eitii •• : i , I , • , i --, t I I —: ; 1 ! i I i f i { I i • : : i 1-.......•..., - • • : I 1 i f ! , , 1 i I . . . . I I I i i 1 i i i I I I I il T i , I 1 1 1 I , . I t 1 1 , — I , - - t 1 : l i I i t 1 ! • f 4 I I 1 1 1 1 1 I I I 1 i , : 1 1 ! I ; ! r 1 : , —I- -1-1. 1- i. -i -i 3100Ibs per ft . • . i , i , , , . i. ,_._ i i . •. i 1 _ I____ ,........_, 1 i •--,------1--- -,---- ---.-'. ---:—i—FACTORED . , 1 r : ' - r i •. , ; 1 • I i 1 I i ! FOR LRFD ___ .... . . . ___ i '• 1 ' ' 1 i i i i • i "i 1-• •II.ir...t, • • , • ' ii. : i il 1 I ; I i 1 ; I ; t t / 1.011.Alt,Fl 1 / i .F.1 NI to!,11 , ' dONCRELIE:STEM WALL CAPA.O.J.D__ , TFT ma rt.7 ,, i , lAci318 1 I f , -ri --."----"--*'"-- I I i, i 1 ' I ' 1 I I l • 1 1 \ 6RAIJE VAPILsb 4 1--03n=0:5qcf-c*A-g-[1-(-41043241)12] ----!--1,---,--- -----1-- I t • i f I ! i i I le,PI 1.1A 1-'Al 4' I I — •-•*--. -40-.5ttaqS*39001:[81*T•121[17:42/Pr8)1/421 1 ; ._ , . 1 1 . • --410219ki0s*0 9749.Elkip9>> 3.1kips 1 1 1.lP CA51-111 Fl ACF ---•" I'.I 11111 --I-- ------; ;-`11:.:1-1.1E I COrtAll...:11 1.l.I '• 1 • : • I I WI I , i 5 _. ---05 PeLiAls!(IF ___; . ; ! ; 1 I ; 1 1 i I - .__!......... - I t.(11(..F1:11:I 00111r,- poRa -.. V t , i I i I 1 1 i 1 i 11'111,ITI,AP -11'•I43A14 I I 1 . I I i e i i 1 ! 1 1 I I- 4;111:JAI_____1_ I ......1....„..t..____1____,.__I It 1__J __.i.._ ...,_______r_ -4---- -,-- --- ----- 1 , r-:Ith•A I 1 1 ' 1 t- 1 . I 'II 111:: I I , .___,___ —•___ .- •1 / 1 i 1 .1-APAItl. n 1, , ../•et /- ---, soil bearing I- 1.----,-- I ' ; ..1.—;_ ' f i —•——_I-._ - -- - pressure -- , 1 I i i ! 1, i ! 1 1 i . , : 1 1 1 1900/2.5ft=760psf .1,_i___I__ _ „1 1 1 t _____._ ..___ _ ____i... ___,..______I___ ____.:____,_ t Very 10W 1 1 I 1 ! 1 1 : •• i t 1, • . I . 1 1 , ' 1 1 • I 1 I : 1 : , , I i i i 1 ; ; I I 1 1 I I 1 I: i , . : , • 1 1 : i . I i 1 i 1 . 1 1i! 1 : I 1 • i i 1 I f i ! I } 1 i 1 . : .--.- -- --..-- —. .. . --.... i i i I -f-----t—I i I 1 1 ; I : I . . i 1 ; : : 1 ; I I 1 . t t t . . • I I 1 _. ...._-- : f • i i i 1 1 ' i i ! I . i . : ! f I i I 1 i 1 I 1 I i• 1 i i i ! t 1 i ' . Project Job Ref. Section Sheet no./rev. Calc.by Date Chk'd by Date App'd by Date C 5/28/2019 WIND LOADING(ASCE7-10) Using the components and cladding design method TEDDS calculation version 2.0.10 n T I 44 97 ft ►I r 51 ft Plan Elevation Building data Type of roof Gable Length of building b=97.00 ft Width of building d=51.00 ft Height to eaves H=10.00 ft Pitch of roof ao=22.6 deg Mean height h=15.31 ft General wind load requirements Basic wind speed V=115.0 mph Risk category II Velocity pressure exponent coeff(Table 26.6-1) Kd=0.85 Exposure category(c1.26.7.3) B Enclosure classification(c1.26.10) Enclosed buildings Internal pressure coef+ve(Table 26.11-1) GCpi,=0.18 Internal pressure coef—ve(Table 26.11-1) GCpi n=-0.18 Gust effect factor Gt=0.85 Topography Topography factor not significant Kzt= 1.0 Velocity pressure Velocity pressure coefficient(T.30.3-1) KZ=0.70 Velocity pressure qh=0.00256 x Kzx Kztx Kd x V2 x 1psf/mph2=20.1 psf Peak velocity pressure for internal pressure Peak velocity pressure—internal(as roof press.) qi=20.14 psf Equations used in tables Net pressure p=qh x[GCp-GCpi] Components and cladding pressures-Wall(Figure 30.4-1) Component Zone Length Width Eff.area +GCp -GCp Pres(+ve) Pres eve) (ft) (ft) (ft2) (psf) (psf) 4 Project Job Ref. Section Sheet no./rev. 2 Cale.by Date Chk'd by Date App'd by Date C 5/28/2019 <10sf 4 - - 10.0 1.00 -1.10 23.8 -25.8 50sf 4 - - 50.0 0.88 -0.98 21.3 -23.3 200sf 4 - - 200.0 0.77 -0.87 19.1 -21.2 >500sf 4 - - 500.0 0.70 -0.80 17.7 -19.7 <10sf 5 - - 10.0 1.00 -1.40 23.8 -31.8 50sf 5 - - 50.0 0.88 -1.15 21.3 -26.9 200sf 5 - - 200.0 0.77 -0.94 19.1 -22.6 >500sf 5 - - 500.0 0.70 -0.80 17.7 -19.7 i-I --oi --40.8 ft ►l F- w Elevation of gable wall w 5 4 5 -- 1 14 86.8 ft ►{ 14- «• Elevation of side wall iri 73 If - 86.8ft -0 5.1 ft 1: 3 2 3 ri 2 1 2 Lri 5.1 ft k 3 2 3 5.1 ft 3 2 31 --IV 1- li n 2 1 2 5.1 ft F: 3 2 3] •÷11:1 11- 86.8 ft el Plan on roof t is