HomeMy WebLinkAboutMiscellaneous Field Test & Inspection Report 2010-9-1
c/o - /tJLf5~
)1 T s-. Cf 1ft, / I
.a
K & A Engineering, Inc.
91051 S Willamelte SI., Coburg, OR 97408
PO 80x 8486, Coburg, OR 97408
(541) 684-9399 Voice
(541) 684-9358 FAX
engineering
September 1, 2010
Project: HAY1002
Hayden Enterprises
2464 SW Glacier PI
Redmond, Oregon 97756
Subject: Engineering Calculations
Cantilevered retaining walls
The Newberry
PROJECT DESCRIPTION
This project consists of designing cantilevered retaining walls supporting the main floor of the subject mutti-
story, single-family residence.
DESIGN CALCULATIONS
Description
Pages
1
2-4
5-7
8-10
11-13
14-17
Lateral earth pressure
12' cantilevered wall design
10' cantilevered wall design
8' cantilevered wall design
6' cantilevered wall design
Floor diaphragm analysis
Thank you for the opportunity to be of service. Please call if you have any Questions.
Chuck Du Fautt, P.E.
K & A Engineering, Inc.
Lateral Earth Pressure
Lateral Earth Pressure Coefficients
Input Variables
Soil Friction angle
Wall to Soil Friction angle
Wall back inclination
~ := 32.deg
5 := O.deg
~ := 90. deg
Backfill inclination
a := O.deg
Ib
Ym:= 120-
ft2
Moist soil Unit Mass Dennsity:
Coulomb Coefficients
Active Pressure
Kac:=
(sin(~ + ~)f
( 2
2 . sin\~ - a)
sin(~) .sin(~ - 5). I + SID(~ + 5). . ( ). ( ) r
, SID ~ - 5 'SID a + ~))
Kac = 0.31
Eac := Kac'Ym
Ib
Eac = 36.9-
ft2
Passive Pressure
sin(~ _ ~)2
Kpc:=
( )2 . ( ) ( . ( ) sin\~ + a)
sin ~ SID ~+ 5 I - SID ~ + 5 . ( ) . ( )
SID~+S sID~+a
2
Kpc = 3.3
Epc:= Kpc'Ym
Ib
Epc = 391 -
ft2
Rankine
Active Pressure
Passive Pressure
Kar:= oo,(a) oos(a)-J(cos(a)f - (cos(~)f
costa) + J(cos(a))2 - (cos(~)f
cos(O) + J(cos(0))2 - (co,(~))2
Kpr:=
. oos(O) -J(cos(0))2 _ (';"s(~))2
Ear:= K....Ym Ear = 36.9.!!:.
f-?
Epr:= Kpr'Ym
Kar = 0.307
Kpr = 3.255
At.Rest Pressure
Ko:= I - sin(~)
Ko = 0.47
Eo:= Ko'Ym
Ib
Eo = 56-
ft2
Ib
Epr= 391 -
ft2
Client Hayden Enterprises
Project HAY1002
K & A Engineering, Inc.
Page 1 of 1
9/1/2010
K & A Engineering, Inc.
91051 S Willamette SL
Coburg, Oregon 9740B
541-6B4-9399
541-684-935B
Title : 12' cantilever retaining wall
Job # : HAY1002 Dsgnc CCO
Description..
Page: _
Date: AUG 31,2010
This Wall in File: Z:\2010\HAYI002\retaining walls.rp5
Retain Pro ge 1989 - 2010 Ver: 9.12 8134
Registratlon#: RP.1146725 RP9.12
Licensed to: K and A Engineering, Inc.
Cantilevered Retaining Wall Design
Code: IBC 2006
=
11.00 ft
1.00ft
0.00: 1
0.00 in
O.Oft
I I Soil Data _
Allow Soil Bearing = 3,000.0 psf
Coulomb Soil Pressure calculation
Soil Friction Angle 32.0 deg
Active Pressure:Ka*Gamma= 32.1 psflft
Passive Pressure:Kp*Gar 390.6 psflft
Soil Density, Heel 120.00 pel
Soil Density, Toe = 120.00 pel
FootingllSoiJ Friction 0.400
Soil height to ignore
for passive pressure 12.00 in
-.:'.:
I Criteria
Retained Height
Wall height above soil
Siope Behind Wall
Height of Soil over Toe
Water height over heel
=
",
""
"L.',
'.'
:,," ;.".
';i"~'ii;~I"'iJ;~:i~!i~
I
I Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
I
I Surcharge Loads
Surcharge Over Heel' 0.0 pst
Used To Resist Sliding & Overturning
Surcharge Over Toe 0,0 pst
Used for Sliding & Overtuming
I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load 0.0 Ibs
Axial Load Eccentricity = 0,0 in
I Design Summary
Wall Stability Ratios
Overturning
I I Lateral Load Applied to Stem
Lateral Load = 0.0 #1ft
...Height to To~ =.0.00 ft
...Height to Bottom = 0.00 ft
The above lateral load
has been increased
by a factor of
Wind on Exposed Stem =
=
0.0 lb.
O.OOft
0.00 in
O.OOft
line Load
I
1.00
0.0 psI
O.Oft
0.300
.
Stem Construction
.
Design Height Above Ft, ft. =
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fblFB + lalFa
Total Force @ Section
Moment...Actual
Moment.....AlIowable
Shear.....Actual
Shear....Allowable
Wall Weight
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE In =
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG in = 7.86
Lap splice above base reduced by stress ratio
O Hook embedment reduced by stress ratio
Masonry ata
fm psi =
Fs psi =
Solid Grouting =
=
Top Stem
Stem OK
0.00
Concrete
B.OO
# 5
6.00
Edge
2.33 OK
Slab Resists All Sliding I
Total Bearing Load
...resultant ecc.
=
5,810 Ibs
8.46 in
=
Soil Pressure @ Toe 1,651 psf OK
Soil Pressure @ Heel 286 psf OK
Allowable = 3,000 pst
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,311 pst
ACI Factored @ Heel . 400 psf
Footing Shear@Toe 20.0 psi OK
Footing Shear @ Heel 22.7 psi OK
Allowable 75.0 psi
Sliding Calcs Slab Resists All Sliding I
Lateral Sliding Force = 2,411.7 lbs
=
0.775
3,105.8
11,3BB.1
= 14,698,8
43.1
75.0
100.0
6.00
18.13
Ibs=
ft-#=
psi =
psi=
Load Factors Modular Ratio 'n'
Short Tenn Factor =
Building Code IBC 2006 Equiv. Solid Thick.
Dead Load 1.200 Masonry Block Type Medium Weight
Live Load 1.600
Earth, H 1.600 Masonry Design Method = ASD
Concrete Data
Wind,W 1.600 fc psi = 2,500.0
Seismic, E 1.000 Fy psi = 60,000.0
Relain Pro Software@ 2009 HBA PublicaUons, lnc.
All Rights Reserved
Ucensed to: K and A Engineering, Inc.
Eugene. OR 97408
'Mvw.RetainPro.com
',','.~',','"",,,,,,,,,,,,,
,", .-.-',.'
:i;,' (3'<'
<\"- -..
",f
;,i.,. -:.'
!:':J.'1!\~!-t~') ~ 9;,
K & A Engineering, Inc.
91051 S Willamette SL
Coburg, Oregon 97408
541-684,9399
641 "684-9368
Trtle : 12' cantilever retaining wall
Job # : HAY1002 Dsgnc CCD
Description....
Page:
Dale: AUG 31,2010
This Wall in File: Z:\2010\HAY1002\retaining walls.rpS
Retain Pro 9@1989 - 2010 Ver: 9.12 8134
Reglstratlon #: RP.1146725 RP9.12
Licensed to: K and A Engineering, Inc.
Cantilevered Retaining Wall Design
Code: IBC 2006
Footing Design Results .
--IQL ~
Factored Pressure = 2.311 400 psf
Mu': Upward 7,635 2,251 ft-#
Mu': Downward = 1,059 7,101 ft-#
Mu, Design = 6,576 4,850 ft-#
Actuall-Way Shear 20,03 22.67 psi
Ailow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 5 @ 11.50 in
Heel Reinforcing None Spec'd
Key Reinforcing None $pec'd
Other Acceptable Sizes & Spacings
Toe, #4@ 7,50 in, #5@ 11.50 in, #6@ 16,25 in, #7@22.00 in, #8@ 28.75 in, #9@ 36
Heel: Not req'd, Mu < S . Fr
Key: No key defined
I Footing Dimensions & Strengths'
Toe Width 2.75 ft
Heel Width 3.25
Total Footing Width = 6.00
Footing Thickness = 16.00 in
Key Width 0,00 in
Key Depth 0.00 in
Key Distance from Toe = 2.58 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density 150.00 pet
Min. As % 0.0022
Cover@ Top 3,00 @ 8tm.= 3,00 in
of Overturnin & Resist!n Forces & Moments
,m,OVERTURNING,....
Force Distance Moment
Ibs ft ft-#
2,440.2 4.11 10,032.1
=
Item
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load =
Load @ Stem Above Soil =
-28.5
0.44
,12.7
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
to Axial live Load on Stem =
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions =
Footing Weight :::;
Key Weight =
Vert. Component :::;
.....RESISTlNG,.m
Force. Distance
Ibs ft
3,410.0 4.71
Moment
ft-#
16,055.4
=
1,200.0 3.08
3,70Q,0
1,200.0 3,QO
2.58
3,600.0
Total :::; 2,411.7
Resisting/Overturning Ratio
. Vertical Loads used for Soil Pressure =
O,T,M. = 10,019,4
:::; 2.33
5,810,0 Ibs
Total = 5,810.0 Ibs R,M,= 23,355,4
to Axial live load NOT included in total displayed, or used for overturning
resistance, but Is included for soil pressure ca eulation.
DESIGNER NOTES:
Retain Pro Software @ 2009 HBA Publications. Inc.
All Rights Reserved
Licensed to: K and A Engineering, Inc.
Eugene. OR 97408
www.RetainPrO.com
Sliding Restraint
1650.7psf
/~a..
r, ~\..ti:4,~t;jr1,~:~"1.. I
K & A Engineering, Inc.
910515 Willamette SL
Coburg, Oregon 97408
541-684-9399
541-684-9358
Title 10' cantilever retaining wall
Job # Hayden101 Dsgnr. ceo
Description....
Page:
Date: AUG 4,2010
This Wall in File: Z:\2010\HAY1002\retaining walls.rp5
Retain Pro9<el1989-201D Ver.9.12 8134
Registration#: RP-1146725 RP9.12
Licensed to: K and A Engineering, Inc.
Cantilevered Retaining Wall Design
Code: IBC 2006
I Criteria
Retained Height
Wall height above soil
Slope Behind Wall =
Height of Soil over Toe
Water height over heel =
g.OOft
1.00 ft
0.00: 1
0.00 in
O.Oft
, I Soil Data I
Allow Soil Bearing 3,000.0 psf
Coulomb Soil Pressure calculation
Soil Friction Angle 32.0 deg
Active Pressure:Ka*Gamma= 32.1 psf/ft
Passive Pressure:Kp*Gar 390.6 psf/ft
Soil Density, Heel = 120.00 pef
Soil Density, Toe 120.00 pet
FootingllSoil Friction 0.400
Soil height to ignore
for passive pressure = '\2.00 in
,','
. ,"
, ;-, .,! :~"j' ,""
::~t[i~~:
~ " .
,,:\'
"':: ..:'
, "i ; . ,': ~ - Ii' "
"_1';' :::
; m : i ~';
~" ",-
':~::;;!i}
-""
I
1.00
. I Adjacent Footing Load
Adjacent Footing load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base AbovelBelow Soil
at Back of Wall
Poisson's Ratio
.
I Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load 0.0 Ibs
Axial Load Eccentricity 0.0 in
I Design Summary
Wan Stability Ratios
Overturning
. I Lateral Load Applied to Stem
Lateral Load 0.0 #/ft
...Helgh\ to To, 0.00 ft
...Height to Bottom 0.00 ft
The above lateral load
has been increased
by a factor of
Wind on Exposed Stem =
=
O.Olb,
O.OOft
0.00 in
O.OOft
Line Load
=
0.0 psI
O.Oft
0.300
.
Stem Construction
I
Design Height Above Fl!; ft =
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fbfFB +fa/Fa
Total Force @ Section
Mornent...Actual
Moment....Allowable
Shear,....Actual
Shear.....Allowable
Wall Weight
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE in =
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTGin= 7.64
Lap splice above base reduced by stress ratio
M Hook embedment reduced by stress ratio
asonry Data
fm psi =
Fs psi =
Solid Grouting
=
Top Stem
Stem OK
0.00
Concrete
8.00
# 4
g.OO
Edge
:= 2.44 OK
Slab Resists All Sliding I
Total Bearing Load
...resultant ecc.
=
4,125 Ibs
6.53 in
=
psi=
psi=
0.914
2,079.1
6,237.3
6.822.4
28.9
75.0
100.0
6.00
17.11
Soil Pressure @ Toe 1,364 psf OK
Soil Pressure @ Heel = 286 psf OK
Allowable 3,000 psI
Soil Pressure Less Than Allowable
ACI Factored@Toe = 1,910 psI
ACI Factored @ Hael = 400 psI
Footing Shear@Toe 15.9 psi OK
Footing Shear@ Heel = 17.2 psi OK
Allowable = 75.0 psi
-Sliding Cales Slab Resists All Sliding!
Lateral Sliding Force 1,636.3 lbs
Ib,=
ft-#=
Modular Ratio 'n' =
Load Factors Short Term Factor =
Bunding Code IBC 2006 Equiv. Solid Thick.
Dead Load 1.200 =
Live Load 1.600 Masonry.Slock Type = Medium Weight
Earth,H 1.600 Masonry Design Method = ASD
Concrete Data
Wind. W 1.600 fc psi = 2,500.0
Seismic, E 1.000 Fy psi = 60,000.0
Retain Pro Software e 2009 HBA Publications. Inc.
All Rights Reserved .
Licensed to: K and A Engineering, Inc.
Eugene. OR 97408
WWOH.Re\ainPro.com
".i.'..".:.'''' ......:j: .....\ ~~~~~,n~~~;:~~;?o~.
,,' ~U 541-684.9399
,'~t ,f~~i'" wini' j 541-684-9358
',;[ ~i" t; . .. , I .
Retain Pro 9@1989.2010Ver:9.12 8134
Registration #: RP-114&725 RP9.12
Licensed to: K and A Engineering, Inc.
Title : 10' cantilever retaining wall
Job # : Hayden101 Dsgnr: ceo
Description....
Page:
Date: AUG 4,2010
This Wallin File: Z:\2010\HAY1002\retaining walls.rp5
Cantilevered Retaining Wall Design
Code: IBC 2006
I Footing Dimensions & Strengths'
Toe Width = 2.25 It
Heel Width 2.75
Total Footing Width = 5.00
Footing Thickness 14.00 in
Key Width 0.00 in
Key Depth 0.00 in
Key Distance from Toe = 2.58 ft
.fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density 150.00 pet
Min. As % = 0.0022
Cover @ Top 3,00 @ Btm,= 3.00 in
Footing Design Results.
~~
Factored Pressure 1.910 400 psf
Mu' : Upward 4,261 1,324 It-#
Mu' : Downward 620 3,813 ft-#
Mu; Design 3,641 2,489 ft-#
Actual1-Way Shear = 15.90 17.23 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 4 @ 18.00 in
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 8.75 in, #5@ 13.50 in, #6@ 19,25 in:#7@ 26.00 in, #8@34.25 in, #9@43
Heel: Not req'd, Mu < S . Fr
Key: No key defined
-21.8
0.39
.8,5
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
to Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions =
Footing Weighl =
Key Weight =
Vert. Component
.",..RESISTING.n..
Force Distance
Ibs It
2,250.0 3,96
Moment
ft-#
8,906.3
Item
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load .-
Load @ Stem Above Soil =
1,658.2
1,000.0 2.58
2,583.3
Total 1,636.3
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
875.0 2,50
2.68
2,187,5
O.T.M. = 5,610.9
= 2.44
4,125.0 tbs
Total = 4,125.0 Ibs RM.= 13,677.1
to Axial live load NOT included in total diSPlayedr or used for overturning
resistance, ~ut is included for soil pressure ca culation.
DESIGNER NOTES:
Retain Pro Software @ 2009 H8A Publications, lne
All Rights Reserved
Licensed to: K and A Engineering, Inc.
Eugene, OR 97408
W'IiW.RetainPTO.com
Sliding Restraint
1364.1 psi
1636.3#
"......~........""......,
\\'f,,~~ c/r,':fj~;'
,ti ' ..:J '
,,,","., U
,U):N~~l~rl~g~j~ I
K & A Engineering, Inc.
91051 S Willamette St
Coburg, Oregon 97408
541-684-9399
541-684-9358
Title 8' cantilever retaining wall
Job # HAY1002 Dsgnr: CCD
Description....
Page: _
Date: AUG 31,2010
Retain Pro 9 e 1989 - 2010 Ver: 9.12 8134
Registration II: RP-114G725 RP9.12
Licensed to: K and A Engineering, Inc.
Cantilevered Retaining Wall Design
This Wall in File: Z:\2010\HAY1002\retaining walls.rp5
Code: IBC 2006
. ,
- I Lateral Load Applied to Stem - I Adjacent Footing Load -
Lateral Load O,O#/fl Adjacent Footing Load = O.Olbs
".Height to To~ 0,00 ft Footing Width = O.OOft
...Height to Bottom O,OOft Eccentricity = 0,00 in
The above lateral load Wall to Ftg CL Dist = O.OOft
I has been increased 1.00 Footing Type Line Load
by a factor of Base Above/Below Soil
Wind on Exposed Stem = at Bad< 01 Wall = O.Oft
0.0 psI
Poisson's Ratio 0.300
,
Design Height Above Ftf ft =
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + falFa
Total Force @ Section
Moment....Actual
Moment.....A1lowable
Shear.....Actual
Shear....Allowable
Wall Weight
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE in =
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG in = 6.00
Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Masonry Data
rni psi=
Fs psi =
Solid Grouting
I Soil Data I
Allow Soil Bearing 3,000.0 pst
Coulomb Soil Pressure calculation
Soil Friction Angle 32.0 deg
Active Pressure:Ka*Gamma= 32.1 psf/ft
Passive Pressure:Kp*Gar 390.6 psflft
Soil Density, Heel 120.00 pet
Soil Density, Toe 120.00 pet
FootingllSoil Friction = 0.400
Soil height to ignore
tor passive pressure = 12.00 in
I Criteria
Retained Height = 7.00ft
Wall height above soil . = 1.00 ft
Slope Behind Wall = 0.00: 1
Height of Soil over Toe = 0.00 in
Water height over heel = O.Oft
,
I Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load 0.0 Ibs
Axial Load Eccentricity 0.0 in
I Design Summary
Wall Stability Ratios
Overturning
Top Stem
Stem OK
0.00
= Concrete
8.00
# 4
12.00
Edge
-
Stem Construction
= 2.61 OK
Slab Resists All Sliding I
=
Total Bearing Load
...resultant ece.
2,730 Ibs
4.65 in
=
=
=
Soil Pressure @ Toe = 1,080 pst OK
Soil Pressure @ Heel = 285 pst OK
Allowable = 3,000 psI
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,511 psI
ACt Factored @ Heel 400 pst
Footing Shear@Toe = 11.8 psi OK
Footing Shear @ Heel = 11.9 psi OK
Allowable 75.0 psi
Sliding Cales Slab Resists All Sliding!
Lateral Sliding Force 1,010.7Ibs
Ibs=
ft.j/=
psi =
psi=
'"
i"
. ,
';,,:";':
i.i.
~.' . ,". .' "" ;:,' ",'
., . ~.;',',; ~'i~','
".;.."
TT..'~:~~' ;,::~;:j:~.>~- ::,~':'
~\ilil~~t
;\::"-',:~\{
I;,.
,',
-'" .
,';~:;'i"~.~' ~: .',~.>
0.566
1,257.7
2,934.7
5,187.6
17.5
75.0
100.0
6.00
12.00
Modular Ratio 'n' =
Load Factors Short Term Factor
Building Code IBC 2006 Equiv. Solid Thick. =
Dead Load 1.200 Masonry Block Type Medium Weight
Live Load 1.600
Earth, H 1.600 Masonry Design Method ASD
- Concrete Data
Wind, W 1.600 fc psi = 2,500.0
Seismic, E 1.000 Fy psi = 60,000.0
Retain Pro Software@2009 HBA Publications, Inc.
All Rights Reserved
Licensed 10: K and A Engineering. Inc.
Eugene, OR 97408
www.RelainPrO.com
.k..... 'f ":"~I' K&A Engineering. Inc.
," . r;~.' 91051SWillametleSt.
~ ~ .:] I' Coburg, Oregon 97408
,'. U 541-684-9399
:'[f'J~~.:r,i""g , 541-684'-9358
RetaIn Pro 9@ 1989 ~ 2010 Ver: 9.12 8134
Registration #: RP-1146725 RP9.12
Licensed to: K and A Engineering, Inc.
Title 8' cantilever retaining wall
Job # HAY1002 Dsgnc CCD
Description....
Page: _
Date: AUG 31,2010
This Wall in File: Z:\2010\HAY1002\retainlng walls.rp5
Cantilevered Retaining Wall Design
Code: IBC 2006
Footing Design Results _
--19L ~
Factored Pressure = 1,511 400 psf
Mu' : Upward = 2,066 685 ft-#
Mu': Downward 322 1,737 ft-#
Mu: Design = 1,744 1,053 ft-#
Actual1-WayShear 11.81 11.90 psi
Allow 1-Way Shear = 75.00 75.00 psi
Toe Reinforcing # 4 @ 18.00 in
Heel Reinforcing = None Spec'd
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
i Footing Dimensions & Strengths'
Toe Width 1.75 ft
Heel Width 2.25
Total Footing Width = 4.00
Footing Thickness = 12.00 in
Key Width 0.00 in
Key Depth = 0.00 in
Key Distance from Toe 2.58 ft
fc = 2,500 psi Fy;' 60,000 psi
Footing Concrete Density = 150.00 pet
Min. As % = 0.0022
Cover@ Top 3.00 @ Btm.= 3.00 in
of Overturnin & Resistin Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Ibs ft ft-#
1,026.7 2.67 2,737.9
Item
Heel Active Pressure
Surcharge over Heel =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
-16.0
0.33
-5.3
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
. Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions =
Footing Weigh1 =
Key Weight
. Vert. Component
.....RESISTING...._
Force Distance
Ibs ft
1,330.0 3.21
Moment
ft-#
4,267.1
800.0 2.08
1,666.7
Total
=
1,010.7
O.T.M. = 2,732.6
= 2.61
2,730.0 Ibs
600.0 2.00
2.58
1,200.0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
=
Total = 2,730.0 Ibs R.M.= 7,133.8
. Axial live load NOT included in total displayedl or used for overturning
resistance, but is included for soil pressure ca culatian.
DESIGNER NOTES:
Retain Pro Software@2009 HBA Publications, Inc.
All Rights Reserved
Licensed to: K and A Engineering, Inc.
Eugene. OR 97408
WW'N.RetainPro.com
Sliding Restraint
1079.6psf
1010.7#
Page: _
Date: AUG 31,2010
Title : 6' cantilever retaining wall
Job # : HA Y1002 Dsgnc CCD
Description....
,:_'-~'::,;":F~J),:;_ K & A Engineering, Inc.
:.".~.j.',t.;,.'..'.!'...'...13 ':1 ~~O:~~, ~~~~:~~;;O~
:r.i":.tc: ~ 541-684-9399
,'Uit;,~t~~!.~~~~', I 541-684-9358
Retain Pro 9@1989 - 2010 Ver: 9.12 8134
Registration #: RP-1146125 RP9.12
Licensed to: K and A Engineering, Inc.
This Wall in File: Z:\2010\HAY1002\retalning walls.rp5
Code: IBC 2006
Cantilevered Retaining Wall Design
,
_ I Soil Data
'.;
I Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe :=
Water height over heel :=
Allow Soil Bearing 3,000.0 pst
Coulomb Soil Pressure calculation
Soil Friction Angle 32.0 deg
Active Pressure:Ka"'Gamma= 32.1 psf/ft
Passive Pressure:Kp"'Gar = 390.6 psf/ft
Soil Density, Heel = 120.00 pet
Soil Density, Toe = ,120.00 pet
FootingllSoil Friction 0.400
Soil height to ignore
for passive pressure 12.00 in
5.00 ft
1.00ft
0.00: 1
0.00 in
O.Oft
=
":
. '
=
-
.
I Adjacent Footing Load
Adjacent Footing Load =
Footing Width =
Eccentricity =
Wall to Ftg CL Dist =
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
. I Lateral Load Applied to Stem
Lateral load = 0.0 #/ft
...Height to To~ 0.00 ft
___Height to Botlom = 0.00 ft
The above lateral load
has been increased
by a factor of
Wind on Exposed Stem =
I Surcharge Loads
Surcharge Over Heel 0.0 pst
Used To "Resist Sliding & Overturning
Surcharge Over Toe = 0.0 pst
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load 0.0 Ibs
Axial Live load = 0.0 Ibs
Axial Load EcCentricity 0.0 in
I Design Summary
Wall Stability Ratios
Overturning
O.Olbs
0.00 ft
0.00 in
o.oOft
Line load
O.Oft
0.300
1.00
.
0.0 psI
=
I
Design Height Above Fts; ft =
Wall Material Above "Hr
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fblFB + fa/Fa
Total Force @ Section
Momenl...Actual
Moment...Allowable
Shear.....Actual
Shear.....Allowable
Wall Weigh'
Rebar Depth 'd' in =
LAP SPLICE IF ABOVE in =
LAP SPLICE IF BELOW in =
HOOK EMBED INTO FTG in = 6.00
Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Masonry Data
fm psi =
Fs psi =
Solid Grouting =
,
Top Stem
Stem OK
0.00
Concrete
8.00
# 4
12.00
Center
Stem Construction
:= 2.60 OK
Slab Resists All Sliding I
=
=
=
1,700lbs
3.37 in
Total Bearing Load
...resultant ece.
=
=
=
Soil Pressure @ Toe 685 pst OK
Soil Pressure @ Heel = 249 psI OK
Allowable 3,000 psI
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,238 psI
ACI Factored @ Heel = 346 pst
Footing Shear @ Toe = 5.0 psi OK
Footing Shear@ Heel 5.7 psi OK
Allowable 75.0 psi
Sliding Cales Slab Resists All Sliding I
lateral Sliding Force . 561.5 Ibs
0.316
641.7
1,069.5
3,387.6
13.4
75.0
100.0
4.00
12.00
=
Ibs=
ft--#=
psi=
psi =
Modular Ratio 'n' =
Load Factors Short Tenn Factor =
Building Code IBC 2006 Equiv. Solid Thiele
Dead Load 1.200 =
live Load 1.600 Masonry Block Type = Medium Weight
Earth,H 1.600 Masonry Design Method = ASD
Concrete Data
Wind,W 1.600 fc psi= 2,500.0
Seismic, E 1.000 Fy psi = .60,000.0
WNW.RetainPro.com
Licensed to: K and A Engineering, Inc.
Eugene. OR 97408
Retain Pro Software@2009 HBA Publications, Inc.
All Rights Reserved
Title : 6' cantilever retaining wall
Job # : HAY1002 Dsgn.: CCD
Description....
Page: _
Date: AUG 31,2010
I 'k~"" I K & A Engi.neering, Inc,
.' 91051 S Wlllamette St.
..:] Coburg, Oregon 97408
'. ~ 541-684-9399
(,t. ~~li!,lI!:",;ng'i 541-684-9358
Retain Pro 9 e 1989 - 2010 Ver: 9.12 8134
Registration #: RP-1146725 RP9.12
Licensed to: K and A Engineering, Inc.
This Wall in File: Z:\2010\HAY1002\retaining walls.rp5
Cantilevered Retaining Wall Design
Code: IBC 2006
I Footing Dimensions & Strengths'
Toe Width = 1.25 ft
Heel Width 1.75
Total Footing Width = 3.00
Footing Thickness = 12.00 in
Key Width 0.00 in
Key Depth 0.00 in
Key Distance from Toe 2,58 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density 150.00 pet
Min. As % = 0.0022
Cover @ Top 3.00 @ BIm.= 3.00 In
Footing Design Results'
~
-IQL
Factored Pressure 1,238
Mu' : Upward 871
Mu': Downward 164
Mu: Design 707
Actual1~Way Shear 5.03
Allow 1-Way Shear 75.00
Toe Reinforcing = # 4 @ 18.00 in
Heel Reinforcing None Spec'd
Key Reinforcing = None 5pec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S .. Fr
Heel: Not req'd, Mu < S .. Fr
Key: No key defined
348 pst
267 ft-#
616 ft-#
349 ft-#
5.75 psi
75.00 psi
of Overturnin & Resistin Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Ibs ft ft-#
5n.5 2.00 1,155.1
=
=
0.33
-5.3
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacef!t Footing Load
Axial Dead Load on Stem =
.. Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s) =
Earth @ Stem Transition~=
Footing Weight
Key Weight
Vert. Component
.....RESISTING.....
Force Distance
Ibs ft
650.0 2.46
Moment
ft-#
1,597.9
Item
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
=
=
-16.0
=
=
600.0 1.58
950.0
Total
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
561.5
O.T.M. = 1,149.7
= 2.80
1,700.0 .Ibs
=
450.0 1.50
2.68
675.0
=
Total = 1,700.0 Ibs R.M.= 3,222.9
.. Axial live load NOT included in total diSPlayed, or used for overturning
resistance, but is Included for soil pressure ca eulation,
DESIGNER NOTES:
Retain Pro Software @ 2009 HBA Publications, Inc.
All Rights Reserved
licensed to: K and A Engineering, Inc.
Eugene. OR 9740B ..
www.RetainPro.com
Sliding Restraint
~Sf
884.53psf
561.49#
.a
Geotechnical & Civil Engineering
91051 5. Willamette Street. PO Box 8486, (oburg, OR 97408-9430
tel 541 6849399' fax 5416849358
www.kaengineers.com
engineering
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91051 5. Willamette Street. PO Box 8486' Coburg, OR 97408-9430
tel 541 6849399' fax 5416849358
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91051 S. WiII,mette Street' PO Box 8486' Coburg, OR 97408-9430
\e1541 6849399' fax 5416849358
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2010 OREGON STRUCTURAL SPECIALTY CODE
k-a
enQineering
geotechnical/civil engineering
91051 S Willamelte Street
Coburg, OR 97408
541 6849399 541 684 9358 lax
Project: The Newberry
Client: Havden Homes
Job No: 1002 Date: 9-1-10
Sheet: 1 of 4
2'.SU
BLOCKING
HOLTS AS PER
SHEARWALL SCHEDULE
2x6 TR. PLATE
f'c = MIN. 2,500 psi
Fy = 60,000 psi
FLOOR JOISTS
AS PER PLANS
8"
'"
~
.
HORIl. REINF.
#4@12"a.c.
WELL-GRADED CRUSHED AGGREGATE
RLL AS PER ENGINEERING
RECOMMENDATIONS
t-
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'w
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...0:;
~""
~
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VERT. REINF. (edge)
#5 @ 6' a.c.
VERT. REINF. (center)
#5 @ 6" a.c.
18' HOOK INTO FTG.
ALTERNATE HOOKS
INTERIOR CONC. SLAB OR
FlR. JSTS. AS PER PLANS
@ CRAWLSPACE
SEPARATION
GEOTEXT1LE
AMOCO PROPE)(
4535 OR EQUIV.
3" MAX. CLEAN
DRAIN ROCK
~.:.: .:. :{'~. .~_:.'~.:. ~::.-: .~.~~
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#5 @12'a.c.
CD~/~,l C1~~TILEVERED RETAINING WALL
kea
engineering
FLOOR JOISTS
AS PER PLANS
geotechnical/civil engineering
91051 S Willamette Street
Coburg, OR 97408
541 684 9399 541 684 9358 lax
Project: The Newberrv
Client: Havden Homes
Job No: 1002 Date: 9-1-10
Sheet: 2 of 4
VERT. REINF. (edge)
#4 @ 9" o.C.
BLOCKING
J-BOL TS AS PER
SHEARWALL SCHEDULE
2x6 TR. PLATE
8"
.
f'c = MIN. 2,500 psi
Fy = 60,000 psi
HORIZ. REINF.
#4@ 12" o.C.
WELL-GRADED CRUSHED AGGREGATE
ALL AS PER ENGINEERING
RECOMMENDATIONS
VERT. REINF. (cerner)
#4 @ 9" D.C.
12" HOOK INTO FTG.
ALTERNATE HOOKS
INTERIOR CDNC. SLAB OR
FLR. JSTS. AS PER PLANS
@ CRAWLSPACE
,: l .;~.>~~.:~.~."":'~~ :..~~
I- l'
-r-
SEPARATION
GEDTEXllLE
AMOCO PROPEX
4535 OR EQUIV.
3" MAX. CLEAN
DRAIN ROCK
3" PERF. RiGID
DRAIN PIPE
c::
.~
zo
~~
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en gin e er i n 9
FLOOR JOISTS
AS PER PLANS
geotechnical/civil engineering
91051 S Willamette Street
Coburg, DR 97408
541 6849399 541 6849358 fax
8'
BLOCKING
J-BOL TS AS PER
SHEARWALL SCHEDULE
2x6 TR. PLATE
2'
.
VERT. REINF. (edge)
#4 @ 12" D.C.
l
a::.
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zo
~~
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"'z
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Project: The Newberrv
Client: Havden Homes
Job No: 1002 Date: 9-1-10
Sheet: 3 of 4
fc = MIN. 2,500 psi
Fy = 60,000 psi
WELL-GRADED CRUSHED AGGREGATE Co
FILL AS PER ENGINEERING
RECOMMENDATIONS !;::
'"
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SEPARATION :E::l
r:-i:i:
GEOTEXTILE 13
AMOCO PROPEX ;a
4535 OR EQUIV.
3' MAX. CLEAN
DRAIN ROCK
3" PERF. RiGID
DRAIN PIPE
HORIZ. REINF.
#4@12'D.C.
VERT. REINF. (center)
#4 @ 12' D.C.
12" HOOK INTO FTG.
ALTERNATE HOOKS
INTERIOR CDNC. SLAB DR
FLR. JSTS. AS PER PLANS
@ CRAWLSPACE
.'.i y;
.....:~..>-~.:; :.':~
I- l'
L.
HDRiZ. REINF.
#4@12"D.C.
TOE REINF. (bottom)
#4@18'D.c.
;...
CD . ~~..c~~JILEVERED RETAINING WALL
EXPIRES
(' ka . geotechnical/civil engineering
Project: The Newberry
91051 S Willametle Street Client: Havden Homes
Coburg, OR 97408 Job No: 1002 Date: 9-1-10
541 684 9399 541 684 9358 fax Sheet: 4 of 4
en q i 1\ e er i n 9
BLOCKING
J-BOL TS AS PER
SHEARWALL SCHEDULE
2x6 TR. PLATE
WELL-GRADED CRUSHED AGGREGATE
RLL AS PER ENGINEERING
RECOMM DA TIONS
FLOOR JOISTS
AS PER PLANS
B'
VERT. REINF. (edge)
#4@12"0.c.
HORIZ. REINF.
#4 @ 12" D.C.
VERT. REINF. (center)
#4 @ 12" D.C.
12" HOOK INTO FTG.
ALTERNATE HOOKS
INTERIOR CONC. SLAB OR
FLR. JSTS. AS PER PLANS
@ CRAWlSPACE
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Fy = 60,000 psi
SEPARATION
GEOTEXTILE
AMOCO PROPEl(
4535 OR EQUIV.
3' MAX. CLEAN
DRAIN ROCK
3" PERF. RIGID
DRAIN PIPE
HORIZ. REINF.
#4 @ 12' D.C.
TOE REINF. (bottom) .
#4@lB'o.c.
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