BWFE2014-1115 (BWFE) — o
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IE VOICE(760)777-7125
78-495 CALLE TAMPICO l D
FAX(760)777-7011
LA QUINTA,CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS(760)777-7153
BUILDING PERMIT
Date: 11/4/2014
Application Number: BWFE2014-1115 Owner:
Property Address: 79945 ARNOLD PALMER PGA WEST RESIDENTIAL ASSN IN
APN: 775150013 75005 COUNTRY CLUB DR
Application Description: 116 LF RETAINING WALL UP TO 12 FT PALM DESERT,CA 0
Property Zoning: Z
Application Valuation: $250,000.00 C
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Applicant: Contractor:
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LIPPERT CONSTRUCTION INC LIPPERT CONSTRUCTION INC �i C-
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0 OUTSIDE CITY LIMITS 0 OUTSIDE CITY LIMITS ron D `�
LA QUINTA,CA 92253 LA QUINTA,CA 92253
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(760)863-5700
Llc.No.::LIC-0102366
---------------------------------------------------------------------------------------------
LICENSED CONTRACTOR'S%DECLARATION WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury th I am licensed under provisions of Chapter I hereby affirm under penalty of perjury one of the following declarations:
9(commencing with Section 7000)of Division of the Business and Professions Code, I have and will maintain a certificate of consent to self-insure for workers'
and my License is in full force and effect. compensation,as provided for by Section 3700 of the Labor Code,for the performance
License Class License No.:.LIC-010236 of the work for which this permit is issued.
I have and will maintain workers'compensation insurance,as required by
Date: I � ) Contractor: Section 3700 of the Labor Code,for the performance of the work for which this permit
is issued. My workers'compensation insurance carrier and policy number are:
OWNER-BUILDER DECLARATION Carrier:_ Policy Number:_
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State I certify that in the performance of the work for which this permit is issued,I
License Law for the following reason(Sec.7031.5,Business and Professions Code:Any shall not employ any person in any manner so as to become subject to the workers'
city or county that requires a permit to construct,alter,improve,demolish,or repair compensation laws of California,and agr that,if I should become subject to the
any structure,prior to its issuance,also requires the applicant for the permit to file a workers'compensation provisions of Section 700 the Labor Code,I shall forthwith
signed statement that he or she is licensed pursuant to the provisions of the comply witRo
a provisions. `
Contractor's State License Law(Chapter 9(commencing with Section 7000)of Division 3 I
of the Business and Professions Code)or that he or she is exempt.therefrom and the Date: �1 Applicant:
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars WARNING:FAILURE TO SECURE WORKERS'COMPENSATION COVERAGE 15 UNLAWFUL,
($500).: AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
(_)I,as owner of the property,or my employees with wages as their sole ONE HUNDRED THOUSAND DOLLARS($100,000). IN ADDITION TO THE COST OF
compensation,will do the work,and the structure is not intended or offered for sale. COMPENSATION,DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
(Sec.7044,Business and Professions Code:The Contractors'State License Law does not INTEREST,AND ATTORNEY'S FEES.
apply to an owner of property who builds or improves thereon,and who does the work
himself or herself through his or her own employees,provided that the improvements APPLICANT ACKNOWLEDGEMENT
are not intended or offered for sale. If,however,the building or improvement is sold IMPORTANT:Application is hereby made to the Building Official for a permit subject to
within one year of completion,the owner-builder will have the burden of proving that the conditions and restrictions set forth on this application.
he or she'did not build or improve for the purpose of sale.). 1. Each person upon whose behalf this application is made,each person at whose
(_)I,as owner of the property,am exclusively contracting with licensed contractors request and for whose benefit work is performed under or pursuant to any permit
to construct the project. (Sec.7044,Business and Professions Code:The Contractors' issued as a result of this application,the owner,and the applicant, each agrees to,and
State License Law does not apply to an owner of property who builds or improves shall defend,indemnify and hold harmless the City of La Quinta,its officers,agents,and
thereon,and who contracts for the projects with a contractor(i)licensed pursuant to employees for any act or omission related to the work being performed under or
the Contractors'State License Law.). following issuance of this permit.
(_)I am exempt under Sec. .B.&P.C.for this reason 2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit,or cessation of
work for 180 days will subject permit to cancellation.
Date: Owner:
I certify that I have read this application and state that the above information is correct.
CONSTRUCTION LENDING AGENCY I agree to comply with all city and county ordinances a state laws relating to buildi
I hereby affirm under penalty of perjury that there is a construction lending agency for construction,and hereby authorize representatives of t_ city to t u on the a
the performance of the work for which this permit is issued(Sec.3097,Civ.C.). mentioned rop rt y for inspection purposes.
9 v
Lender's Name: Date: `� , Signature(Applicant or Agent)
Lender's Address:
t
a .
o¢ �o Permit Details PERMIT
.:.:
KCity of Quinta
0 4
�cFMOE<�o4 z����-
4
Description:116 LF RETAINING WALL UP TO 12 FT
Type:WALL/FENCE Subtype: Status:APPROVED Applied: 10/24/2014 MFA
Parcel No:775150013 Site Address:79945 ARNOLD PALMER LA QUINTA,CA 92253 Approved:10/24/2014 MFA
Subdivision:TR 21381-1 CM 059/074 SEE ASR MB Block: Lot:A2 Issued:
769/41 FOR CM
Lot Sq Ft:0 Building Sq Ft:0 Zoning: Finaled:
Valuation:$250,000.00 Occupancy Type: Construction Type: Expired:
No. Buildings:0 No.Stories:0 No. Unites:0
Details:
Applied to Approved
ADDITIONAL
CHRONOLOGY
CONTACTS
NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL
APPLICANT LIPPERT CONSTRUCTION INC 0 OUTSIDE CITY LIMITS LA QUINTA CA 92253
CONTRACTOR LIPPERT CONSTRUCTION INC 0 OUTSIDE CITY LIMITS LA QUINTA CA 92253
OWNER PGA WEST RESIDENTIAL ASSN IN 75005 COUNTRY CLUB PALM DESERT CA 0
DR
INSPECTIONS
SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED RESULT REMARKS NOTES
DATE DATE
0 BOND BEAM
Printed:Tuesday, November 04,201410:43:29 AM 1 of 2
SYSTEMS
i
.a
Permit Details PERMIT NUMBER•
of
0 FOOTINGS
0 FINAL"
PARENT PROJECTS,
REVIEWS
RETURNED STATUS REMARKS 7
REVIEW TYPE REVIEWER SENT DATE- DUE DATE DATE NOTES .
Printed:Tuesday, November 04,201410:43:29 AM 2 of 2 C WYSTEMS
— IIIIIIIIIIIIIIIIIIIIIIIII 58�
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o , { PGA West Segmented Retaining Wall
9 9
La Q u i nta, CA
Page Index
1 Specifications
it General Notes
13 Plan View
14 Elevation View
15 Section View External Calculations
Expanded Section Results
Section View Internal Calculations
Section View ICS Results
Section View ICS Geometry
30 Construction Details
34 Worksheet fo
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CITY OF LA QUINTA AB Classic V
BUILDING &SAFETY DEPT. V,
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En ineer: Michael W. Yeoman
License Number: RCE 46363
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y Specification Guidelines: Allan Block Modular Retaining Wall
Systems `
The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion
these specifications may be revised to accommodate site specific design requirements.
SECTION 1: ALLAN BLOCK MODULAR RETAINING WALL SYSTEMS
PART 1: GENERAL
1.1 Scope
Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction
drawings and as specified herein.
1.2 Applicable Sections of Related Work
Section 2: Geogrid Wall Reinforcement
1.3 Reference Standards
A. ASTM C1372 Standard Specification for Segmental Retaining Wall Units.
B. ASTM C1262 Evaluating the Freeze thaw Durability of Manufactured CMUs and Related concrete Units
C. ASTM D698 Moisture Density Relationship for Soils, Standard Method
D. ASTM D422 Gradation of Soils o...
E. ASTM C140 Sample and Testing concrete Masonry Units
1.4 Delivery, Storage, and Handling
A. Contractor shall check the materials upon delivery to assure proper material has been received
B. Contractor shall prevent excessive mud, cementitious material, and like construction debris from coming in contact with the materials.
C.-Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project(ASTM C1372).
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PART 2: MATERIALS a,
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2.1 Modular Wall Units
A. Wall units shall be Allan Block Retaining Wall units as produced by a licensed manufacturer. 1°
B. Wall units shall have minimum 28 day compressive strength of 3000 psi (20.7 MPa) in accordance with ASTM C1372. The concrete units Ce
shall have adequate freeze-thaw protection with an average absorption rate in accordance with ASTM C1372 or an average absorption rate of
7.5 Ib/ft^3 (120 kg/m^3) for northern climates and 10 Ib/ft3 (160 kg/m^3) for southern climates.
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C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations on the height of any two units shall be 0.125 in. (3 E c
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mWDall units shall provide a minimum of 110 lbs total weight per square foot of wall face area (555 kg/m^2). Fill contained within the units V)
may be considered 80%effective weight. G
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Engineer: Michael W. Yeoman
License Number: RCE 46363 �,a•.•,
E. Exterior face shall be textured. Color as specified by owner.
2.2 Wall Rock
A. Material must be well-graded compactable aggregate, 0.25 in. to 1.5 in., (6 mm - 38 mm) with no more than 10% passing the #200 sieve.
(ASTM D422)
B. Material behind and within the blocks may be the same material.
2.3 Infill Soil
A. Infill material shall be site excavated soils when approved by the on-site soils engineer unless otherwise specified in the drawings.
Unsuitable soils for backfill (heavy clays or organic soils) shall not be used in the reinforced soil mass. Fine grained cohesive soils (f<31) may
be used in wall construction, but additional backfilling, compaction and water management efforts are required. Poorly graded sands, expansive
clays and/or-soils with a plasticity index (PI) >20 or a liquid limit(LL) >40 should not be used in wall construction.
B. The infill soil used must meet or exceed the designed friction angle and description noted on the design cross sections, and must be free of
debris and consist of one of the following inorganic USCS soil types: GP, GW, SW, SP meeting the following gradation as determined in
accordance with ASTM D422.
Sieve Size Percent Passing
4 inch (100 mm 100- 75
No. 4 (4.75 mm3 100 - 20
No. 40 (0.425 mm) 0 - 60
No. 200 (0.075 mm) 0 - 35
C. Where additional fill is required, contractor shall submit sample and specifications to the wall design engineer or the onsite soils engineer for
approval and the approving engineer must certify that the soils proposed for use has properties meeting or exceeding original design standards
PART 3: WALL CONSTRUCTION
3.1 Excavation
A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over-excavate
beyond the lines shown, or to disturb the base elevations beyond those shown.
B. Contractor shall verify locations of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are �o
protected from the effects of wall excavation.
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3.2 Foundation Soil Preparation c
A. Foundation soil shall be defined as any soils located beneath a wall.
B. Foundation soil shall be excavated as dimensioned on the plans and compacted to a minimum of 95% of Standard Proctor(ASTM D698)
prior to placement of the base material.
C. Foundation soil shall be examined by the on-site soils engineer to ensure that the actual foundation soil strength meets or exceeds assumed 'a v
design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 0 c
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3.3 Base rn LL'
A. The base material shall be the same as the Wall Rock material (Section 2.2) or a low permeable granular material. cn >
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calculations.
Engineer: Michael W. Yeoman
License Number: RCE 46363X10..,
B. Base material shall be placed as shown on the construction drawing. Top of base shall be located to allow bottom wall units to be buried to
proper depths as per wall heights and specifications.
C. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted to a minimum of 95% Standard Proctor
(ASTM D698).
D. Base shall be compacted at 95% Standard Proctor(ASTM D698) to provide a level hard surface on which to place the first course of blocks.
The base shall be constructed to ensure proper wall embedment and the final elevation shown on the plans. Well-graded sand can be used to
smooth the top 1/2 in. (13 mm) on the base material.
E. Base material shall be a 4 in. (100 mm) minimum depth for walls under 4 ft (1.2 m) and a 6 in. (150 mm) minimum depth for walls over 4
ft (1.2 m).
3.4 Unit Installation
A. The first course of wall units shall be placed on the prepared base with the raised lip facing up and out and the front edges tight together.
The units shall be checked for level and alignment as they are placed.
B. Ensure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per
wall layout.
C. Fill all cores and cavities and a minimum of 12 in. (300 mm) behind the base course with wall rock. Use infill soils behind the wall rock and
approved soils in front of the base course to firmly lock in place. Check again for level and alignment. Use a plate compactor to consolidate the
area behind the base course. All excess material shall be swept from top of units.
D. Install next course of wall units on top of base course. Position blocks to be offset from seams of blocks below. Perfect running bond is not
essential, but a 3 in. (75 mm) minimum offset is recommended. Check each block for proper alignment and level. Fill all cavities in and around
wall units and to a minimum of 12 in. (300 mm) depth behind block with wall rock. For taller wall al
the depth of wall rock behind the
block should be increased; walls from 15 ft (4.57 m) to 25 ft (7.62 m) should have a minimum of°2 ft (0.61 m) and walls above 25ft (7.62 m)
should have a minimum of 3 ft(0.9 m). Spread infill soil in uniform lifts not exceeding 8 in. (200 mm) in uncompacted thickness and compact
to 95%of Standard Proctor(ASTM D698) behind the consolidation zone.
E. The consolidation zone shall be defined as 3 ft (0.9 m) behind the wall. Compaction within the consolidation zone shall be accomplished by
using a hand operated plate compactor and shall begin by running the plate compactor directly on the block and then compacting in parallel
paths from the wall face until the entire consolidation zone has been compacted. A minimum of two passes of the plate compactor are required Z
with maximum lifts of 8 in. (200 mm). Expansive or fine-grained soils may require additional compaction passes and/or specific compaction
equipment such as a sheepsfoot roller. Maximum lifts of 4 inches (100 mm) may be required to achieve adequate compaction within the c
consolidation zone. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Final S
compaction requirements in the consolidation zone shall be established by the engineer of record. S
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F. As with any construction work, some deviation from construction drawing alignments will occur. Variability in construction of SRWs is v
approximately equal to that of cast-in-place concrete retaining walls. As opposed to cast-in-place concrete walls, alignment of SRWs can be
simply corrected or modified during construction. Based upon examination of numerous completed SRWs, the following recommended minimum Cm
tolerances can be achieved with good construction techniques. E w
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Vertical Control - +-1.25 in. (32 mm) max. over 10 ft (3 m) distance cn >
Horizontal Location Control - straight lines +-1.25 in. (32 mm) over a 10 ft (3 m) distance. +�
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engineer certified and responsible for the content of these Page#•
calculations. .
Engineer: Michael W. Yeoman 3
License Number: RCE 46363 x10.4.3
Rotation - from established plan wall batter: 2.0 Deg.
Bulging - 1.0 in. (25 mm) over a 10 ft (3.0 m) distance
3.5 Additional Construction Notes
A. When one wall branches into two terraced walls, it is important to note that the soil behind the lower wall is also the foundation soil beneath
the upper wall. This soil shall be compacted to a minimum of 95%of Standard Proctor(ASTM D698) prior to placement of the base material.
Achieving proper compaction in the soil beneath an upper terrace prevents settlement and deformation of the upper wall. One way is to replace
the soiwith wall rock and compact in 8 in. (200 mm) lifts. When using on-site soils, compact in maximum lifts of 4 in. (100 mm) or as required
to achieve specified compaction.
B. Filter fabric use is not suggested for use with cohesive soils. Clogging of such fabric creates unacceptable-hydrostatic pressures in soil
reinforced structures. When filtration is deemed necessary in cohesive sods, use a three dimensional filtration system of clean sand or filtration
aggregate.
C. Embankment protection fabric is used to stabilize rip rap and foundation soils in water applications and to separate infill materials from the
retained soils. This fabric should permit the passage of fines to preclude clogging of the material. Embankment protection fabric shall be a high
strength polypropylene monofilament material designed to meet or exceed typical Corps of Engineers plastic filter fabric specifications
(CW-02215); stabilized against ultraviolet (UV) degradation and typically exceeding the values in Table 1, page 8 of the AB Spec Book.
D. Water management is of extreme concern during and after construction. Steps must be taken to ensure that drain pipes are properly
installed and vented to daylight and a grading plan has been developed that routes water away from the retaining wall location. Site water
management is required both during construction of the wall and after completion of construction.
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or under my direct supervision and that I am a duly licensed
engineer certified and responsible for the content of these Page#:
calculations.
Engineer: Michael W. Yeoman i
License Number: RCE 46363 '70.4.3
Specification Guidelines: Geogrid Reinforcement Systems
The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion
these specifications may be revised to accommodate site specific design requirements.
SECTION 2
PART 1: GENERAL
1.1 Scope
Work includes furnishings and installing geogrid reinforcement, wall block, and backfill to the lines and grades designated on the construction
drawings and as specified herein.
1.2 Applicable Sections of Related Work
Section 1: Allan Block Modular Retaining Wall Systems.
1.3 Reference Standards
See specific geogrid manufacturer's reference standards, Additional Standards:
A. ASTM D4595 -Tensile Properties of Geotextiles by the Wide-Width Strip Method
B. ASTM D5262 -Test Method for Evaluating the Unconfined Creep Behavior of Geogrids
C. ASTM D6638 Grid Connection Strength (SRW-U1)
D. ASTM D6916 SRW Block Shear Strength (SRW-U2)
E. GRI-GG4 - Grid Long Term Allowable Design Strength (LTADS)
F. ASTM D6706 - Grid Pullout of Soil
1.4 Delivery, Storage,and Handling
A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received.
B. Geogrid shall be stored above -10 F (-23 Q.
C. Contractor shall prevent excessive mud, cementitious material, or other foreign materials from coming in contact with the geogrid material. 3
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PART 2: MATERIALS �
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2.1 Definitions ;4
A. Geogrid products shall be of high density polyethylene or polyester yarns encapsulated in a protective coating specifically fabricated for use Q
as a soil reinforcement material. v
B. Concrete retaining wall units are as detailed on the drawings and shall be Allan Block Retaining Wall Units. c
C. Drainage material is free draining granular material as defined in Section 1, 2.2 Wall Rock.
D. "Infill soil is the soil used as fill for the reinforced soil mass. rn W
E. Foundation soil is the in-situ soil. W >
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engineer certified and responsible for the content of these Page#
calculations.
Engineer: Michael W. Yeoman
License Number: RCE 46363 110.4.3
Geogrid shall be the type as shown on the drawings having the property requirements as described within the manufacturer's specifications.
2.3 Acceptable Manufacturers
A manufacturer's product shall be approved by the wall design engineer.
PART 3: WALL CONSTRUCTION
3.1' Foundation Soil Preparation
A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the on-site soils
engineer.
B. Foundation soil shall be examined by the on-site soils engineer to assure that the actual foundation soil strength meets or exceeds assumed
design strength.
C: Over-excavated areas shall be filled with compacted backfill material approved by on-site soils engineer.
D.`Contractor shall verify locations of existing structures.and`utilities prior to excavation. Contractor shall ensure all surrounding structures are
,protected from the effects of wall excavation.
3.2 Wall Construction
Wall construction shall be as specified under Section 1, Part 3, Wall Construction.
3.3 Geogrid Installation
A. Install Allan Block wall to designated height of first geogrid layer. Backfill and compact the wall rock and infill soil in layers not to exceed 8
in. (200 mm) lifts behind wall to depth equal to designed grid length before grid is installed.
B. Cut geogrid to designed embedment length and place on top of Allan Block to back edge of lip. Extend away from wall approximately 3%
above horizontal on compacted infill soils. .
C. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the wall design engineer.
,D. Correct orientation of the geogrid shall be verified by the contractor and on-site soils engineer. Strength direction is typically perpendicular
to wall face.
E. Follow manufacturer's guidelines for overlap requirements. In curves and corners, layout shall be as specified in Design Detail 9-12: Using m
Grid with Corners and Curves, see page 15 of the AB Spec Book.
F. Place next course of Allan Block on top of grid and fill block cores with wall rock to lock in place. Remove slack and folds in grid and stake to c
hold in place.
G. Adjacent sheets of geogrid shall be butted against each other at the wall face to achieve 100 percent coverage. c
H. Geogrid lengths shall be continuous. Splicing parallel to the wall face is not allowed.
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3.4 Fill Placement Q
A. Infill soil shall be placed in lifts and compacted as specified under Section 1, Part 3.4, Unit Installation. S
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B. Infill soil shall be placed, spread and compacted in such a manner that minimizes the development of slack or movement of the geogrid. v w
C. Only hand-operated compaction equipment shall be allowed within 3 ft(0.9 m) behind the wall. This area shall be defined as the
consolidation zone. Compaction in this zone shall begin by running the plate compactor directly on the block and then compacting in parallel v a c
paths to the wall face until the entire consolidation zone has been compacted. A minimum of two passes of the plate compactor are required 3 E
with maximum lifts of 8 in. (200 mm). Section 1, Part 3.4 E, Page 4. T c
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Engineer: Michael W. Yeoman G -
License Number: RCE 46363
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D. When fill is placed and compaction cannot be defined in terms of Standard Proctor Density, then compaction shall be performed using
•ordinary compaction process and compacted so that no deformation is observed from the compaction equipment or to the satisfaction of the
engineer of record or the site soils engineer.
E. Tracked construction equipment shall not be operated directly on the geogrid. A minimum fill thickness of 6 in. (150 mm) is required prior to
operation of tracked vehicles over the geogrid. Turning of tracked vehicles 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 reinforcement at slow speeds, less than 10 mph (16 Km/h). Sudden braking and sharp
turning shall be avoided.
G. The infill soil shall be compacted to achieve 95% Standard Proctor(ASTM D698). Compaction tests shall be taken at 3 ft (0.9 m)-behind the
block and at the back of the reinforced zone. The frequency shall be as determined by the on-site soils engineer or as specified on the plan. Soil
tests of the infill soil shall be submitted to the on-site soils engineer for review and approval prior to the placement of any material.The
contractor.is responsible for achieving the specified compaction requirements. The on-site soils engineer may direct the contractor to remove,
correct or amend any soil found not in compliance with these written specifications.
3.5 Special Considerations
A. Geogrid can be interrupted by periodic penetration of a column, pier or footing structure.
B. Allan Block walls will accept vertical and horizontal reinforcing with rebar and grout.
C. If site conditions will not allow geogrid embedment length, consider the following alternatives:
Masonry Reinforced Walls - Soil Nailing -Increased Wall Batter- Earth Anchors- Double Allan Block Wall - Rock Bolts-No-Fines Concrete
See Design Details Page 17 and 18 of the AB Spec Book.
D. Allan Block may be used in a wide variety of water applications as indicated in Section 3, Part 1.8.
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or under my direct supervision and that I am a duly licensed
engineer certified and responsible for the content of these page#'
calculations.
Engineer: Michael W. Yeoman
License Number: RCE 46363X10..,
Specification Guidelines: Water.Management
= The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion
these specifications may be revised to accommodate site specific design requirements
SECTION 3
PART 1: GENERAL DRAINAGE
1.1 Surface Drainage
Rainfall or other water sources such as irrigation activities collected by the ground surface atop the retaining wall can be defined as surface
water. Retaining wall design shall take into consideration the management of this water.
A. At the end of each day's construction and at final completion, grade the backfill to avoid water accumulation behind the wall or in the
reinforced zone.
B. Surface water must not be allowed to pond or be trapped in the area above the wall or at the toe of the wall.
C. Existing slopes adjacent to retaining wall,or slopes created during the grading process shall include drainage details so that surface water
will not be allowed to drain over the top of the slope face and/or wall. This may require a combination of berms and surface drainage ditches.
D.. Irrigation activities at the site shall be done in a controlled and reasonable manner.If an irrigation system is employed, the design engineer
or irrigation manufacture shall provide details and specification for required equipment to ensure against over irrigation which could damage the
structural integrity of the retaining wall system.
E. Surface water that cannot be diverted from the wall must be collected with surface drainage swales and drained laterally in order to disperse
the water around the wall structure. Construction of a typical swale system shall be in accordance with Design Detail 5: Swales, of the AB Spec
Book.
1.2 Grading
The shaping and recontouring of land in order to prepare it for site development is grading. Site grading shall be designed to route water 3
around the walls.
A. Establish final grade with a positive gradient away from the wall structure. Concentrations of surface water runoff shall be managed by o.
providing necessary structures, such as paved ditches, drainage swales, catch basins, etc. S
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B. Grading designs must divert sources of concentrated surface flow, such as parking lots, away from the wall. 1O
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1.3 Drainage System c
The internal drainage systems of the retaining wall can be described as the means of eliminating the buildup of incidental water which infiltrates
the soils behind the wall. Drainage system design will be a function of the water conditions on the site. Possible drainage facilities include Toe E w
and Heel drainage collection pipes and blanket or chimney rock drains or others. Design engineer shall determine the required drainage facilities v to completely drain the retaining wall structure for each particular site condition. N >
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Engineer: Michael W. Yeoman v j
License Number: RCE 46363 .,o.,•, .
A. All walls will be constructed with a minimum of 12 in. (300 mm) of wall rock directly behind the wall facing. The material shall meet or
exceed the specification for wall rock outlined in Section 1, 2.2 Wal Rock.
B. The drainage collection pipe, drain pipe, shall be a 4 in. (100 mm) perforated or slotted PVC, or corrugated HDPE pipe as approved by
engineer of record.
C. All walls will be constructed with a 4 in. (100 mm) diameter drain pipe placed at the lowest possible elevation within the 12 in. (300 mm) of
wall rock. This drain pipe is referred to as a toe drain, Section 3, 1.4 Toe Drain.
D."Geogrid Reinforced Walls shall be constructed with an additional 4 in. (100 mm) drain pipe at the back bottom of the reinforced soil mass.
This drain pipe is referred to as a heel drain, Section 3, 1.5 Heel Drain
1.4 Toe Drain
A toe drain pipe should be located at the back of the wall rock behind the wall as close to the bottom of the wall as allowed while still
maintaining a positive gradient for drainage to daylight, or a storm water management system. Toe drains are installed for incidental water
management not as a primary drainage system.
A. For site configurations with bottoms of the base on a level plane it is recommended that a minimum one percent gradient be maintained on
the placement of the pipe with outlets on 50 ft(15 m) centers, or 100 ft (30 m) centers if pipe is crowned between the outlets. This would
provide for a maximum height above the bottom of the base in a flat configuration of no more than 6-in. (150 mm).
B. For rigid drain pipes with drain holes the pipes should be positioned with the holes located down. Allan Block does not require that toe drain
pipes be wrapped when installed into base rock complying with the specified wall rock material.
C.. Pipes shall be routed to storm drains where appropriate or through or under the wall at low points when the job site grading and site layout
allows for routing. Appropriate details shall be included to prevent pipes from being crushed, plugged, or infested with rodents.
D. On sites where the natural drop in grade exceeds the one percent minimum, drain pipes outlets shall be on 100 foot (30 m) centers
maximum. This will provide outlets in the event that excessive water flow exceeds the capacity of pipe over long stretches.
E. When the drain pipe must be raised to accommodate outlets through the wall face, refer to the Design Detail 4: Alternate Drain, Page 14 of
the AB Spec Book
1.5 Heel Drain
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The purpose of the heel drain is to pick up any water that migrates from behind the retaining wall structure at the cut and route the water away 3
from the reinforced mass during the construction process and for incidental water for the life of the structure. rn
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A. The piping used at the back of the reinforced mass shall have a one percent minimum gradient over the length; but it is not critical for it to
be positioned at the very bottom of the cut. Additionally the entire length of the pipe may be vented at one point and should not be tied into the
toe drain.
B. The pipe may be a rigid pipe with holes at the bottom with an integral sock encasing the pipe or a corrugated perforated flexible pipe with a
sock to filter out fines when required based on soil conditions. For infill soils with a high percentage of sand and/or gravel the heel drain pipe �' c
does not need to be surrounded by drainage rock. When working with soils containing more than fifty percent clay, one cubic foot of drainage .5
rock is required for each foot of pipe. w
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or under my direct supervision and that I am a duly licensed
engineer certified and responsible for the content of these page#:
calculations.
Engineer: Michael W. Yeoman
License Number: RCE 46363 �,o..33
Ground water can be defined as water that occurs within the soil. It may be present because of surface infiltration or water table fluctuation.
Ground water movement must not be allowed to come in contact with the retaining wall.
A. If water is encountered in the area of the wall during excavation or construction, a drainage system (chimney, composite or blanket) must
be installed as directed by the wall design engineer.
B. Standard retaining wall designs do not include hydrostatic forces associated with the presence of ground water. If adequate drainage is not
provided the retaining wall design must consider the presence of the water.
C. When non-free draining soils are used in the retained zone, the incorporation of a chimney and blanket drain should be added to minimize
the water penetration into the reinforced mass. Refer to Design Detail 6: Chimney and Blanket Drain, Page 14 of the AB Spec Book.
1.7 Concentrated Water Sources
All collection devices such as roof downspouts, storm sewers, and curb gutters are concentrated water sources. They must be designed to
accommodate maximum flow rates and to vent outside of the wall area.
A. All roof downspouts of nearby structures shall be sized with adequate capacity to carry storm water from the roof away from the wall area.
They shall be connected to a drainage system in closed pipe and routed around the retaining wall area.
B. Site layout must take into account locations of retaining,wall structures and all site drainage paths. Drainage paths should always be away
from retaining wall structures.
C. Storm sewers and catch basins shall be located away from retaining wall structures and designed so as not to introduce any incidental water
into the reinforced soil mass.
D. A path.to route storm sewer overflow must be incorporated into the site layout to direct water away from the retaining wall structure.
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1.8 Water Application
Retaining walls constructed in conditions that allow.standing or moving water to come in contact with the wall face are considered water
applications. These walls require specific design and construction steps to ensure performance. Refer to Design Detail 7 and 8: Water
Applications, Page 14 of the AB Spec Book.
Table 1: Embankment Protection Fabric Specifications
Mechanical Property Determination Method
Tensile Strength = 375 lbs (170 kg) ASTM D-4632
Puncture Strength = 145 lbs (66 kg) ASTM D-3787
Equivalent Opening Size (EOS) = 70 (U.S. Sieve #) CW-02215 3
Mullen Burst = 480 psi (3.3 Mpa) ASTM D-3786 rn
Trapezoidal Tear= 105 lbs (48 kg) ASTM D-4533 c
Percent Open Area = 4% CW-02215
Permeability = 0.01 cm/sec ASTM D-4491
A. Embankment protection fabric is used to stabilize rip rap and foundation soils in water applications and to separate infill materials from the W L
retained soils. This fabric should permit the passage of fines to preclude clogging of the material. Embankment protection fabric shall be a high v a
strength polypropylene monofilament material designed to meet or exceed typical Corps of Engineers plastic filter fabric specifications °� c
(CW-02215); stabilized against ultraviolet (UV) degradation and typically exceeding the values in Table 1. v "rn
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B. Infill material shall be free draining to meet the site requirements based on wave action and rapid draw down conditions. w
C. Rip rap or alternative products such as (Trilock) may be required as a toe protector to eliminate scour at the base of the wall. y
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I hereby certify that these calculations were prepared by me a 3 a o 0
or under my direct supervision and that I am a duly licensed
engineer certified and responsible for the content of these page#•'
calculations.
Engineer: Michael W. Yeoman 10 ,
License Number: RCE 46363
General Notes
Construction Notes
1 - Soil loading considered in this design and calculations are based on the following parameters:
Friction Angle Cohesion Unit Weight Soil Type
Infill Soil 30 0 120 Well compacted silty, sandy clay
Retained Soil 30 0 120 Well com acted silty, sandy cla
Foundation Soil 30 0 120 Well compacted silty, sandy clay
2 - Actual soil parameters must meet or exceed these listed conditions to be used in wall construction. In general, Granular soils (Friction angle
greater than or equal to 32 degrees) are recommended as infill soil. Fine grained cohesive soils (Friction angle less.than 32 degrees) with low
plasticity (PI less than 20) may be used in wall construction, but additional backfilling and compaction efforts are required. Allan Block
Corporation has not verified these design conditions, and if required the soil parameters shall be confirmed by the Site Geotechnical Engineer or
others prior to wall construction.
3 - Substitution of Infill Soils are strictly prohibited unless approved by the engineer of record.
4 - In this analysis the effective friction angle without the addition of cohesion is used to determine the design strength of the soil when
calculating lateral forces. At the discretion of the engineer of record, cohesion may be used when calculating the ultimate bearing capacity even
though it is typically ignored.
5 - Global stability and seismic loading are not considered in this design.
6 - Hydrostatic loading is not considered in this analysis. Sufficient drainage must be provided such that hydrostatic loading (pore pressure)
does not develop in the reinforced zone.
7 - Analysis assumes fill placement in 8 inch (200 mm) lifts compacted to 95% standard proctor. For any wall over 10 feet (3 meters), with a
surcharge or contains cohesive soils, compaction test frequency and location shall be determined by the engineer of record or as otherwise
specified. —
8 - All fill placed above walls shall be placed and compacted in accordance with the requirements for all other reinforced material.
3
9 - Retaining wall units and installation shall,conform to the Allan Block Modular Retaining Wall Systems Specification Guidelines, Geogrid �'
Reinforcement Systems Specification Guidelines, and Water Management Specification Guidelines as published in the AB Spec Book and the AB S
Engineering Manual.
10 - Retaining walls must be installed and constructed according to the contract drawings. The retaining wall plan view is for wall identification c,
only.
11 - Geogrid spacing is determined'by structural cross-section design requirements. To insure proper geogrid placement, contractor must v w
review both elevation view and cross sections prior to wall construction. c
12 - Suggested Quality Assurance Requirements: W
A qualified engineer or technician shall supervise the wall construction to verify field and site soil conditions. In the event that the Site E w
Geotechnical Engineer does not perform this work, a qualified Geotechnical Engineer/Technician shall be consulted to assure the Allan Block C(V —
Wall is constructed with proper soil parameters. V
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Surface Drainage Notes 3 U
1 - Rainfall and other water sources such as irrigation activities can be defined as surface water. The retaining wall design shall take into c }
consideration the management of this water. a O L: Y N
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I hereby certify that these calculations were prepared by me a` _j - a o 0
or under my direct supervision and that I am a duly licensed
engineer certified and responsible for the content of these Page#:calculations. i
Engineer: Michael W. Yeoman i
License Number: RCE 46363 ,a...,
2 - Site grading shall be designed to route surface water around and away from the wall.
3 -The internal drainage system of the retaining wall is designed to remove incidental water that infiltrates into the soil behind the wall.
Adequate storm water drainage systems are required to completely drain the area around the retaining wall structure.
4 - Drain piping, toe drain, should be located at the back of the rock drain field behind the wall as close to the bottom of the wall as allowed
while still maintaining a positive gradient for drainage to daylight, or to a storm water management system.
g - A•heel drain may be required at back of the cut to route water away from the reinforced soil mass during the construction process.
6 - Ground water can be present within the soil due to surface infiltration or water table fluctuation. If ground water is encountered during
construction, an adequate drainage system must be installed or the wall design must consider the presence of water within the soil mass.
7 -All water collection devices such as roof downspouts., storm sewers, and curb gutters must be designed to accommodate maximum flow
rates and outlet outside the retaining wall area.
8 - Retaining walls in conditions that allow standing water to overlap the wall face are considered water applications. These walls require
specific design and construction steps to ensure performance.
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or under my direct supervision and that I am a duly licensed
engineer certified and responsible for the content of these page#:
calculations. _
Engineer: Michael W. Yeoman 12 r
License Number: RCE 46363 ,10.4.3