HomeMy WebLinkAboutFOUNDATION WALL LETTER - 22-00063 - 744 Hillside Dr - New SFR
Date: 31 March 2022
Rexburg Building Department
Attn: Builder Inspector
Subject: Foundation walls for Hegsted Residence, Lot 4A, 744 Hillside Drive, Rexburg ID
The wall on the side and back of the garage changed to 15’ in height. To accommodate the new height,
the following engineering must be followed.
The footing will increase to 48” wide, centered on the stem. The footing is to be 12” thick. Use #4 @ 18”
O.C. each way in bottom of footing.
The foundation wall is to be 8” thick, with one mat of reinforcing steel. Use #4 @ 8” O.C. vertical and #4
@ 12” O.C. horizontal. At the top of the foundation wall, use #4 breakout bars @ 18” O.C. L=5’-0” to
connect to garage slab.
This design assumes a minimum of 8’-0” of grade will exist over the footing on the exterior side, see
sketch on the following page.
The other garage walls, measuring approximately 12’, can use the same reinforcing steel as detailed
above, rather than the #4 @ 4” spacing in the foundation table, due to the way the wall is restrained on
both sides by grade.
Please feel free to call with any questions or concerns.
Respectfully,
Jake Gregersen, P.E.
Structural Design
(801) 876-3501
03/31/22
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Thumbnail
8.00
7.00
0.00
174.00
1,600.0
35.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft
Active Heel Pressure =psf/ft15.00 ft=
Slope Behind Wall
Height of Soil over Toe
=
in
pcf
=
110.00=Soil Density
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Total Wall Height
15.00Top Support Height =ft
Soil height to ignore
Footing||Soil Friction =0.400
for passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Uniform Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load =lbs
Footing Type Line Load
Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
>>>Used To Resist Sliding & Overturning
Used for Sliding & Overturning
=
Poisson's Ratio
=0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==
at Back of WallWind on Exposed Stem =0.0 psf 0.300in
Load Type
(Strength Level)
Wind (W)=
Earth Pressure Seismic Load psf=Added seismic per unit area 0.0Kh=0.200 gSoil Density Multiplier
Sliding Calcs
=24.06 OKSliding Stability Ratio
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
2,490.0
29,906.3
=
-=
0.0
-
lbs
lbs
lbs OK
lbs OK
Lateral Sliding Force 1,346.4 lbs=
Key:No key defined No key defined-or-
Toe:
Heel:
Stem is FIXED to top of footing
=113.8 lbs 1,678.2 lbsShear Force @ this height
Shear.....Actual =2.37 psi 34.96 psi
82.16Shear.....Allowable =psi 82.16 psi
Load Factors
Building Code IBC 2015,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
Other Acceptable Sizes & Spacings:
Design Summary
=Total Bearing Load 6,225 lbs
...resultant ecc.0.00 in
Top & Base
=
ft-#
Soil Pressure @ Toe =1,556 psf OK
Soil Pressure @ Heel 1,556 psf OK
8.00
Soil Pressure Less Than Allowable
ACI Factored @ Toe =1,868 psf
1,600Allowable psf=
=
ACI Factored @ Heel =1,868 psf
Footing Shear @ Toe =2.1 psi OK
psi OK
Allowable =75.0 psi
Footing Shear @ Heel =9.2
Concrete Stem Construction
@ Top Support Mmax Between
Stem OKStem OK Stem OK
@ Base of Wall
Design Height Above Ftg ft=15.00 ft0.006.02 ft
Thickness =in
Rebar Size =###4 4 4
Rebar Spacing =8.00 8.00in 8.00in in
Rebar Placed at =Center
inlbsReaction at Bottom 1,346.4
Center Center
lbs=70.1Reaction at Top
Design Data=
fb/FB + fa/Fa =0.000 0.190 0.614
Mu....Actual =0.0 ft-#ft-#949.9 3,071.1 ft-#
Mn * Phi.....Allowable =5,001.8 5,001.8ft-#5,001.8ft-#
Wall Weight =100.0 psf
Rebar Depth 'd'=4.00 in in4.00 4.00
Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm# 4 @ 18.00 in
Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
-or-
-or-# 4 @ 18.00 in
Fy 60,000 psi=
f'c 3,000 psi=
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Hegsted
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Concrete Stem Rebar Area Details
Top Support Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0 in2/ft
(4/3) * As :0 in2/ft Min Stem T&S Reinf Area 2.880 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.3 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0573 in2/ft
(4/3) * As :0.0765 in2/ft Min Stem T&S Reinf Area 1.723 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.3 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Base Support Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.1854 in2/ft
(4/3) * As :0.2472 in2/ft Min Stem T&S Reinf Area 1.157 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1854 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.3 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Strengths & Dimensions
1.67
2.33
12.00
0.00
0.00
=Min. As %0.0018
f'c =2,500 psi
Toe Width =ft
Key Distance from Toe =
Heel Width =
Key Width =in
Footing Thickness =
Key Depth =
in
in
0.00
4.00=
ft
Cover @ Top =2.00 in @ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete Density
Fy =60,000 psi
Footing Design Results
Toe Heel
Factored Pressure =1,868 1,868 psf
Mu' : Upward =2,594 2,594 ft-#
Mu' : Downward =2,908 1,717 ft-#
Mu: Design =-315 -877 ft-#
Actual 1-Way Shear =2.13 9.23 psi
psiAllow 1-Way Shear =75.00 75.00
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.04
0.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing
Moment @ Top of Footing Applied from Stem =-1,919.5 ft-#
Sliding Forces
-1,048.9 lbs
Heel Active Pressure
=
Stem Shear @ Top of Footing
-297.5
Sliding Force
=
1,346.4 lbs
ft
Load & Moment Summary For Footing : For Soil Pressure Calcs
=
Forces acting on footing for sliding & soil pressure....
Net Moment User For Soil Pressure Calculations
0.0 ft-#
Soil Over Heel
lbs
Surcharge Over Heel
=
Axial Dead Load on Stem
=
0.83 2,215.3
ft-#ft
Soil Over Toe
=
2.00
ft
3,000.0
ft-#
2,658.3 lbs
=ft ft-#
Surcharge Over Toe
=
ft ft-#=
Stem Weight
1,466.7
lbs
3.17 4,644.4
ft-#ft
ft ft-#
1,500.0
lbs
=
Footing Weight
lbs
lbs
2.00 1,200.0
Base Moment =
600.0
9,140.3 ft-#=Total Vertical Force 6,225.0 lbs
Adjacent Footing Load
=lbs ft-#
Hegsted