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Plans Zeyn B. Uzman, PE Project City of Tigard Shelter 305 Charleston Greene Project # OR -0036 Malvem, PA 19355 • Designer zbu Date 4- Apr -07 • (217) 652-6737 Checked Date Project Data: City of Tigard Shelter Tigard, Oregon Client: Natural Structures Baker City, Oregon (541) 523 -0224 • PROp . �5 GtNt" r PC Fi VE F O 6 9163PE 7 APR `� 0 2007 p OREGON i OF TIGA T 10, q ° ' BUILDING DIVISION • ' 'N 8 UD i •• L' (TY i ,T 1.�sp.E -TC� 'Cc of _x1 A WCKoiz.E • gnature 4/4/2007 :: 6/30/2008 Expiration S —) H/NC■C__. ea iNtIlbe CIWk. OF GARD Approved ..M.1 I_' - Conditionally Approved .............. [ ] �S �..�` �-� See Letter to: Follow [ ] Atr ac ...........• ] p N um b er: «vP Zoo - 7 -C : i Ad ► ' By A . M. Date: �. OFFICE COPY • Natural Structures Shelter Engineering Request Project Name: Citv of Tigard NS Job 07-S017 Date: 04-01-07 Project Location: Tigard. Oregon State for Engineering Stamp: QR 4 Copies Required: j Sign & Stamp Each Page: Yes No XXX I Shelter Size 10'x 16' Snow Load 30# 1 Wind Load 20# Roof Pitch 6/12 Post Size 6 x 3 x 3/16" Rea Tube Post Top Plate 5/8 x 4 Base Plate 112 x 8 x 8 Beam Material 6 x 4 x 3/16" Rect Tube Hip, Ridge and Long Purlin; 4 x 4 x 3Atti ,Rect Tube Short Purlin a Roof Decking 2 x 6 Fir T&G Roof Material 26 ga Standing Seam x 12" Wide (Over Decking) • Footings 2'dia x 2' Deep • Anchor Bolts 1 per post Anchor Bolt epoxy Style Anchor Bolt I x 14 Zinc Size Notes: • l 16' -0' (OUTSIDE OF FACIA) 7 TS6X4X 7 14'- 6" C-I_ PURLINS 3116 TENSION 1 j RING PURLIN SEE DETAIL "A" —*.� 1 ,1 / f nn TS4X4X ► TS6X4X3fi6 4 ' I �' �Ff �'t! TENSION � I � 1 RIP BEAM e rt � 1 n RING PURLIN � $ - 6 1O -0 SEE DETAIL B , r PLAN VIEW 2.9 d 2 X 6 FIR T &G ---- \ // / / 5'- 71116" � 1'• 11 5116" 4., 4'- 7 718' r. UN ER 1 a a PI OF , ---' 2 :-'d 1111111111111 / 0'- 11 3116` 2 x 6 FIR FACIA 10{- 81 r2" 12 ,Z -- -- 6 X 3 X 3/16 STEEL 0 0'-5112" 7'. 6" SEE DETAIL "D" , TUBE POST (4X) I Ilk SEE DETAIL "E" FINISH LEVEL fj--) 1 ` -, 14'- 0" C-L POSTS ELEVATION VIEW SHEET 1 OF 2 CATSKILL MOUNTAIN SERIES SHELTER MODEL: 98- C10016 -6T 10' X 16' SHELTER (6/12 PITCH) SCALE: NONE © 2002 REV 03/30/07 /V2 him. I . 1 Erik fiir� fl n onvtan A V M 0 O run/ $1.0 0701 d OW(1MC• /C4i1 C')'1 ATM CAv 3/4 -UNC X 2" LG HEX HD BOLT PURLIN CONNECTOR (2-EA END) . 314 -UNC X 21/2' LG HEX HD BOLT . i ll , /00 POST CONNECTOR (2-REQD) TS 6 X 4 X 3/16 HIP BEAM Ali x TS6X4X3116 ,. , r / PURLIN ALA . PURLIN CONNECTION j BRKT 114 PL W /GUSSET DETAIL B 5/8 POS PURLIN /HIP BEAM CONNECTION LES@111/ �' W 12- HOLES @ 11 1/2' 1 #12 X 2 3/4 TEK SCREW Qi� }(2 -EAEND ) 2 X 6 FIR FACIA \ ���'0�`•, TS 6X3 X3116 STEEL POST \ DETAIL C FACIA /HIP BEAM CONNECTION • DETAIL CD • y ECE1D I TOPOFPOSTCON NEC11ON APR 2 0 2001 CITY OF TIGARD BUILDING DIVISION ACCESS HOLE 6" SQ STEEL TUBE 1" DIA X 14' LG SS 112 X 8" SQ BASE COMPR ESSION RING ATR EPDXY ANCHOR ' PL W 1 HOLE CTR'D ■ IA 6X4X3116 11111111M RIDGE BEAM 6X4X3h6 — HIP BEAM / — - ..... B /` 3 /4-UNC X 2' LONG 20 — 41A8 HEX HD HIP BEAM CONNECTOR 2 X 6 FIR SHOWN . TdG DECKING 1 24 "DIA DETAIL E DETAIL A POST FOOTING AND FOUNDATION COMPRESSION RING @ TOP • SHEET 2 OF 2 CATSKILL MOUNTAIN SERIES SHELTER MODEL: 98-C1 001 6-6T 10' X 16' SHELTER (6/12 PITCH) SCALE: NONE © 2002 REV 03/30/07 • 1 V j tural S true cures P.O. BOX 270, BAKER CITY, OR 97814 PHONE: (541) 523 -0224 FAX (541) 523 -0231 • Job a,e, 00= f• . Sheet No. / Of • , „ Zeyn B. Uzman, PE, F.NSPE , Calculated By P1 Date 4 G7 305 Charleston Greene' Checked By Date Malvern, PA 19355 • Scale (217) 652 -6737 (610) 407-7085 fax zeynu©aoi.com 1 11E1 l I . ■IIIIIII EZ� 1 , 1 774 1, 0 • • `�' III i /0'.4, 1 Tid+.. i H G • a Ar e ' 26 )7 4J 111111111111111MPIEM111111111 fY , l.l 1 f I ^P11 �U 11► IN -mlvlslo . Li = O P3 ' 1: S PPe■.3 = 4 14•- •L-4"4-d (A'Y41"f? O ..... 1 3 5.. 'o'lif- '. ... - ...r Tern 1 -I T=-r . } l f 1 l I • .A. s 2 40 T 4 4f a Eertc t _ L ' 167 . '. 1 I 1 w- C 5,Sh (.l) =. 3091,, -. �s, r fl7 , L ) = 5 �F - { IA.sf. TS 1. V =►to 5 s 0,a-v- n g L tie ' 3 r `.� ' by tvt.�. i , . I wu,.z 8C • Zeyn B. Uzman, PE Project City of Tigard Shelter 305 Charleston Greene Project # OR -0036 Malvern, PA 19355 Designer zbu Date 4/4/2007 (217) 652-6737 Checked Date • Wind Load on Shelter: Location: Tigard, OR Building Height: 10 ft Design Load Based on ASCE 7 -05 Wind Speed: 90 mph Wind Force: F = gZGCNAf qz = 0.00256K I = 1 G = 0.85 Kz = 0.85 Exp C CNw = 1.1 qz = 15.0 psf Kzt = 1 CND = -0.4 Kd = 0.85 F = 19.1 psf At RECEI APR U 2007 CITY OF TIGARD BUILDING DIVISION • Zeyn B. Uzman Title : Job # Structural Engineering Services ' Dsgnr: Date: 11:54AM, 4 APR 07 305 Charleston Greene Description Malvern, PA 19355 Scope : (217) 652 - 3767 Fax: (610) 407 -7085 Rev: 510301 User: KW- 0604488, Ver 5.1.3, 22- Jun -1999, Win32 Steel Beam Design Page 1 L (c) 1983 -B9 ENERCALC c:\ec\or0036.ecw:Calculations Description Long Purlin General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements a v. - o, ..aa.- :zrs„rm*aM .•ezv t.c +s ;n,:..°.,*. ..emu.. e..+aw _w-: uz a e.- :.�z -..r »:. r .er tip- - xim� w.a: � ,.. >r..aezw �s n,,, .o»r. a >., ar�,.:re ,z -c Steel Section : TS6X4X3 /16 Fy 42.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 14.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 # 2 #3 #4 #5 #6 #7 DL 0.030 k/ft LL 0.085 k/ft ST 0.055 k/ft Start Location ft End Location ft Summary Beam OK Short Term Load Case Governs Stress Using: TS6X4X3 /16 section, Span = 14.50ft, Fy = 42.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 4.782 k -ft 13.398 k -ft Max. Deflection -0.359 in fb : Bending Stress 9.894 ksi 27.720 ksi Length /DL Defl 2,104.0 : 1 fb / Fb 0.357: 1 Length /(DL +LL Defl) 485.2 : 1 Shear 1.319 k 18.900 k fv : Shear Stress 0.586 ksi 16.800 ksi fv / Fv 0.035: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted --» DL LL LL +ST LL LL +ST Maximum Only a Center (d Center (o) Cants aA Cants Max. M + 4.78 k -ft 1.10 3.34 4.78 k -ft Max. M - Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 1.32 k 0.30 0.92 1.32 k Shear © Right 1.32 k 0.30 0.92 1.32 k Center Defl. -0.359 in -0.083 -0.250 -0.359 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.32 0.30 0.92 1.32 k Reaction @ Rt 1.32 0.30 0.92 1.32 k Fa calc'd per 1.5 -1, K *L/r < Cc Section Properties TS6X4X3/16 Depth 6.000 in Weight 11.96 # /ft r -)o 2.223 in Width 4.000in I -xx 17.40 in4 r -yy 1.627 in Thickness 0.188 in I -yy 9.32 in4 S -xx 5.800 in3 Area 3.52 in2 S -yy 4.660 in3 • . . Zeyn B. Uzman Title : Job 6 Structural Engineering Services Dsgnr: Date: 4 55PM 5 APR 07 305 Charleston Greene Description: Malvern, PA 19355 Scope (217) 6524767 Fax: (610)407-7085 _ ___.. _ _ _ - . ,,,,,,, Steel Beam Design Page 7 [I Description Short Purlin General Information Calculations are designed to MSC 9th Edition ASO and i997 USC Requirements f' -..-......„ ........................-„.......„--............„- ,. - ... • Steel Section : TS4X4X1/8 Fy 42.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 8 50 ft Elm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft Lt. & ST Act Together Right Cant OM ft Lu Untuaced Length 0.00 ft Distributed Loads DI 0.030 kilt LL 0.085 fritt ST 0.055 kiii Stan Location ft End Location ft -................ .. ...,,,,F : r. --___________ ______ _ ___ _ _ _ ---- Summary Beam OK ,• Short Term Load Case Governs Stress 1 1 Using: TS4X4X1/8 section, Span = 8.5011, Fy = 42.0ksi i End Ftiity = Pinned-Pinned, Lu . 0 OM. LDF = t 000 • Actual AllovirahL_ ! Moment 1.590 k.ft 5.082 ic Max. Deflection -0 162 in lb : Bending Stress 8.671 ksi 27.720 ksi LengthiDL Deft 3,077_2 , 1 fb / Fb 0.313 : 1 Length/(01.÷LL Deft) 629.6 1 Shear 0.748 k 7 795 it fv : Shear &rest 0.806 ksi 16.800 ksi fv / Fv 0.048 : 1 i ----- Force & Stress Summary __ _ «- Thee columns are Dead , Live Load placed as noted -» DL IL LL+ST . LL LOST Maximum Onlv, r Center tils Center fa Cams_ .02 Cants Max. M t 1 59 R-i1 0.33 1.09 1 59 k-ft Max M- k-ft Max Mti Left k-ft Max M @ Right k-ft Shear i , ii Left 0.75 k 0.15 0.51 0.75 k Sneer @ Right 0.75 k 0 15 0.51 0 75 k Center Deft. -0 162 in -0.033 -0_111 -0.162 0 000 0.000 In Left Cant Deft 0,000in 0.000 0.000 0.000 0 000 0.000 in Right Cant Dell 0.000 in 0.000 0.000 0.000 0 000 0.000 in . Query Deft © 0.000 ft 0.000 0.000 0 000 . 0 000 0.000 in Reaction © Left 0.75 0.15 0.51 0.75 It Reaction © Rt 0.75 0 15 0.51 0 75 it Fa caic'd per 1.5-1, WU, 4 Cc ' Section Properties TS4X4X1/8 Depth 4.000 in Weight 6.01 Mt r-xx 1 577 in Width 4.000in 1-xx 4,40 in4 i'll i 577 In Thickness 0 116 in l.yy d.48 1M S-xx 2.200 in3 Area 1.77 in2 Sly 2 200 in3 Job e;2. o v3 y Sheet No. 'L Of . • Zeyn B. Uzman, PE, F.NSPE, Calculated By 2'vi"^ Date 4 1sJO 305 Charleston Greene Checked By Date Malvem, PA 19355. Scale (2 652 -6737 (610) 407 -7085 fax zeynu @aoi.com 0. S+ t I L { Gr t�„ n. t Si7 (I0) = .5 L!% i A R li 7n117 . : (, s s> r /b) p .,c C ITYO :TI�GARD W .k.� :c4s.::.siL( t.V 11 o plc �sJiCtIN ?DIVISI I G -S bx -sic" ' Ptl) (ao) (►to) ' 1v ' )Ltas u / -r_ .5© � t . = (so).414) / 2,0 /3,50'` VwV z 62 CIif) to) lcvswACs•Nu) = I ao g ii ^T, I Gt1r 04:n OW i 1 f ?- C2 . 12)/ Ili = 2 , et 54 � .. 0 ,, _ s J,': arse i I 1 fi 1 'pt,,, , j L Lie ( I . If _ C 21) C 4) ; 40E "i o • { , . . . Zeyn B. Uzman Title : Job # Structural Engineering Services . Dsgnr: • Date: 11:58AM, 4 APR 07 305 Charleston Greene Description Malvern, PA 19355 Scope (217) 652 -3767 Fax: (610) 407 -7085 Rev: 510301 User: KW- 0804488, Ver 5.1.3, 22 -Jun -1999, Win32 Steel Beam Design Page 1 (c) 1983 -99 ENERCALC caec1or0036.ecw:Calculations x ' z�a....us� - "' - a.,:aaaxrkh.�.... +w;e�..�U.,em .=n x. _ez -,:. ,sxw,v..,.�.a zw.a.a.;..r.� ,. s,.+ vaw. xraw. �, �:. �iwna! xiaawsc. �.. �± s+.. �. �: um. �}: svras. ,.. ati ,:w..,aaukw;�:.srrs.•�xa..+°, ....- .::ar.,w w;xa..- rsv...._x:::: -iE Description Ridge Beam General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS6X4X3 /16 Fy 42.O0ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 6.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads S5i 52...31 , 5S.+ xbr.._s' .4 i x i.,'?:'k+R.�rwb iS' Sr w x 4StSr Res. A •l , c Ts. *reSr s.t Si53rt ws'Sk a y, Uh.5555 Rr.0 r'mr. J.r,' ^3rt. 'C- , , t24%�55 HRYY,br55: 5 _..5 A�..45 r r:.. W: 55Srr xt,i.n'+fit, ,vss<. - R.e 4 d .. ;...n #1 # 2 #3 #4 #5 #6 #7 DL 0.055 k/ft LL 0.165 k/ft ST 0.110 k/ft Start Location ft End Location ft , Summary Beam OK S hort Term Load Case Governs Stress • Using: TS6X4X3/16 section, Span = 6.00ft, Fy = 42.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable . Moment • 1.539 k -ft 13.398 k -ft Max. Deflection -0.020 in fb : Bending Stress 3.184 ksi 27.720 ksi Length /DL Defl 18,608.5 : 1 fb / Fb 0.115:1 • Length /(DL +LL Defl) 3,643.6 : 1 Shear 1.026 k 18.900 k fv : Shear Strew. 0.456 ksi 16.800 ksi • fv / Fv 0.027: 1 Force & Stress Summary .. 54,5 -�. ,,,,,,. .. :"F®` €'P,:A. Y 55. 4 , .. "S.7 vr5, wr75 . ,, ' 4:4 , ,,,,, ,, f4,4 4 4,, , ri , ■-.-4,4 `4,r , ."04 ,-, .. 4 ,0,,, , PtJ, 4 4''Pia, .4,7 #L., x<'vmr4d4a,. 44"C,.:'tnP.,, 555 «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum • Only as Center an. Center @. Cants Ca Cants Max. M + 1.54 k -ft 0.30 1.04 1.54 k -ft Max. M - . k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 1.03 k 0.20 0.70 1.03 . k Shear @ Right 1.03 k 0.20 0.70 1.03 k Center Defl. -0.020 in -0.004 -0.013 -0.020 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in . . ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 1.03 0.20 0.70 1.03 k Reaction © Rt 1.03 0.20 0.70 1.03 k Fa calc'd per 1.5 -1, K *L/r < Cc Section Properties TS6X4X3/16 Depth 6.000 in Weight 11.96 #/ft r -xx 2.223 in Width 4.000in I -xx 17.40 in4 r -yy 1.627 in Thickness 0.188 in I -yy 9.32 in4 S -xx 5.800 in3 Area 3.52 in2 S -yy 4.660 in3 j EC E V E D APR 2: U 2007 GITY OF TIGARD BUILDING DIVISION Zeyn B. Uzman Title : Job # • Structural Engineering Services ' Dsgnr: Date: 12:04PM, 4 APR 07 305 Charleston Greene Description Malvern, PA 19355 Scope : (217) 652 - 3767 Fax: (610) 407 -7085 Rev: 510301 ' User. KW- 0804488, Ver 5.1.3, 22- Jun -1999, W v32 Steel Column Page 1 1ec1or0036 ecw Calculations a (c) 1983 99 ENERCALC c ...,a:,..c..+ra.wc. > 0 a Description Column • General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS6)(3X3/16 Fy 42.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 8.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 8.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 8.000 ft Kyy 1.000 Loads z Y.rs mmzx �� .waucawxs._ va_ xw .'�arw3a v,vp.a:uma rn..:,a. n ,st,vv'.§"? "v r.,v L, rorWvas..r�wRa.��....�x* v.v,.wws* -nvv rr rsale.mnvtvms nse,..x.wrsurr. ate... wal.€,a.:r. .r .emu Axial Load... Dead Load 0.45 k Ecc. for X -X Axis Moments 3.000 in Live Load 1.35 k Ecc. for Y -Y Axis Moments tl &� Short Term Load 0.80 k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) . -0.400 k APR8.000jft 2007 Along X -X ( y moments) k ft CITY OF TIGARn Summary B UMalting) EINt iaka Section : TS6X3X3/16, Height = 8.00ft, Axial Loads: DL = 0.45, LL = 1.35, ST = 0.80k, Ecc. = 3.000in Unbraced Lengths: X -X = 8.00ft, Y -Y = 8.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0336 0.1007 0.1342 0.4845 XX Axis : Fa calc'd per 1.5 -1, K*Ur < Cc YY Axis : Fa calc'd per 1.5 -1, K*Ur < Cc Stresses ,.hect &a,v,i45.W+. xa i.,- fS,TFvv ga,AMrt'. 4;r , CS :vF+ #Jv ,r .L ,2n,».: ,aZv.Thv w,? 3 ,v ;,vM`, An, v ,,' ' vV+w: _v ..., ,N. ^tlis.�215C,d . iC •fl•L'w- .a.,..'4flr* 'vTi hR..'3H9Sen.tY'it'1'tv:ftl 1 n t :+...L. e . ..N :., JP. �. :.f Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 17.44 ksi 17.44 ksi 17.44 ksi 17.44 ksi fa : Actual 0.14 ksi 0.43 ksi 0.57 ksi 0.83 ksi Fb:xx : Allow [F3.1] 27.72 ksi 27.72 ksi 27.72 ksi 27.72 ksi . fb : xx Actual 0.28 ksi 0.85 ksi 1.13 ksi 9.69 ksi Fb:yy : Allow [F3.1] 27.72 ksi 27.72 ksi 27.72 ksi 27.72 ksi fb : yy Actual 0.42 ksi 1.26 ksi 1.68 ksi 2.42 ksi Analysis Values mn'.WU.Mtns- p�*:.ay F'ex : DL +LL 73,793 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.00 F'ey : DL +LL 24,924 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 73,793 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 24,924 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.371 in at 8.000 ft Max Y -Y Axis Deflection 0.257 in at 8.000 ft Zeyn B. Uzman „ Title : Job # Structural Engineering Services Dsgnr: Date: 12:04PM, 4 APR 07 305 Charleston Greene Description Malvern, PA 19355 Scope : (217) 652 -3767 Fax: (610) 407 -7085 Rev: 510301 User: KW- 0604488, Ver 5.1.3, 22- Jun•1999. Win32 Page 2 (c) 1983 -99 ENERCALC Steel Column c:\ec \or0036.ecw:Calculations _- +,..na»:cc , s__ fl 4..v- c...x. :x_ ra..,.- sue; . s av .c..,._:...x% ,�,: r. t.ra.. f. <_. c c.�� t- �:.� -a., ..ems ..: �.x^.r..a...:. • .a.: aw+ .,�xa ,. �..xw,ar,,. wxwa..�r a,u�.La ,.ra.-., ;za�..u.Tn t z.:• . . ;. n..tF >_. -:• Description Column Section Properties TS6X3X3 /16 y F Depth 6.00 in Weight 10.67 #/ft � I -roc 14.30 in4 Width 3.000 in Area 3.14 in2 I -yy 4.83 in4 Thickness 0.188 in S -roc 4.767 in3 S -yy 3.220 in3 r-xx 2.134 in r -yy 1.240 in • • • a Zeyn B. Uzman ■• Title : Job # • Structural Engineering Services Dsgnr: Date: 12:05PM, 4 APR 07 305 Charleston Greene Description Malvern, PA 19355 Scope : (217) 652 -3767 Fax: (610) 407 -7085 Rev: 510302 User KW- 0604488,Ver5. 22- 1un-1999,Win32 Steel Column Base Plate Page 1 (c) 1983.99 ENERCALC c:\ec\or0036.ecw:Calculations "'.. _�.s+.= .sr<..vc 1z s.ra .o..: x,,.4 .ss srswoma r =�., +x;c`•<..3a_ra,,.: - v.asertv,.. s^ Description Column Base Plate General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section TS6x3x3/16 Axial Load 2.40 k Section Length 6.000 in Section Width 3.000 in X -X Axis Moment 3.20 k -ft Flange Thickness 0.188 in Plate Dimensions Web Thickness 0.188 in Plate Length 8.000 in Allowable Stresses Plate Width 8.000 in Concrete fc 3,000.0.psi Plate Thickness 0.520 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 24.000 in Dist. from Plate Edge 0.125 in Pier Width 24.000 in Bolt Count per Side 2 Tension Capacity 5.500 k • Bolt Area 0.442 !n2 Summary Plate Length Insufficient for Bolts ! Concrete Bearing Stress Thickness OK Actual Bearing Stress 538.0 psi Allow per ACI 10.15 3,570.0 psi Partial Bearing : Bolts in Tension Allow per AISC J9 2,793.0 psi Plate Bending Stress Bearing Stress OK Actual fb 5,416.0 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 2.190 k Allowable 5.500 k job 44 4 0 3L • Sheet No. 3 Of• . Zeyn B. Uzman, PE, F.NSPE ,. Calculated By Date 415/07 305 Charleston Greene . Checked By Date Malvern, PA 19355 Scale (217) 652 -6737 (610) 407 -7085 fax zeynu @aol.com 1 I i FT -'��J ' H t I 1 _ (45, -► ►3sU 4&oo %?%` z�O3 # 3 A = 7) l)e) . 3, I ,12, ': i ' I _44/34/ = 0.771 1- 4 if AT c...4 f I' I 1 1 I . 1 j 1 i I I • — 1 1 ' j 1! E i I i 1 _ I I 1