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AQUATIC T
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DUVAL COUNTY, FLORIDA
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JOB NUMBER - 16341
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Associated Construction Products Inc. Sheet Index 3
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25352 Wesley Chapel Blvd. m
Lutz FL 33559 Drawing Number Drawing Title o
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Phone: (813) 973-4425 RW-0-0 COVER SHEET
Fax: (813) 973-0485 RW-0-1 CONSTRUCTION NOTES
RW-0-2 TYPICAL CROSS SECTION
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RW-1-1 ELEVATION OF RETAINING WALL#1
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Consulting Engineer: RW-1-2 ELEVATION OF RETAINING WALL#1
Test Lab, Inc. D-1 BLOCK AND GEOGRID DETAILSco
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4112 West Osborne Avenue En
D-2 BLOCK AND GEOGRID PRODUCT INFORMATION
Tampa, FL 33614 N
SHEET 6 PAVING AND DRAINAGE PLAN
Phone: (813) 872-7821
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*PLANS OBTAINED FROM CLIENT
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Client:
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Tribridge Residential
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1575 Northside Drive NW o
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Atlanta, GA 30318 z
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Phone: (404) 367-6008
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William S. Bowers, P. .��� I I I//�7Florida License # 7 9 70 Z
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SPECIFICA71ONS FOR SEGMENTAL RETAINING WALL SYSTEM 3.6.Fitter Fabric SECTION 10:DRAINAGE AGGREGATE
SECTION 1:GENERAL •Fitter fabric shall consist of 4-to 6-oz.geotextile cloth(woven or non-woven)with an Apparent Opening Size(AOS) 10.1.Free draining.aggregate shall fill the SRW units and be placed to a minimum of twelve(12)inches width behind the back of the
1.1 These Plans and Specifications have been prepared for the exclusive use of Associated Construct n Products,Inc.(ACP),and between 0.30 mm(ASTM D4751 Sieve No.50)and 0.425 mm(ASTM D4751 Sieve No.40).Woven slit film fabrics are units.The drainage aggregate shall extend vertically from the finished grade elevation at the front face of the wall to an elevation o
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for specific application to the referenced project.This report may not contain sufficient informal n for other uses or for the prohibited 12-16 inches below top of wall.
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purposes of other parties;therefore,we cannot assume responsibility for conclusions or recommendations based upon this data 10.2.The drainage aggregate shall be wrapped in fifter fabric.It shall be placed at the proper elevation and orientation as shown on 0
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made by others. SECTION 4:PROJECT SPECIFIC CONSIDERATIONS the cross section drawing.
1.2 Soil strength parameters were not provided to Test Lab for the design of the retaining wall(s).Based on review of geotechnical 4.1 A minimum design live load surcharge equal to 60 pounds per square foot(psi)was placed behind the wall in our analysis at all
information available for the site,Test Lab assumed the soil parameters provided below.It is the responsibility of the owner or the locations. SECTION 11:REINFORCED(BACKFILL)SOIL o
owner's geotechnical consultant to verify that the soils available for construction meet or exceed the ssumed values.If the soils w
used for construction do not meet or exceed the assumed values,this design is not valid,and Test b must be notified and
4.2 A design live load surcharge equal to 250 pounds per square foot(pso was placed behind the wall in our analysis to account for t 1 A.The reinforced(backfrlq soil shall be placed as shown in.the construction drawings in lifts not to exceed 12 inches in thickness Z
provided the opportunity to re-design the wall. traffic loads,where applicable. and be compacted to 95%of the modified proctor maximum dry density(ASTM D-1557). Z
•Assumed Soil Strength Parameters: 4.3 No building bads were included in our analysis.If the horizontal distance between any building and the wait is doserthan two 11 2 Quality Control field verification testing is the responsibility of the Owner.A minimum of one field density test shall be performed
Reinforced Soil: y=115 pcf m=32 deg times the vertical height of the wall,Test Lab must be not prior to construction of the retaining wall to re-evaluate the retaining
for every 12 inches(verti
wall design and make adjustments as needed. ceq of fill placed and compacted,-for every 100 linear feet of the wall.The field density test locations shall Z
Retained Soil: y=105 pcf 0=30 deg 4.4 A handrail fence is to be installed by the Owner for public safety.The posts shall be located a minimum of three feet from the face vary to cover the entire area of the reinforced zone. a
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Foundation Soil: y=105 pcf m=30 deg of the wait.The handraiUfence installer is to cooled ACP prior to installation for direction to avoid damage to the wall components. 11.3.In the event that the groundwater table is encountered during excavation,dewatering operations shall be implemented as
4.5 AN utilities installed near or within the reinforced soil zone must be property installed and sealed to ensure that they are water-tight. necessary to draw down the water to a depth of two feet below the lowest geogrid layer prior to placement of backfill soil. p
1.3 Wall locations shall be marked and staked by the Owner prior to start of this work. Z
1.4 All construction procedures shall meet the safely requirements of the Occupational Safety and HeatAdministration and other 4.6 Utilities installed beneath the wall must be property designed by others to withstand the forces of the retaining wall units,backfill 11.4.Fifter fabric shall be placed between the drainage aggregate behinxd the wall and the backfill soil. len
local,state,and federal agencies,to prated life and property. soil,and surcharges on top of the wall.
4.7 All unlit locations shown on these plans are approximate.The contractor must verily utility locations in the field. 11.5.Only hand-operated compaction equipment shall be allowed within five(5)feet of the back surface of the SRW units.No heavy
f 1.5 The contractor installing this wall shall be trained and certified as a SRW contractor by a local manu Acturer or equivalent y construction equipment shall be allowed within five(5)feet of the bads surface of the SRW units.
accredited organization. n
L„ 1.6 Contractor shall verify locations of existing utilities prior to excavation. SECTION S:CONSTRUCTION TOLERANCES 11.6.Backfili shall be placed from the SRW wall units rearward into the embankment to ensure that the geosynthetic reinforcement w
1.7 Work includes furnishing to and installing segmental retaining wall(SRW)units to the lines and grade designated on the 5.1 Vertical control: remains taut.The backfill shall be placed and spread in such a manner as to eliminate wrinkles or movement of the geosynthetic
construction drawings.Included also is furnishing and installing appurtenant materials required for nstruction of the retaining wail .t 1,25 inches over a 10-foot distance reinforcement and the SRW units. o
as shown on the construction drawings. 5.2 Horizontal location control: 11.7.Track mounted construction equipment shall not be operated directly on the geosynthetic reinforcement.A minimum backfill ~
1.8 Where specifications and reference documents conflict,the more stringent requirement shall apply. thickness of six(6)inches is required prior to the operation of track-mounted vehicles over the geosynthetic reinforcement.Turning o
1.9 Test Lab recommends that we be retained by the Owner to observe and provide testing during the all construction. •Straight Lines:t 1.25 inches over a 10 foot distance �
of track-mounted vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geosynthetic a
•Straight and radius comer location:t 1.0 foot reinforcement. 3
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SECTION 2:REFERENCE DOCUMENTS •Curves and serpentine radius:t 2.0 feet w
11.8.Rubber tired equipment may pass over the geosyntheLtic reinforcement et speeds less than ten(10)miles per hour.Sudden
5.3 Rotation w
2.1 This retaining wall design is in general accordance with the following design reference standards: braking and sharp turning shall ti avoided. m
•Florida Building Code-5th Edition(2014)Building
•From established plan wall batter.2.0" 11.9.At the end of each day's operation,the Contractor shall slope the last level of backfill away from the wall facing and reinforced �
•National Concrete Masonry Association(NCMA)Design Manual for Segmental Retaining Wal s:3rd Edition. •Maximum t 10%from total established horizontal setback backfill to direct water runoff away from the wall face. ~
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•Building:1.25 inch over a 10.foot distance 11.10.At completion of wall construction, backfill shall be placed level with final top of wall elevation. If final grading, paving, Z
2.2 The following documents pertaining to the project were reviewed and incorporated as applicable: 9 rn
•Geotechnical Data:A Custom Soil Resource Report of Duval County,prepared by theI.S.Department of Agriculture landscaping,and/or stomi drainage installation adjacent to the wall is not placed immediately after wall completion,temporary Z
Natural Resource Conservation Service(NRCS,formerly the Soil Conservation Service); SECTION 6•FOUNDATION grading and drainage shall be provided to ensure water runoff is not directed at the wall nor allowed to collect or pond behind the a
•Civil Plans:Sheet 6 of the Aquatic Townhomes construction documents,dated November 1 ,2015,prepared by Connelly
8.1.The su rade earthwork work shall be performed by the Owner or the Owner's representative and not by the wall installer.The wall until final construction adjacent to the wall is completed. w
&Wicker Inc.(Project No.: 16-01-0006).This sheet is included with our drawings with the retaining wall location(s) Prepared surface shall meet or exceed an allowable bearing capacity of 2,000 psi as verified by the owners geotechnical Z
highlighted for your reference. consultant prior to start of leveling pad constriction. SECTION 12:CONSTRUCTION ADJACENT TO COMPLETED WALL Z
ace to the construction documents noted above which pertain to the retaining wall(s)or any buildings, 6.2.In the event that unsuitable material(day,organic soils and/or muck/peat)is encountered during the excavation for the wall,all 12,1 The Owner is responsible for ensuring that construction by others adjacent to the wall does not disturb the wall or place temporary I.-
2.3 If any revisions are m a
grading,drainage features,or utility structures in proximity to the retaining walls),these plans r not valid and Test Lab must be unsuitable material encountered shall be excavated to a depth required for complete removal and replaced with suitable material. construction bads on the wall that exceed design loads,including loads such as water pressure,temporary grades,or equipment J
loading.Heavy paving or grading equipment shall be kept a minimum of three feet behind the back of the wall face.
provided to the opportunity to review the revised plans and make changes to our design,if recess ry. U
SECTION 7'LEVELING PAD CONSTRUCTION 12.2 Care should be taken to ensure water runoff is directed away from the wall structure until final grading and surface drainage w
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� 7.1.Leveling pad shah be constructed
nstructed as shown on the construction drawings.The aggregate leveling pad material shall be compacted Ys are completed.
SECTION 3-MATERIALS 12.3 Gutter downspout(s)from nearb buildings must be oriented such that water discharged from the downs s is directed awe
to provide a firm,non-yielding and level bearing surface on which to place the first course of units.The leveling pad shah beni y g () y F
3.1.Delivery,Storage and Handling from the retaining wall U
.Contractor shall check materials upon delivery to assure that specified type and grade of m erials have been received and wrapped in fitter fabric at all pond applications. M
12.4 Contact wall installer prior to planting any landscaping adjacent to wall to avoid damage to the geosynthetic reinforcement. rn
12.5 AN utility structures and irrigation lines installed within or near the reinforced soil must be properly sealed to ensure that they are W
proper color and texture of SRW units have been received.
SECTION SEGMENTAL RETAINING WALL(SRW)UNIT INSTALLATION water-Tight.
•Contractor shall prevent excessive mud,wet concrete,epoxies,and like materials that may themselves,fro8.1 All walllm coming in l
s shall be installed in accordance with local building codes and requirements and in accordance with the manufacturer's F=
contact with materials.
i- •Contractor shall store and handle materials in accordance with manufacturer's recommendati ns. recommendations.SRW units shall be installed at the proper elevation and orientation as shown on the Elevation View sheets of SECTION 13:MAINTENANCE U
these plans.If there is any conflict between the drawings produced and the manufacturers'recommendations,the more stringent 13.1 The Owner is responsible for maintenance of the wall and its components throughout the life of the wall.
•Contractor shall protect materials from damage.Damaged materials shall not be incorporated into the retaining wall. requirement shall apply.
13.2 The Owner must ensure that the design embedment height is maintained at the toe of the wall,and that the ground is adequately a
3.2.Segmental Retaining Wall Units 8.2 The base course of SRW units shall be leveled side-to-side,front-to-rear and with adjacent units,and aligned to ensure full contact sodded,paved,and/or lined with scour protection such as gravel or rip-rap to prevent scour/erosion of the soils.Should erosion
SRW units currently approved for this project are: with the leveling pad.All units shall be checked for level and alignment as they are placed.Place shims as required to maintain occur adjacent to the wall,the Owner must promptly replace and re-compact the soil to the design elevation.
o Diamond Pro Stone Cul®units manufactured by Anchor Wall Systems,Inc. design batter. 13.3 The Owner is to ensure growth of woody vegetation and/or vegetation with an expansive root system does not impair the wall, Z
�- •Wall units shall have minimum 28 day compressive strength of 3,000 psi(20.7 MPa)in accon lance with ASTM C1372. 8.3 The backfill in front and back of the entire base row shall be placed and compacted to firmly lock them in place.All excess debris including beneath the wall and in the zone of reinforced(backfill)soil. ~
•Exterior dimensions shall be uniform and consistent.Maximum dimensional deviations on t ie height of any two units shall shall be cleaned from top of units. 13.4 A recommended maintenance schedule is provided below:
8.4 Install next course of wall units on top of base row.Position blocks to be offset from seams of blocks below.Blocks shall be placed
be 0.125 in.(3mm). to ensure the interlocking mechanism is engaged.Check each block for proper alignment and level.Backfill behind block with TASK FREQUENCY J
•Ail units shall be sound and free of cracks or other defects that interfere with the proper pla mntoftheundorsignfficantly
drainage aggregate to width shown on the Cross Section sheet(s)of these plans.Install each subsequent course in like manner. Check overall appearance dthe stnxxure for any signs of damage or PenodicaNy
impair the strength or permanence of the construction.Minor cracks incidental to the usual i riethod of manufacture or minor Repeat procedure to the extent of wall height.
Poor perlomrance. M
chipping resulting from customary methods of handling in shipment and delivery are not grou ds for rejection. 8.5 Free draining aggregate shall fill the SRW units and be placed to a minimum of twelve(12)inches width behind the back of the E�rrine drainage outlets to ensure proper function. ItarxunaHy K
3.3.Geosynthetic
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Reinforcement units. Check to ensure roof drains downspouts and other water sources are Spring and fait o
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Geosynthetic reinforcement shall consist of geogrids or geotextiles manufactured as a Boit reinforcement element. 8.6 All wall facing cap units shall be properly aligned to underlying SRW units and affixed using an exterior-grade,flexible, directed�y from the wail.Checkthat water collection structures are o
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Geosynthetic reinforcement products shall be of high density polyethylene or polyester ya s encapsulated in a protective
high-strength concrete adhesive.Rigid adhesive or mortar are not acceptable. operating property.Clean and repair as necessary. Z
Check for locations and sources of water. Annually(spring) ..o
coating specifically fabricated for use as a soils reinforcement material.Geosynthetic types currently approved for this SECTION 9:GEOSYNTHETIC REINFORCEMENT PLACMENT
Check to ensure grade slopes away from wan or that drainage scales Annually(spring) -
project are: o
9.1 All geosynthetic reinforcement shall be installed at the proper elevation and orientation as shown on the Elevation(Profile)View are w9 property. Z
o Miragrid®3XT as manufactured by TenCate Geosynthetics sheets of these plans.Additional layers of reinforcement(not shown on the Elevation View sheets)may be required at comers Examine drainage outfor presence of vemin.Remove nests and Annually a
3.4.Reinforced(Badkfilq Soil curves,and/or obstructions through the wall face.Refer to the Typical Details sheet for specifications for additional reinforcement dean as necessary.Install vemin caps or screens as necessary. k'
•Backfill soils are the soils used as fill for the reinforced soil mass.The reinforced soil materi I shall be gravel or dean sandy Annually z
layers. If a coating has been applied,examine the condition d the coating.
soil free of debris.The reinforced material shall consist of the inorganic USCS soil types G ,GW,SW,SP,and SP-SM with 0
9.2 The geosynthetic soil reinforcement shall be laid horizontally on top of the SRW units and horizontally on compacted backfill. Examine the condition of cap units and the effectiveness of cap unit Annuaily U
12%or less fines(material passing the#200 sieve). 9.3 Embedment of the geosynthetic in the SRW units shall be consistent with SRW manufacturer's recommendations.Correct adhesive. 0
If large trees andlor shrubs are present,examine the impact of rod Annually o
•The angle of friction for this material shall be a minimum of 32 degrees. orientation of the geosynthetic reinforcement shall be verified by the contractor to be in accordance with the geosynthetic structures on the wall. kCL
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3.5.Leveling Pad and Drainage Aggregate manufacturer's recommendations.The highest strength direction of the geosynthetic must be perpendicular to the wall face. Annually Z
Check for the presence of dirt,efflorescence and graffiti.Clean as o
•Material for leveling pad and drainage aggregate shall consist of#57 or#67 crushed stone, .375 inches to 0.75 inches(9.5 9.4 Geosynthetic reinforcement layers shall be one continuous piece for their entire embedment length.Splicing of the geosynthetic in necessary F
j mm-19 mm)meeting the gradation as determined in accordance with AASHTO M 43. the design strength direction(perpendicular to the wall face)shall not be permitted.Along the length of the wall,horizontally Every 2 to 5 U
Check vertical and horizontal
adjacent sections of geosynthetic reinforcement shall be butted in a manner to ensure 100 percent coverage parallel to the wall alignment of wait surfaces. Yew
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` Florida LIC @ h S @ 7 70 9.5 Tracked construction equipment shall not be operated directly on the geosynthetic reinforcement.A minimum of 6 inches of �
William S. Bowers, P.E. ,y" ,,! # backfill is required prior to operation of tracked vehicles over the geosynthetic.Turning should be kept to a minimum.Rubber-tired o
1equipment may pass over the geosynthetic reinforcement at slow speeds(less than 10 mph). W
\ w 9.6 The geosynthetic reinforcement shall be free of wrinkles prior to placement of backfill soil.The nominal tension shall be applied to OA U
the reinforcement and secured in place with staples,stakes,or by hand tensioning until the geosynthetic reinforcement is covered o
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•ALL CAPS TO BE 4"CAP UNITS.
•ALL BLOCKS TO BE DIAMOND PRO STONE CUT WALL UNITS. o
•ALL GEOGRID TO BE MIRAGRID 3XT. w
�;% j •HANDRAIUFENCE INSTALLER TO CONTACT ACP PRIOR TO s
�-- 6" X 2'-0" INSTALLATION FOR DIRECTION TO AVOID DAMAGE TO THE
GRAVEL LEVELING PAD WALL COMPONENTS.
COMPACTED FOUNDATION SOILS
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ELEVATION OF RETAINING WALL #1
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William S. Bowers, P.E. Florida Licens # "
PLEASE REVIEW NOTES AND TEST LAB,INC.LETTER OF W
SUBMITTAL PRIOR TO CONSTRUCTIO RT. 0
SHA ALL CAPS TO BE 4" CAP En
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'1` �/ ALL BLOCKS TO BE DIAMOND'P NE CUT LL
`IC-, S,`• ALLLGEOGRID TO BE MIRAGI 3X t
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PO Roy 16732,Tamp#,Pt-(41.318717$7
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NO. DATE BY APRVD REVISION DESCRIPTION LUTZ,FL 1309 FX!($13)0734495
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CUT SLIT 11`1 GEOGRID TO ALLOW PUCE ADWIONN.REINFORCEMENT ON THE NEN7 COURSE DF SEGMENTAL UNITS
IMMEDIATELY ABOVE THE SPECIFIED PLACEMENT DXVATON IN A MANNER THAT F-
ELIMINATED GAPS LEFT BY THE PREVIOUS LAYER OF CEOSYNTHETC AT THE
MATERIAL TO LAY DOWN BEHIND I SPECIFIED REINFORCEMENT ELEVATION.
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PRINCIPLE I N 81 D E CURVE DETAIL
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REINFORCEMENT DIRECW
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REINFORCEMENT Z
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STEP I-PLACE REINFORCEMENT SO LITTLE OR NO
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D IA M O N D P R 0 WALL UNIT OCCURS.PIECE 2 TO 3 INCHES OF SAND BETWEEN TK
REINFORCEMENT LAYERS. }
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AS MANUFACTURED BY ANCHOR BLOCK OF FLORIDA a
(NOT TO SCALE)
2'TO 3'OF SOL FILL REWIRED BETWEEN W
OVERLAPPED REINFORCEMENT FOR PROPER
SOIL AND REINFORCEMENT INTERACTION
/NATIVE SOIL 6" MINIMUM COMPACTE r o
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TYPICAL FOOTER STEP—UP DETAIL
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MARK THE BACK-LAY THE OF COURSETHE BLACKS IN 7I�K.�A Q .
THAT ARE NOT REINFORCED, BACKFILL AND COMPACT
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I 1. ALWAYS START CAPPING WALL FROM THE LOWEST ELEVATION. �
fkC'q V I STEP 3-PUCE REINFORCEMENT IN THE AREAS'WHERE Z
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/ON II THE MARKS SHOW GAPS IN THE LOWER REINFORCEMENT -
I PATTERN. CONTINUE NORMAL WALL CONSTRUCTION,N, I-
3. CUT CAPS TO FIT. VARIOUS COMBINATIONS OF LONG AND SHORT REPEAnNG THESE STEPS AS NEEDED. z
(I I CAP ES WILL BE NECESSARY FOR RADII GREATER THAN THE
MINIMUM --
M COMPACTED — — 4. ALTERNATE SHORT AND LONG CAP FACES EVERY OTHER CAP TO
6" MINIMUM SE ACHIEVE A STRAIGHT ROW OF CAPS. a
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SOIL___ —2'� 6. THE SPLIT FACE OF THE CAP TO HAVE A 1" NOMINAL T
OVERHANGE OR EYEBROW. IY
William S. Bowers, P.E. Florida License 78970 TYPICAL CAP DETAIL 0
SH p R /�j/ LEVELING PADIFOOTER DETAIL (NOT To SCALE)
(NOT TO SCALE) ( �A
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4OR10P �� `�� INC. CONSTRUCTION
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/i LVA4_ \ ENGINEERING,TEA RNA d INSPECTION
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eQ I� q DRAWN: MW DATE: 7 25 2016 REV: DWG. NO. z
PQ Mux 107$2.IWMPO,8L I(01$)I�MF"70L1 ..MF cHCKD: DATE
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NO. DATE BY APRVD REVISION DESCRIPTION LUTZ,ft 33050 FX!(*13)f73I,43480 i4PRVD` DAA` 0 D-1 a
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MiragridO 3XT geogrid is composed of high molecular weight, high tenacity polyester
multifilament yarns which are woven in tension and finished with a PVC coating. MiragridO
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chemicals,alkalis,and acids, o
TenCate Geosynthetics Americas is accredited by a2La (The American Association for
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Minimum Average o
Mechanical Properties Test Method Unit Roll Value _ N
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Tensile Strength at ultimate ASTM D6637 lbs/ft kN/m 3500 J61,1
Tensile Strength at 5%strain ASTM 06637 Ibs/fl kN/m 1056 15,4
Cree-p Reduced Strength I ASTM D5262 lbs/ft kN/m) 1 2215 32,3 Z
Long Term Allowable Design Load' I GRI GG-4(b) Witt kN/m) 1 1918 28.0 a
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Unit ._..- T picas Value _-_----- o
Mass/Unit Area(ASTM D5261) oz/yd (g/O)_ 7, (251)
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Diamond Pro Stone Cut'retaining wall system imparts a rich, See anchorwall.com for installation Instructions. _ RAIZ Area yd�_(m�) _ _,_. ,2QQ(f_6��_ _ N
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faceted appearance not commonly found in commercial 3. Estimated Roll Wal ht lbs.-(kg) 124 a6 _ N
retaining walls.
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including buried course,but excluding the cap' Approximate Weight` 'lbs. 47 lbs 1101 1u J
I Coverage 0C a.`t 22 hc.it 13
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the Anchorplex'"retaining wall system when designed by a 4etb,�ck,,System Batter r�"u
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qualified engineer P c must dimensions ars ieiwit by face lenhtn by depth Actual dtmenaions mnri weights may vary from these p
elle rnxitnata varve uue t ranatrcros in manuf4ctur ng-processes.Specirtuatrons may change with*ur nlarrc;e Sm: W
"Minimum outside radius,measured on the top course to the ;uur Anchor r ttte untatlr<•fur dotal;,_lqr options,Pluck cr menswns and adcrt onal rntotmation. e T 5 5 On Ter Allowable Design 4R iR nnf r�tYerad Q41r tent A21-A at oraditatron. W
Creep Radueed Strength(ASTM D 2 2),and Long g m A lowab toad(. i 430 A(b)) by Ct1
front of the units;4 feetI O Anct>+ar W.11.vr:tems,Int.Tho 0{anwrrd Pro Mone Cut etaininc wan system is manufactured under .. Q
I<en>e h�om AnchCr Warr Systems,Inc raw�j.Tlae Anchor A"and'Anlhi)F kt4ilri 5cihtetlting HeAtltirul"Ir]cicr5,
z fr s. y Disclaimer! TenCate assumes no liability for the accuracy or eomplotene s of las information or for Me uigmate use by the purchaser. TanGale o
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`Ancllgrpie<'anel�Gia1'rcnd Pro 5t>sno Cut.,are trarJema,ks of AWS.The wall system hocl:.s are ccwwrad nY ti,c.A;i`S dleciaims any and all expf4ae,implied,or statutory standards,warranties orgUaranteee,including without limitation any implied warranty as Q �
fon of h units:7 feet lim ed Warrants For a cont lele cape.v,srt our local;fearer a tee arwhorwaltcom.. merchantability or threes fora arhouiar purpose or arising from a Course of deals or of trade as to any equipment,materials.or information —
r t the t, et t , p r � y P. p f1g ng usage,
furnished herewith.This doewnent should not be mnstrued as angineering advice, Qz
"ICC evaluated Anchor Wrill systems.Inc:,5959 Baker Road,Suite:sae.Minnotonka.MN 5.1+.345.
'hu he.oht ossurnes cores are ttll{d a ith drainaqe a igrew.tet ARr3Q810 73.306 r Ori•11-tf15 Miratr is a registered trademark of Nilolon Corporation. Copyright 0 415 NwAlon Corporation.All Rights Reserved. �
tamnacfed sand or gravel ane no surcharge Z
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DRAWING BLOCK AND GEOGRID PRODUCT INFORMATION Ln
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DRAWN: MW DATE: 7 25 2016 REV: DWG. NO. z
STONEYCREEK CHCKD: DATE:
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