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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONSEngineering & Technical Services Inc. r 0 STRUCTURAL CALCULATIONS Duane Baia P.E. President COVER SHEET - Date: December 28, 2017 Project: Gammans Skylight Systems / Turnpike Restaurants —'Fort Pierce Project Location: St. Lucie, FL E.T.S. Designer: Brad Bruggeman Gammans Skylight Systems Contact: Dan Triggs j Gammans Skylight Systems Job # 3819 Comments: � (1) SERIES 350 SINGLE SLOPE SKYLIGHT (UNIT SL 08) (1) SERIES 350 PYRAMID SKYLIGHT (UNIT SL 09) 1 (1) SERIES 350 SINGLE SLOPE SKYLIGHT (UNIT SL 10) - _- (1) SERIES 350 SINGLE SLOPE SKYLIGHT (UNIT SL 11) LOADING INFORMATION: BUILDING CODE: 2014 FBC / ASCE 7-10 DEAD LOAD=12 PSF WIND SPEED=158 MPH .EXPOSURE "C" LIVE LOAD= 20 PSF MAXIMUM DEFLECTION LIMIT=L/180 RISK CATEGORY= II CURB SUPPORT STRUCTURE DESIGNED BY OTHERS. GLAZING DESIGNED BY OTHERS. -. TOTAL PAGES OF ATTACHED CALCULATIONS: 39 PAGES INCLUDING 27121469th Ave., PO Box 308, Tea, SD 5706 Phone: (605) 498-1290 Feu (605) 498-1299 ww Mgte mr M FEB 8 2018 D. 4170j/pL/•U•°�. �a:40 '`Nz o�()NAB.. E� �~, Engineering& Technical'Servicaa. Im Client: Gammaus Skyhght`Systems - Job #: 3819 2712i 4690 Ave f PO S.. 308 Tea, Sb S706"100 Job Name: - I Turnpiltg Restaurants Fort Pierce Date: 2/612018 Pnane�806)Q98-1290 Fm(80_)49&1298 Location: St. Lueie =FL DesiP,ned bv: BMB" . Design Criteria Code Authority: Dead Load: Snow Load: Live Load: Wind Load: Exposure: Seismic Category. Risk Cat.: Structure Type: Deflection Limit: U Curb Height: 2014 Florida Building Code / ASCE 7-10 12 PSF 0 PSF 20 PSF 158 MPH (Volt) C A H Fully Enclosed 180 35 Feet Name: faz(cns)493-1299 (Location: Design Wind Pressures P = Pteb:e x (EAF) x (RF) x Kit Inward pt = 23.0 psf (WI) OutwardP.,C-67.0psf (W2) De_sim Loads - Roof DL= 12 PSF LL = 20 PSF WI = 23.0 PSF W2 = -67.0 PSF Member Loads Rafter Spacings ; S 1 ux feet DL= 61.2 PLF LL = 102 PLF WLl = 117.504 PLF WL2 =-341.802 PLF Load Combinations )D+L= 32.0 PSF )D+0.75L+0.75(0.6W1)= 44.3 PSF ) D + 0.75L + 0.75(0.6W2) = -23.3 PSF )D+0.6W1= 35.04000 PSF ) D + 0.6W2 = -55.02000 PSF ) 0.6D+0.6W1 = 30.2 PSF 10.6D+0.6W2= -59.8 PSF 3819 zs/zol?w• SL - 0g ,sL- 10 Kz7= 1 OQt( EAF = 0 Ptsble= 8383 4 psf(Inward) 'A1117` sf Outward ASDFactor= k060*SIN- Design Loads - Wall DL= 0 PSF LL= 0 PSF W1= 28.8 PSF W2 = -42.0 PSF Member Loads Rafter Spacing NF Sd � feet I DL= 0 PLF LL = 0 PLF WLl = 146.88 PLF WL2 = -214.2 PLF Maximum Load = 59.8 PSF Use For Member Design Uplift Load = -59.8 PSF Use For Connection Design Karter rropernes Rafter Properties Series 350 Rafter 2z3zi/8 Tub'e' ` Ax = 1.4450 ir? Ax = 1:1900 in b = 1.9380 in b = 2.0000 in d = 3.5000 in d = 3.0000 in Tb = 0.0890 in Tb = 0.1250 in Td = 0.0890 in Td = 0.1200 in Iz= 2.3560 in° Iz= 1.4700 in4 Iy= 0.7190 in° Iy= 0.7720 in4 Ix = 1.5000 in' Ix = 1.5300 in4 Sz = 1.2450 in3 Sz = 0.9780 in3 .q,= n7ion in3 e..- nnn _3 Ustom-MM11111 Software licensed to ETS Job rue Turnpike Restaurant -Fort Pierce Client Gammans Skylight Systems Job Information Engineer Checked Approved Name: BMB Date: 12-28-17 Structure Type SPACE FRAME Number of Nodes 3 1 Highest Node 4 Numberof Elements 1 2 1 Highest Beam 1 2 Number of Basic Load Cases B Number of Combination Load Cases 15 Included in this rintout are data for. All The Whole Structure Type L/C Name Primary 1 D (10 PSF) Primary 2 LIVE 1 (20 PSF) Primary 3 LIVE 2 (20 PSF) Combination 9 D Combination 10 D+L1 Combination 13 D+L2 Combination 16 D+W1 Combination 19 D + W2 Combination 22 D + W3 Combination 25 D+0.75L1+0.75W1 Combination 28 D+0.75L2+0.75W1 Combination 31 D+0.75L1+0.75W2 Combination 34 D + 0.75L2 + 0.75W2- Combination Combination 37 D + 0.75L1 + 0.75W3 Combination 40 D+0.75L2+0.75W3 Combination 43 OAD + W1 Combination 44 0.6D + W2 Combination 45 0.6D+W3 Nodes Node X (ft) Y (k) Z (ft) 1 0.000 0.000 0.000 2 0.000 1.033 0.000 4 3.542 0.000 0.000 Job Na I Sheet No Rey, 3819 Pan Ref By BMB Date12-28-17 Chd `11e Turnpike Restaurants fort D.Wr.rne 28-Dec-2017 11:22 50M ,c licensed to ETS Job rue Turnpike Restaurant - Fort Pieroe went Gammans Skylight Systems Beams Beam Node A Node B Length (ft) Property P [degrees) 1 1 2 1.033 1 p 2 2 4 3.689 1 0 Section Properties Job No 3819 Pan Ref By SMB Date1 He Turnpike Restaurants Prop Section Area In la J Material (in21 fin °) (In°) (In°) 1 I Prismatic General 1.4451 0.7191 2.359 1 1.240 ALUMINUM Materials Mat Name E (kiptin2) v Densityj (kip/in) 1 STEEL 29E+3 0.300 0.000 2 STAINLESSSTEEL 28E+3 0.300 0.000 3 ALUMINUM 10.1E+3 0.330 0.0004 CONCRETE 315E+3 0170 0 Supports NodeEF fin) Y (kipfin) Z (kipfin) rX (kip"fUdeg) rY (kipfUdeg) rZ (kipfttdeg) ed Fixed Fixed -4 ed Fixed Fixed - Releases y z . rxry T4FIxed Fixed Fixed Fixed Fixed Pin Fixed Fixed Fixed Fixed Pin Fixed Fixed Fixed Fixed Pin Fixed Fixed Fixed Fixed Pin Basic Load Cases NumberEPSF) 1 2 jNamej 3 —4 5 6 WIND 3 Chd 28-13eo-2017 11:22 Job No Sheet No �� 3819 f Software Ilcensed to ETS pad `l Job rue Turnpike Restaurant- Fort Pierce Ref 6y BMB oatel2-28-17 Chd Client Gammans Skylight Systems Fe Turnpike Restaurants fort oatemme 28-Dec2017 11:22 Beam Loads : 2 LIVE 1 (20 PSFI Beam I Type I Direction Fa Da Fb Db Ecc. (ft) (ft) 2 I UNI Ibf/ft 11 GY Beam Loads : 3 LIVE 2 (20 PSF) Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 2 I UNI Ibf/ft I GY -102.000 - _ I _ I _ Beam Loads : 4 WIND 1 Beam Type Direction Fa Da Fb Ecc. (ft) ;;;;Db (it) 1 UNI Ibf/ft Y -117.500 - 2 UNI Ibf/ft Y -117.500 - Beam Loads, 5 WIND 2 Beam Type Direction Fb Db]jEjoc; ]FaDa (f UNIIbf/ft Y 2 UNI Ibf/ft Y - Beam Loads: 6 WIND 3 Beam Type Directionj214 Da Fb Db Ecc. (ft) (ft) 1 UNI Ibf/ft Y 200 - _ 2 UNI Ibflft Y 800 - _ _ Job No Sheet No Rev 3819 7 Software licensed to ETS part ` Job Title Tumpike Restaurant - Fort Pierce Ref By BMB Date12-28-17 chd aiem Gammans Skylight Systems 'le Tumpike Restaurants fort Datemme 28-Dec2017 11:22 Load Who% Structure Name: Bending Mu in -lb 2*Lb*Sc quy*j) ► Fb = 15.000 ksi fb = Mu/Sz = 276 psi fb Fb 0.02 Axial P u = lb klIr = 9.7 Fa= 13.484 ksi fa =. Pu/A= 385 psi fa Fa 0.03 ined Bending + Axial: fb + fa Fb Fa Deflection in Lu= 12.36 in A= L / 12360 Deflection OK Shear 29.6 Bending OK Axial OK 0.05 MEMBER OK Job M 1 3819 Date o2%28/20L Lb E3' ft Fbj= 15.000 ksi Fb2= 15.938 ksi Fb3= 796.351 ksi r = 1.277 in F.I= 13.484 ksi F.2= 545.370 ksi vu=::-'-, 11 . , I , , -Ib s=h/t = 39.325843 FaI= 8.5 ksi F.2= 8.68 ksi Fv= 8.6797753 ksi Fa= 25.02 ksi fv= Vu/A= 77 _psi fv Fv 0.01 Shear OK Job No Sheet No Rev \'n1 1/j�(I/�(��1/ 3679 !OSOftware licensed to ETS Ha1-Nz• u'\e„\v"v Part Job Title Turnpike Restaurant- Fort Pierce TO By BMB oatel2-28-17 chd client Gammans Skylight Systems File Turnpike Restaurants fort oalemme 28-Deo-2017 11:22 Beam DISDIaCement Detail Summary Beam -- L/C d (ft) am X (In) Y (in) Z (in) Resultant (in) Max X 2 45:0.6D + W34-0.011 0.015 0.051 0.000 0.054 Min X 2 31:D + 0.75L1-0.011 -0.037 0.000 0.039 Max V 2 45:O.6D + W30.015 0.051 0.000 0.054 Mint 2 31:D+0.75L1 -0.0370.000 0.039 Max Z 2 1:D (10 PSF)-0.000 -0.000 0000 0.000 Min Z 2 1:D (10 PSF)-0.000 -0.000 0.000 0.000 Max Rst 2 45:0.6D + W30.015 0.051 0.000 1 0.054 Beam Force Detail Summary Sign convention as diagrams: positive above line, negative below line except Fx where positive is compression. Distance of Is given from beam end A. Axial Shear Torsion Bending Beam LIC d Fx Fy Fz Mx My Mz (ft) (lb) (lb) (lb) (lb -in) (Ibin) (lb -in) Max Fx 2 37:13 + 0.75L1 3.689 122.652 229.037 -0.000 -0.000 -0.000 -0.000 Min Fx 2 31:13 + 0.751_1 0.000 -118.575 406.405 0.000 0.000 0.000 0.000 Max Fy 2 45:0.6D + W3 3.689 67.647 565.482 -0.000 -0.000 .0.000 -0.000 Min Fy 2 45:0.613 + W3 0.000 49.703 -565.482 0.000 0.000 0.000 0.000 Max Fz 2 1:D (10 PSF) 0.000 -31.620 108.375 0.000 0.000 0.000 0.000 Min Fz 2 10 (10 PSF) 0.000 -31.620 108.375 0.000 0.000 0.000 0.000 Max Mx 2 1:D (10 PSF) 0.000 -31.620 108.375 0.000 o.000 0.000 0.000 Min Mx 2 1:13 (10 PSF) 0.000 -31.620 108.375 0.000 0.000 0.000 0.000 Max My 2 1:D (10 PSF) 0.000 -31.620 108.375 0.000 0.000 0.000 0.000 Min My 2 1:D (10 PSF) 0.000 31.620 108.375 0.000 0.000 0.000 0.000 Max Mz _ 2 45:0.6D + W3 1.845 68.675 0.000 0.000 0.000 0.000 6.26E+3 Min Mz 2 250 + 0.751_1 1 1.845 0.000 0.000 0.000 0.000 0.000 -4.5E+3 Reaction Summary There is no data of this type - Analysis results are not available Name: Bending Mu 4 2 0 j in -lb s= 2*Lb*Sc 1 Fb = 15.000 ksi fb = Mu / Sz = 5028 psi fb Fb —� 0.34 106.5 Bending OK Job #: 3819 Date: y,'1228/201r7 I Fbl= 15.000 ksi Fb2= 15.256 ksi Fb3= 221.687 ksi Axial P u = 723= lb r= 1.277 in Fat= 11.627 ksi kl/r = 34.8 Fat= 42.263 ksi Fa = 11.627 ksi fa= Pu/A= 85 psi fa Fa 0.01 Axial OK ined Bending + Axial: fb fa 0.34 MEMBER OK Fb + Fa Deflection Amax •0054` ' 'in Lu = 44.4 in A = L / 822 Deflection OK Shear s = h/t = 39.325843 Faf= 8.5 ksi Fat= 8.68 ksi Fv= 8.6797753 ksi Fa3= 25.02 ksi fv= Vu/A= 391 psi fv Fv 0.05 Shear OK nc: luammas IIyugn systems 7 7 ,;+ Job#: 3819 Name ITgrnpilieRestaurantsFortP�eice < Date: r 12I28{2017r Check Horizontal Rafter Connection to Vertical Rafter PMAXa VmAx E565q # * Attach 350 vertical rafter to 350 horizontal rafter with 1/8" fillet welds on bottom of horiz. Rafter * 3" min. weld length RwELD = Fw x Awe = 7,500 psi x 0.1875" x 0.707 x 3" x 1/1.95 = 1,020# weld capacity RnASHMErAL = Fbm x Abm = 5,000 psi x 0.125" x 3" x 111.95 = 961 # base metal capacity Utilization Ratio: 123# / 961# + 565# / 961 # = 0.72 < 1.00 . - - Softxere licensed to 6TS Job Tine Turnpike Restaurant- Fort Pierce Gammans Reaction Summary o AS Job No 3819 Pan Ref By BMB Date1 -11e Turnpike Restaurants Horizontal Vertical Horizontal Moment Node lJC FX FY FZ MX MY MZ (Ib) (Ib) (Ib) (Ibin) (Ib'in) (Win) Max FX 4 19:D+W2 121.417 303.254 0.000 0.000 0.000 0.000 Min FX 4 22:D + W3 -242.523 -473.142 0.000 0.000 0.000 0.000 Max FY 1 31:D + 0.750 -0.010 423.350 0.000 0.000 0.000 0.000 Min FY 1 45:O.6D +Vy3 110.670 -556.770 0.000 0.000 0.000 0.000 Max FZ 1 1:D (10 PSF) -0.000 112.894 0.000 0.000 0.000 0.000 Min FZ 1 1:D (10 PSF) -0.000 112.894 0.000 0.000 0.000 0.000 Max MX 1 1:D (10 PSF) -0.000 112.894 0.000 0.000 0.000 0.000 Min MX 1 1:D (10 PSF) -0.000 112.894 0.000 0.000 0.000 0.000 Max MY 1 1:1) (10 PSF) -0.000 112.894 0.000 0.000 0.000 0.000 Min MY 1 10 (10 PSF) -0.000 112.894 0.000 0.000 0.000 0.000 Max MZ 1 1:0 (10 PSF) -0.000 112.894 0.000 0.000 0000 0.000 Min MZ 1 1:1) 110 PSF) .0.000 1 112.894 0.000 0.000 0.000 0.000 Rev cbd 28-Dec-2017 11:22 En9ineering 8 rechnual services, 6c: Client: li,!' ans+Sltyhght Systefus-'' Job#: 3819 V1214669i.Ave l PO Hok 39g <- rea sos7osa-slog Job Name Turnpike Restaurants FortAerce, t�j Date+1:2%28/2017` Y Phone. Fax$695)498-7299 i s .< Location St�Luc�e,EFL1 %t�� {tea Desi ed b H, BIVIBr Check Curb Connections - Rafters Axial Loading: Actual Load = # Allowable = 3/8""z<3;' Thru Bolt Quantity 1+ (1) @ rafter ends Shear Capacity (lb) 250a } L �rnt (DBLE Shear Cap = 3229#) Total Shear Capacity (lb)-- 2250P z; } (Bearing Cap = 11259/0.125" x 2 = 2250# Actual Allowable = 0.25 Horizontal Loading • Actual Load �rts x243.'s # Allowable I+1/92y S rubolts to attach bracket to steel angle through 2x wood plate Quantity 2, `r� - (2) @ rafter ends Shear Capacity (lb)-- 35,2 `_ # = 220# x 1.6 LDF Total Shear Capacity (lb)= 704 Actual Allowable = 035 Vertical Loading Actual Load 3;g ,, 3jj # Allowable t'3/81 x3e Tlu`vu B #lt Quantity- (1) @ rafter ends Tension /Withdrawal Capacity (Ib�2250 F; ` (DBLE Shear Cap = 3229#) Total Tension /Withdrawal Capacity (]b)= 2E 250 (Bearing Cap = 1125#/0.125" x 2 = 2250# Actual Allowable = 0.19 Uplift Loading Actual Load �gj557 # Allowable }El l/32, scmbolts to attach bracket to steel angle through 2x wood plate Quantity : - (2) @ rafter ends Tension / Withdrawal Capacity (]b) 2096i Total Tension / Withdrawal Capacity (1b) 4192`i� , � ' # Actual Allowable = 0.13 Combined Shear & Tension: (Tu/Tn)A(5/3) + (Vu/Vn)A(5/3) = 0.20 11/32" scrubolts Combined Shear & Tension: (Tu/Tn)A(5/3) + (Vu/Vn)A(5/3) = 0.09 3/8" Thru Bolts Job #: 3819 IJob Name: F=(605)49&1299 PMAX Uplift y Bracket Thickness -0 2-Hinches :. s� awi Lever Arm Length 0 6 l inches Fb of Bracket v'J,r71000 .� psi MAcruaL = P L - 334.2 in•# Bracket Length = r'!��;s,•�„ 2�Q ....",',.inches MAMOwABLE = Fb * S = 354.2 in•#/ft MAcruAL / MAu OwABLE = 0.94 Bracket OK Check Compression Cap Adequacy OD rafters Max Rafter Spacing [� 0, • y feet Cap Thickness r ✓009 inches Max Uplift t 59 80 i ' PSF Lever Arm Length 1'S % `inches v (`' Design Load 305 PLF FbofCa 15;000`-q'q'psi * Use #14 SMS fasteners at 12" O.C. (Allowable Tension Cap. = 364# MIN) Actual Load / Allowable Load = 0.84 12 inch OC Fasteners Adequate *Check Bending in Cap MAcruAL=P * L= 228.735 in•#/ft MAL1.OwABLE = Fb * S = 243.00 in•#/ft MACruAL / MALLOWABLE = 0.94 Compression Cap OK Check Compression Cap Adeauacv Cad Rrame Max Spacing feet Cap Thickness 0.06 `: inches ( MaxUplift $9 80. ; ' PSF Lever Aim Length :.:L.`.•(, x y.. _ : inches Design Load = 105 PLF Fb of Cap 'psi * Use #14 SMS fasteners at 12" O.C. (Allowable Tension Cap. = 364# MIN) Actual Load / Allowable Load = 0.29 12 inch OC Fasteners Adequate *Check Bending in Cap MAcruAL=P * L= 52.325 in•#/ft - - - - — --- — `— — - MALLOWABLE = Fb * S= 108.00 in•#/ft MACruAL / MALLowABLE = 0.48 Compression Cap OK IJob Name: Faaa605 498-1299 T nrnfin... Bending Mu = w12/8 4,083 in -lb s = b/t Fb = 15.000 ksi fb = Mu / Sz = 4175 psi tb Fb —� 0.28 Axial Pu = 0 lb kl/r = 55.1 Fa = 10.125 ' ksi fa= Pu/A= 0 psi fa —� 0.00 Fa Combined Bending + Axial: fb fa Fb Fa Deflection A=(50)14)/(384EI) 0.107 in Lu= 61.2 in 4 = L / 570 Deflection OK Shear 16.0 Bending OK Axial OK 0.28 MEMBER OK Vu = to12/2 = 267 lb s = h/t = 24 Fv = 8.5 ksi fv = Vu/A= 224 psi fv Fv --► 0.03 Shear OK Job #: Date: '-yt ft Spacing1 Load, 598?PSF Fbl= 15.000 ksi Fb2= 16.140 ksi Fb3= 1475:000 ksi r= 1.111 in Fat= 10.125 ksi Fee= 16.853 ksi Fat= 8.5 ksi Fee= 9.58 ksi Fe3= 67.19 ksi Em 23z1'%8Tt{be` �1.1900 Ax = in b = 2.0000 in d = 3.0000 in Tb = 0.1250 in Td = 0.1200 in Iz = 1.4700 in' Iy = 0.7720 in' Ix = 1.5300 in4 Sz = 0.9780 in3 Q— — n 7�nn :�3 Name: P = Pfeble x (EAF) x (RF) x Ka RF KzT EAF Pmble ASD Factor Inward p.l= 23.0 psf (WI) Outward pne,=-67.0psf(W2) Design Loads DL = 12 PSF LL= 20 PSF WI = 23.0 PSF W2 = -67.0 PSF Load Combinations D+L= 32.0 PSF D+0.75L+0.75(WI)= 44.3 PSF D+0.75L+0.75(W2)= -23.3 PSF D+W1= 35.04 PSF D + W2 = -55.02 PSF 0.613+W1= 30.2 PSF 0.61) + W2 = -59.8 PSF Maximum Load= 59.8 PSF Uplift Load = -59.8 PSF ;k Rafters Properties Sens 350R0e Ax = 1.4450 in' b_- 1.9380 in d = 3.5000 in Tb = 0.0890 in Td = 0.0890 in Iz = 2.3560 in4 Iy = 0.7190 ina Ix = 1.5000 in° Sz = 1.2450 in3 Sy = 0.7190 in3 Use For Member Design Use For Connection Design Hips Properties Series 350%Rafter Ax = 1.4450 in' _ b= ISM in d = 3.5000 in Tb = 0.0890 in Td = 0.0890 in Iz= 2.3560 in" Iy = 0.7190 in° Ix = 1.5000 in° Sz= 1.2450 in3 Sv = 0.7190 in' 1� r Software licensed In ETS Job "l Turnpike Restaurants- Pyramid Client Beams Cont... Beam Node A Node B Length lft) Property degrees) 28 12 13 3.993 3 0 Section Properties Job No Sheet No Rey 3819 "�V !, Part Ref By BMB oalel2-27=17 Chd -'le Turnpike Restaurants fort eateTme 27-Deo2017 16:43 Prop Section Area In Ia J Material (in2) (in4) (in4) (in °) 1 Prismatic General 0.785 1.000 1.000 1.000 ALUMINUM 2 Prismatic General 9.621 0.719 2.355 1.500 ALUMINUM 3 Prismatic General 9.621 0.719 2.355 1.500 ALUMINUM Materials Mat 1 Name DUMMY E (kip/in) 0.010 v 0.330 Density (kipin) 0.000 ¢ (/°F) 12.8E-6 2 STEEL 29E+3 0.300 0.000 3 STAINLESSSTEEL 28E+3 0.300 0.000 10E-6 4 ALUMINUM 10.1E+3 0.330 0.000 12.8E-6 5 CONCRETE 3.15E+3 0.170 0.000 SE -6 supports Node 1 X (kipftn) Fixed Y (kipfin) Fixed Z (kipin) Fixed rX (kip'ft/deg) - rY (kip'tUdeg) _ rZ (kip fUdeg) 2 Fixed Fixed Fixed - 3 Fixed Fixed Fixed - 4 Fixed Fixed Fixed 5 Fixed Fixed Fixed - _ _ 6 Fixed Fixed Fixed - 7 Fixed Fixed Fixed 8 Fixed Fixed Fixed 9 Fixed Fixed Fixed 10 Fixed Fixed Fixed _ 11 Fixed Fixed Fixed 12 Fixed Fixed • Software licensed to ETS Job No 3879 Sheet No Rev Part Job TWO Turnpike Restaurants- Pyramid Ref By BMB Date12-27-17 Chd Client Flle Turnpike Restaurants fort Dalemme 27-Dec-201716:43 Combination Load Cases Comb. Combination L/C Name Primary Primary Load Generators There is no data of this type. Loading There is no data of this type. UC Name Factor 9 D 1 D (25 PSF) 1.00 10 D + S1 1 D (25 PSF) 1.00 2 LIVE 1 (20 PSF) 1.00 13 D + S2 1 D (25 PSF) 1.00 3 LIVE 2 (20 PSF) 1.00 16 D+ W 1 1 D (25 PSF) 1.00 4 WIND 1 1.00 19 D+W2 1 D(25 PSF) 1.007 5 WIND 2 1.00 22 D + W3 1 D (25 PSF) 1.00 6 WIND 3 1.00 25 D+0.75S7+0.75W1 1 D(25PSF) 1.00 2 LIVE 1 (20 PSF) 0.75 4 WIND 1 0.75 28 D+0.7552+0.75W1 1 D(25 PSF) 1.00 3 LIVE 2 (20 PSF) 0.75 4 WIND 1 0.75 31 D + 0.75S1 + 0.75W2 1 D (25 PSF) 1.00 2 LIVE 1 (20 PSF) 0.75 5 WIND 2 0.75 34 D + 0.75S2 + 0.75W2 1 D (25 PSF) 1.00 3 LIVE 2 (20 PSF) 0.75 5 WIND 2 0.75 37 D+0.7551+0.75W3 1 D(25 PSF) 1.00 2 LIVE 1 (20 PSF) 0.75 6 WIND 3 0.75 40 D+0.7552+0.75W3 1 D(25 PSF) 1.00 3 LIVE 2 (20 PSF) 0.75 6 WIND 3 0.75 43 0.6D+W1 1 D(25 PSF) 0.60 4 WIND 1 1.00 44 0.6D + W2 1 D (25 PSF) 0.60 5 WIND 2 1.00 45 O.6D + W3 1 D (25 PSF) 0.60 6 WIND 3 1.00 A �aSoftareliwwedtoErS Job No 3819 Sheel No 3 Rev Part Job rue Turnpike Restaurants- Pyramid Ref By BMB Datel2-27-17 Chd Client Fle Tumpike Restaurants fort DateTrne 27-Dec-2017 16:43 Load 1 Whole Structure I Load 1 N�h Whole Structure x x x S x x 33 ZZ X X N N R X N{ X X m O O O O o 0 N N N N N N p� A m O 'OOj A U -0(n to Um * oo C T-0 c TNI T T T T co C+ C C+ G <<+ C y CC+ G CC+ K w w w w w x V V w w ww w w.-.XO io io io iv b b b A b m Q b m m m m b) m b m tm0 tmp tm0 N 0 0 0� 0 0 SI < V 0 J 0 V o V 0 V 0 V 0 (w1� w (�T P YWI P INO m tWI� (Wj� w Q j fD m m co m in m o� m b> m o� m m' a rn w P m N v m V V V V J V N N N O N N S O V V V J V V w b w b w b to A w b to b m m b b m b m b m b m b .ma 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 X O O O O O O O v O O O O O 3 _ 0 0 0 0 0 0 0 0 0 0 0 0 o Q 3 0 0 0 0 0 0 0 0 0 0 0 0 '� m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 QQQ a O O o o O o 0 0 0 0 o P 3 0 0 0 0 0 0 0 0 0 0 0 N 0 o a o 0 0 0 �o0 0 0 0 0 m m m m A A m A� Of O m 0 d 3 N W W W W .tAf� W tAat (NT tj'ii N� 0 0 0 o N N o 0 0 0 0* [ V y + } } + + V + + n w fc'/ w N a a O O C O O O O V V O O 0 0 0 0 0 0 0 0 0 0 0 0 0 o m m o 0 O lb0 b tw0 t-mp tm0 b b O+ b b V k 0mmmoommJmmm�- x ti m W m� A A m W A W W f}if W U b b>+ b O A A m -001 UI Q am m b � i 6o 6 6 a 0 O 0 O fNNp (D N �tpp V ttpp fNND ��I.p.ff O O O O N N V N N 0 0 0 0 -1 b o o 0Soob666 0 O 0 O 0 O 0 O w m 0 M 0 0 0 0 0 0 0 0 0 0 0 0 x p O O O O D U 0 0 0 0 0 0 6 rn m 0 rn m 6 b 6 6 Q 3 O O D U O O U tNT O O O O v m ch a m�3�rnm3366t"'-t�' m m m m 6 m m b b m m 0" Wm W W W N m w W O O W It X 3 xx 5 x x N N { { X X m U W U U W U U N 3 6 0 0 6 0 6 p m i s o. - UI W U W U W U m m m m W U W U C b 6 b b 66 o c X� V U U m J U U m A b V U U m 6 0 6 b p 6 0{ N IJ IJ IyJ N O b O O b 0 6 N V b OV b .... U {a11 m V U N m b U m m Q j o � 3 v 3 O m N j tll n � a O 3 � C > 3 T vi C v m m j P o m A A c � o > N V V o i a N O D V < m A W Job#-.F �3819 IFaX(605) 498-1293 Job Name: T Bending Mu �j,&C in -lb 2*Lb*Sc Fb= 14.537 ksi fb = Mu/Sz = 6956 psi fb Fb 0.48 Axial lb kl/r = 78.0 Fa = 8.399 ksi fa= Pu/A= 1377 psi fa Fa 0.16 Pined Bending + Axial: fb + fa Fb Fa Deflection Amax 0479 ' �in Lu= 99.6 in A= L/ 357 Deflection OK Shear lb s=h/t = 39.325843 Fv= 8.6797753 ksi fv= Vu/A= 273 psi f;v Fv 0.03 Shear OK 238.8 Bending OK Axial OK 0.64 MEMBER OK Lb =4 8 3.h 3 ft Fbl= 15.000 ksi Fb2= 14.537 ksi Fb3= 98.824 ksi r = 1.277 in F,,� 8.428 ksi Fa= 8,399 ksi F.1= 8.5 ksi F,2= 8.68 ksi Fa3= 25.02 ksi 9479 J7121-'1i9N Ave rPo 6ux 30a- �.uem: ��ammans axyugntaYstems �. -x ; Job 3819 res sos�a;a-sm° fi Date 41�2/28/2017t; Phone(fi05)-098-1290Fmi:(695j498-1299 Job Name �Turnpilce�Restauratns$oi["Pierce"rr. ' Location. Ct i`s�r.ar,>; rs �.� ,., ,. _ . ,,. y� ..-. .»,._— _ .._. Actual Load = Z' M'1 990 "'�`�# ii�: Allowable =1/2"', 3x"', tip" Thru 13olt x Quantity P r `' _ (1) @ rafter ends Shear Capacity (1b) OOO t• # (DBLE Shear Cap = 5967# & Total Shear Capacity (lb) 3000:, n `��.�';t # Bearing Cap = I500#/0.125 x 2 = 3000# Actual Allowable = 0.66 Actual Load S, ' 40 �P" r # Allowable = 11/32' scruboltsto attach bracket to steel angle through 2x wood plate Quantity2z t - (2) hip ends Shear Capacity (lb) 52 )` Y # = 220# x 1.6 LDF Total Shear Capacity (lb)= 704 + # Actual Allowable = 0.06 Actual Load 7�tL # Allowable I/2,"aci3'.tT7rru Bolt Quantity(1) @ rafter ends Tension /Withdrawal Capacity (lb)000 , # (DBLE Shear Cap = 5967# & Total Tension / Withdrawal Capacity 3000; "ry " P tY ( 16 )— ���,+# Bearing Cap = I500#/0.125" x 2 = 3000# Actual Allowable = 0.10 Combined Horiz. + Vertical: Vu/Vn = 0.11 1/2" Thru Bolts Actual Load r � �:353 # Allowable Fl I/32s scrubolts+to attach bracket to steel angle through 2x wood plate Quantity (2) (a) hip ends Tension / Withdrawal Capacity (16) f2096� s` i tr e # Total Tension / Withdrawal Capacity (lb) r4192 4 t; ", # Actual Allowable = 0.08 Combined Shear & Tension (TU/Tn)A(5/3) + (Vu/Vn)A(5/3) = 0.02 - 11/32" scrubolts Combined Axial + Uplift: Vu/Vn = 0.13 1/2" Thru Bolts 27121 48M Ave I P6I3DX3D3 Client : ,Ya mm aw li Sky" g If,t, S 7 J, o #: b 3819 TO k.fi- (GM)449�iMD F=:(605)498_j2qq Job Name: g u 'u t r12/38017Y Le ocationSt a--- --a Check Connection at Peak PMAX = 1?,rffl 990,!k4W, # Clip Thickness= inches # Lever Arm Length inches Fb of Clip 1- p', psi. Depth of Clip — j 'j.1 inches Attach Hips TO COMIP Ring with 1/4"'C'Clips & #14 TEKs Fasteners Shear Capacity = 647 # Tension Capacity= 883 # = 1272# x 0.25"/0.36" Try (3) Fasteners Combined Results: (PMAX/PALLOW)A(5/3) + (VMAXNAUDW)A (513) 0.69 Attach Hips To 1/4"'C'Clips with #14 Fasteners Shear Capacity = 647 # Tension Capacity= 883 # Try (4) Fasteners Combined Results: (PMAX/PALWW)A(5/3)+(VMAXNALLOW)A(5/3)= 0.69 *Check Bending in Clip MACMAL = P * L = 591 in-# MAU-OWABLE = Fb * S = 5625.00 in-# MACTUAL / MAUDWABLE = 0.11 Angle Clip OK Check Prying Action t.. = sqzl((6.661b) / (p Fu) T = 0.4 kips b'= 0.3 inches 4== 0.1770344inches P= 0.75 inches Fu= 34 ksi � tac] 0.25 inches Prying Action Eliminated q = B [5a p (t/t.)) q= 1/8*[(T/B)*(t./t)2_1] q = -0.298 kips Check (3) Fasteners Combined Results: (PmAx/PALLow)^(5/3) + (VMAX/VALWW)A (5/3) = 0.41 B = 0.4 kips 6 = - —0.6 a = -0.83090196 t,= 0.177034393 inches x x m X x � 0 x 3 M x� x X N N{{ X X 2 A A A A A A o'v000oo00 N N cNi� N� N O 'aT O O O O 0 0 C T T T T< (y T T T T T 'yil N< G« w w wC, w w O O O O O O O O N Vt N 0 o a o 0 0 0 o m pppp N m m� P.X O O O O O O O O O W J W W Si 00 IW W Ut W Oo N W W e IJ W v j 0 0 0 0 0 0 O) O O b N wpNt A pNp�� A ppNpp A A A N N 0 6 6 0o m m 0 bo m m 6 0 Q N 0 N N N N EW N N twit W O O O O Si 0 0 0 0 0 0 0 0 0 0 0 o P 3 0 0 0 0 o b 0 0 0 0 0 0= x 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0? m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o P 3 0 0 0 0 0 0 0 0 0 0 0 m F N O O O O O O O O O O O O v ZZ ZZ Z NXN � F F ff xg XN tN.t mN N� W ONi V N� N W ONj ONj N N 3 O Q O O? 0 0 0 0 0 o p + O ++ 00 + + M O M 00 M + o J o o a o o w o o x C t0 so t0 t0 (O c0 iD t0 O 0 O 0 G 0 O 0 O o t0 m 0 o 0 o V V V V O O O O O W O O V AW A A Vt O N N <oN A N N y W W OI Of W N W tT X k mm�Ommm.m mmmu�� m Wbo W W O 00 + A ao d 1 0 o b o o b b o 0 0 0 6 Q T 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A mmm �'nrnrnm,rNOmw Q3� to .T �0 m 9 m m !R!g o- x o o 0 m 0 0 0 000000000000=''� O O O O O O O O O O O O O a 100 fO.t T m 0 0 0 0 0 6 0 0 Pj m m m m o 0 0 0 0 0 0 0 N w (w.t F K K g K K K x B. Q; x 5 0 N N { { X X N N N ca N N 3, O O O 0 i f 4 O W t0 f0 N f0 4J f0 ._. fOJ W fOJ W � fOJ C 0 C 616 6 6 6 6 0 Xo 0 0 bib 0 6 6 Q J ut fT O� V Vt V N VI J V N N OI 6 o 6 6 0 6 0 j{ INV IJ IJ �+ v W ttpp A V1 Q) N 00 b fNT G7 N W A 0 6 e o o O 6 N 0 0 0 0 0 0 0 V VI N g V N V U N V V Vt Vt W m O O O O O O O j C b O fV0 fJ0 + (VO p w ��± ...wnuaonyugulilysrem5; iY :"p>.r Job #• 3819 Name �Turiprlce Rest_a'uratns Fort+Pierce Date r12l2$/2037 ation. Actual Load=� 315 # Allowable t1/2'x3Thm71olt Quantityrafter ends Shear Capacity (lb)3000',tc # (DBLE Shear Cap = 5967# & Total Shear Capacity (lb)Bearing Cap = 1500#10. 125" x 2 = 3000# Actual Allowable = 0.51 Actual Load = s1420i9 qR% # Allowable lL-IjOLt-. ls"erubo tsltsl io attach bracket to steel angle through 2x wood plate uanti Q tY(4) @ hip ends Shear Capacity (lb) id v # = 220# x 1.6 LDF Total Shear Capacity (lb) u xs # Actual Allowable = 1.01 Actual Load576 # Allowable tl/2" x 4,TluuOolt Quantityj k ,zu o- (1) @ rafter ends Tension / Withdrawal Capacity (lb)= 3000A' i f # (DBLE Shear Cap = 5967# & Total Tension /Withdrawal Capacity (Ib)—�3000 # Bearing Cap = 1500#10.125" x 2 = 3000# Actual Allowable = 0.19 Combined Horiz. + Vertical: VuNn = 0.67 1/2" Thru Bolts Actual Load ,'3853fri-) # Allowable [11/32 oruboltsfio attach bracket to steel angle through 2x wood plate Quantity=Tension / Withdrawal Capacity (lb) 2096`'l#(4) @)vp ends Total Tension / Withdrawal Capacity(lb)—�8384'.•,', Actual = 0.10 Allowable Combined Shear & Tension Combined Axial + Uplift (TU TWO/3) + (VuNn)^(5/3) = VuNn = 1.04 - 11/32" 0 K—© scrubolts 0.76 1/2" Thru Bolts _-s - 819an#Fax:(665)498-1299 Job Name �Tuinp[ke Restaurants Fort P[erce`; Date { 12%28/201t7 I Location. 3t',uc[e Check Jack Rafter to Hip Connection PMAR Clip Thickness inches uMax ;�185 r , # Lever Arm Lengths t. 4�`5 inches Fb of Chp`K5�000 , psi Depth of Chp ir'YS+ 00 '.., inches * 1/4" alum clip welded to 1/4" angle; use (3) #14 TEKs to attach angle to jack rafter Shear Capacity= 647 # Tension Capacity = 332 # = 1272# x 0.094"/0.36" Try (3) #14 Fasteners to attach clip to connecting rafter Combined Results: ( MAx/pAuow)^(5/3) + (VMAXNAUow)^(5/3) = 0.73 *use #14 TEK's to connect alum clip to hip (add steel insert in hip for higher cone capacity) Shear Capacity = 647 # Tension Capacity = 732 # = 1272# x 0.13 "/0.226" Try (3) Fasteners to connect clip to supporting rafter Combined Results: (PM,X/PALLOµ,)^(5/3)+ (VMAXNALLOW)^(5/3) = 0.57 *Check Bending in Clip MAcru L=P*L= 277.5 in•# MAII.ownarE = Fb * S = 2500.00 in•# MACrUAL/MAMOWABLe= 0.11 C-Clip OK IIl: VAIIaIIlaMNIJ q ur=a stems *•- « <.._, s ... >� 0 3'S Name Turupdce Res`tau'ratns Foil Pierce Date `12/28/201r7 2 Won:SCILUCIea ay# S,•_X� [. k,.,,y ac x <t T1Peim�nA 1.. �� t. aT.mS .R.. Max Spacing �feet Cap Thickness a S"'0,094,4inches P i -:.,r Max U hfr k 59 &0 T ra PSF Lever Arm Len 1 f x,inc Design Load = 229 PLF Fb of Cap S;p00a; psihes * Use #14 SMS fasteners at 12" O.C. (Allowable Tension Cap. = 364# MIN) Actual Load / Allowable Load = 0.63 12 inch OC Fasteners Adequate *Check Bending in Cap MACNAL=P*L= 143.14625 in•#/ft MAuowABIE = Fb * S = 265.08 in•#/ft MAC7UAL / MAUOWABIE = 0.54 Compression Cap OK Check Compression Can Adequacy (al Hips Max Spacing= 3'g3`,` feet Ca Thickness I '' P inches Max Upliftp 59 80 k PSF Lever Ann Length w 2F5`;r, inches Design Load= 229 PLF Fb of Cap =15 000 psi * Use #14 SMS fasteners at 12" O.C. (Allowable Tension Cap. = 364# MIN) Actual Load / Allowable Load = 0.63 12 inch OC Fasteners Adequate *Check Bending in Cap MAcTuAL = P * L = 286.2925 in•#/ft MAU.owABrB = Fb * S = 468.75 in•#/ft MACTUAL / MAu.owaBLE = 0.61 Compression Cap OK � � I ■ k k,a a ( i . . §l| `a ` a|#a2! a . ■%qk�' ■ . ®m;N� eia4� |� ■� A / (|$s s (`n F9 SoPdS weyyaN spaoM wOWDAA mp.0 WB(BaM (S)1Lt@uld-e�wdg spoon@lag waµad N o e S' � � S'� •- •- $ � n v � m S R r• $ $.$ •- m ' R IB F .- $ $ � - - RJ. Pi IR $ �• 8 G FrpQQ yq'( uG� G tV $ $ ' O W r• .- @g gg fgga# iQI$ In F $ F1 iJfSj g$;l�±I `° $ �- rgg ggk Pgg.S'rgir g g g G p N m Y qym g' 6�3ttgg3�gg� fggC q 8 $ � SfBf $ 0 & N uS (ufeibuado) N" �' ' ' m o $ o o $ ' o o R $ 8 �:.$ 11 D�waa gg ( Q 1 pp g nd-euideawds � � •'• •- � � $ $(id �fai � $m m "4 � $?tJ N 13 � N-� �V${ µALf �� ao _Rn F9 Fa'oai -R � a$$R � � v e�N 73 tpa$c � `pp� � 9$iFg Qc•!t,o $ G jgg �p q N C a $ $ $ W $ $ $ gg $. R $ S' Qg� $g Qqpp`�Gqn qqm I X"1a'M WL1dweH N" 0- F N N �3 Li u b :AJ I gg gg gg gg' .}'- •� 2fY % LS is AAA (Slfld sef6noo Y) ffi � N"��$�RS€f$SS�mg�S�eSi���SM �5Q�gg9�$�$tgps9mgg.7�5t s$� i� id nn 4yetAd esl6nOp m �pp � .- .. `gN.IA1 iJ TC M R$ gg pQ gg gg g�iS ! 0." f mFi mFii"m $� rm._c.m'r FS F N"2------.---I$$r-$-S$$$g 2g ,Q�qg �;il lR�$SF'j bl 3�td is 5: N aFSi aI 'AR CO p $mm .v- $ O $,�^$ gQYg�gg��gggQ �, StQ^aF �� y� $ $� BW DegW N77[3##y'rD id E SS'0=D li $N$on N om�og$NNrvnt N SS�� QQ qg gg'gg^ �- b! � F iNi on$$n - -- n F 9 $��F��yvB,`���g$NN g g zstmm$� L8'8=O fta y qq {{yy {y ss $j qC p Q Qry Ipp I. S pypy Q:a.No'�A qqc solowalo Man@Gal O m @•- sTamB "9waW ePI$ IS p _ .. o v o N Y Withdrawal Lag Screws Valises 11.2.1.1 The withdrawal design values, m Ibs,/in. of penetration; for a single lag screw inserted in side grain, with the lag screw axis perpendicular to the wood fibers, shall be determined from Table 11.2A or Equation.11.2-1, within the range of specific gravities and screw diameters given in Table 11.2A- Tabulated nominal design values, W, shallbe multiplied by all applicable adjustment Actors (see Table 10.3.1) to obtain allowable design values, W W=180003!2W14 11.2.1.2 When lag screws are, loaded in withdrawal from end grain, nominal withdrawal design values, W, shall be multiplied by the end grain factor, :C., = 0.75. 11.2.1.3 When lag screws are loaded in withdrawal, the allowable tensile strength of the lag screw at the net (root) section shall not be exceeded (see 10.2.3). .a®te.�Z,cw tag screw Withdrawal Design Values (W)1 ;Tabulated withdrawal design values (Wj are in pounds per inch of thread penetration ; Length of thread penetration in main member shall not include the length of the Specific" Gravity Lag Screw Unthreaded Shank Diameter_ n iin of main member. (see Appendix L). G U411 5/16" 318" 7/16" 1/2" 5/$" N4" 7/8" 1" 1-1/8" 1474" 073j� 397 469 538 �} 404 66j%8,7j8'9 9Q5 j016 1123f 71;226 1327_ aMER. 0 68 ,{�357 422 4584 543 600 E..%sti''-0p4�•=`-`R�Su�`1,,9"' .'''' k+t.� iFS i'3� ,. r':' 709 813 �§ 'T,'.., 913. 1009 rK, >•� s 1103 1193 a3 0.58 281 332 381 428 473 359 641 a'xf 77 719 795 8b9 9.40 0.51 232 274 314 353 390. 1;krdf.a��'tX.. �5 .--:...% r.-2'a�'.v ev$-, 461 52r8� ., c �•l'Jg 59.. 656 .. -iL=EDq 716 775 Y` • W-M 0.49 218 258 296 332 367 t' �1= ir07'c i �2�781 434 498 559 617 674 730 t 0.46 199 235 269 302 334 395 453 508 562 ,P 6$13 0 43 179 212 243 273 302 �5113 554 600 357 409 459 508 i ''.. { 02. " i 2.26$:- 't 0.41 167 198 226 254 281 332 381 308 3}5((yy3 428 473 3p97 438 516 559 -XAWII 0.39 155� 183 21y,0{� 23yy6 261 4]79 J.�}. -« _118 0.37 143 169 194 218 241 285 326 367 05 443 -479 03b s_ s `137 _d3": ` 18¢ +2�9 .- ,:3�n,. r3 _ . rr3' za35.*89 v, 4�r ; 0 35 132 156 179 200 222 262 300 337 373f. 407 441 z„: a035� 1t0' 190:.* �.'1,4'3,. �: <�1S7a;t a�:i$Sitr` , 2.1$ ; �:25,Qr•t 1.a2$,Ik�>�f31x1�� 339:e 1.3 tl3¢7;Yt, --�•�...o... s ,as scmw come,= snot be mulbplim by ell applicable adjustmmt factors (see Table 103.1). 11 0 a e � n „ , Ia S �a= 0I9 eC I7 { N Type of Stress i Type of Member or ElementSee. so Allowable S ae Table 2-24 TENSION. axial Anytension member gmsssection ae ALLOWABLESTRESSES. FOR natsectlon ,1 1b „L' BUILDING-TYPESTRUCTURES TENSION Flat elements in uniform tension 2 16. ,� BEAMS, Round or oval tubes �- 3 18 " - ex extreme fiber, net section Flat elements in bending In their own plena, Symmetric Shapes 4 .20 While bars apptyto unwelded metal On davits and bolts 5 SEARING ,31 On flat surfaces and pins and on.bolfs in slotted holes 6 21 1 ' Fortubes with dtCUmferentlelwelde,.Sectlons3.4t10, 3:4:12, and 3.4.16A apply. for Rp/t<20 Type of Stress Type of Member or Element $ Allowable Stress, St Allowable Stress, Allowable s, Allowable Stress; 3A SSyr S,<S<Si S2 S:2!.32 COMPRESSION IN COLUMNS, All columns 7 - 0 142-0.074 kUr 76 51160, d(W42 axle) ;, . Flat elements supported on one edge- .2.1 16t1-OA68 b/t' 12 129 1(b1n columns budding about a symmetry axis Imo' 8 15 21 18.1-0.456 b/t 1970. /(bRpcolumns Flat elemems supported on one edge- .L-_�L_.1 not budding about a symmetry axis 8.1, _ F14 Flat elements supported on both edges H 8 6.7 16.1-0.144 bR 410 /(bR) COMPRESSION �j A`� � �. x IN COLUMN; Q _ ELEMENTS, gorse aectlon Flat elements supported on one edge and with Sdffeneronotheredge r L 9i1 ee pa sd''IASection 3:4.9.1 " .Flat elements supported on both edges t--�b�b" ri 'end with an Intermediate stiffener �I �' 9.2 see Pad IA Section 3.4.92 I Z 0 Curved elements Supported on both edges R R W ��� 10 16 0.9 16.6-0.602 (Re +/ f = 189 3180 /� r� 7+ .3 Cn _