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
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