HomeMy WebLinkAboutsurvey freestanding signSteel Tube Post
with Surrounding Brick Structure
-32"-
fl1 Construction
Aluminum Construction Cabinet White Lexan Pan Faces White LED's
Prefinish Metal Frame
-39"
39"
150"
150"
g
gaadwill
GOODWILL
ffl Graphics
Vinyl Graphics 230-Dark Blue Transulcentto MatchPMS Reflex Blue UBlack Translucent
[ii I n sta II
Need Engineering for Base
240"
DATE
8.9.2023
CLIENT
GOODWILL - Lakeville
SIGN TYPE
Pylon Sign - Pan Face or a
Flex face
QUANTITY
1 DIS
TYPESET
Helvetica Bold Condensed
LINE
ADVE R T I S I N G
16703 Aberdeen St. NE
Ham Lake MN 55304 763.428.5067
www. top lines i g n. com
LA218207
12'-6"2'-8" TYP.
15'-2" O.C.
3'-3" TYP.
MASONRY BASE
BY OTHERS
CABINET
8 STD. PIPE
OD: 8.63"
WALL: 0.322"
TYP.4'-0"±20'-10" OAH8'-0"20'-0"18'-6"X5'-0"X4'-0" DEEP
SPREAD FOOTING
W/ #4 @12" O.C. EACH WAY
TOP & BOTTOM MAT18'-6"
ELEVATION1-6"14'-4"11545 W. BERNARDO COURT, SUITE 201
SAN DIEGO, CA 92127
PROJECTMANAGER@SULLAWAYENG.COM
PHONE: 1-858-312-5150 FAX: 1-858-777-3534
PROJECT:
PROJECT #:
CLIENT:
DATE:
ENGINEER:
LAST REVISED:
GOODWILL, 11578 207TH STREET W., LAKEVILLE, MN
41788
SIGN ART USA
08/11/2023
PRC
GENERAL NOTES
1. DESIGN CODE: : IBC 2018 & MINNESOTA STATE BC 2020
2. DESIGN LOADS: ASCE 7-16
3. WIND VELOCITY 110 MPH EXPOSURE C
4. CONCRETE 2500 PSI MINIMUM
5. PIPE STEEL ASTM A53 GR. B, Fy = 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 SOIL BEARING PER IBC CLASS 4 (2000 PSF)
9. PROVIDE PROTECTION AGAINST DISSIMILAR METALS
10. ALL DIMENSIONS TO BE VERIFIED PRIOR TO FABRICATION
Page 1 of 3
PROJECT: GOODWILL DATE: 08/11/23
PROJ. NO.: 41788 ENGINEER: PRC
CLIENT: SIGN ART USA
V5.5 units; pounds, feet unless noted otherwise
Applied Wind Loads; from ASCE 7-16
F=qz*G*Cf*Af with qz = 0.00256KzKztKdV2 (29.3.2 & 29.4)
Cf=1.708 (Fig. 29.3-1) 2 pole Cf factor= 0.97 15.1667 max. height= 20.833
1.0 Kzt=1.0 (26.8.2) (=1.0 unless unusual landscape)s= 8.00
Kz=from table 28.3-1 Exposure= c 2
Kd=0.85 for signs (table 26.6-1)
Lz=
V= 110 mph
G= 0.85 (26.9)weight= 2.108 kips
s/h= 0.384
MDL=0.00 k-ft (see Page #3)
B/s= 1.56
Pole structure height at Wind
Loads component section c.g Kz qz Af shear Moment MW
1 6.00 0.85 22.38 64.00 2080 12480
2 13.50 0.85 22.38 53.50 1739 23473
3 17.50 0.88 23.06 89.17 2987 52264
4 20.42 0.90 23.82 4.17 144 2943
sums: 210.83 6949 91.16
(Mw)ŬͲĨƚ arm= 13.1
two pole distribution factor *b*s (asce fig. 29.4-1 ):x 0.57 3931 51.56
Pu=2.53 kip M= 51.56 k-ft
M=sqrt(MDL
2+Mw
2)
Mu=sqrt(1.2MDL
2+1.0MW
2) =51.56 k-ft
Pole Design section; pipe
Mu < IMn with Mn = fyZfy=35 ksi ϕ=0.9
H Mu(k-ft)t (in) Z hƐĞ
at grade 51.56 0.322 20.80
8 Std. Pipe, ϕMn = 54.6 k-ft
Footing Design footprint:round
Z=1.3 IBC 1605.3.2 IBC Table 1806.2, sections 1806.3.4, 1807.3.2 S=(1.3x2x150psf/ft)
P=3.07 kip S1 = S x d / 3 A = 2.34 x P / (S1 x b)
S= 400
S1=1133 d =0.5xA (1+ (1+4.36x h/A) ^.5) IBC 1807.3.2.1
A=3.17
footing:2' - 0" dia.
8' - 6" deep
Z req'd. (in) Size(in)
19.64 8
32.50
pressure
qz*G*Cf
32.50
33.49
34.59
Page 2 of 3
PROJECT: GOODWILL DATE:
PROJ. NO.: 41788 ENGINEER:
CLIENT: SIGN ART USA
V5.5 units; pounds, feet unless noted otherwise
Longitude Direction
applied shear at grade v=4.343 kip unfactored load
6.949 k (factored)
applied moment at grade m=56.97 kip-ft unfactored load
91.16 k-ft (factored)
depth of soil above footing hs=0.00 ft
allowable soil bearing p=2.000 ksf (i.e., 2000 x 1.333 = 2667 psf)
(use a factor of 1.33 for wind or seismic)
Signage Weight w1 =2.108 k (See Page #2)
Brick Weight w2 =12.740 k ((2'-8")*(2'-8")*(14'-4")*0.125k/ft^3)
Spread Footing Design
moment m= 74.35 k-ft
Footing size (ft) b=18.50 L=5.00 h=4.00 S= 77.1
Footing Weight= 55.5 k See Above ,w1+w2=14.849 k soil 0.00
total= 70.35
Overturning;Mcс 175.87 Mcхϭ͘ϱD 2.366 ok
soil pressure; max= 1.757 ksf min= -0.2 ksf ok
forces on concrete pad; V= 57.47 k Vrс 91.96 k (=1.6V)
M=71.84 k-ft Mrс 114.95 k-ft
Check Slab;
ϕ=0.9 fy=60 ksi
fc=2.5 ksi 150 lbs/ft3
Flexure Asс 0.600 d= 44.0 in
IMn=IAsfy(d-a/2)=1424 k-in = 118.70 k-ft
Mr IMn ok
a=Asfy/0.85fcb=0.076 in
Check minimum Asmin=3sqrt(fc)bd/fy =24.42 200bd/fy=32.56 or 1.333As=0.80 in2
ACI 10.3.1
Use As=0.80 in2
short direction JsсϮͬ;E нϭͿс 0.8 with E с 1.5 short direction;Jsс 0.64 in2
Use #4@12" each direction
Shear;IsnсIϮƐƋƌƚ;ĨcͿďĚ Iscс ϕ=0.75 Vr IVn ok
Top Slab
Assume half of footing is in uplift
weight= 27.75 kip arm= 1.25 ft
M= 34.69 k-ft Mrс 41.63 k-ft
Flexure Asс 0.300
IMn=IAsfy(d-a/2)=711.66 k-in = 59.305 k-ft
Mr IMn ok
a=Asfy/0.85fcb=0.141 in
Check minimum Asmin=2sqrt(fc)bd/fy =6.6 200bd/fy=8.80 or 1.333As=0.4 in2
Use As=0.40 in2
short direction JsсϮͬ;E нϭͿс 0.8 with E с 1.5 short direction;Jsс 0.32 in2
Use #4@12" each direction
08/11/23
PRC
732.6
Page 3 of 3