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<br />MVEWAYI I DESIGN NOTES:
<br />'� "•`°~® 1. DESIGN OF THE BLOCK RETAINING WALL IS BASED ON THE SOILS REPORT,
<br />�..���.�, _ .n.. - NOTE:
<br />wa ,•, DATED MARCH 29, 2019, BY ASSOCIATED EARTH SCIENCES, INC. THE FOLLOWING
<br />s4rrr ea 1. FOR PIPES LARGER THAN 24", A CONCRETE DESIGN VALUES WERE USED:
<br />" j s �' M1W s5;aa Fx 00 COLLAR MAY BE CAST AROUND PIPE FOR
<br />WAX (M T"A t 'z '' & •65 5147 EASE OF CONSTRUCTION AND APPEARANCE, INTERNAL ANGLE OF FRICTION FOR RETAINED SOIL = 32 DEGREES
<br />� A; iCiOT�I ST SI�Y
<br />2> s� UNIT WEIGHT OF SOIL = 125 POUNDS PER CUBIC FOOT (PCF)
<br />-� --- 4-- ��� -- CONCRETE COLLAR SAW CUT UNITS TO FIT
<br />f _m _ _ ®�= A - __ MAXIMUM WALL HEIGHT = 10 FEET
<br />Sk4ii tt7 GYA�++YEY - - == =� - (IF APPLICABLE) WITHIN 1/2" OF PIPE
<br />..� 65�' BTR��iP DRA�et�4C� �,' ��.: cs r; rug
<br />` `= BATTER OF WALL = 1 H:6V HORIZONTALMERTICAL
<br />- . _ TO WnA,, - ) CONTROL JOINTS
<br />- �savc `. t11 rz° t BACKSLOPE =LEVEL
<br />-= �s1 AS REQUIRED
<br />- 'Kq EMBEDMENT DEPTH = 1-FOOT MINIMUM
<br />r VF TRAFFIC SURCHARGE = 250 PSF
<br />_a - '` SEISMIC SURCHARGE = 0.25G
<br />FDC�w r
<br />-s----- as PASSIVE PRESSURE = 350 POUNDS PER SQUARE FOOT (PSF)
<br />---------------
<br />-_
<br />__
<br />!
<br />rf =� --- - ° PAD- 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL
<br />I i s.
<br />CH z AREA OF W€T D CONSIDERATIONS SHALL BE IN ACCORDANCE WITH THE ABOVE REFERENCEDSOILS
<br />s _ _ a•M`
<br />i�k?i�FIC -
<br />Atx� m sw�stt�E .... _-_BUEEEi3 STRAINT - _ �' REPORT.
<br />3. SUBGRADE MATERIALS LIKELY TO CONSIST OF EXISTING LOOSE TO MEDIUM DENSE
<br />_.a s
<br />11 I • - ,.: ,: , � -. _.. - I ' . FILL OR NATIVE GLACIAL SEDIMENTS. LOOSE FILL/UNSUITABLE SOIL WILL BE
<br />... FN71E' �" lii _ RDDM i�D�. , e x.r. � } ,,:..... .- .
<br />DOME= WATER SEKfCC EXCAVATED TO EXPOSE SUITABLE NATIVE SUBGRADE AND REPLACED WITH
<br />I ; STRUCTURAL FILL.
<br />I° DRY td7iJM(iW) gg -+, 1
<br />L
<br />II,
<br />SCOUR PROTECTION AS REQUIRED 4 OB SERVATION OF SUBGRADE, ROCK BEARING PAD, PLACEMENT OF DRAIN PIPE,
<br />GRAVE
<br />f I NEW ,h ANUFACR RING ,
<br />USE RIP RAP OR CONCRETE SLAB LAND FINISHED BLOCKS BY GEOTECHNICAL ENGINEER IS REQUIRED.
<br />f e+ a IN OUTLET AREA
<br />I F 12,370 SQ.1 w r-■- t- T B V _ 5. WALL ELEVATIONS AND LAYOUT ARE O E PER CIVIL DRAWINGS
<br />IQ
<br />FFF 561. fit :t ..
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<br />i -� t.�a � � t 6. CONTRACTOR TO VERIFY ALL LOCATIONS, ELEVATIONS, DIMENSIONS AND SETBACKS
<br />TYPICAL PIPE OUTLET DETAIL
<br />+,
<br />SCALE
<br />a s
<br />1
<br />,
<br />GENERAL NOTES:
<br />NOS
<br />ry E• ' I �« 4- SEGMENTAL RETAINING WALL (SRW) UNITS
<br />1. WALL UNITS SHALL BE CORNERSTONE 100 AND CORNERSTONE CAP UNITS.
<br />6" CRUSHED ROCK OR
<br />'«, 2E REINFORCED CONCRETE 2. SRW UNITS SHALL MEET THE FOLLOWING STRUCTURAL REQUIREMENTS:
<br />LEVELING PAD A. CONCRETE USED TO MANUFACTURE SRW UNITS SHALL HAVE A MINIMUM
<br />28-DAY COMPRESSIVE STRENGTH OF 3000 PSI IN ACCORDANCE WITH ASTM C90. THE
<br />� Wh � CONCRETE SHALL HAVE ADEQUATE FREEZE/THAW PROTECTION WITH A MAXIMUM
<br />Dscr acsrr `� /o I MOISTURE ABSORPTION RATE, BY WEIGHT OF 6 .
<br />O
<br />• ` B. UNITS SHALL BE POSITIVELY INTERLOCKED TO PROVIDE A MINIMUM SHEAR
<br />. �� Ali i � � 4 � t f , ..^.., . .
<br />now OL "'--�WA� : FF „' CAPACITY OF 1500 PLF AT 2 PSI NORMAL PRESSURE.
<br />IREAymwr CA
<br />- - _-
<br />_
<br />C. UNITS SHALL PROVIDE A MINIMUM CONNECTION STRENGTH BETWEEN IT AND
<br />OrIE177c, V11r "-;. ,* THE GEOSYNTHETIC REINFORCEMENT OF 1000 PLF AT 2 PSI NORMAL FORCE.
<br />�• I+ 4 ra�rx. ° D % #a, a i ELEVATION 8,. STEP
<br />E,
<br />D. SRW UNITS MOLDED DIMENSIONS SHALL NOT DIFFER MORE THAN ± 1/8 INCH
<br />I i " f '* 12 FROM THAT SPECIFIED, EXCEPT HEIGHT WHICH SHALL BE ± 1/16 INCH.
<br />II
<br />SITE PLAN
<br />DRAWING REFERENCE: DAVID EVANS AND ASSOCIATES,
<br />INC., STEPHENS PROPERTY, PRELIMINARY GRADING AND
<br />UTILITY PLAN, 4/24/19
<br />NOTE: SEE ALTERNATE GUARDRAIL
<br />DETAIL IN AREAS THAT ARE
<br />CONSTRAINED BY WETLAND BUFFER
<br />CORNERSTONE
<br />CAP UNIT
<br />N
<br />A
<br />0 20 40
<br />FEET
<br />- FALL PROTECTIOI`
<br />BY OTHERS IF
<br />REQUIRED
<br />3' MIN
<br />s -
<br />GUARDRAIL
<br />BY OTHERS
<br />IF REQUIRED
<br />8" MIN LOW
<br />PERMEABILITY SOIL OR
<br />ROADWAY PER CIVIL
<br />TYPICAL ROADWAY BARRIER
<br />DESIGNED BY OTHERS
<br />BARRIER
<br />HEIGHT
<br />1-0 3 FT MIN
<br />POST
<br />EMBEDMENT
<br />DEPTH
<br />CORNERSTONE
<br />BLOCK UNIT
<br />2% SLOPE
<br />MIN 6" CRUSHED\ -MIN 4" DIA PERFORATED PVC PIPE WITH 6"
<br />ROCK LEVELING PAD COVER AND 2" BEDDING OF WASHED ROCK
<br />SLOPE MIN 1% TO APPROVED OUTLET
<br />GEOTECHNICAL ENGINEER APPROVED
<br />FOUNDATION SOILS MUST BE APPROVED PRIOR TO
<br />PLACING THE LEVELING PAD - OVEREXCAVATION,
<br />COMPACTION, OR OTHER METHODS TO PROVIDE A
<br />FIRM AND STABLE BASE MAY BE REQUIRED
<br />TYPICAL CORNERSTONE BLOCK REINFORCED WALL SECTION
<br />NO SCALE
<br />SECTION
<br />LEVELING PAD DETAIL
<br />NO SCALE
<br />GEOGRID LZJ
<br />GUARDRAIL DETAIL
<br />NO SCALE
<br />GUARD POST - FALL
<br />PROTECTION - LIGHTS
<br />BY OTHERS
<br />CONTINUOUS SLAB AND
<br />FOOTING - CONFIGURATION
<br />AND SIZE BY OTHERS
<br />4' MIN
<br />�.
<br />12" MAX °
<br />A.
<br />q'
<br />POST
<br />ROADWAY
<br />EMBEDMENT GEOGRID ed. CUT OR DISPLACE
<br />DEPTH `% GEOGRID AROUND
<br />PER CIVIL POST
<br />SONOTUBE FOOTING
<br />PAVEMENT SURFACE
<br />CORNERSTONE NOTE: ALTERNATE GUARDRAIL INSTALLATION TO
<br />CUT OR DISPLACE BLOCK UNIT BE USED ONLY WHERE CONSTRAINTS OF WETLAND
<br />GEOGRID AROUND POST BUFFER OCCUR. STANDARD GUARDRAIL
<br />CONFIGURATION SHALL BE USED ELSEWHERE.
<br />ALTERNATE GUARDRAIL DETAIL WITH SUPPORT BEAM
<br />NO SCALE
<br />3. SRW UNITS SHALL MEET THE FOLLOWING CONSTRUCTABILITY AND GEOMETRIC 4. PLACE UNIT FILL. TAMP OR ROD UNIT FILLS TO ENSURE ALL VOIDS ARE COMPLETELY FILLED.
<br />REQUIREMENTS;
<br />A. UNITS SHALL BE CAPABLE OF ATTAINING CONCAVE AND CONVEX CURVES. 5. PLACE AND COMPACT FILL BEHIND AND WITHIN UNITS.
<br />B. UNITS SHALL BE POSITIVELY ENGAGED TO THE UNIT BELOW SO AS TO PROVIDE A 6. CLEAN ALL EXCESS DEBRIS FROM TOP OF UNITS AND INSTALL NEXT COURSE. ENSURE EACH
<br />MINIMUM 1/16-INCH HORIZONTAL SETBACK PER VERTICAL FOOT OF WALL HEIGHT, COURSE IS COMPLETELY FILLED PRIOR TO PROCEEDING TO NEXT COURSE.
<br />4. SRW UNIT COLOR AND FACE FINISH SHALL BE SELECTED BY PROJECT ARCHITECT OR 7. LAY EACH SUCCESSIVE COURSE ENSURING PROPER CONNECTION WITH LOWER BLOCKS.
<br />OWNER.
<br />8. MAXIMUM STACKED VERTICAL HEIGHT OF WALL UNITS, PRIOR TO UNIT FILL AND BACKFILL
<br />LEVELING PAD AND UNIT FILL FILL MATERIAL PLACEMENT AND COMPACTION, SHALL NOT EXCEED TWO COURSES.
<br />1. MATERIAL FOR LEVELING PAD SHALL CONSIST OF COMPACTED GRAVEL OR UNREINFORCED
<br />CONCRETE AND SHALL BE A MINIMUM OF 6 INCHES IN DEPTH. 9. REPEAT PROCEDURES TO THE EXTENT OF THE WALL HEIGHT.
<br />2. FILL FOR UNITS SHALL BE CRUSHED FREE -DRAINING GRAVEL. 10. UPPERMOST ROW OF SRW OR CAPS SHALL BE GLUED TO UNDERLYING UNITS WITH AN
<br />ADHESIVE, AS RECOMMENDED BY THE MANUFACTURER.
<br />3. DO NOT RUN MECHANICAL VIBRATING PLATE COMPACTORS ON TOP OF THE UNITS. COMPACT
<br />UNIT FILL BY RUNNING HAND -OPERATED COMPACTION EQUIPMENT JUST BEHIND UNIT. GEOSYNTHETIC REINFORCEMENT INSTALLATION
<br />COMPACT TO MINIMUM 95% OF MODIFIED PROCTOR (ASTM D-1557). 1. THE GEOSYNTHETIC REINFORCEMENT SHALL BE INSTALLED AT THE WALL HEIGHT,
<br />HORIZONTAL LOCATION, AND TO THE EXTENT AS SHOWN ON THE CONSTRUCTION DETAILS,
<br />DRAINAGE AGGREGATE
<br />N 1. DRAINAGE LAYER FOR WALL DRAINAGE MATERIALS, SHALL BE WASHED CRUSH ROCK 2. THE GEOSYNTHETIC REINFORCEMENT SHALL BE LAID HORIZONTALLYO COMPACTED INFILL
<br />MATERIAL AND FREE OF ORGANICS, WITH LESS THAN 5% FINES (SILT AND CLAY PARTICLES AND CONNECTED TO THE CONCRETE SRW UNITS PER MANUFACTURER'S RECOMMENDATIONS.
<br />PASSING THE #200 SIEVE MEASURED ON THE MINUS #4 SIEVE SIZE).
<br />3. CORRECT ORIENTATION (ROLL DIRECTION) OF THE GEOSYNTHETIC REINFORCEMENT SHALL
<br />INFILL SOIL - (REINFORCED SOIL ZONE) BE VERIFIED BY THE CONTRACTOR.
<br />1. THE INFILL SOIL MATERIAL SHALL BE FREE OF DEBRIS AND CONSIST OF INORGANIC
<br />L L E G
<br />T 4 IT SECTION ABOVE SEGMENTAL
<br />IMPORTED SOIL PLACED AND COMPACTED TO A FIRM AND UNYIELDING CONDITON IN .PLACE SEGMENTAL UNIT AND FILL IN ACCORDANCE WITH SEC 10 O
<br />ACCORDANCE WITH THE STRUCTURAL FILL REQUIREMENTS. THE MAXIMUM PARTICLE SIZE RETAINING WALL UNITS.
<br />C Q Z
<br />SHALL BE 4 INCHES. THERE SHALL BE LESS THAN 20% BY WEIGHT OF PARTICLES GREATER
<br />THAN 1-1/2 INCHES AT LEAST 25% RETAINED ON THE NO. 4 SIEVE. 5. THE GEOSYNTHETIC REINFORCEMENT SHALL BE PULLED TAUT AND FREE OF WRINKLES
<br />PRIOR TO PLACEMENT OF SOIL FILL. STAKE OR SECURE BACK EDGE OF GEOGRID PRIOR TO
<br />2. THE INFILL SOIL SHALL BE PLACED IN MAXIMUM 8-INCH LIFTS AND COMPACTED TO AT LEAST AND DURING BACKFILL AND COMPACTION.
<br />95% OF THE MODIFIED PROCTOR MAXIMUM DENSITY AS DEFINED BY ASTM D-1557.
<br />6. THE PROCEDURE FOR TENSIONING GEOSYNTHETIC REINFORCEMENT SHALL BE UNIFORM
<br />COMMON BACKFILL (RETAINED SOIL) THROUGHOUT WALL LENGTH AND HEIGHT.
<br />1. SOIL PLACED BEHIND THE INFILL (REINFORCED SOIL ZONE) SHALL BE INORGANIC ON -SITE
<br />STRUCTURAL FILL WITH PLASTICITY INDEX <20, OR AS DIRECTED BY THE SOILS ENGINEER. 7. OVERLAPS SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
<br />COMMON BACKFILL SHOULD BE PLACED IN ACCORDANCE WITH THE RECOMMENDATIONS FOR GEOSYNTHETIC REINFORCEMENT WILL BE CONTINUOUS THROUGHOUT WALL LENGTH, EXCEPT
<br />STRUCTURAL FILL PRESENTED IN AESI'S MARCH 29, 2019, REPORT. FOR CURVES.
<br />2. BACKFILL SHALL BE COMPACTED TO A MINIMUM 95% OF THE MODIFIED PROCTOR, MAXIMUM FILL PLACEMENT OVER GEOSYNTHETIC REINFORCEMENT
<br />DENSITY AS DEFINED BY ASTM D:1557. 1. REINFORCED WALL FILL MATERIAL SHALL BE PLACED IN MAXIMUM 8-INCH LOOSE LIFTS ON
<br />THE GEOSYNTHETIC REINFORCEMENT.
<br />LEVELING PAD CONSTRUCTION
<br />1. LEVELING PAD SHALL BE PLACED AS SHOWN ON THE CONSTRUCTION DETAILS WITH A 2. THE GEOSYNTHETIC REINFORCEMENT SHALL BE PRETENSIONED BY HAND TO REMOVE
<br />MINIMUM THICKNESS OF 6 INCHES. WRINKLES. TENSIONING IS USUALLY FACILITATED BY THE USE OF STEEL STAKES. APPLY
<br />CONSTANT TENSION TO EACH SECTION OF GEOSYNTHETIC REINFORCEMENT UNTIL SOIL FILL
<br />2. FOUNDATION SOIL SHALL BE COMPACTED TO AT LEAST 95% OF MODIFIED PROCTOR. HAS BEEN PLACED. SOIL FILL SHALL BE PLACED, SPREAD, AND COMPACTED IN SUCH A MANNER
<br />OVEREXCAVATION (OR OTHER METHODS) AT THE DIRECTION OF THE GEOTECHNICAL ENGINEER THAT PREVENTS THE DEVELOPMENT OF WRINKLES AND/OR MOVEMENT OF THE
<br />MAY BE REQUIRED TO PROVIDE A SUITABLE BASE FOR LEVELING PAD CONSTRUCTION. GEOSYNTHETIC REINFORCEMENT.
<br />OVEREXCAVATED AREAS SHALL BE BACKFILLED WITH AN APPROVED STRUCTURAL FILL
<br />COMPACTED TO AT LEAST 95% OF THE MODIFIED PROCTOR. 3. ONLY HAND -OPERATED COMPACTION EQUIPMENT SHALL BE ALLOWED WITHIN 3 FEET FROM
<br />THE TAIL OF THE MODULAR CONCRETE UNITS.
<br />3. LEVELING PAD MATERIAL SHALL BE COMPACTED TO PROVIDE A LEVEL HARD SURFACE ON
<br />WHICH TO PLACE THE FIRST COURSE OF UNITS. COMPACTION WILL BE BY MECHANICAL PLATE 4. IF POSSIBLE, SOIL FILL SHALL BE PLACED FROM THE WALL FACE OUTWARD TO ENSURE
<br />COMPACTORS TO AT LEAST 95% OF MODIFIED PROCTOR DENSITY. THAT THE GEOSYNTHETIC REINFORCEMENT REMAINS TAUT. SOIL SHALL BE PLACED IN
<br />UNIFORM LIFTS.
<br />4. LEVELING PAD SHALL BE PREPARED TO PROVIDE INTIMATE CONTACT OF RETAINING WALL
<br />UNIT WITH PAD. 5. TRACKED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY ON THE
<br />GEOSYNTHETIC REINFORCEMENT. A MINIMUM FILL THICKNESS OF 8 INCHES IS REQUIRED
<br />SEGMENTAL UNIT INSTALLATION PRIOR TO OPERATION OF TRACKED VEHICLES OVER THE GEOSYNTHETIC REINFORCEMENT.
<br />1. FIRST COURSE OF SRW UNITS SHALL BE PLACED ON THE LEVELING PAD. THE UNITS SHALL TURNING OF TRACKED VEHICLES SHOULD BE KEPT TO A MINIMUM TO PREVENT TRACKS FROM
<br />BE CHECKED FOR LEVEL AND ALIGNMENT. THE FIRST COURSE IS THE MOST IMPORTANT TO DISPLACING THE FILL AND DAMAGING THE GEOSYNTHETIC REINFORCEMENT.
<br />ENSURE ACCURATE AND ACCEPTABLE RESULTS.
<br />6. IF IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, RUBBER -TIRED
<br />2. ENSURE THAT UNITS ARE IN FULL CONTACT WITH BASE. EQUIPMENT MAY PASS OVER THE GEOSYNTHETIC REINFORCEMENT AT SLOW SPEEDS, LESS
<br />THAN 10 MPH. SUDDEN BRAKING AND SHARP TURNING SHALL BE AVOIDED.
<br />3. UNITS ARE PLACED SIDE BY SIDE FOR FULL LENGTH OF STRAIGHT WALL ALIGNMENT.
<br />ALIGNMENT MAYBE DONE BY MEANS OF A STRING LINE OR OFFSET FROM BASE LINE TO A 7. SURFACE DRAINAGE DURING AND AFTER CONSTRUCTION OF THE WALL SHALL BE PROVIDED
<br />MOLDED FINISHED FACE OF THE SRW UNIT, ADJUST UNIT SPACING FOR CURVED SECTIONS TO MINIMIZE WATER INFILTRATION IN THE REINFORCED SOIL ZONE.
<br />ACCORDING TO MANUFACTURER'S RECOMMENDATIONS.
<br />CONSTRUCTION MONITORING
<br />Face Area 1 ft 16.00 1. FULL-TIME OBSERVATION OF THE WALL CONSTRUCTION, INCLUDING
<br />FOUNDATION SOIL LEVELING PAD CONSTRUCTION DRAINAGE GRID
<br />Setback 4.50 $'/Unit PLACEMENT, AND BACKFILL, BY THE GEOTECHNICAL ENGINEER IS REQUIRED.
<br />Weight 751bs 34Kg
<br />T_ 12.00
<br />8.00 L PVC FLEX PIPE TO CREATE SMOOTH CURVES
<br />--12.00 18.00 (�
<br />Side View Bottom View p
<br />a
<br />d
<br />CORNERSTONE 100 ° d
<br />.<
<br />d
<br />NO SCALE ° .. .° '° a
<br />90 DEGREE CORNER
<br />FENCE OR RAILING INSTALLED FENCE OR RAILING INSTALLED
<br />WITH SLEEVE 3' MIN WITHOUT SLEEVE
<br />°
<br />SMALLER RADIUS °
<br />SLEEVE -IT 1224R 12"0 x 24' n
<br />SET IMMEDIATELY BEHIND LARGER RADIUS
<br />TOPMOST WALL UNIT
<br />�.° a � _1D
<br />FILL SLEEVE WITH CONCRETE STEEL FENCE OR RAILING
<br />i
<br />AND SET FENCE POST
<br />BACKFILL OR CONCRETE a '
<br />CAP UNIT POST IN PLACE e °
<br />• ° ° 44.
<br />CORNERSTONE STRAIGHT FACE ° 4.
<br />d °'
<br />d
<br />WALL UNIT 90 DEGREE CORNER ° r °
<br />RETAINED SOIL TYP �� �" TURNED AND FLIPPED
<br />J
<br />r CORNERSTONE STRAIGHT FACE
<br />b
<br />BACKFILL OR CONCRETE ,• . ° ° �. \,,
<br />HAND CUT GEOGRID .d � < .l
<br />12" CHIMNEY DRAIN FENCE SECTION & PLAN DETAIL a ° ° °
<br />2/3 WALL HEIGHT No SCALE .A "
<br />CRUSH DRAIN GRAVEL
<br />SECONDARY GREOGRID
<br />GE GRID LACED AT 0[,CLEAR
<br />UNREINFOR ED TTR ANGLE CENTER
<br />ZONE LAYER
<br />SECURELUGTM CONNECTION
<br />WITH GEOSYNTHETIC
<br />REINFORCEMENT
<br />CORNERSTONE STRAIGHT FACE
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<br />Permit#: PW2004-012
<br />Site Address: 2202100TH ST SW
<br />Owner: STEPHENS S KELLY
<br />Tenant: TBD
<br />App. Date: 4/13/2020
<br />Proposed Use:
<br />Description: DEFERRED SUBMITTAL FOR STORMWATER
<br />VAULT AND SITE RETAINING WALL
<br />Reviewed
<br />Office Set Joky Site Set Fire/Planning Set
<br />AGO" '
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<br />W MAR 232021
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