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HomeMy WebLinkAboutGate_TW Engineering 150 MPHSOLID SOLUTIONS, LLC 2025 Garfield Butte, Montana 59701 (406) 4904812 (406) 782-5894 solid Sol utinn son-tc h.co m Date: March 01., 2005 Customer: Ideal Manufacturing Project: Tilt -A -Way Road Gate, Maximum Wind Loading Condition (150 MPH) L BLAIN NICHOLLS No.13458 PE �;�,4G' ;i -•S'-CAS EXECUTIVE SUMMARY RISA-31) MODEL SKETCHES RISA-30 REPORT SUPPORTING CALCULATIONS REFERNCES EXECUTIVE SUMMARY I z "IJzMX The following analysis qualifies the design of the TILT -A -WAY gate structure and determines the recommended foundation depth for the conditions listed below,. :tl 11s4►E The following information and analysis criteria, used to determine the required design limitations, were provided by Ideal Limited: • 150-mile per hour (mph) basic wind speed. ■ TILT -A -WAY road gate assembly weight of 2,200 pounds, including controller. ■ Standard foundation plan dimensions of I I feet (ft) by 4 & • Sketches of gate assembly and related material list • Grate facing material is AMPLIMES14 103. • Controller projected area is 4 fl - 2 inches (in) by 10 fl. ASSUMPTIiONS- ■ Projected area ofAMPLAIESH I03 is 0.22 square foot per square foot of gate coverage. Projected area was estimated by creating solid model of AMPLIMESH 103 in Mechanical Desktop from sketch provided by Ideal Limited • Foundation is reinforced concrete having a density of 150 pounds per cubic foot. • Gate is located on flat terrain. • Gate is free of any additional obstructions such as signs or decorative coverings, winch would increase the overall surface area ANALYSIS APPROACH: • Determine projected area of gate and operator in open position (maximum wind load position) using sketches provided by Ideal Limited and incorporate assumptions as indicated above. • Determine design wind pressure per International Building Code (IBC) Exposure C, having a 15U-mph basic wind speed using Method Two of American Society of Civil Engineers (ASCE) 07-02 Section 6.5.10 as referenced in the 2403 (IBC). • Develop three-dimensional model of gate structure in Rapid Interactive Structural Analysis (RISA) software. • Run a static analysis of the RISA-31) gate model combining dead and wind loads at maximum loading condition. • Verify member stresses are within allowable limits as indicated in the American Institute of Steel Construction (AISD) steel manual of Steel Construction, Allowable Stress Design (ASD) ninth edition. In the event actual stress exceed allowable stresses, members are redesigned as required • Determine stresses on anchor bolts, base plate and welds. Provide alternative designs as required. • Use foundation plan dimensions, provided by Ideal Limited, to determine foundation depth required preventing overturning due to moment produced by wind loading. RESULTS: The TILT -A -WAY road gate design is adequate to withstand maximum loading conditions of combined dead and wind loads dire to 150-mph winds in Exposure C conditions per 2003 IBC and ASCE 07-2 provided the following design changes are incorporated: • Replace Qty (2) "Sway Bars" (Members M15 & M16) fabricated of WI 4" x 1-114 x .125 4061 T6 AL square tubing with 2" x 2" x. 188 4061 T6 AL square tubing. • Reinforce Base Plates fabricated of 112"x 4" A36 CS plate with 112"x 2" x 2" A36 CS plate gussets (2 gussets at each anchor bolt location). Orient anchor bolt pattern to provide a maximum distance of 2-112" from the exterior edge of the operator frame to centerline of anchor bolts. Following is the minimum foundation depth calculated to prevent wind -caused overturning of TILT -A -WAY road gate in flat ASCE Exposure C areas having a 150-mph basic wind speed, with a Factor of Safety of 1.5: Mirtimum TILT -A -WAY road gate faundladon depth for an Exposure C area having a 150-mph basic wind speed is 40". COMMENTARY: 0 Local building codes may have additional foundation dimension requirements. 15. Loads: BLC 1, W 1 Results for LC 1, W1 Solid Solutions BLAIN NICHOLLS 200502 TILT A -WAY GATE WIND LOAD 15OMPH LATERAL DESIGN WIND LOAD March B, 2005 3:37 PM -"LTAWAY 1:5OMPH.r3d Loads: BLC 1, WIII1 Results for LC 1, WIV1 Solid Solutions I TILT -A -WAY GATE WIND LOAD 150MPH I March 2, 2005 BLAIN NICHOLLS 200502 1 DEFLECTION DUE TO WIND LOAD - EXAGERATED I T1LTAWAY-15OMPH.r3d -15.; Loads: BLC 1, W1 Results for LC 1, W 1 Solid Solutions BLAIN NICHOLLS 200502 TILT A WAY GATE WIND LOAD ISOMPH AISD CODE CHECK - EXPOSURE C Code Chec* No Colo n 1.0 .90-1,0 .75-.90 .50-.75 0.-.50 March 6, 2005 3.38 PM TILTAWAY-I SOMPH.r3d Results for LC 1, W1 Solid Solutions BLAIN NICHOLLS 200502 7 r TILT -A -WAY GATE VIAND LOAD 150MPH March 2, 2005 9:38 PM LABELING TILTAWAY-15OMPH.r3d Company : Solid Solutions March 6, 2005 Designer SLAIN NICHOLLS 3:38 PM Jab Number: 200502 T1LT-A-WAY GATE WIND LOAD 150MPH Checked By: Global Steel Code ASD: AISC 9th, AISI 99 Allowable Stress increase Factor ,ASIF 1.000 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P-Delta Analysis Tolerance 0.50% Vertical Axis - Y Sections Section Database Material Area SA(yy) Wzz) I y-y I z-z i (Torsion) TIC Label Shape Label (in)"2 (in^4) (In"4) (in"4) Only AL4PIPE PIPE 4.0 4061AL 3.174 1.2 1.2 7.233 7.233 14.465 125X1.25x.125 Hssl.25xl.25X2 4061AL .492 1.2 1.2 .102 .102 .174 2X2X.188 2X2X2X.188 4061AL 1.363 1.2 1.2 .754 .754 1.118 1-7/16CRC 1-7f16 1144SR 1.623 1.2 1.2 .21 .21 .419 Materials (General) _ -_- Material Label Young's Modulus Shear Modulus Poisson's Thermal Coaf. Weight Density Yield Stress (psi) (ps) Ratio (per 10"5 F) (lblln^3) (psi) STL 2.9e+7 J� .3 .65 .284 36000 1144SR 2.9e+7 .29 .65 .284 79800 4061AL 1 e+7 .33 .65 .1 ---f-40000 Plate Surface toads, Category: WL, BLC 7 : W1" r � pry r.n Prate Label Direction Magnitude (psf) P1 _--- Z -8.9 P2 Z -8.9 P5 Z -8.9 P6 Z -8.9 P7 z -8.9 Member Direct Distributed toads, Category: WL, BLC 1: W1 Member Label Direction Start Magnitude End Magnitude Start Location End Location (lblft, F) (Ibift, F) (ft or %) (ft or %) M1 Z -15.3 -15.3 4.166 25 M3 Z -6.8 -6.8 0 y_ 0 - M2 Z -6.8 -6.8 4.166 25 M8 Z -6.8 -6.8 0 0 M9 z -6.8 -6.8 0 0 M10 Z -6.8 -6.8 0 0 M23 Z -6.8 -6.8 0 0 Mil Z -6.8 -6.8 0 0 M6 Z -6.8 -6.8 0 0 M5 Z -6.8 -6.8 0 0 M4 2 1 -6.8 -6.8 0 0 RISA-3D Version 4.5[DADEAL1150MPH1TILTAWAY-150MP'H.r3d] Page 8 Company Solid Solutions March 6, 2005 Designer BLAIN NICHOLLS 3:38 PM .fob Number : 200502 TILT -A -WAY GATE WIND LOAD 15QMPH Checked By: Basic Load Case Data Load Type Totals BLC No. Basic toad Case Category Category Gravity Direct Description Code Description x Y ,7 Joint Pobtt Dist. Area Surf. 1 -- W1 WL Wind Load = � -1 1 1 1 1 11 1 1 5- Load Combinations Num Descriotion Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Member AlSC ASD 9th Code Checks .a By Combination LC Member Label Cade Chk Loc Shear Chk Loc Ur ASD Eqn. Message (ft) (ft} 1 M1 .450 18.229 .359 13.021 H1-2 1 M2 .701 4.167 .334 10.156 z 1-12-1 1 M3 .371 0 .046 0 z 1-11-2 - 1 M4 .343 8 .096 8 z H2-1 1 M5 .231 8 .205 8 z H2-1 - - 1 M6 .177 4 .086 0 z H1-2 i M7 .019 4 .189 8 1-12-1 1 M14 .865 2 .328 2 1-11-2 1 M15 .637 b .131 8.447 z H2-1 1 M16 1 648 0 .131 8.447 z Hi-2 1 M23 1 .056 4.031 .267 7.969 z H2-1 Reactions, By Combination LC Joint Label x Force Y Force X Force x Moment Y Moment 2 Moment (l6) (Ib) (Ob) lb-ft) (lb-ft) (lb-ft) 1 N5 5.342 33.155 -1012.063 0 0 1 0 1 N22 -1117.287 -13689.281 719.054 -1172.072 111.34 0 1 N23 1133.931 14098.044 728.336 -1239.598 115.079 0 1 N 36 -21.986 119.777 1814.414 0 0 0 1 Totals: 1 0 561.695 2249.741 1 COG ft : I X: 2.341 Y: 3.848 Z: 0 Member Section Forces, By Combination LC Member Label Section Axial Shear y-y Shear z-z Torque Moment y-y Moment z-z (lb) lb-ft} Ik -ft lb-ft) 1 M1 1 17.573 4.793 42.64 -1390.835 -927.543 .309 2 18.176 1.596 130,274 -2674.94 -1173.413 5.526 3 15.899 -2.747 292.311 -2857.313 -1487.519 -.195 4 35.099 -1.408 716.34 -2401.033 -2844.86 1.498 5 5.142 -3.086 43.837 -1201.67 -664.857 9.537 1 M2 1 3.407 .32-2 -150.021 129,075 -537.071 1.675 2 1 36.389 .876 12 -368.304 -987.142 .516 3 1 23.628 1.436 2.671 -547,419 90.218 .098 4 23.238 1.193 -7.581 -317.505 249.513 -1.368 54 6.123 1.875 -21.871 -124.512 121.773 -5.374 1 M3 1 1.609 1 6.959 29.512 70.581 1 -549.524 9.537 2 1.609 3.888 15.912 70.581 -604.101 -1.11 3 1.609 418 2.312 70.581 -485.877 -5.217 RISA-3❑ Version 4.5 [D:\IDEAL\150MPH\TILTAWAY-150MPH.r3d] Page 9 Company Solid Solutions March 6, 2005 Designer BLAIN NICHOLLS 3:38 PM Job Number: 200502 TILT -A -WAY GAPE WIND LOAD ISQMPH Checked By: Member Section Forces, BCombination, (confinue#j LC Member Label Section Axial Shear y-y Shear z-z Torque Moment y-y Moment z-z (lb) (lb) (lb) (lb-ft) (ltrft) (lb-ft) 4 1.609 -2.852 -11.288 70.581 -494.854 -2.783 5 1.609 -6.122 -24.888 70.581 -531.03 6.192 1 M4 1 -2.351 v 6.357 -26.445� 152.685 501.862 7.677 2 -2.351 3,086 -12.845 152.685 462.572 -1.766 3 -2.351 -.184 .755 152.685 450.482 -4.668 4 -2.351 -3.454 14.355 162.685 465.592 -1.03 5 -2.351 -6.725 27.955 152.685 507.902 9.149 1 M5 1 -2.711 6.315 -26.829 333,501 336.274 7.418 2 -2.711 3.044 -13.229 333,501 296.216 -1.941 3 -2.711 -.226 .371 333.501 283.358 -4.759 4 -2.711 -3.496 13.971 333.601 297.7 -1.037 5 -2.711 -6.767 27.571 333.501 339.242 9.226 1 M6 1 12.995 6.385 -27.465 136.619 -206.787 8.229 2 12.995 3.115 -13.865 136.519 -248.116 -1.271 3 12.995 -A 55 -.265 136.519 -262.245 -4.23 4 12.995 -3.426 13.335 136.519 -249.174 -.649 5 12.995 -6.696 28.935 136.519 -208.903 9.473 1 M7 1 -4.465 8.3 .717 -1203,313 54.958 .184 2 -4.465 .682 .717 -1203.313 56.393 -8.798 3 -25.951 6.359 -18.678 -1617.893 128.854 -2.544 4 -25.951 -1.259 -18.678 -1817,893 91.498 -7.644 5 -25.951 -8.877 -18.678 -1617.893 54.142 2.492 1 M14 1 1 -719.054 -13689.281 -1117.287 0 111.34 A 172.072 2 11.016 230.691 -137.362 11.915 -19.688 38.656 3 -12.877 203.067 -130.606 11.954 89.774 57.662 4 -12.877 200.306 -139.606 11.954 19.971 -43.181 5 728.336 1 -14098.044 -1133.931 0 -115.079 1239.598 1 M15 1 -15474.277 22.174 -65.654 -118.156 144.12 126.998 2 -15162.167 8.331 -26.986 -181.259 13.141 115.754 3 -14246.103 25.373 -30.634 -211.409 19.62 203.663 4 1 -9619.123 11.976 -8.467 -184.934 -6.606 299.303 5 -9626.481 11.635 -8.467 -184.934 -44.75 246.122 1 M16 1 15648.242 -26.533 -65.12 -118.298 144.604 -136.1.19 2 15279.076 -9.207 -27.672 -181.228 14.126 -117.561 3 14315,657 -25,601 -30.343 -211.421 19.099 -204.657 4 9654.778 -11.734 -8.391 -184.933 -6.735 -299.335 5 9647.42 -12.075 -8.391 -184.933 -44.537 -245.707 1 M23 1 -6.747 6.777 27.088 435.776 25.93 9.168 2 -6.747 3.098 11.788 435.776 69.665 -1.943 3 -6.747 -6.747 -.581 -4.26 -3.512 -18.812 435.776 435.776 78.975 53.86 -4.774 .673 5 0 0 0 0 0 0 Member Stresses, By Combination LC Member Label Section Axial Shear y-y Shear z-z Bending y-top Bending y-bot Sending x-top Bending z-tmt (psi) (psi) (psi) (psi) (psi) (psi) (psi) 1 M1 1 5.537 1.812 16.121 -1.152 1.152 -3462.607 3462.607 2 5.726 .603 49.252 -20.627 20.627 -4380.464 4380.464 3 5.009 -1,039 110.513 .727 -327 -5553.054 5553.054 4 11.058 -.532 270.824 -6.593 5.593 -10470.815 10470.815 5 1 1.62 1 -1.167 1 16.573 1 -35.602 35.602 -2481.975 2481,975 1 M2 1 1 2.5 1 .514 -239.395 -26.665 1 26.665 -8561.097 8551.097 RISA-3D Version 4.5 jDADEAL1150MPHNTILTAWAY-150MPH.r3dj Page 10 Company Solid Solutions March 6. 2006 Designer SLAIN NICHOLLS 3:38 PM Job Number : 200502 TILT -A -WAY GATE WIND LOAD 15OMPH Checked By: Member Stresses, By CombinaGorlj-continued) LC Member Label Section Axial Shear y-y Shear z-z Bending y-top Sending y-bat Bending z-top Bending z bot (Psi) (psi) (psi) (pail (pS7 (psi) (psi) 2 26.705 1.397 19.148 -8.211 8.211 -15716.994 15716.094 3 17.339 2.292 4.262 -1.568 1.568 1436.429 -1436,429 4 17.054 1.905 -12.097 21382 -21,782 3972,676 -3972.676 5 4,493 2.991 -34.901 85.564 -85.564 1938.835 -1938.835 1 M3 1 1.181 11.104 47.093 -151.844 151.844 -8749.372 8749,372 2 1.181 5.886 25.391 17.677 -17.677 -8026.151 8026.151 3 1.181 .667 3.689 83.061 -83.061 -7736.001 7736.001 4 1.181 -4.551 -18.013 44.307 -44.307 -7878.922 7678.922 5 1.181 -9.77 -39.715 -98.584 98.684 -8454.914 8454.914 1 M4 1 -1.725 10.143 -42.199 -122.223 122.223 7990.505 -7990.505 2 -1.725 4.925 -20.497 28.121 -28.121 7364.941 -7384.941 3 -1.725 -.294 1.205 74.328 -74.328 1172.448 -7172.448 4 -1.725 -5.512 22.907 16.397 -16.397 7413.026 -7413.026 5 -1.725 -10.731 4d.609 -145.671 145.671 8086,674 -8086.674 1 M5 1 -1.989 10.077 -42.812 -118.115 118.115 5354.067 -5354.067 2 -1.989 4.858 -21.11 30.896 -30.896 4716.273 -4716.273 3 -1.989 -.361 .592 75.77 -75.77 4511.549 -4511.549 4 -1.989 -5.579 22.294 16.507 -18.507 4739.897 -4739.897 5 -1.989 -10,798 43.996 -146.894 146.894 5401.315 -5401.315 1 M6 1 9.537 10,189 -43,826 -131.021 131.021 -3292.411 3292.411 2 9.537 4.97 -22.124 20.236 -20.236 -3950.44 3950.44 3 _ 9.537 -.248 -,422 67.354 -67.354 -4175.399 4175.399 4 9.537 -5.467 21.28 10.335 -10.335 -3967.286 3967.286 5 9.537 -10.685 42.982 -150.821 150.821 -3326.103 3326.103 1 M7 1 -1.407 3.138 .271 -.685 .685 205.164 -205.164 2 -1.407 .258 .271 32.843 -32.843 210.519 -210.519 3 -8.176 2.404 -7.062 9.498 -9A98 461,026 -461.026 4 -8.176 -.476 -7.062 28.535 -28.535 341.571 -341.571 5 -8.176 -3.356 1 -7.062 -9.304 9.3014 202.111 -202.117 1 M14 1 -443.063 -10121.766 -826.116 1 48229.411 -48229,411 4581.53 -4581.53 2 6.788 170.572 -101.565 -1590,631 1590.631 -810.119 ^ 810.119 3 -7.934 150.147 148.105 -103,224 -103.224 -2372.716 1776.867 2372.716 -1776.867 3694.108 821.79 -3694.108 -821.79 4 -7.934 - 5 1 448.772 -10424.002 -838.422 -51008.063 51008.063 -4735,387 4735.387 1 M15 1 -11356.234 35.384 -104.767 -2022.025 2022.025 2294.632 -2294,632 2 -11127.184 13,294 -43.063 -164-3.004 1843.004 209.229 -209.229 3 -10454.904 40.489 -48.885 -3242.664 3242.664 312.379 -312.379 4 -7059.264 19.11 -13.512 -4765.427 4765.427 -105.173 105.173 5 -7064.664 18.567 -13.512 --3918,691 3918.691 -712,498 712.498 1 M16 1 11483.903 -42.341 -103.915 2167.249 -2167.249 2302.342 -2302.342 2 11212.98 -14.692 -44.157 1871.774 -1871.774 224.903 -224.903 3 10505.948 -40.852 -48.42 3258.494 -3258.494 304.095 -M4.095 4 I 7085.431 -18.725 -13.391 ; 4765,927 -4765.927 -107.237 107.237 5 7080.031 -19.268 -13.391 3912.073 -3912.073 -709.109 709.109 1 M23 1 -4.951 10.814 43.225 -145.945 145.945 412.851 -412.851 2 -4.951 4.943 18.81 30.93 -30.93 1109,188 -1109.188 3 -4.951 -.928 -5.605 76.006 -76.006 1257A2 -1257.42 4 -4.951 -6.798 -30.019 -10.717 10.717 85.1.546 -857.546 5 0 0 0 0 0 0 0 RISA-3D Version 4.5[D;IIDEAL1150MPHITILTAWAY-150MPH.r3d] Page 11 T I PEk /,15CE 7-QZ N6T1400 2 — -r6710,1/CAPgrG FAcro< K r = 1.0 F4If r TEl rlt/ r = V oAsrG , -r w S�£Eo r Mo Xr•! r4C72N i4t 717 447-,tvlz�lef' I Cryj4c- i) Kd Glues Ov2ee r le; F1 7 77 G 3T,,l QIzrw� u. �vJry oars n� F = G is Gv§r 46FF£-e7- F.• erOW > I kZ G = , 6 S RM,7-V 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Mfrs F604r S tC IN p 4'7f_ 3vS� 4 wl X5�il /r.-tip ✓rf't _r= � i 4 (,5-) 3 —? JJJ i' {f �y • f2 �T zff Z = 3 _ 5X z _ . 33.E*v' ra r� qt r" r6�l Cf e r1za2.q D F 06/a ?, e117 s ect- {i , `4, 14, +- 2) 44 2 C"/} $ 702 Of 7Rol MIJ AIXy ,, 114 5 55 Vic. lj- '5Z 7-e 4e I 6e- • 707 = 7 zee = , zSs "� f F 5-57- 6�-7 urn Gr�r Cyr-r.r.% _ C4 """ f wl HOXCItir Pae To 6rr-4J7' } A41760 = (2. :zFT) - 3j K-FT sH?- 3 ,,e,fQ - Z $. ,� tt - I -a 5 sAl-LIC FOA ve,O7-1Y (d ) ,570 z, Z rCFos� 7, rr rr E 5-0 3 vv Auk 7 13-99 02 :45P IDEAL I_Ta 406 656 4363 P.0 or 2] qW � TILT -A -WAY ROAD GATE '�• •{y��. y � FIELD INSTALLATION s� REF. NO. DESC MPTION 1. Concrete support slab. Witnum d+rmnsions 11`0" bng x 4 wide x 1$" deep. To be placed on firm Slub in 12OV-25A sail or compacted fiu, by purchaser. eiectrlcal Service 2. 4 314' dia x 12' with 2' n , `annchh+orRbollts Vr rwm1��' 3 2base n fuwmashed loose with peal. k"l 'py+e " with � fP IY " in p, la. 4. 4 field wrdds. Set pedestal in erect and final loci =. Then weld each Corner to vase place. MMPLE: Please check your local area W specific cor4dionL Swne SO v4nd areas may cegwre more tfw mwwnuirn corkcrate kurdWion u pport dinwwakm U2 : 4bP IDEAL LT© I 4 �r y-406 656 4363 G P . 02 ` 10 `1h6f-hnt� ��' D�' c—� CAncr�� Pad Auj- 13-99 02 = 45P IDEAL LTD 658 43F,� :1 o 9 ug-18-99 12:49P IDEAL LTD 486 656 4363 P_Q2 AMPLIMESHO 103 S -I - 28- 9 12 : 49P IDEAL LTD 4 G►3� � 41S!'3Z l 406 656 4 4 3Z 4a,:Y3z P.01 41 t -32 44t3elco 4�0le5Z r _-- .i--,�-I k©I•.l C.611 L.1ME--jH L I �•J '� L3A�� rJIM�r.a:��aN� /* Part Mass Properties */ Density 1 Mass : 0.0317362 Volume 0.0317362;1 Surface .Area 63.6857 0 v� s o r= S Centroid X . -9 .23862 Centroid Y --40.5889 Centroid Z : 0.0005 z Moment of Inertia X : 52.6853 Moment of inertia Y : 3.14189 Moment of inertia Z : 55.8272 Products of Inertia XY : 11.9006 Products of Inertia X,Z .-0.000146599 Products of Inertia YZ .-0.00064407 Radii of Gyration X : 40.7443 Radii of Gyration Y : 9.94988 Radii of Gyration Z : 41.9416 Principal Axis I : 0.999999, -0.00159424, 0 Principal Axis J : 0.00159424, 0.999999, 0 Principal Axis K : 0, 0, 1 Principal Moment X : 0.401135 Principal Moment Y : 0.433138 Principal Moment Z : 0,834273 tAL DESIGN ,eels determined by the local jurisdiction shall be in accor- ,lance with Section 6.5.4 of ASCE 7. In non -hurricane -prone regions, when the basic wind speed is ;stitnated from regional climatic data, the basic wind speed hall be not less than the wind speed associated with an annual probability of 0.02 (50-year mean recurrence interval), and the estimate shall be adjusted for equivalence to a 3-second gust grind speed at 33 feet (10 rn) above ground in exposure Cate- gory C. The data analysis shall be performed in accordance with Section 6.5.4 of ASCE 7. 1609.3.1 Wind speed conversion. When required, the 3-second gust wind velocities of Figure 1609 shall be con- verted to fastest -mile wind velocities using Table 1609.3.1. 1609.4 Exposure category. For each wind direction consid- ered, an exposure category that adequately reflects the charac- teristics of ground surface irregularities shall be determined for the site at which the building or structure is to be constructed. For a site located in the wansition zone between categories, the category resulting in the largest wind forces shall apply. Account shall be taken of variations in ground surface rough- ness that arise from natural topography and vegetation as well as from constructed features. For any given wind direction, the exposure in which a specific building or other structure is sited -_shall be assessed as being one of the following categories. When applying the simplified wind load method of Section 1609.6, a single exposure category shall be used based upon the most restrictive for any given wind direction. I . Exposure A. This exposure category is no longer used in ASCE 7. 2, Exposure B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Ex- posure B shall be assumed unless the site meets the defi- nition of another type of exposure. 3. Exposure C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights generally mess than 30 feet (9144 mm) ex- tending more than 1,500 feet (457.2 m) from the building site in any quadrant. This exposure shall also apply to any building located within Exposure B-type terrain where the building is directly adjacent to open areas of Expo- sure C-type terrain in any quadrant for a distance of more than 600 feet (182.9 m). This category includes flat open n country, grasslands and shorelines in hurricane -prone re- gions. Exposure D. Flat, unobstructed areas exposed to wind flowing over open water (excluding shorelines in hurri- cane -prone regions) for a distance of at least 1 mile 0.61 km). Shorelines in Exposure D include inland water- ways, the Great Lakes and coastal areas of California, Oregon, Washington and Alaska. This exposure shall ap- ply only to those buildings and other structures exposed to the wind corning from over the water. Exposure D ex- tends inland from the shoreline a distance of 1,500 feet (460 m) or 10 times the height of the building or struc- ture, whichever is greater. 1609.5 Importance factor. Buildings and other structures shall be assigned a wind load importance factor, I., in accor- dance with Table 1604,5. 1609.6 Simplified wind load method. 1609.6.1 Scope. The procedures in Section 1609.6 shall be permitted to be used for determining and applying wind pressures in the design of enclosed buildings with flat, ga- bled and hipped roofs and having a mean roof height not ex, ceeding the least horizontal dimension or 60 feet (18 28& mm), whichever is less, subject to the limitations of Sections 1609.E 1.1 and 1609.6.1.2. If a building qualifies only under, Section 1609.6.1.2 for design of its components and clad- ding, then its main windforce-resisting system shall be de- signed in accordance with Section 1609.1.1. Exception: The provisions of Section 1609.6 shall not ' apply to buildings sited on the upper half of an isolated hill or escarpment meeting all of the following condi_* tions'. 1. The hill or escarpment is 60 feet (18 289 mm) higher if located in Exposure B or 30 feet (91 mm) or higher if located in Exposure C. 2. The maximum average slope of the hill exceeds 3. percent. The hill or escarpment is unobstructed upwind by other such topographic features for a distance from the high point of 50 tunes the height of the hill or 1, mile (1.61 km), whichever is less. TABLE 1609.3.1 EQUIVALENT BASIC WIND SPEEDS',6•0 v3S 85 1 90 100 105 110 1 120 1 125 1 130 1 140 1 145 1 150 1 160 170 . V 70 75 S(7 85 90 1C10 105 110 12f1 125 130 140 150 For Sl: l mule per hour = 0A4 tn/s. a. Linear interpolation is permitted. b. V3S is the 3-second gust wind speed (mph). c. Vf, is the fastest mile wind speed (mph). 290 2003INTERNATIONAL BUILDING 1+