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CHS ZIP TRIP STORE
305 EAST 1DAHO STREET, KALISPELL. MONTANA 59901
SITE IMPROVEMENTS
SITE GRADING PLAN
R
TD&H�
Engineering
Page 1 of 3
s u �nwnY 11545 W. BERNARDO COURT, SUITE 201
SANDIEGO, CA
NG.CO7
■ ENGINEERING
PROJECTMANAGER@SULLAWAYEG.COM
PHONE:1-858-312-5150 FAX:1-858-777-3534
PROJECT: CENEX #562087, OPTION2: SPREAD FOOTING, 305 E. IDAHO, KALISPELL, MT DATE: 08125/2023
PROJECTM 42015A ENGINEER: TH
CLIENT: PERSONA SIGNS LAST REVISED:
41
,,VlCWL F-
SULLAWAY
No.19763 PE
8/25/2023
5 STD
OD:
WALL:
STONE Bi
BY OTHE
13'-O"x3'-0"x3'-O" DEEP
SPREAD FOOTINC
WI ##4 12" O.0
EACH WA)
TOP & BOTTOM MAT
12'-6° - f
- 12'-0" f
1 V-4"
8'-6" O.C. k I
13'-0"
1 OPTION: SPREAD FOOTING
GENERAL NOTES
1, DESIGN CODE IBC 2021
2 DESIGN LOADS: ASCE 7-16
3 WIND VELOCITY 115 MPH EXPOSURE C
l CONCRETE 2500 PS MINIMUM
i PIPE STEEL ASTM A53 GR. B, F,, = 35 KSI MIN
6 STEEL REINFORCEMENT IN CONCRETE ASTM A615 GR 60
7. PROVIDE MIN. 3" CLEAR COVER ON ALL STEEL EMBEDDED IN CONCRETE WHEN CAST AGAINST SOIL
8. VERTICAL SO L BEARING PER IBC CLASS 4 (2000 PSF
9 PROVIDE PROTECTION AGA NST DISSIMILAR METALS
J
Page 2 of 3
SULLAWAY
ENGINEERING
PROJECT: CENEX
DATE: 8/25/2023
PROJ. NO.: 42015A
ENGINEER: TH
CLIENT: PERSONA SIGNS
units; pounds, feet unless noted otherwise
Applied Wind Loads; from ASCE 7-16
F=qZ*G*CI*AI with qZ = 0.00256KZKz,KdV
(29.3.2 & 29.4)
Cf= 1.407 (Fig. 29.3-1)
2 pole Cf factor=
0.97
max. height= 10.25
Kn= 1.0 (26.8.2) (=1.0 unless unusual landscape)
Kz= from table 28.3-1
Exposure=
c
Kd= 0.85 for signs (table 26.6-1)
V= 115 mph
G= 0.85 (26.9)
s/h= 1.000
Mop=
0.00 k-ft
B/s= 1.11
Pole structure height at
pressure
Wind
Loads component section c.g. Kz qz
gz'G'C, Ar
shear
Moment Mw
1 1.13 0.850 24.5
29,26 27.00
790
889
2 2.38 0.850 24.5
29,26 3.13
91
217
3 2.63 0.850 24.5
29.26 2.75
80
211
4 6.50 0.850 24.5
29.26 74.63
2184
14193
sums: 107.51
3145
15.51 (Mw) k-ft arm= 4 9
two pole distribution factor `b*s (asce fig. 29.4-1
x 0.72
2279
11.24
for s/h=1, add 10% (asce fig. 29.4-1):
x 1.10
12.36
P = 1.29 kip
M=
12.36 k-ft M=sgrt(MoLz+Mw2)
M=sgrt(1.2MoLx+1.0Mw') = 12.36 k-ft
Pole Design section; pipe
M. < ¢M with M. = fyZ fY 35 ksi
0= 0.9
H M (k-ft) Z req'd. (in)
Size(in) t (in)
Z
USE
at grade 12.36 4.71
5 0.258
6.8
5 Sid. Pipe, �Mn=17.9 k- t
Page 3 of 3
44 SULLAWAY
■ ENGINEERING
PROJECT: CENEX DATE: 8/25/2023
PROJ. NO.: 42015A ENGINEER: TH
CLIENT: PERSONA SIGNS
V55 Longitude Direction
applied shear at grade v= 1.966
kip
applied moment at grade m= 10.663
kip-ft
depth of soil above footing h,= 0.0
ft
allowable soil bearing p= 2-000
ksf
units, pounds, feet un ess noted otherwise
unfactored load 3 145 k ffactored)
unfactored load 17.06 k-ft
Mu=1.1'Mw (See Page#2)
Signage Weight w1 0.805 k ((107.51-27)ft^2'10psf) (Area from Autocad)
Stone Base Weight w2 6.750 k ((12'-0" )-(2'-0")'(2'-3" )'0.125k/ft"3)
Spread Footing Design
moment m= 16.6 k-ft
Footing size (ft) b= 13.00 L= 3.00 h= 3.00 S= 19.5
Footing Weight= 17.6 k See Above ,wi+w2= 7-555 k soil 000 total= 2511
Overturning; M-= 38 My>1.5M 2.274 ok
soil pressure; max= 1.532 ksf ok
forces on concrete pad; V- 21 k V,= 33 k (=1.6V)
M= 16 k-ft Mr= 25.0 k-ft
Check Slab;
40- 0.9 f,,- 60 ksi f,= 2.5 ksi 150 Ibs/ft3
Flexure As= 0,200 d- 32.0 in
W.=OA,f,(d-a12)= 345 k-in = 29 k-ft M,410 ok
a=AsY0.85f,b= 0.036 in
Check minimum A,,,,,n=3sgrt(fjbd1f„= 12.48 200bd/fy= 16.64 or 1.333As= 0.27 in2
ACI 10.3.1
short direction y5=2/(p+1) = 0.8 with
Shear; V„=ifi2sgrt(fr)bd OV,= 374.4
Top Slab
Use As= 0.27 in
(3= 1.5 short direction; IAs 0.21 in'
Use #4@12" each direction
�= 0.75
v,. V- ok
Assume half of footing is in uplift
weight= 9 kip arm= 0.8 ft
M= 7 k-ft M,= 7.9 k-ft
Flexure A,= 0-150
�Mn 0,fv(d-a12)= 259 k-in = 21.6 k-ft M,..W- ok
a=A,fVO.85f,b= 0.118 in
Check minimum Asnn=2sgr1(f.)bd/f, = 2.88 200bdlfy= 3.84 or 1.333A,= 0-2 in -
Use AS= 0.20 in
short direction ys=2/(D+1) = 0.8 with p= 1.5 short direction; yAs= 0.16 in2
Use #4@12" each direction
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