HomeMy WebLinkAboutPrecast wall calcs Baron Island Storage Design Calculations
for
Precast Concrete Fence
as manufactured by:
Precast Wall Systems
Located:
1858 NW 22n" Court
Pompano Beach, FL 33069
for
170 mph , EXPOSURE "C"
for
8V -011 high wall, 3 " wail panel
7,000 psi' concrete
Digitally signed by James D
J a m e s D Bushouse
DN: c=US, o=James Bushouse
Prepared h : Inc,
P Y ou=A01410D0000016139E79DCA
James D. Bushouse, P.E. Bushouse Bu0h0�8A0 2, cn=James D
3300 NE 14th Terrace Date: 2020.10.27 1132:57 -04'00'
Pompano Beach, FI 33064
954-956-2203 James Bushouse, State of Florida, Professional Engineer,
jimAiamesbushouseinc.com License No. 20311
This item has been electronically signed & sealed by James
Bushouse, P.E. on October 27, 2020 using a Digital Signature.
James D. Bushouse, P.E. Printed copies of this document are not considered signed &
Professional Engineer #20311 sealed & the signature must be verified on any electronic copies.
State of Florida
Pagel Co F 7
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 3"thick precast wall panel support by precast post at a
twenty foot on center spacing.The height of the fence is 8 feet.
The calculations of the wind loads are based on ACSE Standard 7-10 for 170 mph,
3-second gust wind in exposure Category"C".
The Fence Panel design is the same for all fence heights.The Post and Foundation
design varies per the 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 Ultimate Strength Design of 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 lol
tests done on the components or the fence system as a single unit.
Wind Load Calculations
Wind Speed =V= 170 mph
Category= 2
Kd= 0.85 Kzt= 1 Exposure C
Kz= 0.85
Velocity Pressure = qz= .00256 K2 K2, Kd V21= 32.03 Ib/ft2
From attached Meca Wind Calculations
CF= 1.39
GF= 0.85
AF= 1
F = qz GF CF AF= 37.84345 Ib/ft2
Page 2
Fence Wall Calculation Sheet
Assumed a one way slab design with 2 edges discontinuous
Fy- 70000 psi
Fe= 7000 psi
W= 37.84 psf
L= 20 ft
M„_ I(WL )/8 = I 1,892 Ib-ft I 22.704 kip-in
Assume:
b= 1 12 in
d = 1.5 in
Md= 0.9p Fy bd2 x(1-.59p x F�F,)
Therefore solving for p=> Ip= 1 0.014779372
Horizontal steel
If p=Agl(bd);then solving for A$ = 0.266028687 in
Mesh system (#3 @ 4"o.c.) = 0.33 sq. in. > 0.27 required
Vertical steel
p= 0.002 min.
b= 12 in
t= 3 in
Ag= pbt= 0.072 in'
Use#3 @ 12" O.C. As= 0.110> 0.072 req.
Design of W-0" post
LPosT= 1 8 ft
Hu = Total wind force on post= LPosT x L x W11000= 6.0544 kips
d = 2.5
= 0.11
0 = 350
kp= 3.6901723 = (1 + Sin 0)1(1 --SinO)
f= 2.0029022 = .82 (Hj dkp6)112 Location of Max Moment below ground surface
MmAx= H„ (e+ .667 f) = 32.30589 kip-ft Assume e = U2
- 387.6707 kip-in
Page 3
Id = 10.75 in
b= I 13 in
Md= 0.9p Fy bd2 x(1-.59p x F/F°)
Solving for p => p= 0.004212
A9= pbd 0.59 in' Use 245 bar each side,As= 0.62 > 0.59 required
Shear reinforcing based on thickness of the web
Max Vu = Hu= 1 6054.4 psi
Allow Vc=2°0.85°Fr"2= 142.2322 psi
Uu = H„1(b`d) 43.32308 psi
Ok? YES Provide#3 Hoops @ the following spacing:
First Hoop @ 3"above footing
Then 4 Y2"o.c.to 2'-6"
Then balance at 18"o.c.
Shear Strength of flange
phi 1 0.851 Ib= I 4.5 in
fe= 1 70001 psi Id I3.25 in
Allow V,,=1 142.2322 1 psi
Wherefore Vu =VG'b*d = 2080.146 Ibs
JiLoading on Flange From Panel
WL12 = I 378.4 Ibs
Ok? I YES
Foundation Design for 8'-0" Fence in dry, undisturbed, medium density, sandy soil
F = 6.054 kips Acting @ e 4 ft. above ground
d = 2.6 ft
L= 4.75 ft.
= 0.11
0 = 35 °
kp= 3.6901723 = (1 +Sin 0)I(1 —SinO)
Hu=.5 d L3 SKp/(e+L) = 1 6.214728
Since H„> F; Use L=4'-9"
Page 4
Foundation Design for 8'-0" Fence in saturated,undisturbed,medium density sand
F 6.054 kips Actin e 4 ft. above ground
d= 2.5 ft
L= 6.33 ft.
0.076
0 = 270
kp= 2.6629399 = (1 + Sin 0)/(1 —SinO)
Hu=.5 d L3 dKp/(e t L)= 1 6.2114s
Since H.> F;Use L=6-4"
Foundation Design for 8'-0"Fence in Solid flock(Limestone or Sandstone)
F = 6.054 kips Acting @ e 4 fl above ground
Bearing Capac = I 12 KSF
d = I 2.5ft
Taking the moment @ 0, and solving for LFOUNO
2.8878787 ft
Foundation Design for Spread Footing
See attached spread footing design by Archon
Use 4'x 4'x 18"deep concrete footing with 445 rebar each way top and bottom
Calculation of Deflection to Post and Wall
Allowable deflection:
Using the ACI code table 9.5(b)value for Maximum Deflection
Defm�= U180= 1.333333 in_ For the Wall Panel
Def,,,@ = U180 I 0.533333 in. For the Post
Wall panel deflection:
Modulus of Elasticity= E,= 3600000 psi.
Thickness of wail= hsjsb= 3 in.
Mom. of Inertia= 19=L"hs� 3112= 540 in.°
Modulus of Rupture=f,=7.5(f,'n'= 627,4950199psi.
Moment of Crack = Mcr=f,ld(hs,ab/2)= 225698.2 Ib-in.=
18.82485 kip-ft.
Deflection=f/E.I9=5wL./384EI = 0.8349 1in
This is less than the allowed amount? Yes
Post Deflection:
Modulus of Elasticity= E�= 3600000 psi.
Thickness of Post=hposi= 12 in.
Mom. of Inertia= 12= hi,,,°/12= 1728 in.
Modulus of Rupture=fr=z 7.5(f�'a) 474.3 psi.
Moment of Crack= Mcr=frld(hposV2)= 136598.4 ib-in.=
11.3832 kip-ft.
Deflection=VEJO=WL l6EI = 0.000994 in
This is less than the allowed amount? lyes Page 5
Meca ind Std v2 .2.5 . 1 per ASCE 7-10
0ave1aped by MCA Enterprises, Inc_ Copyright Nnx.:secaenceroriaee.ea.
Date t 2/21/2018 Project No. , JobNO
Company Name i True Dasigned By ; Engineer
Addreae : Address Deecriptioa x Dsscrlption
City , Clty Customer Name : Cuetnaer
state : State Droj Lotatioa . Location -
Hiie Location: C:\Veera�Jaaaa\hppData\RoamingiNacaNlad\➢e2ault.vnd
rnput Pacamatera: Other 8truatures 4 Building AVVUrtaaaae 1niPRe (Ca 29)
Basin Wind Spead(V) • 170,00 mph
structural Category - 11 Exposure Category, • C
Natural FraqusaCy N/A PleKible structure ^ No
loportanoe Factor 2.00 Rd Direotianal Eaccar - 0.55 -
Alpha 9.50 0g ^ 900.00 It
At • 0.11 at - 1.00
Am ^ 0.15 8m • 0.65
CC 0.20 3 500.00 it
SpoilOa 0.2a rain 15.00 it
D - Horizontal Dim. ^ 20.00 It Nt- Orede to Toy Of Sign- 8.00 It
N - sign Depth • 0.38 It 9 - Vertioal Sign Din. . 9.00 It
Ds- Ratio of n f 9 2.50 ah- Ratio Ot 8 / Rt • 1.00
R - 80lidity Ratio •• 100.00 l E1b - Dana Elevation • .00 it
Oust taator calculations
.(fist Factor Category I Rigid Structures eimplifiad Method
Queue For Rigid Structures (Nat. Sreq.>l Raj use 0.85 ^ 0.65
suet yactor Category 11 Rigid Structures - Complete Analysis
Smi C.8•Nt 15.0E It
Sag, Cc•(33/92)a0.187 0-23
Lzu: 11(lm/331-Epailon 427,09 it
Q: 11/11+0.63•(IB+AC)/ism)"O,S3))�0,5 0.95
Quota, 0.925+((1+1.7•lzn•3.i`Q)/(1.Y.7.3,a•lzm)) 0.90
Oust Fact" Summary
Not a ElaXjbls Structure use the Le94or of Qusti or GDat2 0.85
Design Wind Pressure - Mher structures
Elnv Es rat qs. H yras at( 1,39)
ft Par vat
-- ------- ------- -------- ----- ----------- �
9,00 0.0$ 1.00 32.030 37.8%
Note: "CV Cf Is Wind PresbdY* based On CtWorce COaffiCis2t)
Elggrs 39 A-I( Nind Loads for f(olid Sigma I Rresstanding Halle
Cf - Force Coefficient
Rd - Reduction yECtOI
Ka 0.85
Rat 1.00
04 - 32-03 psf
Wind Preasura at sievatioa a Et . 37.64 par
{I
,
ARCHON SINGLE FOOTING OUTPUT:
ANALYSIS OUTPUT:
Resultant is outside middle third
Punching Shear Stress=5.06 psi
Allowable punching Shear Stress=219,09 psi
Concrete Beating Stress=75.83 psi
Allowable Concrete Bearing Stress=1785.00 psi
Soil Bearing Pressure=1515,1 psf
Allowable Soil Bearing Pressure=2500.0 psf
Max bending stress in footing is 42.01 psi
This is less than the ACI plane concrete limit
of 178.01 psi
Based on the above no reinforcement
is required if the footing max side
dimension is less than 36.0 It
or expansion joints are planed at this
dimension around the column.
For general crack controt it is recommended that
#3 bars be placed in the center at 12 inch spacing each way. -r p ,rig
ANALYSIS SUPPORT DATA: 7Za L C7 4,1� r N . c�k—0^1 tO _
Maximum Bending Moment=1792.5 ft-Ibs
Rebar yield strength=60000,0 psi
Concrete Compressive Strength=3000.0 psi
Concrete Density=145.0 pcf
Fill Density=120,0 pef
Fill Height Over Footing=0,5 It
Reber Cover=3.00 in
CORNER PRESSURES-
Upper Left=1516.07 pat
Upper Right=1515A7 pat
Lower Left=7,43 psf
Lower Right=7.43 psf
ACI Minimum Steel Area=0.39 sq-in
ACI Maximum Steel Area=146 sq-in
GEOMETRY/LOADS:
Slab X Dimension= L00 ft
Slab Y Dimension=4.00 It
Column X Side Dimension=1,00 ft
Column Y Side Dimension=1,00 ft
Column Location on Slab,X direction=2A0 ft
Column Location on Slab,Y direction-2.00 ft -
Slab Thickness=18.00 in
Applied Load on Column,Factored=10920.00 Ibs
Applied Load on Column,Unfactored=7800.00lbs
Applied Moment about X axis,Factored=33880.00 ft-lbs
Applied Moment about y axis,Factored=0.00 ft-Ibs
Applied Moment about X axis,Unfactored=24200.00 ft-Ibs
Applied Moment about y axis,Unfactored=0.00 ft-Ibs
Uplift lead=0.00 lips
3It
—7r