Wall revision-Eng report.pdf1 L i'1 ftg
7/26/18
UPSTATE
engineering
PO BOX. 952 LYNNWOOD, WA 98066
T. (206) 260-4715 F. (206) 834-6261
SERVICES@UPST8.COM
July 26, 2018
John Murphy
Murphy Building Co.
6203 202nd Street SW
Lynnwood, WA 98036
Re: Upstate Job#0719
O'Neal Residence
Foundation Wall Revision
To Whom It May Concern:
A representative from this office inspected the formwork for the foundation wall along the entry
area and around the corner to the south. Site conditions required that the wall within this area be
12'3" tall from the top of footing to the top of wall. A slab will be installed approximately ZY
above the toe side of the footing.
The attached calculations show that the wall is structurally adequate to resist the required loads
with no revisions to the dimensions nor reinforcement.
Attached are revised calculations and revised foundation detail. Should there be any questions or
comments please contact our office.
Sincerely,
rA�
Andrew Gahan, PE
0419
O'NPAL 0:
1Z6VS5bD CAt4-FSLP-V1--lF D rOUNDA-FZON VIALL
DgsZgN FOtz AXEA l;*Gur-I?SNq 1Z3" HEZ4-HT
;]
FRAMING PER PLAN
LOCATION BY OTHERS
COMPACTED FRONT FILL
1: 2 (V: H) MAX SLOPE
EXTEND 6'-0" MIN
or
4" SLAB W/
6X6 W1.4 X W1.4 WWF
OR #3 ® 12"o/c E.W. `
CONCRETE FOOTING
w/ #4 CONT @ 10"o/c
GENERAL NOTES:
IBC 2015 EDITION
35 PCF EQUIVALENT FLUID PRESSURE
3000 PSF SOIL BEARING CAPACITY
50 PSF SURCHARGE (TOE SIDE)
8H LATERAL SEISMIC LOAD
5 1/2 SACK CEMENT PER CUBIC YARD, 2500 PSI
MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6
GALLONS WATER PER SACK
GRADE 60 STEEL FOR #5 & LARGER
GRADE 40 STEEL FOR #4 & SMALLER
BACKFTL L WITH PC_OUROUS MATERIAL; PROVIDE
TEMPORARY BRACINGS AS REQUIRED UNTIL SLAB
IS CONSTRUCTED AND CURED
WALL PER PLAN OR SW SCH
(2)— #4 CONT 0 TOP
6"MIN
HORIZONTAL BARS:
PER SCHEDULE
VERTICAL BARS:
PER SCHEDULE
FTG DOWELS W/
STD HOOK INTO FTG: MAX HEIGHT
PER 2"CLR SAME AS VERT BAR OF BACKFILL:
SCHEDULE SPACING PER SCHEDULE
LAP: 30"MIN
•
YCLR
I=LG
WALL
HEEL
TOE —
TOE BARS:
PER SCHEDULE
- 2" TOP CLR
4" 0 FTG DRAIN
IN GRAVEL POCKET
BEARING
SOIL
FTG THCK
f
REINFORCEMENT AND FOOTING SCHEDULE
MAX HEIGHT
OF BACKFILL
VERTICAL
REINFORCEMENT
HORIZONTAL
REINFORCEMENT
TOE
WIDTH
WALL
WIDTH
HEEL
WIDTH
FOOTING
THICKNESS
TOE BARS
FRONT
FILL REQ'D
6'-0"
#5 @ 16" O.C.
#5 @16" O.C.
2'-0"
8"
4"
12"
#5 @ 12" OC
12" OR SLAB
8'-0"
#5 @ 12" O.C.
#5 @16" O.C.
2'-9"
8"
10"
12"
#5 @ 12" OC
12" OR SLAB.
LA
#5 @16" O.C.
2'-9"
8"
1'-4"
12"
#5 @ 12" OC
a,eoVETOE
TYPICAL CANTILEVERED
FOUNDATION WALL NTS
PO BOX 952 Title 12'-3".SLAB @ 27' Page: 1
LYNNWOOD, WA 98046 Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
UPSTATE (206) 280-4715 Description.
ngineering SERVICES@UPST8.COM O'NEAL
This Wall in File: C:\Users\Andy\Documents\UPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetainPro (c) 7987-2016, Build 71.76.07.15
KW-
License : 06060767
Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
esneg
License To .Upstate Engineering
Criteria
, Soil Data
'
Retained Height =
11.75 ft
Allow Soil Bearing = 3,000.0 psf
Wall height above soil =
0.50ft
Equivalent Fluid Pressure Method
Total Wall Height =
12.25ft
At -rest Heel Pressure = 35.0 psf/ft
Top Support Height =
2.25 ft
Passive Pressure = 300.0 psf/ft
Soil Density = 135.00 pcf
Slope Behind Wal =
0.00
FootingIlSoil Frictior = 0.500
Height of Soil over Toe =
27.00 in
Soil height to ignore
for passive pressure = 1200 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
-Used To Resist Sliding & Overturning
Surcharge Over Toe = 50.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem '
Axial Dead Load = 245.0 Ibs
Axial Live Load = 345.0 Ibs
Axial Load Eccentricity = 0.0 in
Uniform Lateral Load Applied to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0 00 ft
...Height to Bottorr
= 0.00 ft
Load Type
= Wind (W)
(Strengtn Level)
Wind on Exposed Stem = 0.0 psf
Thumbnail
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
0 0 ft
at Back of Wall
Poisson's Ratio =
0.300
Earth Pressure Seismic Load ' Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf
Stem Weight Seismic Load ' Fp / Wp Weight Multiplier = 0 000 g Added seismic per unit area = 0.0 psf
Design Summary Concrete Stem Construction
Total Bearing Load = 5,675 Ibs Thickness = 8.00 in Fy = 60,000 psi
...resultant ecc. = 8.30 in Wall Weight = 100.0 psf fc = 3,000 psi
Stem is FREE to rotate at top of footing
Soil Pressure @ Toe =
1,195 psf OK
Soil Pressure @ Heel =
1,195 psf OK
Allowable =
3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
184 psf
ACI Factored @ Heel =
2,741 psf
Footing Shear @ Toe =
1.2 psi OK
Footing Shear @ Heel =
3.0 psi OK
Allowable =
75 0 psi
Reaction at Top =
4,201.8 Ibs
Reaction at Bottom =
2,255.8 Ibs
Sliding Calcs
Lateral Sliding Force = 2,255.8 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1 600
Wind, W
1 000
Seismic, E
1 000
Mmax Between
@ Top Support
Top & Base
@ Base of Wall
Stem OK
Stem OK
Stem OK
Design Height Above Ftg
= 2 25 ft
0.00 ft
0 00 ft
Rebar Size
= # 5
# 5
# 5
Rebar Spacing
= 8.00 in
8.00 in
8 00 in
Rebar Placed at
= Edge
Center
Center
Rebar Depth 'd'
= 5.50 in
4 00 in
4.00 in
Design Data
fb/FB + fa/Fa
= 0 758
0.000
0.000
Mu... Actual
= 8,002.2 ft-#
0 0 ft-#
0.0 ft-#
Mn " Phi. ...Allowable
= 10,552.0 ft-#
7,413 2 ft-#
7,413 2 ft-#
Shear Force @ this height
= 4,202.3 Ibs
2,863.5lbs
Shear.. Actual
= 63.67 psi
59.66 psi
Shear ...Allowable
= 82.16 psi
82 16 psi
Other Acceptable Sizes & Spacings:
Toe: None Spec'd
-or- Not req'd:
Mu < phi'Slambda"sgrt(fc)'Sm
Heel: None Spec'd
-or- Not req'd:
Mu < phi"5lambda"sgrt(fc)'Sm
Key: No key defined
-or- No key defined
PO BOX 952 Title 12'-3"•SLAB @ 2'3" Page : 2
LYNNWOOD, WA 98046 Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
UPSTATE
A E (206) 280-4715 Description .
SERVICES@UPST8.COM O'NEAL
This Wall in File: C:\Users\Andy\Documents\UPST8 MAIN\2017
License: KW06060767' "' "'" Restrained Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13
Concrete Stem Rebar Area Details
Top Support
Vertical Reinforcing
As (based on applied moment)
0 3432 in2/ft
(4/3) " As:
0.4576 in2/ft
200bd/fy : 200(12)(5.5)/60000 :
0.22 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Required Area
0.3432 in2/ft
Provided Area
0.465 in2/ft
Maximum Area:
0 8941 in2/ft
Mmax Between Ends
Vertical Reinforcing
As (based on applied moment)
0 in2/ft
(4/3) " As :
0 in2/ft
200bd/fy : 200(12)(4)/60000 :
0.16 in2/ft
0 0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Required Area
0.1728 in2/ft
Provided Area :
0 465 in2/ft
Maximum Area :
0.6503 in2/ft
Base Support
Vertical Reinforcing
As (based on applied moment)
0 in2/ft
(4/3) ` As :
0 in2/ft
200bd/fy : 200(12)(4)/60000 :
0.16 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Required Area
0.1728 in2/ft
Provided Area
0.465 in2/ft
Maximum Area.
0 6503 in2/ft
Footing Strengths & Dimensions
Toe Width =
2.7.5 ft
Heel Width =
2.00
Total Footing Widtt =
475
Footing Thickness =
13.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
40,000 psi
Footing Concrete Density =
150.00 pcf
Min As % =
0.0018
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0 432 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38 75 in
#6@ 27.50 in #6@ 55.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.432 in2
Min Stem T&S Reinf Area per ft of stem Height: 0 192 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0 000 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of:
#4@ 0.00 in #4@ 0.00 in
#5@ 0.00 in #5@ 0 00 in
#6@ 0 00 in #6@ 0.00 in
Footing Design Results
-
100
eel
Factored Pressure =
184
2,741 psf
Mu': Upward =
2,563
2,676 ft-#
Mu': Downward =
2,418
1,865 ft-#
Mu: Design =
145
-810 ft-#
Actual 1-Way Shear =
1.24
3 00 psi
Allow 1-Way Shear =
75.00
75 00 psi
Min footing T&S reinf Area
1.33 in2
Min footing T&S reinf Area per foot 0.28 in2 ift
If one layer of horizontal bars:
If two layers of horizontal bars
#4@ 8.55 in
#4@ 17.09 in
#5@ 13.25 in
#5@ 26.50 in
#6@ 18 80 in
#6@ 37.61 in
PO BOX 952 Title 12'-3".SLAB @ 2'3" Page: 3
LYNNWOOD, WA 98046 Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
UPSTATE (206) 280-4715 Description .
engroeenng O'NEAL
SERVICES@UPST8.COM
This Wall in File: C:\Users\Andy\Documents\UPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetainPro (c) 1987-2016, Build 11.16.07.15
License: KW-06060767
Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Upstate Engineering
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = Ibs
ft
ft-#
Axial Dead Load on Stem = 590 Olbs
3.08 ft
1,819.2ft-#
Soil Over Toe = 835 3lbs
1.38 ft
1,148.6ft-#
Adjacent Footing Load = Ibs
ft
ft-#
Surcharge Over Toe = 137.5lbs
1 38 ft
189 1 ft-#
Stem Weight = 1,225.Olbs
3.08 ft
3,777 1ft-#
Soil Over Heel = 2,115 Olbs
4.08 ft
8,636.3ft-#
Footing Weight = 771.9lbs
2.38 ft
1,833.2ft-#
Total Vertical Force = 5,674 7lbs
Moment =
17,403 3ft-#
Net Mom. at Stem/Ftg Interface =
-3,925.9 ft-#
Allow. Mom. @ Stem/Ftg Interface =
4,633.3 ft-#
Allow. Mom. Exceeds Applied Mom.?
Yes
Therefore Uniform Soil Pressure =
1,194.7 psf
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
PO BOX 952 Title 12'-3"SLAB @ 2'3" Page: 4
LYNNWOOD, WA 98046 Job # .0934 Dsgnr: amg Date: 26 JUL 2018
S'I n'TE (206) 280.4715 Description....
SERVICES@UPST8.COM O'NEAL
This Wall in File: C:\Users\Andy\Documents\UPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetalnPro (c) 1987-2016, Build 11.16.07.15
License: KW-06060767 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13
License To : Upstate Engineering
Rebar Lap & Embedment Lengths Information
Stem Design Segment Near Top Support
Stem Design Height: 2 25 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment = 21 36 in
Lap Splice length for #5 bar extending up into this stem design segment from below = 21.36 in
Development length for #5 bar specified in this stem design segment = 16.43 in
Development length for #5 bar extending up into this stem design segment from below = 16.43 in
Stem Design Segment at Mmax Between Ends
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
21.36 in
Lap Splice length for #5 bar specified in this stem design segment =
21.36 in
Lap Splice length for #5 bar extending up into this stem design segment from below =
21.36 in
Development length for #5 bar extending down into this stem design segment from above =
16.43 in
Development length for #5 bar specified in this stem design segment =
16.43 in
Development length for #5 bar extending up into this stem design segment from below =
16.43 in
Stem Design Segment at Base Support
Stem Design Height: 0 00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
21.36 in
Lap Splice length for #5 bar specified in this stem design segment =
21 36 in
Development length for #5 bar extending down into this stem design segment from above =
16 43 in
Development length for #5 bar specified in this stem design segment =
16.43 in
Hooked embedment length into footing for #5 bar specified in this stem design segment =
6.00 in
As Provided =
0.4650 in2/ft
As Required =
0.1728 in2/ft
PO BOX 952 Title 12'-3"•SLAB @ 73" Page : 5
LYNNWOOD, WA 98046 Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
UPSTATE (206) 280-4715 Description....
cn9inccring SERVICES@UPST8.COM O'NEAL
This Wall in File: C:\Users\Andy\Documents\UPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetainPro (c) 1987-2016, Build 11.16.07.15
License: KW-060667 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13
License To :Upst07ate Engineering
Z-9, Z-0
PO BOX 952 Title 12'-3";SLAB @ 2'3" Page : 6
LYNNWOOD, WA 98046 Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
UPS I ATE1 (206) 280-4715 Description..
SERVICES@UPST8.COM O'NEAL
This Wall in File: C:\Users�Andy\DocurnerltskUPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetainPro (c) 1987.2016, Build 11.16.07.15
License : KW•0667 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13
License To :U06pst07ate Engineering
64IS cIN
CL
r..
rn
PO BOX 952 Title 12'-3"SLAB @ 213" Page : 7
LYNNWOOD, WA 98046 Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
UPSTATE (206) 280-4715 Description....
engineering SERVICES@UPST8.COM O'NEAL
This Wall in File: C:\Users\Andy\Documents\UPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetainPro (c) 1987-2016, Build 11.16.07.15
License: KW-060667 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13
License To :Upst07ate Engineering
Concrete EMasonry
Designer to determine bar cutoff locations
800.0lbs 2.400.0lbs 4,000.0lbs 5,600.0lbs 7,200.0lbs
0.0lbs 1 1.600.0lbs 1 3.200.0lbs 1 4.800.0lbs 1 6.400.0lbs I
ft
12.25
........... .I . ............ .I
PO BOX 952
LYNNWOOD, WA 98046
UPSTATE
rn9 ATEncering (206) 280-4715
SERVICES@UPST8.COM
Title 12'-3";SLAB @ 2'3" Page : 8
Job # : 0934 Dsgnr: amg Date: 26 JUL 2018
Description.
O'NEAL
This Wall in File: C:\UsersWndy\Documents\UPST8 MAIN\2017 (0695-0866 Orange)\0719 Nash - O'Neal Res
RetainPro (c) 1987-2016, Build 11.16.07.15
License: KW-..O 767 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To :Upstate Engineering
Concrete EMasonry Allowable Moment Line Top Support Mid -height EBase
Designer to determine bar cutoff locations
1,160.0 ft-# 3,480.0 ft-# 5,800.0 ft-# 8,120.0 ft-# 10.440.0 ft-#
0.0 ft-# 2,320.0 ft-# 4,640.0 ft-# 6.960.0 ft-# 9.280.0 ft-#
1.
11.7
2.25 ft
pp.
..»»......
...............
..�.,. _....
m
0.00 ti