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HomeMy WebLinkAboutBLEACHERS DESIGN CRITERIA - 18-00285 - Madison High School - Stadiumj:f v �Pl et. AMAM­ A A_ COATING. BOLTS= S,nu j Tightened Joints - RCSC pedffi Alum Ptarft &MPe_-=-6G63,-T6 Akimin-uen. Analiao 608+46. Oonejret� Design- Strength Reinforcing = ASTMA615 18,w00285 (9/4J12018) sign Zjcnool Stadium - Bleachers Plans Sre�E� 2 Office Copy (1 of 1 58 ksi 36 ksi 3 ......... yout Data 4 .W GALVANVEIj -&-wa a W -Loads A-325 7 .1.Stfinpt fAkMOon Table �tiaa for.Strurlural Joints Using Kh-Bob, &t6d.- 1 M1109 cas F�. W -W 9 & Bracing 'Fra, Mi. 10• 7J t% R. #.+.....a le'kq a M a M & a J -w b *.w*'r --4%.b+.rdfx tn.. Posts & Angles 60-W 12 FY, I . Pier Dieslans W OEYs MC 2015 atid ICC-, .30 LdAwip' VV Ldadb'n Prbiected Area, Expowlre'-C Osf I-nd' A gn bOd- e�i Wind Speed For SWnd(3. V -M sec: gustl* Dead Load.= : qPSf Live -L-Oad — 120 pff On4him 1,00 psf on proje.ded sAirfa 6 ce, area 8ay-'wM 24. ptf FSay: = 10 Of .a . SMSMC�- Rg' 1.15. _'SdWF� 1*00' ts 40SI(Me) 1.00- v Design Lateral Snow psi worst.'Case. for-Saigm io) N "';W WIND'ANDSWAY LOADS AL.W. G OV R N. o-, .OV SE LOL'. 'A RAN ns. S FO ER" Is Al RALL G:' TA. DS GuiWmils __151.0.0horiz _5 D-1-pif'"d Handrails... 200'W tond. SO Of Hori;Wert Ste.: -E RT -1 ES; Dpi msum'd'A v biq '-sot Brg -Pressures 0.;.'l I kcf ko-'= DAZ 0'6 524 -rad T'04 FSS6j1'=- 2. b["ef Bearing. Pross- MIh.. Frost*.or !�koans*ff'e- Soil .150 Dvth 2.50 Z--0R252-'7440-RexbU-'' 0-H M�kj _Skin n- . Cwn. Vi, W -(Y,40 iksf OAQ.*sf MO W-1 0.40 ksf -0.40 -ksf - 0,40 k9 6.40 ksf OL-40*0 0.40. "t QA0:*sf StWt6el Company RQ Box 2655 1Y -767G-2 AMMW blb- -*'00 ksf 2 !:wbf .kd 2.00 ksf I 2: 0. -f :2.'00..ksf :z 00 ksf Z.00 ksf 2.00 -ktf. .-Iwod ksf - P - ---------- Akt. GNlT$iN FEET 8: t)NC:�S3 OTHERWISE. NOT-.EM- C.HECKOP, 401 UMITY ltG7�1��: LOADS Oi7ERAl14WA8LE' I2EALiGEU LC?Ai} or: _fACT-OFM NAC F Engineei's Se'al, _1116 n - -\ I Milp P/ NP Md M1 P DESIGN SUMMARY SHEET Co! Line A STRINGERS Size W1 2x1 9 fbPPh 10.,HL BEAMS #DIV/ 0 1 Si �e W I2x26 fb1Fb -LO.8fi COLUMNS Sipe #REF ! fa�Fa o.00 Length Strut 2 Height �.QO' (),()()I Strut 1 Height 0.000_001' KLx #D1VlD" KLv 0.00' SWAY BRACING Size #D i Ut`0 ! Length #Dlvr01 fa/Fa #DIV/ 0 1 Bolts 1 Ginn #DIV101 MISCELLANEOUS Footboard Angles Walkway Angles Front Riser Anile Rear Angie Front Strut A -B Strut -- Col Line W12x16 10-F$91 W16x36 r0.741 W06xl n. .54j, Ly 8.03' e 001 001 0. 00, 8.03' 8.03 T L.X2.X. '11 10,261 2 Col Line C VV12x16 rO.831 W1 430 I0.94i W08x24 0.00' 0.00, 0.00, 17F63' 7.63; T L -03.5x2.505 24.5t [0+311 2 dal Line D W12XI6 ro.an kni'f 4X3a [x.933 ..J0.814) 27.06' 0-00 1 18. 00, ,r 27.06' 18-001 T L3.5X3 , Ox. 31.81 [0.311 2 10.72j.__ Front Post � .gyp Reay Post [0.981End Post Riser Angle Ramp Post 10-001 Cat Line E M;U W12X26 io.ssi W08x24 36 s' 0,00, -, 0.01 9 18.64A' T L ,5x3. . 25 0,' [OtO31 2 SQUARE FOOTINGS Col Col Line A Line B col dine C Cat Line Cal Lt� �D'�x/ &001 1 001 1. 0 0[ 0.00, x.00' 5.00, 1.0.0 10.931 [0.931 2 BOT #5 Cw 12 SOT Fig Reinf #5@ 12 BOT3.5�' #5@1 1501 4.00° 0.001 Ftg Depth 3.50' 0„ Shaft Die16" D R i L L E 0 P I E R Sotl 0 Lid 0�4 0�r Bell Dig. �' p„ O" Shaft Dia Olt j'g11 I ;' �� o.o�� ��° Pier Depth 0-001+D.00" ��j'�10&004�N1A #NfA # sway cols � 8.6 Awa Rows fiC7P OF PIER REACTIONS X8.5 � 53.0 k 47.7 k 26.4 k DLtLL 41.7 k -1.4.3 k -2.86 k -.2,86UPLiFT �.86 k-�1.�43 k 0.00 k U.�fl 1c 0.00 k 0.00 k 0.a0 k Wind15.2' k 5.88 k 0.72 k ENS Sway�.°2 � 6.38 k 5.93 k Pier Reinf = 4 -#7 VertTies 2".& 5"from T -P-+ 18" Pier Reim ' S - #� ��rt.-�#3 Ties 2" & 5" From T.P.+ 2p" - ��" Pier Reirtf = 8 - #� Vert. Circular Ties 2" & 5" Fm 7.P.+ Sturdisteel, Company PO Bax 2655 #VALUE! #VALUE' T #VALUE'. #VALU E WALUE1 #VALUE+ 0 k +. 0.00 0.00 0.00 1 211 1241 12 41 f Cot line P Col Line Q 1 11 A #VALUE! #VALUE! #VALUE! #VALUE! #VALUEf #VALLIS! Col Line 0.00, P 2 of 13 1 1W 0 Tpier Grade Tsteel Col L P Proj LAYOUT DATA A = -4.77' -4.671 -3.75' 0.00t -0-10, No. of Rows = 31 B = -3.67' -4.67' 5.69' 80-03, 1,001 Length = 252.00' C = -3-671 -4.67' 15.11' 17.63' 1,00, Tread = 33.00 in D = -3.67' -4.67' 24.55' 27.06' 1.0-01 Rise - 14.00 in E -3-67' -4.67' 33.99' 36.64' 1,00, WW Width = 10.83' F = ­3*67' -4.67' 0.00' #N!A 1,00' WW Height = 4.67' P = -4,67' 39-69' 0.00, Rear WW Width = 5.67' Q = 39.69' Fr. -to -Back = 99.00' SLOPE SEC Longit. Col Spa = 18,00, 0.424 1.086 Stringer Spacing = 6.00' 23.Odeg Seat Height = 17.00 in FB Angle Rise = 4.00 in %AISLES = 88% Splice Cant, LOAD L Col A Row AX = 6.00' 17.93 Col B 9 BX = 22.25' 4.121 22.25' 26,37 17 CX = 22.,251 3.87' 18,13' 24-50 Col D 25 DX = 22-25' 3.62' 18-38' 24,32 Col E EX = 22.25' 4.001 18.63' 13.74 .Col F FX = 0.001 0.00, 0100, 0.00 .Rear Cantilever RX" - 4.00' CoL Line P PX = 0.00' Col Line 0 ox = 0000, Cot Lines = 5 -0-0431 1.00 MEW WINDA Col Rows = 150.4172 0-00 = WINDB Wind Col. Lines 0-00 WINDC = � PRESS B 0 X LT P/BOX RT 4 Col's Width 8,0' L = 6.0' 48r 6.01 Overhang 0.0'Stories IMMVI 1 Height= 11,0' N Columns 0 Roof Deck = 1 LL -9.60k DL=1.83k Setback 0.00' C/L PB to Last Gol.= 8.0q Sturdisteei Company PO Box 2655, 30R252 - 144U -Rexburg. ID Home Waco., TX 7670.2 P3of13 WIND P NOTE: lw- This sketch shows gen.erai arrango!!" ment of typical grandstand.. Number of seat rows and column lines may be different in calculations. Ff -d*- CD STRUT CARRIES, WIND LOADS ---STRINGER EAM STiFFENER IF REQ'D) AX BX dd CX ----------- WIND PRESSURE ON REAR FENCE V ASCE7-015 - Figure 6-22 Area (s� % Gross A AWRES. =(0.1530)x2/2%j(HF/12)(6t) 018 00.15 ApC.ST 2.5"172xHF 0.1736,1111 0.07 1.60 0,64 APPE 1.66x2xj2�2-5)/144 30-00 2.50 0.86 Gross Area I Net Area = IDESIGN WIND PRESSUTRE ON HORIZONTAL PROJECTiON WIND PRESSURE ON SEATS H v IBC 41.11 OPTIONAL PRESS BOX ST M z 0 Q q = 00.256K7'1V)2 4� DES[ -GN VVINt) PRESSURE ON HORIZONTAL PROJECTION WIND PRESSURE ON PRESS BOX H v p 50,11 120 I DESIGN WIND PRESSURE ON HORIZON - TAL PROJECTION 30R252 - 7440 - Rexburg, ID Home Sturdistee( Company P0 Box 2655 Waco, TX -16702 Fp ---Mw— % - 36,9 PSf 35.E0 36.41 P:Sf See t Wind See JBC Wind e 8/29/20,18 P 4 of 13 1.22 k qG,q 67.2 25.7 717 12.5 71.7 114.9 Fiance 153 lb 5.1 pst 35.E0 36.41 P:Sf See t Wind See JBC Wind e 8/29/20,18 P 4 of 13 FRONT SND LOADS ON PROJECTEDAREA EXPOSURE GRAND PRESS REAR 4 SAC'S GARRYNG PRESS BOX WIND STAND BOX FENCE MAX NINO FORCE IS FOR BAYS CARRYING Fg Fp Ff PRESS BOX WIND LOADS ONLY. REAR FENCE Top = 4 1. V 50.11 46.1' LOADS ARE OUTSIDE THIS AREA, NOT USED Bottom = 4,8' 1.1' 1' Width = 252' 48.0' 204"Al 1.1 N D FORCE END WIND LOAD ON 35,1 psf 36.4 psf 5.1 psf FORCES PER BAY PRESS BOX Wind :Force 192,7K .1. k 2053k I 051). 1.67k lev abv ears 21 .' 44.6, 42.6' _T. Mom. 4226 ` 421 k 1 4780 ' 319 k$ WIND OVERTURNING LOADSON , PIER Col Line A Col Line B Col n 1 1 1 1 95.0 0.0 -.555 -22,25. 0.00 22.25 44.50 0.00 495 1980 X¢ 50.,E 14951 hER 111.3 222.5 0,0 222T5111, Uplift n Piers -2.86 -1.43 ,0 -1.43 *- 86 k r 00 k SEISMIC LOADS GRANDSTAND DEAD LOAD 9 PS -1, Sle-.acher Dead Load � Tr i rir+ r p in ) 149 1b vertical % of Snow Load. if over 30psf Taal Seismic Graveq Load, '' = 149 1b I vertical Design L ate n l Acceleration = x 0.714 Lateral Sel'sm ic. Load in any Direction, PRESS BOX DEAD LOAD i= L+' +LonjzLand Opsf 16320 ]b Design Lateral Acceleration _x 0.71 Lateral Seismic Load in any Direction. V 11,66k Front �vay Load (Stringer Space)(1 l Seat) 60 ]b vertical End Sway Load (Stringer c, f f Seat) 144 Iblvertical Front Wind Load � (Front Wilnd)/Rows 91 Iblvertical (GOVERNS) 30R252 - 7440 - Rexburg, ID Home 5turdssteel Company PO Box 2655 11`VacQ7 TX ?6702 P f" JBC 2015Wi*nd, Design Loads a Per Section 1609A,6,3 of 2015 IBC, Design Wind Pressure POO P„et =( 0.00256V*2)I{ZC„etKzt (Equation 16 - 35) I a where. damASCEon 27.3.1 KZ = HeIgbt and Exposure Factor from 7 Secti Exposure — C (Open Terrain) GC),in accordance with CneY=Net�pressure coefficientIent based on I{d [{G) CP) pI, Table 1609.6.2(2). K-zt = 1.0 (Topographic Factor from ASCE 7 Section 26.8 30R252 . 7440 - Rexburg, ID Home Height Kz. 1 5 0.85 20 0.90 25 0.94 30 0.98 3j 1.01 40 1.04 45 1,07 50 1.09 55 1.1] 60 1.13 4 M& Sturdisteei Company PO Box 2655 Waco., TX 76702 Cnet �- M; H (ft) 0.00256V*2 Ki paM-U'<<pst) 41.1 36.9 1.07 35.1 -- P„e,-aas(PSS21.06 50.1 36.9 1.11 36.4 - P(PSP 21.85 t �1 v .9 §T„R NGSHOWN HORIZONTAL FOR CLARITY) (SLOPED VERTICAL LOAD MOMENTS & REACTIONSD+L +L w = 0.6-54k1f'T 22.3' 4.1' 18.11 3.9 A 16 18.61 4.i3' 6.01 R'A 22.3' Rs 22.3' �Rc 22.3' 22.3' 0.0 Deflect`n 0.881-F 0. 24 0.61 0,26" 0.23 0.66" 0.28 IA U 304is A&I f 116 A42 n 10.79] t; 10-653 [0.58] [0.591 1. F 17-25 k 30.0 16,02 k 30.0 15-90 k 30,0 40.5 k' 30.0 k' 2 6.9 k" 28.2 k' 27.6 k' 26.4 k' 28-4 k' I LO 1.75 1.00 1. -7 .5 1,00 11.75 1.00 2.8 4. V 2.8r 3.9' 2.8i � F 2.8, 3,8' 5.0, 3.6' 4.8' 3.6' 4.8' 3.6' 85 11 -.2' 8.01 10.7' 8.01 10.7' 8.0' 33.3 33.3 33,3 33.3 1- (ksl) 30.0 30.0 30.0 30.0, 30.0 30.0 30,0 30 .O Fb 30.0 ksi 33.3 ks! 1 30,0 ksi 33,3 ksi 30+0 ksi 33.3 ksi I 30-0 ksl 33.3 ksi 6.6 ksi 22,8 ksi le.9 ksl 1 8a9 ksl' 19.8 ksi 19.4 ksI 18.5 ksi 19. s I fb/Fb L0. 2 2] - - [0.681 [0.5§1 _[ .�7] [0-661- ....... -- [0.621 2.94 8.99 k 1.75 4.0' 4.81 10.77 SWAY MOMENTS MOMENTS a REACTIONS SWA 24p[f*l 21tread 0.0-52k/fT 22.3 4A' 18.1 19 18.43.6' 1816' 40' :. . 6 RA 22.31 R13 2243 Ftr, 22.3' $ 2 .3' RE tDeflec.-fn 2.6513 0.71'" 1.91t 0,64a 2.06d 0. 74t o 2.1 Orl 0.901t 016487 L1101 C/69 L1140 G1155 Ul r L 27 C/63 [2.03] [1.891 [2,241 R k 1.38 k 1.28 k I 27 k 012 k Fbi 37.5 ksi 37.5 ksi 37.5 ksi 37.1; ksl 37.5 ksi 37.5 ksi 37.5 kal 37.5 ks'l 37.5 ksl fb. 6.0 ks! 20.7 ksi .15.3 kst 18-3 ksi 19.2 ksi 1 &8 ksi 18,0 ksi 19.3 ksi 3.6 k sil fb/Fb .020-161 iOI55L- Q*411 jo .621 rov 101 ALLOWABLE DEFLECTIONS = L/I 20 C/240 LOAD COMBINATIONS (SWAY LOAD IS TRANSITORY, 113 OVERSTRESS IS ALLCWeD) +�- [4,�210-68]I[Q.56 7 XWEA D + 0 7C L+S) [0.291 IN .1 [0.6&- .. 110-881 - 1 ��.fi�j w L11741 10-891C�.B?L--- [0.831 SECTION PROPERTIES -E-- Wl 2xl 6 Wl 2xl,9 W! 2xi 6 �wn 16 0.23-5 bf tf 401 0.35 T k 10,50 0.81 Ix / Sx 130 21 r3 ly/sy 3.76 1.68 Le I Lu 3.59, 3.84 rT I 17.1 Wl 2xl 6 W! 2xi 6 Wl 2x -16 11.99 0.22 11+99 0.22 11.99 3,99 Oa27 3,99 -17 0.21 3.99 10.50 0,75 10,50 0.75 10-50 103.0 1 07. 10 103 17.1 103 2.82 1.41 2,82 1-41 2.82 2.94 2.94 2.94 4-94 Z94 0.96 OM 3OR252 - 7440 - Rexburg, ID Home SturdiSteel Company PO Box 2655 Waco, TQC 76702 to I 0.22 0.27 0.75 17.1 1-41 2.94 01 0.010. #N/A #N/A #NIA 4N/A #N/A #NIA #N/A #NJA 2 #N/A #NIA #N./A #N/A #DIV/O! #NJA #NIA #NIA #N/A #N/A #NIA #N/A *N/A #N/A R� r NIA 0.00 0.00 k 0.00 1<1 37,5 k5l" #NIA MIA #NIA mmu�� #N/A P 7 of 13 BEAM DE$iGNS d"9) ca'se J (maximum PositIve Ben i N = 3 P 61 P P 61 P M + M2 R2 t R, ------ Case 3 Waxl=m Column Reaction) I- ' I I t F -a'% �dw a a Case 2 (maximum Negativa Bend'Ing) NOTE sk SOME BOTTOM LANCE BRACING EXISTS FROM STIFFSSWEB PREVENTING BEAM FN0TMEaFFN PD P --6' ROLLI�S -E3(DLT TOP CONNECTION P 61 PC) 61 ROLLING, '�INCE 4 6 PREVENTS BEAM FROM ROLLING. UNBRACED R1. R2 Beams on D Beams on B BeGins on C Beerns on A W1440 V414x3O 50 ksi W1 2x26 W16X36 1:3.84 13,84 d 12.22 15,86 291 291 1 448 Ix 204 42 42 Sx 33.4 5.70 6.30 55.5 6.70 6,00 6-,60 6.00 6.50 Lc / Lu 6.30 1.79 1.73 1. w73 rt 1.72 7.65 116 8,85 9.85 I .7 16.02 k 15.9 0 k �- ROM 103.5 k' 10-661 96.1 k' (0.921 95.4 W to.9 7:0.4 k' [0.761 87.5 k' [0,931 10.741 88.2 -k ri MJ'"= 64,6 W [0-86] 94.9 k' 1 9 5A k' to -911 -1w 70A k' 10.76] 103 W [0.661 96 kq tO.921 1 Q5.0k, M2+ I D5. Ok' 60 Lb 6.,Or' 92.8k' 6ff 156,9k" f>-0 94.3k' 9.0' 94,3k' 9,01 74.8k' gff 128 -SK 9.01 47.71 k R, R2 -dw 35-119 k 51.74 k 48,07k 47.71 k Rk,A�,, 39.06 k 51 74 k [ro.741. 48.07 k Ln.941 0.8-61 66ams- onE W12x26 12.22 204 33.4 5.80 1.72 53,9 K 49.5 R' 53.9 k' .5.0 1 9.01 26,96 k 25:95 k 6.70 7.65 e -901 k 10.651 10+661 83.5k' 74.8k' M Beams an F #NIA #NiA 53,9 k' 49.5 k' 53.9 k' 6,01 9.0t 26.96 k 26.96 k 1I. f. #N/A #NfA #N/A #N -1A 30R252 - 7440 - Rexburg, ID Home ON/A #N/A 34's W 31 , 5 k' 134,3 k 5.0 9.0 1 17,15 k 117,15 k #NIA ON/A MIA #NIA stwrdisteel Company PC Box 265-.5 Waco, 7X 76702 0 gn� I COLUMNS Cc= 107 Col Line A Col Line B Cof L*Ine C Col Line D Col Ltn'e E Col Line P *RER W06XI 5 W08x24 WO8x2 W 4.43 7,08 7.08 7 #N/ Vsway 26-96 k 26,96 k 17.15 0.92 5.93. ire 0 ..X '. 6 KLA: ` 8,03 17,63 18,00 MM 18-64 ., 38 62 95 KUry 129 #VALUE! WALEI / o31 134 139 #VALUE! WL! F . � l i #VALUE# F a#N/A 1 . fa jf 11 .' ksi 0.8 ksi 6.7 ks"I fa/Fa 3.8 i #N/A [0.491 I Bot of Bracing 0,00 0.00 . ' - ColumnLength ..ti00 . .� � 36.64 .-. 0,00 0.00 ,00 000 000 0.00 err. #N/A 9' 1 , MIS. 9.7 20.9- 2o.9 fb N/A 0.0 ksi 0.0 ksi N [0.001 [0,00.) [ Flex = #Iv i 1053 39.0 16.6 10-wj #N/A #NIA P-1 faCtor = #NfA 1.12 1.21 1.169 9.0 #VALUE! #VALUE41 D + 10.75(L+SVVAY)H 1 -1 MIA [0.401 [0-59] [0.61) 1,73 #NIA #VALUE: (0.37] DEFL., JAISC CASE 26) #N/A /A MIA 0.00 in 0.00 in 0.00 in, 0. 00 1 n #N/A MIA SWAY DIAGONAL CROSS -BRACING 61 "T" TENSION ONLY', "'TC"' TENSION/COMPRESSION "T311 - FT=617y= 30.0 ksl F7N .5Fu= 35.0 ksl 0.0 ION WITH STRUT T 0.0 210 210 210 #DIV/O! 96 212 212 96 96 96 210 210 BRACE L = #DIV/041 231 298 298 231 231 231 BraceTension = #DIVIO! 7.02 k 8.418. 3t5s k 0.79! Angle Size jj� 0,00 0.00 ! L2.5x2.5x.18 L2-5x2.6x.18 L2. 5x2. Sx. 18 L2.5x2.5x.18 L 2. 54. Sx. 18 L2 5x2. Sx, 1, 8 rX (in) = #DIV/O! 0.77814 0. 7781F 0.778ti 0.778" 0778" 0,778 (in) `ref D I / , 0.694 �, 0.694 "fr IM 2) ?=- 0.694 0.694(in #DIV/O! 0.9021D 0,902PI 0.902411 0.90211 0.902" F694 1 Urx #DIV/O! 297 383 383 297 090211 T i ##DIV/ ! 7.78 9,33 I /O! [0-31] 0.87 #VALUE! #VALUE! 2 [0-03] #VALUE . #VALUE! (in) #DIV/O! 0,77 0,77 0.77 0.77 0,77 0.77 Y`Ak_T DI Y f . 10-68 1. 0z #VALUE! #r ------ ALLOW. BOLT SHEAR #DIV/01 [0,26] jQ.. 31 [0.311p-, *VAL4 6.4 6.4 MEW-whoiUE . 13 0 LTS. REQUIRED D1 2 2- #VALUE1 WLi COR252 - 7440 - Rexburg, I D Hom:w Stcardisteel Company PO Sax 2655 Wacv, T� i67�� P 9 of 13 M ru�3 a Rl RZ M1 m SPAN = 33.0" gX = 0.293 WALKWAY ANGLE MAX SPAN ! 30.8" S = 0,19 RFAR POST , P = 5 to 0.57 l � -2.754 .k,— .1 .501 _gado - Raxbura. ID Home .fj R2 =2,45k 1 1 . to 45..9 11 W = 0.052 F5 33.3 NA 7,01" C.`1 .,.l W =� 0.052 Fax 30.0 fax= aO,0072 M= ." 1*i 0.0.. 26 13.48"k � . fex = 2-3-3644 NOTE: P ACTS" ABOVE REAR SEAT OR,WALKVVAY FOR ANY FENCE HEIGHT' EAR ANGLE L . * , 25 WITHOUT EXACT ANALYSIS,ASSUME: Ml + + +M � 12.9"k ,+5 Ml 139" 0.293 11 �6 33.3 678 f ". 30-0 1,361k 0.144a 30.0. FRONT 'OST P 0.30k s -0.677 —1.50k 1.20k FRONT ANGLE LlU3.0x.25 M 13.50 !r .FF x . 3969 300 L2-.5X2-0XJ WiTHOUT EXACT ANALYSIS, ASSUME: M2 = 8.69'k I aw t3" Sturdisteel Company po Box 265-5 Waco. TX 76702 Sx 0.293 29.4 30.0 0.294 14 1 NE a k a!291201 S P 10 of 13 R c P END POST F5X 30.0 RFA T P 0.28k M 14.03''k 0 L, ^ 10 -577 tEix 24.3 L440 A(I R 14.0011 , -1.21k =T,3/8" "ALL ,L TROD [0,v 5 5] 15.00 FT 20.0 fT= 11.0 4, ]DO1 F R;Bj= 1.28k LOAD ON (4) ALUM CLIPS VwAx = 375x4 = 2.00k. [0,64] RF;1.32� -1. = LOAD ON (4) ALUM CLIPS R2 =0..94k Vwx = 375X4 I. 101.671 SHEAR MOMENT 11.28k 3-.8"k 0-07k -0-94k RISER ANGLE LI.7xl*7x,18 Fox 39.9 0d yam. M= 3,8"k Sx 0.144 fL;x 26. 6 Wks —10.671 PIP P RAMP POST L3 -0X3 -0X-25 F6X 30.0 45 c = 45.0" P= --o` I l= 0.30 sx = 0.577 fpx 23-3969 M 13.50"k Footboards d.av [0.78] d nesCOAD ON ALUM CLIP VNIA X 0.38k [0.80) -- =R ---ce Angle 3=MI3= 4,5 R) K2 5/8 BOLT V 4,50k Vm.--,x 6-40k 10, t 01 STRINGER FRONTSTRUT 1 - L2.OX2.0x,l 8 A 0. 715 L = 19.941i rz 0,394 cc 106,999 KLr 51 Fs 24.2502 BEAM P 16.21 k fa 2 1.2 7 03 [0.88] P STRUT Ao-B STRUT L2.SX2.5x.18 Ix = ly = 0.547 0. 15015 lw 0.944 Cc 106.999 rz 0.577 1 .447 KUrw 18,5 Fa 5-85 ksi fa 0.0 ks.i 3OR252 - 7440 - Rexburg, ID Home Sturdisteel Company PO Box 2655 Waco: TX 76-02 999�; SQUARE FOOTING DESIGN CALCULATIONS u011ft F Soil Dens B �. Area SX 0 ksi Wind UpliftIWOAM Snow Sway .rW't FIB Win ' Pl ir Di .jProj, -Fto Depthahk Allow/ult. Soil Bra # peers Braced VERTICAL CAPACITY LL 26 fB Wind Col Line 6.00 Ft Sq 36.00 f . 0 Fav 72 Kip, ULTIMATE LLT RESISTANCE Structure DL - 2.91 'K ;ng DL j _ 49 Soil L - 19.63 Total pullout Force 29,03 l n Sway CIRC. SUMF.D SOIL CONS PI -ER OUT AND FOR PULL- OVER -TURNING - RESISTANCE. Ft9 D4 , FY 0 Rv: eLEcre l Line 6.00 Ft Sq 36.00 3510 FV Dol Line 5.00 Ft Sq 25.00 sf 20.,8 F"' --43 k 1 5.56 8;90 6.05 6.38 K 1.021 12.46ft j . ft .'V 0 1 1,33 18 -Off 15.21 K (1-00) 1.33 ft _10 ft 3,50 ft 1,. 0 C) ft , 0ioksf 4. OOks f 8 001VID! 72 Kip, ULTIMATE LLT RESISTANCE Structure DL - 2.91 'K ;ng DL j _ 49 Soil L - 19.63 Total pullout Force 29,03 l n Sway CIRC. SUMF.D SOIL CONS PI -ER OUT AND FOR PULL- OVER -TURNING - RESISTANCE. Ft9 D4 , FY 0 Rv: eLEcre l Line 6.00 Ft Sq 36.00 3510 FV Dol Line 5.00 Ft Sq 25.00 sf 20.,8 F"' --43 k 1 5.56 8;90 0,00 6.38 K 1.021 12.46ft j . ft .'V 0 -00 1,33 . 00 ft 3,50 ft 1 .00 ft 2. osf . 8 '00 ft 72 l N 27 k 6.72 19.63 k. 0.63 k Col Li n D ,o Ft Sq 0.00 3 0. C, V 0.00 l' 1 5.56 . 2T K 0,00 5,93 1.021 1- . Oft 0,00 (0,00) 1.33 ft 1,00 '50 ft i'00 ft . 4. OOkSf 8 '00 ft 3.97 . 92 k 5.2'6 24.15 T� i RESISTANCE cc (' l' ut F r ULTIMATEOVEN _ go h �� 2.36 72k I. 2.40 ft TYPICAL FOOTING POURED AGAINST SOIL W10 FORMS. EDGE SLOPES OUT 1 -0 Col Line E - o1 Line 0.070 F Ft Sq 0,00 q 0.00 Sf 0.00 st 0,00 5f ,I 00 Ft" 0.0 Fr �0. t 1 5.56 4.64 0,00 072 k 1.021 a 1-i 608 (0.00) O.00 ft 1.00 ft 3,50 0:00 .00 : f 4. OOkSf 0 '00 ft -2-86 l 1 5.56 4.64 0,00 072 k 1.021 . 78 It 1-i . (0.00) O.00 ft 1.00 ft 3,50 0:00 .00 : f 4. OOkSf 0 '00 ft 0.00 1 5.56 #NAME? 0,00 0,00 1.021 0.00 1-i 0..00 k 40.78 0,00 ft 1 _ ft 0.00 k (0.00) 4,00ksf 0 '00 ft 3,50 ft 0100 ft ,00k f 4. OOksf 8 001VID! 0,0() 0 -00 kips s 0,00 k 1 5.56 #NAME? 7 5 Mev*y - 0,00 1.021 3.11 ft 1-i 0..00 k (0,00) 0,00 ft 1.00 ft 3.50 ft 0.00 2.00ksf 4,00ksf 0 [0.341 E ONAME? o. CJ . .5C- #AME? a ''_{ #ONTO! t r WiND STABILITY 10_0,,71 0,00 [o.00l -2,15 ry -2115 k 1.6 Uplift -4.30 (o,791. 0 k -ft, lr 1 - [0.071 LO -001 #DIV101, LOAD CASE I DEAD LOAD + LIVE LOAD 9° 10,131 10.99 Net DL10.461 4-1.47 k Li Load 32.2B k -.581 - LOAD CASE : 0(L+L+SWAY) 1 5.56 [0}091 7 5 Mev*y - 1.65 k 1.021 16.75 4 . 0.15 UpliftswAy 0.31 k [0.001 6.52 0.75 Net DL 7.0467 [,1 8.242 [ _ 24.21 k [0.341 35 60 k 1.381 Si -16 IV] 1 LOAD CAS 001VID! 0.783 WIA7 R2 {- 7440 - Rexburg. 10 Home to.661 44_10 �c �.e11 (o.231 1 5.56 [0}091 10,82 k (0,1 6.6679 tO.1 33. 08 k N0.933 . 10 81 3.94 X #DIV/, d3-77 DIV/ M 0 .061 ## IVIO 1.67 k #ONTO! 24.74 k -uf)01 0.371 1 ' #DIV101 2.41 W IV/G! 10.223 1.5 .. 1 ff1 0.131 2.9646 D1 1.2523 #DW101 [ _ 32.83 k #DIVIO! 18.55 1.381 Si -16 IV] 1 - 2224 k 001VID! j sturdIt'steel Company PO Box 2655 0.00 k # I0 1 IV101 II --idk F 0.00 W 9DIV101 0,00 ' #0 IWO1 0-00 DIV r I11 #NAMES o-00 k #D /0' 0.00 k #DIV101 DVI I/ #ONTO! i- P 12 of 1 M i F Ot w 7440 : Rexburg, 10 Horne -turditel 'Company PO Box 2655 Waco, TX 76702 812912016 P1f1 DESIGN CRITERIA: Steel E 29000 ksi CALCULATION INID EX: P Criteria & Index ...•.li#tsaaa..ss. it a+9TTli. i. ...I•Y,F.• if Design SummarY IVI/A Shapes ASTM A572 Fu/Fy- k . Layout Data Ix� �Ft.�ira.#..rrTfr�.tt....f ai■TYF.# atf ..r. . i. ++ +.. 58 ksi 36 ..isiMind Lo adsl - r..•i.#i Yi l�l.iia4.. .T ..�l#1•7.F#. Y•■}}iii. ilei ..T Plates - Fu/F GALVANIZED, _ ■.ff &�•faa.'t.rF�i'*w...rrif�r... tr�r��r 1�.tr� Table COATING 7..ri41, BOLTS - f Bolts dated 13 1 /09 Snug Ti��d JointS Specification for Sr 2/ .•a� Beam Calculations al uI tions � ki ColumnslAlum Plank Pipe a 606 Ysi f ■ F.T."wow l.. f i i.Is. 11 I L( u m in u rn An g l = 6061 J6 ,,oncrete Design Strength Zeinforcing= ASTM A615 r, aster Ft Fy GOVERNiNG CODE: 1SC 2015 and ICC 300 LOAD 29+52 ps f Wind Load on Projected 'Ind � 120 p e i n Wind Speed For Stand ��t sec p Dead Lo .F 9 P f sL11f area Liar Load = 120 pif r� alum10 f �� projected End ;Ill: site Class R= 1.25 le = 1.5 1.00 rk 5dsl(RIle) 1.000 Design Lateral Acceleration (g) VIIA 0.714 it maim fnr �t M1 ki 0 ksi Snow =zS Psi ivvul n, .,�..., ,... ___ Note:WIND AND SWAY LOADS ALWAYS GOVERN OVER SEISMIC LOADS FOR ALL GRANDSTANDS ail 0 Ofl�oriz 50 l# Vert Guardr50 Plf Handrail In. HorizNrt Max Skin SOIL PROpERTIES: Depth Friction Presumed Allowable 1.01 Soil Brg pressures 2.0' 0,00 Xsf Density = 0.11 kcf s) ff 0.40 ksf 7.01 0.40 ksf �.' 0.40 �kf Foil = 0,40 kst 10,� 0,40 ksf� Skip F riot. of. It. 0.40 ksf Beanng Pressure 0.40 ksf =10% 13-01 0.40kf ire � Frost o r Expansive Soil 01 0.40.XSf Depth = 2.500 1 0.a kf 17.0' 0.40 kf 18,01 0.40 k f 1 9ff 0,40 Ksf 20.01 0.A0 ksf ri I OR214- 7440 - Rexburg, ID Visitor.xls Allowable Bearing 1:00 ksf M0 kf +oo if, 2,00 If 2.00 ksf 2.00 ksf .o ksf .00 k f 2.00 k5f 2.00 kf 2.00 kf 2,00 kf 2.00 if 2. . kf 2.00 ksf 2.00 k f . 0 f 2,00 ksf 2.00 kf 2.00 ksf turditl company po Box 2655 Waco, TX 76702 10 FOSIM[1y1t;ZF _ ... Y ■ Pier Dirt ALL NITS IN FEET & KIPS UNLESS OTHERWISE I TED I [OAS] = UNITY CHECK OF ACTUAL LOADS OVER ALLOWABLE LOADS REDUCED BY TRANSIENT LOAD FACTORS. \C) � pis Engineer'S'Sea Date 8/2912018 P1 of 13 C -25 Pr Ir DESIGN ARSHE �T TIE. Size tblFb BEAMS Size 'fbJFb COLUMNS Size fa/Fa Length Strut 2 Height Strut 1 Height SWAY BRACING Size Length fa/Fa It / Core MISCELLANEOUS Footboard Angles Walkway Andes Front Riser Angle 'Rear Angle Front Strut A -B Strut 1N08x'I {] [0.731 W1 2X25 #NlA #REF! [0.091 .0.0-01 .0- 1 0.00' 0.00, 0.00' #D IV/ ! -' Col Line W a8x'i 0 r0-531 W12X26 #N/A 1''06x15 [0.241 4.33' 0.00' 0.00, 0.00' 4.33' 4.33' T L.x.x.1 6.7' [0.06] 2 Col Lire W1 2X26 #NIA W06x! d•�� [0-261# /A 9.69' Rear Past 0.00' 0.00' 0.00' 0.00, 0.00, 0.00' 9.69' #►LE N 9.69' LUEI T T L.x.x.1 . #VALUE! 10.7' ALUE! [0.04] #'VALUE I # 'ALUE! #N/A 0.00, .i 0.00, #'L E I #VALUE T #VALUE! #VALUE! #VALUE! #VALUE 0.00 #J 0,00' 0.00 IF #VALUE! #L E I E1 #VAGUE! #VALUET #V,ALUEi #VAGUE Col Line . Cof Lire Q 0.00' 0.00, 0.001 #'LE! #'LE1 #VAGUE! #VALUE! #VALUE! #DIV/O! SQUARE FOOTINGS Col Line A Col Lire E Col Line 1.00' 0.00' 0.00 [0.851. Ftg Karol #5@12 ET1' � EST #5@12 BOT Ftg Depth 3.50' 3.60' . 00, Shaft Dia 1 611 10" . 0.001 mmmmmmmmmffi� 16" 01$ nmff-� on 11 DRILLED PIERS Bell Dia, off 0111 11 �p li Shaft Dj oil oil oil 9! 11 11 II Pier Depth 0. 00, 0. 00, 0 �j100, 17 # . . 0.0.01 #NIA I/#NIA # Sway Cols 36. 18 18 18 il! )A =MW ---- NOW #N/A Swa Rows 0.7 .6.2 40118 18 0.0 0.0. TOP OF PIER REACTIONS 25.5 'YL i 0.0 k 0 k UPLIFT -0-51 0.0' AME FRONT Wind 1.-0-51 k 00 k0.00 k 0.00 k 0.00 EIC SwaX 0.09 k 1 0.00 k 0.00 k 0.00 16" Pier Reinf =4, - # 0.00 0.00 0.00 l rt.+# Ties " "� From T.P.+PMEEMEW--� 1 '' fir i nf = - #, 1 r . +#3 Ties „ '' From T.P. 11 C/C 20" - 24n Rer Reid 8 - #7 Vert.+#3 Circular Ties 2 FF & 5" FM T.P.+ H - 12 C/C 1 0R214 - 7440 - Rexburg, ID Visitorxls StUrdisteel Company PO Box 2655 Waco, TX 76702 8/29/2018 P20f13 d•�� FrQnt Post 1[1-001 Rear Past [0-981 end Post [0-9 1 ] Riser Angle [0-07-1 Ramp Past [0-001 #N/A 0.00, .i 0.00, #'L E I #VALUE T #VALUE! #VALUE! #VALUE! #VALUE 0.00 #J 0,00' 0.00 IF #VALUE! #L E I E1 #VAGUE! #VALUET #V,ALUEi #VAGUE Col Line . Cof Lire Q 0.00' 0.00, 0.001 #'LE! #'LE1 #VAGUE! #VALUE! #VALUE! #DIV/O! SQUARE FOOTINGS Col Line A Col Lire E Col Line 1.00' 0.00' 0.00 [0.851. Ftg Karol #5@12 ET1' � EST #5@12 BOT Ftg Depth 3.50' 3.60' . 00, Shaft Dia 1 611 10" . 0.001 mmmmmmmmmffi� 16" 01$ nmff-� on 11 DRILLED PIERS Bell Dia, off 0111 11 �p li Shaft Dj oil oil oil 9! 11 11 II Pier Depth 0. 00, 0. 00, 0 �j100, 17 # . . 0.0.01 #NIA I/#NIA # Sway Cols 36. 18 18 18 il! )A =MW ---- NOW #N/A Swa Rows 0.7 .6.2 40118 18 0.0 0.0. TOP OF PIER REACTIONS 25.5 'YL i 0.0 k 0 k UPLIFT -0-51 0.0' AME FRONT Wind 1.-0-51 k 00 k0.00 k 0.00 k 0.00 EIC SwaX 0.09 k 1 0.00 k 0.00 k 0.00 16" Pier Reinf =4, - # 0.00 0.00 0.00 l rt.+# Ties " "� From T.P.+PMEEMEW--� 1 '' fir i nf = - #, 1 r . +#3 Ties „ '' From T.P. 11 C/C 20" - 24n Rer Reid 8 - #7 Vert.+#3 Circular Ties 2 FF & 5" FM T.P.+ H - 12 C/C 1 0R214 - 7440 - Rexburg, ID Visitorxls StUrdisteel Company PO Box 2655 Waco, TX 76702 8/29/2018 P20f13 Tpier Grade Tsteel Col L P Proj LAYOUT DATA A = -4.69' -4.67' -3.67' 0.00' -0.03' No. of Rows = 11 B = -3.67' -4.67' 1.68' 4.33' 1.00' = 214.00' C = -3.67' -4.67' 7.04' 9.69' 1 .00' Length Tread = 28.00 in D = -3.67' -4.67' 0.00' #N/A 1.00' Rise = 12.00 in E _ -3.67' -4.67' 0.00' #N/A 1.00' WW Width = 10.50' F = -3.67' -4.67' 0.00' #N/A 1 .00' WW Height = 4.67' P = -4.67' 14.86' 0.00' Rear WW Width = 1.00' Q = 14.86' Fr. -to -Back = 34.83' SLOPE SEC Longit. Col Spa = 6.00' 0.429 1.088 Stringer Spacing = 6.00' 23.2deg Seat Height = 17.00 in FB Angle Rise = 4.00 in %AISLES= 88°/ Splice Cant. LOAD L Col A Row AX = 5.00' 12.25 Col B 5 BX = 1,2.50' 1.87' 12-50' 14.37 CX = 12.50' 4.83' 10.63' 11.25 Col D DX = 0.00' 0.00' 0.00' 0.00 Cod E EX = 0.00' 0.00' 0.00' 0-.00 Col. F FX = 0.00' 0.00' 0.00' 0.00 Rear Cantilever RX = 4.83' CoL Line P PX = 0.00' CoL Line Q QX = 0.001, Col Lines - 3 -0.0104 1.00 = WINDA Cot Rows = 36 0.4042 0.00 = WINDB 0.4042 0.00 = WINDC Wind Col. Lines = � P R E S S B O X LT P/BOX RT 1 Col's Width 0.0' L = 0.0' 0' 0.0' Overhang 0.0' Stories = 0 Height= 2.0' N Columns 0 Roof Deck = 0 LL = 0.00 k DL = 0.00 k Setback 0.00' CIL PB to Last Col.= 4.8 ' Sturdisteel, Company PD Box 2655 108214 - 7440 - Rexburg, iD Visitor-xls Waco, TX 76702 8/29/2018 P 3 of 13 WIND NOTE: Th*1s sketch shows general arrange- ment Of PI.1 grandstand Number of seat rows and column lines maY be different in calculations, 3 3 WIND PRESSURE ON REAR FENCE ASCE-0 - Figure 6.22 �AwIREs = (0. 1 5r3T1X2/2_)(HF/1 2)(61) COST - " H F PE 1.66X2X(72-2.5)/144 Gress Area I Net Area = I = 1 Area (si} 0.30 '.13640873 1.60 23.57 1.96 DE -SIGN 11 D PRESSURE ON HORIZONTAL P J'E STI II ND PRESSURE ON SEATS H 18C 16. 1' 1 OPTIONAL ROOF OPTIONAL PRESS BOX Ff F .00256Kz(IV) = 36.9 psf 120 mph Gh = 1.2 % Gross A Ct qGhCf 0.15 1.5 71.E 21.4 0.07 1.6 76.0 10.4 0.82 1.6 76.0 121 1.04 Ffen 154 Ib 6.5 Pf DESIGN IND PRESSURE ON HORIZONTAL PROJECTION = MND PRESSURE ON PRESS BOX H vI IBC 16.11 120 DESIGN WIND PRESSURE HORIZONTAL PROJECTION 1OR214 - 7440 -Rexburg, I UfsitorAs Sturdisteel Company PO Bax 2655 Waco, TX 76702 '. See IBC Wind 29.52 p f See 18 Wind $f2912Q18 P4of 13 FRONT WIND LOADS ON PROJECTED AREA EXPOSURE ` �I �'`CARRYING PRESS WIND �� GRAND STAND BOX FENCE MAX WIND FORCE I FOR F I l Fg Fp Ff PRESS BOX WIND LOADS ONLY. REAR FENCE Topa = 1.1' 16-11 20.0' LOADS ARE OUTSIDE TSI I E , NOT SELF Bottom = 43f 16.1' 16.11 Height = 11.1 0,01 3.91 TOTAL MAX WIND Width ' 0.01 214' WIND FORCE END WIND LOAD ON 29,5 psf 6.5 psf FORCES PER BAY 'PRESS BOX Wind O.O 3.3k -. 1.2k #DIV/01 EIev abv Pier i .4' 15-11 17.01 .T . Mom. = 405 k' ' 461 k' 13 k' WIND OVERTURNING LOADS ON PERS PIED Col Line A Col Lire B Col Line 1 1 .0 17.5 30.0 0. -12.5 0.00 12.50 0.00 0.00 0.00 1 w2 156 0 SPIER 17.5 25.0 ix 313 .0 25.0 0.0 0.0 0. SEISMIC LOADS GRANDSTAND[BEAD LOAD = 9 psf Bleacher Dead Load = Tr d Steri r pa ire (p f) % of Snow Load, If over p f = Total Seismic Gravity Load, Design Lateral Acceleration (9) = x Lateral Seismic Load in any Direction, = 126 lb vertical 0 126 lb verfical 0.714 90,0 IIS / vertical PRESS BOX DEAD LOAD = Lpf + L L-andjngs XWX1 0PSf Design Lateral Acceleration (g) -" x Lateral Seismic Load in any Direction, V Front Sway Load (Stringer ac )(1 elf Seat) End Sway Load (Stringer pa )(24plf Seat) = Front Wind Load = (Front '1'in)].o 1OR214 - 7440 - Rexburg, ID Visitor.As Sturdisteel Company PQ Bax 2655 Waco, TX 76702 0 i 0.714 .0k ,60 1b /vertical i" 110 'arbital 7 Vverfical (GOVERNS) (GOVERNS) $12912018 P 5 of 13 w ere -0 IBC 2015 Wind Design Loads Per Section 1609A.6.3 of 2015 IBC, Design Wind Pressure PDet is: Pnet =( 0*00256V*2) KzC Kzc (Equation 16 - 35) KZ =Height and Exposure Factor from ASCE 7 Section 27.3.1 Exposure = C (Open Terrain) C'net =Net -pressure coefficient based on Kd [(G) (Cp) - (GC in accordance with Table 1609,6.,2(2)., Kzt = 1.0 (Topographic Factor from ASCE 7 Section 26.8 ) Height K -Z 15 0.85 .r% ^ 20 0.90 25 0.94 30 0.98 Coes = 0.89 35 1.01 40 1.04 45 1.07 5 0 1.09 55 1.11 60 1. 13 Stand Height Pressbox Height Sturdisteel Company 10R214 - 7440 - Rexburg, ID Visitor -As Box 2655 Waco, TX 76702 8/29/2018 P 6 of 13 STRINGERS (SLOPED STRINGER N WN HORIZONTAL FOR CLARITY) REACTIONSD+L = 0. 4 'fT VERTICAL L MOMENTSENT+ 8 0.01 12.5' Il - 'RA 12.5' Rj3 12.5' ro .0' 0.01 .01 Defiedn 0.37" ! D #N# [0.5'9 [0 -] #VALUE!l #I# = 8.01 MX 8.2 k1 Cb ! 1.75 LB - 5.01 T FUEN�'WFy TRO F 4.' 11.0' Fl -1 k i Fl -6 ki) 29 Fl- k i) F1- k i) 30. Fb = 30.0 ki 12.6 ki fb#F b _ [0-42 118 W 1.00 2.31 X 8.31 33.3 30..0 X3.3 Iasi 19.6 ki FO -59 19,40 7.7 k' 1.75 1.91 30.0 33.3 ki 11.8 k ` [.5 -7' 8.3' 33.3 i. 33.3 ki 14.2 ki [0.43 7.35 k 7. k' 1.75 .'. 4.91 . ' 11.0' 30.0 30.0 ki 11.7 ksi [0.39 #N/A N #1/A #N/ #NIA #NIA #J/ #NIA SWAY L MOMENTS E�1N = I`l 1tred - .k/fT 40 Al 4 .' 1 4.81.E .' . 4 F 12.5" c s 0.01 Ff Defledn 0.56 11 0.17 0.38" .1 " C160" 1.1268 C/l 31 L1397 clsi [0.02] [0,89] [0.92] [0.601 [2.37] R= 0.76k 0.89k 0.69k MX 0.77 ' 1.21 I ' 0.7 W 0.9 k1 0.7 W F b_ 37.5 k i 7. k i 37.5 ksi 37.5 ksl 37.5 k i fb_ .7ki 13.6 ksi 8.2 ki 9.9 ki 8.2 ki #F [0.23] .![0.22] 0.01 0.' E 0.00 0.0 1.75 0.01 #N/A #NIA N #NIA #D I'I ! N# #N/ ,'0.01 0.01 0.01 #UE1 #VCU E ! .0 ' 1.00 ■ ' 1I N #N/ N/ #/ N/ N#. 0.01 j) 0.0' , 0.0v #N/A #NIA #NlA #NIA #N/A #NIA #NJA N# #NIA q # N./A #NI 0.0 37.5 ksi N/ #NI 0400 k 0.0 'k' 37.5 ki #N/ #NI ALLOWABLE DEFLECTIONS = U120 CI240 LOAD COMB11Vp►Ttt3N5 (SWAY LOAD IS TRANSITORY, 113 OVERSTRESS IS ALLOWED) D+L j0.42] [0.59] [0.35] [0.41'[0 .39] #N!A1p� D + 0.75(L+S) [0.50] [0.73] [0.44] [0.53] [0.46] #N!A SECTION PROPERTIES ►11lASlv4 A wa$X1 0.0 w 37.5 ki #NIA N# 0.00 . k' 7. ki ## i #N/ RF IF 0.00 k .0 kF 1.75 0.01 0.010-01 Rv #1V/A 0.00 k 0.00 k' 37.5 ki #NIA #N# #N1A #NSA #N1A #NlA #NIA #N!A #NlA #A11A #NSA #N1A 1OR214 - 7440 -Rexburg, ID Visitar.xls Sturdisteel Company PO Bvx 2.655 Waco, TX 76702 8129!2018 P 7 of1 BEAM DESIGNS Case 1 (Maximum Positive Bending) Case 3 (Maximum Column Reaction) P P # P 1 rR. + + 2 2 RMAX R2 Case 2 (Maximum Negative ending MOTE: SOME BOTTOM FLANGE BRACING EXISTS XIT FROM 61 P PD 6-1DSTIFFNESS. F WEB PREVENTING BEAM FROM ROLLING, I �- LT TOP CONNE,CTION PREVENTS BEAD FROM LLI UNBRACED R, LENGTH ESTIMATED TO BE 9.OT FOR NEGATIVE 50 ksi Beams on A Beams on 8. Beams an C Beams on D W12)Q6 1x2 1 Ix 12,22 12.22 12.22 SX 204 204 204 #N/A 7.35 k 0,00 M 48.1 k' [0.58] 56.4 k' [F81 44.1 [0.53] 0.0k' [0-59] 51.7 ' [0.69] 40.5 'P-54] 0.0 k' #N/A Lb= 6.o, .' 6.ol ' . 9,04 /A 0.00 1 \ Beams on E Beams on P 4N/A #NIS / N/ #/ N/` 0.00 k 0.00 f� �+, 0--0 i NJ 0.0 ' +i ,' / 0.0 ' 0.00 k 0.00 k 0.00 k 0.00 k N/ 0.00 I 1 O - R214 - 7440 - Rexbu rg, I D Vis itr.1 S#urdisteel Company PQ Box 2655 Waco, TX 76702 8129/2018 P8of13 Col Line P COLUMNS I Line A Col Lias B Col Line 107 #REF! W06x15 W06Y1 . # / # #I # #I/ EFS � .0 k 22.06 k 0.00 k 0.00 k 0.00 k 0.00 k 3Rw/8(VseiSMi0 0.00 k 0.00 k 0.00 k WAL1, IF-! ! # ' LUE! #` LUE! Y � x 4 KLy - 4.33 9.69 #' LUE! # ' LUE! ## .LUE! WALUE1. #'ALU E! #VEL U E I #`'L" E! #VALLA E! KUry - #NIA 36 80 #V LUE! # LUE1 # ►LUE #VALUE1 26.4 k i 19.1 Iasi #VALUE! # L.UE. #`ALU . [0.24] 0. #A #N/A ## L rT = # NI . #LU! LUE4 LES ##''LES 29.6 k i # VALUE! ##VALUE! #VALE! E ! # ALU E! ## #N/A #IIIA MIA 0.0 ki #I/ #I/#N/A # D I/ . #N/A [0.00] 10.001 #N/A #N/A #N/A #D I `# 1 V LUE! #VLUE1 ##V LUP #VLU #I # #� #I# #LU E i F� factor _ - #Ill 1.02 °� .7 A #NIA EMANIA mmw*� #DIVIO! EFL. CASE _ 26) D + 0.75(L+SWAY)H 1 -1 #N/A [0.;18] 10.20] #NIA #NIA #NIA #DIV/O! �. in 0.00 ire � END SWAY IAL CROSS-BRACING FT . F FTN ET=. F = 35.0 k i MPSE I ,1.T 01 TENSION WITH STRUT ,,r-TENSIONLY, �T `!TE # TS T 0.0 0.0 T 210 210 210 X= 210 2101 = #DIV#01* 52 116 240 1 1 1 BRACE L #DIV/01 216 #LUE� #'LE! #I # ! r T n i r#SIV# ! . k 1.'� #LUE 0.00 k 0.00 #1 1! 0.778" 78"0.77819 ■ 1 7 '9 . 77F 0.778" rx (in) #DIV/O! 0-.7780.69414 694" i. 69411 (ire) #DIS'/11 11 694 211 " (in#`DIS'#, 0.90211 0.902 0.902 0.902" 278 77 1.30 #VALUE! #'ALU E1 #'ALU E1 D I . Urx #DIVIO! 278 309 309 278 278 � (ksi)IO!i LSE! #VLU E' ##DI'/. 2 0.77 0.77 0.7x' 0.77 A-NET -ALU E! #D I#i _ 1.52 WUE1 #LU E. #� fTNET _ #I'#1 .[0-0�j #VALUE! #VLU E1 #VALDE! #DI#1 #Dl # ! .4 ALLOW. BOLT SHEAR EI L. E [ #VAL E1 #DI' '#' 1 BELTS REQUIRED Sturdisteel Company PO Box 2655 1QR214 - 7440 -Rexburg, ID Visitor.As Waco,'TX 76702 P9af13 wi I RD ANGLE L2.5x2.0x.18 SPAN = ID" L SX 0.293 W4 0.052 FBx ` 33. 17.2253 M = 5.05"k wl F7' -'T -Fl 1[ 1 1-11 T I 1 1 - _J0.521 - L L L WALKWAY ANGLE dL 2. Ox2. Ox.1 MAX SPAN - 30.8" W 0.052 F BX 30.0 sx 0.19 f - 30-0072 M= 5.70"k [1.00] p f REAR, , POST 1.3.0xlft.25 co 44.94' P = 0.30k M = 13.48"k FBX= 30.0 CL Sx = 0.577 fDx = 23.3644 Ri R, = -1.1k R2 8.4 F2= 1.61k NOTE: P ACTS AT " ABOVE REAR SEAT OR LKW FOR ANY PENCE HEIGHT. 0.78 M3 .Ok, mi REAR RILE L2-0x2.0x.25 , „ W'''ITHOUT EXA TANALYSIS, -1.T� I + 1-x + '14 = F� .4 10.9 J 1 ` 0-5M2 M3 = M4 0.2M2 Fb 1. 111 1 1 = 3.39"I 0.293 11.6 33.3 [0.351 4 = 6.78"k 0.247 27.4 30.0 [0.91] M3=M4= 1.36"k 0.144 9.4 30.0LO.31] P f FEJT POST L3.Ox3.0x.25 45.01'C P" _ 0.30k M = 13.50"k Ri Sx - 0.577 fax= 23.3969 11.25 R, = -1.k Fax 30.0 2= 1. [0.781 FRONT ANGLE L *ti c..0x.1 M T . O" WITHOUT EXACT ANALYSIS • -1.50k 11.2511 1.2511 Fb AT-' M2 - 8.60"k .X93 29.4 30.0 [0.98] IS44811 I = 4.30"k 0.293 14.7 33.E 0.44 . M12 1 082'14 - 7440 - Rexburg, I D Visitonxls Sturdisteel Company P4 Bax 2655 Waco, TX 76702 8/29/2018 P 10 Of 13 END FS T L3.OX3.0x.25 P FBX = 30.0 53.011 P = I 12.37"k CL sx = 0.577 fBx = 21 -4 10,71] Ll i = -1.18k =T,3/8" ALL THD ROCS 10.541 13-0011 12.00 FT = 20.0 fT ; 10.8 4.00"F13 "d = 1.26k = LOAD 4 ALUM CLIPS VmAx = 375X4 = 2.00k [0.631 F13- -1.03k = LOA[ (4) ILLITSI CLIPS = 0.95k VmAx = 375X4 _ l .. 0 [0.69] SHEAR MOMENT 1.26k F " . ik RISER E ANGLE LI.7xl.7x.1 8 F5x = 39.9 .ilk -3.8"k ^ 3.8"k SX = 0.144 f[3x f[3= 26.4 [0.661 4 = 45.0" P._- j l p1f(6' )= 0.30 SX 0.577 fli= 23.3969 M = 13,50"k Footboards 10.78] FN L ALUM CLIP m .k [0.801 R, Brace ngl 1- -- / 'BOLT = 4,50k m� _.6.40kSTRINGER [0.70] FRONTSTRUT I - L2.Gx2.Ox.l = 0.715 L = 19.77 rz = 0.394 106.999 1L/r =50 Fa = 24.3182 1.20k f 1.67766 10.07] 00 `TAT P -B STRUT i - L .5 .1 0.90 L = 150" P = 0.00 Ix = ly = 0.547 iz = 0.15015 lw = 0.44 106.999 rz = 0.577 rw = 1.447 KL/rw 104 F:a = 18.52 k i fa = 0.0 k i [0.001 Sturdisteel Company ISO Box 2655 IOR214 - 7440 - Rexburg, ID Visitor.xls Waco, TX 76702 8/29/2018 P11of13 !SQUARE FOOTING DESIGN CALCULATIORS Fy = 60 ksi LL Soil Dens = Q.9'1 kcf � 0 = 30.Odeg a` FIB Wind � B= Area = Wind Uplift Snout Sway SwayHttBayWidth FIB Wind = Pier [iia.}Pro].= Ft L)pthfTh k = IIol#.o1 Brg Piers Brad = VERTICAL CAPACITY f LIT 4.00 Ft Sq 16.00 sf 10.7 Ft%' Rvvind DL Soil DL Ftq DL Ftvert Ecc 8 Col Lias 4.00 Ft Sq 16.00 Sf 10.7 Fr Col Line 4.00 Ft Sq 16.00 sf 10. 7 Ftp Sway FIN. GRADE. CIRC. PIER iASSUMED SOIL CONE FOR PDLL -LIT AND OVER -TURNING RESISTANCE. . FTG TYPICAL F OTIN POUREDAGAINST SOIL W/O FORMS. EDGE SLOPES OUT 2: . '0.00 Ft Sq 0.00 Ft Sq 0.00 0.00 sf 0.00 sf 0.00 Sf 0.0 Ft'j 0.o Ftp 0.0 Col Line P Ft Sq 0.00 Ft Sq 0.00 Sf Eta 0.0 Ftp -0.51 k 1.82 k 0.00 k k -0.51 k k 0.00 k 3.42k 0.00 k k 0.00 1.00 ft 11-44 k 4.13 k 3.59 4.85 k 0.00 3.80 k 17.19 k 0.00 k 3.59 0.00 k 0.00 0.00 k 0.09 k 1,55 k 1.0 0.00 k 0.00 k 0.00 k 3.74 ft 6.0 ft 8.07 Int 18.0 ft 13.43 ft 1.o tt 13.43 ft 18.0 ft 13.43 ft 18.0 ft 13.43 �t � f� 1.20 l rR ''�J}y�y,,, (1.00). l r`y�,, 0r 0 k (0. PPPPPP 0,00 k J7Jyy��'''' ( .+..F ) LLL �i�FFF ��/�y7J� ���•�7f,� 0.1.. .a' fir{' .00) R Jay' �i ,. +.� k (0.00) 'r0 ,'r.7J R LF V . �� Y��JJJ��. 1.33 ft -0,03 �1. 1`t 1.00 ft 1. ft. 1.00 ftO.Oo ft 1.00 ft 0.00 ft 1 R00 ft S ft 3.50 ft 1..00 ft 3.50 ft 1.00 ft 3,50 ft 1.00 f# 3.50 ft 0.00 ft 3.50 ft 0.00 ft 3.50 ft 0.00 ft 2.00k5f 36 4.00ksf 2.00ksf 2..00ksf 2,00ksf '.. -0 k f 4. 00ksf 18 18 18 1 18 18 .32 kips 32 ki pg 32 kips 0 him 0 k ips 0 Ild us ULTIMATE PULL-OUT RESISTANCE Structure DL = 1.98 k Footing DL 3.21 k Foil DL = 11.44 k Total Pullout Force = 16-.64 2.33 k 1.82 k 0.00 k 0.00 k 3.42 k 3.42k 0.00 k 0.00k 1.00 ft 11-44 k 11 .44 k 3.59 k 0.00 I 17.19 k 16-69 k 3.59 k 0.00 ULTIMATE OVERTURNING RESISTANCE= Ec (Pullout f=orge) = 1.48 # 25W 1.46 # k' 1.48 ft 0.00 k 0.00 k 0.00 k 0.00 0,00 k #NA E? 0,00 k 9.76 ft 18.0 ft 0.00 k (0.00) 0.0 tt 1.00 ft 3.50 ft 0.00 ff 2.00,ksf 4.00ksf 0 NAM E 0.00 k 3.59 k #NAME? kips k' #D# # #D1 /01 # # ##D l 1 #1)1V101 # IV/01 #NAME? to an in OF f IIJIF P 01 WIND STABILITY 1.5 lift = ..�'.1 0.00 k ��10.00] -V.7r [.. k,,J ��. . 1. �� _ k � ��.� k- ] � 1 �I� Df''/M 0. I DIIOI 0. k[0 e0 ] 0 loft [0.00] 0�- #DIV/+L,/�,�! 0 -I y 4 [) 1 0 k - ft - -r - � ' #[ I '/01 #DIVIOI #DIV/01 LOAD CASE 'I - DEAD LOAD + LIVE LOQ ���'yyJ,, j � ] 7 k [0.181 5.24 k [0.10] 0.00 k I IO! 0.00 k #DIV/0I.0.00 k y$�'�yJ, 7, F} - L Il,�e Lv��.d = �-.�pF ff�1 E � j 1 0.00 k DI` /01 0.00 k #DIV/Of #N +1 E? . [OP�51 [0.99] [0.110? #ONTO LOAD CASE 2 - 0.(DL+L1L+ 0.75 f l Ay = 0P 1 k F _ [0.19] ..70 W [0.101 0.00 k' #[ I '/0! 0.00 k' #DIV/01 io;00 k` #DI's' 0.75 I, P1' AY 0.09 k 10.001 1.04 k f0. 0 ] t15 k 0. j #0f 0.�0 k #LSI' SOI ■■q■■ `Fs�■ ,/{J� . � '. . `- 0.00 % DIS I a I 'IVIG! 0,75 Lige Ld = 1 4 [0-131 3.9323 ] #DIV101 0 #DI /01 0 #D I /0r #NA E? x . 54 k [0, 5.x) 19.4 0 k [0.61 r1 ] •1 k 10-47] 0.00 k #DIV# f , � � k # 1101 0.00 k #DIV/01 ##NAME Q. k L&Grfl 24.7 [0-96] 20.26 .76] 0.00 k #DI /0" �.�� k �Ed Ed 1j, LOAD CASE - 0.5(DL+LL+WIND) rr r� N 11111 L p.851 Eo- Is 19] [018011 1)1 V I 1 I V 1 #10.1vto. .11 -!. M�ft jmWad 1 OR214 - 7440 - Rexburg, ID Visitor.xis turd iteel Company ISO Box 2655 Wa o. TX 76702 8129/2018 P 12 of 13 T ULTIMATE PIER HAFT BENDING 0.00 k 3.78 k X6.90 k 4.58 k 0.00 k �� k .�� k 10.96 1.93 10.6 1.93 10.96 1.93 #N/A ##NIA N/ #N/A #NIA #N/ . #N# 1.20 1.20 1.20 ##NI / #NIA / k` 0. 49 k' ,' 49 k' [0.091 N/A # #. #N/ #N/A- #N/A #NIA #N/A #NIA PIER SHAFT L I LTI MATE MOMENTS r,ga<= 0.5756 (a 0 0.411 0 0.411 39.44 Ips ALLOW. SOIL 13RG PRESSURE = 4000 [1.001 [1.8.1 11-001 [1.001 11.001 Acalc= 28.244 56.474 56.4,E 56.483 84.7.E D 1 -18 20 24 24 cover= As 1.2 1.32 2.4 2.4 3.6 = 28.24 31.06 56.47 58.47 84.71 3.17 4.93 4.71 4.38 5.82 ega - 0.00 0.00 0.00 0.00 0.00 d = 10.20 11.73 13.25 16.30 16.30 M u r 55.1 69.8 143.1 176.1 264.1 Verficals 447 6 #6 8-#7 847 1247 1. GIVEN SHAFT DIAMETER AND As. CALCULATE AREA AND CG OF COMPRESSIVE STRESS BLOCK. . CALCULATE d. . CALDL TE ULTIMATE BENDING. MOMENT PER ACI AS Mu =* ( s)(E` )(d-e,0aj/'I (ft -kips) FOOTING. LIVE LOAD MOMENTS AND SHEAR (2 -WAY SPAN) FROMf HANDBOOK 19841 TABLES P. 13-11 T 13-13, file FOLLOWING '1 11'� Tl l"�1 1= FOOTING SIZE AND BOTTOM f T REINFORCING MAY BE SAFELY USED: 0 0.411 0 0.411 39.44 Ips ALLOW. SOIL 13RG PRESSURE = 4000 3000 2000 1000 MAX SQ. FOOTING SIZE 1 B THK) i 4.60 5.00 6.00 8-51D REQUIRED REINFORCING FORCI 445 545 645 84 ALL FOOTINGS USED IN THIS GRANDSTAND FALL1THIN THE E f NGES. USE 145 PER FOOT OF WIDTH. SHAFT BENDING LOADS ON FOOTING BENDING LOADS FROM PIER SHAFT ARE CRITCAL ONLY WHEN THEY PRODUCE NEGATIVE BANDING (TSP TENSION) IN THS PIER FOOTING_ SLICE TOP TENSION IS GREATEST FOR LOAD CASES WITH MINIMUM VERTICAL LOADS, 7FkE CRITICAL-LC3A[] CASES WILL BE (DL + SVIfAIf) AND (DL + Uplift +Wend]. ULTIMATE CRACKING MOMENT Fr 1 Sx 0.411 1152 0.411 Mcr = 39.44 W 30.44 k' LLLE CRACKING MOMENT =1 14 fuer Mora = 9.86 W 9.86 k' CASE 4 - DL + SWAY 0.06 k [0.01 CASE 5,. 01L + Uplift +' Ind I1- = 0.90 k, (.0 101 214 - 7440 Rexburg, ICS Visitor -xis 1.35 k. 11 0.411 1152 0.411 0 0.411 0 0.411 0 0.411 39.44 Ips 0.00 k! 0.00 w 0.80 k' 0.00 k' 0.14 0,00 ' 10.001 9.86 W 0.90 k .0 0.00 w [0.001 0.00 k' 0.00 'k' 0.00 k' ## I /01 DIV/01 ## I #OI ##SDI 101 ##DI IO1 9DIV101 #DIV101 #D IV101 #DIV101 ##D I :/01 #D IV101 #DIVIGI turd i t el Company PO Box 2655 Waco, TX 70702 0.00 k' I ##DI 101 #DI #81 #D I '# l ##DIVIO I 8/2912018 P 13 of 1