HomeMy WebLinkAboutR-436048DESIGN NOTES
Reference: 1. Barghausen Consulting Engineers, LLC, Detailed Grading Plan, Job No. 22298,
dated March 13, 2025
2. Earth Solutions NW, LLC, Geotechnical Engineering Study, updated July 3, 2023
The following design assumptions were used:
• Internal angle of friction for reinforced soil = 32 degrees (general design)
• Unit weight of reinforced soil = 125 pcf (general design)
• Maximum total wall height = 8.00 feet
• Batter of wall = 1 H : 10V
• Site -modified peak ground acceleration = 0.719 g (per 2021 IBC; Site Class C)
• Surcharges (Where Applicable) = 3,000-plf Footing Strip Load
2H:1 V Top Slope
TECHNICAL SPECIFICATIONS FOR MECHANICALLY STABILIZED LOCK + LOAD
RETAINING WALLS
GENERAL
A. The work involves the supply and installation of mechanically stabilized earth (MSE)
retaining walls. The Concrete Panels and Counterforts will consist of Lock + Load Stone.
Counterforts and Geogrid are the types of soil reinforcement. The work will include, but is
not limited to:
• excavation to the grades shown on the civil drawings
• supply and installation of geogrid reinforcement
• supply and installation of drainage fill and piping
• supply and installation of segmental Lock + Load Stones
• supply and installation of retained and reinforced soil fill
B. The walls shall be installed on undisturbed Native Soils or Structural Fill, as
appropriate.
MATERIALS
A. Concrete Panels and Counterforts are locked together to form a "Stone". The
retaining walls have been designed on the basis of Lock + Load Retaining Wall
"Stones". "Stones" are to be purchased from a licensed Lock + Load manufacturer.
The Lock + Load trademark on each pallet identifies Lock + Load products.
B. Information on the purchase of Lock + Load products can be obtained through:
Pacific LOCK + LOAD, Inc.
Telephone: (503) 682-2868
Website: www.pacificlocknload.com
C. Geogrid: Structural geogrid reinforcement shall consist of Miragrid 5XT or an alternative
approved by the Geotechnical Engineer.
D. Drainage Fill: Drainage Fill placed around and above the perforated drainage pipe
shall consist of round or angular 3/4-inch to 1-inch clean rock.
E. Face Gravel: 3/4-inch to 1-inch clean crushed rock or approved equivalent by the
Geotechnical Engineer.
F. Reinforced and Retained Soil: Suitable granular material approved by the
Geotechnical Engineer.
G. Leveling Course: The Leveling Course shall consist of angular, crushed aggregate with
maximum size of 3/4 inch. The Leveling Course Fill may be single size or may be well
graded containing a maximum of 5% passing the No. 200 sieve.
EXECUTION
A. Contractor shall excavate to the lines and grades shown on the construction drawings.
The Geotechnical Engineer should observe the excavation prior to the placement of
the leveling material or fill soils.
B. Over -excavation of deleterious soils or rock shall be replaced with material meeting
the specifications described in Materials Section "F" above. The material shall be
compacted to 95% of ASTM D1557 (Modified Proctor) and shall be at (or slightly above)
the optimum moisture content.
C. The first course of concrete Lock + Load "Stones" shall be placed on the Leveling Course,
and the alignment and level shall be checked.
D. "Stones" shall be placed with the top of the panel level and parallel to the wall face.
The Counterfort Base shall be installed horizontal and perpendicular to the face of the
retaining wall.
E. Geogrid shall be oriented with the highest -strength axis perpendicular to the wall
alignment.
F. Geogrid reinforcement shall be placed at the levels and to the lengths shown on the
drawings and shall begin at the back of the Lock + Load Panels.
G. The geogrid shall be laid horizontally in the direction perpendicular to the face of the
retaining wall. The geogrid shall be pulled taut, free of wrinkles, and anchored prior to
backfill placement on the geogrid.
H. The geogrid reinforcement shall be continuous throughout respective embedment lengths.
Spliced connections between shorter pieces of geogrid are not permitted.
I. The drainage pipe discharge points shall be connected to an approved system.
J. Reinforced and Retained Backfill shall be placed, spread, and compacted in such a
manner that minimizes the development of slack in the geogrid.
K. Reinforced and Retained Backfill shall be placed and compacted in lifts not to
exceed 8 inches where hand -compaction equipment is used and not more than 12 inches
where heavy compaction equipment is used. Compaction should occur over the tail of the
Counterfort prior to areas away from the retaining wall. Hand -operated vibratory plate
compaction equipment (700 lb. to 1,000 lb.) shall be used to compact the face gravel at
wall face.
L. Reinforced and Retained Backfill shall be compacted to 95% of the maximum dry density
as determined by ASTM D1557 (Modified Proctor) or equivalent. The moisture content of
the backfill material prior to and during compaction shall be uniformly distributed
throughout each layer and shall be at (or slightly above) the optimum moisture content.
M. Hand -operated compaction equipment (700 lb. to 1,000 lb.) shall be used within
26 inches of the front face of the concrete facing.
N. Tracked construction equipment shall not be operated directly upon the geogrid
reinforcement. A minimum fill thickness of 6 inches is required prior to operation of
tracked vehicles over the geogrid.
O. Rubber -tired equipment may pass over the geogrid reinforcement at speeds
less than 5 mph. Sudden braking and sharp turning shall be avoided.
P. At the end of each day of operation, the contractor shall slope the last lift of
reinforced backfill away from the wall units to direct runoff away from the wall face.
The contractor shall not allow surface runoff from adjacent areas to enter the wall
construction site.
GEOTECHNICAL OBSERVATIONS & TESTING
A. The Geotechnical Engineer shall be retained to provide observation and testing services
during Lock + Load retaining wall construction. The Geotechnical Engineer shall be
contacted, at least 48 hours prior to the start of wall construction and related grading
activities, to observe Lock + Load wall installation on a full-time basis.
B. Observations by the Geotechnical Engineer (or their representative) do not relieve the
contractor of their responsibility to comply with the contract documents, including the
notes, details, and specifications provided on these sheets.
C. At a minimum, the Geotechnical Engineer shall be retained to observe and/or test the
following: erosion control; excavation activities; subsurface drainage
installation; soil bearing and subgrade/keyway competency; Lock + Load panel
installation and wall batter; structural fill placement and compaction testing; and
verification of proper geogrid strengths, lengths, and orientation.
6'-0"
(Max.)
Wall Height
H = 8'
(Max.)
Fence 0,<
(By Others)
1
10
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Top Slope
2H:1V (Max.)
2
1�
Geogrid Reinforcement
(See Geogrid Schedule)
Geogrid Laler 2 (etc.)
a 4
Reinforced
NOTES
1. Wall alignment and heights to be established by Contractor / Surveyor.
2. Geotechnical Engineer to confirm Keyway stability, support characteristics,
and overall stability prior to construction.
GEOGRID SCHEDULE
(WEST OF TRACT
A)
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GEOGRID: A = Miragrid 5XT
Retained
Soil
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Level Toe Slope a ° Geogrid Length L�4ap°
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D 4 NOTE: Geotechnical Engineer shall
oa o Qoa °4 4 Q18" of Well -Compacted o o ° evaluate the need for Supplementary
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_} ff° Mirafi 140N
NOTE: Wall Toe Backfill must be placed 12" (Min.) =III —III —III Filter Fabric
duringor immediate) after wall construction. __ = 4" Perforated Drainpipe
y On -Grade (If Necessary per
4" - 6" Leveling Course ( ) Geotechnical Engineer)
Surround with Clean Rock
Client Ichijo USA Co., Ltd.
Proj. No. 8888.02
Date 03/21/2025
Designed KDH
Drawn MRS
Checked KDH
Approved KDH
No. Date Revision
MSE CONDITION
WEST OF TRACT
NOT - TO - SCALE
EARTH
SOLUTIONS 1Cd
Geotechnical Engineering
Environmental Services
Earthwork Observation & Testing
CESCL & Stormwater Services
REDMOND 425-449-4704
PASCO 509-905-0275
SILVERDALE 360-722-5081 esnw.com
6'-0"
(Max.)
Wall Height
H = 6.67'
(Max.)
Level Toe Slope
Fence —
(By Others)
1
10
GEOGRID
•
# of
Panels
Wall
Height
(feet)
Geogrid
Length
(feet)
Layers
1
2
3
3
4.00
6.00
A
-
-
4
5.33
7.00
A
A
-
5
6.67
7.00
A
A
-
GEOGRID: A = Miragrid 5XT
Level Top Slope
5' (Min.) Footing Setback
I I
I
a v4D
dD° ` Geogrid Reinforcement
(See Geogrid Schedule) =
III Retained
74 D Geogrid Layer 2 Soil
4 4 d v
D°°�
Reinforced ao
4 Q Qp 4 Q Q
p
2 67' Soil Drainage Blanket
o a
° 41 7, a
(typ.) ° ° a I I (As Necessary per
D4 q Geotechnical Engineer)
a° °'-
a vo o ° vo .
Geogrid Layer 1 a o apM=
o
a °
° a
Geogrid Length Lb4 v°J
4 D G F
NOTE: Geotechnical Engineer shall
18" of Well -Compacted ° evaluate the need for Supplementar
a D a
ooao oa4o''o
a a a ate- G � Y
°
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4a a° 4'a'°fry°off°44 Q Q{v4{Q Qva}° Qva Zone during Construction.
v ° v4 D a 4Da 4Da 4Da 4Da 4 v
. Q D 4 p C1 a �a}}{{{{{{{{{{{{{{{ }l}
{ { s Mirafi 140N
NOTE: Wall Toe Backfill must be placed 12" (Min.) =III —III —III Filter Fabric
during or immediately after wall construction. ? _ = 4" Perforated Drainpipe (If Necessary per
4" - 6" Leveling Course (On -Grade) Geotechnical Engineer)
Surround with Clean Rock
MSE CONDITION
BETWEEN LOTS 18 & 16117
NOT - TO - SCALE
Lock + Load Wall Designs and Notes
HARMONY RIDGE
Renton, Washington
DEVELOPMENT ENGINEERING
HBray 02/10/2026 ='D
R-436048
Sheet No.
w2