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HomeMy WebLinkAboutWPO201300005 Plan - Approved 2013-01-23wlY n r �� ,ou �Ar, PIA I Aoll TO i_ � INK yvW, sA I Wr FMIUA R,nNACg nnm a�•4Tr ;l� I -IC A re•: w DIRUMUCO -RUN b PAAIIIZATMN I, � *0 e. 0 AV." G;: s r;s _``A �1 vi z;o aim i // T o: k , Mo-k- 7 t- MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT DISTRICT OR LOCALITY SHALL CONTAIN REGULATIONS THAT ARE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUE'S AND V SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY METHODS: AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED 1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE / 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS FREQUENCY STORM OF 24 —HOUR DURATION IN ACCORDANCE WITH / APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL / ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND THE FOLLOWING STANDARDS AND CRITERIA: GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY v ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING A. CONCENTRATED STORMWATER RUNOFF LEAVING A SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT RECEIVING CHANNEL. ADEQUATE NATURAL OR MAN —MADE RECEIVING CHANNEL, PIPE OR WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 COMMENTS: AS SHOWN. STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DAYS. PERMANENT STABILIZATION SHALL-BE APPLIED TO DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM AREAS THAT ARE TO BE LEFT DORMANT FOR MOIRE THAN ONE STABILITY ANALYSES AT THE OIUTFALL OF THE PIPE OR PIPE YEAR. SYSTEM SHALL BE PERFORMED. COMMENTS: SEEDING SPECIFIED IN NARRATIVE. 12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE / PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, V CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA VERIFIED IN THE FOLLOWING MANNER: TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. / 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES NON — ERODIBLE MATERIAL SHALL BE USED FOR THE (1) THE APPLICANT SHALL DEMONSTRATE THAT THE l / SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS YY MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NON— WITHIN THE CHANNEL IS ONE HUNDRED TIMES TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL ERODIBLE COVER MATERIALS. GREATER THAN THE CONTRIBUTING DRAINAGE AREA SOIL STOCKPILES ON SITE AS WELL AS SOIL INTENTIONALLY COMMENTS: CONTRACTOR SHALL ABIDE BY THIS REMARK. OF THE PROJECT IN QUESTIONS. TRANSPORTED FROM THE PROJECT SITE. (2) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE COMMENTS: STOCKPILE AREA SHOWN WITH EROSION OF A TWO —YEAR FREQUENCY STORM TO VERIFY THAT CONTROL MEASURES. STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION CAUSE EROSION OF CHANNEL BED OR BANKS. N/A VEHICLES MORE THAN TWICE IN SIX —MONTH PERIOD, A 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON TEMPORARY STREAM CROSSING CONSTRUCTED OF NON— ERODIBLE (3) ALL PREVIOUSLY CONSTRUCTED MAN —MADE CHANNELS % DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. MATERIAL SHALL BE PROVIDED. SHALL BE ANALYZED BY THE USE OF A TEN —YEAR v PERMANENT VEGETATION SHALL NOT BE CONSIDERED COMMENTS: FREQUENCY STORM TO VERIFY THAT STORMWATER ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN WILL NOT OVERTOP ITS BANKS AND BY THE USE OF THE OPINION OF THE LOCAL PROGRAM ADMINISTRATOR OR HIS A TWO —YEAR STORM TO DEMONSTRATE THAT DESIGNATED AGENT, IS UNIFORM, MATURE ENOUGH TO SURVIVE STORMWATER WILL NOT CAUSE EROSION OF CHANNEL AND WILL INHIBIT EROSION. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS BED OR BANKS. COMMENTS: SEEDING AS DIRECTED. N/q PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES 4 PIPES AND STORM SIEWER SYSTEMS SHALL BE SHALL BE MET. ANALYZED BY THE USE OF A TEN—YEAR FREQUENCY COMMENTS: STORM TO VERIFY THAT STORMWATER ':WILL BY 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT CONTAINED WITHIN THE PIPE OR SYSTEM. N/A BARRIERS AND OTHER MEASURES INTENDED TO TTRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND- 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED C. IF EXISTING NATURAL RECEIVING CHANNELS OR DISTURBING ACTIVITY AND SHALL BE MADE FUNCITIONAL BEFORE N/A IMMEDIATELY AFTER WORK IN THE WATERCOURSE 1S COMPLETED. PREVIOUSLY CONSTRUCTED) MAN —MADE CHANNELS ,OR PIPES UPSLOPE LAND DISTURBANCE TAKES PLACE. COMMENTS: SPECIFIED. COMMENTS: ARE NOT ADEQUATE, THE APPLICANT SHALL: (1) IMPROVE THE CHANNELS TO 'A CONDITION WHERE A TEN —YEAR FREQUENCY STORM_; WILL NOT OVERTOP THE 16. UNDERGROUND UTILITY LINES SHALL BE INS BANKS AND ATWO —YEAR FREQUENCY STORM WILL NOT INSTALLED IN , 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN / CAUSE EROSION TO THE CHANNEL BED OR BANKS; OR STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS CCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO IONS 1/ OTHER APPLICABLE CRITERIA ,r IMMEDIATELY AFTER INSTALLATION. (2) IMPROVE THE PIPE OR PIPE SYSTEM .TO A COMMENTS: AS DIRECTED. A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE CONDITION WHERE THE TEN —YEAR - FREQUENCY STORM OPENED AT ONE TIME. IS CONTAINED WITHIN) THE 'APPURTENANCES; OR B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL (3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE' THE 6. SURFACE RUNOFF FROM DISTURBED AREAS THAT . IS COMPRISED SIDE OF TRENCHES. PRE— DEVELOPMENT PEAK RUNOFF RATE FROM A TWO — N/A OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS THREE ACRES SHALL BE CONTROLLED BY A 'SEDIMENT BASIN. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE INTO A NATURAL CHANNEL OR WILL' NOT CAUSE THE THE SEDIMENT BASIN SHALL BE DESIGNED AND CONSTRUCTED TO FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT PRE— DEVELOPMENT PEAK RUNOFF RATE FROM A TEN — ACCOMMODATE THE ANTICIPATED SEDIMENT LOADIING FROM THE TRAPPING DEVICE, OR BOTH, AND DISCHARGED ' IN A YEAR STORM TO INCREASES WHEN RUNOFF OUTFALLS LAND— DISTURBING ACTIVITY. THE OUTFALL DEVICE OR SYSTEM MANNER THAT DOES NOT ADVERSELY' AFFECT FLOWING INTO AMAN — MADE (CHANNEL. DESIGN SHALL TAKE INTO ACCOUNT THE TOTAL DRAINAGE AREA STREAMS OR OFF —SITE PROPERTY. PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, FLOWING THROUGH THE DISTURBED AREA TO BE 'SERVED BY THE (4 ) STORMWATER DETENTION /RETENTION OR OTHER BASIN. D. RE— ESTABILIZATION SHALL BE ACCOMPLISHED IN MEASURE WHICH IS SATISFACTORY TO THE PLAN ACCORDANCE WITH THESE REGULATIONS. APPROVING AUTHORITY TO PREVENT DOWNSTREAM COMMENTS: DONE. EXISTING POND TO BE USED AS TEMPORARY AND PERMANENT SEDIMENT BASIN. E. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. EROSION. COMMENTS: CONTRACTOR WILL ABIDE BY THESE D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND (CONSTRUCTED REGULATIONS. TO MAKE THE IMPROVEMENTS. IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE PERMANENT STABILIZATION SHALL BE PROVIDED WITH 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT EXISTING WATERSHED CHARACTERISTICS AND THE ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM / PAVED PUBLIC ROAD, PROVISIONS SHALL BE MADE TO MINIMIZE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT IS CORRECTED. V THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO PROJECT. COMMENTS: DONE PER PLANS, THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED F. IF THE APPLICANT CHOOSE'S AN OPTION THAT INCLUDES THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE STORMWATER DETENTION /RETENTION, HE 'SHALL OBTAIN REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND APPROVAL FROM THE LOCALITY OF A PLAN FOR 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN (CUT OR FILL TRANSPORTED TO A SEDIMENT CONTROL AREA. STREET WASHING MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN / SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS SHALL SET FOR THE MAINTENANCE REQUIREMENTS OF THE Y PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL FACILITY AND THE PERSON4 RESPONSIBLE FOR PERFORMING SUBDIVISION LOTS AS WELL AS TO LARGER LAND — DISTURBING THE MAINTENANCE. COMMENTS: CONDITION DOES NOT EXIST. ACTIVITIES. COMMENTS: CONTRACTOR WILL CONSTRUCT CONSTRUCTION G. INCREASE VOLUMES OF SHEET FLOWS THAT MAY CAUSE ENTRANCE FIRST AND PROVIDE WASH RACK AS N FQFD EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, .'ADEQUATE / 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADDEQUATE CHANNEL OR DETENTION FACILITY. / DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES v COMMENTS: CONTRACTOR TO PROVIDE PROTECTRON AS / SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE H. IN APPLYING THESE STORMIWATER MANAGEMENT CRITERIA, NEEDED. STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO INDIVIDUAL LOTS IN A RESIDENTIAL SUBDIVISION LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DEVELOPMENT PROJECTS. INSTEAD, THE RESIDENTIAL / 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF SUBDIVISION DEVELOPMENT;, AS A WHOLE, SHALL BE l / CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT' LADEN TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. YY WATER CANNOT ENTER THE CONVEYANCE SYSTEMI WITHOUT FIRST PREVENT FURTHER EROSION AND SEDIMENTATION. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. COMMENTS: CONTRACTOR SHALL ABIDE BY THIS COMMENT. SUBDIVISION DEVELOPMENT' SHALL BE USED ` IN ALL ENGINEERING CALCULATIONIS. COMMENTS: CONTRACTOR WILL PROVIDE PTOTECITION AS'. SHOWN. I. PROPOSED COMMERCIAL OR INDUSTRIAL SUBDIVISIONS SHALL APPLY THESE STOR'MWATER MANAGEMENT CRITERIA TO THE DEVELOPMENT AS A WHOLE. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE SUBDIVISION DEVELOPMENT SHALL BE USED IN ALL `'ENGINEERING CALCULATIONS. COMMENTS: DONE PER CALCULATIONS, ATTENTION: NOTES AND COMMENTS PROVIDED HERE ARE A PART OF THE OVERALL EROSION CONTROL PLAN. REVISIONS FEBRUARY 25, 2013 SEE E &S NARRATIVE O DATE JANUARY 20, 2013 SCALE 1 0=601 —AT,`cri > KLRT IL GLOECIM a Lic. No. 005649 kk k0'�% A A z z a a 0 E4 z 0 u z 0 �0 W W JOB NUMBER 12- 019 -00 DWG: (NAME KG Erosion Control DamsDriveway / , dwg.dwg w � v Q Dc r' SHEET 2oF2 Z� � 5 0 U t.J ra A A z z a a 0 E4 z 0 u z 0 �0 W W JOB NUMBER 12- 019 -00 DWG: (NAME KG Erosion Control DamsDriveway / , dwg.dwg w � v Q Dc r' SHEET 2oF2 COMPACTION SPECIFICATIONS: ALL FILL SHOULD BE PLACED IN LAYERS NOT TO EXCEED 8 INCHES LOOSE LIFT AND COMPACTED TO AT LEAST 95% OF MAXIMUM DRY DENSITY AND WITHIN 5% OF OPTIMUM MOISTURE ACCORDING TO ASTM D -698. COMPACTED FILL SUBGRADES STEEPER THAN 4 :1 SHOULD BE BENCHED TO ALLOW PLACEMENT OF HORIZONTAL LIFTS. A QUALIFIED ENGINEERING TECHNICIAN UNDER THE DIRECT SUPERVISION OF A GEOTECHNICAL ENGINEER SHOULD PERFORM A MINIMUM OF 3 TESTS PER LAYER OF FILL TO ASSURE THAT ADEQUATE COMPACTION IS ACHIEVED. CONTRACTOR SHALL INSURE THAT DAM CORE MATERIAL INTERFACES WITH BEDROCK OR OTHER SUITABLE MATERIAL APPROVED BY ENGINEER;. POND SURFA!CF ELEV. =428.0 10.00' H 1 SLOPE BOTH SIDES GEOTECH MATERIAL UNDER RIP - -RAPS 2.0 2.00' NOTE: GEOTECH MATERIAL WILL BE ATTACHED TO FACE OF CURTAIN WALL WITH A MASTIK DETAIL 2.0' THICK RIP -RAP DITCH RIP —RAP STONE ( CLASS I ) N.T.S. SOIL ZONES: ZONE 1 MOST IMPERVIOUS CLAY FOUND ON SITE ZONE 2 SILTY CLAYS AND CLAY LOAM FILL WITH GUARD RAIL SHOULDER =7.0' STANDARD EW -6 WITH 6" APPROACH SLAB AND 3.0' CURTAIN WALL. BOTH SLAB AND CURTAIN WALL WILL BE REINFORCED WITH 6 "X6" WELDED WIRE MESH l INV. IN =428.0 2- 40.0' -15" DIA.: N12 PIPES WITH WATER TIGHT 0 —RING JOINTSOCENTERLINE OF DAM. 1 ANTI —SEEP COLLAR WILL BE PLACED OVER ELEV. OF EXISTING THE CENTER JOINTS. PIPES HAVE 2% SLOPE STREAM BED =420.0 ZONE 2 EXISTING GRADE REMOVE ALL TOPSOIL AND SOFT UNSUITABLE MATERIAL FROM UNDER ENTIRE FOOT - PRINT OF DAM. TEST ROLL TO FIND SOFT SPOTS. 10' MIN. DEPTH 1 CENTERLINE OF DAM 10' I TOP OF DAM 432.3 5) TOP SHOULDER GROUND ELEVATION= 432.00 EMERGENCY SPILLWAY GROUND ELEVATION =430.0 PRIMARY SPILLWAY GROUND ELEVATION =427.0 INV. OUT= 427.20 START PRIMARY SPILLWAY TOP PLUNGE POOL ELEVATION= 427.1.0 ADDITIONAL NOTES: 1 ZONE 1� (B= 2- 8'- 4 "'X5'X8" ANTISEEP COLLARS 5.0 O.C. 3 CENTERLINE ZONE ' 2 TOE DRAIN 4 —on- EXISTING GRADE 6" P.V.C. WATERLINE PIPE FROM TOE DRAIN SLEEVED CONNECTED TO TEE AT DISCHARGE PIPE REMOVE ALL TOPSOIL AND low 10' SOFT UNSUITABLE MATERIAL ' ow —� (8' MIN. WIDTH) FROM UNDER ENTIRE FOOT— 20 PRINT OF DAM. TEST ROLL CUT —OFF TRENCH MUST EXTEND TO TO FIND SOFT SPOTS. BEDROCK INTERFACE OF CUT —OFF TRENCH. BEDROCK TO BE APPROVED BY THE GEOTECH ENGINEER_. SEE BORINGS —BY OTHERS. TYPICAL DAM CROSS- SECTION N.T.S. 6" P.V.C. PERFORATED PIPE IN TOE DRAIN SCREENED OUTLETS ELEV. 2' ABOVE TOE INV. REVISIONS FEBRUARY 25, 2013 EXISTING STREAM BED ELEV. AT TOE =402.0 v 00".4 0-r ��' $Z1c.7 �a o� N� _ DATE JANUARY 26, 2013 SCALE oig- �LaH OF x i KW IL MOEM � Lic. No. 005649 % op�T IWAL ul W A W x Z� O w H U F-4 tx � W 13.1 0 H O z A JOB NUMBER 11- 014 -00 SHOBEDAM— DRIVEWAY. DWG. NAM E, V ,�y4� �yG• �3y 4� �c� 1; SH EET 2 OF 2 � z Aa o W z� �4 ul W A W x Z� O w H U F-4 tx � W 13.1 0 H O z A JOB NUMBER 11- 014 -00 SHOBEDAM— DRIVEWAY. DWG. NAM E, V ,�y4� �yG• �3y 4� �c� 1; SH EET 2 OF 2 vf-1 I JANUARY 26, 2013 Kings Grant Dams.dwg Va �y N`� °}� SHEET C�' 1 of 2 E 0 DATE JANUARY 26, 2013 SCALE 1 " =20' OF D Ow w. amo 9 Uc. No, 005649 'IONAL' ax CQ w a E -+ W ID Z E-1 � a A JOB NUMBER. 12- 0119 -00 Kings Grant Dams.dwg V� NO$ / �►� to N tK SHEET 1 of 2 � z Q a o v a w H �4 ax CQ w a E -+ W ID Z E-1 � a A JOB NUMBER. 12- 0119 -00 Kings Grant Dams.dwg V� NO$ / �►� to N tK SHEET 1 of 2 a COMPACTION SPECIFICATIONS: ALL FILL SHOULD BE PLACED IN LAYERS NOT TO EXCEED 8 INCHES LOOSE LIFT AND COMPACTED TO AT LEAST 95% OF MAXIMUM DRY DENSITY AND WITHIN 5% OF OPTIMUM MOISTURE ACCORDING TO ASTM D -698. COMPACTED FILL SUBGRADES STEEPER THAN 4:1 SHOULD BE BENCHED TO ALLOW PLACEMENT OF HORIZONTAL LIFTS. A QUALIFIED ENGINEERING TECHNICIAN UNDER THE DIRECT SUPERVISION OF A GEOTECHNICAL ENGINEER SHOULD PERFORM A MINIMUM OF 3 TESTS PER LAYER OF FILL TO ASSURE THAT ADEQUATE COMPACTION IS ACHIEVED. CONTRACTOR SHALL INSURE THAT DAM CORE MATERIAL INTERFACES WITH BEDROCK OR OTHER SUITABLE MATERIAL APPROVED BY ENGINEER. 10.00' 2.0' -t- 1 SLOPE BOTH SIDES GEOTECH MATERIAL UNDER RIP - -RAPS 2.0 2.00' NOTE: GEOTECH MATERIAL WILL BE ATTACHED TO FACE OF CURTAIN WALL WITH A MASTIK DETAIL 2.0' THICK RIP —REAP DITCH RIP -RAP STONE ( CLASS I ) N.T.S. SOIL ZONES: ZONE 1 MOST IMPERVIOUS CLAY FOUND ON SITE ZONE 2 SILTY CLAYS AND CLAY LOAM POND SURFACE ELEV. =447.0 ELEV. OF EXISTING 4TRFAM RFD =414 EXISTING GRADE CENTERLINE OF DAM FILL WITH GUARD RAIL SHOULDER =7.0' 24.0' GUARD RAIL STANDARD EW -6 WITH 6" APPROACH SLAB AND 3.0' CURTAIN WALL.bOTH 12' SLAB AND CURTAIN WALL WILL BE REINFORCED WITH 6 "X6" WELDED WIRE MESH INV. IN =447 1 _COLLARS '/O.C. 2- 60.0 -15 DIA. 'N12 PIPES WITH2 WATER TIGHT 0 —RING JOINTSWENTERLINE OF DAM. 1 ANTI —SEEP COLLAR WILL BE PLACED OVER THE CENTER JOINTS. PIPES HAVE 2% SLOPE ZONE 2 / REMOVE ALL TOPSOIL AND SOFT UNSUITABLE MATERIAL FROM UNDER ENTIRE FOOT- PRINT OF DAM. TEST ROLL TO FIND SOFT SPOTS. 10' MIN. 1 DEPTH p GUARD RAIL (OPTIONAL) TOP OF DAM 450.50 TOP SHOULDER "'— GROUND ELEVATION= 450.00 EMERGENCY SPILLWAY GROUND ELEVATION =449.0 PRIMARY SPILLWAY GROUND ELEVATION= 445.80 / INV. OUT = 445.80 START PRIMARY SPILLWAY ADDITIONAL NOTES: TRENCH ELEVATION= 445.60 ®= 3- 8'- 4 "'X5'X8" ANTISEEP 1 ZONE 1 COLLARS 20' O.C. AT N12 / WATERTIGHT 0 -RING JOINTS 3 ZONE 2 Now on ml 10' —� (8' MIN. WIDTH CUT -OFF TRENCH MUST EXTEND TO BEDROCK INTERFACE OF CUT -OFF TRENCH. BEDROCK TO BE APPROVED BY THE GEOTECH ENGINEER. SEE BORINGS -BY OTHERS. TYPICAL DAM CROSS - SECTION 5.0' CENTERLINE TOE DRAIN 44 -•'"I ' � FF1 EXISTING GRADE -'"-*'O' REMOVE ALL TOPSOIL AND SOFT UNSUITABLE MATERIAL FROM UNDER ENTIRE FOOT- PRINT OF DAM. TEST ROLL TO ,FIND SOFT SPOTS. 40.0' 5.0' 3 :1 .... FILL SUB -BASE MIN. CBR =10 AGGR. BASE #21/21 2' —'"I BASE =6 AGGR. DRIVEWAY CROSS SECTION N.T.S. 6" P.V.C. WATERLINE PIPE FROM TOE DRAIN SLEEVED CONNECTED TO TEE AT DISCHARGE PIPE 20' 6" P.V.C. PERFORATED PIPE IN TOE DRAIN SCREENED OUTLETS ELEV. 2' ABOVE TOE INV. 1 ": 1' 1.00' � 1 4 3 1' 4' EXISTING STREAM BED ELEV. AT TOE =422.0 v e Z R ,s �c� �C DATE JANUARY 26, 2013 SCALE 1 " =20' 0F p KURT M. MOECIa'IER a Lic. No. 005649 S �IWAL P �i A� Fq W ,U a W ul 1­4 W A 0 02 �,,.� a C"'4 L) Tf=1 a di �0,s W E-4 c� O z �4 A JOB NUMBER 11-014-00 SHOBEDAM- DRIVEWAY. DWG. NAM E, V� 01 ��� ��<rcl 1r e, Dc^J SHEET 2 OF 2 J DATE JANUARY 26, 2013 rp SCALE 1 "' =201 of y KURT IL MW � Uc. No. 005649 AL- ;I 0.4� H �a o� Z E-4 A JOB NUMBER 12— i019 -00 DWG. NAME Kings Grant Dams.dwg 00, O C' D p^� Jt1tt 1of2 TOP PLATE STIFFNER AND U -BOLT WILL HOLD VALVE STEM AND WHEEL IN PLACE. U -BOLT WILL BE SIZED TO AILLOW STEM TO BE TURNED. CENTERLINE OF DAM SOIL ZONES: ZONE 1 MOST IMPERVIOUS CLAY FOUND ON SITE ZONE 2 SILTY CLAYS AND CLAY LOAM 6'X6'>C2' CONCRETE BASE CONCRETE BASE IN RISER EXISTING 36 "R.C.P. #4 BARS BOTH WAYS 6" O.C. REMOVE EXISTING TOE TO FIRST JOINT 4 - #8 BARS(1 IN EACH CORNER)4.0' WITH 2.0' INTO BEDROCK INV.ELEV. AT BARREL ENTRANCE =000.0 8.0' -a►- BEDROCK RM ME REMOVE ALL TOPSOIL AND CUT -OFF TRENCH MUST EXTEND TO SOFT UNSUITABLE MATERIAL BEDROCK INTERFACE OF CUT -OFF FROM UNDER ENTIRE FOOT - TRENCH. BEDROCK TO BE PRINT OF DAM.' TEST ROLL APPROVED BY THE DESIGN ENGINEER AND THE GEOTECHNICAL ENGINEER. TO FIND SOFT SPOTS. SEE BORINGS -BY OTHERS. INV.ELEV. AT BARREL ENTRANCE =821.0 3- 5'X5'X1' CONCRETE ANTI -SEEP COLLARS PLACED CONCRETE CENTERED ON TYPICAL DAM CR SECTION AND AROUND DRAIN PIPE N.T.S. GRATE -�-- 1.0' 90° --_ ELBOW 1,0' STANDARD 24.0' THREADS 90, E ELBOW �.- GUARDRAILS OR POSTS RECOMMENDED AGGREGATE OR ROAD WATER ELEVATION7 PER OWNERS DESIGN TOP OF DAM MIN, --�-{ TRASH RACK AND ANTI VORTEX PLATES (SEE DETAIL) AND APPROVAL DAM =430.0 12 0'--m-•- 12.0' GRAVEL DRIVEWAY -- TOP SHOULDER SEE DETAIL THIS SHEET +' PIPE CENTERED ON 12 0' —► ��-- GROUND ELEVATION =428.8 . PRIMARY SPILLWAY ,.:- :�•:::'• ° °=' •- :.:..�::..;:.• .ter-- •"''�� EMERGENCY SPILLWAY GROUND ELEVATION =428.0 (3000 P,S.I, CONC.) INTAKE ELEVATION= 426.0 � � ELBOW POND SURFACE ELEV. =426.0 V 3 FOR FIRE FIGHTING WATER STAINLESS STEEL STEM AND WHEEL N.T.S. EC -1 u Z 1 ZONE 2 _ 60" DIA. R.C.P. RISER (NO JOINTS ZONE 2 4 EXISTS 1 1.0 C.Y. #57 STONE PILED NOTE: VALVE AND DRAIN PIPE OPTIONAL p�L� 3 IN CONE OVER INTAKE STRUCTURE �� 2-1/2" GATE VALVE 3"ALUM' -STEEL PIPE �, 2 ANTI -SEEP COLLARS WILL BE INTAKE ELEV. =421.0 UNIT PREFAB TO SHAPE 6.0'X6.0'X1.O' CENTERED ON BARREL PIPE AS SHOWN POND BED =420.0 3000 PSI CONCRETE REINFORCED WITH WELD WIRE MESH 6'X6'>C2' CONCRETE BASE CONCRETE BASE IN RISER EXISTING 36 "R.C.P. #4 BARS BOTH WAYS 6" O.C. REMOVE EXISTING TOE TO FIRST JOINT 4 - #8 BARS(1 IN EACH CORNER)4.0' WITH 2.0' INTO BEDROCK INV.ELEV. AT BARREL ENTRANCE =000.0 8.0' -a►- BEDROCK RM ME REMOVE ALL TOPSOIL AND CUT -OFF TRENCH MUST EXTEND TO SOFT UNSUITABLE MATERIAL BEDROCK INTERFACE OF CUT -OFF FROM UNDER ENTIRE FOOT - TRENCH. BEDROCK TO BE PRINT OF DAM.' TEST ROLL APPROVED BY THE DESIGN ENGINEER AND THE GEOTECHNICAL ENGINEER. TO FIND SOFT SPOTS. SEE BORINGS -BY OTHERS. INV.ELEV. AT BARREL ENTRANCE =821.0 3- 5'X5'X1' CONCRETE ANTI -SEEP COLLARS PLACED CONCRETE CENTERED ON TYPICAL DAM CR SECTION AND AROUND DRAIN PIPE N.T.S. GRATE -�-- 1.0' 90° --_ ELBOW 1,0' STANDARD FIRE DEPARTMENT THREADS 90, E ELBOW 8' TYPE 21A DRIVEWAY AGGREGATE OR ROAD WATER ELEVATION7 = =� {`• °`'' =" MIN, --�-{ PAD FOR POND 1 FIRE TRUCK 4,0' 3 EXISTING +' PIPE CENTERED ON _ _-� I' GROUND — `'' 21X21X2' CONCRETE 'ANCHOR AND THRUST BLOCK 8' P.V.C. PIPE (3000 P,S.I, CONC.) = SCHEDULE 80 3,0' -•- CALL PIPES AND ELBOWS) 90" ELBOW ALTERNATE DRY HYDRANT FOR FIRE FIGHTING WATER SOURCE N.T.S. NOTE: 1. THIS DESIGN USING CORRUGATED METAL PIPE REQUIRES ALL COMPACTION AROUND THE PIPE TO BE DONE BY HAND - HYDRAULIC METHODS TO PREVENT PIPES FROM VIBRATING DURING LARGE STORMS. (AROUND,OVER,AND UNDERH H H ) 2. ALL PIPE JOINTS WILL BE MADE WATERTIGHT USING 0 -RING GASKETS. 3. BARREL, RISER, DRAIN AND VALVE WILL BE UNITIZED CONSTRUCTION TO INSURE WATER TIGHT CONDITIONS. CENTERLINE TOE DRAIN ... --- 4_#"1 �r EXISTING GRADE TOE DRAIN WILL BE WRAPPED IN PERVIOUS GEOTECHNICAL MATERIAL (oT 6" SOLID HELICAL STEEL DRAINAGE PIPE AS MADE BY ARMCO, 116 GUAGE WITH SCREENED OUTLETS ELEV. 2' ABOVE TOE INV. 20' 6" PERFORATED HELICAL STEEL DRAINAGE PIPE AS MADE BY ARMCO, 16 GUAGE WITH SOCK WRAPPING TO RUN WITH LENGTH OF TOE DRAIN B STONE OR EQUIVALENT TRASH RACK - ANTI VORTEX N.T.S. PRESSURE RELIEF HOLES 1/2" DIAMETER 0, A 0 0 A 0 �— 0 Off- 0 0 TACKWELD PLAN VIEW ALL AROUND I SUPPORT BAR SIZE F ( #6 REBAR MIN.) 8" 8" MIN. #6 X 1 SPACER (TYPIC 'I RISER DIAMETER SECTION A -A EXISTING STREAM BED ELEV. AT TOE =416.0 TOP STIFFENER (REQUIRED) IS 1-1/2" X 1 -1/2" X 3/16" ANGLE WELDED TO TOP AND ORIENTED PERPENDICULAR TO FLAT PLATE. TOP SITIFFENER WILL USE U -BOLT TO GUIDE AND HiOLD VALVE STEM AND WHEEL IN PLACE. TOP IS 16 GAUGE FLAT PLAT METAL OR 1 /8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS 16 GAUGE CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE. NOTES: THE iCYLINDER MUST BE FIRMLY ATTACHED TO THE TOP OF THE RISER. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO ITHE TOP OF THE RISER. _. ALL IMETAL USED FOR TRASH RACK AND ISOMETRIC VIEW ANTI!- VORTEX PLATE WILL BE ALUMINIZED STEEL. !il! Rut / < 5j DATE JANUARY 26, 2013 SCALE 1 " =20' r � �T,T n op O � r 5649 g, �b ,& TONAL � 'TIN W A A W O z 0 c� w m a �.i JOB NUMBER 10- 014 -00 DWG. NAME CedarmereFinaLDWG •N a� SHEET 2oF2 406.67 k 406.45 14, k 410. IA20. 15 )(406 19 k k4 .22 t k41 .88 k42 .01 424,01 )(420 41 64 k42 .74 ©a VJ 57 46 71 .43 . 00 )(438. 8 435.7 k434 65 �^n fi 438 32 ' 9 k4 56 443,02 k ,dt k T1 / 444.7 444.21 14.36 x442. .07 Q 16 k A .11 )(451. )(451.14 )(453. Al k4 )(450.34 �L3 )(449.\ .21 k4 .65 )(457.56 k45137 k451. "53.86 x439.29 .09 3.99 X452.23 X451,09 454 450 X446.42 46.19 x444.80 low Ag )(440,26 k 7 ....- .."'"rte k438.82 I q4Q x437.04 )(437.60 Ll WMW 417 89 (0.42 735 WMW 417 89 (0.42