HomeMy WebLinkAboutEngineering Report of Retaining Walls Revision - BLD Engineering / Geo-tech Reports - 9/14/2006 Serving Clients in
Pacifie Northwest States AGUA T I ERRA
and Provinces since 99 -Owe( ' & WATER SERVICES, INC.
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MUST MEET ALL CURRENT THESE PLAN;, MUST BE
WASHINGTON STATE CODES ON THE JOB SITE
Engineering Report of Retaining Walls FOR INSPECTION.
Bocksch Property: 1290 South Mason Lake Drive, Grapeview, WA 98536
(Rev:070207)
Summary: CHANGES
1) None of the retaining walls contribute to the structural stability of the ftcMA6rTxh*eaeeR0vAL
contributes to the stability of the area used for recreation. PY)V Q Tn PER!-nRMINc WORK
2) Personnel observations would indicate construction was done to manufactures' suggested standards.
3) Removal of the retaining walls would decrease the stability of the slope. A slope of 2H:1 V should be
the steepest slope for stability.
4) As not all retaining walls(RW2,3&4)can be verified as to construction,properly placed fill on the
lake side of the wall until a maximum of 5 blocks are exposed would bring all walls within
manufactures' suggested standards for un-engineered walls.
5) The patio wall(RW 1)with a concrete slab for the patio has a safety factor of 4.8 against sliding and
7.2 against overturning with the reinforcing fabric observed.American Association of State Highway
and Transportation Officials(AASHTO)requires a minimum safety factor of 1.5 against sliding and
2.0 against overturning.
6) The hot tub wall(RW2)will require fill placed on the lake side to insure stability with the observed
fabric. When the hot tub is 1 foot away from the back side of the wall only one block(8")may be
used as a retaining wall,with a safety factor for sliding of 1.6 and overturning of 4.7. When the hot
tub is 2 feet from the wall 11 inches of the wall may be exposed,with a safety factor of 2.1 for
overturning governing. With the hot tub become 6 feet from the wall up to 33 inches may be
exposed,with a safety factor of 2.0 for overturning governing.
Two Attachments to this report include the following items:
• Bocksch Block Wall Design: Summary Data,and
• Bocksch Property—Concrete Block Wall Analysis and Design
Observations on September 14,2006:
The bulkhead appears to be currently in repair. The biological growth on the blocks would indicate it has
been in use for sometime.To prevent future degradation of the upland areas,regular repairs must be
ongoing
The retaining walls do not contribute to the everyday structural integrity of the dwelling. Their sole
function,appears to be to terrace the slope between the dwelling and the bulkhead.
The foundation of none of the retaining walls were exposed for review. There appears to be no
differential settlement in any of the walls.
AGUA TIERRA LAND&WATER SERVICES,INC.
506 Edison Street SE,Suite 100 • Olympia,WA 98501 • T.(360)754-3755 • F:(360)754-3431 • www.aguatierra.net
Rivers,Wetlands,Lakes,Marine Shorelines,Surface Mines
The retaining wall (RW I on drawing)closes to the dwelling and starting near the SW property line has up
to 9 rows of blocks(approximately 6 feet)above the ground level. This wall does provide support for the
patio in front of the daylight basement. Between the stairs and the westerly end,geo reinforcing material
was observed at least once between rows 3 &4, 5 &6, 6& 7,and 8 &9. This is in excess of most
manufactures' suggested standards for un-engineered walls. The depth of the geo material is unknown.
However,two file photos show what appears to be 6 feet rolls of geo material on site. It appears that this
wall was"over built".
The retaining wall from the stairs towards the northeast property line has 6 rows of blocks above grade in
front of the"hot tub"(RW2)and up to 12 rows in front of the fire pit(RW3). Only one sighting of geo
material was observed in this section. It was about 3 feet from the property line between rows 2 and 3.
One would assume that the same standards of construction was used through out the project, but this can
not be proven through observations. I would not recommend digging behind the wall to prove the geo
material exist,as it would destroy the strength of the wall. The section around the"hot tub"(RW2)
would mostly likely be"over-designed"if 6 feet of geo material was properly installed between every
row of blocks as the first section(RW I)would suggest. However,again the geo material was not
observed protruding between the blocks.
The short section(RW4)along the northeast property line is too close to the property line for geo material
to provide any reinforcement of the wall. One would be lead to believe that this wall is supported solely
by the weight of the blocks. Depending on the manufacture,the maximum suggested height is 4 or 5
blocks. This height is exceeded near the intersection of RW3.
The wall behind the"hot tub"(RW3)is 3 blocks high and well within most manufactures' suggested
standards for un-engineered walls.
The wall between the"hot tub"and fire pit (RW3) is 5 rows high. Again no geo material was observed
protruding between the blocks.This wall is within the maximum height suggested by manufactures'
suggested standards for un-engineered walls.
The wall between the southwest property line and the dwelling(RW5)has a maximum of 5 blocks.
Again no geo material was observed protruding between the blocks.This wall is within the maximum
height suggested by manufactures' suggested standards for un-engineered walls.
The wall between the fire pit deck and upper deck on the northeast side of the dwelling(RW6)does not
contribute to the everyday structural integrity of the dwelling. This wall has 4 to 7 blocks above grade.
At the house end of the wall geo material was observed between block rows 5 and 6. The worst cause
would be a 5 block un-reinforced wall which is within manufactures' suggested standards for un-
engineered walls.
AGUA TIERRA LAND&WATER SERVICES,INC.
506 Edison Street SE,Suite 100 • Olympia,WA98501 • T:(360)754-3755 • F:(360)754-3431 • www.aguatierra.net
Rivers,Wetlands,Lakes,Marine Shorelines,Surface Mines
STANDARD DISCLOSURE STATEMENT(0605)
This report is based on a limited inspection of existing site conditions. Limited and site specific
measurements and subsurface evaluations were performed. The recommendations provided here were
prepared at a general level,as judged appropriate to the current level of project design and within a
budget commensurate to the typical residential home owner. More detailed design work may be
recommended.Agua Tierra should be involved in design and construction phases,while this document is
being used as a reference. No warranty is made by Agua Tierra concerning conformity of the
construction to the conclusions and recommendations of this report unless the plans are reviewed and the
construction work inspected by a representative of Agua Tierra.
Within the limitations of the scope, schedule and budget,our services have been executed in accordance
with generally accepted professional practices. Conditions may change at the site due to human
influences,floods, groundwater regime changes,or other factors.
The content of this report is client,project,and site specific. Time is a consideration in the validity of this
report. Site conditions will change over time from human or natural influences.The content of this report
is not warranted beyond one year or in the event of heavy storms or earthquake. This warrantee is in lieu
of all others,either expressed or implied.
Thank you for this opportunity to contribute to your project. If we may be of further assistance,please do
not hesitate to call.
Sincerely,
4Z/ /
Charles Coddington,P. .MM.Sc,C.E. 2'aRMSc
Civil Engineer Hydrologist/Project Manager
THESE PLAN,3 MUST BE
' ON THE JOB SITE
€'1c; FOR INSPECTION•
-�:-;� �2
`• � ,. MUST MEET ALL CURRENT
10967
WASHINGTON STATE CODES
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EXPIRES: 7-5- e 7
CHAH�E
SUBMIT CHANGES FOR AP SOV ROVAL
PRIOR TO PERFORMING
AGLIA TIERRA LAND&WATER SERVICES,INC.
506 Edison Street SE,Suite 100 • Olympia,WA 98501 T.(360)754-3755 • F:(360)754-3431 • www.aguatierra.net
Rivers,Wetlands,Lakes,Marine Shorelines,Surface Mines
Bocksch Block Wall Design: Summary Data
Assumptions
Use 107 lb per sq. ft for hot tub loading when fully loaded. Heaviest found
Use 1,000 lb per lin. ft for strength of fabric. Weakest found
Only found fabric is used in calculations
Use 58%of wall volume as block and 42% as fill
Concrete in blocks weight 135 Ib/cu ft
Fill in blocks weight 105 Ib/cu ft
Friction angle is 34 degrees
Concrete blocks are 8 inches high
Soil weights 120 lb wet and 105 lb dry
Cohesion of soil is 500 Ib/sq ft
Concrete slab is not a structural conponent of block walls
Concrete slab weights 50 lb/sq.ft
Safety factors of 1.5 for sliding and 2.0 for overturning (AASHTO)
Useable Safety Safety
Wall Height Factor Factor
Sliding Overturning
Wall supporting hot tub(RW2)
No fabric& no surcharge 4 ft 1.2
one fabric with hot tub 1 foot from wall 4 ft 1.2
one fabric with hot tub 1 foot from wall 8 in. 1.6 4.7 Use
one fabric with hot tub 2 foot from wall 3 ft 1.9
one fabric with hot tub 2 foot from wall 11 in 2.1 Use
one fabric with hot tub 4 foot from wall 4 ft 1.8
one fabric with hot tub 6 foot from wall 33 in 2 Use
Wall supporting concrete patio(RW1)
No fabric & no surcharge 6 ft 0.9
four fabrics & no surcharge 6 ft 6.1 9.7
four fabrics &concrete patio 6 ft 4.8 7.2 Use
THESE PLAN D MUST BE
ON THE JOB SITE
FOR INSPECTION-
GTE Gp ES
M�St INGlog STA
,WAS"
CHANCES
SU PRIOR TO PGRFOR NG
Bocksch Property -Concrete Block Wall Analysis and Design
Assumptions
Use 107 lb per sq.ft for hot tub loading when fully loaded.Heaviest found
Use 1,000 lb per lin.ft for strength of fabric. Weakest found
Use 58%of wall volume as block and 42%as fill
Concrete in blocks weight 135 Ib/cu ft
Fill in blocks weight 105 Ib/cu ft
Friction angle is 34 degrees
Concrete blocks are 8 inches high
Soil weights 120 lb wet and 105 lb dry
Cohesion of soil is 500 Ib/sq ft
Safety factors of 1.5 for sliding and 2.0 for overturning(AASHTO)
Calculations Given Calculated
Unit weight of wall
(.58'135)+(.42'105)=122.4pcf FHESE PLAN-, MUST BE 122.4
Sliding Failure no fabric&no surcharge(hot tub 4 ft) ON THE JOB SITE Rad.
a Friction angle of soil FOR I N S P ECT I ON.34 0.59311
I Slope of the top of retaining wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 4
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient (at rest) 0.44
F Active force(0.5'wKH"H)per foot of wall 370
Horizontal component 342.0
Vertical component 142.6
Weight of wall 489.6
Total vertical force 632
Resistance to sliding(Total Vert Force'Tan a) 426
Safety Factor MUST MEET ALL CURRENT 1.2 No
Sliding Failure No fabric(house wall 6 ft) WASHINGTON STATE CODES Rad.
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 6
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient (at rest) 0.44
F Active force(0.5`wKH`H)per foot of wall 834
Horizontal component 769.4
Vertical component {� 320.8
Weight of wall ��F S 734.4
CH
Total vertical force 6� 1,055
Resistance to sliding(Total Vert Force'Tan a) SUBMIT CH FOR APPROVAL
ANGES 711
Safety Factor PRIOR T6 PERFORMING WORK 0.9 No
Sliding Failure-4 found fabric sheets(house wall 6 ft) Rad.
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 6
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient (at rest) 0.44
F Active force(0.5'wKH"H)per foot of wall 834
Horizontal component 769.4
Vertical c F 320.8
Weight of wall 734.4
Total vertical force 1,055
Resistance to sliding due to fabric(Wt of soil'depth'area'2'Tan a) 4,954
fabric limited to 1,000 p/f 4,000
Resistance to sliding from weight(Total Vert Force`Tan a) 711
Safety Factor Page 1 of 5 6.1 OK
Sliding Failure one found fabric&hot tub surcharge 1 ft from wall(hot tub 4 ft) Rad.
Force of soil
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 4
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 370
Horizontal component-soil 342.0
Vertical component 142.6
Weight of wall 489.6
Force of surcharge (107*7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) 127.3
Height of wall with pressure 2.44
Horizontal component(total) 745.3
Vertical component(total) 310.7
Resistance
Due to fabric(Wt of soil*depth*area*2*Tan a) 708
fabric limited to 1,000 p/f 1,000
From weight(Total Vert Force*Tan a) 636
Total resistance 1,343
Safety Factor 1.2 No
Sliding Failure one found fabric&hot tub surcharge 1 ft from wall(8 in.of Wall) Rad.
Force of soil
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 0.6667
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 10
Horizontal component-soil 9.5
Vertical component 4.0
Weight of wall 81.60408
Force of surcharge (107*7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) 127.3
Height of wall with pressure 0,11
Horizontal component(total) 32.9
Vertical component(total) 13.7
Resistance
Due to fabric(Wt of soil*depth*area*2*Tan a) 708
fabrics below fill 0
From weight(Total Vert Force*Tan a) 67
Total resistance 67
Safety Factor 1.6 OK
Sliding Failure one found fabric&hot tub surcharge 2 ft from wall(3 ft of wall) Rad.
Force of soil
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 3
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 208
Horizontal component-soil 192.4
Page 2 of 5
Vertical component 80.2
Weight of wall 367.2
Set back for hot tub 2
Force of surcharge (107*7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) 127.3
Height of wall with pressure 1.88
Horizontal component(total) 574.6
Vertical component(total) 239.6
Resistance
Due to fabric(Wt of soil*depth*area*2*Tan aF_S E PLAN-) MUST BE 708
fabric limited to 1,000 p/f ON THE JOB SITE 1,000
From weight(Total Vert Force*Tan a) i=O R INSPECTION. 463
Total resistance 1,171
Safety Factor 1.5 OK
Sliding Failure one found fabric&hot tub surcharge 4 ft from wall(4 ft of wall) Rad.
Force of soil
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
H Height of wall 4
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 370
Horizontal component-soil 342.0
Vertical component 142.6
Weight of wall 489.6
Set back for hot tub 4
Force of surcharge (107*7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) CH
� 127.3
Height of wall with pressure
APPr 1.76
Horizontal component(total) SUBMIT C' 538.7
Vertical component(total) PRIOR T' 224.6
Resistance
Due to fabric(Wt of soil*depth*area*2*Tan a) 708
fabric limited to 1,000 p/f 1,000
From weight(Total Vert Force*Tan a) 578
Total resistance 1,285
Safety Factor 1.5 OK
Overturning failure four found fabric (Wall of 6 ft) Rad.
a Friction angle of soil
MEET ALL dORREN 0.59311
i Slope of the top of retuning wall MUST M Coms 0
w Unit weight of soil WASHINGTON STN5
b Angle between horizontal and slope of wall 84 1.46533
Tangent(90-b) 6 0.1051 0.10467
H Height of wall 6
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 834
Horizontal component 769.4
Vertical component 320.8
Weight of wall 734.4
Total vertical force 1,055
Resistance due to fabric(Wt of soil*depth*area*2*Tan a) 4,954
fabric limited to 1,000 p/f 4,000
Resistance
Moment resisting overturning ft-lb/ft 15,355
Moment causing overturning ft-lb/ft 1,539
Safety Factor 10.0 OK
Page 3 of 5
Overturning failure one found fabric&hot tub surcharge 1 ft from wall(8 in.of Wall) Rad.
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
Tangent(90-b) 6 0.1051 0.10467
H Height of wall 0.66667
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 10
Horizontal component-soil 9.5
Vertical component 4.0
Weight of wall 81.6
Force of surcharge (107*7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) 127.3
Height of wall with pressure 0.11
Horizontal component(total) 32.9
Vertical component(total) 13.7
Resistance
Moment resisting overturning ft-lb/ft 62
Moment causing overturning ft-lb/ft 13
Safety Factor 4.7 Ok
Overturning failure one found fabric&hot tub surcharge 2 ft from wall(11 in of wall) Rad.
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
Tangent(90-b) 6 0.1051 0.10467
H Height of wall 0.91667
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 19
Horizontal component-soil 18.0
Vertical component 7.5
Weight of wall 112.2
Force of surcharge (107*7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) 127.3
Height of wall with pressure 0.36
Horizontal component(total) 109.2
Vertical component(total) 45.5
Resistance
Due to fabric(Wt of soil*depth*area*2*Tan a) 708
Moment resisting overturning ft-lb/ft 116
Moment causing overturning ft-lb/ft 56
Safety Factor 2.1 OK
Overturning failure one found fabric&hot tub surcharge 6 ft from wall(33"of Wall) Rad.
a Friction angle of soil 34 0.59311
i Slope of the top of retuning wall 0 0
w Unit weight of soil 105
b Angle between horizontal and slope of wall 84 1.46533
Tangent(90-b) 6 0.1051 0.10467
H Height of wall 2.75
h Angle between horizontal and line of action of force 22.64 0.39501
K Active pressure coefficient(at rest) 0.44
F Active force(0.5*wKH*H)per foot of wall 175
Horizontal component-soil 161.6
Vertical component 67.4
Weight of wall 336.6
Page 4 of 5
Set back for hot tub 6.00
Force of surcharge (107'7=750lb/ft)
Force due to surcharge(psf) 330.8
Horizontal component(psf) 305.3
Vertical component(psf) 127.3
Height of wall with pressure -0.60
Horizontal component(total)
Vertical component(total)
Resistance
Due to fabric(Wt of soil depth"area"2'Tan a) 708
Moment resisting overturning ft-lb/ft 291
Moment causing overturning ft-lb/ft 148
Safety Factor 2.0 OK
Page 5 of 5
Base Leveling Pad Notes: Standard Unit Cap Unit
8•Min.Low Permeable Soil Keystone Cap Unit 8"Min.Low Permeable Sal Keystone Cap Unit 1.The leveling pad is to be
Width: 18" Width: 18•
constructed of crushed stow *Depth: 18" *Depth: 101/2'
/ or 2.000 psis unreinforced Height 8" Height 4'
T.t / / / / T concrete *Weight 108 Ibs *Weight 50 Ibs
��'.,`,•;-�':;r-•. Keystone Standard Keystone Standard 2.The base foundation is to be
Unit k Unit approved by the site geotedinical
engineer prior to placement of the
• 24 ` Unit Drainage Fill Unit Drainage Fill leveling
ad
4" r/4" a 3/ Crushed 3 Crushed -
Unit Face
R r - Rock or Stone -Rock o Slone )
_ _ = 8'Min.Low Permeable Soil Keystone Ca Unit
r V - .>Renrnfaced Sad L RelMorced Shc it c eys P
1/6'-1/4" 1'-1 114" Keystone Standard Unit
Approximate _ Approximate �'
Limits d Limits of a eYs ® -
Excavation - •- 8" Excavation
T- . 1'-1 1/4!
Grid Depth Grid Depth Retained Soil
Retained SW Finished Grade Retained SoilFinished Grade 8' Finished Grade =
_ Unit Drainage FA 24" o,
4"Perforated PVC 4'Perforated PVC (3/4'Crushed 0
/
Drainage Tie - - Drainage Tile Rock or Stone) / -
n c_ /
., Approximate Limits_/ �,:" r Excavation
Note: of Excavation Unreinforced Concrete
Unreinforced Concrete Note: Unreinforced Concrete cr Limits
When site conditions require,wrap drainage or Crushed Stone When site conditions require,wrap drainage or Crushed Stone 4"Perforated PVC Drainage Tile Crushed Stone Leveling Pad
tile in 314'aggregate and filter fabric with Foundation Soil Leveling Pad file in 314"aggregate and filter fabric with Foundation Soil Leveling Pad Wrapped in Filter Fabric
drainage composite or aggregate back drain drainage composite or aggregate back drain (If Required) Foundation So 6"Crushed Rock or
system,as directed by geotechnical engineer. system,as directed by geotechnical engineer.
Unreinforced Concrete
Leveling Pad
Typical Reinforced Wall Section Typical Reinforced Wall Section Typical Gravity Wall Section Standard Unit/Base Pad Isometric Section View
Standard Unit-Near Vertical Setback Standard Unit-1•Setback Standard Unit-1'Setback *Dimensions 8 Weight May Vary by Region
Place Additional Pieces of Geogrid ; _ (2)-4"Cap Units or 4'Cap Unit
When Angle Exceeds 20' �� n it""f y'It (1)-8"Cap Unit 1
� 1 tpit�tf� h �� 8'Keystone ion
8'Min.Low Permeable Soil Keystone Cap Unit 'of Soil Fill is Required Between Unit
3
Overlapping Geogrid for Proper .
Anchorage(Typ.) Standard Elevation
_ Additional Drainage FA \\ \ P
,.i; -•i *•:�- Keystone Standard Unit Extend Wall Height/2
Fill
.-24'`• Unit Drainage Fill(3!4"
Crushed Rock or Stone) Z - Note: •`
.•-. ,. 1 with Keystone
1/8'-1/4" _ Secure units -��..
ft
Reinforced Sol P equal.
to
Ka s tat
8.77
N U '.
o H/2 Top of Wall Steps -
Finished Grade :;t Note:
Geogrid is to be Placed on Level 1 g^
:'.Grid-Deptt Backfill and Extended Over the
8'Min.Low Permeable Sod 1.Check with manufacturer specifications
on correct direction of orientation for Fiberglass Pins. Place Next Unit
Pull Grid Taught and Backfid. Standard Plan
Keystone Cap Unit geogrid to obtain proper strength.
Stake as required.
. . '- H/2
Unreinforced Cor—eb
R�ainned sad or Crushed stone - Grid 8 Pin Connection Standard Unit
-Leveling Pad Keystone Standard Unit Geogrid Installation on Curves
Dimensions May Vary
by Region
Reinforced Sal 24 - -Unit Drainage Fill(314" - -- -
Crushed Rock or Stone) 6'Crushed Rock or
_ 3'of Soil Fill is Required Between 8• p 16'
Approximate Limits "�p °' Overlapping Geogrid for H/4 Leveling Pad Concrete Step
1/8"-1/4" = PP 9 �9 Proper Additional Geogrid Ov Leveling Pad Elevation Q
of Excavation i'- c� Anchorage(Typ.) Extend Wall Height/4p
�}_�_ o Additional Drainage ., - Note Cap Unit Elevation Cap Unit Elevation
8•
_,
r Extend Wall Height/2 I P
Grid Depth, 1. The leveling pad is to be constructed of
Finished Grade _ - _. - _ i ' one or 2000 psi i unreirdcicod
4"Perforated PVC �:� ..... . ; � �-�� crushed s
Drainage Tile - '• _ --- _ _ ..e :u: concrete.t /4
'. , ..: s -
:.• 6 fiber
H!4 iv
Pins
W19 51 -- �
• ass
_Note: Unreinforced C Drainage Fill Fron'.Face _ " o
Concrete - �--
Note: 8 18"
When site conditions require,wrap drainage or Crushed Stone 1
file in 3/4"aggregate and filter fabric with Levelin Pad .Check with manufacturer specifications
Foundation Soil) g H/2 on correct direction of orientation for Cap Unit Plan Cap Unit Plan
drainage composite or aggregate back drain i 1 I l i
system,as directed by geotechnical engineer. - geogrid to obtain proper sbength.
2.Corner units recommended for outside Universal Straight Split
Typical Reinforced Tiered Wall Section H/2 comers. Availability May Vary. Section Cap Unit Option Cap Unit Option
Standard Unit-Near Vertical Setback *Dimensions S Availability *Dimensions 8 Availability
Geogrid Installation at Comers Leveling Pad Detail Will Vary by Region Will Vary by Region
Copyright2003 Keystone Retaining Wad Systems
Design is for internal stability of the KEYSTONE wad structure only.External No. Date Revision By Designed By: Title: Date:
stability,including but not limited to foundation and slope stability,isthe RKM Standard Unit 18-Straight Face Details
responsibility of the Owner.The design is based on the assumption that the
materials within the retained mass,methods of construction,and quality of
materials conform to KEYSTONE's specification for this project Checked 6y: Project Project No:
This drawing is being famished for this specific project only.Any party
AN, COMPANY coM Keystone Retaining Wall Systems
accepting this document does so in confidence and agrees that it shall not be 4444 W 70th Street
Scale: Typical Wall Details Drawing No:
duplicated in whole or in part,nor disclosed to others without the consent of Minneapolis,MN 55435
Keystone Retaining Wall Systems,Inc. 952897-1040 No Scale