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CALCULATIONS FOR EFI 1
T. ENGINEERED FLUID, INC. P. O. BOX 723 CENTRALIA, IL 62801 10 November 2014 SCANNED BY St. Lucie County CALCULATIONS FOR EFI PROJECT #91815 North Hutchinson Island, FL North Hutchinson Island Wastewater Treatment Plant Addition Page # Subject 1 Roof, Wall, Floor (Skid) Dead Loads, Snow Loads 2-3 Wind Load Calculator 4 Shear Wall & Diaphragm Loads 5-7 Collector Loads & Overturning 8 Summary 9 Roof Rafter Loads & Wall Stud Loads, Header Capacity Check 10 Roof Rafter Calculation I Wall Stud Calculation 12-13 Roof Diaphragm & Shear Wall Calculations 14 Skid Girder Bending Stress and Deflection Check 15-17 Foundation Loads Appendix Al-A2 Location A3 Seismic Values A4 Florida Risk Category 111 & IV Ultimate Design Wind Speed Figure AS-A6 Dietrich Trade -Ready Header Literature Al2 11 S' psson Stro g T e LitteratureS Evaluation Report -5380 aS .CItf `�+�;�;',,, A13 Skid Weight *e� �� •�� t: % , PP rJi •4. m •CP These pMtsccmplYVdM the Caivist.7YPe� BIF1 Ftodda Mwuwhaad 13UM9 ecu"n%: Ad and adopted codes end Mawable No. ene tl, _ edherebthe ,anav4ag glleda: windof adry 1,ie MP-0 . APPROVED BY Fna 9 on& wanbe:: Plan No.. MFT4769-97816 . � j Mow. Floor: ,fAys, IV INC. ^��a�10�: ,y,6a9,4 Menurecbaen Ea9meeted FluW Inc. M Building Dead Loads Roof DL: 1 Mc Elroy Metals Maxima 24 gage roof panel = 1.250 psf 2 19/32" plywood exterior sheathing 19/32"'4 psf = 2.375 psf 3 23/32" Plywood Interior Sheathing 23/32" `4 psf= 2.875 psf 4 8" TSB 16 gage Track at each side of roof = 0.253 psf 5 W CSJ 16 gage Joists at 16.000 in. o. c. = 1.710 psf 6 R35Insulation - 1.000 psf 7 Roof trusses at 16.000 In. o. c. = 2.000 psf 8 2X 6 nailer at roof perimeter Cr 0.378 psf 11.841 psf Wall DU 1 stucco Exterior finish (by others in field) = 6.250 psf 2 19/32" Plywood Exterior Sheathing 19/32'* 4 psf = 2.375 psf 3 23/32" Plywood Interior Sheathing 23/32" • 4 psf = 2.875 psf 4 R21 insulation - 1.000 psf 5 3.625" TSC 16 gage track ' 2 = 2.940 pif 12.500 psf 6 3.626' CSW 16 gage stud at 16.000 in. o. o. = 1.223 pif 7 HSS 2" X 6" x 114" at bott. wall = 12.210 pif 16.373 pif Wall Height 8.833 ft. + 0.167 It = 9.000 ft. Wall DL= 12.500 psf ' 8.833 feet = 110.413 plf Wall Load per foot= 16.3725 pif + 110.413 pif = 126.785 pif Floor (Skid) DL: z� 0 .d=` 5©,or-1r1$.o' a ZG,zi l` These plots comply with the Ccret.lype: _— VB Flodda Mamdaoeoed BuNng 0oa00oy: BIF1 Actondadopled Cedesmd Allomble No. - adhere tothe fo0owingoRede: ofFloo,e: One (1) Wind Velocity. 160 MP11 C M) ' APPROVED BY _ 'AR ReRe" of Ed Wane: Plen No.: .FborWad: .._;.. ....; 0° . >MFI`478&g1816 160pst NCAn" V (t to Wmg) rt s` z�RmO , = ft hswd = hem ' a8 ft hmcr= (11towind) L = ft h/L = 0.91 µ elevation (z) _ zad', ft (15 ft min) Sec. 26.7.3 V = .<vt3c� mph SM Kd = �)c i5= T28.6.1 Ka = 1.00 Eq. 26.8-1 K, = 0.85 T27.3-1 0.26 enclosed? qi fgsa_ q = 0.00256V2 sl<K Kd (Eq. 27.3-1) q = 41 6 pat Risk Category = =..;.? ix.:z.. Effective Areas framing: A,,,a = 39.01 ft2 A„,r= 56.33 fe deck: A,,di = 43.27 fe Am,r = 6.33 fe A malemsm = 0.00 - If Wind Load Calculator Based on ASCE 7-90 Analytic Method 7- GCPr t K1 =rc13 / B K21=';= Ka. MWFRS wall CP (windward) wall Cp Qeeward) _ roof Cp (windward) _ roof C eaward) -t wall Cp (side) _ add'ICP= add'I CP= 018 _ awgno. gy�)S. T2611 1 ?F26e1s:ly F26.8-1 data " F26.8-1 Gravity Loads `_x-v'�ft: S. 26.9-1 Roof LL F27.4-1 Roof SL = F27.4-1 Roof DL F27,41 Floor LL F27.4.1 add I di F27.4-1 Wall DL (plf) FloorDL f) e$9 �(ps 2,al3 26.200 -0.500 :O9 1, ` t1 r hNr9[ -.I),0©,� reserved -0 reserved anoft ft stud .yti1t; In.O.C. rafter ,,'..)r k,; In. O.C. roof panel y??„,,v.';" ft wide wall panel = ';x4,:,. ft wlde roof slope = R2 00v� degrees mateheam max span...: r1 ft roof framing span (ft) roof slope < 1OP? NO Note 8 wall panel `.pa d1)st to framing roof panel .Ato framing roof framing ' 3tito B Components and Cladding (no overhang) z S 60 ft, "low rise" z > 60 ft Framing Zone GC„(+) GC.,(-) Zone GC (+) GC,(-) 1 2 3 4 5 0.35 -0.82 F30.4-2B F30.4-2B F30.4-2B F30.4-1 F30.4-1 F30A-28 F30.4-213 1 2 3 4 6 NA NA NA 0.84 0.84 -1.18 -1.99 -2.80 -0.86 -1.63 F30.6-1 F30.8-1 F30.6-1 F30.6-1 F30.6-1 0.35 -1.32 0.35 -2.15 0.90 -1.00 0.90 -1.19 MB Z2 MBZ3 0.01) 0.00 0.00 0.00 Zone 1 2 3 4 5 GC"(+) GC"(-) 0.50 -0.90 0.50 -1.70 0.50 -2^60 0.88 -0,99 D.89 -1.18 Zone F30.4-28 1 F30.4-2B 2 F30.4-2B 3 F30.4-1 4 F30.4-1 5 NA -2.30 F30.6-1 F30.6.1 F30.6.1 F30.6-1 NA -3.20V 0.883 _ -0.85 _ 0.83 -1.61 3 I. Pressures: Main Wind Force Resisting Systems jEq.27.44 Z=1 16 ft A. Wags B.Overall u lift and average) C. Roof uplift (wind.+ lee.) Pw= 45.9 psf Pe, = 37.4 pat (wind) Pre _ 43.7 psf (wind) 31.1 pat -18.3 pat (lee) 24.7 pat Qee) average = _27.9 pat reserved reserved feaeNed 11. Pressures: Components and Cladding (Eq.30A-1) Z=1 16 Ift Framing 22tco(IfF(0r6) a 11"Zor w Zone + - 'il'g�FCO`6)-L5•oSp�R 1 P- 22.0 pat P= -41.8 pat Roof 2 P= 22.0 pat P= ---96.8 -62.5 pat `l6•oPSi`�®•6)= 5�.6�� 3 P= 22.0 pat P= pat Walls 4 P= �44.7 pat P= -48.9 pat 5 P= 44.7 pat P= -57.0 pat 57,&r'r mete- 2 P= 0.0 pat P= 0.0 pat beam 3 P= 0.0 pat P. 0.0 pat Sheathing 7sowt(Q•6) v ) 6 tq o 01 P Zone �lrfi9P5F(o,d)=Z(•`xkr5f P= 28.3 pat P= 44.9 pal Roof 2 P= 28.3 pat P= -78.1 pat 2b.i���m.6%=��r�6PgP 6) 69t3cY5F 3 P= 28.3 pat P= 115.5 pi I1'5,5ppp(( Walls 4 P = 44.4 pat P = 48.5 psf 5 P- 44.4 pat P= -56.3 pat 56,3►��iP.()�$$'7�p4�' �IK,Kp"iF(o�b) a 26,6q Mr Notes: 1 Reduced 10% forroofslope < 10e, perF30.4-1 note 5 2 All C&C computations from equations given In ASCE 7-10, Chapter 30, Wind Loads -Components and Cladding 3 If roof slope < 10e, [hen h „f = 0 ft. 4 ThesepdMa wmplywlth the ConsLType: VB Pages Manufactured BuOding Occupanq: B/F-1 Act a d adopted Codes and A:awahle No. adhete to the following alteda of Floas: one Wind Velodly: 160 MPH (vuh) APPROVED BY Fhe Rig or Fxd. Welts: 0 Plan No.: M"4769B181e N RNC' Alow: Soon Lead: - 160 oaf Dow Mannufet 12MG12014 tun: Engheered Flea, Inc. 7lree pditmmpbw%hthe COWL Type. . - - FImIda Mare2ac9.ed Bm'Afg ocapatrY aF-i Act end adopted Codes and Moxrabte No. aawetcMefo9whgatteaw of Floors One (71 ' wmd veiow.. 1WIAPN MdU APPROVED BY i°f p d. Bw Plan No.: NIFT4769-91915 Shear Wall and Diaphragm Worksheet values taken from wind load ( "'""•FloofOed 'I tulsrsola �(` Appmreloale: Wind., basic wind speed (3 sec gust) = 150 mph exposure = . C closure:'' enclo: elevation: 15 diaphragm orientation tributary length (ft) = 50.00 building width (ft) = 13.00 X? " design wind pressure (wall, psf) = 45.9 u (Ib/ft) = 296.4 uplift pressure (psi) = -43.7 diaphragm load' (wind, lb) = 14818 3853 endwall total shear (wind, lb) = 7409 1926 diaphragm moment (ft-lb) = 92611 hear shearwall maYli8'h"1' ., wall shear strength = bfft —NR shear wall requ d = Wind Govems Largest diaphragm load (lb) = 1 14818 3853 Endwall aspect ratio = h,d,d/L = 1.68 Shear diaphram material = Aspect Ratio = B/L 3.85 Requires BLOCKNG diaph. strength (lb/ft) = h1A dia." depth requ'd = N/A (max)T = C = shear wall mateline? 7?'r^d "i chord mateline7 n'f• r internal shear walls? YiY'14� ?"4�i• °{tW; A?pc le -A lcL's Wruv � 77.g�q�(o.6o)s `f'Ctls,.�{Ic l✓v t9Nl4G z 133 Seismic. 71A Fa = %R R Inertial diaphragm load = overload factor = seismic 1= Ce= diaphragm load = endwall load = Seismic Base Shear = for internal shear walls may ' unblocked 1.60 site class sN ' ? sw default - ^D^ SDC A I psf Risk Cat IV S7 F = 2.40 ` T= 0.119 lb. wIW - 0.112 lb. kips over several diaphragms per structure 24.1 1.0 1.50 0.017 288 133 2.4 be distributed -Z )m wind calculator sheet Basicmndspeed I 1: design wind pressure roof height wall height shear wall height overall building width overall building length diaphragm total end force diaphragm end shear total shear wall shear wall demand Endwall aspect ratio = hgjl-= shear wall Wind Governs 1 Collector Loads and Overturning/Sliding • using MWFRS loads, ASCE 7-10 • Center of stiffness assumed to coincide with geometric center rrshortside Lshortsrde overturning moment (uplift) = overturning moment (lateral wind) = total OTM = resisting moment fl+roof = resisting moment ext wall = O.K. add'I RM = ).K. Total RM = OTM/RM = wind overturning: coeft of Mallon normal force (kip) = friction force (kip) = lateral wind force(kip) = 185 162 346 113 104 0 217 1.59 tie down 5.0 23 26.0 0.88 fnctionislyding = 11.562 13.91 ft Not enough shear wall wind sliding: tie down Floor Live Lc Roof Snow Lc seismic response coat seismic sliding: friction force er base shearifrlction =. seismic sliding: si�L 749 1 kip-ft � M `.I<TS M- PSIS no tie 5.0 2.3 6.8 3.006 wind/frlction < 0.67 = tie down "no tie" Ovartuminn and Sliding /seismic) usha4srda 1 shortslde kip kip VIP kiP kip kip-ft kip-ft OTM/RM < 0.67 = Tessprywbme CoMtTyw r'lodaa rwnaadcen BOBdng e>r 4 —67 ='no Se" seismic overturning: no tie no tie "no tie" fir•' Act end adopted Codas and PffiJfdhlB Na- ... aQAaero thafoacvda9 aftefa ofFlnxs:--. ._.-_ onern .. ..._....- _—wlndVeladry: _....-_._.. 15DAWH APPROVr9 BY Fire F--&8 of Ed. Walm e NIP& Plea No.: M7476MISIS ADM.. ,Leed: IMCEA INC. Appvm Date: - 12n5=4 N Maedaahner: 83Oecad Fhdd Na ad factor-: •Y:'ia"..<;r"' ,?r total dead toad = ad factor = 0 total live load = 1cient Cs = 0.017 addl dead load = seismic weight= base shear = 62.8 OTM = 0.038 RM=j He down OTM/RM = 420 42.0 110.5 110.5 0.0 0.0 139.53 139.53 2.4 2.4 14.1 14.1 907.0 3488.3 L 0.015 0.004 0 no. Collectorloads(F ). type section no (n): width (ft) (s or o) Fn aspect rato Wall number= DS-1 1 ruODi3>y; ', F[ D Ib 0.68 1 532.5 DS-2 2 f .t(i,Dt rt ` ;`'' 0 Ib na not a shear wall 0 DS-& 3 =,* �tl k r"<"a 00 lb na not shear wall 0 DS-4- 4 c g{ltti;,: oJ.a.:x, 0 Ib na not ashear wail 0 DS-5 5 :�keit Mrri" J Yili' 0 lb na not ashear wall 0 DS-6 6NO' th. !=?:i;rr xi 0lb na not a shear wall 0 DS-7 7 , % ,' ;`° 0 lb na not a shear wall 0 pgg g st`tp TC. D lb na not ashear wall 0 IDS-9 9'? x�` V ?';" t ? 0lb na not a shear wall 0 DS-10 10 wr'it .y' ti't#i ` N''. O lb na not a shear wall 0 DS-11 11 J3pik k'j {"s $Ykti `",. 0 Ib na not a shear wall 0 DS-12 12 rr a" i" ' 0lb na not a shear wall 0 DS-13 13 ; ?TF per ': ii, , 0 Ib na not a shear wall 0 DS-14 14 fir.�9tt ;k "' O lb na not a shear wall 0 DS-15 15 , xcY t ?+ 0 lb na not a shear wall 0 DS-16 16n z r t as m? 4t1r.-+* Olb na not ashear wall 0 OS-17 174' 6 °gym, M. 0lb na not ashear wall 0 OS-18 18 r a = s +` Ra i, . 0 lb na not a shear wall 0 DS-19 19 a b F '`w �",'` 0 lb ne not a shear wall - 0 22 ?l"Dtlby "bus%tl `fF' 0lb na not a shear wall 0 DS-22 max drag strut 0 Ib 'or 0 Ib 532.5 Iblft s = shear wall chord max T,C = 7124 lh, use Look up tie o = other (non-structural) IChord Loads max chord load = 7124 Ib shear wall mateline? I n max strut load = 0 lb chord mateline? Load to be spanned = 7124 Ib These Prkft CM*Wr,hte h - "maynot occur at matellne Prodda Mmadama ,ed ConsLType; - ve nct8nd3IW cmes a AU N.. t zah to the roQwvL,g of n wa; - APPROVED BY wwd Vero ar Re Raft f 150MPHt�NuR1 ee. Wall, " PboleadNPNC. ,sNkm. ntr,rym,s r� Date: ssoarzaomWst aa .e -1H— all Calculator Wall number = Wind Governs window, door height 4`+# . maximum opening heightratio = , 1.000 Collector loads (F ): Opening Opening aspect no. Type_ Width (ft) Height (ft) Area ft2 F. rato Comment WS2r'� WS 3 WS4 WSfi WSJ WS-7 not a shear wall 0.000 not a shear wall 0.000 not a shear wall 0.000 not a shear wall 0.000 not a shearwall 0.000 not a shear wall 0.000 ." wt++r.ii,�iOB- 0.000 0 na 0.000 0 na `i+ v,'r�{t' Sib 0.000 0 na Dt "% i rr v #3' ` =0 30b'+i 0.000 0 na 0.000 0 na 0'tf3�isr',` ` 5z+ S #x? 0.000 0 na WS-8 WS-9'ker'M�_ '(! 2, uwt041 0.000 0 na not a shear wall 0.000 not shear wall 0.000 0.000 0 na WS-10 s >8�fa1) �E wy tf r 0.000 0 na not a shear wall 0.000 WS-11ae'? WS-12 ' 't ,� : 0`0( t3(f0t 0.000 0 na not a shear wall 0.000 not ashear wall 0.000 Yfr`ei t r fs;+. � :< �*YftiOl;" 0.000 0 na 13.000 0.000 0.000 01b or 0 lb 532.500 Wit Wall Types door opening height shall be 6.208 ft other (non-structural) height shall be UK ft, If within the wall length shear wall opening height = 0 R window opening height shall be window height in ft shear area opening height = 0 ft, between doors &windows Max aspect ratio = 0.679 chord max T, C = 7124 lb, use Lookup tie Opening Area = 0.000 ft2 %full-ht sheathing 1.000 Shear wail area = 114.829 ft2 Shear Wall Area O. K- correction 1.000 Vwall = 6922.5 lb, corrected . �mftwmcbwm+u,e VB aaam caft ,Mom% eFt emaemeemn� orr- bcm APPROVED BY weRwbg oyr- 1wWrs a_.. _ NOO Fz. w� a�ram. Mow. F7oorlaa� o naT4>ss)1816 6NC. e� 1y 214 . Wiv re vna Ina Max. ht= Max %=1 1.000 t 911114= N 0 state r x,. 01 County i•"yr5"3;a;j Zip Code Codes 0 ASCE7-10 "analytic method" building assumed enclosed debris resistant glazing not required Wndspeed. 160 mph Exposure: C Components & Cladding Pressures (Sheathing): Zone 1: 28.3 PSF -44.9 PSF Zone 2: 28.3 PSF -78.1 PSF Zone 3: 28.3 PSF -115.5 PSF Zone 4: 44.4 PSF 48.5 PSF Zone 5: 44A PSF -56.3 PSF Floor Live Load., 150 PSF Shear wall worksheet Forheight above ground level 15 feet orless MWFRS only Date. 11-Nov-14 Drawing no: 91815 Seismic Summary method ELF Se = 0.069 Si = 0.030 Risk Cat N Fe = 1.60 F, = Z40 SDC A CB= 0.017 T= 0.119 R 6.5 Sde = 0.074 Sd, = 0.048 seismic Is 1.50 Design Base Shear, V= 2.4 kips - site class D Seismio-force resisfin9 s ys.: Uhl Wind Governs wads >`eft-w:�B,A Sheathing • w/q Shear wall length req'd —13.91 It ok -- NA - Fastening - 6f12— JbI'A Fastener #8 screw PEA Roof Live Load.. 20 PSF ROOF case: 1 Ground Snow Load, Pg: tr,.n' �;p3'kL.'i lim" ;;;'PSF Sheathing 4`��HK4 Ai de m+n—N�ff z Flat -roof Snow Load, Pr: 26.2 PSF Die. depth requ'd "—., w—� PIA S Ld importance Factor, I s: 1.20 Blocking N AA - Snow Exposure Factor, Ce: 1.0 Fastener440-Ssrew-- IJIA Thermal Factor, Ct: �'0 Fastening --8113---ram a ewmng om r Ct F Roof Slo Slope p , 6- # f` r'k$ s,+; -atlhmato the fdlawFg cdeAa.. - caecai ... V&dv � 150 NpHMM .' APPROVED By— 60.�m FIM .. o Plan No- AHm.Fl=Loa&iNC. MFT476&97876 1500ff tdeadar5oer EmaereA Ftdd lna xq. Roof Rafter Loading dwg no. _ABMs; (psf)(psf) �MMD" Roof ILL = 20.00 Roof Uplift Pressure = 95.82 Roof DL = _ Roof Inward Pressure = 2. Roof SL = 350" Roof Colaterai DL = - 1 Horiz LD ASD Load Combinations: (pst) (pat) (psf) 1. D = 11.84 2. D+L = 11.84 3. D + (Lr or S or R) = 37.04 4. D + 0.751. + 0.75 (Lr or S or R) = 30.74 5. D+(0.6Wor0.7E) _ -46.25 or= 25.05 and 13.68 6a. D+0.75L+0.75(0.6W)+0.76(Lror8orR) _ -12.83 or= 40.65 and 10.26 6b. D + 0.751. + 0.75(0.7E) + 0.75S = 30.74 and 0.22 7. 0.61)+0.6W = -50.99 or= 20.32 and 13.68 8. 0.61)+0.7E 7.10 and 0.29 Wail Stud Loadin Roof framing span = 13 ft Roof DL = 76.96 pif Wall DL = pif Roof ILL.= 130.00 pif Wall Colateral DL = 0.00 psf Roof St. = 163.80 plf Wall LL = psf Roof WL = -629.32 pif (uplift) Wall WL = 66.99 psf Roof WL = 143.14 plf (inward) Wall height= 8.83 ft Wall DL= 126.79 pif Wind Governs Wall LL = 0.00 pif Horlm LD ASD Load Combinations: plf plf (psfl 1. D = 203.75 2. D + L = 333.75 3. D + (Lr or S or R) = 367.55 4. D + 0.75L + 0.75 (Lr or S or R) = 326.60 5. D + (0.6W or 0.7E) =-173.85 or = 289.63 and -58.09 6a. D+0.75L+0.75(0.6W)+0.75(LrorSorR) = 43.40 or= 391.01 and -43.57 6b. D + 0.75L + 0.75(0.7E) + 0.75S = 337.95 or = 315.25 and 0.22 7. 0.6D + 0.6W =-265.34 or = 208.13 and -68.09 B. 0.61) + 0.7E = 137.39 or = 107.11 and 0.29 Maximum Stud Loading= 367.55 plf Stud spacing = 16 In. O.C. Stud Axial Load= 490.06 lbs. ti �lflK�1r Header Check a Dietrich 3 5/8" x 8" leg x 14 ga. Trade -Ready Header. Max. door opening For a 3 518" x 8" x 14 ga Header with a span and roof IoistRruss spacing In. o. c. , the header has a capacity r ..o sh ` pif > 368 pif Teeepdnt9wmWywbtho Cons Type: VB ... t •FWdda Mmxd=hndBu5 t Ocaipanry: ,. RVI Act mid adopted Codes Wd _ Alldmble No. �- sdhetetothef 9m1nBaiteda: of Flom One(11 . W nd Velocity. .. 150 NPH R APPROVED BY Fue RX.M or F& ways: 0 NRNIC. Plmt No.: ADwl. F1wLoad: M"476"t815 1600a A EmNomdFka= J ClarkWestern Building Systems I�'ll'I�I��IIII CW Tech Support: (888) 437.3244 clarkwestern.com 2007 North American Specification ASD DATE:11f10l2014 EF191815 North Hutchingson Island, FL SECTION DESIGNATION: 800S162-54 [50] Single Section Dimensions: In Web Height = 8.000 in Top Flange= 1.625 in Bottom Flange = 1.625 in These pdfft = 1*With the CMGCTM:' Ve Stiffening Lip = 0.5001n Fwdda Mwo fa 'ed ealww8 ocmww.. tvF-1 Inside Corner Radius = 0.0849 In Act ana adople Cones and . AlwWabIG NO. 1.500in ftfd*0ftla:4fMGM. Cn%(1) ... WmdVe10W. 1S9 MH MR)PunchoutWidth Punchout Length = 4.000 in APPROVE 9Y Flre RaWil'of Design Thickness= 0.0566in ad. Walls.. e 'IN Pin No.: MFT4769-91815 Steel Properties: TP11W. �NC' asortaad: 750 aer. Fy= 50.000 ksi MPm�r. Eniheeled Fluid. ft . " Fu = 65.000 ksi Fya = 50.000 ksi INPUT PARAMETERS Roof Slope 3:12 Bridging Interval for Uplift FULL in Inward Loads Dead Load = 11.8 psf Live Load = 25.2 psf Wind Load = 13.2 psf Outward Loads (Uoliftl Resisting DL = 7.1 psf Wind Load = 58.1 psf ALLOWABLE RAFTER SPANS DL Multiplied by 1.00 for Strength Checks LL Multiplied by 1.00 for Strength Checks WL Multiplied by for Strength Checks DL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Strength Checks Dead Load Deflection Limit= U240 'Se3f°C0'6';)e S'5'D`dPsfr Total Load Deflection Limit= U180 22, 013'2-apstr Wind Load not modified for deflection calculations ' AV "44,n (Z6,VV. Bearing Lengths for Web Crippling: 3.5 in !V Shear and Web Crippling Capacity Based on Unpunched Web Ipp®ydV p v 9" .Q ✓Fa "' K-phi for Distortional Buckling = 0.00 Ib•innn -- IncludeTorsion? No N '16 1LLLr�dSY�t+ r`i)/�ii Pam('®'% ALLOWABLE RAFTER SPANS -Horizontal Protection •� � RAFTER Inward Outward SPACING Loads Loads 12.0 in 20' 7" 20' 7" _16.0 in 18' 11" 18' 4" 24.0 in 15' S" 1601, ' B1 ClarkWestern Building Systems III'IEIIIIIII�I CW Tech Support: (888) 437-$244 clarkwestem.com 2007 North American Specification ASD DATE:11/10/2014 EF191815 North Hutchingson Island, FL SECTION DESIGNATION: 3628200-541601 Single Section Dimensions: Web Height = 3.625 in Top Flange= 2.0001n Bottom Flange = 2.000 in Stiffening Lip = 0.625 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi Fu = 65.000 ksi Fya = 60.000 ksi COMBINED AXIALAND BENDING LOADS INPUT PARAMETERS Overall Wall Height =8.833 ThesePdWos°P[YWMft cooscType: W-1 Lateral Load =34.2psf Fladdae+eoufediuedeaodhg omparW- Lateral Load Multiplied by 1.00 for interaction checks rudandadopted _Codes mid aiow3ballo- Listed Allowable Axial Load multiplied by 1.00for interactio4f'Lef4&ll3fd1oxdngatwim of may. —'— +so�Hk+' Lateral load not modified for deflection calculations pppROVEO By Fl1B �e or s Studs Considered Fully Braced for Bending r'° WORS: PW No.: e+FUTeas+s+e K- hi flexure for Distortional Buckling 0.00 Ibein/in �wv.FloorLeea P (flexure) g N AINC. ppPmve pa e: 750 oar +y+sno+a dFlWd lno K-phi (axial) for Distortional Buckling = 0.00 IbinM Nmnaraaare E seen . ALLOWABLE LOADS (lb) SPACING Maximum BRACING 12 in 161n 24In, KUr NONE 1295 1120 782 139 M I D - Rt 3111 2646 1800 72 THIRD Pt 3856 3261 2193 72 SHEATH 2 SIDES N/A N/A N/A 72 DEFLECTION L/688 U516 L/344 Note: Axial loads for sheathing braced design are based on the North American Standard for Cold -Formed Steel Framing -Wall Stud Design, 2007 Edition with 1/2 Inch gypsum sheathing and No. 6 fasteners max 12 Inches on center 1 'l1I � a dwg no. P 4 10901710 Check Skid for Bending Stress and Deflection over Slab Openings . Largest Cantilever ft. Governs Largest Simple Span = ft ,;1. ft. Skid Frame Member= HSS10x4x1/4 In 4 p 1 Ib���Sr In s I =t3o- �95T4�4x( / S 1`�y:<%;'n Ln date IN ?�Y 4- Worst Load =ry pif (pg. wall #2, Case #6) Allowable Deflection = L/240 = 0.000 In. y} R = wL = 0.00 kips M=wLA2/2= 0.00 ft-kips Dr *atl B^ll fb = 0.00 ksi Fb = 0.66 (36 ksi) = 24.00 ksl Actual Deflection = wLA4/8EI = 0.000 in. These PdntewM*w"tle ConsLTyPe: VB FWdda Mm4aciured DiM9. OMPWW' Act end adopted Codes eed AUMONa No. - .Oirenl edhe�e totaefdlmrin9 =Veda:- 150 MPH(Vuill MdVelodq: APPROVEBBY >. .. FO Radn9 F�ef L WWW -'-' (��Mm. rr, Plan Na:MF7475t191815 Floor Lead: 1�OINC. MmMetluum E^^Neerad rJum, Ina Walls #1 & #3 Walls #2 & #4 Wall Length 13.00 ft. Wall Length= 50.00 fL Stringer spacing �5' y: in. Stud/Truss spacing = 16 in. Roof DL= 7.89 pif RoofDL= 76.96325 plf Wall DL= 126.79 plf Wall DL= 126.79 plf Floor DL= 17.65 plf FloorDL= 183.599 plf RoofLL= • 13.33 plf RoofLL= 130.00 plf Wail LL= 0.00 plf Wall LL= 0.00 plf Floor LL= 93.75 plf Floor LL= 975 plf RoofSL= 16.80 plf RoofSL= 163.80 plf Wind L= 260.40 plf Wind L= 260.40 plf WLt�= 1152.31 pif WLt,= 532.82 plf Earthquake L= 91.15 plf Earthquake L= 23.70 pif Elt,= 21.62 plf EIS= 21.62 pff Colateral Loads (DL): Colateral Loads (DL): RoofCL= 0.00 pif Roof CL= 0.00 pif Wall CL= 0.00 pif Wail CL= 0.00 pif ASD Load Combinations: 1. D 2. D+L 3. D+(LrorSorR) 4. D + 0.75L + 0.75 (Lr or S or R) S. D+(0.6Wor0.7E) Roof Colateral DL=, H� M,' L. spsf Wall Colateral DL = IM psf 'A LL = E IN psf Wall Height=1 8.83 Ift 6a. D + 0.75L+ 0.75(o.6W) + 0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E}+0.7-55 - va 7.0.6D+0.6W'O COnSL oca@mm �'I 8. 0.6D+0.7E Aw®asaw�cbaesana ABnwabbW- Bd�aeioOefnBnw5i9rnle�fa 150 Ra'H lwB1 - APPROVED By Fl(eRdsof extVVM B �ff'T4789-B1B15 AEox.rporLoad Plat NWINPAING. APP"': 750 Yq tytyt014 3-m--won" �hr_ ' 103 4 Walls #1 & #3 are non -bearing walls. a TABLE #1 Load Wall #1 Wall #2 Wall #3 Wall #4 Farce Dir. Force Dir. Force Dir. Force Dir. DL 7.89 126.79 17.65 Z Z Z Z 76.96325 126.79 183.60 Z Z Z Z 7.89 126.79 17.65 Z Z Z Z 76.96325 126.79 183.60 Z Z Z Z Sum DL 152.33 387.35 152.33 387.35 CL 0.00 0.00 Z Z Z Z 0.00 0.00 Z Z Z Z 0.00 0.00 Z Z Z Z Z Z Z Z 0.00 0.00 Z Z Z Z Z Z Z Z Sum CL 0.00 0.00 0.00 0.00 Sum D&CL 152.33 387.35 152.33 387.35 LL 13.33 0.00 93.75 Z Z Z Z 130.00 0.00 975 Z Z Z Z 13.33 0.00 93.75 130.00 0.00 975 Sum LL 107.08 1105.00 107.08 1105.00 SL 16.80 Z 163.80 Z 16.80 Z 163.80 . Z WL 1152.31 260.40 2 Y 532.82 260.40 Z X 1152.31 260.40 Z Y 532.82 260.40 Z X EL 21.62 91.15 Z Y 21.62 23.70 Z X 21.62 91.15 Z Y 21.62 23.70 Z X ma60Pdbs=,. Yy tm " "FloddaMandasaedaviid<iM CwtsCrj a: ....... _.._ ....._....-ear " ve Art ad adapted Codes and AWwabIe No. scamtoomidbwWj edosla dpF - . ow 111 . . Wind Vebdry: 150 MPH (Vd0 APPROVED BY - Flre Ra"of . ..... ..........0 Ed.Ydaar Plan No.: MFr476"1615 Avow. FbwLoad: 150Paf NC. En adPkAMM O\ TABLE #2 LOAD Comb. Wall #1 Wall #2 Wall #3 Wall #4 Force Dir. Force Dir. Force Dir. Force Dir. 1 152.33 Z 387.35 Z 152.33 Z 38735 Z 2 259.42 Z 1492.35 Z 259.42 Z 1492.35 Z 3 169.23 Z 551.15 Z 169.13 Z 551.15 z 4 235.24 Z 1241.45 z 235.24 z 1241.45 Z 5 843.72 156.24 Z Y 707.04 156.24 Z X 843.72 156.24 Z Y 707.04 156.24 Z X 6a 753.78 117.18 Z Y 1481.21 117.18 z X 753.78 117.18 z Y 1481.21 117.18 z X 6b 246.60 47.85 Z Y 1252.80 12.44 Z X 24,6.60 47.85 Z Y 1252.80 12.44 Z X 7 782.78 156.24 Z Y 552.10 156.24 Z X 782.78 156.24 Z Y 552.10 156.24 Z X 8 106.54 63.80 Z Y 247.55 16.59 z X 106.54 63.80 Z Y 247.55 16.59 Z X WaII #1 843.72 plf z-dir -599.99 plf UPLIFT! 156.24 plf y-dir Wall#2 1492.35 plf z-dir -8728 plf UPLIFT! 156.24 plf x-dir Wall #3 843.72 plf z-dir -599.99 plf UPLIFT! 156.24 plf y-dir Wall #4 1492.35 plf z-dir -87.28 plf UPLIFT. 156.24 plf x-dir 7teoepdnbmmplyw6h Um Cmst.lype: VB Fbdde Menu(araued BuOdkq D BIF-1 Act and adopted Codes and AWwable Nm .. aahmetotha(dlovMga0eft o•Fbmx thie(1) WhA Veladty. 150 MPH Me) APPROVED 6Y RM Rating al em. w,Gs: Plan No.: 0 WT4769-MBIS AOow. FloortaaG 150psf r��/'� A:�I,VC._.... AWowd Dale: 12115=14 _ ._N. .... .. ...EnaareaedFiditl.-lan. � utfu = z{ F r' rd 2n i 41Y A�� Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 34949 Spectral Response Accelerations Ss and 81 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (9) 0.2 0.068 (Ss) 1.0 0.029 (S1) Period Maximum Sa (sec) (g) 0.2 0.069 (Ss) 1.0 0.030 (81) Period Minimum Sa (sec) (g) 0.2 0.065 (Ss) These W M w,*WM ere , Consb Type: Fimkle WMackned BWAn9 Oaapamy: Ad Wdadapted CetleseM Allowable No. adhere to MGf090Wh9 oMedw ofFf a . Wind Velp�.: _ APPROVED BY FheRaft of yg X One ft) 1S8 MPH NOOO AINC. EA walls: Plan No.: Apptwal Date: AA ivaDaw Mmufaohner. 8 MFT4789.91815 12/1812814 Enoineenetl Fhdd Inc 0 Page 1 of 1 EM 170 notes- I- Valves are noainal design 3-ae6nd past Wind speeds in idles per hour (Ws) at 33 ft (100 a6am ground for Exposure C cat- egorp ' 2. diatar iaferpolatioe between contours is perdtted ' 3. Islands and coastal areas Qi%44e Lhe last centaur sha71 use the last wind spied centaur of the cbakal area . 4. Rountaineds`terrain, gorges, ocean d Wkial. wind regions d far uausuai wind condi- correspond to approximiel 14R1 a M6 years). Figure 16090 Ultimate Design Wind Speeds, Vulti for Risk Category III and IV Buildings and other Structures ThmeydnWWMMwandw CmsL Type: Fbdda Memeectumd Buiding Occ4m : Ad and winded Codes and Adowahfe No. va aIF-1 adhere to ere fcloWnd aft h: arg ma _ Ondul . WbdVabcur. 15a MPH llndt) • APPROVED BY Me Raft of at Walls: Plan Na: e MFi47aea1af5 Allow. Floorl.aad: _ NftNC.Manmufan 760 mt ' , Enc hewed FMM, Ina Au http:/hvww.floridabuilding.org/fbc[WinL2010/figb.PNG 9/27/2012 E E L The Beast HLmder,! �adeReady' Load Bearing Headers Patented, one piece design .r replaces built-up box beam headers.`," Great load easily I ..a,ed t ' S.. 1.. GIGI OJJGI lullY. Easy installation, saves timeand a .• s.: 4 e'rAA F `1 r M it j9I j ``I �"`;"•`3—:1C � J 33 .i� `. t..,7.. z-.�i 1� A C1 YY �:.Jt�ti i�'�,�} Sj°' ;Tmtuds, '%" Th'�Trad'eRea,dy®,patented, one piece, leaidler dl�aistltcadllycosts when compared rd� blox beaim h;ead'ers constructed with C-shaped i spup, the Tradle:Re,acly® Header over the top track, tlo! thee-j[am.b studs, and your header is complete. dietnch - . com The`rilace to siou... N-46re G) c bfutdimt starlsd 412-281-2805 i `:Save Time and M TradeReady® Steel, Load 9'span 12" deep Header Total Installed Coat I BoxedC-StudHeader 1 $73.05 MadeReady®Header. I SAVINGS PER READER 1 $27.50 I These pdMe mmpyMNlha FI&da MenufectuMd SURdh10 Act and adopted Codes and adhere to ate foaowing edteda �ROV�ED BY IV AINC. "... The TradeReady®'; Header posltively Impacted our bottom Ilne over $5,500' JD ill Les He Dry�vtdl „ Albuquerque, NM rRADEREADYo HMER, . SIZE AND GAGE AS REQUIRED - onoAn QSIZE. 15o MP "'UIRED witn . . Ing Header's!: WN00W HEADER, SIZE AND GAGE AS REQUIRED AS REQUIRED SIZE AND AS REQUIRED Notes: 1) AIlmatedal is based on 14 ga.50 b]. 4).ConwDDO wbeawfud uplift contrals design. ; 2) Degecdonbased an l/36Gft totalload. 5) Stock leng0ts are 82° & 119" 3) Minimumallowablojoibtortmss bearing is 1.51n. 6)Non smgkat= available on special request,LAI - =. � metalframhg - com .. D I E T R I C H ,� M ET A� L p R: A M I N, G. The place to stop... before the buUduing st tl A Worth ngtca tndastdes tampaay Corporate Headquarters 500_Grent Stree$Sulte 2226 PlttsbUrgh"O 15219 . Phone: (412)2812805 ICC-ES Evaluation Legacy report on the 1997 Unflonn BuIldi g Codew - DIVISION: 05—METALS Section: 05000—Metal Fastenings DIVISION:OB WOOD AND PLASTICS Section: 06490—Wood and Plastic Fastenings RAMSET PLYWOOD FASTENERS FOR PLYWOOD PANEL SHEAR WALLS AND DIAPHRAGMS ATTACHED TO STEEL FRAMING nw RAMSET 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 1.0 SUBJECT Ramset Plywood Fasteners for Plywood Panel Shear Walls and Diaphragms Attached to Steel Framing. 2.0 DESCRIPTION 2.1 General: Retreat Plywood Fasteners are pneumatically or gas power drNen fasteners used to attach plywood structural panels to tight -gage steel framing for shear wall and horizontal diaphragm applications. Fasteners are limited to locations not exposed to the weather or damp onvlronments. 2.2 Materials: 2.2.1 Ramset Plywood Fasteners: The fasteners are manufactured from AISI C 1030 steel, heat-Ireated to a Rockwell C hardness of 45 to 50, or AISI C 1060 steel, hoot -treated to a Rockwell C hardness of 44 to 48, MIntmua tensile strength Is 210 ksl (1A47 MPa). The fasteners have a tapered helical point and annular threading on the shank. The fasteners have a shank diameter of 0.120 inch (3 min) and are available with a length of either 1.5 or 1.75 Inches (38.1 or44.6 min). The fastener head Is either a 0.276-Inch-diameter (6.9 rum) flat hood or 0.312-Inch-diameter (7.9 min) bugle head. Fasteners with a Oat head are zinc -plated with a CIVOM81e finish, and fasteners with a bugle head have a cathodic - epoxy electro-coaling over a etedro pialedzinc coating. 2.2.2 Plywood Sheathing: Plywood panels must comply with UBC Standard 23.2, and be capable of supporting vertical loads in accordance with the panel span rating shown to the code. Plywood panels used for walls must have span ratings appropriate for the spacing of the wall framing. 2.2.3 Steel Framing: In this report, gage numbers for steel fmming members refer to the following minimum base -metal thicknesses: No.14 gage; 0.0747Inch (1.9 min) No.16 gage : 0.0598 Inch (t5 min) No.118 gage : 0.0478 Inch (12 min) No.20 gage: 0.0359 Inch (0.9 min) No. 22 gage :0.0299 Inch (0.8 min) Steel studs for shear walls must be C-shaped, with a minimum depth of 361a Inches (92 min) and a minimum Mango width of I Inches (41 mm). except No. 22 gage studs have a minimum Mange width of 1114 Inches (32 min). Steel studs must have a minimum yield strength of 33 ksl (228 kPa) and a minimum tensile strength of 52 ksl (359 kPa). Steel Joists for diaphragms must comply with the code and must be suitable for the direct support of Moors and roof decks. The Ramset Plywood fasteners are 0mited for use with diaphragms framed with cold -formed framing members complying with Division Al. Chapter 22. of the 1997 Unfonn Building Codam (UBC). Recognition of the fasteners for use with heavier steel, common to open -web steel Joists referenced in Section 3, Division IX, Chapter 22, of the UBC, Is beyond the scope of this report. 2.3 Design: 2.3.1 General: Allowable pull-out and lateral loads for the Bu0dex fasteners attaching wood -based structural sheathing to light -gage steel framing members are specified In Table 1. 2.3.2 Shear Walls: 2.3.2.1 Wind Resistance: Allowable shear for shear walls using Bulidex fasteners to attach wood -based structural panels to Ilght-gage studs Is shown In Table 3 for wind forces. Maximum shear -wall helght-lo-width Is 3'/2:1 for panels Fastened along all edges, and 2:1 where blocking Is omitted at Inlennsdiate Joints. The detection of blocked panel shear walls uniformly fastened throughout Is calculated by use of the following formula: +V9 +0.76129,+da FAD Gt For Sh 'RevisedJanuary2009 A= 2000vAa+yl +2.460en+de 3EAb Gt nr6araah arCaRrpn rf=nof0 beconft lmrgmeftMOaxo araV0ffiWaWbafu m1wilica:b addratta4 Wm d min, mtdorremn,foJYn�u6JacroJaaroporforanconwmNaaon trta tea. Am rsnowar" drr�BNatuatto»SmMcg Jirc, axpreu'menpitaQm fomwAadeiSmwlurmaCarnthlaraportmmmmpproAurmuved�yAw report Copyd9ht62C99 Pagel are k7 ER5380I Most tMdelyAcce tedand Tmsted Page 2 of 5 where: panel diaphragms: unlronily fastened throughout, is A = Area of boundary element cross section (vertical calculated byuso.ofthe following formula: member at shear wall bounda ry). square Inches A= 5vL + vL + 0.188Rea+ E—sX (mm'), 8EAh 4Gt 2b - b = Wall wldlb.feet (min). de = Deflection due to anchorage details (station and slip at lie -down bolls). E = Elastic modulus of boundary element (vertical member at shear wall boundary), pounds per square Inch QQTIM . on = Fastener deformation, Inches (mm). (See Table 2.) G = Modulus of rigidity of plywood, pounds per square Inch (N1mm ). (See Table 21-24 of UBC Standard 23.2.) h = Wall helghl,feel (mm). t = Effective thickness of plywood sheathing for shear, inches (mm). (See Tables 23-2-H and 23- 2.1 of UBC Standard 23-2) v = Maximum shear due to design loads of the top of the walk pounds per lineal foot (Nimm). A - The calculated deflection, Inches (mm). 2.3.2.2 Seismic Reslstanoe: Shear walls are constructed as follows: 1. Sheathing: Sheathing Is Structural 1 plywood complying with UBC Standard 23.2. with the long dimension parallel to stud framing, and is nominally is c thick, or thicker. Ali panel edges must be fully d 2. g Studs must have minimum dimensions of Isle 1 mm) by 31/2 Inches (89 min), with a'/e-Intl, 'return lip. Track must have intnlmum ns of 1'q Inches (32 min) by V12 Inches (89 ,eth studs and track must have a minimum R base -metal thickness of 0.033 Inch (0.084 at not have a base -metal thickness greater 47 Inch (1.90 min), and must be ASTM A 653, a e U. Stud spacing Is a maximum of 24 Inches Doubled studs are required al vertical edges t Ing panels. a3. Fat era: Framing screws must be No, 8 by 61e•Imh (1 Fit), wafer -head self -drilling screws. Sheathing e$s era Bulldex fasteners, spaced 2 Inches (51 ,g) t�cenfar around all plywood edges. Fasteners Inr� I� of the anel must be installed at 12 inches (305. m�ym) on center. Edge distance Is 'to Inch (9.5 mm) for pp(( )cod and framing. Addltl&41 design and wall construction requirements are Sectt&221g of the UBC. In addition, supplemental cpq s In Section 2220 of the UBC apply to shear a o d In Selsmle Zone 3 or 4. $ ¢ at shear strength of the wall Is 700 pounds per �jo n shear values are determined In accordance 4r1l 2219.3 of the UBC. The maximum Inelastic response displacement Is'A Inch (19.1 min). The design level response displacement Is determined In accordance with Section 2.3.2.1. 2.3.3 Diaphragms: Allowable shear for wind or seismic forces Is shown In Table 4 for diaphragms using Ramset Plywood fasteners to attach plywood structural sheathing to steel framing members. The maximum spanlo-width ratio of the dlophragm Is 4:1. The deflection of blocked For SI: a A EAb +40t + 0.614Len+ £(2b where: A = Area of chord cross section, square Inches pmn'). b = Dlaptaagm width, feet (mm). E =Elastic modulus of chords, pounds per square Inch (N1mm). en = Fastener deformation, inches (min). See Table 2. G = Modulus of dgldil2 of sheathing, pounds per square Inch (Nhnm ). (See Table 23-2-J of UBC Standard 23.2 for values of G) L = Diaphragm length, feet (arm). I = Effective thickness of wood -based sheathing for shear, Inches (min). (See Tables 234-1-1 and 23- 2.1 of UBC Standard 23.2 for values of t for plywood). v = Maximum shear due to design loads In the direction under consideration, pounds per lineal foot (NAnm). A = Calculated deflection, Inches (min). E(AA = Sunt of individual chord -splice slip values on both sides of the diaphragm, each multiplied by its distance from the nearest support. 2.4 Installation: Fasteners are Installed using pneumatic or gas powered tools recommended by ITW Ramset. installation must be In accordance with this report and the published manufacturers Installation instructions. The fasteners are Installed In such a manner that they plerce the wood -based panels being fastened and the knurl of the fastener protrudes through the steel framing members a minimum of IA Inch (OA mm). The fasteners must be Installed with the hands gash to the panel surface. if overdriving occurs, no more than 20 percent of the fasteners ere permitted to be overdriven more than rlre Inch (1.0 mm). 2.5 IdentiRcatlon: The Ramset Plywood fasteners are Identified onthe carton by the manufacturers name and product name, and Identified on the head of each fastener by one of the following logos: 1° BX Flat Head Bugle Head 3.0 EVIDENCE SUBMITTED Reports of shear wall lasts, cyclic tests, and IndMtlual fastener pull-out and pug- through tests: and descriptive literature. 4.0 FINDINGS That the Ramset Plywood fasteners described In this report, cornplywith the 1997 Unifonn Building Coder^', subject to the following conditions: EWS380 I Most Wft ftcepted and Trusted Page 3 of 5 4.1 Fasteners are manufactured, Identified and Installed In accordance with this report 42 Individual fastener allowable values for attachment of wood -based panels to light -gage steel are girdled to the values noted In Table 1. 4.3 Allowable shear values for shear wails Intended to resist wind loads and horizontal diaphragms are limited to the values noted In Tables 3 and4. 4.4 Shear walls Intended to resist seismic forces complywith Section 2.3.2.2. 4.5 Limitations based on deflections of shear walls and horizontal diaphragms must be considered in design. This reportis subject to re-examination In oneyear. TABLE S—ALLOWASLEWITHORAWAL AND LATERAL LOADS FOR A RAMSET PLYWOOD FASTENER USEDTO ATTACH STRUCTURAL PLYWOOD PANELS TO STEEL FRAMING MEMBERSW MINIMUM MINIMUMTHICMESSOF MINIMUMTHICKNESSOF STEEL STRUCTURAL PANELS STRUCTURAL PANELS 7HICT588 (gage) 4lelnch "Finch I "l'ztnch 9,1nch 'lainch 161nch I %zlnch 01kinch Withdrawal Loads (pounds) Lateral Loads (pounds) 94 90 90 95 120 135 160 ISO 215 III go 90 90 110 135 180 185 115 18 90 90 90 90 135 160 160 110 20 70 70 70 70 110 130 130 To 22 5o 50 60 50 710 110 190 110 For SI:1 Inth = 25,4 mm, t pound =4A48 N. 'Tabulated values are for loads due tovdad or owthqu", and must be reduced by 25 percent for other applications. 'Tebuleted for 20 fasteners values stow no more then percent of the to be overdriven morethan'lm Inch. 'h'brimum edge distance and spacing ere ale Inch and 3 Inches, respeetvey. 4Section 2.2.3 describes minimum base -metal thicinesses associated with gages. - TABLE2—%VALUES'R'' GAGE OF STRUCTURAL STEEL MEMBER MAXIMUM LOAD gbdfastener) e� 14 235 0.031 16 ISO 0A21 z° 18 125 0.010 . 20 80 0.031 22 135 0.031 For Sh 1 pound=4.448 N. 'These loadvalues Include a one-third Increase for short-term loading and must not be exceeded. The maximum load per fastener rrissI be exceeded. L.owervdues may be usedwith the on values noted In the table. fitaload per festenot is determined by dM(fing the show perfoot bythe number of fasteners per foot. 38ectlon 2.23 descrbes minimum base-meml thiclmesses assoclotedwth gages. TABLE 3—ALLOWABLE SHEAR FOR WIND FORCES FOR STRUCTURAL PLYWOOD SHEAR WALLS ' ATTACHED TO LIGHT GAGE STEEL STUDS WITH RAMSET PLYWOOD FASTENERS'x'(potaids per foot) TL E 8 EI PANELTYPE MINIMUM PANEL THICKNESS (Inch) FRAMING FASTENERSPACWG°`pnchesoncenter) I frdmum Gogep Spacing (Indies on center) 6 4 3 2 - 31a 22 16 180 270 360 459 !e 24 144 216 288 Sw 101aa 16 or 24 170 255 340 433 S ractural I or Rated Sheathing and Siding !e 20 16 180 270 360 459 la 24 144 218 288 S87 !a 16 cr24 208 313 417 531 '!e 18 to 214 321 428 546 24 171 257 342 437 16 or24 253 380 505 045 16 or 24 259 389 18 661 16 or 24 259 389 518 Sal 11. 18 16 or 24 206 399 532 679 /az . 16 or 24 290 445 693 758 9lax 14 16 or 24 304 453 608 776 7 16 or 24 345 5 77 690 879 Forst I inch = 26A mm,1 pound8lnew foot = 0,0148 Nfmm. 101 IfE 1. m Z 0FZ ER-5380 I Most WldefrAccepted and Trusted Page 4 of 5 TABLE 3—ALLOWABLE SHEARFOR WIND FORCES FOR STRUCTURAL PLYWOOD SHEAR WALLS ATTACHED TO LIGHT GAGE STEEL STUDS WITH RAMSEr PLYWOOD FASTWERSW (pounds per foot) (Continued) 'These values are for short-term loads due to wind and must be reduced 25 percent for normal loading. Sae Table 1. 21be pin must be long enough to penetrate through the metal framing a minlmlmt of/4Inch. 'Tabulated values stow for a maximum of 20 percent of thefesteners to be overdriven more then'/16 inch, ' 4AIl panel edges must be blacked with minimum nominal 2-Inch framing. Panels ere permitted to be Installed either hodzontogy orvenicety. Fasteners must be spaced a maximum of B inches on center along Intermediate (renting members for a/eJnch-ihlddpanels Instated on framing spaced 24Inches on center, and 12Inches on centerforframing 10Inches on centerorthlcker panels. `Tabulated values ere for shuctural plywood pandsappliedto one side of a wall. Values cannot be increased for panels attechedto both sides of swat. "Section 2,2,3descrl6es minimum base•meInl thicknesses associated With gages. TABLE 4—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR STRUCTURAL PLYWOOD HORIZONTAL DIAPHRAGMS SUPPORTED BY LIGHGGAGE STEEL FRAMING ATTACHED WITH RAMSET PLYWOOD FASTENERS' (pounds per foot) SHEATHING PANEL MINIMUM PANEL THICKNESS (inch) SUPPORTINGSTEEL MEMBERFLANGE DIMENSIONS BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Wldfit (Inches) Minimum Gages Fastener spacing at Diaphragm Boundaries (all cases), at Continuous Panel Edges Parallel to Load (Cases3 and 4) and at All Panel Edges (Cases 6 and 6f9Aa Nalls Spaced 6 Inches Maximum at Supported Edges 6 4 2'/s 2 Coss (no unblocked edges or )olroitaltoload) All Other Cases (Cases 2 through 8) Fastener Spacing at Other Panel Edges 6 6 4 3 ' Structural I or 314 1.6 22 270 405 459 180 135 3/e 2b 303 455 615 202 152 °ly 1.5 255 382 433 170 127 1IM 2.5 R202 286 430 487 191 143 !e 1.5 20 270 405 452 180 135 /4 2.5 303 455 515 202 152 1.5 313 409 531 208 153 151. 2.5 351 527 597 234 178 Rated sheathing f4 1.5 18 241 321 481 546 214 16D ale 25 Sol 541 613 240 180 14/at 1b Soo 569 645 253 190 '°/ar 2.5 426 840 725 284 213 101y 1.5 K292 389 683 Got 259 194 191, 2.6 437 - $55 743 291 218 'sly 1.5 389 553 Sol 259 194 °°ly 2.5 437 655 743 201 218 Structural I or 191,1S 16 399 Boo 670 266 200 191y 2.6 337 449 673 703 299 224 % 1.6 333 445 667 75S 298 222 1°/y 2.5 376 600 799 849 333 250 Rated sheathing 1>/y 1.5 t4 $42 458 685 778 304 228 911 2.5 385 613 769 872 $42 250 °sly 1.5 388 517 776 879 345 259 i% 2.8 436 581 872 988 38B 291 ForSI:I Inch =25A ram, pout Ilneortoot= .016 mm. 'These values are for short-term loads due to wind or eorthqu 21he pin must be long enough to penetrate through the metal 'Fasteners are spaced a maximum of 121nchas on center aloe 4Tebulatedvalues allow for a maximum of 20 percent of the is and must be reduced 25 percent for normal loading. to be overdriven more than'11a Inch. provided sheathing Is designed for vertical loads. h gages, These Rana opmpywm the Florida ManuraGwed Bwftg Act end adopted Codes ard adhere to the fakwing erneds: INIPOVEDPPRBY INC. A 16 Consltype: VS O=WgJ: BfF-1 Anawale No. ofFJOW 01re 10 Wind YalodM• 15a MPH Nw1 Fire Ruing of Ed 0. a Plan.: MFT476MIG15 ' Mew. Floor Load: taepsf Approval Dote: 12116MC114 MamdecWM: Ennneerad Fluld, Inc. e �����■��■ . --� ICI 1 1�= �- .�C"� ������1 �1 ER-6300 Most Widely Accepted and Tmsted page 5 of 5 LOA�444 CASE I "NAMING BLOCKING IF USED ■rrin�rl�l�� 1��11 IIII�� ■�■ ■����lli �s®sr�lr DIAPHRAGM BOUNDARYNTINUOUS PAN DO JOINTS LOAD Jill CASES TAMING CONTINUOUS PANEL JOINTS` BLOCKING - // 'BLOCKING CONTIN JOINTSUOUS PANEL . NOTE: Framing may.he oriented in efther dirsellon for dlaphragms.provided shealhing is property designed for vertical loading, Theae pMls eemPNw >he ConaL TyP4: . vB . ERA - - .... . FlMde MemdeaMed BuOdl�" 0004mw M jail edopled Cgdea end AIWMWa Na One (1) — edhe�etoMeidlawhig � WndVeladtr. 150MPNNea) pPPiiOVED BY Fae Redng of EKL Wwlc a Plen Na.: MF1'4Tee•91816 "16B 1�� AIww.PbarLaed: Par _ 17HN2014 IIVC.MP"Oats: W.1 FimhiaMd flnld, ire. -- The SINDUseries atholdowns-combines performance with ease of Installation. The ' pre -deflected geometry virtually eliminates material stretch, resulting In low deflection under load. Installation ushig soil-th1ling lapping screws Into the studs reduces7nstallaUcn time and saves labor cost. MATERIAL' 110 m0 (to go) FINISH: Galvanhad INSTALLATION: • Use all specified fasteners. See General Notes, ' Use S14 screws to testen to studs CODES: See page 8 for Code Listing Kay Chart ® TAeseDraductsare available WlNaddleonal crorroston pmtecfloa AddBonal Droducts on fins PaOenrvab be evadable w9h Oils Won. Greek sYlh Stmpsal SkanD•17e lbrdelalds. 0 ■ i7 I SIMPSON StroaagTie SSAIIffiaDU Installation MgEpl.- .:.'.N.• :. :.' '�::' .:.......... ` tTlilgkness� . " .. I4,°'. , o a v .,e 4 r � f `;••Npmi.9a1:... . • :.L ado .. •.;.:. . . .AncQgr. Fas epbia TepsipD,loa ASDodQ'l. SMDU4 7r/s % 8•d14 2.33 2-20 a 2320 0.093 3705 0.149 5685 2.43 2-18 a 3825 0.115 6105 ' 0:190 • 9365 2-54 (2-16gal 8970 0.093 6346 0.t56 9730 Steal Fixture 4470 0.063 7165 0.103 12120 SIR , ....:, ::.,...'2-0318 2-coo' <'.:.4895 ::>:.:'0:125 :;s ';r- 'D ."•:%0470�:: a 25:i 0.119:;i; : 25.2-18 :i' "0.108 .:•„ - `. .Steel Future.'' . `''5995""' '0.080- AIR '� IR WDU9 12% r/a ' 18414 2-33 2- a 6965 0.103 11125 0.189 13165 FC7 2-03 2-18 a 9265 0,126 154B5 0250 21810 234 2-1fi a 9990 0.106 15960 022b 24480 Steel Fixture 12716 0.126 20510 0.177 31455 .. ....::. ...... ... :....a :fi�:.r• 27-61A. i. . "6965 :: •. � :. 0. 03'...: �9: +`e..: : •..13 .:2 A3: .8a:� 8 '���9595 �;i ;::r .09g `:.,.� .,�12-6. 2:1 a?i'.� :-g675.C: 'S'0.110"':; 23710:',A rwexnul ''2.43'24955,2'54.2-Y6 a.::: '.�..12175c': .::::0.125"::. ', ! `1298251':` 1. 00*ner sha0 spedfy the loundaUon an dmrmmedat ypa, lorgih, embedment and cmt0aumtion. Tabulated loads may exceed anchorboltASfM Ass arA307 tension rdpaclBes. 2. Sao pages W-30 for anchor bolt options. 3. See page 21 for anelmrboll ralmgt option 4. Stud design by SpedIlm Tabulated loads are based an a minimum studs thWe tes for fastener caucuses. S. A'selfdrtifing tapping screws can be substituted for014. 0. Hear hexrmt is required to addevethe table loads far SMOU11, T. Collection at ASD and LHFD Loads includes fastener slip, holdown elongation and slmho� bolt elongation "I. & Nearest Tension Load is based an the average ultimate(peak) two from tests. Alai Letarel Design standard requires holdown to have nominal slmngm to resist lesser of amplified seismic load or the mardmum force the system can delW.. These prints compywith the ¢oast Type:. .VB Florida Marpdacmrad BuaMlg Oaapen r. BIF-1 Act and adapted Codes and Movable No. adhere to the following caneda: efFloora: One (71 ' Wmd Velaaity: 16a MPH lVNO • APPROVED 13Y Fire Hmi's or , Bd. Waits: B Plan No.:" MFT4781F91Bi6 � Maw.FlccrLoad: i6u osf Approval Date: 12/1612014 ■ ��■ ■INC r .. Mamfialt ren.. - - .Enelneored Flald.lrm. - . at MATERIAL STRUCTURALSTEEL TUBING TOTAL LENGTH IN FEET TOTAL WEIGHT LENGTH WEIGHT EA. QTY. 5931/2 3344.37 # 2 EACH 99 6688.75 # MATERIAL W4404 WEIGHT EA. QTY. C8x11.5 -STEEL 147.58 # 2 EACH 128.42 # 32 EACTOTAL LENGTH IN FEET=TOTAL WEIGHT= MATERIAL LENGTH WEIGHT EA. QTY. C5x6.7 -STEEL i 17 3/4 9.91 # 8 EACH TOTAL LENGTH IN FEET= 115/6 =1o TOTAL WEIGHT= 79.28 # MATERIAL ;/16" STEEL ANGLE TOTAL LENGTH IN FEET TOTAL WEIGHT LENGTH WEIGHT EA. QTY. 5931/2 193,8811 2 EACH 99 ' 387.75 # MATERIAL LENGTH iiiii" 43/4" O.D. x41/4" I.D. STEEL PIPE 27 TOTAL LENGTH IN FEET= 18 TOTAL WEIGHT= 216.54 # SKID PLATE I•" STEEL PLATE TOTAL SQUARE TOTAL PLATE WEI LENGTH WIDTH QTY. 599*ft2 k1l EACH 644.76 i.582.97 I TOTAL WEIGHT=1 18,359.8 # I DESIGN CRITERIA Model Number or Name: 91815 Occupancy:_ B/F-1 Building Area: 650 SQ. FT. Construction Type: VB No. of Stories Above Grade:_ 1 Mean.Roof Height: 12T11" FT. Min.. Distance to. Lot .Line:. Not_Known :F..T._ _...__ ..-...._ _ ._ . .. Exterior Wall Rating: 0 HR. Ground. Snow Load_(Pg): .30. PSF Roof Snow Load (Pf) . 25 2 PSF Minimum..RoofLiveLoad 20 PSF Roof- Dead -.Load S... ...... ... ..... . _.. ..._ .- .._. . Floor Dead Load: :21:571 PSF Wind Speed: 150 MPH Wind Exposure:. C. Seismic-Design-CategoryA:. -... - - Electrical Service Panel Size 600 AMPS- X volt. _ Permissible: Gas Type 'N/A--:- . Design Codes: 2010 INTERNATIONAL BUILDING CODE 20.1 O.-INTERNATIONAL. ENERGY.-�C.ODE. -- Thermal Climate Zone: 2a Minimum Furnace Output:. N/A . Thermal Transmittance Values x- Floor* = Vllall* :Roof"' ADDITIONAL SPECIAL .CONDITIONS .AND/OR LIMITATIONS AND/OR ITEMS. - SUBJECT -TO LOCAL INSPECTION: ... --.- onw�e,:.. _ _._ ...:. __-.... o.-.. or "u" as