HomeMy WebLinkAboutPart 1 of Sigel wall design 2007March 20, 2007
Project No. 07-0223
To: Steve Sigel
1399 Park Road
Orono, MN 55364
MSE.Mortaring
M Mflnipn Fm
Subject: Segmental Retaining Wall Design and Analysis, Sigel Residence, 1399
Park Road, Orono, MN.
In accordance with your request, Mortarless Systems Engineering (MSE) has prepared a
design and analysis of the segmental retaining wall's (SRW's) proposed for your
Residence, 1399 Park Road, Orono, MN.
Based upon our retaining wall analyses, it is MSE's opinion that the subject proposed
SRW's will be internally and externally stable provided the specific recommendations
contained herein this report, and the general construction recommendations of Anchor's
Concrete Segmental Retaining Wall System specifications, are incorporated in the
construction of the subject SRW's.
Backfill used in the reinforced zone shall meet the requirements in Anchor's Concrete
Segmental Retaining Wall System specifications item 2.01 E.
Internal drainage systems, other than the minimum 12" of drainage rock behind the block,
are not required. However, if seepage is encountered in the backcut during the course of
construction, additional drainage systems may be required.
4MA I C� ° FESS
QRO /ON
Cameron Roberson, PE 43483 ��� pN Rp qIe
e��'J' tic a
Enclosed: Anchor's Specifications Q O m
Wall Calculations
w U No. 43483 Z
Typical Details Quo'
Wall Plan and Profiles
�lP OF MINN�S.
Copy: (4) Addressee
(1) Engineering Department
,
325 Alliance Place NE, Rochester, MN 559136-3975 • phone 507.535.3526, fax 507.52 'e7 'ai m rtarless.nr±t
WALL SPECIFICATIONS
Anchor Diamond®
SECTION 32 32 23
CONCRETE SEGMENTAL RETAINING WALL SYSTEM
PART1-GENERAL
1.01 SECTION INCLUDES
A. Retaining wall system constructed of concrete segmental retaining wall units.
B. Geosynthetic reinforcement fabric
C. Leveling pad base
D. Drainage aggregate
E. Backfill
F. Drainage pipe
G. Adhesives
1.02 RELATED SECTIONS
Note to Spec fen Include Section 01270 only tf lrticle 3.12 is included
A. Section 01270 - Unit Prices
Note to Specifier: Include Section 02300 below for finish grading, and/or add other paving or surfacing related
Sections ifrequired
B. Section 02300 - Earthwork: For finish grading.
1.02 REFERENCES
A. AmericanAssociation of State Highway Transportation Officials (AASHTO)
1. AASHTO M288 Geotextile Specification for Highway Applications
2. AASHTO Standard Specifications for Highway Bridges
B. American Society for Testing and Materials (ASTM)
1. ASTM C140 Standard Test Methods for Sampling and Testing Concrete Masonry Units and
Related Units [Last Update: 01 ael]
2. ASTM C1262 Standard Test Method for Evaluating the Freeze -Thaw Durability of Manufactured
Concrete Masonry Units and Related Concrete Units [Last Update: 98]
3. ASTM C1372 Standard Specification for Segmental Retaining Wall Units [Last Update: 01a]
4. ASTM D448 Standard Classification for Sizes of Aggregate for Road and Bridge Construction
[Last Update: 98]
5. ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/f )(600 kN-m/m3) [Last Update: 00a]
6. ASTM D1556 Standard Test Method for Density and Unit Weight of Soil In Place by the Sand
Cone Method [Last Update: 00]
7. ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Modified Effort (56,000 ft-lbf/f )(2700 kN-m/m) [Last Update: 001
8. ASTM D2487 Standard Classification of Soils for Engineering Purposes (Unified Soil
Classification System) [Last Update: 00]
9. ASTM D2922 Standard Test Methods for Density of Soil and Soil -Aggregate In Place by Nuclear
Methods (Shallow Depth) [Last Update: 01]
10. ASTM D3034 Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer pipe and
Fittings [Last Update: 00]
11. ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
[Last Update: 00]
1-32 32 23
12. ASTM D4595 Standard Test Method for Tensile Properties of Geotextiles by the Wide -Width
Strip Method [Last Update: 86 (2001)]
13. ASTM D5262 Standard Test Method for Evaluating the Unconfined Tension Creep Behavior of
Geosynthetics [Last Update: 97]
14. ASTM F405 [Last Update: 97] Standard Specification for Corrugated Polyethylene (PE) Tubings
and Fittings
15. ASTM G51 Standard Test Method for Measuring pH of Soil for Use in Corrosion Testing [Last
Update: 95 (2000)]
C. National Concrete Masonry Association (NCMA)
1. NCMA Design Manual For Segmental Retaining Walls, Second Edition, Second Printing (1997)
2. NCMA SRWU-1 Determination of Connection Strength Between Geosynthetics and Segmental
Concrete Units
3. NCMA SRWU-2 Determination of Shear Strength Between Segmental Concrete Units
1.03 DEFINITIONS
A. Backfill: Soil which is used as fill behind the drainage aggregate, and within the reinforced soil mass (if
applicable).
B. Drainage Aggregate: Material used within (if applicable), between, and directly behind the concrete
retaining wall units.
C. Filter Fabric: Material used for separation and filtration of dissimilar soil types.
D. Foundation Soil: Soil mass supporting the leveling pad and reinforced soil zone of the retaining wall
system.
E. Geosynthetic Reinforcement: Material specifically fabricated for use as a soil reinforcement.
F. Global Stability: The general mass movement of a soil reinforced segmental retaining wall structure and
adjacent soil mass.
G. Project Geotechnical Engineer: A registered engineer employed by the Owner to perform site
observations, provide recommendations for foundation support, and verify soil shear strength parameters.
1.04 SUBMITTALS
A. Submit the following in accordance with Section 01300:
1. Product Data: Material description and installation instructions for each manufactured product
specified
2. Shop Drawings: Retaining wall system design, including wall elevation views, geosynthetic
reinforcement layout, pertinent details, and drainage provisions. The shop drawings shall be
signed by a registered professional engineer licensed in the state of wall installation.
3. Design Calculations: Engineering design calculations prepared in accordance with the NCMA
Design Manual For Segmental Retaining Walls, or the AASHTO Standard Specifications for
Highway Bridges, Section 5.8 (whichever is applicable). Analysis of global stability must be
addressed and incorporated into the shop drawings.
4. Samples
a. Furnish one unit in the color and face pattern specified, if requested.
b. Furnish 12 inch square or larger piece of the geosynthetic reinforcement specified.
5. Test Reports: Independent laboratory reports stating moisture absorption and compressive
strength properties of the concrete retaining wall units meet the Project Specifications when tested
in accordance with ASTM C140, Sections 6, 8 and 9.
1.05 DELIVERY, STORAGE AND HANDLING
A. Deliver, store, and handle materials in accordance with manufacturer's recommendations, in such a
manner as to prevent damage. Check the materials upon delivery to assure that proper material has been
2-32 32 23
received. Store above ground on wood pallets or blocking. Remove damaged or otherwise unsuitable
material, when so determined, from the site.
1. Exposed faces of concrete wall units shall be free of chips, cracks, stains, and other imperfections
detracting from their appearance, when viewed from a distance of 10 feet.
2. Prevent mud, wet cement, adhesives and similar materials which may harm appearance of units,
from coming in contact with system components.
1.06 EXTRA MATERIALS
A. Finnish Owner with 3 replacement units identical to those installed on the Project.
PART2-PRODUCTS
2.01 MATERLALS
A. Concrete Retaining Wall Units: "Anchor Diamond Retaining Wall Units" as manufactured under license
from Anchor Wall Systems.
1. Physical Requirements
a. Meet requirements of ASTM C1372, except the maximum water absorption shall be limited
to 7 percent, and unit height dimensions shall not vary more than plus or minus 1/16 inch
from that specified in the ASTM reference, not including textured face.
b. Unit Face Area: Not less than 0.67 square feet.
Note to Specifier: In Subparagraph below, select appropriate entity who will determine color
C. Color: Selected by the [Architect] [Engineer] [Owner] from manufacturer's full range of
standard colors.
Note to Specifier: In Subparagraph below, select straight or beveled face
d. Face Pattern Geometry: [Straight] [Beveled].
e. Texture: Split Rock Face.
f. Include an integral concrete shear connection flange/locator.
B. Geosynthetic Reinforcement: Polyester fiber geogrid or geotextile, or polypropylene woven geotextile, as
shown on the Drawings.
C. Leveling Pad Base
1. Aggregate Base: Crushed stone or granular fill meeting the following gradation as determined in
accordance with ASTM D448:
Sieve Size Percent Passine
1 inch 100
No. 4 35 to 70
No. 40 10 to 35
No. 200 3 to 10
a. Base Thickness: 6 inches (minimum compacted thickness)
2. Concrete Base: Nonreinforced lean concrete base.
a. Compressive Strength: 500 psi (maximum).
b. Base Thickness: At least 2 inches, but not more than 3 inches.
D. Drainage Aggregate: Clean crushed stone or granular fill meeting the following gradation as determined
in accordance with ASTM D448:
Sieve Size Percent Passine
1 inch 100
3/4 inch 75 to 100
3-32 32 23
No. 4 0 to 60
No. 40 0 to 50
No. 200 0 to 5
E. Backfill: Soil free of organics and debris and consisting of either GP, GW, SP, SW, or SM type,
classified in accordance with ASTM D2487 and the USCS classification system.
1. Soils classified as SC and CL are considered suitable soils for segmental retaining walls with a total
height of less than 15 feet unless the Plasticity Index (PI) is 20 or more.
2. Maximum particle size for backfill is 2 inches.
3. Unsuitable soils are organic soils and those soils classified as CH, OH, MH, OL, or PT.
F. Impervious Material: Clayey soil or other similar material which will prevent percolation into the
drainage zone behind the wall.
G. Drainage Pipe: Perforated or slotted PVC or corrugated HDPE pipe manufactured in accordance with
D3034 and/or ASTM F405. The pipe may be covered with a geotextile filter fabric to function as a filter.
H. Construction Adhesive: Exterior grade adhesive as recommended by the retaining wall unit manufacturer.
PART 3 - EXECUTION
3.01 EXAMINATION
Note to Specifier: In Paragraph below, select appropriate entity
A. Examine the areas and conditions under which the retaining wall system is to be erected, and notify the
[Architect] [Engineer] [Owner] [Contractor] in writing of conditions detrimental to the proper and timely
completion of the work Do not proceed with the work until unsatisfactory conditions have been
corrected.
B. Promptly notify the wall design engineer of site conditions which may affect wall performance, soil
conditions observed other than those assumed, or other conditions that may require a reevaluation of the
wall design.
C. Verify the location of existing structures and utilities prior to excavation.
3.02 PREPARATION
A. Ensure surrounding structures are protected from the effects of wall excavation.
B. Excavation support, if required, is the responsibility of the Contractor, including the stability of the
excavation and its influence on adjacent properties and structures.
3.03 EXCAVATION
Note to Species In Paragraph below, select appropriate entity
A. Excavate to the lines and grades shown on the Drawings. Over -excavation not approved by the
[Architect] [Engineer] [Owner (or Owner's representative)] will not be paid for by the Owner.
Replacement of these soils with compacted fill and/or wall system components will be required at the
Contractor's expense. Use care in excavating to prevent disturbance of the base beyond the lines shown.
3.04 FOUNDATION PREPARATION
A. Excavate foundation soil as required for footing or base dimension shown on the Drawings, or as directed
by the Project geotechnical engineer.
B. The Project geotechnical engineer will examine foundation soil to ensure that the actual foundation soil
strength meets or exceeds that indicated on the Drawings. Remove soil not meeting the required strength.
Oversize resulting space sufficiently from the front of the block to the back of the reinforcement, and
backfill with suitable compacted backfill soils.
C. The Project geotechnical engineer will determine if the foundation soils will require special treatment or
correction to control total and differential settlement.
D. Fill over -excavated areas with suitable compacted backfill, as recommended by the Project geotechnical
engineer.
4-32 32 23
3.05 BASE COURSE PREPARATION
A. Place base materials to the depths and widths shown on the Drawings, upon undisturbed soils, or
foundation soils prepared in accordance with Article 3.04.
1. Extend the leveling pad laterally at least 6 inches in front and behind the lowermost concrete
retaining wall unit.
2. Provide aggregate base compacted to 6 inches thick (minimum).
3. The Contractor may at their option, provide a concrete leveling pad as specified in Subparagraph
2.0l.C.2, in lieu of the aggregate base.
4. Where a reinforced footing is required by local code official, place footing below frost depth.
B. Compact aggregate base material to provide a level, hard surface on which to place the first course of
units.
C. Prepare base materials to ensure complete contact with retaining wall units. Gaps are not allowed.
3.06 ERECTION
A. General: Erect units in accordance with manufacturer's instructions and recommendations, and as
specified herein.
B. Place first course of concrete wall units on the prepared base material. Check units for level and
alignment. Maintain the same elevation at the top of each unit within each section of the base course.
C. Ensure that foundation units are in full contact with natural or compacted soil base.
D. Place concrete wall units side-by-side for full length of wall alignment. Alignment may be done by using
a string line measured from the back of the block. Gaps are not allowed between the foundation concrete
wall units.
E. Place 12 inches (minimum) of drainage aggregate between, and directly behind the concrete wall units.
Fill voids in retaining wall units with drainage aggregate. Provide a drainage zone behind the wall units
to within 9 inches of the final grade. Cap the backfill and drainage aggregate zone with 9 inches of
impervious material.
F. Install drainage pipe at the lowest elevation possible, to maintain gravity flow of water to outside of the
reinforced zone. Slope the main collection drainage pipe, located just behind the concrete retaining wall
units, 2 percent (minimum) to provide gravity flow to the daylighted areas. Daylight the main collection
drainage pipe through the face of the wall, and/or to an appropriate location away from the wall system at
each low point or at 50 foot (maximum) intervals along the wall. Alternately, the drainage pipe can be
connected to a storm sewer system at 50 foot (maximum) intervals.
G. Remove excess fill from top of units and install next course. Ensure drainage aggregate and backfill are
compacted before installation of next course.
H. Check each course for level and alignment. Adjust units as necessary to maintain level and alignment
prior to proceeding with each additional course.
I. Install each succeeding course. Backfill as each course is completed. Pull the units forward until the
locating surface of the unit contacts the locating surface of the units in the preceding course. Interlock
wall segments that meet at corners by overlapping successive courses. Attach concrete retaining wall
units at exterior corners with adhesive specified.
J. Install geosynthetic reinforcement in accordance with geosynthetic manufacturer's recommendations and
the shop drawings.
1. Orient geosynthetic reinforcement with the highest strength axis perpendicular to the wall face.
2. Prior to geosynthetic reinforcement placement, place the backfill and compact to the elevation of
the top of the wall units at the elevation of the geosynthetic reinforcement.
3. Place geosynthetic reinforcement at the elevations and to the lengths shown on the Drawings.
4. Lay geosynthetic reinforcement horizontally on top of the concrete retaining wall units and the
compacted backfill soils. Place the geosynthetic reinforcement within one inch of the face of the
concrete retaining wall units. Place the next course of concrete retaining wall units on top of the
geosynthetic reinforcement.
5. The geosynthetic reinforcement shall be in tension and free from wrinkles prior to placement of the
backfill soils. Pull geosynthetic reinforcement hand -taut and secure in place with staples, stakes,
or by hand -tensioning until the geosynthetic reinforcement is covered by 6 inches of loose fill.
6. The geosynthetic reinforcements shall be continuous throughout their embedment lengths. Splices
in the geosynthetic reinforcement strength direction are not allowed.
5-02832
7. Do not operate tracked construction equipment directly on the geosynthetic reinforcement.
At least 6 inches of compacted backfill soil is required prior to operation of tracked vehicles over
the geosynthetic reinforcement. Keep turning of tracked construction equipment to a minimum.
8. Rubber -tired equipment may pass over the geosynthetic reinforcement at speeds of less than
5 miles per hour. Turning of rubber -tired equipment is not allowed on the geosynthetic
reinforcement.
3.07 BACKFML PLACEMENT
A. Place reinforced backfill, spread and compact in a manner that will min inize slack in the reinforcement.
B. Place fill within the reinforced zone and compact in lifts not exceeding 6 to 8 inches (loose thickness)
where hand -operated compaction equipment is used, and not exceeding 12 inches (loose thickness) where
heavy, self-propelled compaction equipment is used.
1. Only lightweight hand -operated compaction equipment is allowed within 4 feet of the back of the
retaining wall units. If the specified compaction cannot be achieved within 4 feet of the back of
the retaining wall units, replace the reinforced soil in this zone with drainage aggregate material.
Note to Specifier. In Paragraph below, select revised modified Proctor densities if necessary, in lieu of standard
Proctor densities specified
C. Minimum Compaction Requirements for Fill Placed in the Reinforced Zone
1. Walls Less Than 15 Feet High: Compact to 95 percent of the soil's standard Proctor maximum dry
density (ASTM D698) [modified Proctor maximum dry density (ASTM D1557)] for the entire
wall height
2. Walls 15 Feet High BUT NOT MORE THAN 30 Feet High: Change compaction requirements to
98 percent of the soil's standard Proctor maximum dry density (ASTM D698) [modified Proctor
maximum dry density (ASTM D 1557)] for depths below 15 feet.
3. Walls Over 30 Feet High: Change compaction requirements to 100 percent of the soil's standard
Proctor maximum dry density (ASTM D698) [modified Proctor maximum dry density (ASTM
D 1557)] for depths below 30 feet.
4. Increase compaction requirements for retaining walls with slope heights at the back of the
reinforced soil zone greater than 5 feet above the top of wail. Verify compaction requirements
with Project geotechnical engineer.
5. Utility Trench Backfill: Compact utility trench backfill in or below the reinforced soil zone to
98 percent of the soil's standard Proctor maximum dry density (ASTM D698) [modified Proctor
maximum dry density (ASTM D1557)], or as recommended by the Project geotechnical engineer.
If the height from the utility to finish grade is higher than 30 feet, increase compaction to
100 percent of the standard Proctor density [modified Proctor density].
a. Utilities must be properly designed (by others) to withstand all forces from the retaining
wall units, reinforced soil mass, and surcharge loads, if any.
6. Moisture Content: Within 2 percentage points of the optimum moisture content for all wall
heights.
7. These specifications may be changed based on recommendations by the Project geotechnical
engineer.
a. If changes are required, the Contract Sum will be adjusted by written Change Order.
D. At the end of each day's operation, slope the last level of compacted backfill away from the interior
(concealed) face of the wall to direct surface water runoff away from the wall face.
1. The General Contractor is responsible for ensuring that the finished site drainage is directed away
from the retaining wall system
2. In addition, the General Contractor is responsible for ensuring that surface water runoff from
adjacent construction areas is not allowed to enter the retaining wall area of the construction site.
E. Refer to Article 3.10 for compaction testing.
3.08 CAP UNIT INSTALLATION
A. Apply adhesive to the top surface of the unit below and place the cap unit into desired position.
6.02832
B. Cut cap units as necessary to obtain the proper fit.
C. Backfill and compact to top of cap unit.
3.09 SITE CONSTRUCTION TOLERANCES
A. Site Construction Tolerances
1. Vertical Alignment: Plus or minus 1-1/2 inches over any 10 -foot distance, with a maximum
differential of 3 inches over the length of the wall.
2. Horizontal Location Control From Grading Plan
a. Straight Lines: Plus or minus 1-1/2 inches over any 10 -foot distance.
b. Comer and Radius Locations: Plus or minus 12 inches.
C. Curves and Serpentine Radii: Plus or minus 2 feet.
3. Immediate Post Construction Wall Batter: Within 2 degrees of the design batter of the concrete
retaining wall units.
4. Bulging: Plus or minus 1-1/4 inches over any 10 -foot distance.
3.10 FIELD QUALITY CONTROL
A. Installer is responsible for quality control of installation of system components. Employ a qualified
independent third party to verify the correct installation of system components in accordance with these
specifications and the Drawings.
B. The Owner, at their expense, will retain a qualified professional to perform quality assurance checks of
the installer's work.
C. Correct work which does not meet these specifications or the requirements shown on the Drawings at the
installer's expense.
D. Perform compaction testing of the reinforced backfill placed and compacted in the reinforced backfill
zone.
1. Testing Frequency
a. One test for every 2 feet (vertical) of fill placed and compacted, for every 50 lineal feet of
retaining wall.
b. Vary compaction test locations to cover the entire area of the reinforced soil zone,
including the area compacted by the hand -operated compaction equipment.
3.11 ADJUSTING AND CLEANING
A. Replace damaged units with new units as the work progresses.
B. Remove debris caused by wall construction and leave adjacent paved areas broom clean.
Note to Specifier: Include Article 3.12 ONLYfor municipal work when required
3.12 MEASUREMENT AND PAYMENT
A. Measurement of segmental retaining wall shall be on an installed square foot basis computed on the total
face area of wall installed. Wall face area includes the bottom of the base course to the top of the wall,
and the entire length of the wall.
B. Payment for the wall will be made on a square foot basis at the agreed upon Contract Unit Price.
1. Payment should be considered full compensation for labor, materials, equipment and testing
required to install the wail in accordance with these specifications and the Drawings.
2. Quantities may vary from that shown on the Drawings depending on existing topography. Change
to the total quantity of wall face area will be paid or withheld at the agreed upon Contract Unit
Price.
7-02832
END OF SECTION
8-02832
WALL CALCULATIONS
Mall (ver 3.22 April 20O2) Page 1
LN 00310349
Licensed to: Rockwood Retaining Walls Inc
325 Alliance Place, NE
Rochester, MN 55906
License Number. U0310349
Proiect lden0cation
Project Name: Sigel Residence
Section: Wall 1 (STA 0+25.00)
Data Sheet:
Owner. Steve Sigel
Client: Steve Sigel
Prepared by: MSE
Date: March 202007
Time: 06:42:33 PM
Data file: j:l_ mselprelimslglen nevalal2007 prelims107-0223, Steve sigelldesignlsnvelgsigel residence wall 1 (sta 0+25.00).dat
Project Notes•
Geometry based upon survey by Hedlund, revised by MSE.
Toe ofStructure- Geosynthetic•Reinforced Segmental Retaining Wall
Desion Meth0dolo0v NCMA Method A
Seismic Analysis Details.
Peak Ground Acceleration (PGA) ratio 0.00
Wall Geometry•
Design Wall Height (ft)
11.0
Embedment Wall Height (it)
1.25
Exposed Design Wall Height (ft)
9.75
Vertical Wall Height including Cap Unit (it)
11.25
Exposed Wall Height including Cap Unit (ft)
10.0
Minimum Levelling Pad Thickness (ft)
0.5
N umber of Segmental Wall Units 22
Hinge Height (in plane of wall) (ft) N/A
Wall Inclination (degrees) 10.6
Front Slope (degrees) horizontal
Back Slope (degrees) horizontal
SR Wall (ver 3.22 April 2002)
LN U0310349
Uniformly DisMbuted Surcharges:
Live Load Surcharge (psf) 50
Dead Load Surcharge (psi 25
Geometry and Sumhame Notes:
none...
Soil Data: Soil Description
Reinforced Soil Select Backfill
Retained Soil Sandy Slit (ML)
Levelling Pad Soil Aggregate Base (GP -GM)
Foundation Soil Sandy (11111.)
Page 2
Soil Notes:
Contractor must verify soil parameters prior to and during wall construction. Backfill used in the reinforced zone shall meet the requirements in
Anchor's Concrete Segmental Retaining Wall System specifications Rom 2.01 E.
Segmental Unit Name • Anchor Diamond
Segmental Unit Data:
Cap Height (in)
Friction
Unit Height(Hu)(in)
Cohesion
Angle
Unit Weight
(psf)
(degrees)
(pct)
N/A
32.0
125.0
NIA
28.0
120.0
N/A
45.0
135.0
25.0
28.0
120.0
Page 2
Soil Notes:
Contractor must verify soil parameters prior to and during wall construction. Backfill used in the reinforced zone shall meet the requirements in
Anchor's Concrete Segmental Retaining Wall System specifications Rom 2.01 E.
Segmental Unit Name • Anchor Diamond
Segmental Unit Data:
Cap Height (in)
3.0
Unit Height(Hu)(in)
6.0
Unit Width (Wu)(in)
12.0
Unit Length (in)
16.0
Setback (in)
1.125
Weight (inflled)(Ibs)
80.0
Unit Weight (infilled) (pcf)
120.0
Center of Gravity (in)
6.0
Segmental Unit Notes
Contractor must place crushed rock (drainage rock) within the cores of the block and a minimum of 12" behind the block. See Typical Cross Section.
Segmental Unit Interface Sheer Data
Properties Ultimate Strength Criteria Service State Criteria
Minimum (lbs/ft) 1076.0 770.0
Friction Angle (degrees) 26.0 23.0
Maximum (lbs/ft) 2150.0 2050.0
Segmental Unit Interface Notes:
As interpreted from laboratory test results.
Geosynthedc Reinforcement Types and Number
Type Number Name
1 6 Mlrafi 3XT
SR Wall (ver 3.22 April 2002)
LN U0310349
Page 3
Geosvnthetics Properties
Type
0.9
Type
NIA
Type
NIA
Strength and Polymer Type •
Type 1
Type 2
Type 3
Ultimate Strength (lbs/ft)
3000.0
NIA
NIA
Polymer Type
polyester
NIA
NIA
Reduction Factors:
Type 1
Type 2
Type 3
Creep
Durability
1.67
NIA
NIA
Installation Damage
1.15
1.14
NIA
NIA
NIA
NIA
Overall Factor of Safety
1.50
NIA
NIA
Allowable Strength •
Type 1
Type 2
Type 3
Ta (lbs/ft)
913.5
NIA
NIA
Coetiicient Of Interaction • Type Type Type
Ci 0.9 NIA NIA
Coefficient of Direct Sliding•
Cos
Type
0.9
Type
NIA
Type
NIA
Geosvnthetics Notes•
Type 1
Type 2
Type 3
Verify parameters with manufacturer.
Connection Strength •
Type 1
Type 2
Type 3
Ultimate Strength Criterion:
26.0
2150.0
NIA
NIA
NIA
NIA
Minimum (lbs/ft)
195.0
NIA
NIA
Friction Angle (degrees)
52.0
NIA
NIA
Maximum (lbs/ft)
1250.0
NIA
NIA
Service State Cdtedon:
2050.0
NIA
NIA
Minimum (lbs/ft)
169.0
NIA
NIA
Friction Angle (degrees)
52.0
NIA
NIA
Maximum (ftlit)
1240.0
NIA
NIA
Geosvnthetic Connection Notes•
As interpreted from laboratory test results.
Geosyntheffc-Seamental Retaining wall Unrf
Interface Shear Strength •
Type 1
Type 2
Type 3
Ultimate Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
1076.0
NIA
NIA
Maximum (Iba/ft)
26.0
2150.0
NIA
NIA
NIA
NIA
Service State Criterion:
Minimum (lbs/11)
770.0
NIA
NIA
Friction Angle (degrees)
23.0
NIA
N/A
Maximum (lbs/ft)
2050.0
NIA
NIA
SR Wall (ver 3.22 April 2002)
LN 00310349
Page 4
GeosvnthetlC-SRW Interface Shear Notes•
Geosynthetic -Segmental Unit Interdace Shear Capcities are Limited by the Unit to Unit Capacities. As interpreted from laboratory test results.
Coefficlents of Earth Pressure and Failure Plane Orientations. -
Reinforced Soil (Ka)
0.206
Reinforced Soil (Ka horizontal component)
0.202
Orientation of failure plane from horizontal (degrees)
53.08
Retained Soil (Ka)
0.245
Retained Soil (Ka horizontal component)
0.234
Orientation of failure plane from horizontal (degrees)
49.61
Results of External StabilityAnalvses•
FOS Sliding
Calculated
2.83
Design Criteria
1.5 OK
FOS Overturning
6.04
1.5 OK
FOS Bearing Capacity
5.99
2.0 OK
Base Reinforcement Length (L) (ft)
7.0
6.6 OK
Base Eccentricity (e)(ft)
•0.28
NIA
Base Eccentricity Ratio (e/L-2e)
0.04
N/A
Base Reinforcement Ratio (LM)
0.64
0.6 OK
Note: calculated values MEET ALL design criteria
4.0
Detailed Results of External Stability Analvses Calculated Values.-
Total
alues:
Total Horizontal Force (lbs/ft)
1889.9
Total Vertical Force (lbs/ft)
9722,3
Sliding Resistance (lbs/ft)
5344.5
Driving Moment(lbs-tuft)
7283.3
Resisting Moment(Ibs-ft/ft)
44018.9
Bearing Capacity (pst)
9315.4
Maximum Bearing Pressure (pst)
1556.3
esu0s oflntemal SfabilMAnahses
SRW Geosyn
Elev
Length
Anchor
FOS
FOS
FOS
Layer
Lino Type
#
(!)
(R)
length
Owr-
Pullout
Sliding
Spacing
913.5
264.6
2323.4
(h)
shess
9 1
4.0
913.5
288.5
3790.9
810.0
N.0
11.0
N.5
11.5
<3.0
20 1
76 1
9.5
8.0
1.64
7.81
3.36
32.53
OK
1577.9
7.5
8.0
2.77
4.4
6.95
42.19
OK
12 1
9 1
5.5
7.0
2.9
3A5
6.78
7.3
OK
4.0
7.0
3.74
3.17
13.14
5.59
OK
6 1
2.6
7.0
4.59
2.64
1625
4.51
OK
3 1
1.0
7.0
5.44
1.92
16.3
3.78
OK
Note: calculated valum MEET ALL design cdteda
Delayed Resras OfIld8olat StaleRbeAn M
SRW Gamin Elsv Allcwab/e Tensile Puticut Sliding Sliding
Unit Type tin Sbength Load Capacity Fanta capaciy
# 04 (ISM) 00) (IbsM) (IbsM)
20 1
9.5
913.5
117.0
393.0
57.9
1882.1
18 1
7.5
9135
207.5
1441.8
2332
2842.8
12 1
5.5
913.5
264.6
2323.4
520.7
3803A
9 1
4.0
913.5
288.5
3790.9
810.0
4523.9
6 1
2.5
913.5
345.4
5512.5
1162.4
52463
3 1
1.0
913.5
474.9
7743.1
1577.9
5964.8
SR Wall (ver 3.22 April 2002)
LN 00310349
Results a/Facino SlabPdvAe M
SRW Heel Geosynthab'c FOS FOS Shear FOS Connected
Unit Elev Type Over- Sheer (datorma0on) Connechon (delonna6'ont
# (R/ fuming (peak) (Peak)
>1.5 >14 o0.02x He >1.5 <0.75 in
22 10.5 none 12.37 >99 OK
21 10.0 none 5.56 40.76 OK
20 9.5 1 3A1 22.71 OK 3.63 OK
19 9.0 none 5.72
18 8.5 none 5.57
17 8.0 none 4.95 29.63 OK
18 7.5 1 4.31 14.06 OK 3.53 OK
15 7.0 none 4.67 ,
14 6.5 none 4.61 -
13 6.0 none 4.38 20.22 OK
12 5.5 1 4.09 9.86 OK 393 OK
11 5.0 none 4.17
10 4.5 none 4.1 33.01 OK
9 4.0 1 3.96 10.83 OK 4.33 OK
8 3.5 none 3.99
7 3.0 none 394 28.8 OK
6 2.5 1 3.83 9.5 OK 3.62 OK
5 2.0 none 3.82
4 1.5 none 3.76 25.86 OK
3 1.0 1 3.67 8.56 OK 2.63 OK
2 0.5 none 3.64 - -
1 0.0 none 3.58 ,
Note: calculated values MEET ALL design cntena
Detailed Results o7Facino Stab&A M 784 !and Shear
SRW Heel Geo Drive Resist Shear Shear Shear
Ung Elav Type Moment Moment told Capacity Cap,*
# (R) pts -INR) (lbs -RM) gbsm) hoof) (lhsht)
Boutin (peak) (defurmatlon)
22 10.5 none 2.4 30.0 10.8 1105.7 795.5
21 10.0 none 11.8 65.6 27.8 1134.5 820.9
20 9.5 1 31.3 106.9 518 1163.8 846A
19 9.0 none 64.1 3664 •36.1 1193.1 871.9
18 6.5 none 113.3 631.6 0.0 1222.3 897.3
17 8.0 none 182.2 902.5 42.4 1251.6 922.8
18 7.5 1 273.8 1178.9 91.1 12809 948.3
15 7.0 none 391.4 1827.3 -61A 1310.1 973.7
14 6.5 none 538.0 24812 0.0 1339A 999.2
13 8.0 none 717.0 3140.8 67.7 1368.6 1024.7
12 5.5 1 931.3 3806.1 141.7 1397.9 10508
11 5.0 none 1184.3 4933.7 42.5 14278 1073.6
10 4.5 none 1479.0 6066.9 44.1 1456A 1101.1 -
9 4.0 1 1818.6 7205.8 137.1 1485.7 1126.6
8 3.5 none 2206.3 8807.0 .52.0 1515.0 1152.0
7 3.0 none 2645.2 10413.9 53.6 15448 1177.5
6 2.5 1 3136.5 12026.4 165.6 1573.5 1203.0
5 2.0 none 3639A 141018 -81.5 1602.8 1228.4
4 1.5 none 4301.1 16181.7 63.1 1632.0 1253.9
3 1.0 1 4976.6 18267.8 194.1 1681.3 1279A
2 OS none 57193 20816.3 •143.5 1690.5 1304.9
1 0.0 none 6532.0 23370.4 0.0 1719.8 1330.3
0 t '1 dR Rs OfFacins, S IaNy Anabses IC nnecums
SRW Heel Gas Connection Connection Connection
Ung FJev Typa Load Capaclq Cepa*
If (Po (Its/RI (peak) (delbmagan)
(IbsrR) (IbsM)
20 9.5 1 117.0 425.4 399A
Is 7.5 1 207.5 732.6 706.6
12 59 1 264.6 1039.8 1013.8
9 4.0 1 288.5 1250.0 1240.0
6 2.$ 1 345.4 1250.0 1240.0
3 1.0 1 474.9 1250.0 1240.0
Page 5
SRWall (ver 3.22 April 2002)
LN U0310349 Page 6
Project Identification•
Project
Name: Sigel Residence
Section: Wall 1 (STA 0+25.00)
Data Sheet:
Owner:
Steve Sigel
Client:
Steve Sigel
Prepared
by:
MSE
Date:
March 20 2007
Time:
06:42:33 PM
TYPICAL DETAILS
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