HomeMy WebLinkAboutPROJECT INFORMATIONDesign Calculations
for
Precast Concrete Fence
as manufactured by:
Precast Wall Systems
Located:
1858 NW 22nd Court
Pompano Beach, FL 33069
for
170 mph, EXPOSURE "C"
for
6'-0" high wall
Prepared by:
James D. Bushouse, P.E,
3300 NE I Oth Terrace V24
Pompano Beach, FL 33064
Z3CANNED
By
T LU - E COUNTY
THESE "PLANS AND ALL "PRGPCSK iO;K
1 ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY MELD INSPECTORS THAT;
t v ;+.1AY BE NmCES�",R1' M ORDER TO. I
C0�9PLY v'dffil P,m! ELF eICA Ti COQES
ices D. Bushouse, P,E.
Professional Engineer p20311 _
- - - - -- - _ o
ate iF�oi
- Page t
Introduction
The following report is a structural design and analysis of a precast concrete fence
system as manufactured by Precast Wall Systems, 1858 NW 22nd Court, Pompano
Beach, Florida.
The system is based on a 4 IA" thick precast wall panel support by precast post at a
twenty foot on center spacing. The height of the fence is 6 feet.
The calculations of the wind loads are based on ACSr Standard 7-10 for 170 mph,
3-second gust wind in exposure Category "C".
The Fence Panel design is the scone for all fence heights. The Post and Foundation
design varies per Ore attached calculations depending on soil type and height of the fence.
Foundation analysis is based on formulas for unrestrained pile foundations as published
by Poulos & Davis in their book, Foundation Analysis and Design. This foundation
analysis has a design safety factor of over 2 included in the formulas. Therefore, no
additional safety factor was added in the foundation design.
The Ultuuate Strength Design o£Reinforce Concrete Structures was used in the design
of the fence using ACI Code, 2011 revisions. Each component of the fence was analyzed separately. There were no Ica,
tests done on the components or the fence system as a single unit.
Wind load Calculatlons
IVelocily Pressure = qz = .00266 K a K2t Kd V`I = 1 32.031
CF =
11.37
GF =
10.85
AF =
I1
fF = qz GF CF AF = 137.29894 1 Ib/ft2
Exposure C
THESE PLANS AND ALL PROPOSEDWORK
ARE SUBJECT TO ANY CORRECTIONS --
REQUIRED BY FIELD INSPECTORS THAT.
MAY 8E NECESP A RY IA ORDER TO x
`C0�>9PLY 1�1lI i H r.; L r't'PLICA' -� CODES:`
Page 2
Fence Walt Calculation Sheet
Fy=
60000
=A20
WF,
=L
=
psi
psi
psf
it
Assumed a one way slab design with 2 edges discontinuous
M _ I (WL )/8= 1,865 Ib-fl= 22.38 kip -in
Assume:
b= 12 in
d = 2.25 in
Ma = 0.9p F y bd2 x (1-.59p x F/F,)
Therefore solvin for => p = 0.007353919
Horizontal steel
If p = A J(bd); then solving for A s - 0.198555802 in`
Vertical steel Mesh system (#3 @ 6" o.c.) = 0.22 sq. in. > 0.19 required
p =
Log
b=
12
t =
4.5
min.
in
in
A: = pbt = I 0,108 in`
Use 1t3 @ 12" O.C.
Design of W-0" post
As = 0.110 > 0.108 req.
LPosT = 1 6 1 fl
THESE PLANS AND ikLL PROPOSED WOo K
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
0 MAY BE NECEW,RY.IN ORDER TO. Y
CO IA P IV WH AlL AP 1-11 CACLA CODES;
Hu = Total wind force on post = L POST x L x W71000 = 4.476 kips
d=
3
6 =
0.11
d =
35
kp =
3.6901723
= 0 + sin 0)/(1 - Sine)
—---_—__--
-- ( ✓ P) looaiion'of Max'Moment belov✓g-� "roanr7 u
MMAx = H. (e +.667 f) = 18.12148 kip-ft Assume a =1./2
= 217.457T kip -in
Page 3
d' I 9.75 in
b = I in
Md = 0.9p F,. bd2 x (1-.59p x F�Fj
Salving for p => p = 0 O-0307
As = pbd 0.427 Im'd Use 245 bar each side, As = 0.66
Shear reinforcing based an thickness of the web
Max Vu = Hu = 4476 si
Allow Vc = 2'0-85'F C' = 107.5174 psi
Uu = H / (b'd) 35,31361 psi
Ok7 IYES Provide #3 Hoops Q the following spacing:
First Hoop @ 3" above footing
Then 4 Vz" o.c, to 2'-6"
Then balance at 1 S" o.c.
Shear Strength of flange
hi = 0.85 b = 4.5 rin
f� = 4000 psi d = 3.25 lin
Allow V. =1 107.51744 psi
Therefore Vu = V b'd = I 1572.443 Ibs
Loading on Flange From Panel
WL/2 = I 373 Ibs
Ok7 YES
Foundation Design for 6'-0" Fence In dry, undisturbed, medium density, sandy soil
F = 4.476 jActing e I 3 ft. above ground
d= 3ft
L = 3.83 ft. THESE PLANS AND ALL PROPOSED WORK
0'11 ARE SUBJECT TO ANY CORRECTIONS
kp3.6901723 (1+Sinai)/(1—Sinq) = 35 ° REQUIRED BY FIELD INSPECTORS THAT
= =
Hu = .5 d L' SKp/(e + L) = 5.00saa3 (' MAY Brt NECESC- RY IN ARCED M ,,
00.1APLV.WI H r�Q L APPLICAO:CODES:'
- --- - - - Since N„ > F; Use L = V-10" -- - -
Page 4
Foundation Design for 6'-0" Fence in saturated, undisturbed, medium density sand
F = kips Actin e 3 ft. above ground
d = ft
L = 5 ft.
0= s
kp = 12662d9399= (1 + Sin 0)/(1 -Sin0)
Hu = .5 d L1 dKP/(e + L) 14 743382
Since Hu > F: Use L = 5' -9"
Foundation Design for 6'-0" Fence in Solid Rock (Limestone or Sandstone)
F = 1 4.478 1 KIPS i lActinge
bearing Capacity = 16 KSF
Id = 1 3 it
Taking the moment @ 0, and solving for L rou,o
L = 1 1.6693278 ft
Calculation of Deflection In Post and Wall
Allowable deflection:
Using the ACI code table 9.5(b) value for Maximum Deflection
Def,,,. = U180 = 1.333333 in. For the Wall Panel
Defm„ = U180 = 0A in. For the Post
Wall panel deflection:
Modulus of Elasticity = E , = 3600000 psi.
Thickness of wall = h slab = 4.5 in.
Mom, of Inertia = I g = L h,j,y /12 = 911.25 in.°
Modulus of Rupture =f , = 7.5(fs� 474.341649 psi.
Moment of Crack = Mcr = f ,Igt(h,„b12) = 192108.4jib-in.=
16.00903 kip-ft.
Deflection = UE.I„ = 5wL 1384EI =1 n i-
Post Deflection:
Modulus of Elasticity = E , = 3600000 psi.
Thickness of Post = in post = 12 In.
Mom. of Inertia = i g = h,,,,"/12 = 1728 in.°
Modulus of Rupture =f , = 7.6(f, V4 474.341640 psi.
Moment of Crack = Mcr = f rIgl(hposL/2) = 13561
_-- --- - -- - _11.31
Deflection = f/E ,Ig
This is less.thsn the allowed amount?
above ground
THESE PLANS AND ALL PROPOSED WORK
t ARE SUBJECT TO ANY CORRECTIONS -
REQUIRED BY FIELD INSPECTORS THAT
MAY Bri: NECE6nRY 1M 0R0ERT0?k-
�0;"PIPLti'vilfTWn?!,A MVICA_A- ACODES
Pace 5
MecaWind Std v2.2.6.1 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
Date 12/6/2016 Project No. JobNO
Company Name True Designed By Engineer
Address Address Description : Description
City City Customer Name Customer
State State Proj Location Location
File Location: C;\Users\James\AppData\Roagling\MecaWind\Default.>md
Input Parameters: Other Structures a Building Appurtances MWFRS (Ch 29)
Basic Wind Speed(V) 170.00 mph _
Structural Category II Exposure Category C
Natural Frequency N/A Flexible Structure No
Importance Factor = 1.00 Kd Directional Factor - 0.85
Alpha 9.50 Zg 900.00 ft
At 0.11 at 1.00
Am = 0.15 Bm = 0.65
Cc - 0.20 1 - 500.00 fc
Epsilon 0.20. Zmin. 15.00 ft
B - Horizontal Dim. - 20.00 ft Ht- Grade to Top of Sign. 6.00 ft
H - Sign Depth 9.30 ft S - Vertical Sign Dim. . 6.00 ft
Bs- Ratio of B / S - 3.33 '•6 Sh- Ratio of S / Ht - 1.00
E - Solidity Ratio 100.00 i Elb - Base Elevation .00 It
Gust Factor Calculations
Gust Factor Category I Rigid Structures - Simplified Method
Gusts: For Rigid Structures (Nat. Freq,1 Hz) use 0.85 = O.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm; 0.6•Ht = 15.00 ft
lzm; Cc•(33/2m)=0.167 0.23
Lzm: 1•(Zm/33)-Epsilon = 427.06 ft
Q:
Gust2: 0.925•((1a3.7•lzm•F.9•Q)/(1.1 .7•J.9 •lzm)) = 0.90
Gust Factor summary
Not a Flexible Structure use the Lessor of Gustl or Gu5t2 = 0.85
Design WindVPressuure - Otheer Structures q.H_Pies CY( 1.37). THESE PLANS AND ALL PRMOSED WORK
ft
----------------- ---------------paf------- '�� ARE SUBJECT TO ANY CORRECTIONS
6.00 0.85 1.00 32.030 31.30 REQUIRED 71pf IRED BY FIELD INSPECTORS T/HRT
1� Note: W_Pres_Cf is Wind Pressure based on Cf(Force Coefficient);•s'{9.a.1 qW1Y A(6fiL^p tfy,�RrY�llf3 q�la,DgGFRTN -..
Figure 29.4-11 Wind Loads for Solid Signs a Freestanding wails .MOu7PL,I LC11H,r!LrYPP'6ICACdDE.'
Cf - Force Coefficient • 1.37
Rd - Reduction Factor il-(1-E)'1,5) • 1.00
K. 0.85
Kzt 1.00
Q. - 32.03 psf
Wind Pressure at Elevation 6 ft - 37.30 psf
Notes: 1) Signs with openings comprising < 30% of gross area are considered solid signs
2) Force Coefficients for solid signs with openings shall be multiplied by Rd
3) Case C only applies when Be >- 2