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HomeMy WebLinkAbout032-1013-30-000 (2)St C LAND USE PERMIT u'-Pjo23-a�r Office Use Only - -'�� APPLICATION MAR 08 2023 APPLICANT INFORMATION ProperN, Owner Mark Brown Mailing Address-,.2-348 DeLong Rd Somerset WI 54020 Daytime Phone, (_—) Cell: (651, 248-3891 E-maill:rn .-a rk b row n 1021 @gmail.com- Contractor/Agent, -Same as Owner , - Mailing Address: Daytime Phone-. (,_} F-mail: SITE INFORMATION Site Address- ?348 DeLong Rd Somerset WI 54020 NW -15 T. 31 Property Location: SVV 14, Sec. r — Parcel It 032 1013 - 30 Q00 N., R. 19 VV... Town of -Somerset Alt. Parcel #: 05 -1 31 19 .74F LAND USE INFORMATION Zoni ng District (Check one). E3 AG- 1 11 AG ,2 0 R - 1 11 11 R- 3 0 C - 1 0 C .2 11 C.3 13 1-1 0 11- 2 Overlay District (Check all that opply), 0 SHORD-AND 0 RIVERWAY 0 F1_00DPLAIN 11 ADULT ENTERTAINWENT Type of Land Use Permit ReqLest.. il I Chectie): Please refer to the current fee schedul,e on our website. 0 Lo�,ver St- Croix Riverway District 0 �)V�reless Communication To�ver (Cc -- location) 0 Shoreland 0 Teli-inp:Draiy Occupancy 0 Signage 0 NonmetaIllic Mining Operation 0 Floodplaitl 0 Animal Waste Storage Facility H Grading & Fililing, 12­24.9% Slopes 0 Livestock Facility E3 Other: 11 Permit processed in conjunction with a Land Division, Special Exception or Variance State the natu re of you r req uest: Afte r the Fact Land use Permit. - - — - ------- Zoning Ordinance Peference SIGNATURE I attest that the information coreq in this application is true and correct to the best of my knowledge. Property Owner Signature:- Contractor/Agent Signature; Complete Application Accepted: Fee Received - OFFICE USE ONLY In Receipt #: h 5F:5 715-386-4680 St. Croix County Government Center 715-245.-4250 Fax cdd2sccwi.ci v 1101 Carmichael Road, Hudson, W1 54016 VVVVW.SCCW.Q0V BI BFILTRAAT16N TOP=916.50 - / ��O / / / / // / / / / \ MED A OT 91020.00 / (SEE DETAIL SHEET APPROX. PR/OPERTY LINE/ / ' FOUNoi114INCH IRON PIPE -' // PROPOSED TREELINE EXISTING WOODS- / / / \ \ 990 / - / EXISTING TREE LINE \ ' (APPROXIMATE) 2FT WIDE BERM \ rn ' I O I II i TOP ELEV.=916.50 \ 0) 1 1 \ FOUND INCH IRON PIPE EL I � 1 \ TOP OF PIPE ELEVATION = 910.41 \ \ I I \ A 6�° O PROPOSED BERM \ 1 1 1 \ i/ AA i/ AA - \ (APPROXIMATE) \ y�° _930 ti 9 . \ \ \ \ \ pO ' \ \ CONSTRUCT DIVERSION BERM TO DIRECT STORM \\ \ \ WATER RUNOFF AROUND SEPTIC DRAINFIELD. \ �� \ TIC SEP SYSTEM n� / FINAL LOCATION TO BE FIELD LOCATED. _ � � � � -EXISTING_� x925.6 TOP OF EXISTING CUT SLOPE+ \ EXISTING WOODS-,/ .�� �� NO ADDITIONAL GRADING ON EXISTING 25%AND --_ // / ��0 / / 3 O \ < GREATER SLOPES. / f // / GRADING LIMITS / i¢9 - \ \ ' -- \x CONSTRUCT DRAINAGE SWALE TO DIRECT STORM--- // // n i j 9st2 / / / 933.0 \ O WATER RUNOFF TO BIOFILTRATION BASIN. FINAL _ / / 7 //9St BOTTOM OF EXISTING CUT SLOPE m \ LOCATION TO BE FIELD LOCATED. \ \ - - - - / / / 9SOc / / PROPOSED co x933.4_ 3 ---W - \ \ 1 _ /------/� �95� /// / /}�2:1SIDESLOPE. / W� f ---- OD r RETAINING/BOULDER co / \ -- /---- - 956 // WALLS (BY OTHERS))/10 - a \,' / - , �9S 9-5 h� x936.4 X941.9 1 X935.8' \ -- --/ EXISTING TREE LINE \ ,00 o, t ---- _ - \ 9U Q \ ----'- / \ 934.8 \li\ � a � \ \ 94 j. 3 ti --- TOP OF EXISTING CUT SLOPE L k 394 956.3 \ 9� vo a93 F AR _----_,,-----------__ PROPOSED c \ \ \ EFE. SE FFcgGF - - - - - \ 2:1SIDESLOPE' \ \ \ r10 V��vEV\ 943Z X941.5 - ` - - 9 \ O 5 \ �9 943.1 \ \' ----- , ) g�6 �9 A �O F940.7 \ (lv � \\ �� 9 4 \ 3 EXISTING X942.7 d9�9�SO ,9q2 GRAVEL \ -EXISTING W O O D S / , �� �\ 2 W TOP OF EXISTING WELL I( DRIVE / 1 GRADING LIMITS S 9 42' ELEVATION - 944.8 / BOTTOM OF EXISTING CUT SLOPE 1 ' TOP OF EXISTING CUT SLOPE �, h ���' 94 3 940.5x I jl / / / / v // ,956-- ., °' �„ / _ � 945.5 / PROPOSEDTREELINE� & GRADING LIMIT \ TOP OF EXISTING) PROPOSED Q CUT SLOPE - 2:1 SIDE SLOPE- Iv 1 / O R> d EXISTING TREE LINE / h / // // // -EXISTING�WOODS APPROX. PROPERTY LINE NORTH SCALE: 0 10 20 40 1. CONTRACTOR SHALL NOTIFY UTILITIES AND HAVE ALL UTILITIES LOCATED PRIOR TO ANY CONSTRUCTION, EXCAVATION OR DEMOLITION ACTIVITIES COMMENCING. 2. EROSION CONTROL DEVICES SHALL BE IN PLACE BEFORE BEGINNING ANY DEMOLITION, EXCAVATION OR CONSTRUCTION ACTIVITIES AND CONTINUOUSLY MAINTAINED. 3. CONTRACTOR TO COORDINATE WITH SMALL UTILITIES ALL REQUIRED UTILITY RELOCATION TO AVOID CONFLICTS WITH PROPOSED GRADING. 4. CONTRACTOR SHALL MECHANICALLY COMPACT ALL TRENCHES UNDER ALL CONCRETE, GRAVEL, AND BUILDING AREAS. 5. ALL TOPSOIL, ORGANIC, & UNSUITABLE MATERIAL TO BE REMOVED BEFORE FILL MATERIAL IS PLACED. NO ORGANIC, UNSUITABLE, OR FROZEN MATERIALS TO BE PLACED IN FILL AREAS. ALL FILL MATERIAL & ENGINEERED FILL TO BE MECHANICALLY COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. 6. ALL GRADES AND ELEVATIONS SHOWN ARE TO FINISHED GRADE, UNLESS NOTED OTHERWISE. 7. CONTRACTOR SHALL SALVAGE AND REPLACE TOPSOIL IN ALL DISTURBED AREAS (4%6" TYP.). 8. ALL EXCESS & UNSUITABLE MATERIALS TO BE REMOVED FROM THE SITE BY SITE CONTRACTOR AS REQUIRED. I \ -BA IN OUTLET \ \ Y PIPE &RISER \ (SEE DETAILS) � � 912.7 iiliil 5FT WIDE WEIR\I \ CREST=916.00 \ EXISTING CULVERT (APPROXIMATE) do LL_rn CAUTION I vv �I/ I 9. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING ALL EARTHWORK QUANTITIES BASED ON THE EXISTING AND PROPOSED ELEVATIONS PROVIDED ON THE PLANS. ANY GEOTECHNICAL INVESTIGATIONS PROVIDED BY THE OWNER APPLY ONLY TO THOSE LOCATIONS THAT DATA WAS COLLECTED, AND MAY NOT BE INDICATIVE OF CONDITIONS ELSEWHERE ON THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR COLLECTING ANY ADDITIONAL GEOTECHNICAL OR SURVEY DATA HE DEEMS NECESSARY TO COMPLETE AN ACCURATE ESTIMATE OF EARTHWORK QUANTITIES. 10.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR BALANCING SITE MATERIALS. IF ONSITE EXCAVATION AND BORROW OPERATIONS DO NOT PROVIDE ENOUGH SUITABLE MATERIAL FOR FILL AREAS, THE CONTRACTOR SHALL COORDINATE AND PAY FOR EXCAVATION, TRANSPORT AND PLACEMENT OF IMPORTED MATERIAL MEETING THE SPECIFICATIONS OF THE CONTRACT DOCUMENTS. IF EXCAVATION RESULTS IN EXCESS MATERIALS, THE CONTRACTOR SHALL PROVIDE AND PAY FOR LOADING, TRANSPORT AND OFFSITE DISPOSAL OF EXCESS MATERIALS. 11. NO TEMPORARY STOCKPILES OR CUT MATERIAL SHALL BE PLACED WITHIN STORM WATER DRAINAGE EASEMENTS, BELOW ORDINARY HIGH WATER MARKS, OR WETLANDS 12. PRIOR TO ANY SITE GRADING ACTIVITIES, CONTRACTOR SHALL LOCATE AND FLAG SEPTIC LOCATION & BIO-FILTRATION BASIN. SEPTIC & BIO-FILTRATION BASIN LOCATIONS SHALL BE PROTECTED FROM VEHICLE TRAFFIC AND LAND DISTURBANCE. LOCATED \ 1 � 1 \ � I/ I / \ I 1 II I I I v 1 m r I0 Z I 0 \ I � \ LEGEND APPROX. PROPERTY LINE 1 ,960- _ _ - EXISTING 12%-20% SLOPE EXISTING 1OFT CONTOURS (PER LIDAR) -962--------- - EXISTING 2FT CONTOURS (PER LIDAR) EXISTING 20%-25% SLOPE STING GRADE SURIFACE DRAINAGE EXISTING 25% OR GREATER SLOPE PROPOSED FINISHED GRADE SURFACE DRAINAGE 960 PROPOSED 1OFT CONTOURS EXISTING HOUSE 952 PROPOSED 2FT CONTOURS Dim, EXISTING BOTTOM OF SLOPE (PER SURVEY JANUARY 2023) PROPOSED BERM (APPROXIMATE) EXISTING TOP OF SLOPE xXXX.XX (PER SURVEY JANUARY 2023) EXISTING SPOT ELEVATION (PER SURVEY JANUARY 2023) EXISTING TREE LINE xx.x% EXISTING DRIVEWAY GRADE PROPOSED TREE LINE PROPOSED PROPOSED GRADING LIMITS RETAINING/BOULDER WALL (BY OTHERS) (APPROXIMATE) 9 EXISTING SITE CONDITION NOTE EXISTING CONDITIONS SHOWN ARE BASED ON LIDAR TOPOGRAPHY rn PROVIDED BY ST. CROIX COUNTY MAPPING. CONTRACTOR TO FIELD o VERIFY ALL EXISTING SITE CONDITIONS FOR ACCURACY PRIOR TO ANY DEMOLITION, EXCAVATION, OR CONSTRUCTION ACTIVITIES COMMENCING. Z Z O C 0 Z O U Z �wti���arr►r CON `�'. 0o z � Q -i "'•• •.� ZACHARY P. to � J Lu CD FAGAN p w Z E-4086- r I,flZ NEW RIcHMONDIZ u I C) Q fl� ,0 WI (D .,� NA CN rl r Z 0 �j w (� C) ( z Q:f o m 0 _w ui Q Lj SHEET INDEX SHEET SHEET DESCRIPTION Y v) u Q F_ V) C1.0 SITE & GRADING PLAN C1.1 SITE & GRADING PLAN W/ AERIAL PHOTO C2.0 EROSION CONTROL PLAN o a V) Z SHEET NO. C1.0 C3.0-C3.1 DETAILS BIOFILTRATION BASIN A TOP=916.50 2FT WIDE BERM rn °' I I \ p c TOP ELEV.=916.50 \ 6, 1 I FOUND 1-1/4 INCH IRON PIPE / / A 9102..00 TOP OF PIPE ELEVATION = 910-41 // /C�J / // / / / / / / / / i / / -- // i APPROX. PROPERTY LINE/ // / ME BOT / / \ (SEE DETAIL SHEET) I E I \ i/ FOUND1114INCHIRONPIPE- / / / / � � \ PROPOSED � g16 BASIN OUTLET \ \ PIPE & RISER \ / -EXISTING WOODS- 914 (SEE DETAILS) 92--,,,\p 918 \ EXAPP OTREE(XIMALINE `912.7 Iili CR WIDE 6 I .00 / \ vJ0 O s .- PROPOSED BERM nn (APPROXIMATE) `� Lo Q EXISTING CULVERT \ 1 (APPROXIMATE) y -93 �y %./ \ ���° � I / - \ \ \ v \\ \ �, _ CONSTRUCT DIVERSION BERM TO DIRECT STORM WATER RUNOFF AROUND SEPTIC DRAINFIELD._SEPTIC �� �� SYSTEM d , �� � _ " %j d EX CAUTION v� UNDFRr,RnI I'Mn \ 1 FINAL LOCATION TO BE FIELD LOCATED. EXISTING x925.6 UTILITIE; V A A _ ✓d d dO: -� -- -� A dLo d \ \ \ TOP OF EXISTING CUT SLOPE `'9 /xo 93\\O�M - 61�, -EXISTING WOODS-,d/19 Al' RS\ a _ / 2NO ADDITIONAL GRADING ON EXISTING 25%AND d d !� /� 'q OGREATER SLOPES. dd d GRADING LIMITS ¢9 \ ! \ III d -- \ CONSTRUCT DRAINAGE SWALE TO DIRECT STORM ---d dd/ �` / �d %9A2 933.0 O WATER RUNOFF TO BIOFILTRATION BASIN. FINAL / 9A 9gd \ \ LOCATION TO BE FIELD LOCATED. - =d d/ 8S 948 sy \ ,/� BOTTOM OF EXISTING CUT SLOPE m ` r \ ---- / -- 9 d / d PROPOSED toX933.4_ - - ----w - ^I \ 1 / S2� t d // 2:1 SIDE SLOPE / ^ r \� r d/d RETAINING/BOULDER --_w - --d956 /d WALLS (BY OTHERS)}d p g9 0 \ 1\ \ 1, I \ - .. � i -- /9 9, l x936.4 � , x935.8� 0 \ - -' - EXISTING TREE LINE soo f c� x941.9 \ o \ - �EGK \ \ \ o� 0 - i a a I, ---- 947. \ - _ TOP OF EXISTING CUT SLOPE\ , �a ER��v�1 G 3k \\ 939.4\ 1 0 1 1 I d 956.3 \ \ 9�� �O�E. S 93 PIC. y ---- --- ----- PROPOSED \ \ F•F' USE Fa GF \ --- ---- ----- \ 2:1 SIDE SLOPE' \ \ \ \ N O\ vEL3 94J. x941.5 / z 1 1 1 I Lo llo \ 943.1 - - - - - 6� \ �F I 9-V.4 942 3 \ i I EXISTING 942.7 J GRAVEL \ -EXISTING WOODS- �� g42.2 TOP OF EXISTING WELL II DRIVE GRADING LIMITS �0 ELEVATION = 944.8 / d BOTTOM OF EXISTING CUT SLOPE4 II I jdl g58 TOP OF EXISTING CUT SLOPE �, �6y� �9� II k94¢3 -- 1 940.5x 945.5 r" PROPOSED TREELINE�!I{y/O' 9� GRADING LIMIT \ TOP OF EXISTING N PROPOSED Q CUT SLOPE 2:1 SIDE SLOPE- EXISTING TREE LINE - i 1 / -EXISTING WOODS // / / / / APPROX. PROPERTY LINE GENERAL GRADING NOTES 1. CONTRACTOR SHALL NOTIFY UTILITIES AND HAVE ALL UTILITIES LOCATED PRIOR TO 9. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING ALL EARTHWORK ANY CONSTRUCTION, EXCAVATION OR DEMOLITION ACTIVITIES COMMENCING. QUANTITIES BASED ON THE EXISTING AND PROPOSED ELEVATIONS PROVIDED ON THE 2. EROSION CONTROL DEVICES SHALL BE IN PLACE BEFORE BEGINNING ANY DEMOLITION, PLANS. ANY GEOTECHNICAL INVESTIGATIONS PROVIDED BY THE OWNER APPLY ONLY TO THOSE LOCATIONS THAT DATA WAS COLLECTED, AND MAY NOT BE INDICATIVE OF EXCAVATION OR CONSTRUCTION ACTIVITIES AND CONTINUOUSLY MAINTAINED. CONDITIONS ELSEWHERE ON THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR 3. CONTRACTOR TO COORDINATE WITH SMALL UTILITIES ALL REQUIRED UTILITY COLLECTING ANY ADDITIONAL GEOTECHNICAL OR SURVEY DATA HE DEEMS RELOCATION TO AVOID CONFLICTS WITH PROPOSED GRADING. NECESSARY TO COMPLETE AN ACCURATE ESTIMATE OF EARTHWORK QUANTITIES. 4. CONTRACTOR SHALL MECHANICALLY COMPACT ALL TRENCHES UNDER ALL CONCRETE, 10.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR BALANCING SITE MATERIALS. IF GRAVEL, AND BUILDING AREAS. ONSITE EXCAVATION AND BORROW OPERATIONS DO NOT PROVIDE ENOUGH SUITABLE MATERIAL FOR FILL AREAS, THE CONTRACTOR SHALL COORDINATE AND PAY FOR 5. ALL TOPSOIL, ORGANIC, & UNSUITABLE MATERIAL TO BE REMOVED BEFORE FILL EXCAVATION, TRANSPORT AND PLACEMENT OF IMPORTED MATERIAL MEETING THE MATERIAL IS PLACED. NO ORGANIC, UNSUITABLE, OR FROZEN MATERIALS TO BE SPECIFICATIONS OF THE CONTRACT DOCUMENTS. IF EXCAVATION RESULTS IN EXCESS PLACED IN FILL AREAS. ALL FILL MATERIAL & ENGINEERED FILL TO BE MECHANICALLY MATERIALS, THE CONTRACTOR SHALL PROVIDE AND PAY FOR LOADING, TRANSPORT COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. AND OFFSITE DISPOSAL OF EXCESS MATERIALS. 6. ALL GRADES AND ELEVATIONS SHOWN ARE TO FINISHED GRADE, UNLESS NOTED 11. NO TEMPORARY STOCKPILES OR CUT MATERIAL SHALL BE PLACED WITHIN STORM OTHERWISE. WATER DRAINAGE EASEMENTS, BELOW ORDINARY HIGH WATER MARKS, OR WETLANDS. NORTH 7. CONTRACTOR SHALL SALVAGE AND REPLACE TOPSOIL IN ALL DISTURBED AREAS 12. PRIOR TO ANY SITE GRADING ACTIVITIES, CONTRACTOR SHALL LOCATE AND FLAG SCALE: (4%6" TYP.). SEPTIC LOCATION & BIO-FILTRATION BASIN. SEPTIC & BIO-FILTRATION BASIN 8. ALL EXCESS & UNSUITABLE MATERIALS TO BE REMOVED FROM THE SITE BY SITE LOCATIONS SHALL BE PROTECTED FROM VEHICLE TRAFFIC AND LAND DISTURBANCE. 0 10 20 40 CONTRACTOR AS REQUIRED. LEGEND APPROX. PROPERTY LINE 1 I J ,960- _ _ - EXISTING 12%-20% SLOPE EXISTING 1OFT CONTOURS (PER LIDAR) -962--------- - EXISTING 2FT CONTOURS (PER LIDAR) EXISTING 20%-25% SLOPE ESTING GRADE SURFACE DRAINAGE EXISTING 25% OR GREATER SLOPE PROPOSED FINISHED GRADE SURFACE DRAINAGE 960 PROPOSED 1OFT CONTOURS EXISTING HOUSE 952 PROPOSED 2FT CONTOURS EXISTING BOTTOM OF SLOPE (PER SURVEY JANUARY 2023) PROPOSED BERM (APPROXIMATE) EXISTING TOP OF SLOPE xXXX.XX (PER SURVEY JANUARY 2023) EXISTING SPOT ELEVATION (PER SURVEY JANUARY 2023) EXISTING TREE LINE xx.x% EXISTING DRIVEWAY GRADE PROPOSED TREE LINE PROPOSED PROPOSED GRADING LIMITS RETAINING/BOULDER WALL (BY OTHERS) (APPROXIMATE) m� Ri N 6] R� E CJ tA a� cz a a o .0 � a rrnn C. rn .e .o (z '8 Foy \go EXISTING SITE CONDITION NOTE $ � F p j EXISTING CONDITIONS SHOWN ARE BASED ON LIDAR TOPOGRAPHY rn PROVIDED BY ST. CROIX COUNTY MAPPING. CONTRACTOR TO FIELD o VERIFY ALL EXISTING SITE CONDITIONS FOR ACCURACY PRIOR TO ANY DEMOLITION, EXCAVATION, OR CONSTRUCTION ACTIVITIES COMMENCING. Z 0 Z O O u _ Q CL a o5< O � u X LLJ 0 O Q Z u 0­_ V) Ld Lu 0 V) :�i Z � �a N o O 0 z V Q LLB Q Q Qf Z Q/ Q:f0 In 0 m 0 ui Ya w 48 V) u < Ld V) W a Z V) SHEET NO. C1.1 °) rn II 1 c c)�� APPROX. PROPERTY LINE/ \ 1 FOUND 1-1/4 INCH IRON PIPE - i I x E 3 I I \ \ \ C316 \ I \ t -EXISTING WOODS- 9�4 6 \ I \ \ \ / \ 92p 9Jg 5 \\ t EXISTING TREE LINE \ EXISTING CULVERT \ (APPROXIMATE) \ 6 / \ 1 (APPROXIMATE) 3 3 AS WARRANTED) \\\ \ \ NJOOO PROPOSED BERM 2 Q INLET (APPROXIMATE) � \ � � PROTECTION \ \ 9 \ \ \ \ O u \ _ 4 uo \ \ \ \ TIC SYSTEM EXISTING SEP -EXISTING WOODS- \ 9�,gam \ \ONg� 4 \ \\ 9A � 6 ONE - 3 _ mn 2 i y I 1 \ NO ADDITIONAL GRADING ON EXISTING 25% AND --- 0� \ I \\ I GREATER SLOPES. GRADING LIMITS 3 \ \\ \III II - - \ CONSTRUCT DRAINAGE SWALE TO DRAIN STORM - - - ` 9st2 / \ \ \ O WATER RUNOFF TO BIOFILTRATION BASIN. FINAL _ ' - 9A69Q Q 4 I \ LOCATION TO BE FIELD LOCATED. A \ 950- ----Z -- \ \ _ / .--------952 _^\ — ,--j--------9Sg RETAINING/BOULDER I — 956 WALLS (BY OTHERS) 0 3 \ - \ \ \ \ I \ --.w \ -- — \ \ \ \ \ I 0 0 \ -- -- EXISTING TREE LINE \ O — — BECK ` �G� 2 �O\ --- 1 I 3 �° �VE�� G\ v...,\ \ \ o III II II I \ \\ \ ------ 11 S \ F { \ — -- \ _ MP\N� 9453 .2 / ; m11 \ \ 1 I a \ li —— i96 \3 _ _ i 06, \ \ �V i II EXISTING J I I O \ GRAVEL \ \ -EXISTING WOODS- W \ DRIVE / / 1 /GRADING LIMITS S�,A — I III III I ) 4 / I � / � / // // g5g� i NORTH SCALE: 0 10 20 40 / 5 \ / -956-- \ / 9 GRADING LIMIT \ rn h� co / /' /c / -EXISTING WOODS- APPROX. PROPERTY LINE I / d EXISTING TREE LINE / rn 33' / 1O CONSTRUCTION VEHICULAR TRACKING PAD, AS WARRANTED 2O SILT -FENCE O3 DITCH CHECK, SEDIMENT LOG O4 EROSION CONTROL MAT- WISDOT CLASS I, TYPE B O5 EROSION CONTROL MAT- WISDOT CLASS III, TYPE A O RIP -RAP - WISDOT LIGHT GRADE LEGEND APPROX. PROPERTY LINE --o-o-o-o- SILT-FENCE _960- _ - - TO BE INSTALLED PRIOR TO CONSTRUCTION EXISTING 1 OFT CONTOURS (PER LIDAR) -962------------- EXISTING 2FT CONTOURS VVeOA,��a AA (PER LIDAR) EROSION CONTROL MAT �960 WISDOT CLASS III, TYPE A PROPOSED 10FT CONTOURS 952 mm, PROPOSED 2FT CONTOURS EROSION CONTROL MAT PROPOSED � GRADING MI PROPOSED GRADING LIMITS WISDOT CLASS I, TYPE B (APPROXIMATE) *00ow - DITCH CHECK, SEDIMENT LOG EXISTING HOUSE PROPOSED RETAINING/BOULDER WALL (BY OTHERS) RIP -RAP - WISDOT LIGHT GRADE 1. THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION AND SEDIMENT CONTROL DEVICES TO LIMIT EROSION AND SEDIMENT FROM LEAVING THE SITE. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH THE "WISCONSIN DEPARTMENT OF NATURAL RESOURCES TECHNICAL STANDARDS". 2. INSTALL SILT FENCE AS SHOWN ON PLAN OR AS DIRECTED BY THE ENGINEER. 3. INSTALL CONSTRUCTION VEHICULAR TRACKING PAD AT ENTRANCE/EXIT OF PROJECT SITE, AS WARRANTED. SEE DETAIL SHEETS FOR INSTALLATION REQUIREMENTS. 4. ALL DISTURBED AREAS TO BE SEEDED & MULCHED, HYDRO -SEEDED OR SODDED IMMEDIATELY AFTER FINAL GRADES ARE ESTABLISHED ON THE SITE. 5. ALL DITCH CHECKS ARE TO BE SEDIMENT LOGS OR APPROVED EQUIVALENT. SEE DETAIL SHEET FOR SEDIMENT LOG INSTALLATION. 6. TEMPORARY SEED SHOULD BE APPLIED, IF CONSTRUCTION EXTENDS PAST SEPTEMBER 1 ST, OF ANNUAL RYEGRASS AND OATS AT THE RATE OF 5 POUNDS PER 1000 S.F. OF AREA AND LEFT OVER WINTER. PERMANENT SEEDING SHALL BE COMPLETED THE FOLLOWING SPRING. IF TEMPORARY SEEDING CANNOT BE COMPLETED BEFORE WINTER FREEZE UP THEN ALL DISTURBED AREAS SHALL BE MULCHED AT RATE OF 120 POUNDS PER 100 SQUARE FT AND PERMANENT SEEDING SHALL BE COMPLETED THE FOLLOWING SPRING. 7. ALL EROSION CONTROL MEASURES SHALL BE LEFT IN PLACE AND MAINTAINED UNTIL RESTORATION ON SITE HAS BEEN ESTABLISHED (A MINIMUM OF 70% VEGETATION). 8. ANY SOIL STOCKPILES WHICH ARE LEFT MORE THAN 7 DAYS MUST BE PROTECTED BY SEEDING AND MULCHING, EROSION MAT, SILT FENCING, COVERING OR OTHER METHODS. THIS DOES NOT INCLUDE FILL OR TOPSOIL PILES THAT ARE IN ACTIVE USE. 9. SITE WATERING SHALL TAKE PLACE AS CONSTRUCTION AND WEATHER CONDITIONS WARRANT TO MINIMIZE DUST POLLUTION FROM LEAVING THE SITE. 10. PERMANENT EROSION MAT WISCONSIN DOT CLASS III, TYPE A SHALL BE INSTALLED ON 2:1 SIDE SLOPES. SEE DETAIL SHEET. 11. SITE MONITORING OF EROSION AND SEDIMENT CONTROL PRACTICES FOR MAINTENANCE NEEDS SHALL BE COMPLETED AT THE INTERVALS SPECIFIED UNTIL THE SITE IS STABILIZED. SITE MONITORING SHALL OCCUR AT LEAST WEEKLY OR WITHIN 24 HOURS AFTER A RAINFALL EVENT OF 0.5 INCHES OR GREATER. A RAINFALL EVENT SHALL BE CONSIDERED TO BE THE TOTAL AMOUNT OF RAINFALL RECORDED IN ANY CONTINUOUS 24 HOUR PERIOD. MONITORING RECORDS SHALL BE KEPT AND CONTAIN, AT A MINIMUM, THE CONDITION OF THE EROSION AND SEDIMENT CONTROL PRACTICES AT THE INTERVALS SPECIFIED AND A DESCRIPTION OF THE MAINTENANCE CONDUCTED TO REPAIR OR REPLACE EROSION AND SEDIMENT CONTROL PRACTICES. 12. OFF -SITE SEDIMENT DEPOSITION RESULTING FROM THE FAILURE OF AN EROSION OR SEDIMENT CONTROL PRACTICE SHALL BE CLEANED UP WITHIN 24 HOURS. OFF -SITE SEDIMENT DEPOSITION RESULTING FROM CONSTRUCTION ACTIVITY, THAT CREATES A NUISANCE, SHALL BE CLEANED UP BY THE END OF THE WORK DAY. IF THE FAILURE OF EROSION OR SEDIMENT CONTROL PRACTICES RESULT IN AN IMMEDIATE THREAT OF SEDIMENT ENTERING PUBLIC SEWERS OR THE WATERS OF THE STATE, PROCEDURES SHALL BE IMPLEMENTED IMMEDIATELY TO REPAIR OR REPLACE THE PRACTICES. SCRAPING OF THE STREET SHALL BE COMPLETED WITHIN 4 HOURS AND STREET SWEEPING WITHIN 24 HOURS. Z Z O u C O Z O Z u Q X_ 0 o z u a- O V J LJ w O w 00 0 Z O N ° U .. o �w o-, O O Qf z Q:f p LIJ m 0 ui YQ w u V) 0 a z SHEET NO. C2.0 STANDARD INSTALLATION POST WIRE SUPPORT FILTER FABRIC z TAMPED BACKFILL FLOW N r 6" MIN. 6" MIN. STANDARD INSTALLATION POST FILTER FABRIC TAMPED NOTES: z BACKFILL 1. MIN. 2"x4" 4' LONG POST TO BE 6" MIN. SPACED AT A MAX. OF 8'. 6" MIN. GENERAL NOTES EROSION MAT DETAILS OF CONSTRUCTION, MATERIALS AND WORKMANSHIP NOT SHOWN ON THIS DRAWING SHALL CONFORM TO THE PERTINENT REQUIREMENTS OF THE STANDARD SPECIFICATIONS AND THE APPLICABLE SPECIAL PROVISIONS. LAP JOINTS SHALL NOT BE PLACE IN THE BOTTOM OF V-SHAPED DITCHES. JUNCTION SLOTS ON ADJACENT STRIPS OF MATTING SHALL BE STAGGERED A MINIMUM OF 4 FEET (1.219 m) APART. EDGES OF THE EROSION MAT SHALL IMPRESSED IN THE SOIL. EROSION MAT OVER SEEDING JUNCTION OR ANCHOR SLOTS SHALL BE AT MINIMUM INTERVALS OF 50 FEET. STAPLE INSTALLATION AND PATTERNS SHALL COMPLY WITH EROSION MAT MANUFACTURER'S SPECIFICATIONS. SEE DETAIL C SEE DETAIL D EXTEND MAT OVER TOP OF BANK (MIN. OF 5') N, N-1 . �\ SEE DETAIL A NO. 11 \ 1" (2.5 CM) TO SEE DETAIL B 2" (5.1 CM) DETAIL OF TYPICAL STAPLE * 6" (15.2 CM MIN. FOR LOOSE SOILS) 12" (30.5 CM MIN FOR LOOSE SOILS) 8" (20.3 CM MIN WHERE BOTH SOD AND MATS ARE BEING USED) EROSION CONTROL MAT 2. WIRE SUPPORT TO BE 14 GAGE NOTES: MIN. WOVEN WIRE WITH MAX. z 1. MIN. 2"x2" POST TO BE MESH SPACING OF 6". SPACED AT A MAX. OF 5'. 3. FILTER FABRIC TO BE 2. FILTER FABRIC TO BE MIRAFI 100 OR EQUAL. TIE POSTS MIRAFI 100 OR EQUAL. TIE POSTS 4. POSTS DAMAGED ON TOGETHER 3. POSTS DAMAGED ON TOGETHER DRIVING SHALL BE DRIVING SHALL BE REPLACED. REPLACED. 5. EROSION CONTROL SHALL 4. EROSION CONTROL SHALL BE MAINTAINED DAILY. FABRIC WRAPPED & STAPLED TO POST DETAIL FOR JOINING SECTIONS EROSION FENCE WITH WIRE MESH SUPPORT N.T.S. BE MAINTAINED DAILY. FABRIC WRAPPED & STAPLED TO POST DETAIL FOR JOINING SECTIONS DETAIL FOR INSTALLATION OF EROSION FENCE N.T.S. GENERAL NOTES SILT FENCE DETAIL OF CONSTRUCTION NOT SHOWN ON THIS DRAWING SHALL CONFORM TO THE PERTINENT REQUIREMENTS OF THE STANDARD SPECIFICATIONS AND APPLICABLE SPECIAL PROVISIONS. WHEN POSSIBLE THE SILT FENCE SHOULD BE CONSTRUCTED IN AN ARC OR HORSESHOE SHAPE. WITH THE ENDS POINTING UPSLOPE TO MAXIMIZE BOTH STRENGTH AND EFFECTIVENESS. CROSS BRACE WITH 2"x4" WOODEN FRAME OR EQUIVALENT AT TOP OF POSTS AS DIRECTED BY THE ENGINEER. 1� MINIMUM 14 GAGE WIRE REQUIRED, FOLD FABRIC 3" OVER THE WIRE AND STAPLE OF PLACE WIRE RINGS ON 12" C-C. O2 EXCAVATE A TRENCH A MINIMUM OF 4" WIDE & 6" DEEP TO BURY AND ANCHOR THE GEOTEXTILE FABRIC. FOLD MATERIAL TO FIT TRENCH AND BACKFILL & COMPACT TRENCH WITH EXCAVATED SOIL. O3 WOOD POSTS SHALL BE A MINMUM SIZE OF 1-1/8"x1-1/8" OF OAK OR HICKORY. 1.0'(MIN.) xx 1.0'(MIN.) oU RIP -RAP GEOTEXTILE (WISDOT LIGHT GRADE) FABRIC TYPICAL RIP -RAP DITCH DETAIL N.T.S. PAVEMENT 3" (TYP.) b�,v, • —III —III HEM I I —III —III —III —III —I GEOTEXTILE SECTION A -A' FABRIC N.T.S. * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPENING. NOTES 1. TRACKING ENTRANCE SHALL BE INSPECTED DAILY. DEFICIENT AREAS SHALL BE REPAIRED OR REPLACED IMMMEDIATELY. THIS WORK SHALL BE INCIDENTIAL TO THE CONTRACT. 2. STONE SHALL BE REMOVED AND REPLACED WHEN SOIL FILLS OPENINGS AND/OR DIRECTED BY THE ENGINEER. THIS WORK SHALL BE INCIDENTIAL TO THE CONTRACT. 3. EXISTING PAVEMENT SHALL BE INSPECTED AND CLEANED AT LEAST DAILY. THIS WORK SHALL BE INCIDENTIAL TO THE CONTRACT. VEHICULAR TRACKING ENTRANCE m 76TIPORA-F�T GRADE EROSION CONTROL •- DRESS TOPSOILCOVERING AND 41% SEED PERMENANT - 4" TOPSOIL EROSION MAIllll111111:-11:-111111-1C=:1 ' •''' SUBGRADE • 1. FOR EROSION MAT PLACEMENT, SEE EROSION CONTROL MAT DETAILS CROSS SECTION OF TOPSOIL AND PERMENANT GRADE EROSION MAT N.T.S. SEDIMENT LOGS WOOD STAKE WOOD STAKE TO ONLY PENETRATE NETTING 1 FLOW CHANNEL BOTTOM z v N STAKE DETAILS N.T.S. i of or sLOHt, so i H sluts DISTANCE BETWEEN CHANNEL BOTTOM AND TOP CHANNEL X 100 = SEDIMENT LOGS SPACING (FT) SEDIMENT LOGS [ OF INSTALLED SEDIMENT LOGS (D)(FT) GRADIENT (%) N.T.S. r r w w 0 0 5' o U w � a z z rc o 000'�o o u o a a J Li Li D L J C14W O � I 00 > w \ 8 W)i a ri a N O OD W � W W z F =W W S > > IL c�i o } W NZ U W z C O J z C U > a m o vi � � a 0 x 3- qo • 1 6A � ao cn U -U s �CI tam � A 0 U z Ln z 0 U Q z O :D O U X o O z O J p w J 00 O � � ILL O Q N � O F- zU) Li j Lv O 1 z m 0 Sri au Y w W a H a 0 (� z SHEET NO. C3.0 GENERALNOTES 1. CALL DIGGERS HOTLINE BEFORE DIGGING. SHAPE MAY BE MODIFIED TO AVOID CONFLICTS W/ EXISTING UTILITIES. 2. IN THE EVENT THAT SEDIMENT IS INTRODUCED INTO THE BMP DURING OR IMMEDIATELY FOLLOWING EXCAVATION, THIS MATERIAL SHALL BE REMOVED FROM THE PRACTICE PRIOR TO CONTINUING CONSTRUCTION. 3. GRADING OF BIO-FILTRATION BASIN SHALL BE ACCOMPLISHED USING LOW -COMPACTION EARTH -MOVING EQUIPMENT TO PREVENT COMPACTION OF UNDERLYING SOILS. 4. ALL SUB MATERIALS BELOW THE BIO-FILTRATION BASIN BOTTOM (ELEVATION) SHALL BE UNDISTURBED TO THE MAXIMUM EXTENT PRACTICABLE. 5. BIO-FILTRATION BASIN BOTTOM FOOTPRINT SHALL BE A MINIMUM OF 245 SF. BIO-FILTRATION BASIN ELEVATION AND/OR SHAPE MAY BE FIELD ADJUSTED TO ACCOMMODATE EXISTING SITE CONDITIONS. POST CONSTRUCTION MAINTENANCE 1. BIO-FILTRATION BASIN SHALL, AT A MINIMUM, BE INSPECTED QUARTERLY THROUGHOUT THE YEAR. INSPECTION SHALL INCLUDE OUTLET PIPE AND OVERFLOW SPILLWAY FOR INDICATION OF FAILURE OR EROSION. NOTE THE CONDITION OF VEGETATION WITHIN THE DEPRESSION AS PART OF INSPECTION. IF STANDING WATER IS OBSERVED OVER 50% OF THE BASIN FLOOR 3 DAYS AFTER RAINFALL, THE BASIN IS CLOGGED AND MEASURES SHOULD BE UNDERTAKEN TO UNCLOG THE BASIN AND SHALL FOLLOWING WISCONSIN DNR TECHNICAL STANDARD 1004 -SECTION Vill, "OPERATION AND MAINTENANCE" SECTION. TRASH AND OTHER DEBRIS SHALL BE REMOVED FROM THE BASIN. INITIAL BACKFILL TO 12" ABOVE PIPE SPRING LINE OF PIPE HAUNCHING =_........................_____BEDDING 6" MIN. UNDISTURBED EARTH TYPICAL BEDDING OF PLASTIC PIPE N.T.S. (PERASTM D-2321) TYPICAL PIPE BEDDING DETAILS N.T.S. EROSION MAT 5' (NP•) ELEVATION TOP OF BASIN BERM = 916.50 -III- 05 - SLI, iI - I CREST ELEV. = 916.00 EROSION MAT WEIR OVERFLOW SPILLWAY SECTION FOR BIOFILTRATION BASIN N.T.S. WisDOT SEED MIX #80 AND/OR PLANT SPECIES ALONG SIDE SLOPES SHALL BE TOLERANT OF INUNDATION AND DROUGHT. NATIVE PLANTS RECOMMENDED. FINAL SEED MIX AND/OR PLANT SELECTION TO BE APPROVED BY OWNER. NDS 6" ATRIUM PLASTIC GRATE OR APPROVED EQUAL BASIN TOP ELEV.=916.50 RIM ELEV. = 915.00 2%3" DEPTH AGED MULCH WATERTIGHT PLUG \ \\ \\ \\ \\ \\ \% tigT/,Z\ % \% / BIO-FILTRATION TOP EL=914.00 FOR DRAWDOWN INV=914.00 �.��� � \A N D FILTER MEDIA' `// `// `// `// `// `// `// `// `/. \�T\7j \\\\\! \! \! \! \\\\\\\\\\\\\\\\\\\\ \� 6" PVC STUB, 45' BEND W/ WATERTIGHT PLUG FOR BASIN DRAWDOWN NOTE: 1. SEE SITE PLAN FOR LOCATION OF FILTER MEDIA IN BASIN. BIOFILTRATION BASIN A DETAIL N.T.S. w o_ o' O w J LL U A4/ ,.rr=77� APRON ENDWALL \ INLET SEDIMENT LOG (SEE SEDIMENT LOG, VO DETAIL FOR STAKING REQUIREMENTS) \1/ \1/ OJ w TYPICAL CULVERT INLET PROTECTION DETAIL N.T.S. 2' WIDE V-6" PVC W/ 6" WATERTIGHT CAP \ \\\ \��\X\\X\\�\\ \\ \ \\\\ J \\ 2" DIA. ORIFICE, INV.=913.00 (ORIFICE POSITIONED AT BOTTOM OF PIPE) j \\\ AN Ii-FLOATATI N\COLLAR- POURED \/\\ \\\`APPROV DEQUAL CRETE OR 6"x6"x6" PVC WYE W/ 45' BEND 6" FERNCO COUPLING OR APPROVED EQUAL (FOR REMOVAL DURING MAINTENANCE) ENGINEERED SOIL MIX PERCENT COMPOSITION (BY VOLUME) ENGINEERED SOIL COMPONENT 70% SAND 30% COMPOST Seed Mixture Mix Areas of Use Species Proportions Seeding Rate Number % Kentucky Bluegrass 6 3 Ibs/ 1000 sq.ft Light, dry, well -drained, Hard Fescue 24 OR 20 sandy, gravelly soils Tall Fescue 40 130 Ibs/acre c and high cut &fill slopes Perennial Ryegrass 30 Seed Mix Number Areas of Use Species Mixture Proportions % Seeding Rate Sideoats Grama 25 Inslopes where salt Canada Wildrye 23 0.8 Ibs/ 1000 sq.ft 80 tolerant seed mix Slender Wheatgras 20 OR containing native grass is desired Annual Ryegrass Switchgrass 10 10 35 Ibs/acre Salt Grass 2 Little Bluestem 10 Note: See Wisconsin Department of Transportation standard specification section 630-seeding for additional information. In In W W L) L) a_ Z Z 00 L) L) a a W rc Ln Ln J CP W 0 0 > N O OD OD he J z U (� z C U C 3Q K W V) W W Z F = W W S > > d K U } NZ U W U C O J z W C U > a m o T EA R a 0 x xeFis qo � V 4A cn U •U s m C Co U z Ln z O U Q z O :D � O u X C O z u Oun ~ J F= LU Ld Ln Q w 00 Ln O 0 LJ.J N � � O F— zC/) 3: w Z m 0 ui ay Y w W a Hul no a SHEET NO. C3.1 BI BFILTRAAT16N TOP=916.50 - / ��O / / / / // / / / / \ MED A OT 91020.00 / (SEE DETAIL SHEET APPROX. PR/OPERTY LINE/ / ' FOUNoi114INCH IRON PIPE -' // PROPOSED TREELINE EXISTING WOODS- / / / \ \ 990 / - / EXISTING TREE LINE \ ' (APPROXIMATE) 2FT WIDE BERM \ rn ' I O I II i TOP ELEV.=916.50 \ 0) 1 1 \ FOUND INCH IRON PIPE EL I � 1 \ TOP OF PIPE ELEVATION = 910.41 \ \ I I \ A 6�° O PROPOSED BERM \ 1 1 1 \ i/ AA i/ AA - \ (APPROXIMATE) \ y�° _930 ti 9 . \ \ \ \ \ pO ' \ \ CONSTRUCT DIVERSION BERM TO DIRECT STORM \\ \ \ WATER RUNOFF AROUND SEPTIC DRAINFIELD. \ �� \ TIC SEP SYSTEM n� / FINAL LOCATION TO BE FIELD LOCATED. _ � � � � -EXISTING_� x925.6 TOP OF EXISTING CUT SLOPE+ \ EXISTING WOODS-,/ .�� �� NO ADDITIONAL GRADING ON EXISTING 25%AND --_ // / ��0 / / 3 O \ < GREATER SLOPES. / f // / GRADING LIMITS / i¢9 - \ \ ' -- \x CONSTRUCT DRAINAGE SWALE TO DIRECT STORM--- // // n i j 9st2 / / / 933.0 \ O WATER RUNOFF TO BIOFILTRATION BASIN. FINAL _ / / 7 //9St BOTTOM OF EXISTING CUT SLOPE m \ LOCATION TO BE FIELD LOCATED. \ \ - - - - / / / 9SOc / / PROPOSED co x933.4_ 3 ---W - \ \ 1 _ /------/� �95� /// / /}�2:1SIDESLOPE. / W� f ---- OD r RETAINING/BOULDER co / \ -- /---- - 956 // WALLS (BY OTHERS))/10 - a \,' / - , �9S 9-5 h� x936.4 X941.9 1 X935.8' \ -- --/ EXISTING TREE LINE \ ,00 o, t ---- _ - \ 9U Q \ ----'- / \ 934.8 \li\ � a � \ \ 94 j. 3 ti --- TOP OF EXISTING CUT SLOPE L k 394 956.3 \ 9� vo a93 F AR _----_,,-----------__ PROPOSED c \ \ \ EFE. SE FFcgGF - - - - - \ 2:1SIDESLOPE' \ \ \ r10 V��vEV\ 943Z X941.5 - ` - - 9 \ O 5 \ �9 943.1 \ \' ----- , ) g�6 �9 A �O F940.7 \ (lv � \\ �� 9 4 \ 3 EXISTING X942.7 d9�9�SO ,9q2 GRAVEL \ -EXISTING W O O D S / , �� �\ 2 W TOP OF EXISTING WELL I( DRIVE / 1 GRADING LIMITS S 9 42' ELEVATION - 944.8 / BOTTOM OF EXISTING CUT SLOPE 1 ' TOP OF EXISTING CUT SLOPE �, h ���' 94 3 940.5x I jl / / / / v // ,956-- ., °' �„ / _ � 945.5 / PROPOSEDTREELINE� & GRADING LIMIT \ TOP OF EXISTING) PROPOSED Q CUT SLOPE - 2:1 SIDE SLOPE- Iv 1 / O R> d EXISTING TREE LINE / h / // // // -EXISTING�WOODS APPROX. PROPERTY LINE NORTH SCALE: 0 10 20 40 1. CONTRACTOR SHALL NOTIFY UTILITIES AND HAVE ALL UTILITIES LOCATED PRIOR TO ANY CONSTRUCTION, EXCAVATION OR DEMOLITION ACTIVITIES COMMENCING. 2. EROSION CONTROL DEVICES SHALL BE IN PLACE BEFORE BEGINNING ANY DEMOLITION, EXCAVATION OR CONSTRUCTION ACTIVITIES AND CONTINUOUSLY MAINTAINED. 3. CONTRACTOR TO COORDINATE WITH SMALL UTILITIES ALL REQUIRED UTILITY RELOCATION TO AVOID CONFLICTS WITH PROPOSED GRADING. 4. CONTRACTOR SHALL MECHANICALLY COMPACT ALL TRENCHES UNDER ALL CONCRETE, GRAVEL, AND BUILDING AREAS. 5. ALL TOPSOIL, ORGANIC, & UNSUITABLE MATERIAL TO BE REMOVED BEFORE FILL MATERIAL IS PLACED. NO ORGANIC, UNSUITABLE, OR FROZEN MATERIALS TO BE PLACED IN FILL AREAS. ALL FILL MATERIAL & ENGINEERED FILL TO BE MECHANICALLY COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. 6. ALL GRADES AND ELEVATIONS SHOWN ARE TO FINISHED GRADE, UNLESS NOTED OTHERWISE. 7. CONTRACTOR SHALL SALVAGE AND REPLACE TOPSOIL IN ALL DISTURBED AREAS (4%6" TYP.). 8. ALL EXCESS & UNSUITABLE MATERIALS TO BE REMOVED FROM THE SITE BY SITE CONTRACTOR AS REQUIRED. I \ -BA IN OUTLET \ \ Y PIPE &RISER \ (SEE DETAILS) � � 912.7 iiliil 5FT WIDE WEIR\I \ CREST=916.00 \ EXISTING CULVERT (APPROXIMATE) do LL_rn CAUTION I vv �I/ I 9. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING ALL EARTHWORK QUANTITIES BASED ON THE EXISTING AND PROPOSED ELEVATIONS PROVIDED ON THE PLANS. ANY GEOTECHNICAL INVESTIGATIONS PROVIDED BY THE OWNER APPLY ONLY TO THOSE LOCATIONS THAT DATA WAS COLLECTED, AND MAY NOT BE INDICATIVE OF CONDITIONS ELSEWHERE ON THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR COLLECTING ANY ADDITIONAL GEOTECHNICAL OR SURVEY DATA HE DEEMS NECESSARY TO COMPLETE AN ACCURATE ESTIMATE OF EARTHWORK QUANTITIES. 10.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR BALANCING SITE MATERIALS. IF ONSITE EXCAVATION AND BORROW OPERATIONS DO NOT PROVIDE ENOUGH SUITABLE MATERIAL FOR FILL AREAS, THE CONTRACTOR SHALL COORDINATE AND PAY FOR EXCAVATION, TRANSPORT AND PLACEMENT OF IMPORTED MATERIAL MEETING THE SPECIFICATIONS OF THE CONTRACT DOCUMENTS. IF EXCAVATION RESULTS IN EXCESS MATERIALS, THE CONTRACTOR SHALL PROVIDE AND PAY FOR LOADING, TRANSPORT AND OFFSITE DISPOSAL OF EXCESS MATERIALS. 11. NO TEMPORARY STOCKPILES OR CUT MATERIAL SHALL BE PLACED WITHIN STORM WATER DRAINAGE EASEMENTS, BELOW ORDINARY HIGH WATER MARKS, OR WETLANDS 12. PRIOR TO ANY SITE GRADING ACTIVITIES, CONTRACTOR SHALL LOCATE AND FLAG SEPTIC LOCATION & BIO-FILTRATION BASIN. SEPTIC & BIO-FILTRATION BASIN LOCATIONS SHALL BE PROTECTED FROM VEHICLE TRAFFIC AND LAND DISTURBANCE. LOCATED \ 1 � 1 \ � I/ I / \ I 1 II I I I v 1 m r I0 Z I 0 \ I � \ LEGEND APPROX. PROPERTY LINE 1 ,960- _ _ - EXISTING 12%-20% SLOPE EXISTING 1OFT CONTOURS (PER LIDAR) -962--------- - EXISTING 2FT CONTOURS (PER LIDAR) EXISTING 20%-25% SLOPE STING GRADE SURIFACE DRAINAGE EXISTING 25% OR GREATER SLOPE PROPOSED FINISHED GRADE SURFACE DRAINAGE 960 PROPOSED 1OFT CONTOURS EXISTING HOUSE 952 PROPOSED 2FT CONTOURS Dim, EXISTING BOTTOM OF SLOPE (PER SURVEY JANUARY 2023) PROPOSED BERM (APPROXIMATE) EXISTING TOP OF SLOPE xXXX.XX (PER SURVEY JANUARY 2023) EXISTING SPOT ELEVATION (PER SURVEY JANUARY 2023) EXISTING TREE LINE xx.x% EXISTING DRIVEWAY GRADE PROPOSED TREE LINE PROPOSED PROPOSED GRADING LIMITS RETAINING/BOULDER WALL (BY OTHERS) (APPROXIMATE) 9 EXISTING SITE CONDITION NOTE EXISTING CONDITIONS SHOWN ARE BASED ON LIDAR TOPOGRAPHY rn PROVIDED BY ST. CROIX COUNTY MAPPING. CONTRACTOR TO FIELD o VERIFY ALL EXISTING SITE CONDITIONS FOR ACCURACY PRIOR TO ANY DEMOLITION, EXCAVATION, OR CONSTRUCTION ACTIVITIES COMMENCING. Z Z O C 0 Z O U Z �wti���arr►r CON `�'. 0o z � Q -i "'•• •.� ZACHARY P. to � J Lu CD FAGAN p w Z E-4086- r I,flZ NEW RIcHMONDIZ u I C) Q fl� ,0 WI (D .,� NA CN rl r Z 0 �j w (� C) ( z Q:f o m 0 _w ui Q Lj SHEET INDEX SHEET SHEET DESCRIPTION Y v) u Q F_ V) C1.0 SITE & GRADING PLAN C1.1 SITE & GRADING PLAN W/ AERIAL PHOTO C2.0 EROSION CONTROL PLAN o a V) Z SHEET NO. C1.0 C3.0-C3.1 DETAILS BIOFILTRATION BASIN A TOP=916.50 2FT WIDE BERM rn °' I I \ p c TOP ELEV.=916.50 \ 6, 1 I FOUND 1-1/4 INCH IRON PIPE / / A 9102..00 TOP OF PIPE ELEVATION = 910-41 // /C�J / // / / / / / / / / i / / -- // i APPROX. PROPERTY LINE/ // / ME BOT / / \ (SEE DETAIL SHEET) I E I \ i/ FOUND1114INCHIRONPIPE- / / / / � � \ PROPOSED � g16 BASIN OUTLET \ \ PIPE & RISER \ / -EXISTING WOODS- 914 (SEE DETAILS) 92--,,,\p 918 \ EXAPP OTREE(XIMALINE `912.7 Iili CR WIDE 6 I .00 / \ vJ0 O s .- PROPOSED BERM nn (APPROXIMATE) `� Lo Q EXISTING CULVERT \ 1 (APPROXIMATE) y -93 �y %./ \ ���° � I / - \ \ \ v \\ \ �, _ CONSTRUCT DIVERSION BERM TO DIRECT STORM WATER RUNOFF AROUND SEPTIC DRAINFIELD._SEPTIC �� �� SYSTEM d , �� � _ " %j d EX CAUTION v� UNDFRr,RnI I'Mn \ 1 FINAL LOCATION TO BE FIELD LOCATED. EXISTING x925.6 UTILITIE; V A A _ ✓d d dO: -� -- -� A dLo d \ \ \ TOP OF EXISTING CUT SLOPE `'9 /xo 93\\O�M - 61�, -EXISTING WOODS-,d/19 Al' RS\ a _ / 2NO ADDITIONAL GRADING ON EXISTING 25%AND d d !� /� 'q OGREATER SLOPES. dd d GRADING LIMITS ¢9 \ ! \ III d -- \ CONSTRUCT DRAINAGE SWALE TO DIRECT STORM ---d dd/ �` / �d %9A2 933.0 O WATER RUNOFF TO BIOFILTRATION BASIN. FINAL / 9A 9gd \ \ LOCATION TO BE FIELD LOCATED. - =d d/ 8S 948 sy \ ,/� BOTTOM OF EXISTING CUT SLOPE m ` r \ ---- / -- 9 d / d PROPOSED toX933.4_ - - ----w - ^I \ 1 / S2� t d // 2:1 SIDE SLOPE / ^ r \� r d/d RETAINING/BOULDER --_w - --d956 /d WALLS (BY OTHERS)}d p g9 0 \ 1\ \ 1, I \ - .. � i -- /9 9, l x936.4 � , x935.8� 0 \ - -' - EXISTING TREE LINE soo f c� x941.9 \ o \ - �EGK \ \ \ o� 0 - i a a I, ---- 947. \ - _ TOP OF EXISTING CUT SLOPE\ , �a ER��v�1 G 3k \\ 939.4\ 1 0 1 1 I d 956.3 \ \ 9�� �O�E. S 93 PIC. y ---- --- ----- PROPOSED \ \ F•F' USE Fa GF \ --- ---- ----- \ 2:1 SIDE SLOPE' \ \ \ \ N O\ vEL3 94J. x941.5 / z 1 1 1 I Lo llo \ 943.1 - - - - - 6� \ �F I 9-V.4 942 3 \ i I EXISTING 942.7 J GRAVEL \ -EXISTING WOODS- �� g42.2 TOP OF EXISTING WELL II DRIVE GRADING LIMITS �0 ELEVATION = 944.8 / d BOTTOM OF EXISTING CUT SLOPE4 II I jdl g58 TOP OF EXISTING CUT SLOPE �, �6y� �9� II k94¢3 -- 1 940.5x 945.5 r" PROPOSED TREELINE�!I{y/O' 9� GRADING LIMIT \ TOP OF EXISTING N PROPOSED Q CUT SLOPE 2:1 SIDE SLOPE- EXISTING TREE LINE - i 1 / -EXISTING WOODS // / / / / APPROX. PROPERTY LINE GENERAL GRADING NOTES 1. CONTRACTOR SHALL NOTIFY UTILITIES AND HAVE ALL UTILITIES LOCATED PRIOR TO 9. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING ALL EARTHWORK ANY CONSTRUCTION, EXCAVATION OR DEMOLITION ACTIVITIES COMMENCING. QUANTITIES BASED ON THE EXISTING AND PROPOSED ELEVATIONS PROVIDED ON THE 2. EROSION CONTROL DEVICES SHALL BE IN PLACE BEFORE BEGINNING ANY DEMOLITION, PLANS. ANY GEOTECHNICAL INVESTIGATIONS PROVIDED BY THE OWNER APPLY ONLY TO THOSE LOCATIONS THAT DATA WAS COLLECTED, AND MAY NOT BE INDICATIVE OF EXCAVATION OR CONSTRUCTION ACTIVITIES AND CONTINUOUSLY MAINTAINED. CONDITIONS ELSEWHERE ON THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR 3. CONTRACTOR TO COORDINATE WITH SMALL UTILITIES ALL REQUIRED UTILITY COLLECTING ANY ADDITIONAL GEOTECHNICAL OR SURVEY DATA HE DEEMS RELOCATION TO AVOID CONFLICTS WITH PROPOSED GRADING. NECESSARY TO COMPLETE AN ACCURATE ESTIMATE OF EARTHWORK QUANTITIES. 4. CONTRACTOR SHALL MECHANICALLY COMPACT ALL TRENCHES UNDER ALL CONCRETE, 10.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR BALANCING SITE MATERIALS. IF GRAVEL, AND BUILDING AREAS. ONSITE EXCAVATION AND BORROW OPERATIONS DO NOT PROVIDE ENOUGH SUITABLE MATERIAL FOR FILL AREAS, THE CONTRACTOR SHALL COORDINATE AND PAY FOR 5. ALL TOPSOIL, ORGANIC, & UNSUITABLE MATERIAL TO BE REMOVED BEFORE FILL EXCAVATION, TRANSPORT AND PLACEMENT OF IMPORTED MATERIAL MEETING THE MATERIAL IS PLACED. NO ORGANIC, UNSUITABLE, OR FROZEN MATERIALS TO BE SPECIFICATIONS OF THE CONTRACT DOCUMENTS. IF EXCAVATION RESULTS IN EXCESS PLACED IN FILL AREAS. ALL FILL MATERIAL & ENGINEERED FILL TO BE MECHANICALLY MATERIALS, THE CONTRACTOR SHALL PROVIDE AND PAY FOR LOADING, TRANSPORT COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. AND OFFSITE DISPOSAL OF EXCESS MATERIALS. 6. ALL GRADES AND ELEVATIONS SHOWN ARE TO FINISHED GRADE, UNLESS NOTED 11. NO TEMPORARY STOCKPILES OR CUT MATERIAL SHALL BE PLACED WITHIN STORM OTHERWISE. WATER DRAINAGE EASEMENTS, BELOW ORDINARY HIGH WATER MARKS, OR WETLANDS. NORTH 7. CONTRACTOR SHALL SALVAGE AND REPLACE TOPSOIL IN ALL DISTURBED AREAS 12. PRIOR TO ANY SITE GRADING ACTIVITIES, CONTRACTOR SHALL LOCATE AND FLAG SCALE: (4%6" TYP.). SEPTIC LOCATION & BIO-FILTRATION BASIN. SEPTIC & BIO-FILTRATION BASIN 8. ALL EXCESS & UNSUITABLE MATERIALS TO BE REMOVED FROM THE SITE BY SITE LOCATIONS SHALL BE PROTECTED FROM VEHICLE TRAFFIC AND LAND DISTURBANCE. 0 10 20 40 CONTRACTOR AS REQUIRED. LEGEND APPROX. PROPERTY LINE 1 I J ,960- _ _ - EXISTING 12%-20% SLOPE EXISTING 1OFT CONTOURS (PER LIDAR) -962--------- - EXISTING 2FT CONTOURS (PER LIDAR) EXISTING 20%-25% SLOPE ESTING GRADE SURFACE DRAINAGE EXISTING 25% OR GREATER SLOPE PROPOSED FINISHED GRADE SURFACE DRAINAGE 960 PROPOSED 1OFT CONTOURS EXISTING HOUSE 952 PROPOSED 2FT CONTOURS EXISTING BOTTOM OF SLOPE (PER SURVEY JANUARY 2023) PROPOSED BERM (APPROXIMATE) EXISTING TOP OF SLOPE xXXX.XX (PER SURVEY JANUARY 2023) EXISTING SPOT ELEVATION (PER SURVEY JANUARY 2023) EXISTING TREE LINE xx.x% EXISTING DRIVEWAY GRADE PROPOSED TREE LINE PROPOSED PROPOSED GRADING LIMITS RETAINING/BOULDER WALL (BY OTHERS) (APPROXIMATE) m� Ri N 6] R� E CJ tA a� cz a a o .0 � a rrnn C. rn .e .o (z '8 Foy \go EXISTING SITE CONDITION NOTE $ � F p j EXISTING CONDITIONS SHOWN ARE BASED ON LIDAR TOPOGRAPHY rn PROVIDED BY ST. CROIX COUNTY MAPPING. CONTRACTOR TO FIELD o VERIFY ALL EXISTING SITE CONDITIONS FOR ACCURACY PRIOR TO ANY DEMOLITION, EXCAVATION, OR CONSTRUCTION ACTIVITIES COMMENCING. Z 0 Z O O u _ Q CL a o5< O � u X LLJ 0 O Q Z u 0­_ V) Ld Lu 0 V) :�i Z � �a N o O 0 z V Q LLB Q Q Qf Z Q/ Q:f0 In 0 m 0 ui Ya w 48 V) u < Ld V) W a Z V) SHEET NO. C1.1 °) rn II 1 c c)�� APPROX. PROPERTY LINE/ \ 1 FOUND 1-1/4 INCH IRON PIPE - i I x E 3 I I \ \ \ C316 \ I \ t -EXISTING WOODS- 9�4 6 \ I \ \ \ / \ 92p 9Jg 5 \\ t EXISTING TREE LINE \ EXISTING CULVERT \ (APPROXIMATE) \ 6 / \ 1 (APPROXIMATE) 3 3 AS WARRANTED) \\\ \ \ NJOOO PROPOSED BERM 2 Q INLET (APPROXIMATE) � \ � � PROTECTION \ \ 9 \ \ \ \ O u \ _ 4 uo \ \ \ \ TIC SYSTEM EXISTING SEP -EXISTING WOODS- \ 9�,gam \ \ONg� 4 \ \\ 9A � 6 ONE - 3 _ mn 2 i y I 1 \ NO ADDITIONAL GRADING ON EXISTING 25% AND --- 0� \ I \\ I GREATER SLOPES. GRADING LIMITS 3 \ \\ \III II - - \ CONSTRUCT DRAINAGE SWALE TO DRAIN STORM - - - ` 9st2 / \ \ \ O WATER RUNOFF TO BIOFILTRATION BASIN. FINAL _ ' - 9A69Q Q 4 I \ LOCATION TO BE FIELD LOCATED. A \ 950- ----Z -- \ \ _ / .--------952 _^\ — ,--j--------9Sg RETAINING/BOULDER I — 956 WALLS (BY OTHERS) 0 3 \ - \ \ \ \ I \ --.w \ -- — \ \ \ \ \ I 0 0 \ -- -- EXISTING TREE LINE \ O — — BECK ` �G� 2 �O\ --- 1 I 3 �° �VE�� G\ v...,\ \ \ o III II II I \ \\ \ ------ 11 S \ F { \ — -- \ _ MP\N� 9453 .2 / ; m11 \ \ 1 I a \ li —— i96 \3 _ _ i 06, \ \ �V i II EXISTING J I I O \ GRAVEL \ \ -EXISTING WOODS- W \ DRIVE / / 1 /GRADING LIMITS S�,A — I III III I ) 4 / I � / � / // // g5g� i NORTH SCALE: 0 10 20 40 / 5 \ / -956-- \ / 9 GRADING LIMIT \ rn h� co / /' /c / -EXISTING WOODS- APPROX. PROPERTY LINE I / d EXISTING TREE LINE / rn 33' / 1O CONSTRUCTION VEHICULAR TRACKING PAD, AS WARRANTED 2O SILT -FENCE O3 DITCH CHECK, SEDIMENT LOG O4 EROSION CONTROL MAT- WISDOT CLASS I, TYPE B O5 EROSION CONTROL MAT- WISDOT CLASS III, TYPE A O RIP -RAP - WISDOT LIGHT GRADE LEGEND APPROX. PROPERTY LINE --o-o-o-o- SILT-FENCE _960- _ - - TO BE INSTALLED PRIOR TO CONSTRUCTION EXISTING 1 OFT CONTOURS (PER LIDAR) -962------------- EXISTING 2FT CONTOURS VVeOA,��a AA (PER LIDAR) EROSION CONTROL MAT �960 WISDOT CLASS III, TYPE A PROPOSED 10FT CONTOURS 952 mm, PROPOSED 2FT CONTOURS EROSION CONTROL MAT PROPOSED � GRADING MI PROPOSED GRADING LIMITS WISDOT CLASS I, TYPE B (APPROXIMATE) *00ow - DITCH CHECK, SEDIMENT LOG EXISTING HOUSE PROPOSED RETAINING/BOULDER WALL (BY OTHERS) RIP -RAP - WISDOT LIGHT GRADE 1. THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION AND SEDIMENT CONTROL DEVICES TO LIMIT EROSION AND SEDIMENT FROM LEAVING THE SITE. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH THE "WISCONSIN DEPARTMENT OF NATURAL RESOURCES TECHNICAL STANDARDS". 2. INSTALL SILT FENCE AS SHOWN ON PLAN OR AS DIRECTED BY THE ENGINEER. 3. INSTALL CONSTRUCTION VEHICULAR TRACKING PAD AT ENTRANCE/EXIT OF PROJECT SITE, AS WARRANTED. SEE DETAIL SHEETS FOR INSTALLATION REQUIREMENTS. 4. ALL DISTURBED AREAS TO BE SEEDED & MULCHED, HYDRO -SEEDED OR SODDED IMMEDIATELY AFTER FINAL GRADES ARE ESTABLISHED ON THE SITE. 5. ALL DITCH CHECKS ARE TO BE SEDIMENT LOGS OR APPROVED EQUIVALENT. SEE DETAIL SHEET FOR SEDIMENT LOG INSTALLATION. 6. TEMPORARY SEED SHOULD BE APPLIED, IF CONSTRUCTION EXTENDS PAST SEPTEMBER 1 ST, OF ANNUAL RYEGRASS AND OATS AT THE RATE OF 5 POUNDS PER 1000 S.F. OF AREA AND LEFT OVER WINTER. PERMANENT SEEDING SHALL BE COMPLETED THE FOLLOWING SPRING. IF TEMPORARY SEEDING CANNOT BE COMPLETED BEFORE WINTER FREEZE UP THEN ALL DISTURBED AREAS SHALL BE MULCHED AT RATE OF 120 POUNDS PER 100 SQUARE FT AND PERMANENT SEEDING SHALL BE COMPLETED THE FOLLOWING SPRING. 7. ALL EROSION CONTROL MEASURES SHALL BE LEFT IN PLACE AND MAINTAINED UNTIL RESTORATION ON SITE HAS BEEN ESTABLISHED (A MINIMUM OF 70% VEGETATION). 8. ANY SOIL STOCKPILES WHICH ARE LEFT MORE THAN 7 DAYS MUST BE PROTECTED BY SEEDING AND MULCHING, EROSION MAT, SILT FENCING, COVERING OR OTHER METHODS. THIS DOES NOT INCLUDE FILL OR TOPSOIL PILES THAT ARE IN ACTIVE USE. 9. SITE WATERING SHALL TAKE PLACE AS CONSTRUCTION AND WEATHER CONDITIONS WARRANT TO MINIMIZE DUST POLLUTION FROM LEAVING THE SITE. 10. PERMANENT EROSION MAT WISCONSIN DOT CLASS III, TYPE A SHALL BE INSTALLED ON 2:1 SIDE SLOPES. SEE DETAIL SHEET. 11. SITE MONITORING OF EROSION AND SEDIMENT CONTROL PRACTICES FOR MAINTENANCE NEEDS SHALL BE COMPLETED AT THE INTERVALS SPECIFIED UNTIL THE SITE IS STABILIZED. SITE MONITORING SHALL OCCUR AT LEAST WEEKLY OR WITHIN 24 HOURS AFTER A RAINFALL EVENT OF 0.5 INCHES OR GREATER. A RAINFALL EVENT SHALL BE CONSIDERED TO BE THE TOTAL AMOUNT OF RAINFALL RECORDED IN ANY CONTINUOUS 24 HOUR PERIOD. MONITORING RECORDS SHALL BE KEPT AND CONTAIN, AT A MINIMUM, THE CONDITION OF THE EROSION AND SEDIMENT CONTROL PRACTICES AT THE INTERVALS SPECIFIED AND A DESCRIPTION OF THE MAINTENANCE CONDUCTED TO REPAIR OR REPLACE EROSION AND SEDIMENT CONTROL PRACTICES. 12. OFF -SITE SEDIMENT DEPOSITION RESULTING FROM THE FAILURE OF AN EROSION OR SEDIMENT CONTROL PRACTICE SHALL BE CLEANED UP WITHIN 24 HOURS. OFF -SITE SEDIMENT DEPOSITION RESULTING FROM CONSTRUCTION ACTIVITY, THAT CREATES A NUISANCE, SHALL BE CLEANED UP BY THE END OF THE WORK DAY. IF THE FAILURE OF EROSION OR SEDIMENT CONTROL PRACTICES RESULT IN AN IMMEDIATE THREAT OF SEDIMENT ENTERING PUBLIC SEWERS OR THE WATERS OF THE STATE, PROCEDURES SHALL BE IMPLEMENTED IMMEDIATELY TO REPAIR OR REPLACE THE PRACTICES. SCRAPING OF THE STREET SHALL BE COMPLETED WITHIN 4 HOURS AND STREET SWEEPING WITHIN 24 HOURS. Z Z O u C O Z O Z u Q X_ 0 o z u a- O V J LJ w O w 00 0 Z O N ° U .. o �w o-, O O Qf z Q:f p LIJ m 0 ui YQ w u V) 0 a z SHEET NO. C2.0 STANDARD INSTALLATION POST WIRE SUPPORT FILTER FABRIC z TAMPED BACKFILL FLOW N r 6" MIN. 6" MIN. STANDARD INSTALLATION POST FILTER FABRIC TAMPED NOTES: z BACKFILL 1. MIN. 2"x4" 4' LONG POST TO BE 6" MIN. SPACED AT A MAX. OF 8'. 6" MIN. GENERAL NOTES EROSION MAT DETAILS OF CONSTRUCTION, MATERIALS AND WORKMANSHIP NOT SHOWN ON THIS DRAWING SHALL CONFORM TO THE PERTINENT REQUIREMENTS OF THE STANDARD SPECIFICATIONS AND THE APPLICABLE SPECIAL PROVISIONS. LAP JOINTS SHALL NOT BE PLACE IN THE BOTTOM OF V-SHAPED DITCHES. JUNCTION SLOTS ON ADJACENT STRIPS OF MATTING SHALL BE STAGGERED A MINIMUM OF 4 FEET (1.219 m) APART. EDGES OF THE EROSION MAT SHALL IMPRESSED IN THE SOIL. EROSION MAT OVER SEEDING JUNCTION OR ANCHOR SLOTS SHALL BE AT MINIMUM INTERVALS OF 50 FEET. STAPLE INSTALLATION AND PATTERNS SHALL COMPLY WITH EROSION MAT MANUFACTURER'S SPECIFICATIONS. SEE DETAIL C SEE DETAIL D EXTEND MAT OVER TOP OF BANK (MIN. OF 5') N, N-1 . �\ SEE DETAIL A NO. 11 \ 1" (2.5 CM) TO SEE DETAIL B 2" (5.1 CM) DETAIL OF TYPICAL STAPLE * 6" (15.2 CM MIN. FOR LOOSE SOILS) 12" (30.5 CM MIN FOR LOOSE SOILS) 8" (20.3 CM MIN WHERE BOTH SOD AND MATS ARE BEING USED) EROSION CONTROL MAT 2. WIRE SUPPORT TO BE 14 GAGE NOTES: MIN. WOVEN WIRE WITH MAX. z 1. MIN. 2"x2" POST TO BE MESH SPACING OF 6". SPACED AT A MAX. OF 5'. 3. FILTER FABRIC TO BE 2. FILTER FABRIC TO BE MIRAFI 100 OR EQUAL. TIE POSTS MIRAFI 100 OR EQUAL. TIE POSTS 4. POSTS DAMAGED ON TOGETHER 3. POSTS DAMAGED ON TOGETHER DRIVING SHALL BE DRIVING SHALL BE REPLACED. REPLACED. 5. EROSION CONTROL SHALL 4. EROSION CONTROL SHALL BE MAINTAINED DAILY. FABRIC WRAPPED & STAPLED TO POST DETAIL FOR JOINING SECTIONS EROSION FENCE WITH WIRE MESH SUPPORT N.T.S. BE MAINTAINED DAILY. FABRIC WRAPPED & STAPLED TO POST DETAIL FOR JOINING SECTIONS DETAIL FOR INSTALLATION OF EROSION FENCE N.T.S. GENERAL NOTES SILT FENCE DETAIL OF CONSTRUCTION NOT SHOWN ON THIS DRAWING SHALL CONFORM TO THE PERTINENT REQUIREMENTS OF THE STANDARD SPECIFICATIONS AND APPLICABLE SPECIAL PROVISIONS. WHEN POSSIBLE THE SILT FENCE SHOULD BE CONSTRUCTED IN AN ARC OR HORSESHOE SHAPE. WITH THE ENDS POINTING UPSLOPE TO MAXIMIZE BOTH STRENGTH AND EFFECTIVENESS. CROSS BRACE WITH 2"x4" WOODEN FRAME OR EQUIVALENT AT TOP OF POSTS AS DIRECTED BY THE ENGINEER. 1� MINIMUM 14 GAGE WIRE REQUIRED, FOLD FABRIC 3" OVER THE WIRE AND STAPLE OF PLACE WIRE RINGS ON 12" C-C. O2 EXCAVATE A TRENCH A MINIMUM OF 4" WIDE & 6" DEEP TO BURY AND ANCHOR THE GEOTEXTILE FABRIC. FOLD MATERIAL TO FIT TRENCH AND BACKFILL & COMPACT TRENCH WITH EXCAVATED SOIL. O3 WOOD POSTS SHALL BE A MINMUM SIZE OF 1-1/8"x1-1/8" OF OAK OR HICKORY. 1.0'(MIN.) xx 1.0'(MIN.) oU RIP -RAP GEOTEXTILE (WISDOT LIGHT GRADE) FABRIC TYPICAL RIP -RAP DITCH DETAIL N.T.S. PAVEMENT 3" (TYP.) b�,v, • —III —III HEM I I —III —III —III —III —I GEOTEXTILE SECTION A -A' FABRIC N.T.S. * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPENING. NOTES 1. TRACKING ENTRANCE SHALL BE INSPECTED DAILY. DEFICIENT AREAS SHALL BE REPAIRED OR REPLACED IMMMEDIATELY. THIS WORK SHALL BE INCIDENTIAL TO THE CONTRACT. 2. STONE SHALL BE REMOVED AND REPLACED WHEN SOIL FILLS OPENINGS AND/OR DIRECTED BY THE ENGINEER. THIS WORK SHALL BE INCIDENTIAL TO THE CONTRACT. 3. EXISTING PAVEMENT SHALL BE INSPECTED AND CLEANED AT LEAST DAILY. THIS WORK SHALL BE INCIDENTIAL TO THE CONTRACT. VEHICULAR TRACKING ENTRANCE m 76TIPORA-F�T GRADE EROSION CONTROL •- DRESS TOPSOILCOVERING AND 41% SEED PERMENANT - 4" TOPSOIL EROSION MAIllll111111:-11:-111111-1C=:1 ' •''' SUBGRADE • 1. FOR EROSION MAT PLACEMENT, SEE EROSION CONTROL MAT DETAILS CROSS SECTION OF TOPSOIL AND PERMENANT GRADE EROSION MAT N.T.S. SEDIMENT LOGS WOOD STAKE WOOD STAKE TO ONLY PENETRATE NETTING 1 FLOW CHANNEL BOTTOM z v N STAKE DETAILS N.T.S. i of or sLOHt, so i H sluts DISTANCE BETWEEN CHANNEL BOTTOM AND TOP CHANNEL X 100 = SEDIMENT LOGS SPACING (FT) SEDIMENT LOGS [ OF INSTALLED SEDIMENT LOGS (D)(FT) GRADIENT (%) N.T.S. r r w w 0 0 5' o U w � a z z rc o 000'�o o u o a a J Li Li D L J C14W O � I 00 > w \ 8 W)i a ri a N O OD W � W W z F =W W S > > IL c�i o } W NZ U W z C O J z C U > a m o vi � � a 0 x 3- qo • 1 6A � ao cn U -U s �CI tam � A 0 U z Ln z 0 U Q z O :D O U X o O z O J p w J 00 O � � ILL O Q N � O F- zU) Li j Lv O 1 z m 0 Sri au Y w W a H a 0 (� z SHEET NO. C3.0 GENERALNOTES 1. CALL DIGGERS HOTLINE BEFORE DIGGING. SHAPE MAY BE MODIFIED TO AVOID CONFLICTS W/ EXISTING UTILITIES. 2. IN THE EVENT THAT SEDIMENT IS INTRODUCED INTO THE BMP DURING OR IMMEDIATELY FOLLOWING EXCAVATION, THIS MATERIAL SHALL BE REMOVED FROM THE PRACTICE PRIOR TO CONTINUING CONSTRUCTION. 3. GRADING OF BIO-FILTRATION BASIN SHALL BE ACCOMPLISHED USING LOW -COMPACTION EARTH -MOVING EQUIPMENT TO PREVENT COMPACTION OF UNDERLYING SOILS. 4. ALL SUB MATERIALS BELOW THE BIO-FILTRATION BASIN BOTTOM (ELEVATION) SHALL BE UNDISTURBED TO THE MAXIMUM EXTENT PRACTICABLE. 5. BIO-FILTRATION BASIN BOTTOM FOOTPRINT SHALL BE A MINIMUM OF 245 SF. BIO-FILTRATION BASIN ELEVATION AND/OR SHAPE MAY BE FIELD ADJUSTED TO ACCOMMODATE EXISTING SITE CONDITIONS. POST CONSTRUCTION MAINTENANCE 1. BIO-FILTRATION BASIN SHALL, AT A MINIMUM, BE INSPECTED QUARTERLY THROUGHOUT THE YEAR. INSPECTION SHALL INCLUDE OUTLET PIPE AND OVERFLOW SPILLWAY FOR INDICATION OF FAILURE OR EROSION. NOTE THE CONDITION OF VEGETATION WITHIN THE DEPRESSION AS PART OF INSPECTION. IF STANDING WATER IS OBSERVED OVER 50% OF THE BASIN FLOOR 3 DAYS AFTER RAINFALL, THE BASIN IS CLOGGED AND MEASURES SHOULD BE UNDERTAKEN TO UNCLOG THE BASIN AND SHALL FOLLOWING WISCONSIN DNR TECHNICAL STANDARD 1004 -SECTION Vill, "OPERATION AND MAINTENANCE" SECTION. TRASH AND OTHER DEBRIS SHALL BE REMOVED FROM THE BASIN. INITIAL BACKFILL TO 12" ABOVE PIPE SPRING LINE OF PIPE HAUNCHING =_........................_____BEDDING 6" MIN. UNDISTURBED EARTH TYPICAL BEDDING OF PLASTIC PIPE N.T.S. (PERASTM D-2321) TYPICAL PIPE BEDDING DETAILS N.T.S. EROSION MAT 5' (NP•) ELEVATION TOP OF BASIN BERM = 916.50 -III- 05 - SLI, iI - I CREST ELEV. = 916.00 EROSION MAT WEIR OVERFLOW SPILLWAY SECTION FOR BIOFILTRATION BASIN N.T.S. WisDOT SEED MIX #80 AND/OR PLANT SPECIES ALONG SIDE SLOPES SHALL BE TOLERANT OF INUNDATION AND DROUGHT. NATIVE PLANTS RECOMMENDED. FINAL SEED MIX AND/OR PLANT SELECTION TO BE APPROVED BY OWNER. NDS 6" ATRIUM PLASTIC GRATE OR APPROVED EQUAL BASIN TOP ELEV.=916.50 RIM ELEV. = 915.00 2%3" DEPTH AGED MULCH WATERTIGHT PLUG \ \\ \\ \\ \\ \\ \% tigT/,Z\ % \% / BIO-FILTRATION TOP EL=914.00 FOR DRAWDOWN INV=914.00 �.��� � \A N D FILTER MEDIA' `// `// `// `// `// `// `// `// `/. \�T\7j \\\\\! \! \! \! \\\\\\\\\\\\\\\\\\\\ \� 6" PVC STUB, 45' BEND W/ WATERTIGHT PLUG FOR BASIN DRAWDOWN NOTE: 1. SEE SITE PLAN FOR LOCATION OF FILTER MEDIA IN BASIN. BIOFILTRATION BASIN A DETAIL N.T.S. w o_ o' O w J LL U A4/ ,.rr=77� APRON ENDWALL \ INLET SEDIMENT LOG (SEE SEDIMENT LOG, VO DETAIL FOR STAKING REQUIREMENTS) \1/ \1/ OJ w TYPICAL CULVERT INLET PROTECTION DETAIL N.T.S. 2' WIDE V-6" PVC W/ 6" WATERTIGHT CAP \ \\\ \��\X\\X\\�\\ \\ \ \\\\ J \\ 2" DIA. ORIFICE, INV.=913.00 (ORIFICE POSITIONED AT BOTTOM OF PIPE) j \\\ AN Ii-FLOATATI N\COLLAR- POURED \/\\ \\\`APPROV DEQUAL CRETE OR 6"x6"x6" PVC WYE W/ 45' BEND 6" FERNCO COUPLING OR APPROVED EQUAL (FOR REMOVAL DURING MAINTENANCE) ENGINEERED SOIL MIX PERCENT COMPOSITION (BY VOLUME) ENGINEERED SOIL COMPONENT 70% SAND 30% COMPOST Seed Mixture Mix Areas of Use Species Proportions Seeding Rate Number % Kentucky Bluegrass 6 3 Ibs/ 1000 sq.ft Light, dry, well -drained, Hard Fescue 24 OR 20 sandy, gravelly soils Tall Fescue 40 130 Ibs/acre c and high cut &fill slopes Perennial Ryegrass 30 Seed Mix Number Areas of Use Species Mixture Proportions % Seeding Rate Sideoats Grama 25 Inslopes where salt Canada Wildrye 23 0.8 Ibs/ 1000 sq.ft 80 tolerant seed mix Slender Wheatgras 20 OR containing native grass is desired Annual Ryegrass Switchgrass 10 10 35 Ibs/acre Salt Grass 2 Little Bluestem 10 Note: See Wisconsin Department of Transportation standard specification section 630-seeding for additional information. In In W W L) L) a_ Z Z 00 L) L) a a W rc Ln Ln J CP W 0 0 > N O OD OD he J z U (� z C U C 3Q K W V) W W Z F = W W S > > d K U } NZ U W U C O J z W C U > a m o T EA R a 0 x xeFis qo � V 4A cn U •U s m C Co U z Ln z O U Q z O :D � O u X C O z u Oun ~ J F= LU Ld Ln Q w 00 Ln O 0 LJ.J N � � O F— zC/) 3: w Z m 0 ui ay Y w W a Hul no a SHEET NO. C3.1 BROWN RESIDENCE Storm Water Management Summary Town of Somerset, St. Croix County, Wisconsin 03/06/2023 04/19/2023 Revised per County Comments 05/08/2023 Revised per County Comments Overview The purpose of this summary is to provide a synopsis of the storm water management plan as it relates to the construction at the Brown Residence, located at 2348 Delong Road, Somerset, in the Town of Somerset, St. Croix County, Wisconsin. The project consists of construction of a new home, with approximately 280ft driveway off Delong Road. The overall construction is anticipated to disturb approximately 32,000 sf. The project will disturb 20% slopes and to the maximum extent practicable meet the performance standards of NR 151- "Runoff Management", per St. Croix County Zoning Ordinance Ch15.415 Construction Standards -Best Management Practices CBMPsl The site will utilize temporary BMPs consisting of silt fence (or compost filter socks), erosion control mat, and seeding/mulching. In addition, the proposed 2:1 side slopes along the west and south side of the house will be stabilized with WisDOT Class III, Type A - heavy duty synthetic erosion control mat and be revegetated. Please refer to Erosion Control & Revegetation Plan for location of BMPs. Post Construction Standards On -site Storm Water features consist of grass swales for pretreatment and a constructed bio-filtration basin which provides to the maximum extent practicable treatment, infiltration and rate control. Please refer to Appendix A for the Storm Water Rate Control Summary. Construction Timeline & Seauencin_q Final grading of the site is anticipated to begin once weather permits in the spring 2023. The temporary BMP's will be installed prior to final site grading. Grading for the 2:1 side slope and retaining/boulder wall will then be completed and followed by the seeding & mulching, and erosion control mat. It is estimated that the site will be graded and stabilized in approximately 8 weeks. Auth Consulting & Associates Planning, Engineering, Building Design & Surveying APPENDIX A Storm Water Rate Modeling - HydroCAD(D 0 Auth Consulting & Associates Planning, Engineering, Building Design & Surveying Rate Control Summary Overall Site (current hydrocad file name: Overall Site v4) RUNOFF RATE cfs - Rounded to nearest tenth of cfs Description Recurrence Interval Based on Atlas 14, MSE3 1-yr 2.46 in 2-yr 2.82in Predevelo ed 0.6 1.0 Post Developed 0.6 0.9 Auth Consulting & Associates Planning, Engineering, Building Design & Surveying 1S Pre Al Subcat Reach on Link (4S Post A2 6P Biofiltrati n Basin 5R Overall Post 2S Post Al 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Pre Al Runoff = 0.59 cfs @ 12.33 hrs, Volume= 0.061 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (ac) CN Description 0.063 98 Paved parking, HSG C 0.100 74 >75% Grass cover, Good, HSG C 0.786 73 Woods, Fair, HSG C 0.999 60 Woods, Fair, HSG B 1.948 67 Weighted Average 1.885 66 96.77% Pervious Area 0.063 98 3.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 110 0.0820 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.82" 3.9 180 0.0940 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 17.9 290 Total Subcatchment 1S: Pre Al Hyd rog raph 0.6 --1--+--+-- 0. cs --1--+--+--+--1--+--+--1---1--+--r--1--+--+--r--1-- 9 1 1 1 I II '1 ---r---III1--II -IIIIIMfi -241 -hr 7 _ 0.55 -1-f��r�------------------aj faf1=24 0.s- 0.45- - -- I11-- runoff ire = : 4 arc_ 0.4 Runoff 1IVo1Umo ._061 alf 0.35 Runoff IDApth4.37" Flow IlLength+ "'W '1 I__ Y--,Tc7 .._ _Mln 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 2 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Pre Al Runoff Area=1.948 ac 3.23% Impervious Runoff Depth=0.37" Flow Length=290' Tc=17.9 min CN=66/98 Runoff=0.59 cfs 0.061 of Subcatchment 2S: Post Al Runoff Area=0.498 ac 32.53% Impervious Runoff Depth=1.09" Flow Length=405' Tc=16.6 min CN=73/98 Runoff=0.59 cfs 0.045 of Subcatchment4S: Post A2 Runoff Area=1.455 ac 6.80% Impervious Runoff Depth=0.39" Flow Length=235' Tc=16.7 min CN=64/98 Runoff=0.46 cfs 0.047 of Reach 5R: Overall Post Inflow=0.63 cfs 0.079 of Outflow=0.63 cfs 0.079 of Pond 6P: Biofiltration Basin Peak Elev=915.46' Storage=690 cf Inflow=0.46 cfs 0.047 of Discarded=0.00 cfs 0.007 of Primary=0.16 cfs 0.033 of Outflow=0.16 cfs 0.040 of Total Runoff Area = 3.901 ac Runoff Volume = 0.153 of Average Runoff Depth = 0.47" 91.69% Pervious = 3.577 ac 8.31% Impervious = 0.324 ac 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Post Al Runoff = 0.59 cfs @ 12.26 hrs, Volume= 0.045 af, Depth= 1.09" Routed to Reach 5R : Overall Post Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (ac) CN Description 0.162 98 Paved parking, HSG C 0.153 74 >75% Grass cover, Good, HSG C 0.183 73 Woods, Fair, HSG C 0.498 81 Weighted Average 0.336 73 67.47% Pervious Area 0.162 98 32.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 70 0.1290 0.08 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.82" 1.1 90 0.2800 1.32 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 245 0.0100 3.12 9.36 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.030 Earth, grassed & winding 16.6 405 Total ■ Runoff Subcatchment 2S: Post Al Hydrograph - 0.65--11----1i --i --11-- li- -1I--1-----+--1i------II --1i - 1 ■Runoff ---------- 0.59 cfs--1 ---------- ----- -- ----- --- ,1 - - - 0.6 1 I ----------------L--1--J--1--L--1----L--1---1--1__ MSS-21 r-3- �1 1 1 1 1 1 1 1 1 1 1 1 0.55 - 1i--111--II----11I--111-- -- 1i �-YParr Ral In 1 =2.4�1"- 0.5 1 -------------- - r-- r- ----�un�#f;Are=O48- Y9aic- 0.45 a ----r--1--RUnOff V01ML=0:045-a1f- 0.4 ZW I -------------- - 0.35 I, --I I, ---I-- -- --I-- --1-- Ru'lnoff 'Ddpth=�1.09;3: ��- ___ LL 0.3 Flow 1Length�=400" ---------------L--1--J--1--L--1----L--1---+--L--1-- 0.25 -1 ---------------+--1--+--+-- -- --+-- +__,Tc= 6,16 m, 11 0.2 Q Q C=73w/+,1 ---r--1--r--r--r--1--r--r--r--1--r--r--1- -r 0.15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.1 0.05 0 D 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 4S: Post A2 Runoff = 0.46 cfs @ 12.30 hrs, Volume= 0.047 af, Depth= 0.39" Routed to Pond 6P : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (ac) CN Description 0.070 98 Unconnected roofs, HSG C 0.029 98 Paved parking, HSG C 0.236 74 >75% Grass cover, Good, HSG C 0.017 98 Water Surface, 0% imp, HSG C 0.226 61 >75% Grass cover, Good, HSG B 0.002 98 Water Surface, 0% imp, HSG B 0.104 73 Woods, Fair, HSG C 0.771 60 Woods, Fair, HSG B 1.455 66 Weighted Average 1.356 64 93.20% Pervious Area 0.099 98 6.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 110 0.0820 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.82" 2.7 125 0.0960 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 16.7 235 Total 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 7 Summary for Reach 5R: Overall Post Inflow Area = 1.953 ac, 13.36% Impervious, Inflow Depth = 0.48" for 1-Year event Inflow = 0.63 cfs @ 12.35 hrs, Volume= 0.079 of Outflow = 0.63 cfs @ 12.35 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 5R: Overall Post Hyd rog ra ph --I--r--r-r--r--I--r--r----r--I--r-- --r---•'`h@f`----I ■Inflw ■ Outflow 0.650.63 cfs r--r-- 4.953 1ao1 f�O' 0.6--------- - --i --i-- --i --i----i---- --i-- --i --i----i---- 0.55----------- -+--+----+----+--+----+--+----+----+--+----+-- 0.5----------- -T--i----T--i----T----T--i----T--i----r----T-- --------1--1----J--1------L----1----L--L---- -- 0.45 I I I I I I I I I I I I I I N 0.4 -- --- T--II-- T-- T--- -T-- T--II-- T--II-- T-- T----T-- 3 0.35 a LL 0.3 -- ---r--r-r--r--r-r--r--I--r--r-r--r--r-r-- 0.25 - - 0.2 - - 0.15 ' 0.1 - 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 6 Subcatchment 4S: Post A2 Hyd rog raph 0.5 -------'--- -- ----------------------------------------'---'-- ---- -- -- -- -- -- ---- --I-- ---- j-- L-- I - - - -- -- ---- -- -- ---- ■Runoff 0.48 J --'-- '- -- 0.46 cfs-------',-----------------',-----',-- ',--------',-- 0.4 k - -------------- 0.4 Year RAinfc111=146�--- 0.38 0.36 -r--+yy+2ma�aJK--70.44 -r-Irrr1r--r---II- - ``noff AAAn --r--r--- - - 0.34 0.32 0.3 r I I--r--r--I--r--r--r--I-- --1--L--L--r----L--1--J--1--L-t-RLM6f#IVOItML=0.047-af- --I--r--r--r--- -r--I--r--r--r--I--r--r--r--I--r--r--I--r--r--r--I-- 0.2a - 0.26 ------L--r----L--1--J--1--L------L-Ru'hbffi�D��th',0- 9' --,-- -- r --, --- - r-----,-- --, --,-- -- r -- - - -- r --, --,-- c0.24 LL 0.22 --1--L--L-- --'--L--1--J--1-- --'----L--'-- 1-- -- L- �- ---------- ---------- ----------- --------�i0;w-ie,ngfh=-- 0.2 0.18 ----+--+-- ----+----+-- -- ------+------- - - - - -- --------------------------------------------- C7 -MUP - 0.16 0.14 0.12 0.06 0.04 -------+-- --- - ---- --+-----------------T--r---/-'►��-+-- -- ------------------------------------------------Ii�1Y=6- ----r--r--r--I- r--------------------------------------------- ------L----------------------------- ------------- ------------------- 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 8 Summary for Pond 6P: Biofiltration Basin Inflow Area = 1.455 ac, 6.80% Impervious, Inflow Depth = 0.39" for 1-Year event Inflow = 0.46 cfs @ 12.30 hrs, Volume= 0.047 of Outflow = 0.16 cfs @ 12.75 hrs, Volume= 0.040 af, Atten= 64%, Lag= 27.1 min Discarded = 0.00 cfs @ 12.75 hrs, Volume= 0.007 of Primary = 0.16 cfs @ 12.75 hrs, Volume= 0.033 of Routed to Reach 5R : Overall Post Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 915.46' @ 12.75 hrs Surf.Area= 502 sf Storage= 690 cf Plug -Flow detention time= 240.3 min calculated for 0.040 of (85% of inflow) Center -of -Mass det. time= 177.9 min ( 1,022.4 - 844.5 ) Volume Invert Avail.Storage Storage Description #1 911.99, 1,319 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 911.99 0 0.0 0 0 912.00 245 30.0 0 0 913.99 245 30.0 146 147 914.00 245 100.0 2 149 915.00 415 100.0 330 479 916.00 605 100.0 510 989 916.50 713 100.0 330 1,319 Device Routing Invert Outlet Devices #1 Discarded 911.99' 0.240 in/hr Exfiltration over Surface area #2 Primary 913.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 913.50' 6.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 913.50' / 913.00' S= 0.0294 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 915.00' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Primary 916.00' 5.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Discarded OutFlow Max=0.00 cfs @ 12.75 hrs HW=915.46' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 12.75 hrs HW=915.46' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.42 fps) L3=Culvert (Passes 0.16 cfs of 0.98 cfs potential flow) L4=Orifice/Grate (Passes 0.16 cfs of 0.64 cfs potential flow) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 9 Pond 6P: Biofiltration Basin Hyd rog ra ph 0.5 0.46 Cfs - T- -- -T- - ----T- --' --T-T- ---T --- T----T -�-- InflowAlrella=1,455'Iac ❑inflow Outflow ©Discarded ❑Primary 0.45 Peak IlElev=91115.46' 0.4 0.35 -1--1--1--'--L-'--L--'--L-�--'--�--'--L--'--L-�--'--1--'--L--'-- Storaoe=690 cf - - - I I I I I I I I I I I I I I I I I I I I I I - --I-- --I--- -i -----r--I--i-----T---- ------ ---- ---- 0.3 V g 0.25 a - I I I I I I I I I I I I I I I I I I I I I I - T--r-T --I--r -r-T----r-T--r-T--r-r----r-T--r-T----r--I-- -+--I--+ --+----+-+----+----+----+-+----+--I 0.16 cfs --+---- LL I 0.2 0.15 0.1 I I I I I I I I I I I I I I I I I I I I I ___ _-_ -0.16 cfs -----I-----I--II I --II-- II --II-- II--IIII--II - LII _-_-II-_- LIII_-_-IIII 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Pre Al Runoff = 0.95 cfs @ 12.31 hrs, Volume= 0.086 af, Depth= 0.53" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.82" Area (ac) CN Description 0.063 98 Paved parking, HSG C 0.100 74 >75% Grass cover, Good, HSG C 0.786 73 Woods, Fair, HSG C 0.999 60 Woods, Fair, HSG B 1.948 67 Weighted Average 1.885 66 96.77% Pervious Area 0.063 98 3.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 110 0.0820 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.82" 3.9 180 0.0940 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 17.9 290 Total ' I I 0.95 cfs Subcatchment 1S: Pre Al Hyd rog raph I MSS 24- Ihr 3 2yYearl Flainfall=2.I1821j' Runoff IArea=1.948 ac Runoff lllVolume=0.086 of Ru'Inoff'IDepthT0.53" Flo,w'ILength=29Q' Tq=17.'I19 imih CN=66/98 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Pre Al Runoff Area=1.948 ac 3.23% Impervious Runoff Depth=0.53" Flow Length=290' Tc=17.9 min CN=66/98 Runoff=0.95 cfs 0.086 of Subcatchment 2S: Post Al Runoff Area=0.498 ac 32.53% Impervious Runoff Depth=1.35" Flow Length=405' Tc=16.6 min CN=73/98 Runoff=0.74 cfs 0.056 of Subcatchment4S: Post A2 Runoff Area=1.455 ac 6.80% Impervious Runoff Depth=0.54" Flow Length=235' Tc=16.7 min CN=64/98 Runoff=0.71 cfs 0.066 of Reach 5R: Overall Post Inflow=0.86 cfs 0.107 of Outflow=0.86 cfs 0.107 of Pond 6P: Biofiltration Basin Peak Elev=916.02' Storage=1,004 cf Inflow=0.71 cfs 0.066 of Discarded=0.00 cfs 0.007 of Primary=0.27 cfs 0.051 of Outflow=0.27 cfs 0.059 of Total Runoff Area = 3.901 ac Runoff Volume = 0.208 of Average Runoff Depth = 0.64" 91.69% Pervious = 3.577 ac 8.31% Impervious = 0.324 ac 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: Post Al Runoff = 0.74 cfs @ 12.26 hrs, Volume= 0.056 af, Depth= 1.35" Routed to Reach 5R : Overall Post Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.82" Area (ac) CN Description 0.162 98 Paved parking, HSG C 0.153 74 >75% Grass cover, Good, HSG C 0.183 73 Woods, Fair, HSG C 0.498 81 Weighted Average 0.336 73 67.47% Pervious Area 0.162 98 32.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 70 0.1290 0.08 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.82" 1.1 90 0.2800 1.32 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 245 0.0100 3.12 9.36 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.030 Earth, grassed & winding 16.6 405 Total ❑ Runoff 0.8 Subcatchment 2S: Post Al Hyd rog raph ■Runoff - - - - -J--1--'L----J--L--1---1--1--L--1--J--L--'L--'I-- ---- --------- -- --- __--'-- ---------- 0.74 cfs--I- - -I-------I-- --; --; --I-- --; ---- --T '- 0.75 0.7 I I I I -------- - - - - -- - r--I----T--T---- I T_ ----T--;MFSg-24thr-3- 0.65 -- -------------L----L'--1--'L--'I----L2-IYarR?irfjll_=2.821;"_ 0.6 -------------- --i-----I-- --I --I-- -- un4#TA�ea-Q4r98� n- 0.55 0.5 -------------- --;- ---T----T--I--RUnOffTV01U]me=:�0:056-a1f- N u 0.45 -L--1--J--1--L--'--L- L- 1 u'a ff �D�pth-,1.35;" c0.4 _ LL 0.35 I - - � �.,.� _�,�_� - ---- --I-- --� --I-- --r-- -r?1 w� eI jt111�40 0.3 -------- - - - - ---r----T--T--r--I-- --r--i----T--r -I- r-T--I-- 0.25 '' 0.2 0.15 0.1-_I 0.05 0 D -L----T--i--'L----T--L-------i--T --r-�--r--r--I----I--T--T--r--I--�--r--r--I--T--r--r-�--r--r--I-- -- 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 13 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 4S: Post A2 Subcatchment 4S: Post A2 Runoff = 0.71 cfs @ 12.29 hrs, Volume= 0.066 af, Depth= 0.54" Hyd rog raph Routed to Pond 6P : Biofiltration Basin - -I'- - - - -- II ■ Runaff 0.75 0.71 ---- --L --cfs --I -- -- -I I�I II --I --II ---I -- --II -- -2-iII Runofby SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 0.7 I I-- I I I I I I I I M$�iI I A I- MSE 24-hr 3 2-Year Rainfall-2.82" 0.65 --------r----r----rI�-------- ------,----r+--- -I�------,�---r-_ -2� pR� 2lci 1 Area (ac) CN Description 0s _I-- -- r _-I---- -- r -----I-------I---- I ---I- un4ffArea=�.5�a�c 0.070 98 Unconnected roofs, HSG C 0.029 98 Paved parking, HSG C oss 0.5 --I--r--r--r--- -r--I--r--r--r--I--r--r--r--I--r--r--I--r--r--r--I-- � I --I-- -- -- --- - �' --I-- -- -- ---RLtnaff V01LtMe= &066-9f- 0.236 74 >75% Grass cover, Good, HSG C ' 0.4s - -i�Lr'Invff 'I �p�I�0:5�I��_ 0.017 98 Water Surface, 0% imp,HSG C 0.226 61 >75% Grass cover, Good, HSG B o.a LL 0.35 -=I----r--r----r-- --r-- r--r-- I I I I I I I ----r--I--FLOW ��n�t�11-�'_ 0.002 98 Water Surface, 0% imp, HSG B 0 3 -1--L-- -J--L--1--J--1-- - - --------------------------------------------- --I----L--1---1--1-- --I-- �O a-, -M, 0.104 73 Woods, Fair, HSG C 0.771 60 Woods, Fair, HSG B o.2s ,I I I I I I I -I--I--�--r--�--I--r--I--�--�--�--I--�--r--I---I--�--�--I I I I I I I I I I I I I I - -GN 64/98 _ 1.455 66 Weighted Average 02 ----i--I�-�- L-- �I I I I I I I ------I�------L-----------------L I I I - -I- - I I I I I I I I I I I I I 1.356 64 93.20% Pervious Area 0.15 0.099 98 6.80% Impervious Area 0.1 ------------- -- -- -- -------------------------- -- --I-- Tc Length Slope Velocity Capacity Description 0.05 0 -------------- (min) (feet) (ft/ft) (ft/sec) (cfs) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 14.0 110 0.0820 0.13 Sheet Flow, Time (hours) Woods: Light underbrush n= 0.400 P2= 2.82" 2.7 125 0.0960 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 16.7 235 Total 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 15 Summary for Reach 5R: Overall Post Inflow Area = 1.953 ac, 13.36% Impervious, Inflow Depth = 0.66" for 2-Year event Inflow = 0.86 cfs @ 12.30 hrs, Volume= 0.107 of Outflow = 0.86 cfs @ 12.30 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 5R: Overall Post Hyd rog ra ph ■ Inflow ■ outflow 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 16 Summary for Pond 6P: Biofiltration Basin Inflow Area = 1.455 ac, 6.80% Impervious, Inflow Depth = 0.54" for 2-Year event Inflow = 0.71 cfs @ 12.29 hrs, Volume= 0.066 of Outflow = 0.27 cfs @ 12.70 hrs, Volume= 0.059 af, Atten= 62%, Lag= 24.5 min Discarded = 0.00 cfs @ 12.70 hrs, Volume= 0.007 of Primary = 0.27 cfs @ 12.70 hrs, Volume= 0.051 of Routed to Reach 5R : Overall Post Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 916.02' @ 12.70 hrs Surf.Area= 610 sf Storage= 1,004 cf Plug -Flow detention time= 186.6 min calculated for 0.059 of (89% of inflow) Center -of -Mass det. time= 138.6 min ( 979.8 - 841.3 ) Volume Invert Avail.Storage Storage Description #1 911.99, 1,319 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 911.99 0 0.0 0 0 912.00 245 30.0 0 0 913.99 245 30.0 146 147 914.00 245 100.0 2 149 915.00 415 100.0 330 479 916.00 605 100.0 510 989 916.50 713 100.0 330 1,319 Device Routing Invert Outlet Devices #1 Discarded 911.99' 0.240 in/hr Exfiltration over Surface area #2 Primary 913.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 913.50' 6.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 913.50' / 913.00' S= 0.0294 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 915.00' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Primary 916.00' 5.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Discarded OutFlow Max=0.00 cfs @ 12.70 hrs HW=916.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.24 cfs @ 12.70 hrs HW=916.02' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.26 fps) L3=Culvert (Passes 0.18 cfs of 1.13 cfs potential flow) L4=Orifice/Grate (Passes 0.18 cfs of 0.96 cfs potential flow) =Sharp -Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.52 fps) 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 17 Pond 6P: Biofiltration Basin Hyd rog ra ph --- - r - - - r- i--r-�--i- T--i--r--i-- ❑Inflow 0.71 cfs " out L -r--i--r--r----r-r--r-r----+r►---/-�r.�-r--r-7--�i-C-r--i-- JnfI_owA ea=0.4 J+a - ©Discarded -rt--i--+--i--r-r-rt--i--r-y--r i ❑Primary 0.75-+----+--i--+---+----+-+----+--i-� {} {}4- rle�1 IeV�9% 02 i3kFJ1�.� 1 �iJl/ �i- 0.6 - --'-- --'-- -'-- --'-- - --'-- --'-- --'-- - --'-- --'-- --'-- 0.55 - --'-- --'-- -'-- --'-- - --'-- --'-- --'-- - --'-- --'-- --'-- 0.5-1--1--1--'--L---1----L-J--'-- ----L----L-J----1----L--'-- w 0.45-1----1--'--L---1----L-J--'------L--'--L-----1----L-J-- 3 0.4--'-- LL 0.35 0.3 - 0.27cfs --;- - - - -;- - - - - - -;- - ---- 0.25Z Z-----------r--i--i-----T--i--i --i--i-----T--i-- i ------------------ 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) i � 1 1 �'qUO (00 1-0 (D --- \ rn > - 9 > m 691) m d9 �,p A / / / > � co > 0-- \ rfo - / / / / / fro \ \ 952 o 94 000 i CY) � --94 `s - Ape , - - i 91Q_�--- - _\ -_-- -- --- -T � i \;------------- ---- _- --- 910 — — — --92 _--- -- -OPEN SPACE=C =0.100 ACRES — — W0 ----- — IMPERVIOUS-C 0.063 ACRES--., - - - - - - - - - - - - - - - - - - - - - - - - �- - - - - _ - - / / -900- NORTH SCALE: 0 25 BROWN RESIDENCE Storm Water Management Summary Town of Somerset, St. Croix County, Wisconsin 03/06/2023 04/19/2023 Revised per County Comments 05/08/2023 Revised per County Comments Overview The purpose of this summary is to provide a synopsis of the storm water management plan as it relates to the construction at the Brown Residence, located at 2348 Delong Road, Somerset, in the Town of Somerset, St. Croix County, Wisconsin. The project consists of construction of a new home, with approximately 280ft driveway off Delong Road. The overall construction is anticipated to disturb approximately 32,000 sf. The project will disturb 20% slopes and to the maximum extent practicable meet the performance standards of NR 151- "Runoff Management", per St. Croix County Zoning Ordinance Ch15.415 Construction Standards -Best Management Practices CBMPsl The site will utilize temporary BMPs consisting of silt fence (or compost filter socks), erosion control mat, and seeding/mulching. In addition, the proposed 2:1 side slopes along the west and south side of the house will be stabilized with WisDOT Class III, Type A - heavy duty synthetic erosion control mat and be revegetated. Please refer to Erosion Control & Revegetation Plan for location of BMPs. Post Construction Standards On -site Storm Water features consist of grass swales for pretreatment and a constructed bio-filtration basin which provides to the maximum extent practicable treatment, infiltration and rate control. Please refer to Appendix A for the Storm Water Rate Control Summary. Construction Timeline & Seauencin_q Final grading of the site is anticipated to begin once weather permits in the spring 2023. The temporary BMP's will be installed prior to final site grading. Grading for the 2:1 side slope and retaining/boulder wall will then be completed and followed by the seeding & mulching, and erosion control mat. It is estimated that the site will be graded and stabilized in approximately 8 weeks. Auth Consulting & Associates Planning, Engineering, Building Design & Surveying APPENDIX A Storm Water Rate Modeling - HydroCAD(D 0 Auth Consulting & Associates Planning, Engineering, Building Design & Surveying Rate Control Summary Overall Site (current hydrocad file name: Overall Site v4) RUNOFF RATE cfs - Rounded to nearest tenth of cfs Description Recurrence Interval Based on Atlas 14, MSE3 1-yr 2.46 in 2-yr 2.82in Predevelo ed 0.6 1.0 Post Developed 0.6 0.9 Auth Consulting & Associates Planning, Engineering, Building Design & Surveying 1S Pre Al Subcat Reach on Link (4S Post A2 6P Biofiltrati n Basin 5R Overall Post 2S Post Al 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Pre Al Runoff = 0.59 cfs @ 12.33 hrs, Volume= 0.061 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (ac) CN Description 0.063 98 Paved parking, HSG C 0.100 74 >75% Grass cover, Good, HSG C 0.786 73 Woods, Fair, HSG C 0.999 60 Woods, Fair, HSG B 1.948 67 Weighted Average 1.885 66 96.77% Pervious Area 0.063 98 3.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 110 0.0820 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.82" 3.9 180 0.0940 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 17.9 290 Total Subcatchment 1S: Pre Al Hyd rog raph 0.6 --1--+--+-- 0. cs --1--+--+--+--1--+--+--1---1--+--r--1--+--+--r--1-- 9 1 1 1 I II '1 ---r---III1--II -IIIIIMfi -241 -hr 7 _ 0.55 -1-f��r�------------------aj faf1=24 0.s- 0.45- - -- I11-- runoff ire = : 4 arc_ 0.4 Runoff 1IVo1Umo ._061 alf 0.35 Runoff IDApth4.37" Flow IlLength+ "'W '1 I__ Y--,Tc7 .._ _Mln 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 2 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Pre Al Runoff Area=1.948 ac 3.23% Impervious Runoff Depth=0.37" Flow Length=290' Tc=17.9 min CN=66/98 Runoff=0.59 cfs 0.061 of Subcatchment 2S: Post Al Runoff Area=0.498 ac 32.53% Impervious Runoff Depth=1.09" Flow Length=405' Tc=16.6 min CN=73/98 Runoff=0.59 cfs 0.045 of Subcatchment4S: Post A2 Runoff Area=1.455 ac 6.80% Impervious Runoff Depth=0.39" Flow Length=235' Tc=16.7 min CN=64/98 Runoff=0.46 cfs 0.047 of Reach 5R: Overall Post Inflow=0.63 cfs 0.079 of Outflow=0.63 cfs 0.079 of Pond 6P: Biofiltration Basin Peak Elev=915.46' Storage=690 cf Inflow=0.46 cfs 0.047 of Discarded=0.00 cfs 0.007 of Primary=0.16 cfs 0.033 of Outflow=0.16 cfs 0.040 of Total Runoff Area = 3.901 ac Runoff Volume = 0.153 of Average Runoff Depth = 0.47" 91.69% Pervious = 3.577 ac 8.31% Impervious = 0.324 ac 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Post Al Runoff = 0.59 cfs @ 12.26 hrs, Volume= 0.045 af, Depth= 1.09" Routed to Reach 5R : Overall Post Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (ac) CN Description 0.162 98 Paved parking, HSG C 0.153 74 >75% Grass cover, Good, HSG C 0.183 73 Woods, Fair, HSG C 0.498 81 Weighted Average 0.336 73 67.47% Pervious Area 0.162 98 32.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 70 0.1290 0.08 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.82" 1.1 90 0.2800 1.32 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 245 0.0100 3.12 9.36 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.030 Earth, grassed & winding 16.6 405 Total ■ Runoff Subcatchment 2S: Post Al Hydrograph - 0.65--11----1i --i --11-- li- -1I--1-----+--1i------II --1i - 1 ■Runoff ---------- 0.59 cfs--1 ---------- ----- -- ----- --- ,1 - - - 0.6 1 I ----------------L--1--J--1--L--1----L--1---1--1__ MSS-21 r-3- �1 1 1 1 1 1 1 1 1 1 1 1 0.55 - 1i--111--II----11I--111-- -- 1i �-YParr Ral In 1 =2.4�1"- 0.5 1 -------------- - r-- r- ----�un�#f;Are=O48- Y9aic- 0.45 a ----r--1--RUnOff V01ML=0:045-a1f- 0.4 ZW I -------------- - 0.35 I, --I I, ---I-- -- --I-- --1-- Ru'lnoff 'Ddpth=�1.09;3: ��- ___ LL 0.3 Flow 1Length�=400" ---------------L--1--J--1--L--1----L--1---+--L--1-- 0.25 -1 ---------------+--1--+--+-- -- --+-- +__,Tc= 6,16 m, 11 0.2 Q Q C=73w/+,1 ---r--1--r--r--r--1--r--r--r--1--r--r--1- -r 0.15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.1 0.05 0 D 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 4S: Post A2 Runoff = 0.46 cfs @ 12.30 hrs, Volume= 0.047 af, Depth= 0.39" Routed to Pond 6P : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (ac) CN Description 0.070 98 Unconnected roofs, HSG C 0.029 98 Paved parking, HSG C 0.236 74 >75% Grass cover, Good, HSG C 0.017 98 Water Surface, 0% imp, HSG C 0.226 61 >75% Grass cover, Good, HSG B 0.002 98 Water Surface, 0% imp, HSG B 0.104 73 Woods, Fair, HSG C 0.771 60 Woods, Fair, HSG B 1.455 66 Weighted Average 1.356 64 93.20% Pervious Area 0.099 98 6.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 110 0.0820 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.82" 2.7 125 0.0960 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 16.7 235 Total 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 7 Summary for Reach 5R: Overall Post Inflow Area = 1.953 ac, 13.36% Impervious, Inflow Depth = 0.48" for 1-Year event Inflow = 0.63 cfs @ 12.35 hrs, Volume= 0.079 of Outflow = 0.63 cfs @ 12.35 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 5R: Overall Post Hyd rog ra ph --I--r--r-r--r--I--r--r----r--I--r-- --r---•'`h@f`----I ■Inflw ■ Outflow 0.650.63 cfs r--r-- 4.953 1ao1 f�O' 0.6--------- - --i --i-- --i --i----i---- --i-- --i --i----i---- 0.55----------- -+--+----+----+--+----+--+----+----+--+----+-- 0.5----------- -T--i----T--i----T----T--i----T--i----r----T-- --------1--1----J--1------L----1----L--L---- -- 0.45 I I I I I I I I I I I I I I N 0.4 -- --- T--II-- T-- T--- -T-- T--II-- T--II-- T-- T----T-- 3 0.35 a LL 0.3 -- ---r--r-r--r--r-r--r--I--r--r-r--r--r-r-- 0.25 - - 0.2 - - 0.15 ' 0.1 - 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 6 Subcatchment 4S: Post A2 Hyd rog raph 0.5 -------'--- -- ----------------------------------------'---'-- ---- -- -- -- -- -- ---- --I-- ---- j-- L-- I - - - -- -- ---- -- -- ---- ■Runoff 0.48 J --'-- '- -- 0.46 cfs-------',-----------------',-----',-- ',--------',-- 0.4 k - -------------- 0.4 Year RAinfc111=146�--- 0.38 0.36 -r--+yy+2ma�aJK--70.44 -r-Irrr1r--r---II- - ``noff AAAn --r--r--- - - 0.34 0.32 0.3 r I I--r--r--I--r--r--r--I-- --1--L--L--r----L--1--J--1--L-t-RLM6f#IVOItML=0.047-af- --I--r--r--r--- -r--I--r--r--r--I--r--r--r--I--r--r--I--r--r--r--I-- 0.2a - 0.26 ------L--r----L--1--J--1--L------L-Ru'hbffi�D��th',0- 9' --,-- -- r --, --- - r-----,-- --, --,-- -- r -- - - -- r --, --,-- c0.24 LL 0.22 --1--L--L-- --'--L--1--J--1-- --'----L--'-- 1-- -- L- �- ---------- ---------- ----------- --------�i0;w-ie,ngfh=-- 0.2 0.18 ----+--+-- ----+----+-- -- ------+------- - - - - -- --------------------------------------------- C7 -MUP - 0.16 0.14 0.12 0.06 0.04 -------+-- --- - ---- --+-----------------T--r---/-'►��-+-- -- ------------------------------------------------Ii�1Y=6- ----r--r--r--I- r--------------------------------------------- ------L----------------------------- ------------- ------------------- 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 8 Summary for Pond 6P: Biofiltration Basin Inflow Area = 1.455 ac, 6.80% Impervious, Inflow Depth = 0.39" for 1-Year event Inflow = 0.46 cfs @ 12.30 hrs, Volume= 0.047 of Outflow = 0.16 cfs @ 12.75 hrs, Volume= 0.040 af, Atten= 64%, Lag= 27.1 min Discarded = 0.00 cfs @ 12.75 hrs, Volume= 0.007 of Primary = 0.16 cfs @ 12.75 hrs, Volume= 0.033 of Routed to Reach 5R : Overall Post Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 915.46' @ 12.75 hrs Surf.Area= 502 sf Storage= 690 cf Plug -Flow detention time= 240.3 min calculated for 0.040 of (85% of inflow) Center -of -Mass det. time= 177.9 min ( 1,022.4 - 844.5 ) Volume Invert Avail.Storage Storage Description #1 911.99, 1,319 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 911.99 0 0.0 0 0 912.00 245 30.0 0 0 913.99 245 30.0 146 147 914.00 245 100.0 2 149 915.00 415 100.0 330 479 916.00 605 100.0 510 989 916.50 713 100.0 330 1,319 Device Routing Invert Outlet Devices #1 Discarded 911.99' 0.240 in/hr Exfiltration over Surface area #2 Primary 913.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 913.50' 6.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 913.50' / 913.00' S= 0.0294 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 915.00' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Primary 916.00' 5.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Discarded OutFlow Max=0.00 cfs @ 12.75 hrs HW=915.46' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 12.75 hrs HW=915.46' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.42 fps) L3=Culvert (Passes 0.16 cfs of 0.98 cfs potential flow) L4=Orifice/Grate (Passes 0.16 cfs of 0.64 cfs potential flow) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 8238-001-Overall Site v4 MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 9 Pond 6P: Biofiltration Basin Hyd rog ra ph 0.5 0.46 Cfs - T- -- -T- - ----T- --' --T-T- ---T --- T----T -�-- InflowAlrella=1,455'Iac ❑inflow Outflow ©Discarded ❑Primary 0.45 Peak IlElev=91115.46' 0.4 0.35 -1--1--1--'--L-'--L--'--L-�--'--�--'--L--'--L-�--'--1--'--L--'-- Storaoe=690 cf - - - I I I I I I I I I I I I I I I I I I I I I I - --I-- --I--- -i -----r--I--i-----T---- ------ ---- ---- 0.3 V g 0.25 a - I I I I I I I I I I I I I I I I I I I I I I - T--r-T --I--r -r-T----r-T--r-T--r-r----r-T--r-T----r--I-- -+--I--+ --+----+-+----+----+----+-+----+--I 0.16 cfs --+---- LL I 0.2 0.15 0.1 I I I I I I I I I I I I I I I I I I I I I ___ _-_ -0.16 cfs -----I-----I--II I --II-- II --II-- II--IIII--II - LII _-_-II-_- LIII_-_-IIII 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Pre Al Runoff = 0.95 cfs @ 12.31 hrs, Volume= 0.086 af, Depth= 0.53" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.82" Area (ac) CN Description 0.063 98 Paved parking, HSG C 0.100 74 >75% Grass cover, Good, HSG C 0.786 73 Woods, Fair, HSG C 0.999 60 Woods, Fair, HSG B 1.948 67 Weighted Average 1.885 66 96.77% Pervious Area 0.063 98 3.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 110 0.0820 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.82" 3.9 180 0.0940 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 17.9 290 Total ' I I 0.95 cfs Subcatchment 1S: Pre Al Hyd rog raph I MSS 24- Ihr 3 2yYearl Flainfall=2.I1821j' Runoff IArea=1.948 ac Runoff lllVolume=0.086 of Ru'Inoff'IDepthT0.53" Flo,w'ILength=29Q' Tq=17.'I19 imih CN=66/98 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Pre Al Runoff Area=1.948 ac 3.23% Impervious Runoff Depth=0.53" Flow Length=290' Tc=17.9 min CN=66/98 Runoff=0.95 cfs 0.086 of Subcatchment 2S: Post Al Runoff Area=0.498 ac 32.53% Impervious Runoff Depth=1.35" Flow Length=405' Tc=16.6 min CN=73/98 Runoff=0.74 cfs 0.056 of Subcatchment4S: Post A2 Runoff Area=1.455 ac 6.80% Impervious Runoff Depth=0.54" Flow Length=235' Tc=16.7 min CN=64/98 Runoff=0.71 cfs 0.066 of Reach 5R: Overall Post Inflow=0.86 cfs 0.107 of Outflow=0.86 cfs 0.107 of Pond 6P: Biofiltration Basin Peak Elev=916.02' Storage=1,004 cf Inflow=0.71 cfs 0.066 of Discarded=0.00 cfs 0.007 of Primary=0.27 cfs 0.051 of Outflow=0.27 cfs 0.059 of Total Runoff Area = 3.901 ac Runoff Volume = 0.208 of Average Runoff Depth = 0.64" 91.69% Pervious = 3.577 ac 8.31% Impervious = 0.324 ac 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: Post Al Runoff = 0.74 cfs @ 12.26 hrs, Volume= 0.056 af, Depth= 1.35" Routed to Reach 5R : Overall Post Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.82" Area (ac) CN Description 0.162 98 Paved parking, HSG C 0.153 74 >75% Grass cover, Good, HSG C 0.183 73 Woods, Fair, HSG C 0.498 81 Weighted Average 0.336 73 67.47% Pervious Area 0.162 98 32.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 70 0.1290 0.08 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.82" 1.1 90 0.2800 1.32 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 245 0.0100 3.12 9.36 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.030 Earth, grassed & winding 16.6 405 Total ❑ Runoff 0.8 Subcatchment 2S: Post Al Hyd rog raph ■Runoff - - - - -J--1--'L----J--L--1---1--1--L--1--J--L--'L--'I-- ---- --------- -- --- __--'-- ---------- 0.74 cfs--I- - -I-------I-- --; --; --I-- --; ---- --T '- 0.75 0.7 I I I I -------- - - - - -- - r--I----T--T---- I T_ ----T--;MFSg-24thr-3- 0.65 -- -------------L----L'--1--'L--'I----L2-IYarR?irfjll_=2.821;"_ 0.6 -------------- --i-----I-- --I --I-- -- un4#TA�ea-Q4r98� n- 0.55 0.5 -------------- --;- ---T----T--I--RUnOffTV01U]me=:�0:056-a1f- N u 0.45 -L--1--J--1--L--'--L- L- 1 u'a ff �D�pth-,1.35;" c0.4 _ LL 0.35 I - - � �.,.� _�,�_� - ---- --I-- --� --I-- --r-- -r?1 w� eI jt111�40 0.3 -------- - - - - ---r----T--T--r--I-- --r--i----T--r -I- r-T--I-- 0.25 '' 0.2 0.15 0.1-_I 0.05 0 D -L----T--i--'L----T--L-------i--T --r-�--r--r--I----I--T--T--r--I--�--r--r--I--T--r--r-�--r--r--I-- -- 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 13 HydroCAD® 10.20-2q s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 4S: Post A2 Subcatchment 4S: Post A2 Runoff = 0.71 cfs @ 12.29 hrs, Volume= 0.066 af, Depth= 0.54" Hyd rog raph Routed to Pond 6P : Biofiltration Basin - -I'- - - - -- II ■ Runaff 0.75 0.71 ---- --L --cfs --I -- -- -I I�I II --I --II ---I -- --II -- -2-iII Runofby SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 0.7 I I-- I I I I I I I I M$�iI I A I- MSE 24-hr 3 2-Year Rainfall-2.82" 0.65 --------r----r----rI�-------- ------,----r+--- -I�------,�---r-_ -2� pR� 2lci 1 Area (ac) CN Description 0s _I-- -- r _-I---- -- r -----I-------I---- I ---I- un4ffArea=�.5�a�c 0.070 98 Unconnected roofs, HSG C 0.029 98 Paved parking, HSG C oss 0.5 --I--r--r--r--- -r--I--r--r--r--I--r--r--r--I--r--r--I--r--r--r--I-- � I --I-- -- -- --- - �' --I-- -- -- ---RLtnaff V01LtMe= &066-9f- 0.236 74 >75% Grass cover, Good, HSG C ' 0.4s - -i�Lr'Invff 'I �p�I�0:5�I��_ 0.017 98 Water Surface, 0% imp,HSG C 0.226 61 >75% Grass cover, Good, HSG B o.a LL 0.35 -=I----r--r----r-- --r-- r--r-- I I I I I I I ----r--I--FLOW ��n�t�11-�'_ 0.002 98 Water Surface, 0% imp, HSG B 0 3 -1--L-- -J--L--1--J--1-- - - --------------------------------------------- --I----L--1---1--1-- --I-- �O a-, -M, 0.104 73 Woods, Fair, HSG C 0.771 60 Woods, Fair, HSG B o.2s ,I I I I I I I -I--I--�--r--�--I--r--I--�--�--�--I--�--r--I---I--�--�--I I I I I I I I I I I I I I - -GN 64/98 _ 1.455 66 Weighted Average 02 ----i--I�-�- L-- �I I I I I I I ------I�------L-----------------L I I I - -I- - I I I I I I I I I I I I I 1.356 64 93.20% Pervious Area 0.15 0.099 98 6.80% Impervious Area 0.1 ------------- -- -- -- -------------------------- -- --I-- Tc Length Slope Velocity Capacity Description 0.05 0 -------------- (min) (feet) (ft/ft) (ft/sec) (cfs) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 14.0 110 0.0820 0.13 Sheet Flow, Time (hours) Woods: Light underbrush n= 0.400 P2= 2.82" 2.7 125 0.0960 0.77 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 16.7 235 Total 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 15 Summary for Reach 5R: Overall Post Inflow Area = 1.953 ac, 13.36% Impervious, Inflow Depth = 0.66" for 2-Year event Inflow = 0.86 cfs @ 12.30 hrs, Volume= 0.107 of Outflow = 0.86 cfs @ 12.30 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 5R: Overall Post Hyd rog ra ph ■ Inflow ■ outflow 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 16 Summary for Pond 6P: Biofiltration Basin Inflow Area = 1.455 ac, 6.80% Impervious, Inflow Depth = 0.54" for 2-Year event Inflow = 0.71 cfs @ 12.29 hrs, Volume= 0.066 of Outflow = 0.27 cfs @ 12.70 hrs, Volume= 0.059 af, Atten= 62%, Lag= 24.5 min Discarded = 0.00 cfs @ 12.70 hrs, Volume= 0.007 of Primary = 0.27 cfs @ 12.70 hrs, Volume= 0.051 of Routed to Reach 5R : Overall Post Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 916.02' @ 12.70 hrs Surf.Area= 610 sf Storage= 1,004 cf Plug -Flow detention time= 186.6 min calculated for 0.059 of (89% of inflow) Center -of -Mass det. time= 138.6 min ( 979.8 - 841.3 ) Volume Invert Avail.Storage Storage Description #1 911.99, 1,319 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 911.99 0 0.0 0 0 912.00 245 30.0 0 0 913.99 245 30.0 146 147 914.00 245 100.0 2 149 915.00 415 100.0 330 479 916.00 605 100.0 510 989 916.50 713 100.0 330 1,319 Device Routing Invert Outlet Devices #1 Discarded 911.99' 0.240 in/hr Exfiltration over Surface area #2 Primary 913.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 913.50' 6.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 913.50' / 913.00' S= 0.0294 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 3 915.00' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Primary 916.00' 5.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Discarded OutFlow Max=0.00 cfs @ 12.70 hrs HW=916.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.24 cfs @ 12.70 hrs HW=916.02' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.26 fps) L3=Culvert (Passes 0.18 cfs of 1.13 cfs potential flow) L4=Orifice/Grate (Passes 0.18 cfs of 0.96 cfs potential flow) =Sharp -Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.52 fps) 8238-001-Overall Site v4 MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Auth Consulting & Associates Printed 5/8/2023 HydroCAD® 10.20-2g s/n 04612 © 2022 HydroCAD Software Solutions LLC Page 17 Pond 6P: Biofiltration Basin Hyd rog ra ph --- - r - - - r- i--r-�--i- T--i--r--i-- ❑Inflow 0.71 cfs " out L -r--i--r--r----r-r--r-r----+r►---/-�r.�-r--r-7--�i-C-r--i-- JnfI_owA ea=0.4 J+a - ©Discarded -rt--i--+--i--r-r-rt--i--r-y--r i ❑Primary 0.75-+----+--i--+---+----+-+----+--i-� {} {}4- rle�1 IeV�9% 02 i3kFJ1�.� 1 �iJl/ �i- 0.6 - --'-- --'-- -'-- --'-- - --'-- --'-- --'-- - --'-- --'-- --'-- 0.55 - --'-- --'-- -'-- --'-- - --'-- --'-- --'-- - --'-- --'-- --'-- 0.5-1--1--1--'--L---1----L-J--'-- ----L----L-J----1----L--'-- w 0.45-1----1--'--L---1----L-J--'------L--'--L-----1----L-J-- 3 0.4--'-- LL 0.35 0.3 - 0.27cfs --;- - - - -;- - - - - - -;- - ---- 0.25Z Z-----------r--i--i-----T--i--i --i--i-----T--i-- i ------------------ 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) i � 1 1 �'qUO (00 1-0 (D --- \ rn > - 9 > m 691) m d9 �,p A / / / > � co > 0-- \ rfo - / / / / / fro \ \ 952 o 94 000 i CY) � --94 `s - Ape , - - i 91Q_�--- - _\ -_-- -- --- -T � i \;------------- ---- _- --- 910 — — — --92 _--- -- -OPEN SPACE=C =0.100 ACRES — — W0 ----- — IMPERVIOUS-C 0.063 ACRES--., - - - - - - - - - - - - - - - - - - - - - - - - �- - - - - _ - - / / -900- NORTH SCALE: 0 25 STe CROIX C, =mow a T Y tsvollswl Innovation Through Cooperation 5/15/2023 Mark Brown 2348 DeLong Road Somerset, WI 54020 Community Development 1101 Carmichael Road Hudson WI 54016 Telephone: 715-386-4680 Fax: 715-386-4686 RE: Conditional Approval: File# LUP-2023-011 Project Location: Sec 18 T29N R15W, Town of Somerset Project Address: 1603 32nd Street Dear Mr. Brown, www.sccwi.gov Community Development staff have reviewed the Land Use Permit application for various improvements grading/filling, stormwater management and erosion control improvements to your property. The request has been conditionally approved based on the application submission and the following findings: • The grading/filling, stormwater management and erosion control improvements are proposed in the Town of Somerset, on Parcel #032-1013-30-000. • The property owners are Mark and Jeanie Brown. • Variance (VAR-2023-001) the Board of Adjustment approved (on May 10, 2023) a variance to allow the Brown's to modify slopes over 25 percent, was approved by the Board of Adjustment on May 10, 2023. • Variance (VAR-2023-002): the Board of Adjustment approved (on May 10, 2023) a variance from Chapter 15, Section 15.405 (Access management & Driveways), subsection 13 — Driveway Access Standards, to allow the Brown's driveway to exceed both the 12 percent grade and 2 percent grade within 50 feet from the centerline of the public right-of-way. • The Applicant submitted a Land Use Permit Application (LUP-2023-011) on March 8, 2023, which included plans/specifications for grading and filling and erosions control measures to stabilize steep slopes. • Following staff review the Applicant's Engineer, Auth Consulting/associates (Zach Fagan, P.E.), submitted revised plans/specifications dated 4/19/2023 for grading and filling and erosions control which also included addition stormwater management improvements. • Following staff review of the revised plans/specifications dated 4/19/2023, further revisions were made resulting in a revised submittal of plans/specifications and stormwater summary by Auth Consulting/associates (Zach Fagan, P.E.) dated 5/8/2023. • Zach Fagan, P.E., responded to additional comments (noted in blue below) from the County Is Stormwater Management Consultant, Stantec (Josh Accola) proposing further plan revisions as noted in red below: Mike Wozniak, AICP mike. wozniak@sccwi.gov (715) 381-4409 • Another concern since I haven't seen anyone do it, is the 2" reducer and the 2" PVC pipe. The bioretention standard does call out a minimum of 6" for draintile (1004) and I know in MN, the MPCA recommends no less than 4" to avoid clogging potential. Therefore, even though it's not acting as drain tile, it is acting as the outlet and I would recommend minimum 6" to be in line with DNR standards. The 2" reducer and 2--PVC pipe have been replaced with a 6" pvc pipe and 6" cap with a 2" orifice at the outlet. The pipe end can be removed with use of a Fernco coupling(or approved equal) to facilitate maintenance operations of the outlet. Please refer to Sheet C3.1-Details. • My only other concern is there are no borings available for the property so therefore they assumed a rate of 0.5in/hr for infiltration which corresponds to a sandy loam. However, some of the soils are silt loams and loams which have rates of 0.13in/hr and 0.24in/hr respectively. I would recommend using a maximum of 0.24in/hr to be conservative as silt loams only are present at the north end of the site. HydroCAD modeling was adjusted to show 0.24in/hr for infiltration. Please refer to updated Storm Water Management Summor Based on these findings, approval of the Land Use Permit is subject to the following conditions: 1. Prior to Construction, erosion control measures included in plans and specifications (Prepared by plans/specifications and stormwater summary by Auth Consulting/associates (Zach Fagan, P.E.) dated 5/8/2023) including additional revisions noted in the finding above. and submitted with the application for LUP-2022-033, must be installed. 2. A pre -construction inspection is required to validate setbacks and verify the installation of erosion control. Please call Reed Junco, Land Use and Conservation Technician at (715) 386-4683, to schedule this inspection. 3. The following must be staked prior to the pre -construction inspection: a. Proposed structure locations b. POWTS location 4. Construction according to approved plans/specification and stormwater summary: Work authorized by the permit shall be completed in accordance with plans and specifications (Prepared by plans/specifications and stormwater summary by Auth Consulting/associates (Zach Fagan, P.E.) dated 5/8/2023) including additional revisions noted in the findings above. 5. St. Croix County reserves the right to require additional sediment and erosion control measures to be installed if found necessary due to site -specific concerns and will be documented in an as -built site plan. 6. All temporary erosion control measures shall be left in place and maintained until the site has reached a point of at least 70% permanent vegetation. Permanent vegetation shall be established once final grade is reached or as soon as applicable per plan. 7. A post -construction inspection is required prior to removing the temporary sediment and erosion control measures to verify proper vegetation cover has been established. Please call Reed Junco, Land Use and Conservation Technician at (715) 386-4683, to schedule this inspection. 8. It is the applicant's responsibility to secure any other required local, state, or federal permit(s) and approval(s) prior to land disturbance activity. 9. The Applicant/Property Owner(s) shall file with the Register of Deeds Office within 30 days of the post construction inspection, an Affidavit of Stormwater Maintenance recognizing the responsibility Mike Wozniak, AICP mike.wozniak@sccwi.gov (715) 381-4409 of the property owner(s) to maintain the stormwater water management improvements authorized to be constructed under this permit. 10. Failure to comply with the terms or conditions above may result in the revocation of this permit by the Zoning Administrator pursuant to Chapter 16.570.1. This approval is subject to the conditions listed above; it does not allow for any additional construction, structures, or buildings beyond the limits of this request. Your information will remain on file at the St. Croix County Community Development Department suite. It is your responsibility to ensure compliance with any other local, state, or federal permitting or regulations, including contacting the Town of Springfield and the Department of Natural Resources to inquire if additional permissions are required. This permit is valid for one year, with the possibility of up to two (2) six- month extensions if the applicant submits the appropriate permit extension fee and documentation to the Zoning Administrator. A copy of the Land Use Permit placard should be submitted to the town's local Building Inspector upon applying for town building permit(s). The orange placard must be posted on the job site and visible from public view. If you have any questions or concerns regarding the information outlined in this letter, please contact our department prior to commencing any construction activities. The property owner is responsible for meeting all permit conditions. Please feel free to contact me with any questions or concerns; am typically available Monday -Friday from 8:00 a.m. — 4:30 p.m. Respectfully, Mike Wozniak, AICP Land Use Administrator cc: File ec: townclerk@townofsomersetwi.com; Town of Somerset Zfagan@authconsultinc c�om; Zach Fagan, P.E., Auth Consulting/Associates Markbrown1021 @gmail.com; Mark Brown Mike Wozniak, AICP mike.wozniak@sccwi.gov (715) 381-4409 ST. C R 01 X C .9- um''N'T Y 000 Innovation Through cooperation Community Development 1101 Carmichael Road Hudson WI 54016 Telephone: 715-386-4680 Fax: 715-386-4686 www.sccwi.gov Land Use Project Inspection Report Post Inspection Photos Filed: 0 Yes N/A Tracking Updated: ❑ Yes J N/A Inspection Report Scanned: ❑Yes 1 N/A Permit Number: � � - ZC)Z3— D l / Date of inspection: s ' 12"23 Project Location Town &Section: 5��'��� Site Address: Time of Inspection: 4:00 Ova Inspector(s): &v& Weather Conditions: Landowner Contact Information Name: AwfV, Bmwv-% Phone: Email: Type of Inspection Type of Project Pre -Construction DA New Construction Mid -Construction ❑Other: Post -Construction L Condition Verification EJ Precipitation Event EJ Drive By Verification El Other (specify): Contractor Contact Information Name: Phone: Email: Describe present phase of construction: A 4M:5c. bUili' u E�'os�� c�,�,�v'd) � 11 6*J-se-aPim v►-e..CcL.L- Estimated Project Timeline Start Date: Finish Date: Considerations Yes No N/A Comments Have all setbacks been met? Erosion control practices in place and functioning? Any erosion or sediment leaving project site? Any water features being contaminated? Does site have at least 70% permanent vegetation? ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ General &Permit Condition Notes: Follow-up inspection required: r�] Yes EJ No Reason why/why not: n:\community development\zonshare\land use permits\lup inspection report form_old lups.docx PAGE 1 OF 2 ST. CROIX ,,d- Innovation Through Goo�►eration October 19, 2023 Mark Brown 2348 Delong Rd. Osceola, WI 54020 Community Development Government Center 1101 Carmichael Road Hudson WI 54016 Telephone: 715-386-4680 Fax: 715-386-4686 RE: Conditional Approval: File#LUP-2023-011 Project Location: Sec. 8, T. 29N., R 15 W., Town of Somerset Project address: 2348 Delong Rd. Dear Mark, www.sccwi.gov Community Development is processing and closing Land Use Permits. One of the conditions for your approval was to file an Affidavit of Storm Water Management and Maintenance with the Register of Deeds Office. The reason for this affidavit is so current and future owners of this property are aware of maintenance conditions to be followed. 9. The Applicant/Property Owner(s) shall file with the Register of Deeds Office within 30 days of the post -construction inspection, an Affidavit of Stormwater Maintenance recognizing the responsibility of the property owner(s) to maintain the stormwater management improvements authorized to be constructed under this permit. The post -construction inspection was conducted on August 28, 2023. The affidavit will have to be notarized before submitting to the Register of Deeds Office. Your local banking institution might offer notary services. St. Croix County Administration office can also notarize. You can schedule an appointment with Amy Lessman at 715-381-4303. am typically available Monday through Friday from 8:OOam until 4:30pm if you have any questions. It is our goal to assist property owners with best land use practices for the environmental protection of St. Croix County. Thank you, 5 . fad s L,� Stephanie Haumschild Land Use and Conservation Planning Tech I Stephanie Haumschild (715) 386-4684 stephanie.haumschild@sccwi.gov Jake Dale Jake.dale@sccwi.gov (715)-386-4684 1 Y � � 71k •' � s � I ' I 4. d ' �' s •nn.. �A�•N9.��., .{r, ��In�f.P., 'YiI w . e v lad °°` ' .. �' a Y" � •vr '� IA � •, P� I. ' 3 d ��.. • �"N � '�'� �AIY.� °e 9C 4'�yr 1 .MW �• Y 1 .u� 1 i TM �, vy.. s r rq ➢ d 1 s� 1 r. u° Y. Y el LO rk 6t u , •A g y� �I w a a V, u a Y Y• 1 �� AYw YID wir 1 88 W w � P f v �1 Y 1 Y � � • V A m yyyy v 4 w ' A Y Y y I i r k 1 r P- x u� N A „ I 1 1 A � A 1 � ' r d �I. • 1 I � t u!w • I a � r I � �" • t � r y y � • .. 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"�; � rr "- e t - I F y.um . ..M �Ie � � f°- �'� �.,vk v y y... �° � � "' � r ro x _ s _ e Matthew Traynor From: Zach Fagan <ZFagan@authconsulting.com> Sent: Monday, May 8, 2023 3:22 PM To: Mike Wozniak Cc: Accola, Joshua; Mark Brown; Doug Zahler Subject: RE: Mark Brown Property - Revised Storm Water/Erosion Control Plan - 2348 Delong Road Attachments: Brown -Plan Set(05.08.2023)-1 lxl7.pdf; Brown-Stormwater Summary(05.08.2023).pdf Hi Mike, Please see below for responses in red italics to comments #2 & #3. I've also attached the updated plans and storm water management summary which addresses those two comments in more detail. If there are any additional comments/questions, please let us know. Also, thanks for sending over the Board of Adjustments agenda packet. Both Mark and I are planning to attend. Thanks again! Zachary P. Fagan, P.E. (WI, MN) zfagan@authconsulting.com Auth•Consulting & Associates - AC/a Planning, Eng.,,,,.-_rir,j, B.Aing Desigi. & Survcy„,g 2920 Enloe Street, Suite 101, Hudson WI 54016 Hudson Office: 715-381-5277 Corporate nffire: 715-232-8490 www.authconsulting.com S&N Land Surveying a Division of AC/a From: Mike Wozniak [mailto:Mike.Wozniak@sccwi.gov] Sent: Monday, May 8, 2023 7:52 AM To: Zach Fagan <ZFagan@authconsulting.com> Cc: Mark Brown <markbrown1021@gmail.com> Subject: Mark Brown Property - Revised Storm Water/Erosion Control Plan - 2348 Delong Road "EXTERNAL EXTERNAL EMAIL SOURCE Zach: received the following comments from Josh Accola with Stantec regarding the revised Storm Water/Erosion Control Plan for Mark Brown's property. 1. The updated plan in general looks great from an erosion control standpoint. Ditches will be matted and have ditch checks to prevent detachment and suspension of soil particles. Additionally, the bioretention facility is designed to nearly contain the 2 year event so most events will be treated by the biofiltration basin. 2. Another concern since I haven't seen anyone do it, is the 2" reducer and the 2" PVC pipe. The bioretention standard does call out a minimum of 6" for draintile (1004) and I know in MN, the MPCA recommends no less than 4" to avoid clogging potential. Therefore, even though it's not acting as drain tile, it is acting as the outlet and would recommend minimum 6" to be in line with DNR standards. The 2" reducer and 2" PVC pipe have been replaced with a 6" pvc pipe and 6" cap with a 2" orifice at the outlet. The pipe end can be removed with use of a Fernco coupling(or approved equal) to facilitate maintenance operations of the outlet. Please refer to Sheet C3.1-Details. 3. My only other concern is there are no borings available for the property so therefore they assumed a rate of 0.5in/hr for infiltration which corresponds to a sandy loam. However, some of the soils are silt loams and loams which have rates of 0.13in/hr and 0.24in/hr respectively. I would recommend using a maximum of 0.24in/hr to be conservative as silt loams only are present at the north end of the site. HydroCAD modeling was adjusted to show 0.24in/hr for infiltration. Please refer to updated Storm Water Management Summary. Consider Comments #2 and #3 and respond back to me. Also, the link below is for the May 10, 2023, Board of Adjustment Meeting Packet. You can see a copy of our Staff Report for Mark's Variance requests. Our staff recommendation is that the Board of Adjustment approve both variance requests. Agenda - Wednesday, May 10, 2023 (igm2.com) Hopefully things will go well with the Board of Adjustment on Wednesday and I can also issue the Land Use Permit this weekend. Mike Wozniak I Community Development - Land Use Administrator I i u i Carmicnael Rd Hudson WI 54016 T: 715-381-4409 1 C: 715-377-2832 Mike.Wozniak@sccwi.gov T. 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Y rk. t " I II r 7777111� -I �i y � m Matthew Traynor From: Mike Wozniak Sent: Tuesday, August 29, 2023 9:29 AM To: Mark Brown Cc: Jason Kjeseth Subject: Final Inspection for Land Use Permit (LUP-2023-011) - 2348 Delong Road - Town of Somerset Attachments: Sample SE Stormwater Maintenance Affidavit.doc Mark: stopped by your property yesterday to conduct a final post construction inspection as required as a condition of your Land Use Permit. Primarily I was looking to see that vegetation was at least 70% established on areas that were disturbed. The vegetation looks good. I did notice that it appears that your plan was not followed exactly. I did not see the berm proposed for the north side of the sanitary system area or the diversion berm on the south side of the sanitary system area. That said, I do not have a problem with the work that was performed and find it satisfactory. There is enough grade over your sanitary system that any runoff should drain right over it towards the biofiltration basin at the base of the driveway. There is one more thing you must do to satisfy the conditions of the Land Use Permit. Condition #9 requires that "The Applicant/Property Owner(s) shall file with the Register of Deeds Office within 30 days of the pos construction inspection, an Affidavit of Stormwater Maintenance recognizing the responsibility of the property owner(s) to maintain the Stormwater management improvements authorized to constructed under this permit." I have attached a copy of a template we provide for the Affidavit. You can fill out the template with your specific property information, sign it in the presence of a Notary and file it with the Register of Deeds. would appreciate if you could provide me with a copy of the Affidavit once it is filed for our Land Use Permit record to so we can close our file. Because of the steep grade of your driveway, I expect you may have to regularly deal with some erosion when bigger rain events occur. You will need to make sure you clean up any runoff of gravel or sediment onto Delong Road. This will be more of an of an issue between you and the Town of Somerset, rather than the County. Also, I would advise you to make sure you keep the culvert underneath your driveway from filling with sediment. If it becomes clogged with sediment the runoff from the ditch may overflow your driveway and cause some issues for you. Let me know if you have any questions. Mike Wozniak I Community Development -Land Use Administrator 1101 Carmichael Rd Hudson WI 54016 T: 715-381-4409 Mike.Wozniak@sccwi.gov �I1_fr NTY