HomeMy WebLinkAboutRetaining Wall Specs - CALS 120622 PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR COVER SHEET
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 1 OF 17
RETAINING WALL
2821 N. PIERCE STREET
LITTLE ROCK, ARKANSAS
ANCHOR DIAMOND PRO GEOSTAR OPTIMA HP200 GEOGRID
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR WALL CERTIFICATION #1
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 2 OF 17
Sincerely,
Steve R Garrett, PE
Geotechnical Engineer
As requested, MTA Engineers designed the retaining wall for 2821 N. Pierce Street in Little Rock,
Arkansas. The wall is designed using 8 inch standard Anchor Diamond Pro Block. The Global Stability performed
using assumed soil and rock properties.
The global stability (slope stability) of the mechanically stabilized earth walls with masonry units was
evaluated at the tallest wall condition. A level slope was considered in front of the wall with a live load due to
parking behind the wall behind the wall. The global stability was evaluated in a static condition with the long-term
static groundwater level well below the bottom of the wall feet. The same soil properties used in the wall geogrid
design were used in the global stability analysis. The global stability analysis was conducted using the Modified
Bishop and Janbu Methods of slices with no seismic loading utilized. The resulting least factor of safety for the
wall global slope stability was in excess of 2.82 for the reinforced is greater than the required acceptable NCMA
minimum condition, which static value of 1.5.
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR WALL CERTIFICATION #2
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 3 OF 17
7/25/2022
Engineer Certification/Indemnification of Retaining Wall Design
Inspection Procedure
Version 7-1-09
I, Steven R. Garrett , being a registered Professional Engineer in the State of Arkansas, P.E. # 8019, and being duly competent as regards retaining wall
design and construction, and knowledgeable of the requirements of the City of Little Rock, Arkansas standards and ordinances, hereby certify with my
signature project below for the known as 2821 N. Pierce Street ,located on 2821 N. Pierce Street , in the City of Little Rock, Arkansas:
That the designs and plans prepared under my supervision being submitted herewith for retaining wall(s) have been performed in a manner consistent
with that degree of care and skill ordinarily exercised by members of the engineering profession currently practicing under similar circumstances, and the
said retaining walls(s):
a)Provide(s) factors of safety for sliding, bearing, overturning, and global stability of 1.5, 2.0, 2.0, and 1.3 respectively, and 1.5 for geogrid pullout and
1.0 for geogrid rupture of a geogrid wall design;
b)Is/are in good practice as regards drainage and structural stability;
c)Is/are not designed to result in disturbance or erosion to other properties;
d)Complies/comply with the requirements and standards of the Land Alteration Regulations, Section 29-190(1) of the Little Rock Code;
And, that I have advised the owner of the property the project named above and/or general contractor of the project that said wall(s) must be constructed
under the supervision of a qualified and registered Professional Engineer and licensed contractor so as to result in a safe and code-conforming installation.
I have also notified the owner and/or general contractor of the inspection procedure of the wall by City staff.
During construction, CLR Public Works staff will inspect the following items at the appropriate times on retaining walls. Staff should be contacted during
construction for inspection of these items when visible. No additional work can progress until Public Works staff inspections have occurred unless special
approval is provided by Public Works staff.
1.Inspect wall foundation aggregate for spacing, depth, and grade. For multiple walls, inspect each wall foundation for spacing, depth, and grade;
2.Inspect top of wall for grade specifications and location;
3.Final inspection for height and spacing.
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR
SECTION A- GENERAL TECHNICAL
NOTES
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 4 OF 17
PART “1”: GENERAL TECHNICAL NOTES
1.01 Description:
1.02 Related Work:
1.03 Reference Documents:
ASTM D-4595
ASTM D-4632
ASTM D-5262
ASTM G-57
ASTM G-51
Tensile Properties of Geotextiles by the Wide-Width Strip Method
Tensile Properties of Geotextiles
Tension Creep Testing of (Stiff & Flexible) Geogrids
Resistivity
Alkalinity
1.04 Certification:
1.05 Delivery, Storage and Handling:
A.Furnishing segmental concrete facing and cap units as shown on the construction shop
drawings.
B.Furnishing reinforcement as shown on the construction drawings.
C.Furnishing leveling pad and reinforced backfill material as specified herein and as shown on the
construction drawings.
D.Soring, cutting and placing structural reinforcement as specified herein and as shown on the
construction drawings.
E.Installation of wall drainage system as shown on the construction drawings.
F.Excavation, placement and compaction of foundations, leveling pad, unit core fill, drainage fill
and reinforced backfill material as specified herein and as shown on the construction drawings.
G.Erection of segmental concrete units and placement of structural reinforcement.
A.The work shall consist of furnishing and installing segmental retaining wall (SRW) units and
Geostar SG reinforcement in accordance with this technical scope of work and in reasonably
close conformity to the lines, grades and dimensions shown on the plans and details.
A.The Contractor shall check the materials upon delivery to assure the specified type, grade,
color and texture of SRW units have been received.
B.The Contractor shall prevent excessive mud, wet concrete, epoxies, and like materials, which
may affix themselves, from coming in contact with the materials.
C.The Contractor shall protect the materials from damage. Damaged material shall not be
incorporated into the reinforced soil walls.
A.The Contractor shall submit a manufacturer’s certification prior to start of work stating the
SRW units meet the requirements of this specification.
C.NCMA Design Manual of Segmental Retaining Walls
NCMA TEK 50 A Specifications for Segmental Retaining Wall Units
NCMA SRWU-1 Determination of Connection Strength between Geosynthetics and
Segmental Concrete Units
NCMA SRWU-2 Determination of Shear Strength between Segmental Concrete Units
D.A geotechnical report was not supplied for the project and the soil properties used were
assumed for the site based on other sites in the general area. The field soil properties must be
verified by MTA Engineers must be notified of any variation in the soil properties.
E.Retaining wall profile based on the attached drawings dated April 2022. The top and bottom of
wall elevations and slopes in front and behind of the wall must be verified by the Wall Installer
before beginning wall construction. MTA Engineers must be notified of any changes to the wall
dimensions or geometry for review and possible modifications to the design.
F.Global stability should be re-evaluated if any changes in grid type or length, on the existing
slopes.
A.Geosynthetic Research Institute
GG1-87 Standard Test Method for Geogrid Rib Tensile Strength
GG2-87 Standard Test Method for Geogrid Junction Strength
GG4-(a&b) Determination of Long-Term Design Strength of (Stiff & Flexible) Geogrids
GG5-91 Geogrid Pullout
B.American Society for Testing and Materials Standards
ASTM C-33 Specification for Concrete Aggregates
ASTM C-90 Hollow Load Bearing Masonry Units
ASTM C-140 Methods of Sampling and Testing Concrete Masonry
ASTM C-145 Units Solid Load Bearing Concrete Masonry Units
ASTM C-150 Specification for Portland Cement
ASTM C-595 Specification for Blended Hydraulic Cements
ASTM D-698 Moisture Density Relationship for Soils,
ASTM D-422 Standard Method Gradation Analysis
ASTM D-4318 Atterberg Limits
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR SECTION A - MATERIALS
PROJECT NUMBER: W22-054
DATE:
DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 5 OF 17
1.06 Special Provisions
PART “2”: MATERIALS
2.01 Definitions:
2.02 Segmental Retaining Wall Units:
A.MTA Engineers is not responsible for the accuracy of information provided by others or
information not verified, as specified herein.
B.MTA Engineers assumes no liability for the soil borings and accuracy of subsurface conditions,
and subsurface groundwater conditions made by others or not verified.
C.The Geotechnical Engineer of Record shall be responsible for interpretation of subsurface
conditions, accuracy of soil design parameters and stability of the site slopes and any other
structures affected by the fills shown on the site grading plan.
D.General Contractor shall be responsible for complying with all federal, state and local
requirements for execution of the work, including local building inspection and current OSHA
excavation regulations.
E.Prior to undertaking any grading or excavation of the site, MTA Engineers and General
Contractor shall confirm the location of the retaining walls and all underground features, including
utility locations within the area of construction.
F.The General Contractor shall coordinate installation of underground utilities with the Wall
Installer.
G.Heavy equipment providing wheel loads in excess of 250-psf live load shall not be operated
within 6.0 feet of the face of the retaining wall during construction.
A.Soil Reinforcement- a Geostar Optima HP 200 structural geogrid formed by a regular network of
integrally connected tensile elements with apertures of sufficient size to allow interlocking with
surrounding soil, rock or earth and function primarily as structural reinforcement.
B.Segmental Concrete Facing Units- an diamond pro Square Foot SRW Unit made form Portland
Cement, water and mineral aggregates.
C.Cap Unit- an Anchor 4-inch segmental concrete cap unit
D.Reinforced Backfill- Compacted granular material with a Plasticity Index less than 20 and a
maximum 4.0-inch particle size verified by MTA Engineers meeting the requirements outlined of
the specifications which is within the reinforced soil volume as outlined on the plans.
E.Foundation Soil- Undisturbed sandy lean clay with rock soil with a Plasticity Index less than 20
verified by MTA Engineers and effective friction angle meeting the requirements.
A.SRW units shall be anchor diamond pro Segmental Retaining Wall Units as manufactured by a
licensed representative.
B.SRW units shall meet the following structural requirements:
1.All concrete wall units including cap units shall have a minimum net 28-day compressive
strength of 3000psi. The concrete units shall have the required freeze/thaw protection with a
maximum absorption rate of 8 percent.
2.Cementitious materials used in the manufacture of the units shall be Type I, Type II or Type III
Portland cement in accordance with ASTM C 150.
3.Other constituents- Air entraining agents, coloring pigments, integral water repellents, finely
ground silica and other constituent shall be previously established as suitable for use in
segmental retaining wall units and shall conform to applicable ASTM Standards or shall be
shown by test or experience to be not detrimental to the durability of the segmental concrete
facing units or to any material used in masonry construction.
4.Exterior molding dimensions of units may vary in accordance with ASTM C90-85. SRW
concrete facing unit molding dimensions shall not differ more than ±1/8 inch from the
manufacturer’s published dimensions, or more than ±1/16 inch in height from front to back of
unit.
5.SRW units shall provide a minimum unit weight equivalent to 100psf of wall face area. Fill
placed within the dimensions of the units may be considered at 80 percent of its effective unit
weight.
C.Finish and Appearance
1.All units shall be sound and free of cracks or other defects that would interfere with the proper
placing of the unit or significantly impair the strength or permanence of the construction.
2.Color of units shall be per Owner’s direction
3.Face pattern geometry shall be straight
4.Texture shall be split rock face
F.Retained Soil- Undisturbed or compacted sandy lean clay with rock soil with a Plasticity Index
less than 20 verified MTA Engineers and an effective friction angle meeting the requirements
outlined in the specifications behind the reinforced zone of the retaining walls.
G.Unit Core & Drain Rock- ASTM C33, No 57 crushed stone
H.Leveling Pad- 6” thick of level compacted AHTD Class 7 crushed stone road base upon which
the first course of segmental concrete facing units are placed.
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR SECTION A - EXECUTION
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 6 OF 17
2.03 Base Leveling Pad Material and Unit Fill for Block:
2.04 Reinforced Wall Backfill:
2.05 Retained Backfill or Comm Backfill:
PART “3”: EXECUTION
3.01 Excavation:
3.02 Leveling Pad Construction:
A.Base Leveling Pad Material: Base leveling pad material shall be AHTD Class 7 crushed
stone road base a minimum of 6.0 inches in thickness.
D.Sampling and Testing
1.Compressive strength test specimens shall conform to the saw-cut coupon provisions of
Section 5.2.4 of ASTM C 140-90 with the following exception:
a.Coupon shall have a minimum thickness of 1-1/2 inches.
b.Coupon shall not be oven dried before compressive testing.
A.Compacted sandy lean clay with rock soil with a Plasticity Index less than 20 and a maximum
4.0-inch particle size verified by MTA Engineers as shown on the drawings meeting the
requirements outlined.
B.Wall backfill material reinforced with geogrid shall have a pH in the range of 3 to 10 as
determined in accordance with ASTM G-51-77.
C.Don not run mechanical vibrating plate compactors on top of the units. Compact fill between
units and the 2.0-foot zone behind the units by running hand-operated vibratory plate
compaction equipment just behind units. Compact with a minimum of two passes of the
compactor with a lift thickness no greater than 8.0 inches.
D.The reinforced backfill shall be placed in maximum 8.0-inch thick compacted lifts. Compact to a
minimum of 95% Standard compaction (ASTM D698) or the project requirements whichever is
greater. The fill within 3.0 feet of the block shall be compacted with hand operated equipment to
minimize disturbance and movement of the block.
E.Each 8.0-inch thick lift of fill shall be tested for compaction by MTA Engineers with at least one
test per 5000sqft or fill placed per day.
F.MTA Engineers shall furnish, if required, a Certificate of Compliance certifying the reinforced
backfill materials comply with this section of specifications.
A.Soil placed behind the reinforced backfill shall be as directed by the project specifications or to
at least 100% Standard compaction, whichever is greater.
B.Retained backfill shall be compacted to the minimum compaction specified in the project
plans and specifications or to at least 95% Standard (ASTM D698) compaction,
whichever is greater.
A.Contractor shall excavate reasonably close to the lines and grades shown on the project grading
plans. Contractor shall take precautions to minimize over-excavation. Over-excavation shall be
filled with compacted AHTD Class 7 road base crushed stone.
B.The zone beneath the reinforced zone on the walls shall be excavated to the depths shown to
install the leveling pad.
C.MTA Engineers shall inspect the excavations and approve prior to placement of leveling pad
material.
D.Excavation of unsuitable soils and replacement with approved compacted material shall be
performed as directed by the Geotechnical Engineer or MTA Engineers.
E.Over-excavated areas in front of wall face shall be filled with approved compacted on-site soil
material as before the walls are built to over 3.0 feet in height.
F.General Contractor shall verify location of existing structures and utilities prior to excavation.
General Contractor shall ensure all surrounding structures are protected from the effects of wall
excavation and installation.
G.General Contractor shall coordinate installation of the new utilities and improvements to existing
utilities with MTA Engineers.
A.Leveling pad shall be a minimum thickness of 6.0 inches. The leveling pad should extend
laterally a minimum distance of 6.0 inches in front of the lower most SRW Unit and at least 6.0
inches behind the lower most SRW Unit.
B.Foundation soil shall be proof rolled, where applicable, and the top 12.0 inches compacted to
minimum 95% Standard Proctor maximum dry density (ASTM D698) and tested prior to
placement of leveling pad materials.
C.Leveling pad material shall be placed in maximum 6.0-inch thick compacted lifts and compacted
to at least 95% Standard compaction (ASTM D698). The leveling pad shall provide a level hard
surface on which to place the first course of units. Screenings may be used to smooth the top
1.0-inch to ¼ inch of the leveling pad. Screenings shall meet the following gradation:
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR END OF SECTION A
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 7 OF 17
Sieve Size
3/8 inch
No. 4
Percent Passing
100
90-100
No. 10
No. 20
No. 40
No. 80
No. 200
3.03 SRW Unit Installation:
3.04 Cap Installation:
END OF SECTION “A”
50-70
30-40
20-30
10-20
<12
A.First course of SRW units shall be placed on the leveling pad. The units shall be first leveled
side-to-side, front-to-rear and aligned with adjacent units. The first course is the most important
to ensure accurate and acceptable results.
B.Insure units are in full contact with base.
C.Place the front of the units side-by-side. Do not leave gaps between the front of adjacent units.
Alignment may be done by means of a string line or offset from base line to the back of the
units. Layout of curves and corners shall be in accordance with SRW manufacturer’s installation
guidelines.
D.Install pin connections per SRW manufacturer’s recommendations.
E.Place and compact unit core fill and drainage fill inside and behind units. Place and compact
reinforced soil behind the drainage fill.
F.Clean all excess debris from top of units.
G.Repeat procedures to the extent of wall height, placing no more than two block courses without
backfilling.
A.Place SRW Cap units per manufacturer’s recommendations. Backfill and compact to
finished grade.
B.Permanent mechanical connection of Cap Units to wall Units shall be provided by
construction adhesive. Apply adhesive to bottom surface of Cap Unit and install on Units
below.
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR SECTION B- GEOSYNTHETIC SOIL
REINFORCEMENT
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 8 OF 17
SECTIONS “B”: GEOSYNTHETIC SOIL REINFORCEMENT
PART “1”: GENERAL
1.01 Description:
1.02 Certification:
1.03 Delivery, Storage and Handling:
PART “2”: MATERIALS
2.01 Definitions:
2.02 Geosynthetic Soil Reinforcement Properties:
PART “3”: EXECUTION
3.01 Geogrid Soil Reinforcement Installation:
3.02 Reinforced Backfill Placement:
END OF SECTION “B”
A.Work included furnishing and installing geogrid soil reinforcement to the lines and
grades designated on the plans.
A.The Contractor shall submit a manufacturer’s certification stating the geosynthetic
soil reinforcement meets the requirements of this specification.
A.MTA Engineers shall check the geogrid soil reinforcement upon delivery to assure the proper
grade and type of material has been received. A product certification shall be provided with
each shipment.
B.Rolled material shall be stored in accordance with manufacturer’s recommendations.
A.Geogrid soil reinforcement shall be Optima HP 200 geogrid.
A.The geogrid soil reinforcement shall possess the minimum strength and durability required by
the design as determined by product specific testing as defined in the NCMA Design Manual
for Segmental Retaining Walls (Sections 3.5).
A.Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment
(roll directions perpendicular to the wall face).
B.The geogrid soil reinforcement shall be installed at the wall height, horizontal location, and to
the extent as shown on the project construction plans.
A.Reinforced backfill shall be placed, spread and compacted in such a manner that does not
develop slack in the geogrid.
B.Reinforced backfill shall be placed and compacted in compacted lifts not to exceed 8.0 inches.
C.Reinforced backfill shall be placed in maximum 8.0-inch thick compacted lifts and compacted to
a minimum of 95% Standard compaction (ASTM D698) or the project requirements whichever is
greater.
D.Reinforced backfill shall be compacted in all areas to the lines and grades shown on the plans
including all sloped areas above wall.
E.Only lightweight hand-operated compaction equipment shall be allowed within 3.0 feet of the
face of the walls.
F.At the end of each day’s operation, the Wall Installer shall slope the last lift of reinforced backfill
away from the wall facing to rapidly direct runoff away from the wall face. In addition, the
General Contractor shall not allow surface runoff from adjacent areas to enter the wall
construction site.
C.The geogrid soil reinforcement shall be laid horizontally on compacted backfill. The geogrid shall
be pulled taut and connected to the concrete SRW units prior to backfill placement on the
geogrid.
D.Geogrid soil reinforcements shall be continuous throughout their embedment lengths. Spliced
connections between shorter pieces of geogrid shall not be allowed unless shown on the
construction plans.
E.Tracked construction equipment shall not be operated directly upon the geogrid soil
reinforcement. A minimum fill thickness of 6.0 inches is required prior to operation of tracked
equipment over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent
tracks from displacing the fill and damaging the geogrid.
F.Rubber tired equipment may pass over the geogrid at low speeds, less than 6 mph. Sudden
braking and sharp turning shall be avoided.
G.Any changes to geogrid layout, including, but not limited to, length, geogrid type, or elevation,
shall be made subject to approval of MTA Engineers.
H.Correct orientation (Roll direction) of the geogrid reinforcement shall be verified by MTA
Engineers. All geogrid should be oriented with the roll direction perpendicular to the wall face.
I.Place segmental unit and fill in accordance with Section 3.03- SRW Unit Installation.
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR SECTION C - WALL DRAINAGE
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 9 OF 17
SECTION “C”: WALL DRAINAGE
PART “1”: GENERAL
1.01 Description:
1.02 Reference Standards:
1.03 Certification:
1.04 Delivery, Storage and Handling:
PART “2”: MATERIALS
2.01 Definitions:
PART “3”: EXECUTION
3.01 Drainage Collection Pipe:
3.02 Drainage Aggregate:
3.03 Filter Fabric:
END OF SECTION “C”
A.Install the drainage collection pipe according to the line, grades and sections shown on the
typical wall sections and details.
B.Install the drainage collection pipe to maintain gravity flow of water from the reinforced soil zone.
Daylight the pipe through the walls a maximum of every 40.0 feet along the wall face and at
each wall end.
C.The main collection drain pipe just behind the segmental units shall be a minimum 4.0 inches in
diameter.
A.Install the drainage aggregate to the lines, grades, and sections shown on the project
construction plans.
A.Install the filter fabric to the line, grades, and sections shown on the project construction
plans with a minimum lap of 24.0 inches at all joints, seams and roll edges.
A.Drainage collection pipe shall be 4” perforated/slotted PVC or corrugated ADS pipe wrapped
in filter fabric.
B.Drainage pipe shall be manufactured in accordance with ASTM D 3034 and/or ASTM D 1248.
C.Drainage aggregate shall be ASTM C33, No 57 washed, crushed stone.
D.All filter fabric must be Geostar GT140 non-woven fabric or approved equivalent.
A.Plastic Pipe shall be stored in accordance with the manufacturer’s recommendations to
prevent damage and deleterious materials from becoming affixed.
B.Drainage aggregate shall be stored to prevent contamination with other materials.
A.The Contractor shall submit a manufacturer’s certification stating the drainage materials
needed to meet the requirements of this specification.
A.ASTM D 3034- Specification for Polyvinyl Chloride (PVC) Plastic Pipe
B.AASHTO T-27- Test Method for Gradation Limits Fine Filter Material
C.ASTM D 1248- Specification for Corrugated Plastic Pipe
D.Where specification and reference documents conflict, the specifications shall govern the
final determination of applicable document.
A.Retaining wall system shall be provided with positive drainage. Work shall include providing and
installing all drainage materials including drainage aggregate, pipe and filter fabric to the lines
and grades designated on the project construction plans.
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR QUANTITIES
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 10 OF 17
Notes:
This is a preliminary quantity estimate for facing and reinforcement. It does not include additional materials that may or may not be required to construct the wall(s) including but not limited
to waste, filter fabric, drain tile, or other materials to address drop structures and other obstructions in the reinforced zone. It is the responsibility of the Contractor to verify these quantities
provided through their own estimate. The provider or author of the Software accepts no responsibility for any discrepancies between quantities provided in this estimate and quantities
required by the final approved Design Drawings.
7/25/2022
Quantities
Wall
Length
Wall/Cap
Facing
2821 N Pierce StreetDiamond Pro
Leveling
Wall
2821 N Pierce Street
Totals:
Reinforcements
Wall
2821 N Pierce Street
Totals:
[yd³]
Pad
8
8
[ft]
206
206
Reinforced
[yd³]
Fill
218
218
[yd²]
HP200
374
374
[yd²]
Fabric
Filter
155
155
Units
Facing
[#]
1325
1325
Drainage
[yd³]
Fill
40
40
Steps
TOW
[#]
2
2
Core
[yd³]
Fill
22
22
Steps
BOW
[#]
7
7
[ft²]
Area
Facing
1325
1325
Total Wall
Area
[ft²]
1394
1394
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR ANALYSIS SUMMARY WALL
PROJECT NUMBER: W22-054
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 11 OF 17
7/25/2022
Analysis Summary
Lowest Values - Conventional
Static Analysis
Test
FSsl
FSbc
FSot
FSsc
Description
Base Sliding
Bearing Capacity
Overturning
Shear Capacity
Lowest Values - Reinforced
Static Analysis
Test
FSsl
FSbc
FSct
FSot
FSsl
FSpo
FSto
FScs
Rs
RsBottom
RsTop
La
L/H Ratio
L
Section Course
1
1
1
1 1
Requirement
Minimum
1.50
2.00
1.50
1.50
Result
1.96
9.16
3.16
19.41
Status
Pass
Pass
Pass
Pass
Description
Base Sliding
Section Course
Layer/
Bearing Capacity
Crest Toppling
Overturning
Internal Sliding
Pullout
Tensile Overstress
Connection Strength
Max. Reinforcement Separation
Max. multiple of Hu at bottom
Max. multiple of Hu at top
Min. Anchorage Length
Min. L/H Ratio
Min. Reinforcement Length
Below Standard Values
None
5
5
4
5
9
3
8
6
9
4
2
5
5
5
4
1
1
1
1
Requirement
Minimum
1.50
2.00
1.50
2.00
1.50
1.50
1.50
1.50
0.0000
0.0000
0.0000
1.0000
0.6000
4.0000
Result
2.82
5.52
3.83
7.82
5.24
1.52
3.07
2.81
2.0000
1.0000
2.0000
1.7096
0.7500
4.0000
Status
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR FULL WALL PROFILE
SCALE: 1:1
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 12 OF 17
7/25/2022
²
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR WALL PROFILE 1
SCALE: 1:1
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 13 OF 17
7/25/2022
²
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR WALL PROFILE 2
SCALE: 1:1
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 14 OF 17
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR WALL PROFILE 3
SCALE: 1:1
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 15 OF 17
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR WALL SECTION PROFILE
SCALE: 1:1
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 16 OF 17
7/25/2022
PROJECT NAME: 2821 N. PIERCE STREET
CLIENT: JEFF FULLER
PROJECT LOCATION: LITTLE ROCK, AR DETAILS
SCALE: NTS
DATE: DRAWN BY:
FABIEN MONDUN
APPROVED BY:
STEVE GARRETT
MTA ENGINEERS
8001 NATIONAL DRIVE, LITTLE ROCK AR 72209
SHEET 17 OF 17
Base Preparation Detail
Drain Pipe Through Wall Face
Reinforcement Connection Detail
Typical Reinforced Cross Section
DIAMOND PRO
7/25/2022
Inside Corners
Outside Corners