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HomeMy WebLinkAboutSDP202000028 Other 2021-12-17SEGMENTAL RETAINING WALL (RW) PLANS PREPARED FOR: PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SHEET RW-1.0 RW-2.0 RW-3.0 - 3.1 RW-4.0 - 4.2 RW-5.0 - 5.3 RW-6.0 - 6.1 INDEX OF SHEETS DESCRIPTION TITLE SHEET CONSTRUCTION NOTES WALL PLAN VIEWS ELEVATION VIEWS CROSS SECTIONS CONSTRUCTION DETAILS THE FOLLOWING IS REQUIRED WHERE THE OWNER OR LOCAL MUNICIPALITY REQUIRES ERS TO CERTIFY THE WALL CONSTRUCTION IS IN COMPLIANCE WITH THE WALL PLANS: 1.) REINFORCED FILL SHALL BE TESTED AND APPROVED BY ERS PRIOR TO AND THROUGHOUT CONSTRUCTION. SEE SHEET RW-2.0 FOR GRADATION, ATTERBERG LIMIT, LIFT THICKNESS, SHEAR STRENGTH, AND OTHER REQUIREMENTS. 2.) THE FOUNDATION SHALL BE INSPECTED AND FOUNDATION BEARING CAPACITY SHALL BE APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER OR GEOTECHNICAL ENGINEER APPROVED BY THE LOCAL MUNICIPALITY. 3.) COMPACTION TEST PER CURRENT INDUSTRY STANDARDS SHALL BE PERFORMED ON A MINIMUM FREQUENCY OF 1 TEST FOR EVERY 200 SQUARE FEET OF WALL AREA CONSTRUCTED, NOT TO EXCEED 2-FT VERTICAL IN FILL PLACEMENT. COMPACTION LIFT THICKNESS AND MINIMUM COMPACTION DENSITY SHALL CONFORM TO THE REQUIREMENTS OUTLINED ON SHEET RW-2.0. 4.) REINFORCED FILL AND RETAINED FILL PLACED IN CONJUNCTION WITH THE WALL CONSTRUCTION SHALL BE PLACED AND COMPACTED WITHIN +/- 2% OF OPTIMUM MOISTURE CONTENT. SEE SHEET RW-2.0. 5.) THE PROJECT GEOTECHNICAL ENGINEER OR THIRD -PARTY, QUALITY ASSURANCE ENGINEER, SHALL PROVIDE WRITTEN CERTIFICATION THAT THE WALLS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH ERS PLANS, INCLUDING BUT NOT LIMITED TO WALL GEOMETRY, FILL MATERIAL TYPE, SOIL STRENGTHS, SOIL COMPACTION, AND GEOGRID TYPE(S) AND LENGTH(S). RETAINING WALL (RW) CONSTRUCTION ADDRESSED BY THESE DRAWINGS ARE PART OF A SIGNIFICANTLY LARGER PROJECT BEING BUILT BY THE GENERAL CONTRACTOR, WHO HAS SEPARATELY RETAINED AN EARTHWORK GRADING CONTRACTOR TO ASSIST IN DEVELOPING THE SITE FOR THE OWNER. THE OWNER HAS RETAINED A PROJECT GEOTECHNICAL ENGINEER TO ADVISE IT ON MATTERS RELATIVE TO CONSTRUCTION AND WHO WILL BE PROVIDING QUALITY ASSURANCE TESTING AND OBSERVATION OF THE RW CONSTRUCTION WORK FOR THE OWNER. OUTLINED BELOW IS A BRIEF SUMMARY OF THE RESPONSIBILITIES OF EACH OF THE PARTIES REQUIRED BY THE RW CONSTRUCTION, AS OUTLINED IN THESE DRAWINGS, TO ENSURE A QUALITY CONSTRUCTION PROJECT: A. GENERAL/EARTHWORK CONTRACTOR SHALL BE RESPONSIBLE FOR OVERALL SITE GRADING AND STORM WATER CONTROL, BEFORE, DURING, AND AFTER RW CONSTRUCTION, UNTIL THE PERMANENT PAVING AND STORM WATER DRAINAGE CONTROLS ARE ALL IN PLACE AND OPERATIONAL. DAMAGE TO EXISTING RW CONSTRUCTION BY POORLY CONTROLLED STORM WATER DRAINAGE SHALL NOT BE THE RESPONSIBILITIES THE RW CONTRACTOR OR RW DESIGNER. B. GENERAL/EARTHWORK CONTRACTOR SHALL BE RESPONSIBLE FOR EROSION AND SEDIMENTATION CONTROL, BEFORE, DURING, AND AFTER RW CONSTRUCTION. C. OWNER AND/OR GENERAL CONTRACTOR SHALL PROVIDE SURVEYING SERVICES SUFFICIENT TO LOCATE THE WALL, HORIZONTALLY AND VERTICALLY ON THE SITE FOR CONSTRUCTION PURPOSES. D. GENERAL/EARTHWORK CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A BEARING SURFACE AT THE BOTTOM RETAINING WALL ELEVATION THAT MEETS THE BEARING REQUIREMENTS SHOWN ON THESE DRAWINGS. THE BEARING SURFACE AND ALL AREAS INTO WHICH THE RW CONTRACTOR WILL PLACE AND COMPACT FILL MUST BE CLEARED, GRUBBED AND ALL DELETERIOUS SOILS AND/OR ORGANIC MATTER REMOVED TO PROJECT GEOTECHNICAL ENGINEER'S SATISFACTION, AS PROVIDED IN THEIR DAILY PROJECT REPORTING. E. THE OWNER'S PROJECT GEOTECHNICAL ENGINEER SHALL OBSERVE AND PROVIDE WRITTEN APPROVAL THAT THE "ALLOWABLE" BEARING CAPACITY AT THE BOTTOM RETAINING WALL ELEVATION AND WITHIN THE ENTIRE REINFORCED (GEOGRID) ZONE IN EACH LOCATION MEETS OR EXCEEDS THE MINIMUM REQUIREMENTS SHOWN ON THESE DRAWINGS. THE RW CONTRACTOR WILL NOT BEGIN CONSTRUCTION WITHOUT THE APPROVAL. F. THE OWNER AND/OR GENERAL CONTRACTOR SHALL PROVIDE THE FILL SOILS TO THE RW CONTRACTOR TO UTILIZE FOR RW CONSTRUCTION. THOSE FILL SOILS SHOULD BE TESTED PRIOR TO STARTING RW CONSTRUCTION, AND PERIODICALLY THROUGHOUT THE PROJECT, TO ENSURE THEY MEET THE SPECIFICATION OUTLINED HEREIN. RW CONTRACTOR WILL NOTIFY THE OWNER'S GEOTECHNICAL ENGINEER AND/OR THE GENERAL/EARTHWORK CONTRACTOR WHEN A CHANGE IN FILL SOIL APPEARANCE, CONSISTENCY, OR GRADATION LOOKS TO BE DETRIMENTAL, OR HAS REASON TO BELIEVE THE SOIL BEING PROVIDED DOES NOT MEET THE PROJECT SPECIFICATIONS. HOWEVER, THE OWNER'S GEOTECHNICAL ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING WHETHER THE FILL MATERIALS MEET AND ARE PLACED ACCORDING TO THE SPECIFICATIONS IN THESE DRAWINGS. G. THE OWNER AND/OR PROJECT GEOTECHNICAL ENGINEER SHALL BE RESPONSIBLE FOR OBTAINING SUFFICIENT DATA THROUGHOUT THE RW CONSTRUCTION TO SATISFY THE REQUIREMENTS OF THE LOCAL GOVERNING AUTHORITY TO SECURE APPROVAL OF THE RETAINING WALL CONSTRUCTION AND ULTIMATELY THE "CERTIFICATE OF OCCUPANCY" FOR THE BUILDING ITSELF. This drawing is being furnished for this OERS o v OF 7 specific project only. Any party accepting this document does so in confidence and agrees that it shall not ew C. Thompson be duplicated in whole or in part, nor No. 042703 disclosed to others without the consent earthretention.com /06/2020 of ERS Materials, LLC. 0 11/06/20201 RELEASED FOR CONSTRUCTION RTC ANK NT 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 © 2020 ERS Materials, LLC No. Date Revision Drawn Design Check T) 571 .707.8057 F) 678.550.9862 S�jONAL Title: TITLE SHEET Project: PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA Project No: 20ERS138 Date: 11/06/2020 Sheet No: RW-1.0 1.0 MATERIALS 1.1 BACKFILL SOILS 1.1.1 REINFORCED FILL MATERIALS SHALL BE APPROVED IN WRITING BY ERS MATERIALS AND THE OWNER'S REPRESENTATIVE AND SHALL MEET THE STRENGTH REQUIREMENTS AS DEFINED IN SECTION 6.0. THE REINFORCED BACKFILL MATERIAL SHALL MEET THE FOLLOWING GRADATION: SIEVE SIZE PERCENT PASSING 3" 100% 1.5" 75-100% No.4 20-100% No.40 0-60% No. 200 0-35% THE PORTION OF THE REINFORCED BACKFILL MATERIAL PASSING THE No. 40 SIEVE SHALL HAVE A LIQUID LIMIT LESS THAN 30 AND A PLASTICITY INDEX LESS THAN 6. REINFORCED BACKFILL MATERIAL SHALL BE CLASSIFIED PER THE UNIFIED SOIL CLASSIFICATION SYSTEM AS NON -PLASTIC SOILS. THE PH SHALL BE BETWEEN 3 AND 9. 1.1.2 FURTHERMORE, REINFORCED BACKFILL AND RETAINED SOIL/FILL MATERIALS SHALL BE FREE OF EXCESS MOISTURE, ROOTS, MUCK, SOD, SNOW, FROZEN LUMPS, ORGANIC MATTER OR OTHER DELETERIOUS MATERIALS. ALL ROCK PARTICLES AND HARD EARTH CLODS SHALL BE LESS THAN FOUR INCHES IN THE LONGEST DIMENSION. REINFORCED BACKFILL MATERIALS WHICH DO NOT MEET THIS CRITERIA SHALL BE CONSIDERED UNSUITABLE AND SHALL BE REMOVED. 1.1.3 DRAINAGE FILL SHALL CONSIST OF CLEAN CRUSHED STONE OR CRUSHED GRAVEL MEETING THE FOLLOWING GRADATION TESTED IN ACCORDANCE WITH ASTM C-136: SIEVE SIZE PERCENT PASSING 1.5" 100% 1.0" 95-100% 1/2" 25-60% No.4 0-10% No.8 0-5% LOSS BY WASHING 2.0 MAX 1.1.4 LEVELING PAD SHALL CONSIST OF DENSE -GRADED OR WELL -GRADED CRUSHED STONE OR CRUSHED GRAVEL MEETING THE FOLLOWING GRADATION TESTED IN ACCORDANCE WITH ASTM C-136: SIEVE SIZE PERCENT PASSING 1.5" 100% 3/4" 60-90% No.10 25-45% No.60 5-30% No. 200 4-11% 1.2 GEOGRID REINFORCING SHALL BE ERS GEOGRIDS. THE GEOGRID MANUFACTURER SHALL PROVIDE A MATERIAL CERTIFICATION THAT THE PRODUCT SHIPPED TO THE PROJECT MEETS OR EXCEEDS THE STRENGTHS USED IN THE DESIGN. 1.3 BLOCK FACING SHALL BE ANCHOR VERTICA, 8"x18" UNITS. UNITS SHALL MEET ASTM C1372, EXCEPT MANUFACTURED CONCRETE VERTICAL DIMENSIONAL TOLERANCE SHALL BE +/- 1/16". THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 4,000 PSI AND MAXIMUM ABSORPTION SHALL BE 5% WHEN TESTED IN ACCORDANCE WITH ASTM C140. 1.4 GEOTEXTILE SHALL BE 3.5 oz/sy (MIN.) NON -WOVEN, NEEDLE PUNCHED, POLYPROPYLENE GEOTEXTILE - WINFAB 35ON OR EQUAL. 1.5 DRAIN PIPE SHALL BE 4" DIAMETER PERFORATED COLLECTOR PIPE AND 4" DIAMETER SOLID OUTLET PIPE. PIPE SHALL BE PVC PIPE MEETING ASTM D3034 OR POLYETHYLENE PIPE MEETING AASHTO M252. 2.0 TECHNICAL REQUIREMENTS 2.1 THE OWNER'S REPRESENTATIVE OR GRADING CONTRACTOR SHALL SUBMIT TO ERS MATERIALS THE GRADATION AND STRENGTH PARAMETERS OF THE REINFORCED BACKFILL MATERIAL, RETAINED SOIL/FILL AND FOUNDATION SOIL, FOR APPROVAL, PRIOR TO PROCEEDING WITH CONSTRUCTION. WORK SHALL NOT PROCEED UNTIL THIS SUBMITTAL IS APPROVED BY ERS MATERIALS. 2.2 PRIOR TO CONSTRUCTION OF THE WALLS, THE GRADING CONTRACTOR SHALL CLEAR AND GRUB THE REINFORCED BACKFILL ZONE AREA, REMOVING TOP SOILS, BRUSH, SOD OR OTHER ORGANIC OR DELETERIOUS MATERIALS. ANY UNSUITABLE SOILS SHALL BE OVER -EXCAVATED, REPLACED AND COMPACTED WITH REINFORCED BACKFILL MATERIAL TO PROJECT SPECIFICATIONS OR OTHERWISE DIRECTED BY THE OWNER'S GEOTECHNICAL ENGINEER. 2.3 THE GEOTECHNICAL ENGINEER SHALL CONFIRM THAT THE SITE HAS BEEN PROPERLY PREPARED AND THE DESIGN PARAMETERS IN SECTION 6.0 ARE APPROPRIATE PRIOR TO FILL PLACEMENT. A WRITTEN CONFIRMATION SHALL BE PROVIDED TO ERS MATERIALS PRIOR TO FILL PLACEMENT. 2.4 FILL SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 10 INCHES IN UNCOMPACTED THICKNESS FOR HEAVY COMPACTION EQUIPMENT. FOR ZONES WHERE COMPACTION IS ACCOMPLISHED WITH HAND OPERATED EQUIPMENT, FILL SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 6 INCHES IN UNCOMPACTED THICKNESS. ONLY HAND -OPERATED EQUIPMENT SHALL BE ALLOWED WITHIN THREE FEET OF THE BACK FACE OF WALL FACING. 2.5 FILL MATERIALS SHALL BE PLACED FROM THE BACK OF THE FACING UNITS TOWARDS THE ENDS OF THE GEOGRID TO ENSURE FURTHER TENSIONING. 2.6 FILL SHALL BE COMPACTED AS SPECIFIED BY PROJECT SPECIFICATIONS OR TO A MINIMUM 95 PERCENT OF THE MAXIMUM DRY DENSITY AND WITHIN -2% TO +2% OF OPTIMUM MOISTURE CONTENT AS DETERMINED IN ACCORDANCE WITH STANDARD PROCTOR (ASTM D-698). 2.7 TESTING METHODS AND VERIFICATION OF MATERIAL SPECIFICATIONS AND COMPACTION TESTING IS THE RESPONSIBILITY OF THE OWNER'S REPRESENTATIVE. THE MINIMUM REQUIRED COMPACTION TESTING FREQUENCY REQUIRED BY ERS MATERIALS IS ONE TEST FOR EVERY 200 SF OF WALL FACE AT VERTICAL INTERVALS NOT EXCEEDING 2 FEET IN VERTICAL WALL HEIGHT. 2.8 WHERE REQUIRED, CAP UNITS SHALL BE PERMANENTLY SECURED TO THE BLOCK UNITS USING AN OUTDOOR CONSTRUCTION ADHESIVE FOR CONCRETE MASONRY OR HARDSCAPES SUCH AS LIQUID NAILS (OR EQUIVALENT). 2.9 AN APPROVED SET OF CONSTRUCTION DRAWINGS AND CONTRACT SPECIFICATIONS SHALL BE ON -SITE AT ALL TIMES, DURING CONSTRUCTION OF THE RETAINING WALLS. 3.0 GEOGRID PLACEMENT 3.1 GEOGRID SHALL BE PLACED AT THE LOCATIONS AND ELEVATIONS SHOWN ON THE CONSTRUCTION DRAWINGS. 3.2 GEOGRID LENGTH SHALL BE AS SHOWN ON THE CONSTRUCTION DRAWINGS. GEOGRID LENGTH IS MEASURED FROM THE FRONT FACE OF WALL UNITS TO THE TAIL OF GEOGRID. 3.2.1 GEOGRID REINFORCEMENT SHALL BE CONTINUOUS THROUGHOUT THEIR EMBEDMENT LENGTH(S). 3.3 PRIOR TO PLACING FILL, THE GEOGRID MATERIALS SHALL BE PLACED IN BETWEEN BLOCK COURSES IN ACCORDANCE WITH FACING DETAILS. REMOVE GEOGRID SLACK AND ANCHOR GEOGRID PRIOR TO FILL PLACEMENT AND COMPACTION. 3.4 CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY ON THE GEOGRID. A MINIMUM FILL THICKNESS OF SIX INCHES IS REQUIRED FOR OPERATION OF TRACKED VEHICLES OVER THE GEOGRID. TURNING OF VEHICLES SHOULD BE KEPT TO A MINIMUM TO PREVENT DISPLACING THE FILL AND/OR THE GEOGRID. This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. 0 © 2020 ERS Materials, LLC No. '06/20201 RELEASED FOR CONSTRUCTION Date I Revision 3.5 GEOGRID SHALL BE ROLLED OUT WITH THE LONG AXIS OF THE APERTURES (MACHINE DIRECTION) PERPENDICULAR TO THE WALL FACE. 3.6 A MINIMUM OF 3 INCHES OF FILL MATERIAL SHALL BE REQUIRED BETWEEN OVERLAPPING LAYERS OF GEOGRID AND GEOTEXTILE, UNLESS OTHERWISE SHOWN. 4.0 CHANGES 4.1 NO CHANGES TO THE GEOGRID LAYOUT, INCLUDING, BUT NOT LIMITED TO, LENGTH, GEOGRID TYPE, OR ELEVATION, SHALL BE MADE WITHOUT THE EXPRESSED PRIOR WRITTEN CONSENT OF ERS MATERIALS. 4.2 NO CHANGES TO THE WALL FACING TYPE SHALL BE MADE WITHOUT THE EXPRESSED PRIOR WRITTEN CONSENT OF ERS MATERIALS. 5.0 DRAINAGE 5.1 AT THE END OF EACH WORK DAY, BACKFILL SURFACE SHALL BE COMPACTED WITH A SMOOTH PLATE COMPACTOR TO MINIMIZE PONDING OF WATER AND SATURATION OF THE BACKFILL. 5.2 PERMANENT AND TEMPORARY SURFACE WATER DIVERSION SHALL BE AS REQUIRED AND PROVIDED BY THE OWNER OR OWNER'S REPRESENTATIVE. SURFACE WATER SHALL BE DIVERTED AWAY FROM THE REINFORCED FILL ZONE AND WALL FACE DURING WALL CONSTRUCTION OR AT THE END OF EACH WORK DAY. 6.0 DESIGN PARAMETERS 6.1 DESIGN OF THE REINFORCED SOIL STRUCTURE IS BASED ON THE FOLLOWING PARAMETERS: EFFECTIVE MOIST FRICTION EFFECTIVE UNIT ANGLE COHESION WT REINFORCED FILL 300 0 psf 125 pcf * #3 STONE BASE MATERIAL FOR RETAINED SOILS 300 0 psf 125 pcf UNDERGROUND DETENTION FOUNDATION SOILS 300 0 psf 125 pcf SYSTEM (BY OTHERS) USED FOR .#3 STONE 380 0 psf 105 pcf GLOBAL STABILITY ANALYSIS. 6.1.1 DESIGN METHODOLOGY: NCMA GUIDELINES, THIRD EDITION 6.2 FACTORS OF SAFETY 6.2.1 INTERNAL STABILITY: STATIC SEISMIC MINIMUM FACTOR OF SAFETY FOR UNCERTAINTIES = 1.5 1.13 MINIMUM FACTOR OF SAFETY FOR GEOGRID PULLOUT = 1.5 1.13 MINIMUM FACTOR OF SAFETY FOR BLOCK CONNECTION = 1.5 1.13 MINIMUM FACTOR OF SAFETY FOR FACING STABILITY = 1.5 1.13 MINIMUM FACTOR OF SAFETY FOR SLIDING AT LOWEST GEOGRID = 1.5 1.13 SOIL-GEOGRID INTERACTION COEFFICIENT = 0.8 PERCENT COVERAGE OF GEOGRID = 100% 6.2.2 EXTERNAL STABILITY: STATIC SEISMIC" MINIMUM FACTOR OF SAFETY FOR OVERTURNING = 2.0 1.5 MINIMUM FACTOR OF SAFETY FOR SLIDING = 1.5 1.13 6.2.3 OVERALL / GLOBAL STABILITY: STATIC SEISMIC MINIMUM FACTOR OF SAFETY FOR GLOBAL STABILITY = 1.3 1.1 MINIMUM FACTOR OF SAFETY FOR GLOBAL STABILITY (100-YR WATER) = 1.2 N/A MINIMUM FACTOR OF SAFETY FOR GLOBAL STABILITY (RAPID DRAWDOWN) = 1.1 N/A `SEISMIC VALUES SHALL BE 75% OF STATIC FACTOR OF SAFETY, BUT NOT LESS THAN 1.1 6.3 SURCHARGE LOADING LIVE LOAD (SIDEWALK/LANDSCAPE AREAS) = 100 PSF LIVE LOAD (ROAD/TRAFFIC AREAS) = 250 PSF DEAD LOAD (BUILDING SLAB -ON -GRADE FOUNDATION) = 500 PSF 6.4 MAXIMUM APPLIED BEARING PRESSURE = (SEE ELEVATION VIEWS) 6.5 SEISMIC LOADING DESIGN SEISMIC HORIZONTAL ACCELERATION COEFFICIENT (As) = 0.101g SITE CLASS "D" PEAK GROUND ACCELERATION (PGA) = 0.063g SITE COEFFICIENT (Fpga) = 1.6 6.6 FENCE LOADING (6' HIGH POST MAX. x 6' POST SPACING MAX.) DESIGN IS SUFFICIENT FOR 200 LB SINGLE CONCENTRATED LOAD. 6.7 PHREATIC WATER SURFACE OR HYDROSTATIC WATER PRESSURE DESIGN DOES NOT CONSIDER PHREATIC WATER SURFACE OR HYDROSTATIC WATER PRESSURE. DESIGN ASSUMES WATER IS SUFFICIENTLY BELOW BOTTOM OF STRUCTURE SO AS NOT TO INFLUENCE STRUCTURE STABILITY. WHERE RETAINING WALLS ARE ADJACENT TO PROPOSED UNDERGROUND STORMWATER DETENTION SYSTEM (BY OTHERS), COLLECTED STORMWATER IS ASSUMED TO BE CONTAINED AND DISCHARGED OFFSITE SO AS TO NOT TO ALLOW SATURATION OF RETAINING WALL BACKFILL AND FOUNDATION SOILS. 7.0 SPECIAL PROVISIONS 7.1 THE DESIGN PRESENTED HEREIN IS BASED ON ASSUMED SOIL PARAMETERS, FOUNDATION CONDITIONS, GROUNDWATER CONDITIONS, AND LOADINGS STATED IN SECTION 6.0, AND INTERPOLATED FROM INFORMATION PROVIDED BY OTHERS. 7.2 WALL ELEVATION VIEWS AND LOCATIONS AND GEOMETRY OF EXISTING STRUCTURES AND GRADE ABOVE AND BELOW THE WALLS MUST BE VERIFIED BY THE CONTRACTOR, TO MATCH ELEVATIONS SHOWN IN THE CONTRACT DOCUMENTS, PRIOR TO CONSTRUCTION. 7.3 ERS MATERIALS ASSUMES NO LIABILITY FOR INFORMATION SUPPLIED BY OTHERS SUCH AS GEOTECHNICAL REPORT, SITE PLAN, AND WATER ELEVATIONS. 7.4 THE ON SITE GEOTECHNICAL ENGINEER MUST VERIFY IN WRITING THAT THE FOUNDATION CONDITIONS WITHIN THE WALL AND REINFORCED FILL ZONE OF INFLUENCE ARE SUITABLE FOR THE APPLIED BEARING PRESSURE LISTED IN SECTION 6.0. 7.5 THE SOIL DESIGN PARAMETERS STATED IN SECTION 6.0 SHALL BE VERIFIED BY THE PROJECT GEOTECHNICAL ENGINEER. WRITTEN VERIFICATION OF DESIGN PARAMETERS SHALL BE SUBMITTED TO ERS MATERIALS AND PRIOR TO COMMENCING WITH CONSTRUCTION. RTC I ANK I NT Drawn I Design I Check 7.6 IF ANY ROCK FORMATIONS AND/OR GROUNDWATER ARE ENCOUNTERED DURING THE CONSTRUCTION OF THIS WALL, IMMEDIATELY CONTACT ERS MATERIALS AT 678-903-3614 AND THE OWNER'S REPRESENTATIVE. 7.7 ANY REVISIONS TO DESIGN PARAMETERS STATED IN SECTION 6.0 OR STRUCTURE GEOMETRY SHALL REQUIRE DESIGN MODIFICATIONS PRIOR TO PROCEEDING WITH CONSTRUCTION. 7.8 ALL PIPES AND UTILITIES WITHIN 100 FEET OF THE RETAINING WALL MUST BE CONSTRUCTED WITH WATER TIGHT JOINTS. 7.9 THE SITE GEOTECHNICAL ENGINEER OR OWNER'S REPRESENTATIVE SHALL BE RESPONSIBLE FOR EVALUATING TOTAL AND DIFFERENTIAL SETTLEMENTS. 7.10 THE OWNER OR OWNER'S REPRESENTATIVE SHALL BE RESPONSIBLE FOR THE SELECTION OF PERMANENT EROSION PROTECTION AND PERMANENT VEGETATION FOR SLOPES LOCATED ABOVE OR BELOW THE PROPOSED RETAINING WALL. 7.11 ERS ASSUMES NO RESPONSIBILITY FOR DAMAGE TO RETAINING WALL AS A RESULT OF CONSTRUCTION, MAINTENANCE, OR MALFUNCTION OF OR LEAKAGE FROM PROPOSED UNDERGROUND STORMWATER DETENTION SYSTEM (BY OTHERS). REFER TO DETENTION SYSTEM PLANS PREPARED BY ADS AND SITE CIVIL PLANS FOR DETAILS. 4DERS TH OF��. ew C. Thompson earthretention.com 06/2020 3 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 T) 571 .707.8057 1 F) 678.550.9862 SSj0NAL_� Title: Project No: CONSTRUCTION NOTES �20ERS138 Project: Date: PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 ALBEMARLE COUNTY, VIRGINIA Sheet No: RW-2.0 P;Ir;TrF u .%1=F gar r ., F uiz \ y �' 1 �.-•.yy �y 6 TAB � �.. - ��v� ���� e A. N,����� A f _c NOTE: NORTH ARROW DIRECTION IS APPROXIMATE, AND ORIENTATION IS IN ACCORDANCE WITH PLANS PREPARED BY SHIMP ENGINEERING P.C. NOTE: SITE PLAN VIEW IS FOR ILLUSTRATIVE PURPOSES ONLY AND IS TAKEN FROM: SHEET: C5 (GRADING PLAN) DRAWN BY: SHIMP ENGINEERING P.C. DATED: 10/08/2020 REVISION: 5 TOP OF WALL WALL BATTER _ APPROXIMATE GEOGRID COVERAGE SCALE UNIT 50 25 0 50 100 Title: Project No: This drawing is being furnished for this /��\ H OF �J� WALL LOCATION PLAN 20ERS138 specific project only. Any party accepting this document does so in confidence and agrees that it shall not ����E ew C. Thompson Project: Date: be duplicated in whole or in part, nor 0 . No. 04278 PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 disclosed to others without the consent earthretention.eom /06/2020 W� of ERS Materials, LLC. 0 11/06/2020 RELEASED FOR CONSTRUCTION RTC ANK NT ti� ALBEMARLE COUNTY, VIRGINIA Sheet No: 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 � © 2020 ERS Materials, LLC Drawn Design Check T) 571 .707.8057 F) 678.550.9862 s�IONAL RW - 3.0 No. Date Revision TW 508 END WALL 2 BW 500 BW STA. 1+92.00'12 TW 506 W CO 1 T, } / / I ✓���. i ° .� ' O , ` 496 � / o .2y ` � � TW 506 o x y O BW 500 Cb 0 2 \ 0 0 0 x Ua'U Wi oo \ 210 LF C 14 fix s oo x STREAM f 1 I r /BW 515 ti� �- o0 08� `� 9s ., o - o� �.NDNREP01 END WALL 1 \ roo \ \ oo \ STA. 0 + 64.50 TW 508 \ l i 5F3 Y. j �r ,." - TW BEGIN WALL 2 ` STA. 0 + 00.00i Y. �o BEGIN WALL 1 �S) \ STA. 0+00.00 � f tip' O \ � - � - � E� . ,, � , " , �► °° 08�` BW 5 T 1 BW 1 \ \ 1 3 f O 12 \ TW 506 W 512 506 S7� I O° a oo TW CIV Y, TW 506 N o0 o BW 500 \ 1 END WALL 3 ti� �o `\ C 0- 90 J 1 STA. 3 + 25.50 x x �210 LF DISTURB. I 1 0a W 514 ' �k `g` NONREPORTING STREAM SUBJECT + TW 519 � � ' �. 5�� ,� �: � . f I � BW 515 508 v f / This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. 0 11/06/2020 RELEASED FOR CONSTRUCTION © 2020 ERS Materials, LLC No. Date Revision RTC I ANK I NT Drawn I Design I Check fI \1 ■ME on earthretention.com 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 T) 571 .707.8057 1 F) 678.550.9862 NOTE: NORTH ARROW DIRECTION IS APPROXIMATE, AND ORIENTATION IS IN ACCORDANCE WITH PLANS PREPARED BY SHIMP ENGINEERING P.C. NOTE: SITE PLAN VIEW IS FOR ILLUSTRATIVE PURPOSES ONLY AND IS TAKEN FROM: SHEET: C5 (GRADING PLAN) DRAWN BY: SHIMP ENGINEERING P.C. DATED: 10/08/2020 REVISION:5 TOP OF WALL 7--Amh- WALL BATTER APPROXIMATE GEOGRID COVERAGE SCALE UNIT 20 10 0 20 40 TH OF Uj Title: Project No: nor WALL PLAN VIEW 20ERS138 v Project: Date: ivC. Thompson No. 042783 PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 /06/2020 ww ALBEMARLE COUNTY, VIRGINIA Sheet No: ONAL - RW-3.1 MAXIMUM APPLIED " (1,500 PSF) BEARING PRESSURE " GEOGRID 7.0' EMBEDMENT LENGTH o rn o 0 n n o O Cn o O I� r r N CDI�� � O Cn Il� U� r N N N O O ff� c0 W Ln 00 N d- O O C O C O 0 O N M It Ln Ln Ln co ALL STATIONS ARE +.+ + + + + + + + + + + + + + + + + + + + + ALONG FACE OF ono 0 0 o O cc 00 0 0 0 C 0 0 0 0 0 o f WALL AT TOP OF < a WALL ALIGNMENT < z dCDQ< Q< Q< Q d dd dd dddd ¢ d d d d do SwF- r r r C r r r r r r rz cnmcn cn cn cn cn in U) rn cn v7 cn LnJ v o u� u� u7 u u7 u7 u7w DESIGN PANEL NO. L 2 3 4 567 8 9 11, 12 13 l5 l6 19 22 24 26, (SEE CALCULATIONS) ,17 EL. 524.00 TOP OF WALL 1 EL. 524.00 'EL. 523.33 L. 522.66 _ EL. 522.00 EL. 521.33 EL. 520.66 EL. 520.00 2 EL. 519.33 EL. 518.66 EL. 521.67 EL. 518.00 EL.521.00 EL. 517.33 EL. 520.33 EL.516.66 EL. 519.67 EL. 516.00 EL. 519.00 EL. 515.33 EL. 518.33 EL. 517.67 7TOP6" 1-4 EL. 517.00 ERS 2 EL. 516.33 EL. 515.67 2 THICK EL. 515.00 LEVELING PAD EL. 514.33 EL. 513.67 EL. 513.00 EL. 513.00 " 11 28.50 8.25 8.25 7.50 6.00 ELEVATION VIEW - WALL 1 ( 15 0) (27500 PSF) (27000 PSF) (31000 PSF) MAXIMUM APPLIED BEARING PRESSURE GEOGRID 10.0' ALL ERS-2 - 10.0' 10.0' ALL ERS-2 - 12.0' EMBEDMENT LENGTH ALL ERS-5 - 24.0' ALL ERS-5 - 20.0' (21500 PSF) ( PSF) ( Poo) ALL ERS-2 - 12.0' ALL ERS-5 - 17.0' O O O o O O N O � o n cc ill O O Mif O N O N N N O L N N h q Ln qr Ln N��N N N 0c O N N CO W rOC N Od Cd O O O 0 O N cO O N N W M 1� Ln Ln cC ALL STATIONS ARE +N+ + + + + + + + + + +z+ + + + + + + + + +mo+ + + + + + ALONG FACE OF o� o 0 0 0 0 o w WALL AT TOP OF w WALL ALIGNMENT w z p (n ¢c�¢ cnw� ¢ ¢ Cn� ¢ ¢ Cn� ¢ ¢ ¢ r U, ¢ Cn ¢ QnQ ¢¢ ¢¢¢ r r r err ¢¢¢¢�¢¢ ¢ ¢ ¢ ¢ a rrrr�rr r r nm n u n n n n n n n n u? n v n n n cn o cn cn u cn v DESIGN PANEL NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 4l5 1 18 9 1 23 6 27 28 29 30 31 32 (SEE CALCULATIONS) EL. 505.00 TOP OF WALL 2 ! 'EL. 505.00 EL. 507.33 r EL. 506.67 ' This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. 0 © 2020 ERS Materials, LLC No. }----ii---- ----i----ril- ir----r`I- -r----ri---- ----rlil---- ---- ll---- EL. 505.67-/ EL. 505.00 EL. 504.33 -/ EL. 503.67 EL. 50' 1 EL. 0150 EL500.33- TOP OF 6" THICK�EL. 500.33EL. 500.03.0000 E EL. 499.67 EL. 499.67 LEVELING PAD EL. 499.67 EL. 499.00 EL. 498.33 EL. 491.67 EL. 497.00 EL. 496.33 EL. 495.67 EL. 495.00 EL. 494.33- EL. 493.67 EL. 493.0 4.50 4.50 6.00 7.50 11.25 '06/20201 RELEASED FOR CONSTRUCTION Date I Revision ifl O �fl C N O N C Q a + + + + + ¢ d <i¢ F MI cn Cr 33 34 ! 35 36 ! 37 ERS 5 ERS 5 `EL. 495.67 EL. 495.00 EL. 494.33 EL.493.67 493.00 1 28.50 45.75 21.00 6.00 6.75 4.50 6.00 6.00 6.00 6.00 6.00 ELEVATION VIEW - WALL 2 RTC I ANK I NT Drawn I Design I Check if N O 0 h O N CV a N �Q ¢ Ln ¢ o w 38 39 40 41 1 EL. 506.00 RS 2 503.00 �EL. ER 2 EL.502.33 ERS EL. 501.67 - ER;2 EL.501.00 32 EL. 500.33 - ER;2 EL.499.67 - ER)5 EL.499.00 - ER)5 EL.498.33 EL. 497.67 EL. 497.00 \ EL. 496.33 `STA. 1+62 - END OF WALL: CONTINUE GEOGRID LAYERS FROM 496.33 AND HIGHER UNDER WALL IN FILL SLOPE AS BOTTOM OF WALL STEPS UP. SEE DETAIL, SHEET RW-5.3. 6.00 9.75 f1\\ ���t �� �N, \\�/ ERS earth retentionxom 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 T) 571 .707.8057 1 F) 678.550.9862 LEGEND ANCHOR VERTICA w LO o 4"x18" CAP UNIT Q ElANCHOR VERTICA U) N 8"x18" BLOCK UNIT Q GEOGRID TERMINATION OR ERS 2 L) O CHANGE IN TYPE OR LENGTH W FINISHED GRADE EL.0000.00 ELEVATION LO STA 0 + 00.00 WALL STATION ERS 2 ERS 2 GEOGRID ERS 5 ERS 5 GEOGRID w W o LL HORIZONTAL SCALE FEET 10 5 0 10 20 Title: Project No: ELEVATION VIEW 20ERS138 J042783 Project: date: PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 ALBEMARLE COUNTY, VIRGINIA Sheet No: RW-4.0 This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. © 2020 ERS Materials, LLC i (1,500 PSF) r 7.0' 10.01 �nCD � n o o � o � N N Lq Lq N O O N u7 N N 00 M u7 (O O N N N N N N N N N N N N aV V 0 �� V 15 t6 18 N 21,22,23 EL. 512.00 EL.512.00 EL.511.33 EL. 5.10.00 EL. 510.67 FRR9 rl'_ . 25 26 (29000 PSF) (1,500) PSF ) 11.01 8.01 JN� ro wo Ln r- o r- r-� Ln r- Ln � ''noow0 N u�XN M O U N ��VZ� u�w�fJ CO I� O�OJ O m0 O O ++0+ + + 4 + ++ + ++ + + �N UN N NON N N NN N NN � Nl Nw O X V -Qd�Q C Q d�Q d Q d Q Q Q d Q d ,cncnocn V) cnQM V V 0� cn � cn 0� 3 31 3 33 .34 35 36 37 39 40 41, 42 43 45 46 EL. 5 EL. 509.33 : EL. 512.67 EL.509.33 EL. 512.00 EL. 511.33' EL. 510.00 EL. 510.67 EL.-71 508.67 4.00 ^ EL. 507.00 j EL. 506.33 ERS EL.505.00 EL.505.67 EL. 505.67 E S 2 ' EL. 505.00 TOP OF 6" THICK EL. 505.00 IL LEVELING PAD EL.. 503.E EL. 503.67 EL.503.00 ER EL. 502.33 EL. 501.67 6,41-1 EL. 501.00 EL. 500.33 EL. 499.67 EL. 499.00 I EL.498.33 24" HDPE (BY OTHERS) INV. EL. 495.58 60" MH-1 (BY OTHERS) APPROXIMATELY 7.5't FROM FACE OF WALL. WRAP AND RETURN GEOGRID IF A SKEW ANGLE GREATER THAN 150 IS REQUIRED. SEE DETAILS ON SHEET RW-6.1. 22.25 5.25 14.25 4.50 5.25 6.00 5.25 r- On On ON Off(] o� NN �,4 Ln NO 4LC] O - N N N + + + + + + + + + + + r'l MJ �Nl �Nl �Nl �Nl �Nl Q Q QdQdQdQdQdo V) V) � nCn�~��w 47 48 54 55 56 ,57, TOP OF WALL 3 33 :EL.513.33 ■Ci■■■■■■■ii�liii■■■■■■ii�iiir■■■■■■ilSiir■■■ I.1. 11 y■■■■■■■■ii�liii■■■■■■ii�lii■■■■■■`i1Si■■■�G 1 . vat!!I■■■■■■■■■!!1�■■■■■■■!!!!■■■■■■■■n n� see 1,■�liii■■■■■■■III%ii■■■■■■■iillsi�l■■■■lllia 1. ■N■■■■■■■E■■■■■■■■■M!�■■■■nR n■■■ 1 . �ira71■■■■■■IIiI1>iilH■■■■■■■���■■rssali■ 1 11 ■i�Viii■■■■■■ii�lii■■■■spa ■ 1 . I■■mo*■■■■■■■■■n■n■■ 1 11 ■■■imiii■■■■■■man ■� I■■■■■■■■■■■■ •• 11 1• • 1• 25.50 9.00 7.50 9.00 9.00 4.50 6.00 5.25 ELEVATION VIEW - WALL MONT. 1 0 111/06/20201 RELEASED FOR CONSTRUCTION I RTC I ANK I NT I No. I Date I Revision Drawn I Design I Check NOTE: ERS-5 MAY BE SUBSTITUTED FOR ERS-3 AT CONTRACTOR'S DISCRETION. f1\\ ���t �� �N, \\�/ ERS earthretention.com 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 T) 571 .707.8057 1 F) 678.550.9862 Title: T ANCHOR VERTICA w In 0 4"x18" CAP UNIT v LO ❑ ANCHOR VERTICA U) J N 8"x18" BLOCK UNIT Q U o �- ERS 2 GEOGRID TERMINATION OR of CHANGE IN TYPE OR LENGTH LU - - - - - - - - - - - FINISHED GRADE EL.0000.00 ELEVATION Ln STA 0 + 00.00 WALL STATION ERS 2 ERS 2 GEOGRID ERS 3 ERS 3 GEOGRID w o LL HORIZONTAL SCALE FEET 10 5 0 10 20 ELEVATION VIEW Project No: 20ERS138 w C. Thompson v Project: date: No. 042783 PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 /06/2020 ww �ti� ALBEMARLE COUNTY, VIRGINIA Sheet No: ONAL �� RW-4.2 FENCE POST AND SLEEVE (BY OTHERS) SEE TABLE 1 (3.0' MIN.) SLOPE EROSION PROTECTION (BY OTHERS) INSTALL EROSION PROTECTION AND VEGETATE IMMEDIATELY FOLLOWING CONSTRUCTION CURB AND GUIDERAIL - WHERE REQUIRED (BY OTHERS) SEE DETAIL S/RW-6.0. -III=1 I I1 I I=1 I I1 I I=1 I I I M P'. ^C SITE SHALL BE GRADED TO DIVERT WATER AWAY FROM TOP OF WALL = / W _ I w ¢ 2.0' (MIN.) SEE / x _ w F TABLE 1 = � w r P. - w I I 1 ANCHOR VERTICA _ 4" (MIN.) LOW PERMEABLE SOIL o. F CAP UNIT - (BY OTHERS) ''1 : ir: Y'i:• I=III ::. .- !r - u / ANCHOR VERTICA 2-DEGREE i BLOCK UNIT -------- / 4 / r APPROXIMATE LIMITS OF / / EXCAVATION/REINFORCED FILL #5(STEP ANY EXCAVATION PER OSHA STONE FILL WITHIN - - - - REQUIREMENTS) COREE S & 12" MIN. BEHIND UNITS REINFORCED i w i GEOGRID REINFORCEMENT - (SEE ELEVATION VIEWS FOR z TYPE, LENGTH & SPACING) x O F ZO 16" (2 BLOCK) x "" / w d w 4" DIA. DRAINAGE PIPE. 2 0o MAX. GRID w SPACING ; x x> OUTLET EVERY 50 FT. w RETAINED w w 4" (MAX.) w ABOVE FINISHED GRADE GEOGRID EMBEDMENT n n LENGTH / WALL EMBEDMENT VARIES i (SEE ELEVATION VIEWS) UWl< - � - � - - - - uu� BACKFILL IN REINFORCED ZONE TO ENDS OF GEOGRID TO BE COMPLETED BY WALL FINISHED GRADE CONTRACTOR. BACKFILL BEYOND ENDS OF GEOGRID / TO BE COMPLETED BY GRADING CONTRACTOR. TOE SLOPE VARIES WAL------- ; mm NON -WOVEN GEOTEXTILE 3.5 OZ/SY (MIN.). PLACE III 4" i BETWEEN DRAINAGE FILL AND REINFORCED FILL. = = = ) (MAX ; 6" (MIN.) EMBEDMENT TOP AND BOTTOM OF _ F -nT- In7I-7r-I -------- WRAP. 6" OVERLAP AT ADJACENT PANELS. I I=1 I I=1 I I=1 I I1 I IJ I I=1 I I=1 I I=1 I I=1 I T ---r 6" THICK GRANULAR LEVELING PAD mi FOUNDATION SOIL TYPICAL CROSS SECTION - WALL I SCALE: NONE This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. 0 © 2020 ERS Materials, LLC No. DRAINAGE STONE EXTENDS 4" (MAX.) BELOW DRAINAGE PIPE INVERT TABLE I '06/20201 RELEASED FOR CONSTRUCTION Date I Revision WALL SPAN TOP SLOPE (MAX.) TOP SLOPE HEIGHT (MAX.) PAVEMENT OFFSET (MIN.) 1 0+ 00.00-0+ 39.00 N/A N/A 19.5' 1 0+ 39.00-0+ 64.50 3H:1V 4.0' N/A NOTE: 1. TOP SLOPE SHALL BE CONSTRUCTED TO SLOPE EQUAL TO OR FLATTER THAN GEOMETRY STATED IN TABLE 1. 2. TOP SLOPE VERTICAL HEIGHT ABOVE TOP OF WALL SHALL NOT EXCEED VALUE STATED IN TABLE 1. 3. MINIMUM PAVEMENT OFFSET SHALL NOT BE LESS THAN VALUE STATED IN TABLE 1. RTC I ANK I NT Drawn I Design I Check UNDERGROUND DETENTION SYSTEM DEPICTION, ELEVATIONS, ETC. ARE APPROXIMATE AND FOR INFORMATION ONLY. ERS ASSUMES NO RESPONSIBILITY FOR DAMAGE TO RETAINING WALL AS A RESULT OF CONSTRUCTION, MAINTENANCE, OR MALFUNCTION OF OR LEAKAGE FROM PROPOSED UNDERGROUND STORMWATER DETENTION SYSTEM (BY OTHERS). REFER TO DETENTION SYSTEM PLANS PREPARED BY ADS AND SITE CIVIL PLANS FOR DETAILS. **COORDINATE CONSTRUCTION OF RETAINING WALLS AND UNDERGROUND DETENTION SYSTEM AND MAKE FIELD ADJUSTMENTS AS REQUIRED FOR 12" (MIN.) IMPERMEABLE SOIL LAYER. GEOGRIDS SHALL NOT EXTEND INTO THE IMPERMEABLE SOIL LAYER OR UNDERGROUND BASIN STONE (BY OTHERS). 4" (MIN.) LOW PERMEABLE SOIL (BY OTHERS) SLOPE EROSION PROTECTION (BY OTHERS) INSTALL EROSION PROTECTION AND VEGETATE IMMEDIATELY FOLLOWING CONSTRUCTION FENCE POST AND SLEEVE (BY OTHERS) SITE SHALL BE GRADED TO DIVERT WATER AWAY FROM TOP OF WALL N M SEE wH 2.0' (MIN.) TABLE 2 a- 1 ANCHOR VERTICA = HCAP UNIT D �� IIIIIIIII ANCHOR VERTICA 2-DEGREE - - BLOCK UNIT �------- 1 #57STONE FILL WITHIN - - - - - - - - CORES & 12" MIN BEHIND/„c UNITS REINFORCED ^ FILL C 16" (2-BLOCK) _ 4 2 DIA. DRAINAGE PIPE. 00 MAX. GRID SPACING = - OUTLET EVERY 50 FT. --- = 4" (MAX.) - - - ABOVE FINISHED GRADE GEOGRID EMBEDMENT LENGTH -_ WALL EMBEDMENT VARIES (SEE ELEVATION VIEWS) QUA-------- I- - 12" 11=I F FINISHED GRADE 11111 I TOE SLOPE VARIES ------- IIII III 4"I- l1111 (MAX.) 111I1-lll III I I,r-r --------------- I - 1=III=IIII 11III11 IIIIII-III I IIII I 1 I1 � 1= III-IIIIII-1TI1T1 ITI1T1- _ NON -WOVEN GEOTEXTILE III 6" THICK GRANULAR 3.5 OWSY (MIN.). PLACE LEVELING PAD 2.0' BETWEEN DRAINAGE FILL AND REINFORCED FILL. 6" (MIN.) EMBEDMENT TOP FOUNDATION AND BOTTOM OF WRAP. 6" = - SOIL OVERLAP AT ADJACENT PANELS. = - TYPICAL CROSS SECTION - WALL 3, STA. 2+ 09.25 - 3+ 22.50 SCALE: NONE TABLE 2 TOP SLOPE TOP SLOPE PAVEMENT WALL SPAN (MAX.) HEIGHT (MAX.) OFFSET (MIN.) 3 2+ 09.25-3+ 22.50 5H:1V 4.0' N/A NOTE: 1. TOP SLOPE SHALL BE CONSTRUCTED TO SLOPE EQUAL TO OR FLATTER THAN GEOMETRY STATED IN TABLE 2. 2. TOP SLOPE VERTICAL HEIGHT ABOVE TOP OF WALL SHALL NOT EXCEED VALUE STATED IN TABLE 2. 3. MINIMUM PAVEMENT OFFSET SHALL NOT BE LESS THAN VALUE STATED IN TABLE 2. »"12" THICK (MIN.) LOW PERMEABLE SOIL LAYER FOR FULL HEIGHT OF WALL LOCATED BETWEEN BACK OF REINFORCED BACKFILL ZONE AND UNDERGROUND DETENTION BASIN SYSTEM. PROJECT GEOTECHNICAL ENGINEER TO IDENTIFY/APPROVE SUITABLE FINE GRAINED SOILS FOR USE. -'Y2-'Y2-'Y2-'Y2-'Y2-- . • . . •-Yi-Y<-Y<-Y<---Y<-Y<-Y<-Y<-Y<-X: �t4-�!t4-�-•t4-�-•t4-�-•t4-�-•. - • � � ' • -• =•`�C-?!`�C-?�!`�C-?�!`�C-?�!`�C-?�! -• = �'X -'�-'Y2-'Y2-'Y2-'Y2-- . . . ..-`Ci-Y•<�-Y<�-Y<�-Y<�-Y<�-Y<�-Y<�-Y<�-Y<�-Y<�-X: ��1�1�1�1�1�1� • � •1�1�1�1�1�1�1�1�1�1�1�1 12" THICK (MIN.) LOW PERMEABLE SOIL LAYER FOR FULL HEIGHT OF WALL LOCATED BETWEEN BACK OF REINFORCED BACKFILL ZONE AND UNDERGROUND DETENTION BASIN SYSTEM. PROJECT GEOTECHNICAL ENGINEER TO IDENTIFY/APPROVE SUITABLE FINE GRAINED SOILS FOR USE. fI\1 oTH OF 7. ■MEEN ew C. Thompson earthretention.com 06/2020 3 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 T) 571 .707.8057 1 F) 678.550.9862 SSjONAL_� TOP OF MC-4500 CHAMBER EL. 505.25 *UNDERGROUND STORMWATER DETENTION SYSTEM AND BASE STONE (BY OTHERS) BOTTOM OF MC-4500 CHAMBER EL. 503.25 BOTTOM OF STONE EL. 495.25 Title: Project No: CROSS SECTION 20ERS138 Project: Date: PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 ALBEMARLE COUNTY, VIRGINIA Sheet No: RW-5.0 i a This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. 0 © 2020 ERS Materials, LLC No. UNDERGROUND DETENTION SYSTEM DEPICTION, ELEVATIONS, ETC. ARE APPROXIMATE AND FOR INFORMATION ONLY. ERS ASSUMES NO RESPONSIBILITY FOR DAMAGE TO RETAINING WALL AS A RESULT OF CONSTRUCTION, MAINTENANCE, OR MALFUNCTION OF OR LEAKAGE FROM PROPOSED UNDERGROUND STORMWATER DETENTION SYSTEM (BY OTHERS). REFER TO DETENTION SYSTEM PLANS PREPARED BY ADS AND SITE CIVIL PLANS FOR DETAILS. FENCE POST AND SLEEVE (BY OTHERS) ANCHOR VERTICA CAP UNIT ANCHOR VERTICA 2-DEGREE BLOCK UNIT #57 STONE FILL WITHIN CORES & 12" MIN. BEHIND UNITS WALL 2 � 4" DIA. DRAINAGE PIPE. OUTLET EVERY 50 FT. 4" (MAX.) ABOVE FINISHED GRADE WALL EMBEDMENT VARIES (SEE ELEVATION VIEWS) FINISHED GRADE TOE SLOPE VARIES 6" THICK GRANULAR LEVELING PAD ""COORDINATE CONSTRUCTION OF RETAINING WALLS AND UNDERGROUND DETENTION SYSTEM AND MAKE FIELD ADJUSTMENTS AS REQUIRED FOR 12" (MIN.) IMPERMEABLE SOIL LAYER. GEOGRIDS SHALL NOT EXTEND INTO THE IMPERMEABLE SOIL LAYER OR UNDERGROUND BASIN STONE (BY OTHERS). FENCE POST AND SLEEVE (BY OTHERS) SEE TABLE (3.25' MIN.) \ SITE SHALL BE GRADED TO DIVERT WATER AWAY FROM TOP OF WALL 2.0' (MIN.) 1lIffl- [CI 4" (MIN.) LOW PERMEABLE SOIL (BY OTHERS) (TYP.) 4" (MIN.) LOW PERMEABLE SOIL (BY OTHERS) SLOPE EROSION PROTECTION (BY OTHERS) INSTALL EROSION PROTECTION AND VEGETATE IMMEDIATELY FOLLOWING CONSTRUCTION 2.0' (MIN.) SITE SHALL BE GRADED TO DIVERT WATER AWAY FROM TOP OF WALL SEE **12" THICK (MIN.) LOW PERMEABLE SOIL LAYER FOR TABLE 4 FULL HEIGHT OF WALL LOCATED BETWEEN BACK OF REINFORCED BACKFILL ZONE AND UNDERGROUND IF DETENTION BASIN SYSTEM. PROJECT GEOTECHNICAL — ENGINEER TO IDENTIFY/APPROVE SUITABLE FINE GRAINED SOILS FOR USE. REINFORCED FILL 16" (2-BLOCK) MAX. GRID SPACING GEOGRID EMBEDMENT LENGTH DRAINAGE STONE M tiwwwwwwwww.BELOW DRAINAGE REINFORCED GEOGRID REINFORCEMENT FILL (SEE ELEVATION VIEWS FOR TYPE, LENGTH & SPACING) 16"(2-BLOCK) �2./000 MAX. GRID SPACING .�.�.�.�.�.�.�.�.�. N W1➢ 4" (MAX.) DRAINAGE STONE EXTENDS 4" (MAX.) FOUNDATION BELOW DRAINAGE PIPE INVERT SOIL TYPICAL TIERED CROSS SECTION - WALL 2, STA. 1+ 29.00-1+ 92.00 AND WALL 3, STA. 1+ 50.75-2+ 09.25 SCALE: NONE '06/20201 RELEASED FOR CONSTRUCTION Date I Revision RTC I ANK I NT Drawn I Design I Check GEOGRID EMBEDMENT LENGTH NON -WOVEN GEOTEXTILE 3.5 OZ/SY (MIN.). PLACE BETWEEN DRAINAGE FILL AND REINFORCED FILL. 6" (MIN.) EMBEDMENT TOP AND BOTTOM OF WRAP. 6" OVERLAP AT ADJACENT PANELS. 12 �. . . . . . . . . . . . . . ---------------------------- LONGER GEOGRID EMBEDMENT LENGTHS AT BOTTOM LAYERS (SEE ELEVATION VIEWS FOR TYPE, LENGTH & SPACING) TABLE 4 WALL SPAN TOP SLOPE (MAX.) TOP SLOPE HEIGHT (MAX.) WALL OFFSET (MIN.) 2 1+ 29.00-1+ 92.00 - - 4.25' 3 1+50.75-1+64.25 - - - 3 1+64.25-2+29.25 4H:1V 2.0' - NOTE: 1. TOP SLOPE SHALL BE CONSTRUCTED TO SLOPE EQUAL TO OR FLATTER THAN GEOMETRY STATED IN TABLE 4. 2. TOP SLOPE VERTICAL HEIGHT ABOVE TOP OF WALL SHALL NOT EXCEED VALUE STATED IN TABLE 4. 3. MINIMUM BUILDING OFFSET SHALL NOT BE LESS THAN VALUE STATED IN TABLE 4. TOP OF MC-4500 CHAMBER EL. 508.25 ' UNDERGROUND STORMWATER DETENTION SYSTEM AND BASE STONE (BY OTHERS) BOTTOM OF MC-4500 CHAMBER EL. 503.25 BOTTOM OF STONE EL. 498.25 12" THICK (MIN.) LOW PERMEABLE SOIL LAYER FOR FULL HEIGHT OF WALL LOCATED BETWEEN BACK OF REINFORCED BACKFILL ZONE AND UNDERGROUND DETENTION BASIN SYSTEM. PROJECT GEOTECHNICAL ENGINEER TO IDENTIFY/APPROVE SUITABLE FINE GRAINED SOILS FOR USE. 4" DIA. PERFORATED COLLECTOR PIPE WITH 12"X12" CLEAN DRAINAGE FILL. PROVIDE GRAVITY FLOW (SLOPE 1% MIN.) AND DAYLIGHT AT WALL ENDS. SEE DETAIL 3 SHEET RW-6.0. WRAP DRAINAGE WITH NON -WOVEN GEOTEXTILE, AND 6" (MIN.) OVERLAP AT ADJACENT PANELS. f1\\ ���t �� �N, \\�/ ERS earthretention.com 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 -0 571 .707.8057 1 F) 678.550.9862 Title: CROSS SECTION Project No: 20ERS138 jNo. . Thompson v Project: date: 042783 PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 /2020 ww �ti� ALBEMARLE COUNTY, VIRGINIA Sheet No: ONAL �� RW-5.2 ANCHOR VERTICA 2-DEGREE BLOCK UNIT FINISHED GRADE TOE SLOPE VARIES 6" THICK GRANULAR LEVELING PAD a WRAP AND RETURN GEOGRID LAYER - 4.0' MIN. RETURN 4" (MAX.) GEOGRID EMBEDMENT LENGTH 4.0' (TYP.� (-REINFORCED'- FILL_—___—___—___—_—_—_—_—___—_—_—___—_—_—_—_—____ *SEE 1.1.1/RW-2.0 FOR REINFORCED FILL REQUIREMENTS ------------------------------------------------- -_ INSTALL GEOGRIDS BELOW LEVELING PAD AS SHOWN. — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — (SEE ELEVATION VIEWS FOR TYPE, LENGTH AND SPACING) FOUNDATION SOIL FOUNDATION REINFORCEMENT DETAIL - WALL 2 STA. 1+ 58.25 - STA. 1+ 92.00 SCALE: NONE This drawing is being furnished for this f„' oTH OF specific project only. Any party ���� It accepting this document does so in ���■ confidence and agrees that it shall not ��D/ ERSew C. Thompson be duplicated in whole or in part, nor . No. 042783 disclosed to others without the consent earthretention.com /06/2020 of ERS Materials, LLC. 0 11/06/2020 RELEASED FOR CONSTRUCTION RTC ANK NT 116 Edwards FerryRoad NE, Unit S I Leesburg, VA 20176 © 2020 ERS Materials, LLC No. Date I Revision Drawn Design Check T) 571 .707.8057 1 F) 678.550.9862 S�jONAL� Title: BOTTOM OF STONE EL. 498.25 CROSS SECTION Project: PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA Project No: 20ERS138 Date: 11/06/2020 Sheet No: RW-5.3 DIRECTION OF STRENGTH } (ROLL DIRECTION) ADDITIONAL GEOGRID 11 x \� ALTERNATE THE OVERLAP EXTEND F +� H/ 4 WALL HEIGHT / 4 z z EXTENTION OF w o ! REINFORCEMENT AT F P SUBSEQUENT ------------ w w Iy 1 REINFORCEMENT o 2S° ELEVATIONS. 7—zo n1 0 13.8" 8 1 3 0, INSIDE INSIDE CORNER NOTES: \ BACKFILL AND CORNER COMPACT ALONG FACE MIN. 3" OF SOIL 1. AT SUBSEQUENT REINFORCEMENT ELEVATIONS /� ti OF WALL PRIOR TO H BETWEEN EXTEND REINFORCEMENT FROM OPPOSITE WALL 1S„ \ WALL EXCEEDING 5.0' GEOGRID AND OTHER DETAILS OVERLAPPED FACE. 18 WALL HEIGHT NOT SHOWN FOR CLARITY w o GEOGRID (TYPJ 2. EXTEND REINFORCEMENT BEYOND WALL FACE A H F DISTANCE EQUAL TO 1/4 OF THE HEIGHT OF THE PLAN VIEW w w WALL (H). 1 O z OUTSIDE CORNER NOTES: —� — o a x 1. IN THE "CROSS -OVER AREA" OF REINFORCEMENT,= —I —I —I I —III —I I —III —I —III—III—I III—III=1—III-1 v a ONE OF THE LAYERS OF REINFORCEMENT SHALL a v BE LOWERED OR RAISED ONE COURSE TO ALLOW n PLACEMENT OF THE REINFORCEMENT WITH THE PRINCIPLE REINFORCEMENT STRENGTH DIRECTION PROPERLY ORIENTED. 2. THE REINFORCEMENT SHALL NOT EXTEND INTO H / 2 OUTSIDE THE SEGMENTAL UNITS ON THE RETURN LEG OF FRONT VIEW SIDE VIEW CORNER THE 90° CORNER. El GEOSYNTHETIC PLACEMENT — OUTSIDE AND INSIDE CORNERS E4ANCHOR WALL VERTICA — BLOCK DETAIL F 7-1 SOIL COMPACTION AT WALL BASE — DETAIL RW-6.O SCALE: NONE RW-6.O SCALE: NONE RW-6.0 SCALE: NONE PLACE ADDITIONAL PIECES OF GEOGRID WHEN ANGLE EXCEEDS 20° 4.5' MIN. 2� FILTER FABRIC EXTEND 3.0' ADDITIONAL DRAINAGE FILL EXTEND WALL HEIGHT / 2 AT ALL GUIDE RAIL POST OUTSIDE CORNERS OR RADIUS 3.0' MIN. ' (BY OTHERS) T 3" OF SOIL FILL IS REQUIRED BETWEEN OVERLAPPING GEOGRID FOR PROPER III —I —III III—'- —I _ ". �L I I—� III—� •+ T= ANCHORAGE (TYPJ SEE NOTES NOTE: 1. GEOGRID NOT SHOWN FOR > CLARITY. - z DRAINAGE FILL EXISTING STRUCTURE q o NOTES: x NOTE: 1. AT ABUTMENT, ALTERNATE FULL UNIT WITH HALF 1. CHECK WITH MANUFACTURER UNIT EVERY OTHER COURSE SPECIFICATIONS ON CORRECT DIRECTION 2. START AT FIXED POINTS AND WORK INTO MIDDLE PART OF WALL OF ORIENTATION FOR GEOGRID TO OBTAIN PROPER STRENGTH 3. DO NOT ATTACH BLOCK UNITS TO OTHER STRUCTURES CONCRETE BASE USE CONCRETE TUBE FORM H/2 2 GEOGRID INSTALLATION ON CURVES 5 WALL ABUTMENT DETAIL E-E TYPICAL GUIDE RAIL POST DETAIL RW-6.0 SCALE: NONE RW-6.0 SCALE: NONE RW-6.0 SCALE: NONE 42" (MIN.) TO 72" (MAX.) FENCE WITH POSTS AT 6' O.C. (MAX.) PEDESTRIAN RAIL OR CHAINLINK FENCE & SLEEVE (BY OTHERS) 2.0' MIN. BACKDRAIN GRAVITY 4" DIA. PERFORATED FLOW TO DAYLIGHT COLLECTOR PIPE. SLOPE FINISHED GRADE LINE RANDOMLY STAGGER (SEE TYPICAL SECTION 1% (MIN) TO OUTLET VERTICAL JOINTS SHEET RW-5.0) T ITI BURY MIN. OF 6" NOTES: 1. GEOGRID NOT SHOWN FOR CLARITY 2. WIND SCREEN, BOARD -ON -BOARD FENCE, OR PRIVACY FENCE IS NOT PERMITTED z 3. FENCE/IIANDRAIL MUST BE INSTALLED PER CODE OF SITE 0 �I=1I III-_ IIIIIIIIIIIIIIIIIIII _ REMOVE PORTION OF ADJACENT DAYLIGHT DRAIN 4" DIA. OUTLET UNITS TO ALLOW DRAIN PIPE THROUGH WALL FACE DAYLIGHT DRAIN THRU FACE THROUGH WALL J —III—III—ITI—III _ —III—III—III—III—III r— 4 -4 -_ P-g q —_ ' III_III—I I II I I I I I I I I I I II I I I I I I � I I I 1-1 I I-1 I I� I I I I i = 2ND COURSE ABOVE GRADE 6" THICK GRANULAR CONCRETE BASE USE 12" O.D. CONCRETE TUBE 1ST COURSE ABOVE GRADE LEVELING PAD FORM COURSE BELOW GRADE 3 DRAIN DETAIL SPACING VARIES STEPPING BASE DETAIL TYPICAL HANDRAIL/FENCE DETAIL RW-6.0 SCALE: NONE 50, MAXIMUM RW-6.0 SCALE: NONE RW-6.0 SCALE: NONE Title: Project No: This drawing is being furnished for thisTH OF UJ specific project only. Any party �ME� o rp�r CONSTRUCTION DETAILS 20ERS138 accepting this document does so in �on� f v Project: Date: confidence and agrees that it shall not ����E ew C. Thompson d scbe dlosled to others without theicated in whole or in rconsent earthretention.com /06/202 s ww PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 of ERS Materials, LLC. 0 11/06/20201 RELEASED FOR CONSTRUCTION RTC ANK NT ti� ALBEMARLE COUNTY, VIRGINIA Sheet No: 116 Edwards FerryRoad NE, Unit S I Leesburg, VA 20176 �, © 2020 ERS Materials, LLC No. Date Revision Drawn Design Check -0 571 .707.8057 1 F) 678.550.9862 �SjONAL �� RW-6.0 SAW CUT BLOCK TO WITHIN 1/2" OF PIPE. GROUT VOID WITH 3,000 PSI (MIN.) NON -SHRINK GROUT TO LEVEL BLOCK COURSES SCOUR PROTECTION AS REQUIRED (BY OTHERS) 3.50Z NON WOVEN FILTER FABRIC. 12" MINIMUM ALONG PIPE AND BACK OF BLOCK (BY OTHERS) PIPE ��NOT SHOWN FOR CLARITY • • • • • 1 I PIPE PENETRATION DETAIL - RW-6.1 SCALE: NONE 2 I PIPE PENETRATI RW-6.1 I SCALE: NONE 101 PIPE. rH 3,000 SHRINK L DEPTH i. .... �.3CTION AS REQUIRED (BY OTHERS) DO NOT OVERLAP CUT GRID AROUND VERTICAL STRUCTURES GRID LAYERS BEHIND WALL (FENCE, GUIDE RAIL, AND LIGHT POLE FOUNDATIONS) START GRID APPROX. 0.5", BUT NOT MORE THAN 1.0" FROM FRONT OF UNITS 4 I GEOGRID AT STRUCTURES BEHIND WALL RW-6.1 SCALE: NONE TRIM GEOGRID AS REQUIRED AT FACE OF STRUCTURE PROPOSED DRAINAGE STRUCTURE (BY OTHERS) EXTEND DRAINAGE STONE TO FACE OF STRUCTURE AND COMPLETELY WRAP WITH NON -WOVEN GEOTEXTILE PROVIDE INTERMEDIATE LAYERS OF GEOGRID FOR 4' (MIN.) EITHER SIDE OF STRUCTURE. SEE ELEVATION VIEWS FOR GEOGRID LENGTH, TYPE, AND PLACEMENT. GROUT WALL UNIT CORES 1 ii UNITS WITH 4,000 PSI (MIN.) NON -SHRINK GROUT, 12" (MIN.) EITHER SIDE OF STRUCTURE ";Zp' I - SEE ELEVATION VIEWS. WHERE SPECIFIED /kk44 / . u�.0 u •�i�i l �i�i�i�i�i�i�i�i�' STONE •.•WRAP ALL N iBACKFILL WITH NON -WOVEN EP, DETAIL - ELEVATION I DEFLECT GEOGRID AS GRADUALLY AS POSSIBLE TO AVOID CONFLICT WITH PROPOSED UTILITIES PARALLEL TO WALL - 150 MAX. DISTANCE VARIES (SEE TABLE BELOW) 24" (MAX.) 3" (MIN.) UTILITIES DESIGNED CLEARANCE BY OTHERS GEOGRID DISTANCE VARIES (SEE TABLE BELOW) 24" (MAX.) UTILITIES DESIGNED BY OTHERS 3" (MIN.) �— GEOGRID CLEARANCE 3 1 GEOGRID RW-6.1 I SCALE: NONE This drawing is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of ERS Materials, LLC. 0 © 2020 ERS Materials, LLC No. Date PIPE DIA. DISTANCE (IN.)(MIN.) 12" 51" 181, 69" 24" 86" RELEASED FOR CONSTRUCTION Revision s — - 7 y _ uA� - (MAX.) 4.0' (TYPJ r----------�. S" (TYPJ ruTm - .'','..n�.:'`a I�i fig WRAP AND RETURN GEOGRID LAYER BEHIND STRUCTURE TO SPECIFIED LENGTH WHERE APPLICABLE - 4' MIN. RETURN LENGTH OR TO TAIL OF GEOGRIDS 4.0' (TYP.)---- — MAINTAIN 3" (MIN.) BETWEEN GEOGRID LAYERS AND UTILITIES (TYP.) — i i i ---- CONTINUE INTERRUPTED GEOGRID LAYERS BEHIND \ STRUCTURE TO SPECIFIED LENGTH WHERE APPLICABLE WHERE 150 MAX. DEFLECTION IS NOT POSSIBLE, WRAP AND RETURN GEOGRID AT FACE OF STRUCTURE T TOTAL GEOGRID TREATMENT AT STORM STRUCTURES DETAIL SCALE: NONE RTC I ANK I NT Drawn I Design I Check PROPOSED STORM DRAIN PIPE (BY OTHERS) fI\1 oTH OF 7. ■MM Eew C. Thompson earthretention.com 06/2020 3 116 Edwards Ferry Road NE, Unit S I Leesburg, VA 20176 -0 571 .707.8057 1 F) 678.550.9862 SS-ONAL_� Title: Project No: CONSTRUCTION DETAILS �20ERS138 Project: Date: PROFFIT ROAD TOWNHOMES NORTH 11/06/2020 ALBEMARLE COUNTY, VIRGINIA Sheet No: RW-6.1