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• SYNTEEN SF35 NEW CONCRETE COMPACTED, WELL GRADED.
GEO -GRID DRIVEWAY FREE DRAINING REINFORCED .4
TYP. BACKFILL PER SECTIONS 2.06 L
CAP UNIT AND 3.05 OF THE STRUCTURAL I
NOTES
COPYRIGHT 2004
` r ° • . • . Miller Consulting Engineers,Inc °
grAll
SYN TEEN SF35 - - - -�
GEO -GRID NEW CONCRETE COMPACTED, WELL GRADED.
t TYP. DRIVEWAY FREE DRAINING REINFORCED Y. ° Y. °•
-
BACKFILL PER SECTIONS 2.06 Y. °•
AND 3.05 OF THE STRUCTURAL _ _• ° 4 . CAP UNIT NOTES ON 50.01 °.
° Y. Y. °. M I L L E R
o °. Y.
RETAINED
o SOIL CONSULTING
1" MINUS UNIT CORE
Illp - - Y. ° s° ..• ..
- FILL SEE SECTION ..
Y. -. 1" MINUS UNIT CORE E N G I N E E R S
2.05 -A OF THE FILL SEE SECTION \ a.
STRUCTURAL NOTES a 2.05 -A OF THE \\
RETAINED STRUCTURAL NOTES Y.
SOIL ° 9570 SW Barhur Blvd.
To - +• a ' _ _ - ' _ - NON -WOVEN FILTER FABRIC Suite One Hundred
I. WRAPPED AROUND Portland, OR 97219-5412
KEYSTONE S' -0" REINFORCED BACKFILL Phone (503) 246 -1250
KEYSTONE
COMPAC UNITS ° °• -• NON -WOVEN FILTER FABRIC °. a. Y. Fax 503 246 -1395
• WRAPPED AROUND COMPAC UNITS 1. ( )
FINISHED GRADE Y. r• °• REINFORCED BACKFILL
FINISHED GRADE
0 1 4' -6" 4" DIA. PERFORATED DRAIN PIPE TYP. i °• 4" DIA. PERFORATED DRAIN V I
_� - rill. Ii. °• CONNECT TO DRAIN AT INTERVALS b - e II
NO LONGER THAN 40' -0" ) PIPE TYP. CONNECT TO J
ij��i���i�• ' SLOPE AT MIN 0.57. GRADIENT f' DRAIN AT INTERVALS NO
o n. o•q�. �. q - " �yij�yij� "ti'. - 1 LONGER THAN 40' -0"
SLOPE AT MIN. 0.57
���'�� %�� %� 2 - _ r��'I%0 %& t \ \\ 1 L \ GRADIENT
INII AMEN EXCAVATION AS 6" WIDEN EXCAVATION AS
REVD. . FOR OR DRAIN SLOPE REVD. FOR DRAIN SLOPE
3/4" MINUS GRAVEL 2 -6" 3/4" MINUS GRAVEL 0
LEVELING PAD
LEVELING PAD Z
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1 5 FT. RETAINING WALL 2 10 FT. RETAINING WALL z ct
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GEOGRID IS TO BE PLACED ON
ti 1 Q1 V 977P: f � 100529
LEVEL BACKFILL AND EXTENDED � DRAWN CHECKED
OVER THE FIBERGLASS PINS. PLACE I / , A .
NEXT UNIT. PULL GRID TAUGHT AND . / % v •r7 MAM R(..
BACKFILL - STAKE AS REQUIRED
3 GRID AND PIN CONNECTION � iF G � ` E �'' . � 2c) DATE
7.8.10
1.01
` 7 1 r . - `_ REVISIONS
„ - D ..
i ss ' .4ANNE0 ��
EXPIRES: 12 -31- tO I SHEET
•
r 51.01
•
•
B. MODULAR CONCRETE UNITS SHALL CONFORM TO THE FOLLOWING MATERIAL
STRUCTURAL NOTES E. FS, OVERALL FACTOR OF SAFETY
REQUIREMENTS: FS SHALL BE 1.5 UNLESS OTHERWISE NOTED. 1 1
1. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF 1. CEMENT - MATERIALS SHALL CONFORM TO THE
ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS FOLLOWING APPLICABLE SPECIFICATIONS. F. THE MAXIMUM DESIGN TENSILE LOAD OF THE GEOGRID SHALL NOT EXCEED
INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE A. PORTLAND CEMENT - ASTM C 150 THE LABORATORY TESTED ULTIMATE STRENGTH OF THE GEOGRID /FACING UNIT .k
REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR B. MODIFIED PORTLAND CEMENT - PORTLAND , CONNECTION AS LIMITED BY THE STRUCTURE "HINGE HEIGHT" DIVIDED BY A
SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER CEMENT CONFORMING TO ASTM C 150, MODIFIED AS FACTOR OF SAFETY OF 1.5. THE CONNECTION STRENGTH TESTING AND
BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL FOLLOWS. LIMESTONE - CALCIUM CARBONATE, WITH A COMPUTATION PROCEDURES SHALL BE IN ACCORDANCE WITH NCMA TEST METHODS. I I
►' SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH MINIMUM 85 % CONTENT, MAY BE ADDED TO THE CEMENT,
ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. PROVIDED THESE REQUIREMENTS OF C 150 AS MODIFIED G. SOIL INTERACTION COEFFICIENT, CI
ALL PHASES OF THE WORK SHALL CONFORM TO THE STATE OF OREGON 2007 ARE MET; (1) LIMITATION ON INSOLUBLE RESIDUE 1 5 CI VALUES SHALL BE DETERMINED PER GRI: GGS AT A MAXIMUM
EDITION STRUCTURAL SPECIALTY CODE. EFFECTIVE DATE APRIL 1, 2007. BASED 5: (2) LIMITATION ON AIR CONTENT OF MORTAR - 0.75 INCH DISPLACEMENT. COPYRIGHT 2004
ON THE 2006 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE VOLUME PERCENT, 22% MAXIMUM: AND (3) LIMITATIONS Miller Consulting Engineers,lnc.
STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE OF LOSS OF IGNITION - 7 5 H. MANUFACTURING QUALITY CONTROL
RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING C. BLENDED CEMENTS - ASTM C 618 THE GEOGRID MANUFACTURER SHALL HAVE A MANUFACTURING
CONSTRUCTION. D. POZZOLANS - ASTM C 618 QUAUTY CONTROL PROGRAM THAT INCLUDES DC TESTING FOR EACH
E. BLAST FURNACE SLAG CEMENT - ASTM C 40,000 SF OF PRODUCTION, EACH LOT, OR EACH PRODUCTION DAY.
2.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED 989 THE QC TESTING SHALL INCLUDE: -
STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE
gll
-t THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE 2. AGGREGATES - AGGREGATES SHALL CONFORM TO THE TENSILE MODULUS
CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED FOLLOWING SPECIFICATIONS, AS APPLICABLE. SPECIFIC GRAVITY
EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER A. NORMAL WEIGHT AGGREGATES - ASTM C33 MELT FLOW INDEX (PP &HDPE)
PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL AT B. LIGHTWEIGHT AGGREGATES - ASTM C 331 MOLECULAR WEIGHT (PETP)
HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE
WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND 3. OTHER CONSTITUENTS - AIR ENTRAINING AGENTS, PART 3 EXECUTION s M I L L E R
.' INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER COLORING PIGMENTS, INTEGRAL WATER REPELLENTS, FINELY
GROUND SILICA, AND OTHER CONSTITUENTS
MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED SHALL BE 3.01 EXCAVATION C O N S U L T I N G
WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S PREVIOUSLY ESTABLISHED AS SUITABLE FOR USE IN MODULAR A. CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE
EXPENSE. CONCRETE RETAINING WALL UNITS AND SHALL CONFORM TO CONSTRUCTION DRAWINGS.
ENGINEERS •
3. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE
APPLICABLE TO T TB STANDARDS OR, SHALL BE SHOWN BY TEST OR B. OVER - EXCAVATION OF DELETERIOUS SOILS AND REPLACEMENT WIN
INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING CO TO THE DURABILITY OF SUITABLE FILL WILL BE PAID AT UNIT COST RATES.
THE MODULAR CONCRETE UNITS OR ANY MATERIAL CUSTOMARILY
ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR USED IN RETAINING WALL CONSTRUCTION.
THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON 3.02 BASE LEVELING PAD 9570 SW Borbur Blvd.
ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION C. MODULAR CONCRETE UNITS SHALL CONFORM TO THE FOLLOWING STRUCTURAL A. LEVELING PAD MATERIAL(S) SHALL BE PLACED TO THE LINES AND GRADES Suite One Hundred
SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL DRAWINGS. GEOMETRIC REQUIREMENTS: SHOWN ON THE CONSTRUCTION DRANGS. Portland, OR 97219 -5412
INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY Phone (503) 246 -1250
UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. B. SOIL LEVELING PAD MATERIALS SHALL BE COMPACTED TO A MINIMUM OF 95
COMPRESSIVE STRENGTH = 3000 PSI MINIMUM; Fox (503) 246 -1395
4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ABSORPTION = 8 7. MAXIMUM (67. IN NORTHERN 7 STANDARD OR 90 %MODIFIED PROCTOR. i
ANY NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STATES) FOR STANDARD WEIGHT AGGREGATES; C. LEVELING PAD SHALL BE PREPARED TO INSURE FULL CONTACT TO THE BASE
STRUCTURAL FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM SURFACE OF THE CONCRETE UNITS.
MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND MATERIALS, UNIT DEPTH - 12 INCHES MINIMUM: 3.03 KEYSTONE UNIT INSTALLATION
ASTM D698 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED PROCTOR). THE UNIT WIDTH TO HEIGHT RATIO = 2.25: 1; A. FIRST COURSE OF UNITS SHALL BE PLACED ON THE LEVELING PAD, AND I
TI
COMPACON SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE AUGNMENT AND LEVEL CHECKED. PINS OR MOLDED SURFACES OF MODULAR J
BUILDING OFFICIAL COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN CONCRETE UNITS SHALL BE USED FOR ALIGNMENT CONTROL. J f
12 INCHES SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL UNIT WEIGHT - 90 LBS /UNIT MINIMUM FOR STANDARD WEIGHT
REPORT. ASSUMED SOIL BEARING PRESSURE 2000 POUNDS PER SQUARE FOOT B. POSITION VERTICALLY ADJACENT MODULAR CONCRETE UNITS AS
(PSF). INTER -UNIT SHEAR STRENGTH - 1500 PLF MINIMUM RECOMMENDED BY THE MANUFACTURER.
AT 2 PSI NORMAL PRESSURE: C. MAXIMUM STACKED VERTICAL HEIGHT OF WALL UNITS, PRIOR TO WALL
MODULAR CONCRETE RETAINING WAI J NOTES: GEOGRID /UNIT PEAK CONNECTION STRENGTH -1000 PLF MINIMUM DRAIN FILL AND BACKFILL PLACEMENT AND COMPACTION, SHALL NOT EXCEED TWO
AT 2 PSI NORMAL FORCE COURSES.
PART 1: GENERAL z .
D. WHOLE, OR CUT, UNITS ON CURVES AND CORNERS TO SHALL BE ERECTED
1.01 DESCRIPTION MAXIMUM HORIZONTAL GAP BETWEEN ERECTED UNITS SHALL BE 1/2" WITH RUNNING BOND APPROXIMATELY CENTERED ON UNITS ABOVE AND BELOW.
A. THIS WORK SHALL CONSIST OF FURNISHING AND CONSTRUCTION OF A E. CAP UNITS SHALL BE GLUED TO UNDERLAYING UNITS WITH AN ADHESIVE U
KEYSTONE RETAINING WALL SYSTEM OR EQUAL IN ACCORDANCE WITH THESE D. MODULAR CONCRETE UNITS SHALL CONFORM TO THE FOLLOWING RECOMMENDED BY THE MANUFACTURER.
SPECIFICATIONS AND IN REASONABLY CLOSE CONFORMITY WITH THESE CONSTRUCTABILITY REQUIREMENTS:
Z CC
SPECIFICATIONS AND WITH THE LINES, GRADES, DESIGN, AND DIMENSIONS VERTICAL SETBACK = 1" PER COURSE, I.E. SETBACK 1:8 3.04 STRUCTURAL GEOGRID INSTALLATION
SHOWN ON THE PLANS. PER DESIGN DRAWINGS. ALIGNMENT AND GRID POSITIONING MECHANISM A. GEOGRID SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS
FIBER GLASS PINS, TWO PER UNIT MINIMUM. PERPENDICULAR TO THE WALL ALIGNMENT. Q z
1.02 CERTIFICATION Q
A. CONTRACTOR SHALL SUBMIT A MANUFACTURER'S CERTIFICATION. PRIOR TO 2.03 SHEAR CONNECTORS B. GEOGRID REINFORCEMENT SHALL BE PLACED AT THE ELEVATIONS AND TO U
START OF WORK, THAT THE RETAINING WALL SYSTEM COMPONENTS MEET THE A. STRENGTH OF SHEAR CONNECTORS BETWEEN VERTICAL ADJACENT UNITS THE EXTENT SHOWN ON THE CONSTRUCTION DRAWINGS OR AS DIRECTED BY THE
REQUIREMENTS OF THIS SPECIFICATION. SHALL BE APPLICABLE OVER A DESIGN TEMPERATURE OF 10 DEGREES F TO + 100 ENGINEER.
DEGREES F. SHEAR CONNECTORS SHALL BE 1/2 INCH DIAMETER THERMOSET
C. THE GEOGRID SHALL BE LAID HORIZONTALLY ON COMPACTED BACKFILL. (V
THE CONTRACTOR'S SUBMITTAL PACKAGE SHALL INCLUDE BUT T. H / C(
NOT LIMITED TO ACTUAL TEST RESULTS FOR TENSION /CREEP, ISOPTHALIC POLYESTER RESIN - PULTRUDED FIBERGLASS REINFORCEMENT RODS. PLACE THE NEXT COURSE OF MODULAR CONCRETE UNITS OVER GEOGRID. THE
DURABILITY /AGING, CONSTRUCTION DAMAGE, GEOGRID/FACING CONNECTION, CONNECTORS SHALL HAVE A MINIMUM FLEXURAL STRENGTH OF 128,000 PSI AND
GEOGRID SHALL' BE PULLED TAUT, AND ANCHORED PRIOR TO BACKFILL PLACEMENT
PULLOUT, AND DUALITY CONTROL. SHORT BEAM SHEAR OF 6,400 PSI. Q
ON THE GEOGRID. -
B. CONTRACTOR SHALL SUBMIT A TEST REPORT DOCUMENTING STRENGTH OF B. SHEAR CONNECTORS SHALL BE CAPABLE OF HOLDING THE GEOGRID IN D. . GEOGRID REINFORCEMENTS SHALL BE CONTINUOUS THROUGHOUT THEIR 0_
SPECIFIC' MODULAR CONCRETE UNIT AND GEOGRID REINFORCEMENT CONNECTION. ' THE PROPER DESIGN POSITION DURING GRID PRE - TENSIONING AND BACKFILLING. EMBEDMENT LENGTHS. SPLICED CONNECTIONS BETWEEN SHORTER PIECES OF Q Q
THE MAXIMUM DESIGN TENSILE LOAD OF THE GEOGRID SHALL BE EQUAL TO THE GEOGRID IS NOT ALLOWED UNLESS PRE - APPROVED BY THE ARCHITECT /ENGINEER
LABORATORY TESTED ULTIMATE STRENGTH OF GEOGRID / FACING UNIT 2.04 BASE LEVELING PAD MATERIAL PRIOR TO CONSTRUCTION. 9 Q
CONNECTION AT A MAXIMUM NORMAL FORCE LIMITED BY THE "HINGE HEIGHT" OF A: MATERIAL SHALL CONSIST OF A COMPACTED CRUSHED STONE BASE OR NON- z ��
THE STRUCTURE DIVIDED BY A SAFETY FACTOR OF 1.5. THE CONNECTION REINFORCED CONCRETE AS SHOWN ON THE CONSTRUCTION DRAWINGS. 3,05 REINFORCED BACKFILL PLACEMENT I I I < O
STRENGTH EVALUATION SHALL BE PERFORMED IN ACCORDANCE WITH NCMA TEST A. REINFORCED BACKFILL SHALL BE PLACED, SPREAD, AND COMPACTED IN
METHOD SRWU -1. 2.05 UNIT FILL AND DRAIN COVER MATERIAL SUCH A MANNER THAT MINIMIZES THE DEVELOPMENT OF SLACK IN THE GEOGRID. \\
A. MATERIAL SHALL CONSIST OF CLEAN 1" MINUS CRUSHED STONE OR (n
PART 2: PRODUCTS CRUSHED GRAVEL MEETING THE GRADATION LISTED BELOW. 8. REINFORCED BACKFILL SHALL BE PLACED AND COMPACTED IN LIFTS NOT TO (� to
SIEVE SIZE PERCENT PASSING EXCEED 8 INCHES WHERE HAND (V 0 ��
2.01 DEFINITIONS 1 INCH 100 COMPACTION IS USED, OR 12 INCHES WHERE HEAVY COMPACTION EQUIPMENT IS L1_ cn P
A. STRUCTURAL GEOGRID - A STRUCTURAL ELEMENT FORMED BY A REGULAR 3/4 INCH 75 -100 USED. 0
NETWORK OF INTEGRALLY CONNECTED TENSILE ELEMENTS WITH APERTURES OF NO. 4 0 - 10 C. REINFORCED BACKFILL SHALL BE COMPACTED TO 95 9. OF THE MAXIMUM
SUFFICIENT SIZE TO ALLOW INTERLOCKING WITH SURROUNDING SOIL, ROCK, OR NO. 50 0 - 5 DENSITY AS DETERMINED BY ASTM D1557. THE MOISTURE CONTENT OF ITHE
EARTH AND FUNCTION PRIMARILY AS REINFORCEMENT. BACKFILL MATERIAL PRIOR TO AND DURING COMPACTION SHALL BE UNIFORMLY
B. ONE CUBIC FOOT, MINIMUM, OF UNIT FILL SHALL BE USED FOR EACH DISTRIBUTED THROUGHOUT EACH LAYER AND SHALL BE WITHIN 2 PERCENTAGE V)
B. MODULAR UNIT - A CONCRETE RETAINING WALL ELEMENT MACHINE MADE SQUARE FOOT OF WALL FACE. DRAIN FILL SHALL BE PLACED WITHIN CORES POINTS DRY OF OPTIMUM. W
.--- -.._F. ROM. P _ORTLAND_CEMENT,._WATER,._AND. AGGREGATES. OF, BETWEEN, AND BEHIND UNITS TO MEET THIS REQUIREMENT.
• D. ONLY LIGHTWEIGHT HAND - OPERATED EQUIPMENT SHALL BE ALLOWED WITHIN _ O
C. UNIT FILL - DRAINAGE AGGREGATE WHICH IS PLACED 'WITHIN _ AND 2.06 REINFORCED BACKFILL 4 FEET FROM THE TAIL OF THE MODULAR CONCRETE UNIT. •
IMMEDIATELY BEHIND THE MODULAR CONCRETE UNITS. A. REINFORCED BACKFILL SHALL BE FREE DRAINING CRUSHED STONE OR z
CRUSHED GRAVEL MEETING THE GRADATION LISTED ABOVE IN 2.05 (A) E. TRACKED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY
D. REINFORCED BACKFILL - COMPACTED SOIL /ROCK WHICH IS PLACED WITHIN UPON THE GEOGRID REINFORCEMENT. A MINIMUM FILL THICKNESS OF 6 INCHES J
D REINFORCED SOIL VOLUME O OUTLINED IL THE PLANS. B. THE MAXIMUM AGGREGATE SIZE SHALL BE UNITED TO 3/4 INCH UNLESS IS REQUIRED. PRIOR TO OPERATION OF TRACKED VEHICLES OVER THE GEOGRID. Q
FIELD TESTS HAVE BEEN PREFORMED OR WILL BE PERFORMED TO EVALUATE POTENITA TRACKED VEHICLE TURNING SHOULD BE KEPT TO A MINIMUM TO PREVENT TRACKS
STRENGTH REDUCTIONS TO THE GEOGRID DESIGN DUE TO DAMAGE DURING FROM DISPLACING THE FILL AND DAMAGING THE GEOGRID.
2.02 MODULAR CONCRETE RETAINING WALL UNITS CONSTRUCTION,
A. MODULAR CONCRETE UNITS SHALL 'CONFORM TO THE FOLLOWING F. RUBBER TIRED EQUIPMENT MAY PASS OVER GEOGRID REINFORCEMENT AT z 1
•
ARCHITECTURAL REQUIREMENTS: C. - SITTE EXCAVATED .SOILS SHALL NOT BE USED IN THE BACKFILL OR IN SLOW SPEEDS, LESS THAN 10 MPH. SUDDEN BRAKING AND SHARP TURNING
• z U
PRODUCT TO BE PURCHASED FROM THE REINFORCED SOIL MASS. SHALL BE AVOIDED. U
r KEYSTONE PACIFIC NORTHWEST, INC. G. AT THE END OF EACH DAY'S OPERATION, THE CONTRACTOR SHALL SLOPE F
2061 NW ALOCLEK Dr. #907 D. CONTRACTOR SHALL SUBMIT REINFORCED FILL SAMPLE AND LABORATORY THE LAST LIFT OF REINFORCED BACKFILL AWAY FROM THE WALL UNITS TO w • HILLSBORO, OREGON 97124 TEST RESULTS TO THE ENGINEER FOR APPROVAL PRIOR TO THE USE - w F
PHONE: 1- 800 - 733 -7470 OF ANY PROPOSED REINFORCED FILL MATERIAL. DIRECT RUNOFF AWAY FROM WALL FACE. THE CONTRACTOR SHALL NOT ALLOW ��ED PRO,c (n
SURFACE RUNOFF FROM ADJACENT AREAS TO ENTER THE WALL CONSTRUCTION '
SITE. cPj
CO COLOR - STANDARD MANUFACTURERS' COLOR OR CUSTOM 2.07 GEOGRID ` - C Nt . CI, O JOB No.
s
COLOR AS rw\ CD
OR AS SPECIFIED BY THE OWNER. A. TA, ALLOWABLE TENSILE DESIGN LOAD, SHALL BE DETERMINED AS V V 100529
FACE FINISH - SCULPTURED ROCK FACE IN ANGULAR FOLLOWS:
MULTIPLANER CONFIGURATION. OTHER FACE FINISHES WILL NOT BE TA = TCR /(FD•FC.FS) . t, � �'
ALLOWED WITHOUT WRITTEN APPROVAL OF OWNER. TA SHALL BE EVALUATED BASED ON A 75 YEAR DESIGN LIFE. ' 1 V 097 P , r DRAWN CHECKED
BOND CONFIGURATION - RUNNING WITH BONDS NOMINALLY J ^
LOCATED AT MIDPOINT VERTICALLY ADJACENT UNITS, IN BOTH B. TCR, CREEP LIMITED TENSILE LOAD ' �� M AM ! I f�
. STRAIGHT AND CURVED ALIGNMENTS. TCR SHALL BE DETERMINED FROM 10,000 HOUR 11, ( _
EXPOSED SURFACES OF UNITS SHALL BE FREE OF CHIPS, CREEP TESTING PERFORMED IN ACCORDANCE WITH ASTM D5262. v . O E�. "x DATE Q O •
CRACKS OR OTHER IMPERFECTIONS WHEN VIEWED FROM A DISTANCE OF
10 FEET UNDER DIFFUSED LIGHTING. C. FD, FACTOR FOR DURABILITY /AGING V FD SHALL BE DETERMINED FROM POLYMER SPECIFIC `, r �‘ , • 4O REVISIONS
DURABILITY TESTING COVERING THE RANGE OF EXPECTED SOIL 00 q A NNE ��
ENVIRONMENTS AND SHALL BE PERFORMED PER EPA 9090.
•
D. FC, FACTOR FOR CONSTRUCTION DAMAGE
•
FC SHALL BE DETERMINED FROM PRODUCT SPECIFIC EX PIRES : 12-31-A SHEET
CONSTRUCTION DAMAGE TESTING PERFORMED IN ACCORDANCE O • O
WITH GRI -GG4. TEST RESULTS SHALL BE PROVIDED FOR EACH "
PRODUCT TO BE USED WITH PROJECT SPECIFIC OR MORE SEVERE
SOIL TYPE.
•