Plans r,t
ri
r i r
Mark VanDomelen
- x
From: Mike K. Brown [ Mike .Brown @core - engineering. net]
Sent: Thursday, July 01, 2010 11:13 AM
To: Mark VanDomelen
Cc: Gayland Forsberg; Kelly Ritz
Subject: Lot 58, Arlington Heights Retaining Walls
Attachments: image001.gif
Mark,1 ,
I had a lengthy discussion with Eric Watson regarding the retaining walls and buttresses. One item we need to add to
the drawings is that the restrained retaining walls along the front need to have the following horizontal reinforcing:
• 16 foot high wall 144 at 12" o.c.
• 13 foot high wall #5 at 8" o.c.
• 12 foot high wall #6 at 6" o.c.
-Mike
c/ae2, &owa, S.E.
NI C °. I i
3501 W. Elder St. iM &T — C
Boise, ID 83716
Office: 208 - 386 -9170 City of Tigard
Direct: 208-908-4800 A:.t • -1 Plan
Cell: 208 - 850 -7542 B ,���, \�. Date
Fax: 208 - 386 -9076 .. •_ __..
Mike.brown@core- engineering.net z G� e . 4 'isr-\ C T
REVISION
OFFICE COPY
MICHAEL K. BROWN
Registered Professional Structural Engineer
In Partners With
Structural Engineers
E 3 501 "test Elder St r e et, ' >u l t e 100
Boise, Idaho 83705
ENGINE RING Ph. (208) 386 -9170
=--w Fax(208)386 -907h
www.core- engineering.net
BASEMENT RETAIN IN 4.; WALL DESIGN
CALCULATIONS
FOR
LOT 58, ARLINGTON HEIGHTS
l TIGARD, 0
CORE ENGR. JOB # B10- 91
ncTu
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!i
411114
f lc L 7 ." ..._:, ' , c fj
EX PIRAT10 D T E: ° 2 r ° ,
Prepared for:
StoneBridge Homes, NW, LLC
DMH Job #: 1480 -238
Date: 7-01-2010
The following calculations are for Retaining Wall engineering only. The design is based on information provided by the
client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from
information provided by the client invalidate this design. Core Engineering shall have no liability (expressed, or implied),
with respect to the means and methods of construction workmanship or materials.
Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty), Tort
(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other
incidental or consequential damage
4 i
-, • 3501 West Elder Street Suite 100
Boise, ID 83705
- .' Phone: (208) 386 -9170
Wi _ .� z: . :
� ,.
Fax: (208) 386 -9076
www.core - engineering.net
=ORE
ENGINEERING
Job Name: Lot 58, Arlington Heights By : MKB
Core Job Number: B10 -897 Date: June, 2010
Tall Retaining Wall Options:
Tall Walls shall be braced at floor level, therefore At Rest Wall Pressure is 60 PSF /FT
Top of Soil
Max Wall Height, 'H' = 16 Feet y
Horizontal Force at Bottom of Wall = 960 PLF
Horizontal Force 2' up from bottom = 840 PLF }
Average Load at Bottom of Wall = 900 PLF .` 'H'
-
}
Load for Analysis = 1800 PLF
k
Max Wall Height, 'H' = 13 Feet (4) #4 LONG &
#4 @ 24"
Horizontal Force at Bottom of Wall = 780 PLF. TRANS
2' 4
Horizontal Force 2' up from bottom = 660 PLF ' T
3
Average Load at Bottom of Wall = 720 PLF
Horizontal Reinforcing:
Load for Analysis = 1440 PLF Wall Ht. Wall Length Horizontal Reinf.
16' 5' #4 at 12" O.C.
Max Wall Height, 'H' = 12 Feet 13' 6' #5 at 8" O.C.
12' 9' #6 at 6" O.C.
Horizontal Force at Bottom of Wall = 720 PLF Vert. Reinf shall be #4 at 24" O.C.
Center all Reinforcting in Wall
Horizontal Force 2' up from bottom = 600 PLF
(See attached Enercalc Output
Average Load at Bottom of Wall = 660 PLF
Load for Analysis = 1320 PLF
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Concrete Beam Design Al Projects\ Projects12010ProjectsIB10- 897J1429Revision' 3 Car Garagel Calcsl RetairiingWalls lretainingwalls.ec6
g ENERCALC, INC. 1983 -2010, Ver: 6.1.50, N:89702
Lic. # : KW -06005725 License Owner: CORE ENGINEERING PLLC
Description : Span 16' tall retraining wall horizontal to Perp concrete shear walls
Material Propertie Calculations per IBC 2006, CBC 2007, ACI 318 - 05
fc 1/2 = 3.0 ksi (I) Phi Values Flexure : 0.90
fr = fc * 7.50 = 410.79 psi Shear : 0.750
tif Density = 145.0 pcf p 1 = 0.850
Elastic Modulus = 3,122.0 ksi
Load Combination 2006 IBC & ASCE 7 -05 c •
Fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi ,
E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi .
Stirrup Bar Size # # 3
Num of Bars Crossing Inclined Crack = 2
24 in
E 0.78 H 1.8
• •
24 w x 8 h
Span =3.0 ft
Cross Section & Reinforcing Details
Rectangular Section, Width = 24.0 in, Height = 8.0 in
Span #1 Reinforcing....
2-#4 at 4.0 in from Top, from 0.0 to 3.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : E = 0.780, H =1.80 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY . ° ,, Design OK
Maximum Bending Stress Ratio = 0.385: 1 Maximum Deflection
Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mu : Applied 2.639 k -ft Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mn * Phi : Allowable 6.847 k -ft Max Downward Total Deflection 0.001 in Ratio = 35135
Load Combination +D+0.70E+H Max Upward Total Deflection 0.000 in Ratio = 999 <180
Location of maximum on span 1.500ft
Span # where maximum occurs Span # 1
Vertical Reactions - Unfactored . Support notation : Far left is #1
Load Combination Support 1 Support 2
Overall MAXimum 2.700 2.700
H Only 2.700 2.700
Shear Stirrup Requirements
No Stirrups Required from 0.00 to 3.00 ft along span, Condition : Vu < PhiVc /2
r Maximum Forces & Stresses for.'Load Combinations
Load Combination Location (ft) Bending Stress Results (k -ft )
. Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1 1.500 2.64 6.85 0.39
+D+L+H
Span # 1 1 1.500 2.03 6.85 0.30
+D +Lr +H
Span # 1 1 1.500 2.03 6.85 0.30
+D +S +H
Span # 1 1 1.500 2.03 6.85 0.30
+D+0.750Lr+0.750L +H
Span # 1 1 1.500 2.03 6.85 0.30
.1l.117CM .117CA(1
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Concrete Beam Design o d Projects\ Projects12010Projects1 B10- 897J1429Revisio Cat Garage1Calcs\ Retaining Walls Iretainingwalls .ec6
g ENERCALC, INC.-1983-2010, Verr 6.1.50, N:89702
Lic. # : KW -06005725 License Owner : CORE ENGINEERING PLLC
Description : Span 16' tall retraining wall horizontal to Perp concrete shear walls
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio
Span # 1 1 1.500 2.03 6.85 0.30
+D +W +H
Span # 1 1 1.500 2.03 6.85 0.30
+D+0.70E+H
Span # 1 1 1.500 2.64 6.85 0.39
+D+0.750Lr+0.750L+0.750W+H
Span # 1 1 1.500 2.03 6.85 0.30
+D+0.750L+0.750S+0.750W +H
Span # 1 1 1.500 2.03 6.85 0.30
+D+0.750Lr+0.750L+0.5250E+H
Span # 1 1 1.500 2.49 6.85 0.36
+D+0.750L+0.750S+0.5250E+H
Span # 1 1 1.500 2.49 6.85 0.36
+0.60D +W+H
Span # 1 1 1.500 2.03 6.85 0.30
+0.60D+0.70E+H
Span # 1 1 1.500 2.64 6.85 0.39
Overall Maximum Deflections - Unfactored Loa
Load Combination Span Max. " Defl Location in Span Load Combination Max. " +" Defl Location in Span
H Only 1 0.0010 1.463 0.0000 0.000
Title Block Line 1 Title : Job #
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Concrete Beam Desi n iiProjectsl Projects12010Projects1B10- 897J1429 Revision 3 Car Garagel Calcs\ RetainingWallslr etainingwalls,ec6
g ENERCALC, (NC. 1983-201'0, Ver: 6.1.50, N:89702
Lic. -#: KW 416005725 License, Owner CORE ENGINEERING PLLC
Description : Span 13' tall retraining wall horizontal to Perp concrete shear walls
M aterial Propertie Calculations per IBC 2006, CBC 2007, ACI 318 -05
fc 112 * = 3.0 ksi Phi Values Flexure : 0.90
fr = fc 7.50 = 410.79 psi Shear : 0.750
yr Density = 145.0 pcf 13 1 = 0.850
1111111111 .
Elastic Modulus = 3,122.0 ksi
Load Combination 2006 IBC & ASCE 7 -05
Fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi
E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi
Stirrup Bar Size # # 3
Num of Bars Crossing Inclined Crack = 2
24 in -_..
E 0.78 H 1.44
• 24 "wx8 " •
A . Span =6.0 ft
Cross Section & Reinforcing_Details
Rectangular Section, Width = 24.0 in, Height = 8.0 in
Span #1 Reinforcing....
3-#5 at 4.0 in from Top, from 0.0 to 6.0 ft in this span
Applied Loads • Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : E = 0.780, H = 1.440 k/ft, Tributary Width =1.0 ft
DESIGN SUMMARY - ::'-: . Desi OK
•
Maximum Bending Stress Ratio = 0.603: 1 Maximum Deflection
Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mu : Applied 8.937 k -ft Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mn * Phi : Allowable 14.832 k -ft Max Downward Total Deflection 0.013 in Ratio = 5489
Load Combination +D+0.70E +H Max Upward Total Deflection 0.000 in Ratio = 999 <180
Location of maximum on span 3.000ft
Span # where maximum occurs Span # 1
Verti Reactions - U nfactored Support notation : Far left is #1
Load Combination Support 1 Support 2
Overall MAXimum 4.320 4.320
H Only 4.320 4.320
Shear Requirements
No Stirrups Required from 0.00 to 0.67 ft along span, Condition : PhiVc/2 < Vu <= PhiVc
No Stirrups Required from 0.68 to 5.32 ft along span, Condition : Vu < PhiVc /2
No Stirrups Required from 5.33 to 6.00 ft along span, Condition : PhiVc/2 < Vu <= PhiVc
Maximum Forces & Stresses for Load Combinations
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max phi *Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1 3.000 8.94 14.83 0.60
+D+L+H
Span # 1 1 3.000 6.48 14 83 0.44
+D +Lr+H
Span # 1 1 3.000 6.48 14.83 0.44
+D +S +H
Span # 1 1 3.000 6.48 14.83 0.44
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Concrete Beam Design I Proj ectslPr0j ectsl201 0Proi ects\ B, o897J1429 Revision 3 Car Garagel Calch\ RetainingWallslretainingwalls .ec6
ENERCALC „ INC. 1983-2010, Ver: 6.1.50, N:89702
Lic. #': KW -06005725 • License Owner: CORE ENGINEERING PLLC
Description : Span 13' tall retraining wall horizontal to Perp concrete shear walls
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio
Span # 1 1 3.000 6.48 14.83 0.44
+D+0.750L+0.7505+H
Span # 1 1 3.000 6.48 14.83 0.44
+D +W+H
Span # 1 1 3.000 6.48 14.83 0.44
+D+0.70E+1i
Span # 1 1 3.000 8.94 14.83 0.60
+D+0.750Lr+0.750L+0.750W+H
Span # 1 1 3.000 6.48 14.83 0.44
+D+0.750L+0.750S+0.750W +H
Span # 1 1 3.000 6.48 14.83 0.44
+D+0.750Lr+0.750L+0.5250E+H
Span # 1 1 3.000 8.32 14.83 0.56
+D+0.750L+0.7505+0.5250E+H
Span # 1 1 3.000 8.32 14.83 0.56
+0.60D +W+H
Span # 1 1 3.000 6.48 14.83 0.44
+0.60D+0.70E +H
Span # 1 1 3.000 8.94 14.83 0.60
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. -" Defl Location in Span Load Combination Max. " +" Defl Location in Span
H Only 1 0.0131 2.925 0.0000 0.000
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Concrete Beam Design 1Projects\ Projects1 2010Projects1B10- 897J1429. Revision3 Car Garagel CalcslRetainingWallslretainingwalls .ec6
g ENERCALC, INC. 1983 -2010, Ver: 6:1.50, N:89702
Lic. #': KW -06005725' License Owner': CORE ENGINEERING'PLLC
Description : Span 12' tall retraining wall horizontal to Perp concrete shear walls
Material Properties Calculations per IBC 2006, CBC 2007, ACI 318 - 05
fc 1/2 3.0 ksi d Phi Values Flexure : 0.90
fr = fc 1/2 7.50 = 410.79 psi Shear : 0.750 ,
tv Density = 145.0 pcf a = 0.850 •
Elastic Modulus = 3,122.0 ksi
Load Combination 2006 IBC & ASCE 7 -05 m •
Fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi
E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi .
Stirrup Bar Size # # 3
Num of Bars Crossing Inclined Crack = 2
24 in
E(0.78) H(1.32)
24 "wx "h
Span =9.0 ft
Cross Section & Reinforcing Details _
Rectangular Section, Width = 24.0 in, Height = 8.0 in
Span #1 Reinforcing....
4-#6 at 4.0 in from Top, from 0.0 to 9.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : E = 0.780, H = 1.320 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY,, Design
Maximum Bending Stress Ratio = 0.760: 1 Maximum Deflection
Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mu : Applied 18.893 k -ft Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mn * Phi : Allowable 24.847 k -ft Max Downward Total Deflection 0.164 in Ratio = 660
Load Combination +0+0.70E+H Max Upward Total Deflection 0.000 in Ratio = 999 <180
Location of maximum on span 4.500ft
Span # where maximum occurs Span # 1
'Vertical Reaction s -- Unfactored Support notation : Far left is #1
Load Combination Support 1 Support 2
Overall MAXimum 5.940 5.940
H Only 5.940 5.940
• Shear Stirrup Requirements
No Stirrups Required from 0.00 to 1.60 ft along span, Condition : PhiVc/2 < Vu <= PhiVc
No Stirrups Required from 1.63 to 7.38 ft along span, Condition . Vu < PhiVc /2
No Stirrups Required from 7.40 to 9.00 ft along span, Condition : PhiVc/2 < Vu <= PhiVc
Maximum Forces & Stresses f or Load.Combinations
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1 4.500 18.89 24.85 0.76
+D+L+H
Span # 1 1 4.500 13.37 24.85 0.54
+D +Lr+H
Span # 1 1 4.500 13.37 24.85 0.54
+D +S +H
Span # 1 1 4.500 13.37 24.85 0.54
Title Block Line 1 Title : Job #
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Concrete Beam Design i1Projects lProjects12010.ProjectsIB10- 897- J1429 Revision 3 Car Garagel Calcs\ Retaining Walls \retainingwalls.ec6
g ENERCALC , INC. 1983- 2010,Ver:6.1.50, N:89702
tic. # : KW- 06005725 . License Owner COREENGINEERING PLLC
Description : Span 12' tall retraining wall horizontal to Perp concrete shear walls
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio
Span # 1 1 4.500 13.37 24.85 0.54
+D+0.750L+0.750S+H
Span # 1 1 4.500 13.37 24.85 0.54
+D +W+H
Span # 1 1 4.500 13.37 24.85 0.54
+D+0.70E+H
Span # 1 1 4.500 18.89 24.85 0.76
+D+0.750Lr+0.750L+0.750W+H
Span # 1 1 4.500 13.37 24.85 0.54
+D+0.750L+0.7505+0.750W +H
Span # 1 1 4.500 13.37 24.85 0.54
+D+0.750 Lr+0.750L+0.5250E+H
Span # 1 1 4.500 17.51 24.85 0.70
+D+0.750L+0.750S+0.5250E+H
Span # 1 1 4.500 17.51 24.85 0.70
+0.60D +W+H
Span # 1 1 4.500 13.37 24.85 0.54
+0.60D+0.70E+H
Span # 1 1 4.500 18.89 24.85 0.76
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span
H Only 1 0.1635 4.613 0.0000 0.000
,c) A` '
S--
w`7
N 3501 West Elder Street Suite 100
Boise, ID 83705
,F _ ., Phone: (208) 386 -9170
Fax: (208) 386 -9076
www.core- engineering.net
ENGINEERING
Job Name: Lot 58, Arlington Heights By: MKB
Core Job Number: B10 -897 Date: June, 2010
•
At 10' High Walls:
Soil Height above top of footing = 9.5 feet F'c = 2500 psi
Soil Height above Toe = 2 foot fy = 60000 psi
Footing Thickness = 12 inches b= 12 inches
Footing Width = 4.5 feet Phi = 0.9
Toe Width = 3 feet Seismic Load due to wall = 40 plf
Stem Thickness = 8 inches Coefficient of Friction = 0.4
Depth to rebar in Stem = 4 inches
Area of reinforcing steel in Stem = 0.47 In ^2/ ft ( #5 at 8" o.c.)
Vertical Dead Load = 390 plf
Vertical Live Load = 800 plf
Seismic due to Soil = 346.94 plf /ft of depth
Sds = 0.83 Kh (Sds /2.5) = 0.332
Stem Wall Analysis:
See Enercalc Beam Output
8" concrete wall with #5 at 8" o.c. okay
Check Sliding Stability
Sliding force = 7613.556 Pounds /foot of wall length
Resistance:
Wall Weight = 950 pounds
Footing Weight = 675
Soil Weight over hee 238.3333
Vertical Dead Load = 390
soil weight over toe = 990
Total Weight = 3243.333 Pounds
Resistance due to Friction = 1297.333
Passive Pressure = 250 Pounds /ft /ft
500 Pounds
Total Sliding Resistance = 1797.3 < 8374.9114 , Therefore add'I resistance
Required resistance = 6577.578 Pounds /foot
Add Footing buttresses
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Concrete Beam Design tl Projects\Projects12010 Projects1B10 -897 J1429 Revision 3 Car Garage\ CalcslRetaining'Wallslretaining walls:ec6 ,.
ENERCALC, INC, 1983, 2010, Ver: 6.1.50, N'.89702
Lic. #•: KW -06005725 License Owner,: CORE ENGINEERING PLLC
Description : 9' retaining wall (Stem Wall)
Material Properti Calculations per IBC 2006, CBC 2007, ACI 318 -05
fc = 2.50 ksi d Phi Values Flexure : 0.90 ,
fr = fc 112 * 7.50 = 375.0 psi Shear : 0.750
W Density = 145.0 pcf Q 1 = 0.850
Elastic Modulus = 3,122.0 ksi ;
Load Combination 2006 IBC & ASCE 7 -05 m
Fy - Main Rebar = 60.0 ksi Fy - Stirrups = ksi
E - Main Rebar = 29,000.0 ksi E - Stirrups = ksi
Stirrup Bar Size # # 3 ,
Num of Bars Crossing Inclined Crack = 1.0 ,
16in
E 0.053
`
• •
• + + • •
2 16 "wx8 "h
2
Span =9.0 ft
Cross Section -& Reinforcing Details
Rectangular Section, Width = 16.0 in, Height = 8.0 in
Span #1 Reinforcing....
2-#5 at 4.0 in from Bottom, from 0.0 to 9.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0170 k/ft, Tributary Width = 1.0 ft, (Driveway Surcharge)
Varying Uniform Load : H(S,E) = 0.0- >0.7180 k/ft, Extent = 0.0 - -» 9.0 ft, Trib Width = 1.0 ft, (Static Soil)
Varying Uniform Load : E(S,E) = 0.4380 - >0.0 k/ft, Extent = 0.0 - -» 9.0 ft, Trib Width = 1.0 ft, (Seismic Loads from)
Uniform Load : E = 0.0530 k/ft, Tributary Width = 1.0 ft, (seismic load from w)
DESIGN SUMMARY 'v- : Design O O K
Maximum Bending Stress Ratio = 0.597: 1 Maximum Deflection
Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mu : Applied 5.756 k -ft Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Mn * Phi : Allowable 9.634 k -ft Max Downward Total Deflection 0.025 in Ratio = 4339
Load Combination +D+0.70E+H Max Upward Total Deflection 0.000 in Ratio = 999 <180
Location of maximum on span 4.775ft
Span # where maximum occurs Span # 1
Vertical Reactions - Unfactored Support notation : Far left is #1
Load Combination Support 1 Support 2
Overall MAXimum 1.629 2.154
D Only 0.077 0.077
D+E 1.629 0.972
H Only 1.077 2.154
Sh Stirrup Requirements
No Stirrups Required from 0.00 to 9.00 ft along span, Condition : Vu < PhiVc /2
Maximum Forces & Stresses for Load Combinations
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max phi *Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1 4.775 5.76 9.63 0.60
+D
Span # 1 1 4.500 0.17 9.63 0.02
+D+L +H
•
' Title Block Line 1 Title : Job #
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Title Block Line 6 Printed. 1 JUL 2010, 1001AM
Concrete Beam Desi n ii Projects1Projects12010 ProjectsIB10 -897 J1429 Revision 3 Car GaragelCalcslRetaining Wallslretaining walls.ec6
g ENERCALC, INC. 1983 -2010„ Ver: 6.1.50,. N :89702
Lic. #.:.KW -06005725. License Owner: CORE ENGINEERING ..PLLC'
Description : 9' retaining wall (Stem Wall)
Load Combination Location (ft) Bending Stress Results (k -ft )
Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio
+D+Lr+H
Span # 1 1 5.175 3.90 9.63 0.40
+D +S +H
Span # 1 1 5.175 3.90 9.63 0.40
+D+0.750Lr+0.750L +H
Span # 1 1 5.175 3.90 9.63 0.40
+D+0.750L+0.750S+H
Span # 1 1 5.175 3.90 9.63 0.40
+D +W +H
Span # 1 1 5.175 3.90 9.63 0.40
+D+0.70E+H
Span # 1 1 4.775 5.76 9.63 0.60
+D+0.750Lr+0.750L+0.750W+H
Span # 1 1 5.175 3.90 9.63 0.40
+D+0.750L+0.7505+0.750W +H
Span # 1 1 5.175 3.90 9.63 0.40
+D+0.750Lr+0.750L+0.5250E+H
Span # 1 1 4.850 5.28 9.63 0.55
+D+0.750 L+0.750S+0.5250E+H
Span # 1 1 4.850 5.28 9.63 0.55
+0.60D +W+H
Span # 1 1 5.175 3.83 9.63 0.40
+0.60D+0.70E+H
Span # 1 1 4.775 5.69 9.63 0.59
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span
H Only 1 0.0249 4.613 0.0000 0.000
. '
3501 West Elder Street Suite 100
Boise, ID 83705
Phone: (208) 386 -9170
Fax: (208) 386 -9076
www.core- engineering.net
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ENGINEEii1NG
Job Name: Lot 58, Arlington Heights By: MKB
Core Job Number: B10 -897 Date: June, 2010
At Tall Walls, Check Buttress Shear Walls
Max Horizontal Load = 540 Pounds /ft/ft Height of Wall Including
Seismic Load from Basement Wall = 288 Plf
Resultant Horizontal Load = 55512 Pounds Footing = 14
� a
I i �
s.
540 plf /ft
5' min and 8' max
See Enercalc Shear Wall Analysis Output
Use 8" thick wall with #5 at 8" o.c. each way
and 1' -6" wide x 12" thick footing with
(2) #4 Bars Continuous
Provide (4) #6 Verticals at each end.
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• Concrete Shear Wall 11 Projects\ Projects12010Projects1B10- 897J1429Revision3 Car Garage ICalcs\ Retaining Walls Vetaining .walls.ec6
ENERCALC, INC. 1983-2010, Ver:.6.1.50, 'N:89702
Lic. # : KW -06005725 • License Owner : BORE ENGINEERING PLLC
Description : Buttress Wall
General Information
Wall Material Concrete Material Properties
Sds 0.830 fc 2.50 ksi Ec 3,120.0 ksi
Fy 60.0 ksi Ev 1,248.0 ksi
Density 145.0 pcf Phi - Snear U.tibU
Wall Data .
Bottom
Analysis Height 0.00 ft .
Wall Offset ( datum) ft '
Wall Length 5.0 ft
Wall Thickness 8.0 in
Structural Depth 4.50 ft
•
DAV
5' -0" ft
Applied Conce Lateral Lo ads
Load Magnitude (kips)
Load "Y" Location (ft) Wind Load Seismic Load
4.330 56.0
DESIGN SUMMARY •
Bottom Level 2nd Level 3rd Level 4th Level 5th Level
Vu : Story Shear 56.0 +1.20D+0.50L+0.; 0.0 0.0 0.0 0.0 k
Mu : Story Moment 242.48 +1.20D+0.50L+0. 0.0 0.0 0.0 0.0 k - ft
Nu :Axial 8.797 +1.400 0.0 0.0 0.0 0.0 k
Uplift @ Left End 50.394 +1.20D+0.50L+0.; 0.0 0.0 0.0 0.0 k
Uplift @ Right End 50.394 +1.20D+0.50L+0.: 0.0 0.0 0.0 0.0 k
vu : Applied 86.420 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi
vc *.85 142.85 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi
vn:max =.6 *10 *sqrt(fc) 300.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi
Horizontal As Req'd 0.360 in 0.0 inA2 0.0 inA2 0.0 inA2 0.0 inA2
Vertical As Req'd 0.360 inA2 0.0 inA2 0.0 inA2 0.0 inA2 0.0 in
Bending As Req'd 1.357 inA2 0.0 inA2 0.0 in 0.0 inA2 0.0 inA2
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IiProjects\ Projects12010Projects1B10897J1429Revisio Ga�age\ Calcsl RetainingWallsretainingwalls .ec6
Concrete Shear Wall
ENERCALC, INC. 19832010, Ver: 6.1.50, N.89702
Lic. # : KW -06005725 • ` ., License:Owner : CORE ENGINEERING PLLC
Description : Buttress Wall
Footing Information
Footing Dimensions
Dist. Left 0.50 ft fc 2.50 ksi Rebar Cover 3.0 in
Wall Length 5.0 ft Fy 60.0 ksi Footing Thickness 12.0 in
Dist. Right 0.50 ft Width 1.50ft
Total Ftg Length 6.0 ft
Max Factored Soil Pressures Max UNfactored Soil Pressures
@ Left Side of Footing 1,181.29 psf @ Left Side of Footing 843.78 psf
.... governing load comb +1.40D .... governing load comb +D
@ Right Side of Footing 1,181.29 psf @ Right Side of Footing 843.78 psf
.... governing load comb +1.40D .... governing load comb +D
Footing One -Way Shear Check... Overturning Stability... @ Left End of Ftg @ Right End of Ftg
vu @ Left End of Footing 0.0 psi Overturning Moment 208.94 k -ft 208.94 k -ft
vu @ Right End of Footing 0.0 psi Resisting Moment 11.774 k -ft 15.544 k -ft
vn' phi : Allowable 85.0 psi Stability Ratio 0.05635 : 1 0.07440: 1
.... governing load comb +0.60D+0.70E +0.60D+0,70E
Footing Bending Design... @ Left End @ Right End
Mu 0.2215 k -ft 0.2215 k -ft
Ru 2.026 psi 2.026 psi
As % Req'd 0.00180 inA2 0.00180 in ^2
As Req'd in Footing Width 0.2916 inA2 0.2916 in ^2