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HomeMy WebLinkAboutCALCULATIONS FOR EFI 2IGINEERED FLUID, INC. P. O. BOX 723 CENTRALIA, IL 62801 11 February 2015 SCANNED St. LucSY Cie County CALCULATIONS FOR EFI PROJECT #91815 North Hutchinson Island, FL (Vult =171 mph) 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 11 Wall Stud Calculation 12-13A Roof Diaphragm & Shear Wall Calculations 14 Skid Girder Bending Stress and Deflection Check 15-17 Foundation Loads Appendix Al Location A2 Seismic Values A3 Florida Risk Category III & IV Ultimate Design Wind Speed Figure A4-A5 Dietrich Trade -Ready Header Literature A6-A10 ICC-ES Evaluation Report ER-5380 All Simpson Strong -Tie Literature Al2 Skid Weight 1 Roof and 1" Zip Roof DL: 1 Mc Elroy Metals Maxima 24 gage roof panel 2 19/32" plywood exterior sheathing 3 23/32" Plywood Interior Sheathing 4 8" TSB 16 gage Track at each side of roof 5 8" CSJ 16 gage Joists at 16.000 in. o. c. 6 R35Insulation 7 Roof trusses at 16.000 in. o. c. 8 2X 6 nailer at roof perimeter Wall DU 1 Stucco Exterior finish (by others in field) 2 19/32" Plywood Exterior Sheathing 3 23/32" Plywood Interior Sheathing 4 R21 Insulation 5 3.625" TSC 16 gage track ' 2 6 3.625" CSW 16 gage stud at 7 HSS 2" X 6" x 1/4" at bolt. wall Wall Height. 8.833 Wall DL = 12.500 psf Wall Load per foot = 16.3725 Floor DL: 01 .20 Building Dead Loads No. date: = 1.250 psf 19/32" ' 4 psf = 2.375 psf 23/32" ' 4 psf = 2.875 psf = 0.253 psf = 1.710 psf = 1.000 psf = 2.000 psf = 0.378 psf 11.841 psf 6.250 psf 19/32" ' 4 psf = 2.375 psf 23/32" ' 4 psf = 2.875 psf = 1.000 psf = 2.940 plf 12.500 psf 16.000 in. o. c. = 1.223 plf 12.210 plf 16.373 plf ft. + 0.167 ft = 8.833 feet = plf + 110.413 9.000 ft. 110.413 plf pif = 126.785 plf _�, ;-7r•1 = 19, 354, o-v 28.246 PsF j i r• Set-up values (1 to wind) B = t 50 000 ft hewd = ha,,,a = 10 818` ft h d _ ( Il to wind) L = s13 000 a ft h/L = 0.91 elevation (z) _ 15 N`= It (15 ft min) exposure = C$ Sec. 26.7.3 V = 171 "' mph Ka = T26.6-1 Kz = 1.00 Eq. 26.8-1 K. = 0.85 T27.3-1 8 83 ft GCP; = 3 1 04 I=L/B ft K, 026 K enclosed? enclosed` <`< tw q = 0.00256VZ KaP rI (Eq. 27.3-1) q = 54 0 Y psf Risk Category = K3 MWFRS G wall Cp (windward) _ wall Cp (leeward) _ roof Cp (windward) roof Cp (leeward) wall Cp (side) add9 CP = add9 CP = framing: A„,,, = A,.&= deck: A ,i, = A,�a = A ,w.. = 39.01 fe a = fe stud= if rafter = fe roof panel = fe wall panel = 3 ft in. O.C. in. O.C. ft wide It wide 56.33 16 43.27 18 T;r 5.33 ,' 4 ;::my 0.00 Wind Load Calculator Based on ASCE 7-10 Analytic Method Z. 0 18 T26.11-1 0 F26.8-1 0 F26.8 1 0.85' = > S. 26.9-1 -0.500 F27.4-1 1.058 F27.4-1 0i519"= F27.4.1 O.Z00. F27.4-1 reserved reserved roof slope = matebeam max span = roof framing span (ft) _ roof slope < 100? wall panel roof panel roof framing Components and Cladding (no overhang) z s 60 f4 "low rise' z > 60 ft Framing Zone GC (+) GC (-) 7nne rr_41 rr I-N 1 2 3 4 5 0.35 -0.82 F30A-2B F30.4-2B F30.4-2B F30.4-1 F30.4-1 F30.4-26 F30.4-28 1 2 3 4 5 NA NA NA 0.84 0.84 -1.18 -1.99 -2.80 -0.86 -1.63 0.35 -1.32 0.35 -2.15 0.90 -1.00 0.90 -1.19 MB Z2 MB Z3 0.00 0.00 0.00 0.00 Zone 1 2 3 4 5 GC (+) GC-(-) Zone F30.4-2B 1 F30.4-2B 2 F30.4-2B 3 F30.4-1 4 F30.4-1 5 GC (+) GC.(-) NA -1.40 NA -2.30 NA -3.20 0.83 -0.85 0.83 -1.61 F30.6-1 F30.6-1 F30.6-1 F30.6-1 F30.6-1 F30.6-1 F30.6-1 F30.6-1 F30.6-1 F30.6-1 dwg no. date: i3;.FelY15�.t,--: Gravity Loads (psf) RoofLL =`;320.000'e Roof SL = 25.200 Roof DL =;ti184t FloorLL =,150.000: add I dl =s ;0:000 Wall DL (plf) 126 785-" Floor DL 2$ 246Y [no] Note 8 to framing to framing to B 3 I. Pressures: Main Wind Force Resin A. Walls (wind.+ lee.) P. = 59.7 psf -40.4 psf Roof Walls mate - beam [heathli Roof Walls Notes stems (Eq.27.4-1) B. Overall uplift (and average) Po = -48.6 Ill (wind) -23.8 psf (lee) average = -36.2 1 psf reserved reserved ZS,G fFsP(o• 6) =17.16 psF Zone + _ 1 P = 28.6 psf P = -54.3 2 P = 28.6 psf P = -81.3 3 P = 28.6 psf P = -125.8 4 P = 58.1 psf P = -63.5 58.1 -74.1 5 P = psf P = 2 P = 0.0 psf P = 0.0 3 P = 0.0 psf P = 0.0 Zone + 1 P = 36.7 psf P = -58.3 2 P = 36.7 psf P = -101.5 3 P = 36.7 psf P = -150.2 4 P = 57.7 psf P = -63.1 57.7 -73.2 5 P = psf P = s7,7P:lF(0•6)=3k,67-PF z=j 15 jft C. Roof uplift P = -56.8 psf (wind) 32.1 psf (lee) reserved reserved S'1.3(0,6)= 32.58,P5F S/.3 P5s[o.6)- yg•78psF yy,C/S71, /S612- PSF�o.- fG,12N'F 73,ZPSFto,a y3•QZysF 1 Reduced 10%for roof slope < 100, perF30.4-1 note 5 2 AN C&C computations from equations given in ASCE 7-10, Chapter 30, Wind Loads -Components and Cladding 3 If roof slope < 10°, then h,& = Oft. 4 Shear Wall and Diaphragm Worksheet (values taken from wind load calculator) Wind: basic wind speed (3 sec gust) = 171 mph exposure = C closure: enclo: elevation: 15 diaphragm orientation tributary length (ft) = 50.00 ?' case K- building width (ft) = 13.00 case'A. design wind pressure (wall, psf) = 59.7 u (lb/ft) = 385.1 uplift pressure (psf) _ -56.8 diaphragm load' (wind, lb) = 19257 5007 endwali total shear (wind, lb) = 9629 2503 diaphragm moment (ft-lb) = 120358 Shear shear wall mat I , wall shear strength 58 8 11 11 1 IR shear wall regi Wind Governs Largest diaphragm load (lb) = 19257 5007 Endwall aspect ratio = hstud/L = 1 0.68 Shear strength not diaphram material ,z d3 x` Aspect Ratio= B/L 3.85 Requires BLOCKING diaph. strength (lb/ft) = JJ1A dia." depth requ'd = PIA(max)T = C = PIA shear wall mateline? n '', chord mateline? internal shear walls? n ..:.z A1/ _ /Vor ,4pPa1c,.8&f �d/rdJD: gbZ.17 (0,(,)= 5777.q-* Seismic: Fa inertial diaphragm load = overload factor = - seismic 1= C8= diaphragm load = endwail load = Seismic Base_Shear= for internal shear walls may unblocked 1.60 site class r ,;;0 w; default = "o° psf Risk Cat. IV S, =, j).030k4,i, F = 2.40 T= 0.119 lb. w AN = 0.112 Ib. kips over several diaphragms per structure 24.1 1.0 1.50 0.017 266 133 2.4 be distributed wind data from wind Basic wii 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 available shear strength Endwali aspect ratio = hM d/L = shear wall req'd = Wind Governs Collector Loads and Overturning / Sliding • using MWFRS loads, ASCE 7-10 • Center of stiffness assumed to coincide with geometric center sheet Overturning and Slidin wind Il short side 1 short side 171 mph overturning moment (uplift) = 240 924 kip-ft C overturning moment (lateral wind) = 210 50 kip-ft 59.7 psf total OTM = 450 973 kip-ft 1.0 ft resisting moment fl+roof = 113 436 kip-ft 10.8 ft resisting moment ext wall = 104 399 kip-ft 8.83 ft heights O.K. add'I RM = 0 0 kip-ft 13.00 ft widths O.K. Total RM = 217 836 kip-ft 50.0 ft OTM/RM = 2.07 1.16 9629 lb wind overturning: tie down tie down 741 lb/ft coeff of friction 13.00 ft normal force (kip) = -3.5 -3.5 741 Ib/ft friction force (kip) = -1.6 -1.6 532.50 lb/ft lateral wind force(kip) = 33.8 8.8 0.68 friction/sliding = 0.000 0.000 wind/friction < 0.67 = _18.08 ft Not enough shear wall wind s/lding. fie down tie down no tie" Floor Live Lc Roof Snow Lc seismic response coal seismic sliding. friction force = base shear/friction = seismic sliding: Overturning and Silding (seismic) hshort side 1 shortside ad factor = 1„= :.1. *` ' total dead load = factor = 0 total live load = Cs = 0.017 add'I dead load = seismic weight = shear = 62.8 OTM = 0.038 RM = tie down OTM/RM = 42.0 110.5Fcient, 0.0 742.0ad 139.53 3base 2.4 14.1 14.1 907.0 3488.3 0.015 0.004 seismirlfriction < 0.67 = 'no tie" seismic overturning: no tie no tie kip kip kip kip kip kip-ft kip-ft OTM/RM < 0.67 = "no tie" ie I Shear Wall Calculator Collector loads (F ).* no. section no (n): width type (s or o) F DS-1 1 13.000 DS-3 3 °. ` :000 ` r :, o' DS-4 4 j,_ O.Ood,:. " ,;o.: -, DS-5 5 DS-8 8 `'o.000 IDS-9 9, '0. 001 `:, ,%o ' DS-10 10 ; `0.000 DS-12 12'.b.000', .;.,'o_.- DS-13 13 `0.000.i ` ` .o" DS-14 14 _ O.000._ o. DS-15 15 0.060 o" DS-16 16, O.obb": )o, DS-17 17 0:000 o DS-18 is DS-19 19 0.000 a ' ' 'o .:.° DS-22 22 '.,-0.000 ;o ;. max drag strut s = shear wall chord max T, C = o = other (non-structural) max chord load = Ib max strut load =Ib 111b Load to be spanned' = may not occur at mateline aspect rato Wall number 0 lb lb lb lb lb lb lb lb lb Ib lb lb lb lb lb lb Ib lb lb lb 0.68 not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall not a shear wall 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 na 0 /h or 0 Ih 9258 lb, use lookup tie Chord Loads shear wall mateline? n chord mateline? y 532.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 532.5 Ib/ft V II Shear Wall Calculator Wall number= Wind Governs window, door heigh maximum opening height ratio = Collector loads (F J: Opening Opening aspect no. Type: Width (ft) Height (ft) Area 11:2 Fn rato Comment WS-1 WS-2 WS-3 WS-4 WS-5 WS-6 WS-7 WS-8 WS-9 WS-10 WS-11 . WS-12 �' ., shear wall ` . ,13.006 0.000' : 0.000 0 0.68 532.500 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 shear wall 0.000 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 shear wall 0.000 not a shear wall 0.000 0 lb 532.500 lb/ft other (non -'structural) . 0.000 nod 0.000 0 na other(non-structural) ' "0' .0-00 01000 0.000 0 na other.(hon-structural) .0.000' , `0:000. + 0.000 0 na other;(non-structural) -0.000 ,'0.000 0.000 0 na other{non-structural) 0000 0000 .` 0.000 0 na other (rion-structurap - 0.000 ' "6.`000- : 0.000 0 na other (non-structural) , b: 00 ` '0:000 ' 0.000 0 na other (non-structural) 0:000 s`_ `b:000' ; 6.000 0 na other (non-structural) `0.000 ." 0.00o_ ' 0.000 0 na other (non-structural) 0.000 0000. ' 0.000 0 na other (non-structural aboo- '...` 0.000 ;. 0.000 0 na 13.000 0.000 0.000 0lb or Wall Types door opening height shall be 6.208 it Max. aspect ratio = other (non-structural) height shall be 8.833 ft, if within the wall length chord max T,C = shear wall opening height = 0 ft. window opening height shall be window height in ft shear area opening height = 0 ft, between doors & windows Opening Area= 0.000, ft2 % full-ht sheathing 1.000 Shear wall area = 114.829 ft2 Shear Wall Area O. K. correction = 1.000 Vwall = 6922.5 lb, corrected 0.679 9258 A use Look up tie Max. ht = 1 Max. % = 1.000 0.000 1.000 State County. St Lucie CO -'# Zip Code: is494&+e<r s Codes ASCE 7 -10 "analytic method" building assumed enclosed debris resistant glazing not required Windspeed. 171 mph Exposure: C Components & Cladding Pressures (Sheathing): Zone 1: 36.7 PSF -58.3 PSF Zone 2: 36.7 PSF -101.5 PSF Zone 3: 36.7 PSF -150.2 PSF Zone 4: 57.7 PSF -63.1 PSF Zone 5: 57.7 PSF -73.2 PSF Floor Live Load: 150 PSF Roof Live Load.- 20 PSF Ground Snow Load, P9: 30e a PSF wp Flat -roof Snow Load, Pr: 25.2 PSF S Ld Importance Factor, I5: 1.20 Snow Exposure Factor, C,: 1.0 Thermal Factor, C t: Roof Slope Factor, Cs: Shear wall worksheet For height above ground level 15 feet or less MWFRS only Date: 3-Feb-15 Drawing no: 91815 Seismic Summary method ELF SS = 0.069 S, = 0.030 Risk Cat. IV FB = 1.60 Fv = Z40 SDC A CS = 0.017 T= 0.119 R 6.5 S ds = 0.074 S dI = 0.048 seismic I e 1.50 Design Base Shear, V= 2.4 kips site class D Seismic -force -resisting sys 'A13 1 Wind Governs )%z 15&T / 1,pLlcA$4F WALLS Sheathing • AIM Shear wall length regV 18.08—fF N/A e# Fastening --- 6W,2 - t0/A Fastener-#8-6erew--/ •N 1,4 ROOF case: 1 Sheathing )J/A Dia. depth requ'd -",a w—ft—P/,t Blocking Y PIA Fastener-#10-9creov--- A%A Fastening -- 4 --L. IJ%A- M Roof Rafter Loading dwg no 91815 (psf) (psf) t3t-Lucie ,,�41_1 Roof Ll = Roof DL = 20. 0 Roof Uplift Pressure = Roof Inward Pressure = 125.83 28.62 ate: t - e ;, , a 11.84 Roof SL = 25.20 Roof Colateral DL Horiz. LD ASD Load Combinations: (psf) (psf) (psf) 1. D = 11.84 2. D+L = 11.84 3. D + (Lr or S or R) = 37.04 4. D + 0.75L + 0.75 (Lr or S or R) = 30.74 5. D + (0.6W or 0.7E) _ -63.66 or = 29.01 and 17.78 6a. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) _ -25.88 or = 43.62 and 13.33 6b. D + 0.75L + 0.75(0.7E) + 0.75S = 30.74 and 0.22 7. 0.613 + 0.6W = -68.39 or = 24.28 and 17.78 8. 0.6D + 0,7E = 7.10 and 0.29 Wall Stud Loading Roof framing span =t74. ft Roof DL = 76.96 plf Wall DL =plf Roof LL = 130.00 plf Wall Colateral DL =psf Roof SL = 163.80 plf Wall LL =psf Roof WL = -817.87 plf (uplift) Wall WL =psf Roof WL = 186.02 plf (inward) Wall height = 8.83 ft Wall DL = 126.79 plf Wind Governs Wall LL = 0.00 plf Horiz. LD ASD Load Combinations: plf plf (psf) �i 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) =-286.97 or = 315.36 and -75.50 6a. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) _ -41.44 or = 410.31 and -56.62 6b. D + 0.75L + 0.75(0.7E) + 0.75S = 337.95 or = 315.25 and 0.22 7. 0.613 + 0.6W =-368.47 or = 233.86 and -75.50 8. 0.613 + 0.7E = 137.39 or = 107.11 and 0.29 Maximum Stud Loading= 367.55 plf Stud spacing = Stud Axial Load = 490.06 lbs. G 213c A a Dietrich 3 5/8" x 8" leg x 14 ga. Trade -Ready Heatler. Max. doc Fora 3 5/8" x 8" x 14 ga Header with a span � in. and roofjoisNtruss spacing 16 �`, in. o. c. , the header has a capacity x 765 ` ', plf > 368 plf 16 in. O.C. �IIIIIIIIIIIII� ClarkWestern Building Systems rr^' CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 2/2/2015 EF191815 N. Hutchinson Island, FL SECTION DESIGNATION: 80OS162-54 [501 Single Section Dimensions: Web Height = 8.000 in Top Flange = 1.625 in Bottom Flange = 1.625 in Stiffening Lip = 0.500 in Inside Comer Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi Fu = 65.000 ksi Fya = 50.000 ksi ALLOWABLE RAFTER SPANS \ INPUT PARAMETERS Roof Slope 0:12 Bridging Interval for Uplift: FULL in Inward Loads Dead Load = 11.8 psf DL Multiplied by 1.00 for Strength Checks Live Load = 25.2 psf LL Multiplied by 1.00 for Strength Checks Wind Load = 17.2 psf WL Multiplied by for Strength Checks Outward Loads (Uplift) Resisting DL = 7.1 psf DL Multiplied by 1.00 for Strength Checks Wind Load = 75.5 psf WL Multiplied by 1.00 for Strength Checks 75.5 Dead Load Deflection Limit = U240 _ Total Load Deflection Limit = U180 26.6Ps (o,6a)_!7t�PsP (7.2-Nsr- to Wind Load not modified fordeflection calculations bo'rs,: A- T-"A-- tzc�aF LOADS �4eE is,pes£D Bearing Lengths for Web Crippling: 3.5 in o ti T,2uss E s A voV� -p, �3 E Shear and Web Crippling Capacity Based on Unpunched Web 't-4rrv�e5 K-phi for Distortional Buckling = 0.00 Ib`inlin 1 Hrs co,�.pu ,�►T ow is 1�� tcu,sra�z�✓g Include Torsion? No I'vIZPoSEs �NL�l, ALLOWABLE RAFTER SPANS - Horizontal Projection RAFTER Inward Outward SPACING Loads Loads 12.0 in 20' 0" 18' 11" 16.0 in 18' 4" 161411 24.0 in 15,019 12' 9" K-phi (flexure) for Distortional Buckling = 0.00 Ib'in/in K-phi (axial) for Distortional Buckling = 0.00 Ib'in/in ALLOWABLE LOADS 0b) ClarkWestern Building Systems CW Tech Support: (888) 437-32" clarkwestem.com 2007 North American Specification ASO DATE: 21212016 EF191815 N. Hutchinson Island, FL SECTION DESIGNATION: 3625200-54 [501 Single Section Dimensions: Web Height = 3.625 in Top Flange = 2.000 in Bottom Flange = 2.000 in Stiffening Lip = 0.625 in Inside Comer Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Prooerties: Fy = 50.000 ksi Fu = 65.000 ksi Fya = 50.000 ksi COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 8.83 Lateral Load = 44.46 psf Lateral Load Multiplied by,1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending 74,1V'%F(o.60)_ 4`f-`f6P5£ SPACING Maximum BRACING 12 in 16 in 24 in KUr NONE 1138 917 492 139 MID Pt 2694 2130 1108 72 THIRD Pt 3321 2606 1346 72 SHEATH 2 SIDES N/A N/A N/A 72 DEFLECTION U529 U397 U265 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 �c41�IS z/o���s_ _ Tz i I I I b r�cw hrE P-9:444tAFi -Mol " /4J7"= 1115!__ r+'-r/. — �.47afc .�c,'.J07 SFr rcvu u�t�tt Svati �- : i sA»� r�st� -t?t�_ '�s�rS•�l VA��>=s /.0 jct-� ��-83�0 ! � ' 'S'tegaxf-.F� , `U4oct..�S is 'p-gawti�sD /VoV� rttsS 50te-->;N4 tfA--� +N /.uVarL� �C- A4?H,9A4/y 774ZE Z'/�3Z" iN7jy6L1o0Z G�IL/Aj I /', _Fe�nA- ��-S3u6 1 6t� 4i. v&p— +Y- e I • 7X, 1>'A-PH -A 4 o G i-'i>.)_ Z3A 2' - `�S7ZL .CT0 2.Ae__ �T.. p�ywc©2/ �•a s-r'' e.c.-a4Fs __.1.2 t v cat- c . k 44 S Q6iq�C�,6)=sz77,y�.cY4y?�F��.o')�s78s#-'-�- - S;�tSht� ►33 t Ll14SA�fi(2,o _,S) 13,o'=Y62g,0_* -- ' ���w - Tt-F'�. h�'�fa� � `1��Sc�t��.D ��6i✓IRe<h��TiS /,�7 - ef=t_.> ;Fa5A-f-tal-%- m=eG wt rt-, IJ e� -r -+' LCsS.1., S.S33' �7•?•Y`i � 1:2o2 < 3i �:�k �/r /1��- 2-s38o ,`T�L.3 ''er_ tq/ 2 ! W i6 GA SiLe.t7s ei ' / @ (G �e 2- is t(' orc: Esc i �1rhtCiq Wait... sag _br-�gjt�t3a�-St�SA S+A�Adtw4�L—/AJ/Jsk., S/�E 23/3?.`' .� IR�3yG.t_Y0.7on D (1.E. _ wiiLL ! /8 «tTtc cc7fK �- �. tvE.Js ov srt c.7/yc r, ` LJ/.V17: �16Z`�.(Br�J=57�7.z 3P4a`F�2�?3`1g�Sg���s. 'S�fS/� i - -- zi .� . . Sa rasa - i S lf�P V s G.s-e.A-c. I _ l r?at.,e- (7,Gy6) 5.97p 6.7s `! 375�25;%6� lz a(_ _ G�sv�.?.Usp _ • �si.�-,..v�,- r�-s by��.�' ss.�.4-��v.� .� i_..�'�'"�� �"7-r•�: i•r,�7,-can l.�_• ,�r� �gc S�.r•,.oa-eJt� � m�F ��i�i�4-rr_. W/Trt -- I, _ awl Os - 5 h6+UT'S Fu�.�� F�- L�-��r+� ,5,lz5' �-�/z�!�-y,Z9zt9,6z5� �.5-/s7'• Y,375`z.3G,2�Z' - r�x�; _ , lh�62 (mac-ec.r o.J of �F44x=A---/s 'u C I:q_ISIS a`t /? t 67)J_ d 8z.►-_�C�a3 ' __ ��� A- ��ri�a.ii,-_ �s^�.V�? �� �_`�:®� a 3•a�.�j_�2 `�_o. < F�i/�L,.2� � —� UAJ =f2 m�c�-%7 j v Pam, y 3 29 . -- ��. `t72) 0,�45 34t7 7fs6 77,G`� a Gvi-c---- a--- '., Z5G3 L'� G)-' 150l �3Y7,7/�z5,/6Tj'$f3S;g �25,167'*)7_6_9_ 4kF i r�'� dwg no. 91815 Check Skid for Bending Stress and Deflection over Slab Openings Largest Cantilever = -770000' aft. Governs Largest Simple Span = (' 0 000> '` ft. Skid Frame Member = HSS10x4x1/4 7m S �.'"1490:' in Fy 46,ksi- Worst Load = V r 1553 .: ; Of (pg. wall #2, Case #6) Allowable Deflection = L/240 = 0.000 in. R = wL = 0.00 kips M=wL^2/2= 0.00 ft-kips fb = 0.00 / ksi Fb = 0.66 (36 ksi) = 24.00 ksi Actual Deflection = wL^4/8EI = 0.000 jj.T- l `f St. L CO FLr. _ .73 date 13-Feb''=- 5f ..'4 in. ljK , b Bs arz--> Fvr cy m.v 17i .v j'.44P, Walls #1 & #3 Walls #2 & #4 Wall Length 13.00 ft. Wall Length = 50.00 ft. Stringer spacing ;,7,18000 in. Stud/Trussspacing= 16 in. Roof DL = 7.89 plf Roof DL = 76.96325 plf Wall DL= 126.79 plf Wall DL= 126.79 pif Floor DL = 17.65 plf Floor DL = 183.599 pif Roof LL = 13.33 plf Roof LL = 130.00 pif Wall ILL = 0.00 plf Wall LL= 0.00 pif Floor LL = 93.75 plf Floor LL = 975 plf Roof SL = 16.80 plf Roof SL = 163.80 plf Wind L= 338.41 plf Wind L= 338.41 plf WLt_c= 1497.54 pif WLt_,= 692.45 plf Earthquake L= 91.15 plf Earthquake L= 23.70 plf Elt, = 21.62 plf Elt-, = 21.62 pif Colateral Loads (DL): Colateral Loads (DL): Roof CL = 0.00 pif Roof CL = 0.00 pif Wall CL= 0.00 pif Wall 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) 5. D+(0.6Wor0.7E) Roof Colateral DL ; 0.0 :, psf Wall Colaterai DL ;11�0c"3 psf Wall LL ".;0:0 ,-, psf Wall Height= 1 8.83 Ift 6a. D + 0.75L+ 0.75(0.6W) + 0.75(Lr or S or R) 6b. D + 0.75L + 0.75(0.7E) + 0.75S 7. 0.61)+0.6W 8. 0.61)+0.7E 2 103 4 Walls #1 & #3 are non -bearing walls. TABLE #1 Load Wall #1 Wall #2 Wall #3 Wall #4 Force 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 1497.54 338.41 Z Y 692.45 338.41 Z X 1497.54 338.41 Z Y 692.45 338.41 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 TABLE #2 LOAD Wall #1 Wall #2 Wall #3 Wall #4 Comb. Force Dir. Force Dir. Force Dir. Force Dir. 1 152.33 Z 387.35 Z 152.33 Z 387.35 Z 2 259.42 Z 1492.35 Z 259.42 Z 1492.35 Z 3 169.13 Z 551.15 Z 169.13 Z 551.15 Z 4 235.24 Z 1241.45 Z 235.24 Z 1241.45 Z 5 1050.86 203.05 Z Y 802.82 203.05 Z X 1050.86 203.05 Z Y 802.82 203.05 Z X 6a 909.14 152.29 Z Y 1553.05 152.29 Z X 909.14 152.29 Z Y 1553.05 152.29 Z X 6b 246.60 47.85 Z Y 1252.80 12.44 Z X 246.60 47.85 Z Y 1252.80 12.44 Z X 7 989.92 203.05 Z Y 647.88 203.05 Z X 989.92 203.05 Z Y 647.88 203.05 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 Wall #1 1050.86 plf z-dir 203.05 plf y-dir Wall #2 1553.05 plf z-dir 203.05 plf x-dir Wall #3 1050.86 plf z-dir 203.05 plf y-dir Wall #4 1553.05 plf z-dir 203.05 plf x-dir -807.12 plf UPLIFTI -183.06 Of UPLIFT! -807.12 plf UPLIFTI -183.06 plf UPLIFTI /lf'd PP" 1. M1� OrR Wye Ave' '� J � +-v Oranyt:tivc 0"---J'+ � • .�... y� a . 4 f✓. 1 ,{�a� l re 1� y s t F'ort�lc�c �tyl lfiv{ Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 34949 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.068 (Ss) 1.0 0.029 (S1) Period Maximum Sa (sec) (9) 0.2 0.069 (Ss) 1.0 0.030 (S1) Period Minimum Sa (sec) (g) 0.2 0.065 (Ss) ()y£ 1-71 vA Notes; 2. Values are naminal design 3-second Vst wind speeds in miles Per boar (PIS) at 31 ft {36mT abovn groand for Exposure C cat- - 2 . linear interpolation between tontoyrs is permitted 3. Islands and coastal areas outside the last tontaur than use the last wind speed conteer of the Coastal area . A. Mountainous terrain, gorges, ocean Pramomiuries, and speetalwind regions shall ba examined for unusual wind condi- tions.. 5: Wind speeds correspond to approximately . a 31 probatiility: of. exceedanee'in Be years {Annual kmeeedanee Probability a 9,eeeM, . MRI c 17M }rears). HO ae Figure 16990 Ultimate Design Wind Speeds, Vwt, for frisk Category III and IV Buildlnos and nthnn crM. w.r»ter Page 1 of 1 —A* �3 http://Www.floridabuffding.org/fbcfwinL2ol0/figb.PNG 9/27/2012 "I estimate that the time required for framing around doors and windows has been reduced by 113 or more... these new headers are one of the most significant advancements made in the framing industry," Dean Theodorou Taas Construction Corp. Fort Lee, NJ � r DIETRICH M E T A L F R A M I N G A Worthington Industries Company Load -Bearing Detail 0 Windt Lintel Detail Load Distribution For Truss a Save Time and Money With t. < dl.• d0 Steel, Load Bearing Headers! % d.. ). 9' span 12" deep Header Total Installed Cost Boxed C-Stud Header $73.05 TradeReady® Header $45.55 SAV1NGS PER HEADER $27.50 "... The TradeReady@ Header positively Impacted our bottom line over $5,600." JD File Les Fie Drywall Albuquerque, NM TRADEREADYo HEADER, SIZE AND GAGE AS REQUIRED TYPICAL WALL S1UD, SIZE AND GAGE AS REQUIRED Table of Allowable Loads SCREWS AS REQUIRED JAMB, SIZE AND GAGE AS REQUIRFD WINDOW HEADER, SIZE AIID GAGE AS REQIIIRFD g 'a „ `ate Li qepv a 9 .r+1 , 4- -"NF S �y u• `�{. LtlF v .-� `1F Point Uniform Load (Ib.) Load (plf) wi.i,Sur l+�h+'w5..3n'Ar!Extr]/ Point Uniform Point Load (lb.) Load (ptfl Load (lb.) q'{..�f;�$� �N -sn \i"i.�v ° :'�`,r.k- kd u.. Uniform Point Load (pit) Load (lb.) 5'.4>3. 5F Uniform Load (pli) 8 16 24 2580 1 2.580 1470 1470 770 770 470 470 2950 2213 -1790___ 1343 1020 765 620 465 3170 1585 2170 -1085 1480 740 920 460 3.625 12 ` 12 16 24 3310 3310 2200 1 2200 1460 1460 900 900 3620 2715 2550 1 1913 1750 1313 1190 1 893 3750 1875 2940 1 1470 2200 1100 1650 825 8 12 16 24 2600 2600 1490 1490 790 790 480 480 2970 2228 1810 1358 1040 1 780 640 480 3190 1595 2190 1095 1490 745 940 470 6.0 12 12 16 24 3360 3360 2250 2250 1510 1510 ' 940 940 3360 2745 2610 1958 1810 1358' 1250 938 3750 1875 2990 1495 2260 1130 1700 850 Notes: 1) Alt material is based on 14 ga. 50 ksL 4) ComactDDG when wind uplift controls design 2) Deflection based on V360 for total load 5) Stock lengths are 82" & I IS" 3) Minimum allowable joist or taus bearing is 1.5 in. 6) Non stock sizes available on special request / '® metalframing • Coin D I E T R I C IH METAL FRAMI N G `1 be Mace to Stop... before the budding stal-tsi A Worthington Industries Company Corporate Headquarters 500 Grant Street/Suite 2226 Pittsburgh, PA 15219 Phone: (412)281.2805 , i t 46 ICC-ES Evaluation Report ER-5380* Reissued July 1, 2008 www.icc-es.ora 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the Intemational Code Councils' Legacy report on the 1997 Uniform Building Code= DIVISION: 05—METALS Section: 05090—Metal Fastenings DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings RAMSET PLYWOOD FASTENERS FOR PLYWOOD PANEL SHEAR WALLS AND DIAPHRAGMS ATTACHED TO STEEL FRAMING ITW 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. 7-0 DESCRIPTION 2.1 General: Ramset Plywood fasteners are pneumatically or gas power driven fasteners used to attach plywood structural panels to light -gage steel framing for shear wall and horizontal diaphragm applications. Fasteners are limited to locations not exposed to the weather or damp environments. 2.2 Materials: 2.2.1 Ramset Plywood Fasteners: The fasteners are manufactured from AISI C 1030 steel, heat -treated to a Rockwell C hardness of 45 to 60, or AISI C 1060 steel, heat -treated to a Rockwell C hardness of 44 to 48. Minimum tensile strength; is 210 ksl (1,447 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 mm) and are available with a length of either 1.6 or 1.75 inches (38.1 or 44.5 mm). The fastener head Is either a 0.275-Inch-diameter (6.9 mm) flat head or 0.312-Inch-diameter (7.9 mm) bugle head. Fasteners with a flat head are zinc -plated with a chromate finish, and fasteners with a bugle head have a cathodic - epoxy electro-coating over a electro plated zinc 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 in 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 framing members refer to the following minimum base -metal thicknesses: No.14 gage: 0.0747 Inch (1.9 mm) No.16 gage: 0.0598 Inch (1.5 mm) No.18 gage: 0.0478 Inch (1.2 mm) No. 20 gage: 0.0359 Inch (0.9 mm) No. 22 gage: 0.0299 Inch (0.8 mm) Steel studs for shear walls must be C-shaped, with a minimum depth of 35/8 Inches (92 mm) and a minimum flange width of 15/e inches (41 mm), except No. 22 gage studs have a minimum flange width of 11/4 Inches (32 mm). 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 floors and roof decks. The Ramset Plywood fasteners are limited for use with diaphragms framed with cold -formed framing members complying with Division VII, Chapter 22, of the 1997 Uniform Building CodeTM (UBC). Recognition of the fasteners for use with heavier steer -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 Buildex fasteners attaching wood -based structural sheathing to -light -gage steel framing members are specified in Table 1. 2.3.2 Sheaiwalls: 2.3.2.1 Wind Resistance: Allowable shear for shear wails using Buildex fasteners to attach wood -based structural panels to light -gage studs Is shown In Table 3 for wind forces. Maximum shear -wall height -to -width is 3112:1 for panels fastened along all edges, and 2:1 where blocking Is omitted at intermediate joints. The deflection of blocked panel shear walls uniformly Fastened throughout is calculated by use of the following formula: A= 801 +vb +0.75hen+da F1tb Gt For SI: -'Revised January2009 A= 2000VIP Vh +2.4817en+da 3EAb Gf rCGtS91oluatlon rtporh are norto be cnnuruedm r¢presormng aesthaga armryotheratMbutas not spaclfcagy adrbasse4 roans My to be mmbued as on endorsernantofth¢subject oflha report or a mcmnlnadaflonforits use. 7hareisno warmly by 1CCMvuaU=Shr ice, kc, asprass or implle$as - to myfim&ngorother mauarin this report or as ro aypro�ctcoveredbythe report EZZA e... CupytlghtC 2008 Pagel are A 7 ER•5380 I Most Widely Accepted and Trusted Page 2 of 5 where: r,l b de E an G h t v A = Area of boundary element cross section (vertical member at shear wall boundary), square Inches (mm). = Wall width, feet (mm). = Deflection due to anchorage details (rotation and slip at tie -down bolts). = Elastic modulus of boundary element (vertical member at shear wall boundary), pounds per square Inch (Nimm). = Fastener deformation. Inches (mm). (See Table 2.) = Modulus of rlgldil4y of plywood, pounds per square inch (Nhnm ). (See Table 23-2-J of UBC Standard 23-2.) = Wall height, feet (mm). Effective thickness of plywood sheathing for shear, Inches (mm). (See Tables 23-2-H and 23- 2-1 of UBC Standard 23.2.) = Maximum shear due to design loads at the top of the wall, pounds per lineal foot (Nhnm). = The calculated deflection, Inches (mm). 2.3.2.2 Seismic Resistance: 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 15/32 Inch thick, or thicker. All panel edges must be fully blocked. 2. Framing: Studs must have minimum dimensions of 15i8 inches (41 mm) by 31/2 Inches (89 mm). with a s/s-Inch (9.5 mm) return lip. Track must have minimum dimensions of 11/4 Inches (32 rum) by 31/2 Inches (89 mm). Both studs and track must have a minimum uncoated base -metal thickness of 0.033 inch (0.084 mm), must not have a base -metal thickness greater than 0.0747 inch (1.90 mm), and must be ASTM A 653, SS, Grade 33. Stud spacing Is a maximum of 24 Inches (610 mm). Doubled studs are required at vertical edges of sheathing panels. 3. Fasteners: Framing screws must be No. 8 by 5/8•Inch (16 mm), wafer -head self -drilling screws. Sheathing fasteners are Buildex fasteners, spaced 2 inches (51 mm) on center around all plywood edges. Fasteners in the field of the panel must be Installed at 12 inches (305 mm) on center. Edge distance is 3/e inch (9.5 mm) for plywood and framing. Additional design and wall construction requirements are In Section 2219 of the UBC. In addition, supplemental requirements in Section 2220 of the UBC apply to shear walls located in Seismic Zone 3 or 4. The nominal shear strength of the wall is 780 pounds per foot. Design shear values are determined in accordance with Section 2219.3 of the UBC. The maximum Inelastic response displacement Is 3/4 Inch (19.1 mm). 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 span -to -width ratio of the diaphragm Is 4:1. The deflection of blocked panel diaphragms uniformly fastened throughout Is calculated by use of the following formula: _ ' A BEAb+4Gt + 0.188Le + 2b For Sh A SEAb +4Gt + 0.614Le„+ 2b where: A Area of chord cross section, square inches (mm'). b = Diaphragm width, feet (mm). E = Elastic modulus of chords, pounds per square Inch (Nhnm'). an = Fastener deformation, Inches (mm). See Table 2. G = Modulus of rigldityx of sheathing, pounds per square Inch (N/mm ). (See Table 23-2-J of UBC Standard 23-2 for values of G.) L = Diaphragm length, feet (mm). t = Effective thickness of wood -based sheathing for shear, Inches (mm). (See Tables 23-2-H 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 (N/mm). A = Calculated deflection, Inches (mm). S(AA = Sum 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 manufacturer's Installation instructions. The fasteners are Installed In such a manner that they pierce the wood -based panels being fastened and the knurl of the fastener protrudes through the steel framing members a minimum of 1/4 Inch (64 mm). The fasteners must be Installed with the heads flush to the panel surface. If overdriving occurs, no more than 20 percent of the fasteners are permitted to be overdriven more than 1/is Inch (1.6 mm). 2.5 :Identification: The Ramset Plywood fasteners are identified on the carton by the manufacturer's name and product name, and Identified on the head of each fastener by one of the following logos: p BX Flat Head Bugle Head 3.0 EVIDENCE SUBMITTED Reports of shear wall tests, cyclic tests, and individual fastener pullout and pull -through tests; and descriptive literature. 4.0 FINDINGS That the Ramset Plywood fasteners described in this report, comply with the 1997 Uniform Building Codem, subject to the following conditions: I t ' AO ER•5380 I Most Widely Accepted and Trusted Page 3 of 5 4.1 Fasteners are manufactured, Identified and Installed in accordance with this report 4.2 Individual fastener allowable values for attachment of wood -based panels to light -gage steel are limited to the values noted In Table 1. 4.3 Allowable shear values for shear walls Intended to resist wind loads and horizontal diaphragms are limited to the values noted In Tables 3 and 4. 4A Shear walls Intended to resist seismic forces comply with Section 2.3.2.2. 4.5 Limitations based on deflections of shear walls and horizontal diaphragms must be considered in design. This report is subject to re-examination in one year. TABLE 1—ALLOWABLE WITHDRAWAL AND LATERAL LOADS FOR A RAMSET PLYWOOD FASTENER USED TO ATTACH STRUCTURAL PLYWOOD PANELS TO STEEL FRAMING MEMBERS';2a MINIMUM MINIMUM THICKNESS OF MINIMUMTHICINESSOF STEEL STRUCTURAL PANELS STRU137URALPANELS THICKNESS (gage) %Inch "In Inch I "1°,Inch 1 01,iInch 31eInch I %Inch I %Inch I elm Inch Withdrawal Loads (pounds) Lateral Loads (pounds) 14 90) 90 95 120 135 160 190 215 16 90 90 90 110 135 160 165 185 18 90 g0 90 90 135 160 160 160 20 70 70 70 70 110 130 130 130 22 1 50 50 50 50 1 110 110 110 110 For SI: 1 Inch = 25A mm, 1 pound =4.448 N. 'Tabulated values are for loads due to wind or earthopake, and must be reduced by 25 percent forother applications. 2Tebulated values allow for no more than 20 percent of the fasteners to be overdriven more than'115 inch. °Minlmum edge distance and spacing area/e inch and 3 inches, respectively. °Section 2.2.3 describes minimum base -metal thicknesses associated with gages. TABLE 2—e VALUEW93 GAGE OF STRUCTURAL STEEL MEMBER MAXIMUM LOAD (ibRastener) aR 14 235 0.031 16 180 0.021 18 125 0.016 20 80 0.031 22 135 -0A31 Fors1:1 pound=4.446 N. 'These load values include a one-third increase for short-term loading and must not be exceeded. The maximum load per fastener must not be exceeded. Lower values may be used with the an values noted in the table. zThe load per fastener is determined by dividing the shear per foot try the number of fasteners per foot. 3Section 2.2.3 describes minimum base -metal thicknesses associated with gages. i TABLE 3—ALLOWABLE SHEAR FOR WIND FORCES FOR STRUCTURAL PLYWOOD SHEAR WALLS ATTACHED TO LIGHT GAGE STEEL STUDS WITH RAMSET PLYWOOD FASTENERV' 3(pounds per foot) PANEL TYPE MINIMUM PALL THICKNESS (inch) FRAMING FASTENER SPACING'-' (Inches on center) Minimum Gage Spacing (Inches on center) 6 4 3 2 % 22 16 180 270 360 459 1e 24 144 216 288 367 /„ 16 or 24 170 255 340 433 3/e 20 16 180 270 360 459 le 24 144 216 288 367 01n 16 or 24 208 313 417 531 Structural I or Rated Sheathing and Siding °!a 18 16 214 321 428 546 °!e 24 171 257 342 437 / 16 or 24 253 380 506 645 tBI„ 16 or 24 259 389 618 661 a! 16 or 24 259 389 518 661 vl„ 1 16 16 or 24 266 399 532 679 "! -16 or 24 296 445 593 756 9l°' • 14 16 or 24 304 456 608 776 !� 16 ar 24 1 345 517 690 679 Of Si: 1 mcn=25A mm, 1 pouncinnear foot =ummu Nlmm. •a A-9 ER5380 I Most 1411defyAccepted and Trusted Page 4 of 5 TABLE 3—ALLOWABLE SHEAR FOR WIND FORCES FOR STRUCTURAL PLYWOOD SHEAR WALLS ATTACHED TO LIGHT GAGE STEEL STUDS WITH RAMSET PLYWOOD FASTENERSVa (pounds per foot) (Continued) i 'These values are for short -tern loads due to wind and must be reduced 25 percent for normal loading. See Table 1. - 2The pin must be long enough to penetrate through the metal framing a minimum of inch. 'Tabulated values allow for a maximum of 20 percent of the fasteners to be overdriven more than'/+e Inch. 4AII panel edges must be blocked with minimum nominal 24nch framing. Panels are permuted to be installed either horizontally or vertically. Fasteners must be spaced a maximum of 6 inches on center along Intermediate framing members for'/winch-thick panels installed on framing spaced 24 inches on center, and 12 inches on center for framing 16 inches on center orthicker panels. 'Tabulated values are for structural plywood panels applied to one side of a wall. Values cannot be increased for panels attached to both sides of awall. 'Section 2.2.3 describes minimum base-metai thicknesses associated with gages. TABLE 4—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR STRUCTURAL PLYWOOD HORIZONTAL DIAPHRAGMS SUPPORTED BY LIGHT -GAGE STEEL FRAMING ATTACHED WITH RAMSET PLYWOOD FASTENERS' (pounds per foot) SHEATHING PANEL MINIMUM PANEL THICKNESS (inch) SUPPORTING STEEL MEMBER FLANGE DIMENSIONS BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Width (Inches) Minimum Gage° Fastener Spacing at Diaphragm Boundaries (all cases), at ContinuousPanel Edges Parallel to Load (Cases 3 and 4) and at All Panel Edges (Cases 6 and 6)�A Nails Spaced 6 Inches Maximum at Supported Edges . 6 4 24, 2 Case (no unblocked edges or continuous to load) All Other Cases (Cases 2 through(l)Joints Fastener Spacing at Other Panel Edges 6 6 q 3 31e 1.5 22 202 270 405 459 180 135 31e 2.5 227 303 455 515 202 152 16/y, 1.5 191 255 382 433 170 127 t61M 2.5 216 286 430 487 191 143 Structural I or 3/e 1.5 20 202 270 405 459 180 135 3/e 2.5 227 303 455 515 202 152 166 1.5 234 313 469 531 208 156 1.1, 2.5 1 263 351 1 527 597 1 234 176 Rated sheathing Ole 1.5 16 241 321 481 545 214 160 3/e 2.5 270 361 541 613 _.Z40 180 161. 1.5 285 380 569 645 253 190 166 2.5 320 426 640 725 284 213 tot, 1.5 292 389 583 661 259 194 12j, 2.5 328 437 655 743 291 218 1.5 292 389 583 661 259 194 af� 2.5 328 437 1 655 743 1 291 218 Structural I or 101g 1.5 16 300 - 3M 599 679 266 200 101, 2.5 337 449 873 703 299 224 1.5 333 445 667 756 296 222 375 500 749 849 333 250 Rated sheathing +°jam 1.5 14 342 456 685 776 304 228 191, 2.6 385 513 769 872 342 256 1.5 388 517 776 879 345 259 tOlsz 2 go.5 6 581 872 988 388 291 For SI: 1 inch = 25A min, 1 poundllinear foot = 0.0145 Nlmm. 'These values are for short-term loads due to wind or earthquake, and must be reduced 25 percentfor normal loading. fife pin must be long enough to penetrate through 0fe metal framing a minimum of/4 inch. 'Fasteners are spaced a maximum of 12 inches on center along intermediate framing members. °Tabulated values avow for a maximum of 20 percent of the fasteners to be overdriven more than '116 inch. 'Framing is permitted to be odentedin either direction fordiaphragms, provided sheathing is designed for vertical loads. °Section 2.2.3 describes minimum base -metal thicknesses associated with gages. r ER-5380 Most W� Accepted and Trusted Page 5 of 5 LOAD CASE I FRAMING CASE 2 BLOCKING IF USED CASE 3 CASE 4 .. DIAPHRAGM BOUNDARY CONTINUOUS PANEL JOINTS RAMING LON BLOCKING 2AMING BLOCKING CONTINUOUS PANEL JOINTS NOTE: Framing may be oriented In either direction for diaphragms provided sheathing Is properly designed for vertical loading. The S/HDU series of holdowns combines - :edormance with ease of Installation. The pre -deflected geometry virtually eliminates material stretch, resulting in low deflection under load. Installation using self -drilling tapping screws Into the studs reduces Installation time and saves labor cost. MATERIAL:118 mil (10 go) FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • Use F14 screws to fasten to studs CODES: See page 8 for Cade Listing Key Chart. M These products am available with additional corrosion pmtectfon. Additional products on this page may also be available with this option, check wdb Simpson Strong-Tte for details. #SIMPSON, args'tt.NI - Typical SIHOU Installation Model H Fasteners Stud Member Thickness ASD Npminal Tension Load' Code Hell. File Anchor Dia' Stud Fasteners Tension Load Deflection at ASD Load' > Tension >»Laad*��t Deflectton at• -LHFD'Load_'S S/HDU4 7'/e '/e 6414 2-33 2-20 a 2320 0.093 3705 1 0.149 5685 2-43 2-18 a 3825 0.115 6105 ' 0.190 • 9365 2-54 2-16 a 3970 0.093 6345 0.156 9730 Steel Fixture 4470 0.063 7165 0.103 12120 S/HOU6 1034 '/e 12-$14 2-33 (2-20oal 4895 0.125 -'_'r.`8495: +.`. "'1:0.250 ' 10470 2-43 2-18 a 6125 0119 '>969D�'; t 'r0250 asF 15460 2-54 2-16 a 6125 0.108 d :49785....... °'0.234.�": 15005 Steel Fixture 5995 0.060 s Fr:9580.t`'tl" .w"Or136` r-: 14695 SAiDU9 12'/e '/e 18-514 2-33 2-20 a - 6965 0.103 11125 0.189 13165 FC1 2-43 2-18 a 9255 0.125 15485 0.250 21810 2-54 2-16 a 9990 0.106 15960 0.225 24480 Steel Fixture 12715 0.125 20510 0.177 31455 % 27-114 2-33 2-20 a 6965 0.103 _:�.ti125"-3' 7 ir;018V,'.` 13165 ' 2-18 a 9595 0.096 1:,t15330`Y,' ` ti0:162d ' 23515 Na&2-16 a 9675 0110 .'15460� a;y0156r ii 23710 SAIDUII 16� '% wl heavy hex nut 27-914 2-43 2-18 as 11100 0125 `47500 as _...0250` i-. 24955 2-54 2-16 a' 12175 0.125 f'Sr19445i!•�s�. i _i0.243i;: 29825 Steel Fix 12945 0.111 zr}32068a".;Y::if.Osi63':- 31715 1. Designer shall specify the foundation anchor matedal type, length, embedment and configuration. Tabulated loads may exceed anchor bolt ASTM A36 or A307 tension capacities. 2. See pages 26-30 for anchor bolt options. 3. See page 21 for anchor bolt retrain options. 4. Stud design by Specifier. Tabulated loads are based on a minimum studs thickness for fastener connection. 5. W self-ddlling tapping screws can be substituted for 414. 6. Heavy hex nut is required to achieve the table loads for S/HDU11. 7. Deflection at ASD and LBFD Loads, includes fastener slip, holdown elongation and anchoi bolfelongation (L=41. 8. Nominal Tension Lead -is based an the average ultimate (peak) load from tests. AISI Lateral Design standard requires haldown to have nominal strength, to resist lesser of amplified seismic load or the maximum force the system can deliver. 0 0 N m 0 0 N 31 r m t MATERIAL LENGTH WEIGHT 10"x8"x5/8" S7RUCTURALSTEEL TUBING 593 1/2 ii"CITYo TOTAL LENGTH IN FEET= 99 TOTAL WEIGHT= 6688.75 # MATERIAL LENGTH WEIGHT EA. 4 . C8x11.5 — STEEL 154 147.58 # 2 EACH 134 128.42 # 32 EACH TOTAL LENGTH IN FEET= 383 TOTAL WEIGHT= 4404.50 it MATERIAL LENGTH WEIGH C5x6.7 — STEEL 17 3/4 9.91 # 8 EACH TOTAL LENGTH IN FEET= 115/6 TOTAL WEIGHT= 79.28 # MATERIAL LENGTH WEIGHT EA. QTY. 2"x2"x5/16" STEEL ANGLE 5931/2 193.88 # 2 EACH TOTAL LENGTH IN FEET= 99 TOTAL WEIGHT= 387.75 # MATERIAL LENGTH WEIGHT EA. QTY. 4 3/4" O.D. x 41/4" I.D. STEEL PIPE 27 27.07 # 8 EACH TOTAL LENGTH IN FEET= 18 TOTAL WEIGHT= 216.54 # SKID PLATE LENGTH WIDTH QN- 1/4" STEEL PLATE 599 it155 1 EACH TOTAL SQUARE FEET= 644.76 ft2 TOTAL PLATE WEIGHT= 6,582.97 # TOTAL WEIGHT=l 18,359.8 #