Loading...
HomeMy WebLinkAboutUtility ShedAIA'A MR ARTrofA. SLAM T_ - _I-- L_ --- I T -Y --5 H --E - D - P - - L-- -A --N S - - -- - - --- - U- - - S T A T E O F F L O R I D A ( 1 7 0 M P H) W I N D S L LLraaT_1a�Ermiaoe�KreE(m_umn■ewLim amaxuvwlltaE 3 �meru>aa�i_m•mu®n a Klam,ueL■iwiErvlr_wrraRumLl�,ug r �E�ail`Hm®IrO e_ItI LCah rllflE9 ERLL WtA® L ftm i _aEK a 8o wlrama@w �LL aQL BI aQ>d MEMO.m1m0r�lnm aas,tircm= COMM a a1®R_amwlfi'wEmrmvaaEr®Rim nmo l KR]®{Imi K■1®■HHrTR1vRFmrerO if _[® amor mLuu w a n LL�n�rmowa�w■aaco w„oa®®rrlE_rrm m.r® 1,.rmrL �■_rfEEa_LLa_■®aLLEaeLI(■Fgalarr a Ata3mara1�0_LraE�Em,L_4VUMWAo aRR reoaa A � r mMm KI ®1aJ16'K � flt n ®oaL o» a rm uK3 Darr raW _twain prel m wry axMr3e m a awOiL°m ai � lw l6 ump=Aoawavrrt■E 4 b®m Nlpwi®rltl�m®t>mL aRl®r4L m sear rumx®oe vu■avEam a 1Eoaw®iv ea®®eEr�■HLam m xo,lma euEoo•ela trESLLoe_arm m K Yl�rO�E��_Rm wm_ allerrEH a o 1m a®m,w aena mram a aaa 10 xc ao was rL a H DO _ M®ral Im 1�®K ®m Ipl ae CVQ rL Ual1 aK O��rlr®L[A �6KR�li�OQ VDi O1lIiO mO a ®s_mra Kars lE®mrtnu._wu■vrurw ,rm■r as orw ®a _ aar R emir omrm a avmLLttw 6®w am[_e®LEa®a_lvaavm• m a rm rr� aatu mLmi aEr m aoz w o®aiEau ®rav�lnowd�v_m mina Sma MLw EIS a rmm r v amw non lu ®iw w E remain r rril r_ lrao ■ K wLoxrramuoxaam_re aaaaamaKaa� l wA mKOr96111�1 oatotlLl _ lmR®� r®mw� v V e� trm nn_n 1mr®onolLrr3 • rms a.maowav■ mww®rmmmaw aK_w ■z®nlwmtrarare wor IIIllmr�■KD•urwwLoc l mm6ml miAirl nm aw66aErBeR rnw�mrw Ml0_1R Ilm Yt)O1m Err as ri®ww®maRlmN K _®twrE 4a mw<Imwftm id®-YRraK60.1 11�rd aum-uwr®Iu®r.0 tl{ICm Er a _00m®®mrE ai®�4aammLLA■®aHwm m L>Qmd IDm ew LtOf rm,mi K m �!Q E ■R ■ o1a w rr■_ raw rml m Krr a �wmsz arm u ■1vLa� limn ■ rorora®,itEamam nr rmr■K®®ra rr x�R_®mxcr®o®e®m, min t• ws ■ ®■ L uul sEe w rar w mr,ort mo.t■et wain t®wea raurmlo ®p ®®�raa s R lwrne _,m u■aavtwx rm vv _ Rao ra wE imrw fal moot rsauwluaa noa E®uc rrmm ml+®Loom L Kea1R WKa19RR_1FY lea L M3�_arR ®DRrrmf�. L 4,r®_®®aLLKaa®fiovu9�.®�alcaa ti®f N61rE m lr1 a) IwROQSL Ir[1 �V LL®1mm nEmnbafa[aloaruE _LNalw®J_BwR[M_aRRL RIr,r lew PO.RTABLt BUILDINGS WIND CHART tine 1 rw..n wa.ae a.ln T-.«aa t+.t .mr..w«I fe riw wr mr. tv.i n q, NY 3. 'tlwa 1.terpl.t/m M Imbaa4 1 wb r. 3 1 r r. win l 1 Ym t.4.le..tb 1 t aWll tF. lint dr .i..m 4 twt i.ao t d LaP. -oo.e rrmmnW, .r..wtl.l,rr —1-. .e.11 L..xsiW':Itr wbui Nr rani• 'S. mlr.F�4-t.trtsOb�.mliwmiW.lY. (owll �ltta w.pW/wlml /. SO.1-a.- i •.0..eDln. 30 2.20 140 15 260 _ FIGURE 16093(4) ULTIMATE DESIGN WIND SPEEDS, VoIT• FOR RISK CATEGORY I BUILDINGS AND OTHER STRUCTURES 2221.9mm 1. avvom Amin L mz� 3. Eo DIMM e • r¢11�=� my 6 Dan E 01 slow on= L am m Rmr 10 RII i. Q0■m L Rm ®I IIE Lou : RT Rmv emas 4M • ■1E Mel Be M A Ps mw ma wo lem i Ri ,L ML WDmm 3F9 1L a®■mam4 m a■=o9PNa/- M nKE 1 1FH ww aE rro 0 1L E N19R b' 1. 1 IalM 1a cmm f Amom w w / ilt�EmE9Wl� ® mLm�i'ir acts SHEET NUMBER 2OLM C-1 COVER SHEET C-2 FASTENING ANGLE / WIND A-t FRAMING PUNS k DETAILS A-2 DETAILS / SHFARWNL CKW A-3 TYPICAL DETAILS A-4 OPDONAL PORCH DETAILS Vbd k. psi m8m:�.em..ba..ab m. epmimme/R. smbbRsib m.�slxdLramremne emmua.b 0 Tioc va owo.n.r. uoury en.warmcb:l itr. emnp Ert N111S0 IMnIMm.ni,m(wa R.n0. Uffitr-D Rav u..In.¢,a.m ♦ycm.mmmo,moon Wctru1 mla,6MP 3082 NE 24TH MEET OCAU FL 34470 UDLRY SHED corm s1EEr a atErvA trolls DON VAN GERYE. P.E. VM" STRIMM DAAW Le— mm sm n" ALTERNATE DESIGN SOLUTIONS EA EM SINUm RI17 m im PREMIER PORTABLE BUILDINGS 317 EASE STATE LAB ROAD S9NH FULTNA TN 300 RIVOU'R 1NEM19pGSLIS C-1 OWL Z-0 LSZ3CnROMM � NM HAN an Ni am )SYL Lit SOMMIM 3 WMW MM38d b7! mis+aw Si�6� 81R� w � 19`�Im�IrW Si�OWII� N919� 31YHH311tl 0WO TtNN]NN)S L 79M Td 'MO WA NOG OIQim ON®/ 3IIIO31[6 ON3tmSY! 03HS wm::.:] OLW'U vw J33l HIM 3N ZBOC aim vm-vwu vea LIO)6 YORIOId Vim htl49 rr° W W> tl amewa*rarr+eer re 9Lt avtm4� armwl4v.0 am. mtacnno+m� M•4°v eo'tl..v'uv 4m:uv.ama° 0I v�adq&S�pW-071WMtl w4n �w7P.41+414w1! +r+ i 7 d 4+vc M n+r • o vino r a3 C WVvvhYnt P(°me.TM .'A9w+rAa � w®W 4m �-1=1I Z zvtpwey P.hu 'sd SeN005 TOIONddN AO3 Y3N �I O N MOOS3lWJ °11 3LTM-[ 3'Jla ri Tn6 amaN rn- TL110 13 sm31v +� 1.�.� WHOM ONINIM ICRU3313 i Lu3unY�ow�amNraNar�iry San 9n 3e4x a°ns v9�. 3e rn%ae'mn'�'rn- elan tl3,uo m aau+d •9aaer9 i°e atl3Y�ia e°'WL.NMIM°3W39 yxa+tlp °. NMLLtl3�xM W °3D99tl01Y4 W ffibd DNasglN 5313r°'la PYm337 16v 9NNatw 1• tI3eN39 �i41YId0Ou��dYYYL�i tl3C SV �3iw fti3itriM wSl13 a3wn �� 33b3.9nT r--' ------ I r (� I I I •° I N. 3>bno9 s0Yc1®3aflaJtmlyLJommtall • GlS{9ti2)'NN ON amainaadLB aaaxaJ'®DN Jaxms9xatmllaa minx®aMJtomay�J mr�al . � IYN OFDmmc 11 Im % �a3t16Dw D.hJta'x 9./LJmlSta@la®Y/mfwl6md 1 alflL 3M 21 ON1ND watin atNw4TYIlaamo ll uxt almaoaa[3®a3�xx(Llt3np/xw9maafaNmamd T U111g 1w mmW �7M OR=3/Q 11 M St PEMM ammm 11 xo tom al x a or l®m s fON Jt a taws am�a.Nima to YtamtmaYdl®al YtLs®doom J.aO a•¢tasagmm 3 oea �OfibTy / SliO w m4/ .9O S SIYN � Asawa ( {{OQ mm-mm sIR'Ll ams p d xmlYt®OxONYaI®tYt aloe mat 7Mh[xsma� S pe iSil !p .Y � �f dv1 dO Ot.iT auaavmflw6a�3gmuDyvJa®n®avhJ mwalII�1 • l Ol . W�M➢(i11,MOOl96 a Lmtvan wJomwO ao o faNAV w{RRRvl atsa�ro°m 3 �[ SSR (w.% NOm OT8IW) "wuOOa 3qE tom a imm lmmpm Ntla m03u .i. Ol JA tlnu x LtmrtFwtROTu- b a3� • fC iD a111 Uttu x LnaNiN;mtg1- w) ara ®m w t®o a1 (0wa at Mmwmn -NOOun awwabImamom90txoaoe lxdmala tin rota 2919 fl ,L NO UM) Wdm nM m di SI!• lBN �GmaYm min �I a1AITRa ®Olwl L 10 w{lp.1B' JlaDta alW mltaaJ+®omra�aR a®!v/.J soma mr \ IA rO .COL .�{t (t6tlNdi 0�901J1i' 6 ®lviw mA9im ox ■mmuta3txaao®• im 9l.T0 10 Slly x TM awm 7mix6 Mal 3mm aw S13wd TNWILTIM Wall7l ra sm aw A IIO9fam3a 3MI 3w10NpQVlD °NVL113N°dmco CI9'bU9l §tlflOti ia-Ml1-14 JWAfM r (°5v> Q > °L) look! olgeD U 5; ©) logj algeE) 4 I LI •' t--) i 9 OSa7 4•. 1 s O/ O i 'M 3M SRN .low - 4 )SD' axe m LW SL (ZNlvm wm WI - [ om 3M 4lS-c MW HM D Ow MI ON 3Jm SIYN ,SITPLS - C (A,,") W.IQ POL- L Si" du TIM M o33mlAs room s do<. TYN 3aVL dL 0 53Nv5 3RO 1/.[ 9ro .0 . sRti ,lcnau oJ° R • Usi' 3LY) WL ° .01 5mmiS S0,1 ° .91 0 pol S= kUM d K= itRC19 TlN-3al Liav M o m pa- s Ous m sm gollc m m Din ODN /. Al (PLRM wow pot- 0 Tim M )m o MMMMM TL S31d11S 3M tI .0 - C 7M13N3 RT- T SDZM0M aw Shl %3" du v1 XWat Z SUM 3M M S - C 3YU dS OL TONOL SRN .lON - [ MMM No SM N33NIE OOOOB'e KrhMS 3M K S - LI 3XW dNi SRN .l[lvtit - L{ (,LBIv XONIW WI- B Siww dm Mw 7 fi . sodas 30A n s 111133a 7NJml o FI0 m,1f1'OLS ° .1 0 (.RIv Wl 0 MM 30G % S 7M13711 '/° A • S1M .lt vY.f SaLLS 3EIW -L cglws °rodL. 9 Wl MIM3M4IS-f iM am SRN ,lflloLS - f 3WH 31F M GUS 7 W3M S31MS 3M ►1 S-C 5�N it/A - f (IC/v;iQJ"- Y MM 3aM 4lS-t 'MI as S1M .ITIVSf-f aM M3WH duT °10s109IM3Q1ls-t ImTMamm SMW TAR aim o o SI 0 SRN .11110.f - 4 0 0NOOe M Mr Ol WU 3ZIS T oro it 0 s3tms 30A 1l S 7M Dd TNJLLL /° Y 0 s1lN .l[ITSC aaooe >A LSAT at 3ald 31m S SlIM 310+I S-L ati HM TAI-M SRN ,ISIA - Z M 01 OPIM Z (LC11Y,iPJ 1♦QA� - Z TOF301 SRN .LC1v�S - [f Min w TE 01 LSD''l (lilWjf) ILINI00 W - Imam- - - -- -- __ NMMNOd-- _ 11 "-2- 12'-0-, 14'-0- do ii16'-0� WIDE FLOOR FRAMING PLAN k, DDu: VMW mo msu �p ` ®mac omn.sm.la t @ A0>n OmL Mft r-V a EEODDDtEmwEl.�fff y. a LL..m y�n®Dn DD. rf 40II� 4DINE l EssLEl.ltr/1� 1 �f M,E IlJf 1ELL m. w.ft D0[m I�®. ®19:ZELE �L DO)J L pF..D➢D E ■ t1Y mll! E ♦�A � � DLLIBEND ■.E)Fi 1B IQDDDDO.DII OI.EiA-Y ®®a>a s FLOOR DECK PLAN A-1 —,K-- Y-0 6'-0' WIDE w DOOR / ENDWALL MATION !FI Du, 10'-0' WIDE 10'-0' WIDE w WINDOW 10'-0' WIDE w// DOOR ,.ENOWALL ELEVATION r+ ENDWALL ELEVA ON it ENDWALL ELEVARON �1 -.r 1/M•4 �+ Dlpfi ,/�� �, D00: N4 HIM 11111111 HIM Lllil!�I�!1!11 I111!III:IIII 10'—O' WIDE wl DOOR 11'-2' WIDE ,s ENDWALL EIBA ON 7. ENDWALL ELEVATION 1111111111111111111111 Mt —VM•r IF, DD.e,/f— , s3 urx v.N Aa i f Bid /';'\SIDEWALL ELEVATION A-, rue VM•a a ROOF FRAMING PLAN M+ —Wad JI_ v IIIII��III II.�I 1 111' 1 111' 1 111'1 1111'11�I11!III JIIi��lllllh III���IIIII 12'-0' WIDE w WINDOW 12'-0' WIDE w DOOR 12'-0' WIDE w/ DOOR +1 ENDWALL ELEVA ON m ENDWALL ELEVA ON z, ENDWALL ELEVATION �+ L.E VM1Y•P �+ V— AM Rffi APPIMA SUXM psi M aibr®emnborrwral lM wa1R�.@. plm.sem yFtww rmyaN.,a.a�ywr..waamm coon *rw: vs 000u.aar uup Fin R.B 9 10 VM0 VNadr 1m (Wry R.nR UBNr•211 Flaw Ws lnM 11I. ft.d O..SW Q%1 ruonNa ou..sry DBA FLORA-BAW1 Ln 31M NE 24TH SRiEfT FRaw., UM SHED FUM Umc FFAMM rlua a ryas DON VAN MY, P.F- SFEVM STA CRIM DMEM 8 AUERNGiE DESIGN SOLUf IUNS f/Ul OXIMM sBMU MAW M& PREMIER PMAM BUILDINGS 317 FAST SALE ENE RM MM RLMK TN SIM RNRJ#'lif®UTA+GSIb A-1 3.16 m fill!►��1�I1111 1�1111 ■fl'I�11 o°I off, III■�111 III-11■11■IL■II�11 14'-0' WIDE w DOOR 14'-0' WIDE w/ DOOR 4 ENDWALL LE A ON a ENDWALL ELEVATION A-2 sat ,/M•4 1F2 0e � ra u• ,r x v ,r ra ,r ,r 16'-0' WIDE w( WINDOW e ENDWALL ELEVA ON 2 is sma V.a 161-0' WIDE w DOOR 16'-0' WIDE w// DOOR 16'-0' WIDE w/ DOOR ENDWALL ELEVATION a ENDWALL ELEVATION a ENDWALL ELEVATION M2 -Ve-ra Ir2 nae -- �2 — Vr-r m SECTION A-2 ann ,p•-rr I�� a�la.aivE t mom—[r��m®err ara.ay. ells�mgz:, SHEMALL CM _ BUILDING ME OPENING WIDTHS IN MAX LERGTH OF BUILDING ENDWALL 1w T1-11' iC lP stwawE.. AOWIIY OVER woo r-0• X- r ru 2c-r W-r 2f-r Y—r Hm W-r w-r r-e tt'-Y 3r—r 3r-r rd. 2r-r r v 2D r r-0 ,r_r r� 3r-r r-0 m o ,r-T 24b 14'-0• S-w wx W-r Wd W-r rd 39-r r� 2W-e lr_r r-r W[ Wd Wd W-w r-0• r-r L �W r�1�. AR7,Ya�LL1'�ilYmmr �rmOm rB. a Iroaxaaaa. aoaal,uE®axaw aulmrna maaamM aaEmx®e$va auoaanuasErau® mama r�a,eaaeEtaa.avrauE,al• W 6 a�vmm a a7.a.�rNar°rmmr®J. a"�aa aau wn�amao ,m Er ■7r mu a. m en) alaer a au vmise Ip rml.av a4auaimPr) � ro CORNER ,) CONNECTION DETAIL u WALL TO RIM JOIST A-2 sae,-,/n,'-r A-2 m,c ,-,A'•,4 on rmraE u SIDEWALL FRAMING Nry�� IOI r9 A ma raraE m6 r V TIE a o,ro w i aax. n rtr am,®y►n loam x a.ao aami a Op A ■ Iaml.nx � ■aaaEa.vx®la.acaax ®lEl la {IIarl le ,s TOP PLATE SPLICE DETAIL ,a SPLICE CONNECTION DETAIL A-2 roc 1-,/r-r A-p alc ,-1 :rc 12 SKID TO JOIST DETAIL i�ar loner e,lm r,.aa ImE aia® 4IR� IR a effma omta,vu,Eor err ®awaEr. EYId AREA FM APPWK SUM psi ewr�n. .)n.r.ryrm,w e a o ptr, m. a wm ro e me.. N W re m cola r,c. wa amo.Mr uae. Ma�.a Fbwct FW neN0E6 YAl.. wma wmmr 1m ham flan R Unp)-i0 Flan u.. �.a 12�pr now..nom..olnlaml 7.• UMUi SUED DON VAN GERVE, P.E. SMUY SIRIVUX D WF)A uTEmwTE DE�cn so�w>wr�u aae''asimw MAltlllm6mr NW FliDW RR PREMIER PORTABLE BUUINNGS 717 FAST SWE LNE RMD SWIM MA IN 3m YYYMPREIIERW@.DIWSLIS A-2 OPTIONAL BLDG. SKID (2)ISOMETRIC DETAIL AJ —— BLDG. SKID i ISOMETRIC DETAIL rn�n, Rrui i¢ yy.. i Rlr®CWLIO1LLRErgR Rm a•>B llff m WINDOW DOOR s HEADER DETAIL a HEADER DETAIL DOUBLE TRUSS DETAIL 0 0 r, vx Iq.eel.7 orw m maxim WINDOW q SILL DETAIL WINDOW HEADER +g WITHOUT STRAP DETAIL A-0 — TOP T 3 CON EMON DETAIL — I-, — 1f Pia E reaE DOOR DOOR 7 HEADER DETAIL a HEADER DETAIL L a,onu.emp�I..q,uw .arm R.o•,Ee 1 81�w Rmi rlLL® R ®ql N>QI. ENDWALL ++ HEADER DETAIL ,: HEADER DETAIL +3 METAAL ROOFING SCREW PATTTRN A 3 .r. , psi maeR®.mm»ae,.,Q,ma. epe6mma/,.etn a/Flarlm woyzm.d.tllOea..b..4p,ev,laa Cunt Tppi VB OcapercT UH@/ Fin Fmna Ert VhpFa vnmvxemF,rorv.�o RenR Ugtlp-1a Fbm lh, IneP.,]Spa Mmaatle.OID,gal1 aanaaom.sWr 3M NE 24TH MFa7 OMA FL 34470 unm SHED mxri DMS DON VAN GMVE, RE SPDClw SRNI.RFX DMEER ALTMUTEDESIDNSDumoeS er.�mi aawwSmwmmmk PRDM PORMB E BURDNGS 317 FAST SORE ENE READ SWM FMMK IN 3M7 wwSRaffivaMmus A-3 I wm—.l W- Rflm pfmpr/(!D� 6tivm � ffi �Melwm— M -'t—,"\_FLOOR FRAMING_ I raamraaiaa�maaaaaaaarmaaaaa �� �I ... OPTIONAL PORCH s SECTION DETAIL ..{ 0L FV— ri QFLOOR FRAMING PLAN k.p - f - n ra! J�w w as Y!i f®1 rtof®pv� PORCH TOP PLATE DETAIL w fa ea asEe rrs�ol;ta��frr. � JpLr IR91¢iD V1® rv®flr� euaYrpm®u _ �,//mm ! Hpv pp r�p4 rY�fiDO Ja tl�a •p1 A41L •m YR® 7 _POST TO RIM JOIST DETAIL kp o1e Ft 4 FM AMW wars kftd* psi lDD tld®dddbo,wbM bp��.be/Mf1vmNlkrM, lbn,pdfm,JDIR®apldd � epwum Gn6 Tryr VB UevDMcf UIOB/ Monp fbm 1 M Ptlnp EIG NDvr:p YMp Vrb L!. to (Ntlp Rrn4UBItlr�A Ap IDr lnrtfM /�pgela.. fl11Q�41 FINvl gCr.61.P Dek FLORk—BW M = NE 2M SnW OCAU FL 3070 MOM UMY Sim DON VAN OEM P.E. SCAM SHWCUX DMEE i ARERtHITE 061CN SOLMOHS �iv�ifa�lf®ml E71BI�IIC � AAIliD fA4 PREMIER PORTABLE BUILDINGS 717 DSr SfAE LKE FW WM FULM K 7N MW BORRn HiRMUS Oi6 16: A-4 �• FFge'q 4. rBfONDI��.`� psi PREMIER PORTABLE BUILDINGS w,°N.ccc tmlviq MASTER CALCULATIONS 170 MPH EXPOSURE C - 16' Max. Width x 60' Max. Length 2020 Florida Building Code DESCRIPTION SHEET # DESIGNLOADS.............................................................................................1 «A" DIMENSION..............................................................................................2 C& C..............................................................................................................3-10, MWFRS..........................................................................................................11 COMPSTUD.....................................................................................12-15 T1-11 SHEAR WALLS....................................................................................16 LP SHEAR WALLS.........................................................................................17 SHEAR STRAPPING......................................................................................18 SIDEWALL STUD..............................................................................19 PRESCRIPTIVE SHEATHING REQUIREMENTS.....................................20-21 PE. SEALS COVER PAGE PLUS 21 PAGES. 0 W.t2« psi mnrneurrve omwc� w.wmomw.sso xunvmep: tm MU wvmaoro, aer DESIGN LOADS FLOOR: 50 P.S.F. LIVE LOAD 4 P.S.F. DEAD LOAD ROOF: 20 P.S.F. 7 P.S.F. WALL: 3 P.S.F. LOFT: 40 4 WIND: 170 EXPOSURE C CATEGORY I FACTORS: 0.9 1.15 1.25 1.6 FLOOR SIZES 8.00 FEET 10.00 FEET 11.25 FEET 12.00 FEET 14.00 FEET 16.00 FEET WALL HEIGHT: 6.50 FEET WALL O.C. 24 IN ROOF O.C. 24 IN FLOOR O.C. 16 IN LIVE LOAD DEAD LOAD DEAD LOAD LIVE LOAD DEAD LOAD M.P.H. D.L. PERMANENT REPETITIVE L.L. ROOF @ 7 DAYS WIND & SEISMIC 1 DAY = 96IN WIDE = 120IN WIDE = 135IN WIDE = 144IN WIDE = 168IN WIDE = 192IN WIDE ROOF TYPE: GABLE ROOFS 70 < 95 20° OR OR OR 16 IN 1 htld�« psi au.raaA.w w.crn.ve onaRr uea Fl.wuoFavono xaavwW.tmMn �eumr-m u,.aw imw Maaa1 WY. WIt/mSl FOmEQ9. BIP 2 SUBJECT MATTER: COMPUTES DIMENSION "a" FROM A.S.C.E.7-16 FOR BOTH WALLS and ROOF PITCH w 16.00 BUILDING WIDTH L 40.00 BUILDING LENGTH H 6.50 WALL HEIGHT ROOF 4.50 RISE PITCH 12 RUN 9 20.5560 ANGLE OF PLANE OF ROOF h 9.50 EAVE HEIGHT/MEAN ROOF HEIGHT a= 1.60 10% OF LEAST HORIZONTAL DIMENSION a= 3.80 0.4h a= 1.60 SMALLER OF ABOVE 2 BUT NOT LESS THAN EITHER OF THE 2 CALCULATIONS BELOW a= 0.64 4% OF THE LEAST HORIZONTAL DIMENSION a= 3.00 FEET a NSWERIN.FEET a i o I � 1 i 1 n (L6' I 1 OR � i Fig,30:3=1 Fig 30 3-2A, f'I.Af1 Fig:30;;:3=26-D 2 psi vtCVaIXry.lmryW Fmu.ess farm} auent�a a���� SUBJECT MATTER: COMPUTES A.S.C.E.7-16 WIND LOADS ON BOTH WALLS and GABLE ROOFS 7' < 6 5 20° WIND LOAD: 170 M.P.H. For 3 Second Gust CATEGORY: I TABLE 1.5-1 PAGE 4 EXPOSURE: C 26.7.3 OVERHANG: NO ENCLOSURE CLASSIFICATION: ENCLOSED HEIGHT ABOVE GROUND 9.50 ----------------------------------------------------------------------------------------- q = Velocity pressure evaluated at height 7" above ground in Ibs/ft2 = 0.00256 V = Velocity in miles per hour squared Kz = Velocity pressure exposure coefficient at height "z" above ground Kzt = Topographic factor Kd = Wind directionality factor LF = Load Factor q = .00256 (Kz)(Ke)(Kd)(VA2) Kz = 0.85 TABLE 26.10-1 Kzt = 1.00 26.8.2 Kd = 0.85 TABLE 26.6-1 q = 47.35 V = 170.00 I WALLS GCP AREA = 24 INCHES O.C. SPAN IN FEET = 6.50 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING 13.00 Sq. FEET EQUATION # 2 SPAN TIMES SPAN/3 14.08 Sq. FEET LARGER AREA CONTROLS EFFECTIVE WIND AREA = "A" = 14.08 3 psi =Ire Mfiawxq:lmMO AREA MULTIPLYING COEFFICIENTS For Walls of Components & Cladding Figure 30.3-1 Page 335 GCp Minus Zone # 5 = -1.35 GCP Minus Zone # 4 = -1.07 Plus Zones # 4 & # 5 = 0.97 GCpi Plus 0.18 GCpi Minus -0.18 Pw = PRESSURE IN LBS/SQ.FT. Zones #4&#5Wall Pw= q[(GCp)-(GCpi)] -72.3 p.s.f. ZONE # 5 for WALLS -55.3 p.s.f. ZONE # 5 for WALLS -59.4 p.s.f. ZONE # 4 for WALLS -42.3 p.s.f. ZONE # 4 for WALLS 37.6 p.s.f. ZONES # 4 & # 5 for WALLS 54.6 p.s.f. ZONES # 4 & # 5 for WALLS 12, 4mames/rbm Nm.P�deu➢dbObsRpl�ber am�rs'l.�r �Pmgm WaCO vevq tw(nw w�aruo wxmaca niet�0r'saam arv� I I 8 WIDE BUILDING ROOF GCg AREA 24 INCES O.0 SPAN IN FEET = 4.00 i EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING 8.00 Sq. FEET EQUATION # 2 SPAN TIMES SPAN/3 5.33 Sq. FEET LARGE R AREA CONTROLS EFFECTIVE WIND AREA = 8.00 AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCp Minus Zone # 2e = GCp Minus Zone # 2n = GCp Minus Zone # 2r = GCp Minus Zone # 3e = GCp Minus Zone # 3r = GCp Plus Zones ALL = GCpi Plus GCpi Minus Pr = Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. -86.2 p.s.f. -103.2 p.s.f. -86.2 p.s.f. -150.6 p.s.f. -133.5 p.s.f. -150.6 p.s.f. -133.5 p.s.f. -150.6 p.s.f. -133.5 p.s.f. -179.0 p.s.f. -161.9 p.s.f. 38.0 p.s.f. 55.1 p.s.f. ZONE#1ROOF ZONE # 1 ROOF ZONE # 2e ROOF ZONE # 2e ROOF ZONE # 2n ROOF ZONE # 2n ROOF ZONE # 2r ROOF � t I o 6.2h � i 20i0OfO �a0i0O .r i .s� 6.6h -2.00 i i 0.6h -2.00 , i L-----I -3.00 r�J nY . -3.00 -3.00 -3.60 0.98 Fig.30.3-2A 0.18---{�-. -0.18 1.1 a 01 ® per T--i --r - -r I 1 I I t 1 1 I i 1 I 1 I 01 Q to ®1 0 Io F 1 I 1 I I I I 1 -J"- L_ _1 ZONE # 2r ROOF ZONE # 3e ROOF ZONE # 3e ROOF ZONE # 3r ROOF ZONE # 3r ROOF ZONE#1 #2#3 ROOF ZONE#1 #2#3 ROOF FdMdc, psi aa.n»w aW eumywamynrtb wy�fmueaonmsa.w+*e.. mse�ve maonru� wawaraas+ wewm,oEnvnno Y4tivab[¢.1m(Vuy itlna WyA 10 WIDE BUILDING ROOF GCg AREA 24 INCES O.0 SPAN IN FEET = 5.00 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING 10.00 Sq. FEET EQUATION # 2 SPAN TIMES SPAN/3 8.33 Sq. FEET LARGER AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = 10.00 AREA MULTIPLYING COEFFICIENTS 0 h For Roof of Components & �. o r'r-- -(D Cladding Refer 0.2h i i o to Fig 30.3-2A-D i o pages 336-339 i i 1 0.6h GCP Minus Zone # 1 = -2.00 , 0.6h _ r . GCP Minus Zone # 2e = -2.00 GCP Minus Zone # 2n = G -3.00 - - -O- - - -J. GCP Minus Zone # 2r = -3.00 PLAN GCP Minus Zone # 3e = -3.00 GCP Minus Zone # 3r = -3.60 GCP Plus Zones ALL = 1.01 Fig.30.3-2A GCpi Plus 0.18 GCPi Minus -0.1, _+ICI{+- �� �ir-� d Pr = Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. ZONE # 1 ROOF -86.2 p.s.f. ZONE # 1 ROOF -103.2 p.s.f. ZONE # 2e ROOF -86.2 p.s.f. ZONE # 2e ROOF -150.6 p.s.f. ZONE # 2n ROOF -133.5 p.s.f. ZONE # 2n ROOF -150.6 p.s.f. ZONE # 2r ROOF -133.5 p.s.f. ZONE # 2r ROOF -150.6 p.s.f. ZONE # 3e ROOF -133.5 p.s.f. ZONE # 3e ROOF -179.0 p.s.f. ZONE # 3r ROOF Fig.30.3-2B-D -161.9 p.s.f. ZONE # 3r ROOF 39.1 p.s.f. ZONE # 1 # 2 # 3 ROOF 56.2 p.s.f. ZONE # 1 # 2 # 3 ROOF 6 I mM„11.25 WIDE BUILDING RmRUWq-A ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 5.63 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING 11.25 Sq. FEET EQUATION # 2 SPAN TIMES SPAN/3 10.55 Sq. FEET LARGER AREA CONTROLS AREA MULTIPLYING COEFFICIENTS I EFFECTIVE WIND AREA = 11.25 AREA MULTIPLYING COEFFICIENTS 0.6h �--.-�-j-- � For Roof of Components & Cladding Refer 0:2h '� -- - o to Fig 30.3-2A-D pages 336-339 OOiOO: O '00 0.6h GCp Minus Zone # 1 = -2.00 1 0.6h GCP Minus Zone # 2e = -2.00 1'.L _ _ _ _ _ J GCP Minus Zone # 2n = -3.00 � L : GCP Minus Zone # 2r = -3.00 PLAN GCP Minus Zone # 3e = -3.00 GCP Minus Zone # 3r = -3.51 GCP Plus Zones ALL = 1.02 Fig.30.3-2A GCpi Plus 0.18 GCpi Minus -0.1E -- -a`a� - -a"- iPr = Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. ZONE # 1 ROOF -86.2 p.s.f. ZONE # 1 ROOF -103.2 p.s.f. ZONE # 2e ROOF -86.2 p.s.f. ZONE # 2e ROOF -150.6 p.s.f. ZONE # 2n ROOF -133.5 p.s.f. ZONE # 2n ROOF -150.6 p.s.f. ZONE # 2r ROOF -133.5 p.s.f. ZONE # 2r ROOF -150.6 p.s.f. ZONE # 3e ROOF -133.5 p.s.f. ZONE # 3e ROOF -174.6 p.s.f. ZONE # 3r ROOF -157.6 p.s.f. ZONE # 3r ROOF 39.7 p.s.f. ZONE # 1 # 2 # 3 ROOF 56.7 p.s.f. ZONE # 1 # 2 # 3 ROOF '© @ jt. 0 10 I � I 1 1 4 I i 01 i i © 1 1 L I 1 =t 1' I I Q I(s) h I 1 1 1 I 1 ( I I I 1 1 1 ® r )t PLAN Fig.30.3-213-D psi ae�trnemgwsmrMroib mutcwe�e�u�. o0 Rm �.VOy-A Rbm(MIGiQ 1Dptl Pltl�aNtltB.gy lt/3021 12 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 6.00 EFFECTIVE WIND AREA =THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 AREA CON AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIN AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCP Minus Zone # 2e = GCP Minus Zone # 2n = GCP Minus Zone # 2r = GCP Minus Zone # 3e = GCP Minus Zone # 3r = GCP Plus Zones ALL = GCpi Plus GCpi Minus Pr = Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. -86.2 p.s.f. -103.2 p.s.f. -86.2 p.s.f. -150.6 p.s.f. -133.5 p.s.f. -150.6 p.s.f. -133.5 p.s.f. -150.6 p.s.f. -133.5 p.s.f. -172.2 p.s.f. -155.2 p.s.f. 40.0 p.s.f. 57.1 p.s.f. ZONE # 1 ROOF ZONE#1ROOF ZONE # 2e ROOF ZONE # 2e ROOF ZONE # 2n ROOF ZONE # 2n ROOF ZONE # 2r ROOF ZONE # 2r ROOF ZONE # 3e ROOF ZONE # 3e ROOF ZONE # 3r ROOF ZONE # 3r ROOF ZONE#1#2#3R 7(WF=It1117fi� R i I, I 12.00 Sq. FEET 12.00 Sq. FEET LARGER TROLS D AREA = 12.00 0.6h r 0 � U.2h I -I--- - I1 ] i . 0.6h -2.0 0`64 1. -2.0 i L---- o. L---_-_-J _ ] -3.0 : PLAN -3.0 -3.00 -3.46 1.02 Fig.30.3-2A 0.18 7(B 0, I I I I I I I I t 1 1 I 1 (&i OI i 2r' D i® t I b I T I I 1 I t I t f t ( 1 PLAN Fig.30.3-213-D )OF nn1 „.t* psi m� mmd�.ye.rm��n+, armerrr.ve w.NP'°wo�o�inea vmantrarmMq wnRumn•m woruetm¢wom 14 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 7.OU EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING 14.00 EQUATION # 2 SPAN TIMES SPAN/3 16.33 AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = 16.33 AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCP Minus Zone # 2e = GCP Minus Zone # 2n = GCP Minus Zone # 2r = GCP Minus Zone # 3e = GCP Minus Zone # 3r = GCP Plus Zones ALL = GCpi Plus GCpi Minus Pr = Pressure In Lbs/Sq.Ft. Roof -100.4 p.s.f. -83.3 p.s.f. -100.4 p.s.f. -83.3 p.s.f. -128.3 p.s.f. -111.2 p.s.f. -128.3 p.s.f. -111.2 p.s.f. -128.3 p.s.f. -111.2 p.s.f. -150.9 p.s.f. -133.9 p.s.f. 42.8 p.s.f. 59.8 p.s.f. I I Sq. FEET Sq. FEET LARGER I I r O � OO iOO � D '(Di(2 i t 0.6h -1.94 � i 0.6h i .. -1.94 i-----� i s. -2.53 ` �___0—_—� -2.53 �N -2.53 -3.01 1.08 Fig.30.3-2A 0 '®,fir' rr® © i i I I i I I I ► I I I ZONE # 1 ROOF ► I I I ZONE # 1 ROOF �� u u I lQ ZONE # 2e ROOF I I 1 ZONE # 2e ROOF I Y F 1 ZONE # 2n ROOF ZONE # 2n ROOF ZONE # 2r ROOF ZONE # 2r ROOF ZONE # 3e ROOF ZONE # 3e ROOF ZONE # 3r ROOF ZONE #3rROOF ZONE# 1 #2#3 ROOF ZONE#1 #2#3 ROOF i 1 I 1 1 1 I 1 F 1 I Fig.30.3-26-D psi Phn.11�-A PoprlMleat lE{I PtlaNMMP 16 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 8.00 EQUATION # 1 SPAN TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 AREA CONTROLS AREA MULTIPLYING COEFFICIENTS i i 16.00 Sq. FEET 21.33 Sq. FEET LARGER I EFFECTIVE WIND AREA = 21.33 AREA MULTIPLYING COEFFICIENTS 0.6h,r For Roof of Components & Cladding Refer 0:2h to Fig 30.3-2A-D i pages 336-339 a(D" 0 Pia) GCp Minus Zone # 1 = -1.94 i '. 0.6h GCP Minus Zone # 2e = -1.94 _ J GCP Minus Zone # 2n = -2.53 — — —O — 3 GCP Minus Zone # 2r = -2.53 PLAN i GCP Minus Zone # 3e = -2.53 GCP Minus Zone # 3r = -3.01 GCP Plus Zones ALL = 1.08 Fig.30.3-2A GCpi Plus GCpi Minus 0.18 a _ a La a -0.1E I IF I I~ T -1--r T Pr = Pressure In Lbs/Sq.Ft. Roof 1 I 1 1 I I 1 I -100.4 p.s.f. ZONE # 1 ROOF I I 1 I I 1 I I -83.3 p.s.f. ZONE # 1 ROOF ,e j 0I b 0!" I� -100.4 p.s.f. ZONE # 2e ROOF f I I 1 -83.3 p.s.f. ZONE # 2e ROOF -128.3 p.s.f. ZONE # 2n ROOF I 1 I 1 -111.2 p.s.f. ZONE # 2n ROOF I I I I -128.3 p.s.f. ZONE # 2r ROOF I I I• I -111.2 p.s.f. ZONE # 2r ROOF -128.3 p.s.f. ZONE # 3e ROOF PLAN -111.2 p.s.f. ZONE # 3e ROOF -150.9 p.s.f. ZONE # 3r ROOF Fig.30.3-2B-D -133.9 p.s.f. ZONE # 3r ROOF 42.8 p.s.f. ZONE # 1 # 2 # 3 ROOF 59.8 p.s.f. ZONE # 1 # 2 # 3 ROOF psi SUBJECT MATTER: COMPUTES A.S.C.E.7-16 WIND LOADS ON vmnvurcQr. imMO BOTH WALLS and ROOF FOR METHOD 2 MWFRS xw�ecm�.gyd'aR' WIND LOAD: 170 M.P.H. For 3 Second Gust CATEGORY: I TABLE 1.5-1 PAGE 4 EXPOSURE: C 26.7.3 OVERHANG: NO ENCLOSURE CLASSI FICATIO N: ENCLOSED HEIGHT ABOVE GROUND 9.50 ps = (A)(Kzr)(1)(Ps30) A = Adjustment factor for building height and exposure from FIG. 28.5-1 Kn = Topographic factor I = Importance factor Ps3o = Simplified design wind pressure for exposure B, at h = 30 ft, and for 1 = 1.0, from Fig. 28.5-1 A= 1.21 HEIGHTAND EXPOSURE ADJUSTMENT FACTOR Kn = 1.00 26.8.2 LF = 0.60 LOAD FACTOR (2.4.1) 6 = 20.56 ROOF SLOPE COMPUTED PRESSURES BUILDING SURFACE LOAD CASE 1 LOAD Ci A 40.5 NA B -8.9 NA C 27.2 NA D -4.6 NA s Wit, E -33.5 0.0C F -24.5 0.0C 'r'\ G -23.3 0.0C Hare { m H -18.7 0.0C EOH -47.6 NA .Gi `WS GOH -37.6 NA psi w lftEd- °'° SUBJECT MATTER: COMPOSITE WALL Nif. Wly-A i PomIM1oN IERI SECTION ANALYSIS USE: 43.40 (psf) LIVE LOAD i AND 3.00 (psf) DEAD LOAD STUD SPACING 24.00INCHESO.C. I ---------------------------------------------------------------------- ---------------------------------------------------------------------- ________________ LOAD CONDITIONS w: 7.7326 LL+DL (pli) 6.250 WALL HEIGHT w': 7.2326 LL ONLY (pli) L: 72.000 INCHES TOTAL STUD LENGTH E: 1400000 MODULUS OF ELASTICITY DF: 1.60 LOAD DURATION FACTOR W.. 556.74 TOTAL EQUIV. UNIFORM LL + DL (Ibs) W: 520.74 TOTAL EQUIV. UNIFORM LL ONLY (Ibs) PLYWOOD DATA GRADE: APA RATED SHEATHING EXT FINISH: UNSANDED PANEL STRESS DIRECTION: PERPENDICULAR SPECIES GROUP: 1 NOMINAL THICKNESS: 0.37500 i AREA (TABLE 1 or 2 OF PDS) 0.79900 EFFECTIVE THICKNESS: 0.27800 EFFECTIVE PLYWOOD WIDTH: 25.71429 N=Ep/Ew * OC MOMENT OF INERTIA: 0.00200 E x 1,000,000: 1.50000 JOIST DATA ---------------------------------------------------------------------- ---------------------------------------------------------------------- SPECIES: SPF GRADE: #2 WIDTH: 1.50 DEPTH: 3.50 A=(bd)= 5.250 Fb: 1006 S=(bd^2)/6= 3.063 E x 1,000,000: 1.40 1=(bd^3)/12= 5.359 Fv: 135.00 V=(W*L)/2 278.372 121 psi �w =l ft vwen+rorvw ibpr� �IEpC PtNNdY, BIP PART A d Ad y Ay^2 lo-o ------------------------------------------------------- PLYWOOD 1.7121 3.6875 6.3135 1.4610 3.6547 0.0020 JOIST 5.2500 1.7500 9.1875 0.4765 1.1919 5.3594 ------------------------------------------------------- TOTALS 6.9621 15.5010 4.8466 5.3614 10.2080 NEUTRAL AXIS= (Ad)IA-- 2.2265 Ixx= Ay^2+10-o= 10.2080 Sxx= Ixx/NA= 4.5848 R1 278.37 REACTION (pounds) R2 278.37 REACTION (pounds) Mmax 5010.70 MOMENT(max) --------------------------=---------------------------- SECTION, REQUIRED: = Mmax/(Fb•DF)= 3.112 < 4.585 OK ------------------------------------------------------------------------- DEFLECTION, POINT: (Dp) 5 w L^4/384 E 1 = 0.08 INCH OK ALLOWABLE = U120 0.60 INCH ------------------------------------------------------------------------ SHEAR: fv= (3`1/)/(2-A"B) 79.53 P.S.I. OK ALLOWABLE Fv = 216.00 P.S.I. I I SUBJECT MATTER: COMPOSITE WALL SECTION ANALYSIS USE: 43.40 (pso LIVE LOAD AND 3.00 (psfl DEAD LOAD STUD SPACING 16.00INCHESO.C. LOAD CONDITIONS w: 5.1550 LL+DL (pli) 6.250 WALL HEIGHT w': 4.8217 LL ONLY (pli) L: 72.000 INCHES TOTAL STUD LENGTH E: 1400000 MODULUS OF ELASTICITY DF: 1.60 LOAD DURATION FACTOR W. 371.16 TOTAL EQUIV. UNIFORM LL + DL (Ibs) W: 347.16 TOTAL EQUIV. UNIFORM LL ONLY (Ibs) PLYWOOD DATA --------------------------------- _____________ GRADE: APA RATED SHEATHING EXT FINISH: UNSANDED PANEL STRESS DIRECTION: PERPENDICULAR SPECIES GROUP: 1 NOMINAL THICKNESS: 0.37500 AREA (TABLE 1 or 2 OF PDS) 0.79900 EFFECTIVE THICKNESS: 0.27800 EFFECTIVE PLYWOOD WIDTH: 17.14286 N=Ep/Ew * OC MOMENT OF INERTIA: 0.00200 E x 1,000,000: 1.50000 JOIST DATA ------------------------------------------------------------------------- ------------------------------------------------------------------------- ------------- SPECIES: SPF GRADE: #2 WIDTH: 1.50 DEPTH: 3.50 A=(bd)= 5.250 Fb: 1006 S=(bd^2)/6= 3.063 E x 1,000,000: 1.40 1=(bd^3)/12= 5.359 Fv: 135.00 - V=(W*L)/2 185.582 14 psi M.diaa�ml.wLemad.W &vobmeb4/WLfa�M4 fvs 10e� IIA� fl. RApFH W+tO Yativ.hU{.ImIVW Rail Nmb•m RSIMImQ IEa1 wwroaq av PART A d Ad y Ay^2 lo-o PLYWOOD 1.1414 3.6875 4.2090 1.5915 2.8910 0.0020 JOIST 5.2500 1.7500 9.1875 0.3460 0.6286 5.3594 ------------------------------------------------------- TOTALS 6.3914 13.3965 3.5196 5.3614 8.8810 NEUTRAL AXIS= (Ad)/A= 2.0960 Ixx= Ay^2+lo-o= 8.8810 Sxx= bodNA= 4.2371 R1 185.58 REACTION (pounds) R2 185.58 REACTION (pounds) Mmax 3340.47 MOMENT(max) ------------------------------------------------------- SECTION, REQUIRED: = Mmax/(Fb'DF)= 2.075 < 4.237 OK DEFLECTION, POINT: (Dp) 5 w L"4/384 E I = 0.06 INCH OK ALLOWABLE = U120 0.60 INCH ------------------------------------------------------------------------ SHEAR: fv = (3'V)/(2-A`B) 53.02 P.S.I. ALLOWABLE Fv = 216.00 P.S.I. OK psi 9=A RY°a°°�BdP CALCULATES SHEARWALL LENGTHS BASED WITH USE OF 518 Tt-11 SUBJECT MATTER: FASTENED WITH 8D COMMON NAILS AT 6" IN FIELD AND 3" AT EDGES BUILDING HEIGHT 6.5 FEET W MWFRS ZONE "A" 40.5 POUNDS PER SQ. FOOT PLY VALUE SHEAR 740.00 POUNDS PER FOOT MIN SHEARWALL REQUIRED (h/3.5) 1.86 FEET MAX DIAPHRAGM RATIO 3 /1 AVAILABLE ENDWALL SHEARWALL LENGTH BUILDING WIDTHS 8.00 10.00 11.25 12.00 LESS O' OPENING 8 10 11.25 12 LESS 3' OPENING 5 7 8.25 9 LESS W OPENING 2 4 5.25 6 LESS W OPENING N/A N/A 2.25 3 MAX. LENGTH OF BUILDING ALLOWED BY DIAPHRAGM RATIO BUILDING WIDTHS 8.00 10.00 11.25 12.00 0.00 ASPECT RATIO = WIDTH x ASPECT RATIO 24 30 33.75 36 0 (PLY SHEAR VALUE) • MAX. LENGTH OF MAX BUILDING (AVAILABLEENDWALL) BUILDING ALLOWED LENGTH BY SHEAR WALL 8.00' BUILDING O' OPENING 5920 89.90 FEET 24.00 FEET 8.00' BUILDING 3' OPENING 3700 56.19 FEET 24.00 FEET 8.00' BUILDING W OPENING 1480 2248 FEET 22.48 FEET 8.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 10.00' BUILDING O' OPENING 7400 11238 FEET 30.00 FEET 10.00' BUILDING 3' OPENING 51B0 78.66 FEET 30.00 FEET 10.00' BUILDING 6' OPENING 2960 44.95 FEET 30.00 FEET 10.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 11.25' BUILDING O' OPENING 8325 126.43 FEET 33.75 FEET 11.25' BUILDING 3' OPENING 6105 92.71 FEET 33.75 FEET 11.25' BUILDING 6' OPENING 3885 59.00 FEET 33.75 FEET 11.25' BUILDING 9' OPENING 1665 2529 FEET 25.29 FEET 12.00' BUILDING O' OPENING 8880 134.85 FEET 36.00 FEET 12.00' BUILDING 3' OPENING 6660 101.14 FEET 36.00 FEET 12.00' BUILDING 6' OPENING 4440 67.43 FEET 36.00 FEET 12.00' BUILDING W OPENING 2220 33.71 FEET 33.71 FEET 16 psi aa�o...r.wa wa nnoEnva�o NOtiveR¢.1m�Nq vanewn•m �mru�.wx �av PCuO W B1P SUBJECT MATTER: CALCULATES SHEARWALL LENGTHS BASED WITH USE OF 3/8 LP SMARTSIDE FASTENED WITH 8D COMMON NAILS AT 6" IN FIELD AND 3" AT BUILDING HEIGHT 6.5 FEET W MWFRSZONE "A" 40.5 POUNDS PER SQ. FOOT PLY VALUE SHEAR 336.00 POUNDS PER FOOT MIN SHEARWALLREQUIRED (11/3.5) 1.86 FEET MAX DIAPHRAGM RATIO 3 /1 AVAILABLE ENDWALL SHEARWALL LENGTH BUILDING WIDTHS 8.00 10.00 11.25 12.00 LESS 0' OPENING 8 10 11.25 12 LESS 3' OPENING 5 7 8.25 9 LESS 6' OPENING 2 4 5.25 6 LESS W OPENING N/A N/A 2.25 3 MAX LENGTH OF BUILDING ALLOWED BY DIAPHRAGM RATIO BUILDING WIDTHS 8.00 10.00 11.25 12.00 ASPECT RATIO = WIDTH xASPECT RATIO 24 30 33.75 36 PLYWOOD PLACED ON EXTERIOR OF BUILDING (PLY SHEAR VALUE) " MAX LENGTH OF MAX BUILDING (AVAILABLE ENDWALL) BUILDING ALLOWED LENGTH BY SHEAR WALL 8.00' BUILDING 0' OPENING 2688 40.82 FEET 24.00 FEET 8.00' BUILDING 3' OPENING 1680 25.51 FEET 24.00 FEET 8.00' BUILDING W OPENING 672 10.21 FEET 10.21 FEET 8.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 10.00' BUILDING 0' OPENING 3360 51.03 FEET 30.00 FEET 10.00' BUILDING W OPENING 2352 35.72 FEET 30.00 FEET 10.00' BUILDING W OPENING 1344 20.41 FEET 20.41 FEET 10.00' BUILDING W OPENING 0 0.00 FEET 0.00 FEET 11.25' BUILDING 0' OPENING 3780 57.40 FEET 33.75 FEET 11.25' BUILDING 3' OPENING 2772 42.10 FEET 33.75 FEET 11.25' BUILDING W OPENING 1764 26.79 FEET 26.79 FEET 11.25' BUILDING 9' OPENING 756 11.48 FEET 11.48 FEET 12.00' BUILDING D' OPENING 4032 61.23 FEET 36.00 FEET 12.00' BUILDING 3' OPENING 3024 45.92 FEET 36.00 FEET 12.00' BUILDING W OPENING 2016 30.62 FEET 30.62 FEET 12.00' BUILDING W OPENING 1008 15.31 FEET 15.31 FEET 17 psi rm xmoravaso wavaaatr+m�wo +nn�uro-m wvru.w¢+am Wo av vtm+ SUBJECT MATTER: CALCULATES SHEARWALL LENGTHS BASED WITH USE OF 7/16" OSB PANEL W/ 8d NAILS AT 6" O.C. IN THE FIELD AND 3" O.C. AT EDGES BUILDING HEIGHT 6.5 FEET W MWFRS ZONE "A" 40.5 POUNDS PER SQ. FOOT PLY VALUE SHEAR 630.00 POUNDS PER FOOT MIN SHEARWALL REQUIRED (h/3.5) 1.86 FEET MAX DIAPHRAGM RATIO 3 /1 AVAILABLE ENDWALL SHEARWALL LENGTH BUILDING WIDTHS 8.00 10.00 11.25 12.00 LESS O' OPENING 8 10 11.25 12 LESS 3' OPENING 5 7 8.25 9 LESS W OPENING 2 4 5.25 6 LESS 9' OPENING N/A N/A 225 3 MAX. LENGTH OF BUILDING ALLOWED BY DIAPHRAGM RATIO BUILDING WIDTHS 8.00 10.00 11.25 12.00 ASPECT RATIO = WIDTH xASPECT RATIO 24 30 33.75 36 PLYWOOD PLACED ON EXTERIOR OF BUILDING (PLY SHEAR VALUE)' MAX. LENGTH OF MAX BUILDING (AVAILABLEENDWALL) BUILDINGALLOWED LENGTH BY SHEAR WALL 8.00' BUILDING O' OPENING 5040 76.54 FEET 24.00 FEET 8.00' BUILDING 3' OPENING 3150 47.84 FEET 24.00 FEET 8.00' BUILDING 6' OPENING 1260 19.13 FEET 19.13 FEET 8.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 10.00' BUILDING 0' OPENING 6300 95.67 FEET 30.00 FEET 10.00' BUILDING W OPENING 4410 66.97 FEET 30.00 FEET 10.00' BUILDING W OPENING 2520 39.27 FEET 30.00 FEET 10.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 11.25' BUILDING W OPENING 7087.5 107.63 FEET 33.75 FEET 11.25' BUILDING 3' OPENING 5197.5 76.93 FEET 33.75 FEET 11.25' BUILDING W OPENING 3307.5 50.23 FEET 33.75 FEET 11.25' BUILDING 9' OPENING 1417.5 21.53 FEET 21.53 FEET 12.00' BUILDING O' OPENING 7560 114.81 FEET 36.00 FEET 12.00' BUILDING 3' OPENING 5670 86.11 FEET 36.00 FEET 12.00' BUILDING W OPENING 3780 57AD FEET 36.00 FEET 12.00' BUILDING W OPENING 1890 28.70 FEET 28.70 FEET " 18 psi ==1 «.mow., amusw¢,nca mmmW B,P 170 mph Exposue C Wind Loads Sidewall Stud W = -273 plf L= 93 in Ke= 1 DL= 60 pif d = 3.5 in le = 93 in LL = 170 pif t = 1.5 in le/d = 26.57 < 50 OK Cd = 1.25 Spacing = 24 in Cf(Fc) = 1.15 Cf(Fb) = 1.5 Fb psi Ft psi Fv psi Fc-L psi Fc psi E psi Emin psi #2 SPF 875 450 135 425 1150 1400000 510000 city A (in A2) S (in A3) 1(in A4) F'b psi F'c psi Bearing Capacity 1 5.25 3.06 5.36 1887 1653 2232 Axial Compression Axial C1ty RE psi ac Cp F'c psi fc psi fc/F'c Capacity 1 594 0.36 0.33 541 158 0.29 OK 2840 Ibs Lateral Bending (C&C) W = 41.05 psf Qty M (in-Ibs) F'c psi fb psi fb/F'c 1 7397 2415 2415 1.00 OK Combined Stresses Max Load Max Span Qty Axial Lateral Combined (Ibs) (in.) 1 0.29 0.67 1.00 827 44 IM psi =X 2018 Wood Frame Construction Manual Prescriptive Sheathing Requirements. J Table 3.11, Wall Addlnd gh6.ithlng And ClAft;Obblindat Ex- ' 1. -1 - Cladding I : pipsure ReqOlrem6nft for Wirild. Loads Wind Speed - 3-secc ',d J.st 90' 95- too H:11 0 11� 120 I 24.0 164, 170' 220 195Imlih)' I '(See Figuri fti, FUCTIURALSHIEATHING I r1r 10 1 r. I FIr I r I.;; IF ['p L r-12r-1 r F. .,F.I -F.1 rm:1.0:1 EIF LE I 'F UrA+ rff7FTE—FF— Sheathing Location` Stud Spaclng I (inches, 0. 0 I I I - I . . . - . , d Nails (inches, Q;Q)" A Maximum Nail Spacing for 8d Common Nails or 1.0 Box Na 111 6, 211 112[: 1-:1!:: 22 1 216 1 1;1, �2 .6 int ufo r Zone, 6 6 11 6 11221,'6' i 12 6 111� 21 :,11 11i2 6,16 r6 1 1 i12 21,: 1 1 22 112 . 2142 6 6: 126 12 .6 12 6 i i 2 :6- 6 6 6] .6 fi-, r, 6 'Vi 6 V" 6112 -66 1 12 6 22 6 12 6. I'l 121 '6 2 6:1121 6 21,6W 6 6� Perimeter Edge Zone -22; 16 1 6 i2 1 22 142 6 11 12 '6' 122 : i ji .:� 1112 2[6�[I�.1661,1222 6, 6 '6 - 6 . 6. 6 6 1 6 24 .1, .6 6 12 6� 12 i .12 .6 .1216 1 6 ill G •i� G 4 'A. BOARD'SHEATHING'ar aP SIDINd Sheathing Size Wter/TrussSooclng Minimum. Number of 8d Common Nails 6r,10d Box Nails Per Support Ix6 or US Sheathing 12'24 2 1 2 1 2, 2 2 2 2, :22 2 _.2] Sheathing or'Lar'&r ShhIng -1 . 224 3 3 3 3, j. , .3 1 13 1 -3 '3 3 3 E , Nail spacing at.panei idges (K) F - Nallspbelngdtinti.krmed;5.t6sUpportiinth6panitfield (in.) I For wall sheathing within 4 feet of the comers, the 4 foot edge'zone attachryfent requirements shall be used. I. Tabulated nail spatthgassurA4ssheathing attached to stud frarning members with 6.42s'G .50.49; 3 For exterior panel siding, qalvanizid.b6x nails 0611 be permitted 6 be substituted forcdmm6r nails. N 20 =XO M. — raavemrtmD'W Prnt. wry-m � Taw µp�w�A Di.011lllffiI PWNdD,H1P 2018 Wood Frame Construction Manual Prescriptive Sheathing Requirements. Table t.13A 'Wall Sheathing Requirements forWind Loads : Exposure C Wind Speed 3•secondQust 90, '95- 200 " 1OS 110' US 120 `130 340�' 150� 160 170 - ISO, 195 (mph) ,(see Flgure 1.i) WOOD STRUCTURACPANEO WOOD STRUCTURAL PANEL? 10-noth A.ki Pot—diriiUr to Sunn-W stud spacing 1141nimum PanelSpin Rating" (Incites, o;c.) (Minimum Nominal Pane41hlckness, in.) 2410' 24/0 24/0 24/0 24/0 24/0 24/0 24/0 24/0 2410 2410 . 24/0" .24/16 24/16 1224 - 3/8 (3/8 13Jg) _ .= 1318► 13/By. _ 318 • 3/8 , (3/g , .1318) (3/8) 3/8 , (3/8) ,.: (7/16 .. 7/16 ' WOOD STRUCTURALPANE6s Studspacing Minimum PpneLSpan Rattne (Inches,o.c.) (Minimum Nominal Panel. Thickness, lo:) _ 24/0 24/0 24/0 24/0 24/0 24/0 24/0 " I410 24/0 24/0 34/0 24/16 24/16- 32116 12 -(3/8) _ (3/8)-. . 1318) 3/8 -- _ (3/B ,-' 7_(3/8). - (318) -.. 13/8. - (3/9)' . 1378 -- 3/8 . '' 7/16 . 7/16 '-- 15/32 24/0 24/0 - 2.4/0 24/6 d4/0 24/0- 24/0 211115 32/16, 32/16-• '42/16-= 40/26' �40120 40/20 16 (3!8 13/Sf , (3/8) 13/8' (3/8) 13/8) 11/8) " (7/16) . (15/32) (iS/32) (!S/32) 19/32). -(19/32 .119/32 24/0 24/0, 24/16 32/16 32/16 31/16 `40120' 40/20 40/20 46120' 48120, '48124 =48124- 24! 13/8 (3/B) I7/16). (15/32) .(15/32) (15/32). 1191321' (19/32) 19/32)= (19/32) (I3/32) (23/321, '(23/32) 1 Strength axis 1s defined as the axis parallel to the face and back orientation olthe flakes or the grain (veneer), which Is generally the long panel direction, unless otherwise marked. 2 Sheathing shall he plWiood iiAth 4 or more plies or OSS. 3 Tabulated values assume a•tw0-span continuous condition, 4 Minimim PS 1 or PS 2 panel span rating. Mlnlmum:nominal panel thickness for a given span rating is shown in parentheses. 5 Minimim panel span rating is based on calculation without use otincreased values of cross -panel strength associated with Structural I sheathing. for Structural I sheathing, asmaller required span rating and smaller nominal panel thickness may be determined by calculations that account for increased cross -panel strength. 21, 171E e�,uT 10`U ]e• i1 1A'-U 16' U IT UTILITY (NOBOTTOM,CHORO) 10'. UTILITY BOTTOM CHORD j� 14' UTILITY 80TTOM CHORD 11' UTILITY BOTTOM CHORD 10' UTILITY BOTTOM -CHORD 105 314In -'. Truss Design: LRFD design: max wind load from ASCE 7 -16 fig 28.5-1 61.7psf uplift. (180 mph wind) Utility: L max = 105(60%)/12 = 5.25 ft 2x4 @ 24" w=123.4 plf (60%) comes from tie across truss ( bottom chord), cuts span by 40%. M= wL^2/8 x 12 = 5102 in-lbs: S(2x4) = 3.06 fb= 1667 psi Fb (LRFD) = 3000 psi - this value to be met and exceeded by lumber. Lofted: L max = 84" = 7 ft M= 9070 in-lbs fb = 2964 psi < 3000 psi OK TRUSS DESIGN PREMIER PORTABLE BUILDINGS W.-Wk psi m.a�nmm.na•m.e cti lgd�rbe/M•SOs•e/Nmldr ALn$tYN/dlmpfd,� f•pvb/m. rm�v" vnwvdmtr 1m N+D am�umn-m IFlyovq ,�n•o- �,sp/ N�emeM�ty 1/l031 Florida Truss Calculations