HomeMy WebLinkAboutX2020-0536 - CalcsGlen T. Davis P.E. x ocjljtQ
27336 Vista Azul gi-lu Mby i AYIyUYl
Capistrano Beach, CA 92624 "'3
(714) 448-3063 .
Civil Engineering - Construction Management
ENGINEERING CALCULATIONS
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PREPARED BY:
Glen T. Davis, P.E.
27336 Vista Azul
Capistrano Beach, CA 92624
(714) 448-3063
These calculations prepared by the engineer for this project are instruments of the project engineer's work and are the exclusive
property of the engineer. Their use or publication shall be restricted for the use solely with respect to this project. The engineer shall
be deemed the author of these documents and shall retain all common law, statutory and other reserved rights including copyright.
The engineer's calculations shall not be used in part or in whole by the owner or others for other projects, additions to this project or
for completion of this project by others except by agreement in writing and with appropriate compensation to the engineer.
BUILDING DIVISION
PAP - 2 2020
BY: S.E.C./PF-
Project Title: Screen Wall
Engineer:
'Project ID:
Project Descr: Wall Retrofit
DESCRIPTION: 6 foot Screen Wall 2016 CBC Table 1610.1'- Assume SC soil. Side yard - assume minimum wind load due to limited exposureCriteria
Soil Data
Calculations per ACI 318.14,
ACI 530-11, IBC 2015,
Retained Height = 1.00 ft
Allow Soil Bearing.. _
1,500.0 psf
CBC 2016, ASCE 7.10
Wall height above soil = 6.00 ft
Equivalent Fluid Pressure Method
Slope Behind Wall 0.00:1
Heel Active Pressure =
60.0 psf/ft
Height of Soil over Toe 24.00 in
Toe Active Pressure =
60.0 psf/ft
Water height over heel _ 0.0 ft
Passive Pressure _
100.0 psf/ft
Vertical component of active
Soil Density, Heel =
120.00 pcf
Lateral soil pressure options:
Soil Density, Toe =
120.00 pcf
USED for Soil Pressure,
Friction Coeff btwn Ftg & Soil =
0.250
USED for Sliding Resistance.
Soil height to ignore
USED for Overturning Resistance.
for passive pressure =
12.00 in
Surcharge Loads
Lateral Load Applied to Stem
Adjacent Footing Load
Surcharge Over Heel : = 0.0 psf
Lateral Load =
0.0 plf
Adjacent Footing Load
_ 0.0 lbs
:. Used To Resist Sliding &.Overturning
...Height to Top =
0.00 ft
Footing Width
= 0.00 ft
Surcharge Over Toe = 0.0 psf
...Height to Bottom =
0.00 ft
Eccentricity
= 0.00 in
NOT Used for Sliding & Overturning
Wall to Ftg CL Dist
= 0.00 ft
Axial Load Applied to Stem
Footing Type
Line Load
=
Axial Dead Load 0.0 lbs
Base Above/Below Soil
at Back of Wall
0.0 ft
Axial Live Load = 0.0 lbs
Wind on Exposed Stem =
16.0 psf
Poisson's Ratio
= 0.300
Axial Load Eccentricity = 0.0 in
Project Title: Screen Wall
Engineer:
Project ID:
Project Descr: Wall Retrofit
Fiie=0.1UsemIGLENT f.bANOOCUME 11ENERCA 1
1 Cantilevered Retalnlna Wall 1WaI1' M.ec�$
DESCRIPTION: 6 foot Screen Wall. 2016 CBC Table 1610.1- Assume SC soil.
Side yard - assume minimum wind load due to limited exposure
Design Summary
Dead Load
Stem Construction
Modular Ratio'n' = 21.48
Top stem
Wall Stability Ratios
Short Term Factor = 1.333
Design Height Above Ftg
ft=
Stem OK
0.00
Overturning _
323 OK
Wall Material Above "HW
=
Masonry
Masonry Design Method = ASD
= 150.00 pd
Thickness
in=
8.00
@ Btm = 3.00 in
fc psi=
Rebar Size
_
# 4
Total Bearing Load =
1,086 lbs
Rebar Spacing
in =
32.00
... resultant eco. _
2.69 in
Rebar Placed at
=
Center
Soil Pressure .@Too =
1,3721psf OK
DesifbIFB+Dfa/Fa.
=
0.454 0.000
Soil Pressure @ Heel =.
75 psf OK
Total Force @.Section
lbs =
6.0
Allowable 1,500 psf
Soil Pressure Less Than Allowable
Moment.... Actual
ft -1=
314.0
ACI Factored@ Toe =
1,647. psf
Moment...., Allowable
ft -I =
691.3
ACI Factored oQ Heel =
90 psf
Shear..... Actual
psi =
0.1
Footing Shear @ Toe =
2.1 psi OK
Shear..... Allowable
psi =
51.6
Footing Shear @Heel _.
0.3 psi OK
Wall Weight
psf=
84.0
Allowable =
75.0 psi
Reber Depth 'd'
in =
3.75
Sliding Calcs Slab Resists All Sliding I
Lap splice if above
in=
24.00
Lateral Sliding Force =
84,0
Lap splice if below
in=
24.00
Hook embed into footing
in =
Masonry Data
Fm
psi=
1,500
Fy c
psi=
Solid Grouting
_
.Yes
Load Factors
Toe Width
= 0.50 ft
Dead Load
1.200
Modular Ratio'n' = 21.48
Live Load
1600
Short Term Factor = 1.333
Earth, H
1600
Equiv. Solid Thick. in = 7.60
Wind, W
1.600
Masonry Block Type = 3
Seismic, E
1.330
Masonry Design Method = ASD
= 150.00 pd
Min. As %
Concrete Data
Cover @ Top 2.00
@ Btm = 3.00 in
fc psi=
Toe: Not req'd, Mu < S' Fr
Fy psi =
Footing Dimensions & Strengths
Toe Width
= 0.50 ft
Heel Width
= 1.00
Total Footing Width
_ 1.50
Fooling Thickness
= 18.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= .0.00 ft
fc = 2,500 psi
Fy 60,000 psi
Footing Concrete Density
= 150.00 pd
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm = 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure = 1,647
90 psf
Mu': Upward = 315
33 ft -Ib
Mu': Downward = 124
52 ft -Ib
Mu: Design = 191
19 ft -Ib
Actual 1 -Way Shear = 2.11
0.27 psi
Allow 1 -Way Shear = 75.00
75.00 psi
Toe Reinforcing = None Spedd
Heel Reinforcing = None Spedd
Key Reinforcing = None Spec'd
Other Acceptable Sizes &. Spacings
Toe: Not req'd, Mu < S' Fr
Heel: Not req'd,Mu<S"Fr
Key: No key defined
Project Title: Screen Wall
Engineer: :.
Project ID:
Project Descr: Wall Retrofit
DESCRIPTION: 6 foot Screen Wall.
2016 CBC Table 1610.1 - Assume SC soil. Side yard - assume minimum wind load due to limited exposure
Summary of Overturning & Resisting
Forces &'Moments
.....OVERTURNING.....
.....RESISTING.....
Force
Distance Moment
Force Distance Moment
Item lbs
it ft -Ib
lbs it ft -Ib
Heel Active Pressure = 187.5
0.83 156.3
Soil Over Heel = 40.0 1.33 53.3
Surcharge over Heel =
Sloped Soil Over Heel _
Toe Active Pressure = -367.5.
1.17 -428.8
Surcharge Over Heel. _
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load _
*Axial Live Load on Stem =
Load @ Stem Above Soil = 96.0
5.50 528.0
Soil Over Toe _ 120.0 0.25 30.0
Surcharge. Over Toe. _
StemWeight(s) = 588.0 0.83 490.0
Earth @ Stem Transitions =
Total _. -84.0
O.T.M. 255.5
Footing Weight _ 337.5 0.75 253.1
ResistingfOverturningRatio
= 3.23
Key Weight _
Vertical Loads used for Soil Pressure=
1,085.5 lbs
Vert. Component - 1.50
Total = 1,085.5 lbs R.M.' 826.5
*Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
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