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CAS-34_CHANHASSEN 7 & 41 RETAIL CENTERDo not record Conditional Use Permit 04-34 to allow two buildings on a single lot. It has been superseded by Subdivision Planning Case 05-13. Site Plan 04-34 still needs to be recorded. Questions: See Sharmeen WE Q m D Z V) XRM -1 > -0 Z M O X v� rC >4 STATE HIGHWAY N 0. 7 (PUBLIC RIGHT OF WAY) BITUMINOUS !r- S'ly ROW LINE OF 1 STATE HWY.NO. 7 '1 N 87'42'57" E 313.87 I I I -- ---SBL-- L: trro > '9 P. LO_ W r PO T lF]DIZFTOR-P2LVE-' LJ II ,IALJI WALL l It 00 11 I LIJ N Z�- li T T 11 I - t- I ---- 67=9 - I r j l N 11 S Ln710 M 10I `---SBL--- 71 'C — 0 EAS H N � 1 NORTHEASTERLY LINE OF I \ LOT 3, BLOCK i, REEDS ORCHARD RIDGE \ 1 BIT141NOUS e WALL '�, BITUMINOUS RIGHT OF ACCESS TO HWY NO. 7 -- NORTHEAST CORNER OF LOT 1 SBL— — — — SBL— — 31TUMINOUS ®DRAINAGE AND UTILIT EASEMENT PER PL / 6 ,. C S!/ OAD — 75.71 R=10.00 N 89'42'38" W 6.00 N I V N Y II i I a 0 I I I _-- A =90'00'00" A --; 47.12 R=30.00 W wl �j B�TUMINOUS\— I 13 ENT FOR ROADWy(AND I 1 _ sA- _ — / J J — r r9 O in .yam — Y Y rn 0 /F f!o.7j i•>:•:•;)k.:?!:;.:'ti; jOO�OiP}4`9) E X 4 DRAINAGE AND UTILITY _ EASEMENT PER PLAT / 1 i 75 BITUMINOUS I sig WALL t�1O 25.00 FOOT TRAIL EASEMENT _ i // — PER DOC. N0. 101948 i E/ I / —SBL----SBL---SBL NT IAGRMENT PER DOC. NO. 113589 I o 1 \ \ B C S v' / �\\ / ✓ A MF EST 222.93 -\ -oust \ ® DRAINAGE AND UTIUT_I '\ /' 8.7 8 \ EASEMENT PER PLAT WALL" `3$ • h\WALL-' 1 2Do I Ag w ~c SURVEY PERFORMED BY: HARRY S. JOHNSON CO. INC. LAND SURVEYORS & CONSULTANTS 9063 Lyndale Avenue South Bloomington, Mn. 55420 (952) 884-5341 (952) 884-5344 Fax Email: tom®hsjsurveyors.com Web: www.hsjsurveyors.com N I� --------- I \ I i f I BITUMINOUI3 30 - �— IoN\m I IUI ¢� a I IOU Tp) Z O£ < \ I ILr) t 1 pI a C3 I G O� Q � of 3 9 0 O O <WII u z' OL) G \ 0 0 U.1 1* I -1 Z Q m 1 0 �v I I F , '0 611lDING SIGN -n I (.9 `RSI Im F a i g�� �— ®I 1 `CN nE F I 1� i A =2°23'54 I I 1 8162789.79 —SBL--�SBL__i I10 / / esu J / 3 e = 0 I I 84'36'58"W141.22--- E 1 75 in 0 Z M W NOTES CORRESPONDING TO SCHEDULE B: Utility and drainage easement(s) as shown on the recorded plat of Seven Forty One Crossing. (AS SHOWN ON SURVEY) �o/ Terms, conditions, provisions and easements contained in that certain Operation and asement Agreement dated December 5, 1997, filed November 5, 1998, as Document No. 220591, as amended and restated by Amended and Restated Operation and Easement Agreement, dated June 1, 1999, filed June 15, 1999, as Document No. 251431. (AS SHOWN ON SURVEY) © Right of access to Sate Trunk Highway No. 7 was acquired by the State of Minnesota as evidenced by instrument filed in Book L of Miscellaneous, page 547. Said right of access was partially released and limited by the State of Minnesota in Deed dated October 24, 1988, filed December 12, 1988, as Document No. 101807. S'ly ROW & ACCESS TO HWY. NO. 7 SHOWN 7. Right to construct and maintain temporary snow fences over lands adjacent to State Trunk Highway tio.7, acquired by the State of Minnesota, as evidenced by Final Certificate recorded in Book L of Miscellaneous, page 547. NOTHING TO GRAPHICALLY SHOW lel. Limitation of right of access from the premises to State Trunk Highway No. 41. Said ght was limited by the State of Minnesota as evidenced by Book M of Miscellaneous, page 273. W'ly ROW & ACCESS TO HWY. NO. 41 SHOWN 9. Right to construct and maintain temporary snow fences over lands adjacent to State Trunk Highway No. 41, acquired by the State of Minnesota, as evidenced by Final Certificate recorded in Book M of Miscellaneous, page 273. NOTHING TO GRAPHICALLY SHOW Par i Terms, conditions, provisions and easements contained in that certain Easement greement dated December 29, 1988, filed January 9, 1989, as Document No. 102509. AS SHOWN ON SURVEY 11 Easement for trail purposes over part of the premises together with incidental rights ranted to the City of Chanhassen, as evidenced by instrument dated December 13, 1988, flied December 16, 1988, as Document No. 101948. AS SHOWN ON SURVEY n2 Easement for right-of-way for public roadway purposes over part of the premises V15gether with incidental rights granted to the City of Chanhassen, as evidenced by instrument dated April 4, 1990, filed April 10, 1990, as Document No. 113589. AS SHOWN ON SURVEY P1 Easement for public roadway and utility purposes over part of the premises together with ncldental rights granted to the City of Chanhassen, as evidenced by instrument dated August 4, 2000, filed August 17, 2000, as Document No. 273869. AS SHOWN ON SURVEY 14. Terms and conditions of that certain City of Chanhassen Site Plan Permit No. 97-4 dated August 24, 1998, filed March 28, 2000, as Document 266664. NOTHING TO GRAPHICALLY SHOW 15. Resolutions by the City Council of the City of Chanhassen regarding Conditional Use Permits filed as Document Nos. 114477, 119762, 123313, 238447 and 240392. NOTHING TO GRAPHICALLY SHOW STATEMENT OF ENCROACHMENTS: There are no visible above ground encroachments. LEGEND I Property Monument ;,•. Concrete 9'42'38' E 1202.39 �\ �' — — —�� Underground Telephone o w— Water Gas --u--o— —w Overhead Electric — — Sanitary Sewer — — — R, — —saL z - Electric Meter E Electric Box DI Electric Manhole f S ER OC. NO. 273869--< t o Hydrant 0 Power Pole 0 L----SBL WE LINE OF EAST - - Q-55.0 - I n Light Pole m _ 55. FEET OF LOT 2 I My I Z Water Manhole ® Sanitary Manhole 0 Storm Manhole I AE �1 o 110 I SOUTH LI OF NORTH c0 30.00IFEE OF LOT 2 _J G I o BITUMINOUS I sig WALL t�1O 25.00 FOOT TRAIL EASEMENT _ i // — PER DOC. N0. 101948 i E/ I / —SBL----SBL---SBL NT IAGRMENT PER DOC. NO. 113589 I o 1 \ \ B C S v' / �\\ / ✓ A MF EST 222.93 -\ -oust \ ® DRAINAGE AND UTIUT_I '\ /' 8.7 8 \ EASEMENT PER PLAT WALL" `3$ • h\WALL-' 1 2Do I Ag w ~c SURVEY PERFORMED BY: HARRY S. JOHNSON CO. INC. LAND SURVEYORS & CONSULTANTS 9063 Lyndale Avenue South Bloomington, Mn. 55420 (952) 884-5341 (952) 884-5344 Fax Email: tom®hsjsurveyors.com Web: www.hsjsurveyors.com N I� --------- I \ I i f I BITUMINOUI3 30 - �— IoN\m I IUI ¢� a I IOU Tp) Z O£ < \ I ILr) t 1 pI a C3 I G O� Q � of 3 9 0 O O <WII u z' OL) G \ 0 0 U.1 1* I -1 Z Q m 1 0 �v I I F , '0 611lDING SIGN -n I (.9 `RSI Im F a i g�� �— ®I 1 `CN nE F I 1� i A =2°23'54 I I 1 8162789.79 —SBL--�SBL__i I10 / / esu J / 3 e = 0 I I 84'36'58"W141.22--- E 1 75 in 0 Z M W NOTES CORRESPONDING TO SCHEDULE B: Utility and drainage easement(s) as shown on the recorded plat of Seven Forty One Crossing. (AS SHOWN ON SURVEY) �o/ Terms, conditions, provisions and easements contained in that certain Operation and asement Agreement dated December 5, 1997, filed November 5, 1998, as Document No. 220591, as amended and restated by Amended and Restated Operation and Easement Agreement, dated June 1, 1999, filed June 15, 1999, as Document No. 251431. (AS SHOWN ON SURVEY) © Right of access to Sate Trunk Highway No. 7 was acquired by the State of Minnesota as evidenced by instrument filed in Book L of Miscellaneous, page 547. Said right of access was partially released and limited by the State of Minnesota in Deed dated October 24, 1988, filed December 12, 1988, as Document No. 101807. S'ly ROW & ACCESS TO HWY. NO. 7 SHOWN 7. Right to construct and maintain temporary snow fences over lands adjacent to State Trunk Highway tio.7, acquired by the State of Minnesota, as evidenced by Final Certificate recorded in Book L of Miscellaneous, page 547. NOTHING TO GRAPHICALLY SHOW lel. Limitation of right of access from the premises to State Trunk Highway No. 41. Said ght was limited by the State of Minnesota as evidenced by Book M of Miscellaneous, page 273. W'ly ROW & ACCESS TO HWY. NO. 41 SHOWN 9. Right to construct and maintain temporary snow fences over lands adjacent to State Trunk Highway No. 41, acquired by the State of Minnesota, as evidenced by Final Certificate recorded in Book M of Miscellaneous, page 273. NOTHING TO GRAPHICALLY SHOW Par i Terms, conditions, provisions and easements contained in that certain Easement greement dated December 29, 1988, filed January 9, 1989, as Document No. 102509. AS SHOWN ON SURVEY 11 Easement for trail purposes over part of the premises together with incidental rights ranted to the City of Chanhassen, as evidenced by instrument dated December 13, 1988, flied December 16, 1988, as Document No. 101948. AS SHOWN ON SURVEY n2 Easement for right-of-way for public roadway purposes over part of the premises V15gether with incidental rights granted to the City of Chanhassen, as evidenced by instrument dated April 4, 1990, filed April 10, 1990, as Document No. 113589. AS SHOWN ON SURVEY P1 Easement for public roadway and utility purposes over part of the premises together with ncldental rights granted to the City of Chanhassen, as evidenced by instrument dated August 4, 2000, filed August 17, 2000, as Document No. 273869. AS SHOWN ON SURVEY 14. Terms and conditions of that certain City of Chanhassen Site Plan Permit No. 97-4 dated August 24, 1998, filed March 28, 2000, as Document 266664. NOTHING TO GRAPHICALLY SHOW 15. Resolutions by the City Council of the City of Chanhassen regarding Conditional Use Permits filed as Document Nos. 114477, 119762, 123313, 238447 and 240392. NOTHING TO GRAPHICALLY SHOW STATEMENT OF ENCROACHMENTS: There are no visible above ground encroachments. CAD File: 20D4245.DWG Path: .t /2004245/1)WG/ VICINITY MAP SITE NOT TO SCALE(:1V LEGAL DESCRIPTION Parcel 1: Lot 1, Block 1, SEVEN FORTY ONE CROSSING, according to the recorded plat thereof, and is situated in Carver County, Minnesota. Pcrcel 2: Lot 2, Block 1, SEVEN FORTY ONE CROSSING, according to the recorded plat thereof, and is situated in Carver County, Minnesota. Pcrcel 3: Together with the appurtenant easements contained in that certain Operation and Easement Agreement dated December 5, 1997, filed January 5, 1998, as Document No. 220591, as amended and restated by that certain Amended and Restated Operation and Easement Agreement dated June 1, 1999, filed June 15, 1999, as Document No. 251431. Abstract Property Ncte: This legal description has been taken from Old Republic National Title Insurance Company Commitment Number OR1022657—C dated April 22, 2004. GENERAL NOTES: 1. The bearing system used is based on the plat of SEVEN FORTY ONE CROSSING. 2. The location of the underground utilities shown hereon, if any, are approximate only. PURSUANT TO MSA 216D CONTACT GOPHER STATE ONE CALL AT (612) 454-0002 PRIOR TO ANY EXCAVATION. 3. Subject property is identified as being in "Zone C, Area of Minimal Flooding" on Flood Insurance Rate Map, Community -Panel No. 270051 0005 B, effective date July 2, 1979. 4. Zoning = Presently BN (Neighborhood Business) per City of Chanhassen. 5. Building and Parking Setback requirements per City of Chanhassen. Frcnt = 35 feet Rear = 30 feet Side = 15 feet 6. Site area = 281,972 square feet = 6.473 acres. 7. There are a total of 254 striped parking stalls on said property, of which there are 7 designated as handicap. 8. All field measurements matched recorded dimensions within the precision requirements of ALTA/ACSM specifications. 9. This survey was made on the ground and In accordance with the Minimum Standard Detail Requirements for Land Title Surveys as adopted by ALTA and ACSM. RRA TITLE SRR ALTAAC S M for. PBK INVESTMENTS SITE: 2401-2497 & 2499-2503 HIG CHANHASSEN, MINNESOTA OTY SSEN RSCEIVED SEP 17 2004 CERTIFICATION CHpN)OMN PLANNING DEPT I hereby certify to Charter One Bank, to Chicago Title Insurance Company, to Thrivent Financial for Lutherans, to 7 & 41 LLC, a Minnesota limited liability company, to 7 & 41 Crossings Center Limited Partnership, a Minnesota limited partnership and to their successors and assigns, that I have surveyed, on the ground, the property legally des,;ribed hereon; that this plat of survey is a true, correct and accurate drawing and representation of said property and of the size, location, exterior dimensions and bcuidarles thereof; that the street addresses, locations and dimensions of buildings, and the locations of all parking areas, of any other improvements upon said property, of ell fences thereon, of all recorded and/or visible easements, of all streets, roads, utility lines (to their points of connection with the public systems) and rights-of-way which affect, benefit or burden said property, and of all building setback lines which affect said property are correctly and accurately shown hereon; that there are not discrepancies, conflicts, gaps, boundary disputes, shortages in area, encroachments of Improvements over boundary lines from or onto said property or upon easements, overlapping of Improvements, visible easements, overlapping of easements, road, alleys, rights-of-way or building setback lines which affect said property, except as shown hereon; that there are not fences, light posts or other Improvements appurtenant to said property which located within the boundary lines of adjoining properties, except as shown hereon; that the legal description of said property which Is located in a flood plain or In any other flood hazard or flood danger area, as designated by applicable governmental authorities, Is shown and identified as such hereon. Dated this 25 Day of May, 2004. Thomas E. Hodorff, L.S. Minn. Reg No. 23677 Rewele� rEV:61 /aq p'22 n hktw Page n L PER q L TTaRNEy CVMENTS Sheet No. Book 5g5 1 0 F CAD \\ w n Number _ . I NO 1�6 e 0 U Y 7 z� Oz V l_J00 v / J 00 00 T Z Lo TZ � o °' 00 X LaL. Q f -- O e U�z1 0Z I Li >_ � � z I (�/� O� LL (n U' 0) Z_ 1E UJ Qzpo T: —M _ a_ k] LEGEND • Property Monument ;,•. Concrete Concrete Curb — — —�� Underground Telephone —w w w— Water Gas --u--o— —w Overhead Electric --v< Sanitary Sewer — — — —��— Storm Sewer — —saL Building Setback Line O Electric Meter E Electric Box 0 Electric Manhole ® Water Manhole Hydrant 0 Power Pole 0 Gate Valve 0 Catchbasin 0 Catchbasin Light Pole ® Gas Meter Telephone Box ® Water Manhole ® Sanitary Manhole 0 Storm Manhole CAD File: 20D4245.DWG Path: .t /2004245/1)WG/ VICINITY MAP SITE NOT TO SCALE(:1V LEGAL DESCRIPTION Parcel 1: Lot 1, Block 1, SEVEN FORTY ONE CROSSING, according to the recorded plat thereof, and is situated in Carver County, Minnesota. Pcrcel 2: Lot 2, Block 1, SEVEN FORTY ONE CROSSING, according to the recorded plat thereof, and is situated in Carver County, Minnesota. Pcrcel 3: Together with the appurtenant easements contained in that certain Operation and Easement Agreement dated December 5, 1997, filed January 5, 1998, as Document No. 220591, as amended and restated by that certain Amended and Restated Operation and Easement Agreement dated June 1, 1999, filed June 15, 1999, as Document No. 251431. Abstract Property Ncte: This legal description has been taken from Old Republic National Title Insurance Company Commitment Number OR1022657—C dated April 22, 2004. GENERAL NOTES: 1. The bearing system used is based on the plat of SEVEN FORTY ONE CROSSING. 2. The location of the underground utilities shown hereon, if any, are approximate only. PURSUANT TO MSA 216D CONTACT GOPHER STATE ONE CALL AT (612) 454-0002 PRIOR TO ANY EXCAVATION. 3. Subject property is identified as being in "Zone C, Area of Minimal Flooding" on Flood Insurance Rate Map, Community -Panel No. 270051 0005 B, effective date July 2, 1979. 4. Zoning = Presently BN (Neighborhood Business) per City of Chanhassen. 5. Building and Parking Setback requirements per City of Chanhassen. Frcnt = 35 feet Rear = 30 feet Side = 15 feet 6. Site area = 281,972 square feet = 6.473 acres. 7. There are a total of 254 striped parking stalls on said property, of which there are 7 designated as handicap. 8. All field measurements matched recorded dimensions within the precision requirements of ALTA/ACSM specifications. 9. This survey was made on the ground and In accordance with the Minimum Standard Detail Requirements for Land Title Surveys as adopted by ALTA and ACSM. RRA TITLE SRR ALTAAC S M for. PBK INVESTMENTS SITE: 2401-2497 & 2499-2503 HIG CHANHASSEN, MINNESOTA OTY SSEN RSCEIVED SEP 17 2004 CERTIFICATION CHpN)OMN PLANNING DEPT I hereby certify to Charter One Bank, to Chicago Title Insurance Company, to Thrivent Financial for Lutherans, to 7 & 41 LLC, a Minnesota limited liability company, to 7 & 41 Crossings Center Limited Partnership, a Minnesota limited partnership and to their successors and assigns, that I have surveyed, on the ground, the property legally des,;ribed hereon; that this plat of survey is a true, correct and accurate drawing and representation of said property and of the size, location, exterior dimensions and bcuidarles thereof; that the street addresses, locations and dimensions of buildings, and the locations of all parking areas, of any other improvements upon said property, of ell fences thereon, of all recorded and/or visible easements, of all streets, roads, utility lines (to their points of connection with the public systems) and rights-of-way which affect, benefit or burden said property, and of all building setback lines which affect said property are correctly and accurately shown hereon; that there are not discrepancies, conflicts, gaps, boundary disputes, shortages in area, encroachments of Improvements over boundary lines from or onto said property or upon easements, overlapping of Improvements, visible easements, overlapping of easements, road, alleys, rights-of-way or building setback lines which affect said property, except as shown hereon; that there are not fences, light posts or other Improvements appurtenant to said property which located within the boundary lines of adjoining properties, except as shown hereon; that the legal description of said property which Is located in a flood plain or In any other flood hazard or flood danger area, as designated by applicable governmental authorities, Is shown and identified as such hereon. Dated this 25 Day of May, 2004. Thomas E. Hodorff, L.S. Minn. Reg No. 23677 Rewele� rEV:61 /aq p'22 n hktw Page n L PER q L TTaRNEy CVMENTS Sheet No. Book 5g5 1 0 F CAD \\ w n Number _ . I NO 1�6 e 0 U Y 7 z� Oz V l_J00 v / J 00 00 T Z Lo TZ � o °' 00 X LaL. Q f -- O e U�z1 0Z I Li >_ � � z I (�/� O� LL (n U' 0) Z_ 1E UJ Qzpo T: —M _ a_ k] STATE HIGHWAY N 0. (PUBLIC RIGHT OF WAY) Architectural Consortium, L.L.C. 2004 +K�NG ST LL SITE PLAN 1" = 401-01, 0 a Z 3 0 x c� a: Q U m a 0 z 33,818 SF TOTAL 243 TOTAL PARKING STALLS 7.18 / 1000 RATIO ARCHITECTURAL CONSORTIUM L.L.C. 901 North Third Street, Suite 220 612-436-4030 Minneapolis, MN 55401 Fax 612-692-9960 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Architect under the Ions of the State of Minnesota. Printed Name: Signature: Date: License x: CHANHASSEN 7&41 CHANHASSEN, MN SITE PLAN SCALE: 1" = 40'-0" PROJECT NUMBER: 04-1045-01 ISSUED DATE: 0?/09/04 DRAWN BY: SS CHECKED BY: KA A1.0 XX KEY PLAN 2 A3.1 3 1 A3.1 A3.1 4 N A3.1 T Architectural Consortium, LLC. 2004 PRE -FIN. MTL.T COPING ROCKFACE CMU, BRICK ANDD. ALUM.— WINDOW FRAME ROCKFACE CMU PRE -F COPIN ROCKF BRICK ANDD. WINDC ROCKF DECORATIVE'♦ CROWN 1201-0* BRICK SOLDIERS 11 1901 North Third Street, Suite 220 612-436-4030 Minneapolis, MN 55401 Fax 612-692-9960 - i. EAST ELEVATION 1 /8" = 1 PRE -F COPIN, ROCKF BRICK ROCKF ROCKF NORTH ELEVATION = 1 EC -1 10 -8 EL 102-0` EL 100 -0 _ T.O.D. EL -7118'-0" PRE—FIN. MTL. COPING ROCKFACE CMi BRICK FRAME, PAINT WEST ELEVATION 1/8' = 1"-0 ROCKFACE CMU — EL 1100 -8'� EL 102-0' F.F.E. EL 100 -0 _ T.O.D. EL 1118'-0" f—EL1D2' 0 EL 100 -0 illmlim'6 MOM WINDOWANOD. AL EAST ELEVATION 1 /8" = 1 PRE -F COPIN, ROCKF BRICK ROCKF ROCKF NORTH ELEVATION = 1 EC -1 10 -8 EL 102-0` EL 100 -0 _ T.O.D. EL -7118'-0" PRE—FIN. MTL. COPING ROCKFACE CMi BRICK FRAME, PAINT WEST ELEVATION 1/8' = 1"-0 ROCKFACE CMU — EL 1100 -8'� EL 102-0' F.F.E. EL 100 -0 _ T.O.D. EL 1118'-0" f—EL1D2' 0 EL 100 -0 SOUTH ELEVATION 1/8- = 1 T.O.D. EL: 118'-0" EC -11 100 -8`�_ M. RAME 102-0` F.F.E. mk EL: 1 DO -0 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Architect under the laws of the State of Minnesota. Printed Name: 517ature: Date: License: CHANHASSEN 7&41 CHANHASSEN, MN ELEVATIONS SCALE: 1/8" =1'-0" PROJECT NUMBER: 04-1045-01 155UED DATE: 08/04/04 DRAWN BY: 55 CHECKED 5Y: KA A3.1 XXL illmlim'6 WINDOWANOD. AL SOUTH ELEVATION 1/8- = 1 T.O.D. EL: 118'-0" EC -11 100 -8`�_ M. RAME 102-0` F.F.E. mk EL: 1 DO -0 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Architect under the laws of the State of Minnesota. Printed Name: 517ature: Date: License: CHANHASSEN 7&41 CHANHASSEN, MN ELEVATIONS SCALE: 1/8" =1'-0" PROJECT NUMBER: 04-1045-01 155UED DATE: 08/04/04 DRAWN BY: 55 CHECKED 5Y: KA A3.1 XXL '4. 3 1 ST. S. CB TOP = 993.70 INV. = 986.20 PRESSURE TAP CONNECT TO EXISITNG 6" D.I.P. WATER. FIELD VERIFY LOCATION AND ELEVATION APPROXIMATE LOCATION OF EXISTING WATER FROM Ln AS -BUILT INFORMATION Ln 00 Ln CONNECT TO EXISTING ST. CB. ® 985.80. FIELD VERIFY LOCATION CONNECT TO EXI NEW MH. FIELD AND INV. go w it f �N INV. s �LDG. 987.92 06X �:' PROPOSED B ILDlmi- F.F.E. - 9 5.42 B w1m 0 s -R=30.00, 1 RIM=993.91 BITUMINOUS NW • : •vv o: V.=984.5 r*r• �� _t �� �• C a 1y •� �► Waal >t —� CD }" z � � � i01 CONNECT TO EXISTING SAN. S. WITH NEW MH. FIELD VERIFY LOCATION �/ ' p�• �' 2'7 \ AND INV. ,�j \►/ °� / F.F EL=995.45 tKcp D SAN. S. MH - -7, _ tK S ' 95 123.6 T �C�/,cyQ9:....:......... 4. c TOP = 994.80 - OU C7U INV. - 982.89 m g g �% \ r / .•....• . i � `j -WALL 8 GAS METERS -' \ 26 .... > i I ITUMINOUS 00g o, � 1 PA KI G TA LS i _C.B. __-__/ '� 6 EXISTING STORMWATEF{=POND m R I M 9 9 3.48 '�5 1 , g" s, / 8" 18„ �>x� �9gS 100 -YR HWL = s7o.�s N I P V. = 9 7 2.2 % I` -6•� '`fi 63 m S I V.-972.0 \ - t r� 0 9 3 ;'�` \9 3s 9S S -,— �98�,8 89 = ;r 9 --9 .11 —92 9S ,-C6 8 - �--990 99 �Bp85 Nz 981.6k� 89 98 9996986--- _S8 —sBL� 8- -_-3984- 985-,_, F ---_ ~c X977 —97_ 8 979--�9�8Q �- o 8 �\ � \\/j� CSS M N 9 � OUS --- _ tK- SEE SHEET C2 FOR ADDITIONAL (b� ,' �c� 9 -973 g72 — � � 980 NOTES AND DETAILS ,' �" 1' r 91 0969'_ `� �\ ?�' / \ / TOP 974.50 S/CB / /gbl 96 �� `� 9 °� NORTHEASTERLY LINE OF \ / I� ��`\`�3 \� s\� \\ J �g X - LOT 3, BLOCK 1, REEDS _�' ' ��� �' SAN_ M. 9\ s�j\\�°'� ` `9A L RIDGE / G �\ N/- 963.53 - - _ �\� iO\ 2 \ \9 �\ \ \ I `9 \ c1\` 1, ORCHARD / 4. ` . , \ `���. onNn RIM 97 60 1.� \� �� _ \ , nGeWlAln•\\Co..,e.\.....in..i�\onnd\Ynd—R7d /`Lnnk.+e�un 7 L Lt\9nnd—nA-9i'.\ndR7APin Awn IAL nl IT. C1 YAFG'• aifanlnn• YGCF• NATIONWIDE NUMBER 1-888-258-0808 CALL BEFORE YOU DIG K E Y N O T E S 1Q- INSTALL SILTSACK INLET PROTECTION IA_ 20 0 20 40 SCALE IN FEET CONSULTING CIVIL ENGINEERS 4200 WEST OLD SHAKOPEE ROAD/SUITE 230 BLOOMINGTON, MINNESOTA 55437 (952) 881-3344 TELEPHONE (952) 881-1913 FAX www.sundedvil.com CHANHASSEN 7 & 41 RETAIL CHANHASSEN, MN DATE REVISION I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA Gerald M. Sunde DATE: 9/09/04 REG. NO.: 8734 INFORMATION: PROJECT NO.: 04-674 DRAWN BY: MWi CHECKED BY: BHM APPROVED BY: GMS SCALE: GRAPHIC DATE: 9/09/04 DESCRIPTION: GRADING, UTILITY, AND EROSION CONTROL PLAN SHEET NO: C1 1 of 2 G E N E R A L: 1. Comply with the work safety practices specified by the Occupational Safety and Health Administration (OSHA). Comply with all applicable local, state, and federal safety regulations. OSHA prohibits entry into "confined spaces," such as manholes and inlets (see 29 CFR Section 1910.146), without undertaking certain specific practices and procedures. Construction safety is solely the responsibility of the Contractor, who is also solely responsible for the means, methods, and sequencing of the construction operations. 2. Existing boundary, location, topographic, and utility information shown on this plan is from a field survey by Harry S. Johnson Company, Inc. dated August 16, 2004. 3, Refer to the architectural siteplan for site layout and dimensions, pavement sections and details, striping, and other site features. 4. Perform all utility work in accordance with State and City requirements. 5. Connect to existing sanitary sewer MH's by coredrilling. Connect to existing storm sewer MH's by either sawcutting or coredrilling. Use sows or drills that provide water to the blade. Meet all City standards and specifications for the the connection. Reconstruct inverts after installation. Use water stop gaskets in order to provide watertight seals when penetrating a structure wall with a pipe. Take measurements before beginning construction to ensure that service connections do not cut into maintenance access structure joints or pipe barrel joints. 6. Testing and Inspections: All plumbing installations, including water and sewer services, must be tested and inspected in accordance with the requirements of the Minnesota Plumbing Code (Minnesota Rules Chapter 4715). Coordinate testing and inspection with the State Health Department and the City Public Works Department. No drainage or plumbing work may be covered prior to completing the required tests and inspections. 7. Perform trench excavations for all utilities in accordance with the requirements of O.S.H.A. 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." (www.osho.gov) 8, The locations of existing utilities shown on this plan are from record information. The Engineer does not guarantee that all existing utilities are shown or, if shown, exist in the locations indicated on the plan. It is. the Contractors responsibility to ascertain the final vertical and horizontal location of all existing utilities (including water and sewer lines and appurtenances). Notify the Engineer of any discrepancies. 9. Contact utility companies for locations of all public and private utilities within the work area prior to beginning construction. Contact GOPHER STATE ONE CALL at #651-454-0002 in the metro area, or #1-800-252-1166 toll free for exact locations of existing utilities at least 48 working hours before beginning any construction in accordance with Minnesota Statute 216D. Obtain ticket number and meet with representatives of the various utilities at the site. Provide the Owner with the ticket number information. Gopher State One Call is a free service that locates municipal and utility company lines, but does not locate private utility lines. Use an independent locator service or other means in order to obtain locations of private utility lines including, but not limited to, underground electric cables, telephone, TV, and lawn sprinkler lines. 10. Pothole to verify the positions of existing underground facilities at a sufficient number of locations in order to assure that no conflict with the proposed work exists and that sufficient clearance is available. 11. Where existing gas, electric, cable, or telephone utilities conflict with the Work, coordinate the abandonment, relocation, offset, or support of the existing utilities with the appropriate local utility companies. Coordinate new gas meter and gas line installation, electric meter and electric service installation, cable service, and telephone service installation with the local utility companies. 12, Arrange for and secure suitable disposal areas off-site. Dispose of all excess soil, waste material, debris, and all materials not designated for salvage. Waste material and debris includes trees, stumps, pipe, concrete, asphaltic concrete, cans, or other waste material from the construction operations. Obtain the rights to any waste area for disposal of unsuitable or surplus material either shown or not shown on the plans. All work in disposing of such material shall be considered incidental to the work. All disposal must conform to applicable solid waste disposal permit reguabons. Obtain all necessary permits at no cost to the OWNER. 13. Straight line saw -cut existing bituminous or concrete surfacing at the perimeter of pavement removal areas. Use saws that provide water to the blade. Tack, and match all connections to existing bituminous pavement. 14. Relocate overhead power, telephone, and cable lines as required. 15. All materials required for this work shall be new material conforming to the requirements for class, kind, grade, size, quality, and other details specified herein or as shown on the Plans. Do not use recycled or salvaged aggregate, asphaltic pavement, crushed concrete, or scrap shingles. Unless otherwise indicated, the Contractor shall furnish all required materials. i6. Provide traffic control in accordance with local authorities and the Minnesota Manual on Uniform Traffic Control Devices (MMUTCD), including the EL2W Manual for Temoorory Traffic Control Zone Layouts dated January 2001. 17. Provide and maintain temporary drainage throughout construction until the permanent drainage system and structures are in place and operational. Install temporary ditches, piping, pumps, or other means as necessary in order to insure proper drainage at all times. Provide low points at budding pads or roadways with positive outfalls. 18. Protect sub grades from damage by surface water runoff. 19. Full design strength is not available in bituminous pavement areas until the final lift of asphalt is compacted into place. Protect pavement areas from overloading by delivery trucks, construction equipment, and other vehicles. 20. When sawing or drilling concrete or masonry, use saws that provide water to the blade. 21. Adjust all curb stops, valve boxes, maintenance hole castings, catchbosin castings, cleanout covers, and similar items to finished grade. 22. 2% maximum slope in all directions in handicapped accessible parking areas. 23. Install all pipe with the ASTM identification numbers on the top for inspection. Commence pipe laying at the lowest point in the proposed sewer line. Lay the pipe with the bell end or receiving groove end of the pipe pointing upgrade. When connecting to an existing pipe, uncover the existing pipe in order to allow any adjustments in the proposed line and grade before laying any pipe. 24. Obtain and pay for all permits, tests, inspections, etc. required by agencies that have jurisdiction over the project. Execute and inspect work in accordance with all local and state codes, rules, ordinances, or regulations pertaining to the particular type of work involved. S I T E G R A D I N G: 1. All proposed grades shown are finished grades. Finished grades at points between spot elevations or contours are determined by uniform slopes between the given grades. All proposed spot elevations shown at curblines are to bottom of curb (gutterline) unless otherwise indicated. 2, .At locations where new work connects to existing work, field verify existing elevations and grades prior to beginning the new work. Match existing grades at construction limits. 3. Remove oil unsuitable material (organic soils, uncontrolled Hill, debris, and natural or artificial obstructions) in the zone from 1 m (3.28 feet) below the finished subgrode to finished subgrade in the proposed pavement areas. 4. Compact backfill in all utility trenches to 95% Standard Proctor maximum dry density (ASTM D698-78 or AASHTO T-99) from the pipe zone to within 1 m (3.28 feet) below the finished subgrade, and 100% Standard Proctor maximum dry density in the final 1 m (3.28 feet). Provide density tests in backfills and Hills pieced beneath footings, slabs, and pavements, At least one compaction test is required for every 100 feet of trench at vertical intervals not exceeding one foot. 5. Compact all fill placed in pavement areas in accordance with MNDOT Standard Specification 2105.3.171 (Specified Density Method). Compact all fill placed under buildings in accordance with the recommendations of the Geotechnical Engineer. 6. Comply with the requirements of O.S.H.A. 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." (www.osho.gov) 7. Construct all proposed sideslopes with grades not exceeding 3:1 (3 horizontal to 1 vertical), unless otherwise indicated. 8. Provide positive drainage away from buildings at all times. 9. Test roll the building and pavement areas in the presence of the Geotechnical Engineer. Perform base preparation and test rolling prior to curb and gutter construction, placing of gravel base, sand/gravel sub -base, bituminous stabilized base, or plant mixed bituminous base on all street and pavement areas. Test roll the area between 300 mm (12 inches) outside of the back of the curbs on either side of the paved areas. Use a heavy pneumatic -tired roller, towed by suitable tractive equipment, with two wheels spaced not less than 1,800 mm (71 inches) apart (transversely center to center), tire size equal to 18x24 or 16x25 (18" wide) inflated to a pressure of 650 kPa (94 psi), and a gross mass of the roller not less than 13.5 metric tons (14.9 tons) and not more than 13.7 metric tons (15.1 tons). Test roll the above specified area in a manner such that each part of the area comes in contact with one of the tires at least once. Operate the heavy roller at a speed of not less than 4 km/h (2.5 mph) and not more than 8 km/h (5 mph). The subgrade shall be considered unstable if, at the time that the heavy roller passes over the subgrade, the surface shows yielding or rutting of more than 50 mm (2 inches), measured from the original surface to the bottom of the rut. Correct any soft spots or displacements which appear during the test rolling by scarifying, aerating or watering, and recompocting as required to obtain stability; or by excavating to solid material and backfilling with material suitable for base construction. Remove material such as vegetation, rubbish, large stones, peat, and wet clay. Retest the area after correction. 10. Perform soil correction procedures and compaction in accordance with the soils report. 11. Coordinate inspection and approval of all subgrades within the building and pavement areas with the Geotechnical Engineer. Coordinate inspection and approval of all fill materials prior to placement within the building and pavement areas with the Geotechnical Engineer. Use only uncontaminated fill material. 12. Conduct all grading operations in a manner that minimizes the potential for site erosion. 13. Grade the site to the finished elevations shown on the plan. Import embankment material, or remove and dispose of excess excavation material as required. Provide waste areas or disposal sites for excess material including, but not limited to, excavated material or broken concrete that is not desirable to be incorporated into the work involved on this project. 14. Structurally support exterior steps, stoops, and slabs at each entry into the building on frost -depth foundations bearing on footings at least 5 feet below final grade. Securely tie the foundation walls to the footings with steel reinforcing so that any frozen soil adhering to them does not heave them off of their footings. Place insulation along all sides of the vertical foundation walls in order to prevent adfreezing of the backfill to the walls. Provide at least 4 inches of void space between the bottoms of the step, stoop, or slab and the underlying soil in order to allow for soil heave. Dowl all abutting walkways into the stoops. 15. Tolerances. The completed subgrade under slabs and pavement areas shall be compacted, free from irregular surface changes, and fine -graded not more than 16 mm (0.05 feet) above or below the specified subgrade elevation. The completed subgrade in other areas shall be compacted, free from irregular surface changes, and fine -graded not more than 31 mm (0.10 feet) above or below the specified subgrode elevation. The completed top of topsoil shall be compacted, free from irregular surface changes, and fine -graded not more than 16 mm (0.05 feet) above or below the specified finished grade elevation. S I T E CLEARING 1. Perform all clearing and grubbing work in accordance with the provisions of MNDOT Standard Specification Section 2101, and the additional requirements contained herein. 2. Clearing is defined as the complete removal and disposal of all portions of natural and artificial objectionable materials, structures, trees, shrubs, bushes, windfalls, grass, sod, and other vegetation in the designated areas that exist above ground except stumps. Grubbing is defined as the excavation, removal, and disposal of all portions of natural and artificial objectionable materials, structures, trees, shrubs, bushes, windfalls, and other vegetation that exist below ground including stumps. 3. Clear and grub the construction area in advance of the grading operation. 4. Building Areas: Completely remove all stumps, roots 40 mm (1.5 inches) in diameter or larger, buried logs, and all other objectionable material occurring within the lines of the new building and to horizontal distance of 4.5 m (15 feet) beyond the building walls. 5. Other Areas: Grub all stumps, roots 40 mm (1.5 inches) in diameter or larger, buried logs, and all other objectionable material occurring within the grading limits to a depth of not less than 1 m (3.28 feet) below the existing ground surface or subgrade excavation, whichever is deeper. 6. Backfill and compact all depressions resulting from the clearing and grubbing operation with suitable material in order to make the surface conform to the original adjacent surface of the ground. 7. After the site has been cleared and prior to any cutting or filling operations, strip all topsoil and organic soils from areas to be built upon, paved, or where grades are to be changed more than 152 mm (6 inches). Strip the existing topsoil to whatever depths encountered. Prevent intermingling with underlying subsoil, or other objectionable material. Remove heavy growths of grass from areas before stripping. Where trees are to be left standing, stop topsoil stripping a sufficient distance away from the trees in order to prevent damage to the main root system. B. Stockpile soil to be re -used in an area clear of the new construction. Remove excess soil from the site. 9. Construct stockpiles in a manner that wilt freely droin surface water. Maintain soil stockpiles free from debris and trash. Do not obstruct site drainage. Do not exceed a stockpile depth of 8 feet. 10. Keep the soil stockpile damp in order to prevent drying and dust. S A N I T A R Y S E W E R: 1. Ptoe: Use solid -core, Schedule 40, ASTM D2665 Poly(Vinyl Chloride) (PVC) Plastic Pipe for designated PVC sanitary sewers 6 inches in diameter or less. Use solid -core, SDR -35, ASTM D3034 PSM Poly(Vinyl Chloride) (PVC) Pipe for designated PVC sanitary sewers 8 inches to 15 inches in diameter. Use solid -core, SDR -35, ASTM F679 Poly(Vinyl Chloride) (PVC) pipe for designated PVC sanitary sewers 18 inches to 27 inches in diameter. Joints for all sanitary sewer mains shall have push -on joints with elastomeric gaskets. Use of solvent cement joints is allowed for building services. Solvent cement joints in PVC pipe must include use of a primer which is of contrasting color to the pipe and cement in accordance with Minnesota Rules, part 4715.0810, subpart 2. Pipe with solvent cement joints shall be joined with PVC cement conforming to ASTM D2564. Install PVC pipe on a granular bed in accordance with ASTM D2321. 2. Testing: Pressure test all sanitary sewer lines in accordance with the Minnesota Rules part 4715.2820. Test all flexible sanitary sewer lines for deflection after the sewer line has been installed and backfill has been in place for at least 30 days. No pipe shall exceed a deflection of 5%. If the test fails, make necessary repairs and retest. 3. Unless otherwise indicated, use reinforced, precast, concrete maintenance holes conforming to ASTM C478, furnished with precast bases. Sanitary sewer maintenance holes shall be supplied with pre -formed inverts and flexible neoprene sleeve connections for all lateral lines 375 mm (15 inches) in diameter or less, unless otherwise indicated. Joints for oil precast maintenance hole sections shall have confined, rubber "O" -ring gaskets in accordance with ASTM C923. The inside barrel diameter shall not be less than 48 inches. 4. Install flexible watertight frame/chimney seats on all sanitary sewer maintenance holes. Use either Manufactured Maintenance Hole Frame/Chimney Seals or Elostomeric Waterproofing Frame/Chimney Seals. 5. Use Neenah Foundry Co. R-1642 casting with self-sealing, solid, type B lid, or approved equal, on all sanitary sewer maintenance holes. Covers shall bear the "Sanitary Sewer" label. S T O R M D R A I N A G E: 1. Unless otherwise indicated, use reinforced, precast, concrete maintenance holes and catchbasins conforming to ASTM C478, furnished with water stop rubber gaskets and precast bases. Joints for all precast maintenance hole sections shall have confined, rubber "O" -ring gaskets in accordance with ASTM C923. The inside barrel diameter shall not be less than 48 inches. 2, EYQ: Use solid -core, Schedule 40, ASTM D2665 Poly(Vinyl Chloride) (PVC) Plastic Pipe for designated PVC storm sewers 6 inches in diameter or less. Use solid -core, SDR -35, ASTM D3034 PSM Poly(Vinyl Chloride) (PVC) Pipe for designated PVC storm sewer 8 inches to 15 inches in diameter. Use solid -core, SDR -35, ASTM F679 Poly(Vinyl Chloride) (PVC) pipe for designated PVC storm sewers 18 inches to 27 inches in diameter. Joints for all storm sewer mains shall have push -on joints with elastomeric gaskets. Use of solvent cement joints is allowed for building services. Solvent cement joints in PVC pipe must include use of a primer which is of contrasting color to the pipe and cement in accordance with Minnesota Rules, part 4715.0810, subpart 2. Pipe with solvent cement joints shall be joined with PVC cement conforming to ASTM D2564, Install PVC pipe on o granular bed in accordance with ASTM D2321. 3. @QP: Reinforced concrete pipe (RCP) and fittings shall conform to ASTM C76, Design C, with circular reinforcing for the class of pipe specified. Use Class IV RCP for pipes 21" and larger. Use Class V RCP for pipes 18" and smaller. Joints shall be Bureau of Reclamation type R-4, with confined rubber "0" -ring gaskets in accordance with ASTM C361. 4, Testing: Test all portions of storm sewer that are within 10 feet of buildings, within 10 feet of buried water, lines, within 50 feet of water wells, or that pass through soil or water identified as being contaminated in accordance with the Minnesota Rules part 4715.2820. Test all flexible storm sewer lines for deflection after the sewer line has been installed and backfill has been in place for at least 30 days. No pipe shall exceed a deflection of 5%. If the test fails, make necessary repairs and retest. 5. Use a Neenah R-1733 frame with Type "C" radial grate, or approved equal, on CB jj3. 6. Use Neenah Foundry Co. R-1642 casting with self-sealing, solid, type B lid, or approved equal, on all storm sewer maintenance holes. Covers shall bear the "Storm Sewer" label. W A T E R D I S T 1 8 U T I 0 N SYSTEM 1. Separation of Water and Sewer: Construct sewer and water services in accordance with Minnesota Rules, part 4715.1710, subpart 2. Provide a minimum horizontal separation of 10 feet between all water and sewer lines. Provide a minimum separation of 18 inches at all water line and sewer line crossings. 2 Watermain Death: Maintain 7.5 feet of cover over the top of the water lines to the finished grade. Verify elevation of proposed and existing water lines at all utility crossings. Install the water lines at greater depths in order to clear storm sewers, sanitary sewers, or other utilities as required. Include costs to lower water lines in the base bid. 3. Disinfection: Disinfect all completed watermains in accordance with AWWA Standard C651. If the tablet or continuous feed methods are used, disinfect using with water that contains at least 50 ppm of available chlorine in accordance with Minnesota Rules, part 4715.2250. Retain the treated water in the pipeline for at least 24 hours. Measure the chlorine residual at the end of the 24 hour period. The free chlorine residual smust be at least 10 mg/I measured at any point in the line. Measurement of the chlorine concentration at regular intervals shall be in accordance with Standard Methods, AWWA M-12, or using appropriate chlorine test kits. 4, Testing: Pressure test and perform bacteriological tests on all water lines under the supervision of the City Public Works Department. Notify the City at least 24 working hours prior to any testing. Pressurize the waterline to 1034 -kPa (150 -psi) gauge pressure (measured at the point of lowest elevation) by means of a pump connected to the pipe in a satisfactory manner. Maintain the test pressure for a minimum of 2 hours. Do not add water to the watermain in order to maintain the required pressure during the water main pressure testing. The test section of pipe is acceptable with a pressure drop of 14 kPa (2 psi) or less. 5. Use Class 52 Ductile Iron Pipe (DIP) with push -on joints for all wotermain. 6. Use only stainless steel bolts and nuts on all watermain fittings, valves, and hydrants. 7. Polyethylene encasement is required on all ductile iron pipe. 8. Use mechanical joint restraint devices for joint restraint on all watermain bends having a vertical or horizontal deflection of 22-1/2 degrees or greater, all valves, stubs, extensions, tees, crosses, plugs, all hydrant valves, and all hydrants in accordance with City requirements. Use "Series 1100 Megalug" manufactured by EBAA Iron Inc., Eastland, Texas, or approved equal, installed in accordance with manufacturers recommendations for restraint on Ductile Iron Pipe. 9. At all valve locations which require a 12" or smaller valve, install gate valves which are of the compression resilient seated (CRS) type. Use American Flow Control's Series 2500 Ductile Iron Resilient Wedge Gate Valve, or approved equal. Gate valves shall conform to AWWA C509. Install cost iron valve boxes conforming to ASTM A48 at each valve location. Valve boxes shall be the three-piece type with 5-1/4" shafts. Use Tyler 6860-G with No. 6 base, or equivalent. Valve boxes shall have at least 6" of adjustment above and below finished grade. Drop covers on valve boxes shall be round and bear the word "WATER" cast on the top. Use Tyler 6860-G "Stayput" covers with extended skirt, or equivalent. 10. Indicator posts shall be UL/ULC listed and FM approved. Use Mueller A-20801, or approved equal. Indicator posts shall be tapped for tamper switch Installation. Coordinate the tamper switch installation, wiring, and underground conduits with the electrician. Install a padlock on the post indicator and provide keys to the Owner. 11, Bring all site utilities to 5' outside of the building line with the exception of the water service. Extend water service into the building and install flange 1' above the finished floor. Coordinate building utility connection locations with the with the interior plumbing contractor prior to construction. T R S. DRAWING: \\Server\ Droiects\ 2004\ #04-674 Chanhassen 7 & 41\2004-08-26\04674C1O.dwo LAYOUT: C2 XREF: siteolan: XREF: survey S T O R M WATER P O L L U T1 O N P R E V E N T I O N: 1. Prior to beginning site clearing and grading, protect all storm sewer inlets that receive runoff from disturbed areas. In order to prevent sediment from entering the storm sewer system, seal all storm sewer inlets that are not needed for site drainage during construction. Protect all other storm sewer inlets by Installing silt socks or staked silt fence. Straw bales or fabric under the grates are not acceptable forms of inlet protection. Protect new storm sewer inlets as they are completed. Maintain storm sewer inlet protection in place until all sources with potential for discharging to the inlets are stabilized. 2. Clean the wheels of construction vehicles in order to remove soils before the vehicles leave the construction site. Wash vehicles only on on area stabilized with stone that drains into an approved sediment trapping device. Engine degreasing is prohibited. 3. Remove all soils and sediments tracked or otherwise deposited onto pavement areas, sidewalks, streets, and alleys. Removal shall be on a daily basis throughout the duration of the construction. Clean paved roadways by shoveling or wet -sweeping. Do not dry sweep. If necessary, scrape paved surfaces in order to loosen compacted sediment material prior to sweeping. Haul sediment material to a suitable disposal area. Street washing is allowed only after sediment has been removed by shoveling or sweeping. 4. Following initial soil disturbance or redisturbance, complete permanent or temporary stabilization against erosion due to rain, wind, and running water within 7 calendar days on all perimeter dikes, swoles, ditches, perimeter slopes, oil slopes greater than 3:1 (3 horizontal to 1 vertical), and embankments on ponds and basins. Complete permanent or temporary stabilization within 14 calendar days on all other disturbed or graded areas. This requirement does not apply to those areas that are currently being used for material storage or for those areas on which grading, site building, or other construction activities are actively underway. Provide temporary grass seed cover on all stacked topsoil piles, and other areas of stockpiled excavated material in order to prevent soil erosion and rapid runoff during the construction period. Prolonged periods of open, bare earth without gross cover will not be permitted. Stabilize all disturbed greenspace areas with a minimum of 4" topsoil immediately after final subgrade completion. Seed and mulch, or sod and stake these areas within 48 hours after completion of final grading work (weather permitting). Stabilize all disturbed areas to be paved using early application of gravel base. Stabilize the normal wetted perimeter of any temporary or permanent drainage ditch that conveys water from the construction site, or diverts water around the construction site, within 200 lineal feet from the property edge, or within 200 feet from the point of discharge to any surface water. Stabilize temporary or permanent drainage ditches within 24 hours of connecting to a surface water. Provide pipe outlets with temporary or permanent energy dissipation within 24 hours of connection to a surface water. 5. Water and maintain seeded or sodded areas on a timely day-to-day basis. In the event of a seeding failure, reseed and remulch the areas where the original seed has failed to grow and perform additional watering as necessary. Promptly replace all sod that dries out to the point where it is presumed dead, and all sod that has been damaged, displaced, weakened, or heavily infested with weeds. 6. Inspect all erosion and sediment control devices, stabilized areas, and Infiltration areas on a daily basis until lond-disturbing activity has ceased. Thereafter, inspect at least on a weekly basis until vegetative cover is established. Inspect all erosion and sediment control devices, stabilized areas, and infiltration areas within 24 hours after a rainfall event greater than 0.5 Inches in 24 hours. Remove accumulated sediment deposits from behind erosion and sediment control devices as needed. Do not allow sediment to accumulate to a depth of more than one-third of the height of the erosion and sediment control devices. Immediately replace deteriorated, damaged, rotted, or missing erosion control devices. Document inspections and dates of rainfall events. Maintain a written log of all inspection, maintenance, and repair activities related to erosion and sediment control facilities. 7. In areas to be temporarily seeded, use introduced seed mixture equivalent to MNDOT No. 250. Apply seed mixture at a rate of 78.4 kg per hectare (70 lbs per acre) in accordance with MNDOT Standard Spec. 2575. Incorporate a fertilizer (slow release type with 10 week residual) consisting of 23-0-30 (%N -P -K) into the soil at an application rote of 224 kg per hectare (200 Ibs per acre) by disking prior to seeding. 8. Establish introduced seed mix in accordance with MNDOT Standard Spec. 2575.3. 9, Comply with the requirements of MNDOT Standard Spec. Table 2575-2 for season of planting introduced seed mixtures. The appropriate dates for spring seeding are from April 1 through June 1. Fall seeding dates are from July 20 to September 20. After September 20, wait until October 20 to perform dormant seeding. Dormant seeding will only be allowed if the maximum soil temperature at a depth of 25 mm (1 inch) does not exceed 4.44 degrees C (40 degrees F) in order to prevent germination. 10. In areas to be permanently stabilized, landscape with decorative rock, plantings, and sod (refer to Landscape Plan for design and details). 11. in seeded areas, apply MNDOT Standard Spec. 3882 Type 1 mulch uniformly over the soil surface by hand or machine within 24 hours after seeding in accordance with MNDOT Standard Spec. 2575.3. Apply mulch at a rate of 4.5 metric tons per hectare (2 tons per acre). Immediately after placement, anchor all mulch material into the soil by crimping (straight disking) in a direction perpendicular to that of the overland storm water flow. Punch the mulch into the soil to a depth of 2 to 3 inches with a disk spacing of 8" or less. 12. If dewatering is required and sump pumps ore used, all pumped water must be discharged through on erosion control facility (temporary sedimentation basin, grit chamber, sand filter, upflow chamber, hydro -cyclone, swirl concentrator, or other appropriate facility) prior to leaving the construction site. Proper energy dissipation must be provided at the outlet of the pump system. 13. Install siltfence, or other effective sediment controls, around all temporary soil stockpiles. Locate soil or dirt stockpiles containing more than 10 cubic yards of material such that the downslope drainage length is no less than 8 m (25 feet) from the toe of the pile to a roadway or drainage channel. If remaining for more than seven days, stabilize the stockpiles by mulching, vegetative cover, tarps, or other means. Control erosion from all stockpiles by placing silt fence barriers around the piles. During street repair, cover construction soil or dirt stockpiles located closer than 8 m (25 feet) to a roadway or drainage channel with tarps, and protect storm sewer inlets with silt sacks or staked siltfence. 14. Maintain all temporary erosion and sediment control devices in place until the contributing drainage area has been stabilized (hard -surfaced areas paved and vegetation established in greenspace). Repair any rilling, gully formation, or washouts. After final establishment of permanent stabilization, remove all temporary synthetic, structural, and nonbiodegrodable erosion and sediment control devices and any accumulated sediments. Dispose -of off site. Restore permanent sedimentation basins to their design condition immediately following stabilization of the site. 15. Clean storm sewer catchbasins and other drainage facilities as required in order to maintain their effectiveness. 16. Properly dispose of all waste and unused building materials (including garbage debris, cleaning wastes, oil, gasoline, paint, wastewater, toxic materials, and hazardous materials) off-site. Do not allow waste and unused building materials to be carried by runoff into a receiving channel or storm sewer system. Properly store oil, gasoiline, paint, and other hazardous materials in order to prevent spots, leaks, or other discharge. Include secondary containment. Restrict access to storage areas in order to prevent vandalism. Storage and disposal of hazardous materials must be in compliance with MPCA regulations. 17. If concrete washouts occur on the site, prevent concrete washout water from entering storm drains and receiving waters. ACF ENVIRONMENTAL 2831 CARDWELL ROAD RICHMOND, VA 23234 800-445-3636 PHONE 804-271-3074 FAX RECTANGULAR 1 1,1 NOTES: 1. USE ACF ENVIRONMENTAL SILTSACK SEDIMENT CONTROL DEVICE, OR APPROVED EQUAL. 2. SILTSACK C_1YLF: REGULAR FLOW (40 GAL/MIN/SQ.FT.), AVERAGE WIDTH STRENGTH EQUAL TO 165.0 LBS./IN., ASTM D-4884. USE RECTANGULAR SILTSACK ON RECTANGULAR INLETS. USE ROUND SILTSACK ON ROUND INLETS. 3. INSTALL AND MAINTAIN SILTSACK IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. CATCHBASIN INLET PROTECTION CONSULTING CIVIL ENGINEERS 4200 WEST OLD SHAKOPEE ROAD/SUITE 230 BLOOMINGTON, MINNESOTA 55437 (952) 881-3344 TELEPHONE (952) 881-1913 FAX www.sundecivii.com C HAN HASSEN 7 & 41 ET AI AI L H S CHAN AS EN 1 MN DATE REVISION MINE 111111111111111 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. Gerald M. Sunde DATE: 9/09/04 REG. NO.: 8734 INFORMATION: PROJECT NO: 04-674 DRAWN BY: MWT CHECKED BY: BHM APPROVED BY: GMS SCALE: GRAPHIC DATE: 9/09/04 DESCRIPTION: NOTES, AND DETAILS SHEET NO: C2 2of2 NATIONWIDE NUMBER 1-888-258-0808 CALL BEFORE YOU DIG VARIEGATED DOGW OLORADO II I (_0 I c9 I � NORTHERN BLAZE ASH W 3 A 994 — - 99 I J SPRUCE VARIEGATED DOG N O R T H SCALE: 1" 20' 20 ,s 10 a 0 20 40 # T. . R. . S. PROVIDE 4" DEPTH SHREDDED BARK MULCH IN FOUNDATION PLANTING AREA, NO FILTER FABRIC s IV (31 EX. SPRUCE 1 0 RUC) CONDITION) TO BE R7 �1 17 ae7e " > Q0PROVIDE 4" DEPTH SHREDDED BARK MULCH IN \ e ' FOUNDATION PLANTING AREA, NO FILTER FABRIC EX, ASH TO BE REMOVED — — — — —.. , 22.0 x.16.0 /o \ l 2.7/ \ Oj I WALE n II 0 �9 11 I NORTHERN PRIDE NORTH SH _ a 10 1 HALCYON H _. .._.__ BEAN MULCH IN PERENNIAL PLANTING AREA, NO FILTER ABRIC 101HALCYON HO STA � PROVIDE 2" DEPTH COCOA BEAN MULCH IN PERENNIAL PLANTING AREA, NO FILTER ABRIIIC��� ORTHERN B \9 931� LO 991 NOTES: — CONTRACTOR SHALL. OBTAIN ALL NECESSARY PERMITS FOR PLANTING IN ANY/ ALL R.O.W. — LANDSCAPE CONTRACTOR SHALL VERIFY ALL UTILITIES WHICH MAY EFFECT HIS WORK. CONTACT GOPHER STATE ONE—CALL @ 651-454-0002 (METRO), 800-252-1166 (MN TOLL FREE) — LANDSCAPE CONTRACTOR SHALL COORDINATE HIS WORK WITH OTHERS AT SITE AND COMPLETE HIS WORK PER OWNERS CONSTRUCTION SCHEDULE. — ALL PLANT MATERIALS SHALL BE GUARANTEED ONE (11 FULL YEAR UPON TOTAL COMPLETION AND ACCEPTANCE BY OWNER, WITH ONE TIME REPLACEMENT AT APPROPRIATE TIME OR UPON REQUEST OF OWNER. — REPLACEMENT TOPSOIL SHALL BE CLEAN, FREE OF STONES, WEEDS, AND OTHER UNDESIRABLE DEBRIS. — PLANTING SOIL MIX (INCIDENTAL COST ITEM) 1, MIX 1 LB. 5-20-20 COMMERCIAL FERTILIZER PER CU, YD. TOPSOIL 2. THOROUGHLY MIX 1—PART SAND AND 1—PART PEAT MOSS WITH 5 -PARTS FERTILIZER AND TOP SOIL, — USE PLANTING SOIL AT ALL LOCATIONS PER DETAILS THIS SHEET. — LANDSCAPE CONTRACTOR SHALL VERIFY TOPSOIL DEPTH AND NOTIFY OWNER OF ANY DEFICIENCY. — SOD SHALL BE CULTURED WITH PREDOMINATELY KENTUCKY BLUEGRASS SEED OF RECENT DISEASE RESISTANT INTRODUCTIONS, NO GUARANTEE ON SOD EXCEPT ANY SOD NOT SATISFACTORY AT TIME OF COMPLETION INSPECTION SHALL BE PROMPTLY REPLACED PRIOR TO COMPLETION OF JOB. STAKE SOD ON SLOPES 3:1 AND GREATER. — EXISTING TREES, AS SHOWN ON THIS PLAN, SHALL BE PROTECTED DURING ALL PHASES OF CONSTRUCTION, STAKE HIGH VISIBILITY POLY FENCING AROUND EACH TREE AT DRIP LINE. REMOVE DAMAGED, DISFIGURED, AND DESEASED BRANCHES. PRUNE FOR HEALTHY GROWTH HABIT. — WHERE EXISTING CONCRETE/ ASPHALT AREAS ARE TO BE REPLACED WITH LANDSCAPING, PROVISIONS SHOULD BE TAKEN TO COORDINATE EXCAVATION OF SUBSOIL TO A DEPTH OF 2' WITH GRADING CONTRACTOR. REPLACE WITH COMPACTED TOPSOIL ALL AREAS TO BE LANDSCAPED AND SODDED SHALL BE GRADED SMOOTH AND EVEN. — LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR SODDING ALL AREAS WHICH ARE DISTURBED BY CONSTRUCTION INCLUDING ALL R,O.W, AND ADJACENT PROPERTIES. — LANDSCAPE CONTRACTOR TO INSTALL 'VALLEY VIEW', °BLACK DIAMOND" EDGING AROUND ALL PLANTING BEDS AS SHOWN ON THIS PLAN. — USE SHREDDED HARDWOOD BARK MULCH. INSTALL 4" DEPTH. NO FILTER FABRIC OR EDGING AROUND ALL TREES AND SHRUB BEDS. — GRAVEL MULCH SHALL BE 1"+ DIA. WASHED "RIVER ROCK". INSTALL 4" DEPTH WITH APPROVED WEED FABRIC BARRIER IF INDICATED ON THIS PLAN, — LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR IRRIGATION SYSTEM DESIGN AND INSTALLATION PER CITY LANDSCAPE SPECIFICATIONS, DESIGN SHALL BE APPROVED BY OWNER PRIOR TO INSTALLATION. IRRIGATION DESIGN SHOULD ENCOMPASS ALL LANDSCAPE AREAS WITH SOD AND/ OR PLANTINGS, FROM CURB TO CURB, R.O.W, LD BE IRRIGATED FROM SPRINKLER HEADS LOCATED WITHIN PROPERTY BOUNDARY, CARE SHOULD BE TAKEN IN VICINITY OF ALL WALKS AND DRIVES TO MINIMIZE OVER SPRAY. ALL SHRUB AND/OR PERENNIAL BEDS TO BE IRRIGATED WITH 'SOAKER' OR 'DRIP' STYLE IRRIGATION. COORDINATE INSTALLATION OF ALL PVC SLEEVE UNDER DRIVE AREAS WITH GENERAL CONTRACTOR. — LANDSCAPE CONTRACTOR SHALL CLEAN ALL PAVEMENT AREAS AFTER ALL LANDSCAPE INSTALLATION IS COMPLETE AND ACCEPTED BY OWNER. GENERAL RACTOR TO SWEEP PAVEMENT AREAS PRIOR TO TURN OVER TO OWNER. 993 PLANT MATERIAL QUANTITY SIZE ROOT COMMON NAME TYPE BOTANICAL NAME 2 3" CAL. ggg NORTHERN BLAZE ASH Froxinus americana 'Jeffnor' 3 T HT. ggg COLORADO GREEN SPRUCE Picea pungens APPROVED BY: SCALE: 11, =20'-0" 22 24" SPR POT NORTHERN PRIDE MICROBIOTA Microbioto decussate 'Northern Pride' 10 30" HT. POT VARIEGATED DOGWOOD Cornua alba 'Arg enteo-mar inata' 20 #1 POT HALCYON HOSTA Hoeta 'Halcyon' MISC. SOD, EDGING, PLANTING SOIL, GRAVEL MULCH, FILTER FABRIC DO NOT CUT MAIN LEADER, REMOVE DEAD AND BROKEN BRANCHES, MAINTAIN NATURAL TREE FORM. , DO NOT CUT MAIN LEADER ." REMOVE DEAD AND BROKEN BRANCHES STAKING 6 GUYING AS NEEDED' TREE WRAP - FALL PLANTING ONLY SET CROWN OF ROOT BALL V ABOVE EXISTING GRADE -4" DEPTH MULCH -FINISH GRADE — SUBGRADE TREE PLANTING DETAIL NOT TO SCALE 5� rA K - a s. I CONSULTING CIVIL ENGINEERS 4200 WEST OLD SHAKOPEE ROAD/SUITE 230 BLOOMINGTON, MINNESOTA 55437 (952) 881-3344 TELEPHONE (952) 881-1913 FAX www.sundecWil.com CHANHASSEN 7 & 41 R ETA L CHANHASSEN, MN 1����� o ❑ cno 00 m 0 .o 0 ❑❑ O o ❑ e n n SITE PLANNING LANDSCAPE ARCHITECTURE B 17810 Second Avenue North Plymouth Minnesota 55447 763.476.9573 tax 763.476.4939 DATE REVISION — I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED LANDSCAPE ARC.HrrECST UNDER THE LAWS OF THE STATE OF MINNESOTA. DATE: q/6I2,27t- REG.NO.: 19306 INFORMATION: PROJECT NO.: 0424 DRAWN BY: INSITES CHECKED BY: APPROVED BY: SCALE: 11, =20'-0" DATE: 09/09/04 DESCRIPTION: LANDSCAPE PLAN SHEET NO: L 1 of 08/03/2004 16:27 9528811913 SEI r C41UNJNv &�i , PAGE 01/02 0r !�y -µ -71TW Ki cross, "j -- -- Af 1t= 1111 fi-H+41 111 m L STATE HIGHWAY N0. 41 �.�.• s wn 7700 Market Blvd. P.O. Box 147 Chanhassen, MN 55317 General Phone: 952-227-1100 Administrative Fax: 952-227-1110 BldgQnspections Fax: 952-227-1190 Engineering Fax: 952-227-1170 Park/Recreation Fax: 952-227-1110 Planning Fax: 952-227-1110 Public Works Fax: 952-227-1310 Recreation Center Fax: 952-227-1404 Web Address: www.cichanhassen.mn.us Joe— FAX COVER SHEET Date: Company: Attention: Fax Number: Sent By: Phone: Direct Fax: August 10, 2004 Sunde Engineering Joe Galuzzi 881.1913 Lori Haak Q a 952.227.1135 952.227.1935 Sending 5 pages, including cover page. For your information. Please find the information you requested. Please review and call me. Attached please find the calculations for the storm water pond for 7-41 Retail and Reed's Orchard Ridge developments. I am sending 3 plan sheets via U.S. Mail that I believe will also be helpful. Contrary to our previous conversation, it appears that the storm water pond (as reconstructed with the Reed's Orchard Ridge Addition) may be large enough to accommodate the storm water from the new building your client is proposing. Please verify this and submit your calculations with your application. Feel free to contact the Assistant City Engineer Matt Saam at 952.227.1164 if you have questions or need additional information. cc: Matt Saam. Assistant City Engineer Jeremy Koehnen, Engineering Intem If you do not receive all pages, or are experiencing other problems in transmission, please call Lori at the number listed. R,ehder & Associates, Inc. CIVIL ENGINEERS & LAND SURVEYORS November 21, 1990 Mr. Ron Quanbec J. M. M. 545 Indian Mound Wayzata MN 55391 Re: 7-41 HSZ Retail Pond (Our file 891-896.00) Minnehaha Creek Watershed District Permit No. 88-100 Dear Ron: CITY OF CHANHASSEN n 0137171 NOV tib 1990 ENGINEERING DEPT. As we have discussed recently, there are two basic problems that exist with the pond construction: 1. The failure of the southeast corner of the pond and silting in the pond 2. The proximity of the street to the pond Twin City Testing has written a letter addressing the failure (copy attached). It is the developer's intention to proceed with the alternative of adding rip -rap in the failed area. The contractor is also intending to clean out the pond bottom, but this construction will probably wait until the weather has been cold enough to firm up the pond bottom, thereby easing construction constraints. It is also the intention of the developer to proceed within the next week to add soil on the west end of the pond to give support to the existing curb and gutter and provide a margin of safety between the curb and the top of the slope. A sketch is attached showing the proposed fill area. Our calculations show the volumes of the pond to be very close to those required earlier. They are as follows: 3440 Federal Drive, Suite 240 • Eagan, Minnesota 55122 • (612) 452-5051 • FAX (612) 452-9797 Proposed Required Accumulated Volume Accumulated Volume Elevation Acre/ Foot Acre/ Foot 965.8 0 0 986.0 .0134 .01 968.0 .186 .22 970.0 .444 .50 972.0 .801 .86 974.0 1.283 1.30 976.0 1.909 1.83 3440 Federal Drive, Suite 240 • Eagan, Minnesota 55122 • (612) 452-5051 • FAX (612) 452-9797 Mr. Ron Quanbeck, J. M. M. Re: 7-41 HSZ Retail Pond November 21, 1990 Page 2 We are meeting Monday with the City of Chanhassen. Due to the City's concern with the road and the fact that the ground could be freezing soon, it is the intention of the developer to proceed with the construction of the west end of the pond at once. If there are any questions, please do not hesitate to contact me. Sincerely, RENDER & ASSOCIATES, INC. G��k l� Grego y .Halling, P. E. enc. cc City of Chanhassen, Dave Hempel Imperial Developers, Inc., Marty Heise Reinen McRae Associates, Tim Whitten ---------------------------------------------------------------------------------------------- - 08/26/1991 13:44 RENDER 8 RSSOCIRTES. INC. 612 452 9797 P.01 cbkd by deli Job no 6M,! _flSk.00 DRA,NA6E AiLiA 1E AST OP .H WILL op N , 41 t c = 1800 , � 0,11 FP.& y'.4n cF� �t 1 C�FIw � 416�.+iC 10,S S4. rM. K tupoo SFISo.,.. = ioS Pao Sia 16.2A Ss� - y.S k $.0 = i'l.S Sti.,.., x SF iu�000 So.w.. 11SrodO _ 2.81AL M TM( 3�r. LN� aMhGM1 L1.7 -/ ru NA. N� - M` wt,, 6F516�FO FSA- WtC `as = 3.7 t "141, {�: 3f .. , Poet -V brand fax transmittal memo 7671 N W p4g" B �y From E co. co. A DeptC ,, FhOM N t ro s FERN - FBNN al, 311 - S 7 MSt- qlckl T 0.4 21.1 ccs UkS%d& A - �'t 6FiLwN. et 5, FeN_ - W/ .M LVr EAB W O-). I AIS fi CwSrSTErT ...� wi,,/+(_ ✓A1 Od'{A mvA A1454Vi _ of -ME 6No W1 Q 7A As cit FI`+� = 2•a t Q.QT CQ 70 p.Tlt'C 4c(.` 2't„ f2(P Z. O.i 7e Mw. .. Rehder & Associates, Inc. by ? date 7 zz-F/ subjeef sheef no / Of I chkd by dafe job no fo i SSi o0 lc A rc �. F bee. Ac -e --la �6s& oSs o Z o"e, -V, to/, V707 zS3 yz% ,So e77z. o3 02 S� 016 G7 / X70 2 SS �p 976,0 3 S43 8',3 //7,- C{ b. ,i �4UlC f tee C- NS i. vc fioN E CNAWRASSEN r.;Q RIEWR FEB 27 1991 EN6tNEE1NDEPt. ----------------------------------------------------------------------------------------------- 08/26/1991 13:44 REHDER 8 R550CIRTES, INC. 612 452 9797 P.01 eblcd by dolo job no W— eOgl.R4 DRAttiA6E Aap+ r � G IN oo Hwy .W ( = 10 . < SQ. .N. t K Iuo00 5�/ So. ,w. = ,O S, Deo tic 16 A ,1 :EST of Nw�. - y.S a $.0 = sE S( i2.S SO..r, x 10,000 /Saw.• ILsaoo _ 7-91 AL C- VAu,f � o.yo Boo O if SPS - 40 n.r. .� ,' - 2.7 .o = Za.fe cF� t1t 4 L�ECv. FItMRC ToC . LIP wM40- �{� wk, bF SI W[n Foti !� 30 tC AL "I$,. ( tom: 3f M. w, Post-It" brand tax transmittal msmo 7871 0 of moo b �y irom E Co. Co. A , o DeptF y Phone t- ro s FoxF - Fox x 0.4 13s) ( 16,11) ' = Zi.'1 cos lAS\+i A oc �•d 6v[S (� 2L Cti { fop- 3d� (y.p fFAvtft t oF. -ME 7,q" Rip flAA*A Euo U=,a� wtc.T k%MT.o; , W) p • 2,-1, Cott :t> �¢o.• CQ Tb O,T%rT ucf 7-'I* app 0 o.d io m,-�• _ , _ Rehder & Associates, Inc. by � RA4— date z -z-7-y/' subjeef 1.l5 2 4"'./ sheer no , ehkd by dafe Of — job no_fei SS'roe ('�/�2 ✓ L A �� r 4 �C i n /7 CC c e < .� a Ac - F+ S/�'- .yamOS9 P/aN �7 10/z SGc.� 061 .16Y , 7L, Zz % 70.0 , 1-5-0 2,5-3 V29 So 572- 0 - 3S-4 , 79Y' 8� 2ot� 5. 1,•„. , Z�y , '170 /, z 55 1, 20 976,0 1607 /, 86z 1913 717e C b.,,e 1(4Ule5 (-rL /Or -/�'t' d r2 e e� niS t'r po” 46�_ f1:s Pr"� CC - Clay of CA RAS$EW r!ngiV�. FEB N7 1991 Rehder & Associates, Inc. CIVIL ENGINEERS 6 LAND SURVEYORS November 21, 1990 Mr. Ron Quanbec J. M. M. 545 Indian Mound Wayzata MN 55391 Re: 7-41 HSZ Retail Pond (Our file 891-896.00) Minnehaha Creek Watershed District Permit No. 88-100 Dear Ron: CITY OF CHANHASSEN W Ir L9Wit �P, Nov 216 1990 ENGINEERING DEPT. As we have discussed recently, there are two basic problems that exist with the pond construction: I. The failure of the southeast corner of the pond and silting in the pond 2. The proximity of the street to the pond Twin City Testing has written a letter addressing the failure (copy attached). It is the developer's intention to proceed with the alternative of adding rip -rap in the failed area. The contractor is also intending to clean out the pond bottom, but this construction will probably wait until the weather has been cold enough to firm up the pond bottom, thereby easing construction constraints. It is also the intention of the developer to proceed within the next week to add soil on the west end of the pond to give support to the existing curb and gutter and provide a margin of safety between the curb and the top of the slope. A sketch is attached showing the proposed fill area. Our calculations show the volumes of the pond to be very close to those required earlier. They are as follows: 3440 Federal Drive, Suite 240 • Eagan, Minnesota 55122 • (612) 452-5051 • FAX (612) 452-9797 Proposed Required Accumulated Volume Accumulated Volume Elevation Acre/ Foot Acre/ Foot 965.8 0 0 986.0 .0134 .01 968.0 .186 .22 970.0 .444 .50 972.0 .801 .86 974.0 1.283 1.30 976.0 1.909 1.83 3440 Federal Drive, Suite 240 • Eagan, Minnesota 55122 • (612) 452-5051 • FAX (612) 452-9797 Mr. Ron Quanbeck, J. M. M. Re: 7-41 HSZ Retail Pond November 21, 1990 Page 2 We are meeting Monday with the City of Chanhassen. Due to the City's concern with the road and the fact that the ground could be freezing soon, it is the intention of the developer to proceed with the construction of the west end of the pond at once. If there are any questions, please do not hesitate to contact me. Sincerely, REHDER & ASSOCIATES, INC. Grego y � �R .Halling, P. E. enc. cc City of Chanhassen, Dave Hempel Imperial Developers, Inc., Marty Heise Reinen McRae Associates, Tim Whitten Sunde Engineering, Inc. 4200 West Old Shakopee Road/Suite 230 Bloomington, MN 55437-2967 Phone: (952) 8813344 Fax: (952) 881-1913 l&V To: Lori Haak From: Megan Tosca Company: City of Chanhassen pages: 18 phone: 952-227-1135 pate: 8/24/04 Fac 952-227-1935 Re: 7-41 Retail Stormwater Pond CC: ❑ urgent ❑ For Review ❑ As Requested ❑ please Reply ❑ For Approval e Conynents; Lori, In a fax sent to Joe Galluai on 8110/04, you indicated that the existing storm water pond for the 7-41 Retail and Reed's Orchard Ridge Development might be large enough for the proposed addition to the 7-41 Retail. I have attached storm water management calculations showing the effects of the proposed addition on the existing pond. The results show a trivial increase in the ponds HWL, with a 0.06' increase for a 10 -year event, and a 0.08' increase for a 100 -year event Please let me know if these results are acceptable. If you have any questions please feel free to give me a call. Thank you, Megan Tasca 81/10 39Vd I3S £T6TT88Z56 LZ:ZT 400Z/4Z/80 r G= CXrn i y I Z� -0-4 LL W VTO nage- Ayz2Ck- 632ft,- CP RWA 41 (TW.rxwy) cx . Yom CGLIwanch- y in UJ by G 6 u YIGO Comer+ L r*o CN X= 1m�rrv� Qyc�a. ha5.o4n>to,tio� = 0.qx+0,2OoE5,cro-x� CN°[G8(2ot,ti2a)+Lot (105,o0o -Zot,LjZS ] x705, ocr-) Ct f = -79 OYw'MF hTea- wet S- 1-}wy L41 See fid. Dro;r Frrea ijc� 6c 1'11' ; Cnrdi t;�tS JTatu Nr -a- 3351 BuoS� irlkp PTeG- C-NV01 �L= 2_ TviY, Tdltc g- kr,20_ = 335 , 341 �Lrrv%p. fxeo = tg-7,14 2 5; CN = 82 tc- 2.3rn;.n 0 81/ZB 39Vd I3S 616TI88ZS6 LZ:ZT 408Z/4Z/88 _ L �iydroCAO 9e-,uhs qC-12 G$ Ac 81/E0 39Vd I3S ET6TT88ZS6 LZ:ZT 4002/DZ/80 ( n Flo Tl mm0) zla: C09 c-". w�W W U W N y y �` Pand l�wL I (dg.. 02 0 6 0 N O O N �Na} p r T N N N NN(V t C Pord hiWL 970:55 qC-12 G$ Ac 81/E0 39Vd I3S ET6TT88ZS6 LZ:ZT 4002/DZ/80 Orodnat L A-irea-Ms-v of �AwyLAI 81/08 39Vd I3S ET6TT88ZS6 LZ:ZT 000z/v6/80 (i) West of Existing Pond Subcat Ready Am Link of Hwy 41 Drainage Diagram for Chanhassen 7&47 8-2444exl Prepared by Sunde Engineering 8/24/2004 HydroCADS 7.00 sin 002350 85108&2003 Applied Minrm nput ST/S0 3Jdd I3S ET6TT88ZS6 GZ:ZT b00Z/bZ/80 Chanhassen 7&41 8-24-04existing Type 1124 -hr 10 Yr Rafnfap=4.20" Prepared by Sunde Engineering Page 2 H droCADO 7.00 stn 002350 © 1986-2003 Applied Microcomputer Systems 8124/2004 Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2: East of Hwy 41 Runoff Area=705,000 sf Runoff Depth=1.43" Tc=40.0 min CN=72 Runoff=17.68 cfs 1.935 of Sutkatchment 3S: West of Hwy 41 Runoff Area=335,366 sf Runoff Depth=2.12' Flow Length=200' Tc=2.3 min CN=81 Runoff=33.91 cfs 1.360 of Pond 4P: Existing Pond Peak Elev=969.02' Storage=12,393 cf Inflow --36.51 cfs 3.295 of Dutnow=26.69 cfs 3.233 of Total Runoff Area = 23.884 ac Runoff Volume = 3.295 of Average Runoff Depth =1.66" 81/90 39tld I3S 616118BZ96 LZ:ZI 400Z/hZ/80 Chanhassen 7&41 8-24-04existing Prepared by Sunde Engineering Type 11 24 -hr 10 Yr Rainfall=4.20" Page 3 Subcatchment 2: East of Hwy 41 Runoff - 17.68 cfs @ 12.39 hrs, Volume= 1.935 af, Depth= 1.43" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 Yr Rainfall=4.20" Areas CN Description 705,000 72 Tc Length 40.0 Description Direct Entry, Subcatchment 3S: West of Hwy 41 Runoff - 33.91 ds Q 11.93 hrs, Volume= 1.360 af, Depth= 2.12" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 Yr Rainfall=4.20" Area NO CN Description 182,585 98 152,781 61 335,366 81 Weighted Average Tc Length Slope iin (feet) (ft/ft) 2.3 200 0.0200 Capacity Description 1.5 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Pond 4P: Existing Pond Inflow Area = 23.884 ac. Inflow Depth = 1.66" for 10 Yr event Inflow - 36.51 cfs @ 11.93 hrs, Volume= 3.295 of Outflow = 26.69 cfs @ 11.99 hrs, Volume= 3.233 af, Atten= 27%, Lag= 3.3 min Primary = 26.69 cfs @ 11.99 hrs, Volume= 3.233 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 969.02'@ 11.99 hrs Surf.Area= 5,595 sf Storage= 12,393of Plug -Flow detention time= 15.9 min calculated for 3.233 of (98% of inflow) Center -of -Mass dot. time= 8.9 min ( 816.5 - 807.6 ) # Invert Avail.Storage Storage Description 1 966.00' 54,930 of Custom Stage Data (Prismatic) Listed below 81/L8 39Vd I3S ET61180Z96 LZ:Z1 b80Z/4Z/88 Chanhassen 7&41 8.24-04existing Prepared by Sunde Engineering HvdroCAD® 7.00 sm nw.v;n a 1 nuF-qnm Elevation Surf.Area Inc -Store Cum.Store _ (feet) (sq -ft) (cubic -feet) (cubic -feet) 966.00 2,295 0 p 967.00 3,707 3,001 3,001 968.00 4,617 4,162 7,163 969.00 5,572 5,095 12,258 970.00 6,593 6,083 18,340 971.00 7,746 7,170 25,510 972.00 9,042 8,394 33,904 973.00 10,506 9,774 43,678 974,00 11,998 11,252 54,930 # Routing Invert Outlet Devices 1 Primary 966.50' 30.0" Vert. Orifice/Grate C=0.600 Type 11 24 -hr 10 Yr Rainfall=4.20" Page 4 trimary OutFlow Max=26.32 cis @ 11.99 hrs HW=968.98' (Free Discharge) l--Orifice/Grate (Orifice Controls 26.32 cfs Q 5.4 fps) 61/80 39Vd IM ET61188Z56 LZ:ZT 400Z/4Z/80 Chanhassen 7&41 8"24-04existing Type 11 24 -hr 100 Yr Rainfal1=6.00" Prepared by Sunde Engineering Page 5 H droCADO 7.00 s/n 002350 © 1986-2003 Applied Microcomputer Systems 8/24/2004 Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2: East of Hwy 41 Runoff Area=705,000 sf Runoff Depth=2.72" Tc=40.0 min CN=72 Runoff=34.26 cis 3.668 of Subcatchment 33: West of Hwy 41 Runoff Area=335,366 sf Runoff Depth=3.62" Flow Length=200' Tc=2.3 min CN=81 Runoff --,96.00 cfs 2.323 of Pond 4P: Existing Pond Peak Elev=970.55' Storage=22,317 cf Inflow=62.45 cfs 5.991 of OutFlow=39.58 cfs 5.922 of Total Runoff Area = 23.884 ac Runoff Volume = 5.991 of Average Runoff Depth = 3.01" 8I/60 39Vd I3S C161188ZS6 LZ:ZL t700Z/6Z/80 Chanhassen 7&41 8-24-04existing Prepared by Sunde Engineering HydroCADO 7,00 s/n 002350 0 19AA.7nn7 Type /124 -hr 100 Yr Rainfafl=6.00" Page 6 Subcatchment 2: East of Hwy 41 Runoff - 34.26 cis @ 12.38 hrs, Volume= 3.668 af, Depth= 2.72" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 Yr Rainfall=6.00" Area (sf) CN Description 705,000 72 To Length Slope Velocity Capacity Description 40.0 Runoff = Direct Entry, Subcatchment 3S: West of Hwy 41 56.00 cfs @ 11.93 hrs, Volume= 2.323 af, Depth= 3-62" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 Yr Rainfall=6.00" Area (sf) _ CN Description 182,585 98 152,781 61 335,366 81 Weighted Average To Length Slope iin) (feet) (ft/ft) 2.3 200 0.0200 Description 1.5 Sheet Flow, Smooth Surfaces n=0.011 P2=2.75" Pond 4P: Existing Pond Inflow Area = 23.884 ac, Inflow Depth = 3.01" for 100 Yr event Inflow = 62.45 cfs @ 11.93 hrs, Volume= 5.991 of Outflow - 39.58 Cis @ 12.00 hrs, Volume= 5.922 af, Atten= 37%, Lag= 4.5 min Primary = 39.58 ds @ 12.00 hrs, Volume= 5.922 of Routing by Stor-Ind method, Time Span=1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 970.55' @ 12.00 hrs Surf.Area= 7,233 sf Storage= 22,317 of Plug -Flow detention time= 13.1 min calculated for 5.906 of (99% of inflow) Center -of -Mass det. time= 8.7 min ( 805.0 - 796.3 ) _ # Invert Avail.Storage Storage Description 1 966.00' 54,930 of Custom Stage Data (Prismatic) Listed below 8T/01 39Vd I3S 6161188ZS6 LZZT t�00Z/4Z/80 Chanhassen 7841 8-24-04existing Prepared by Sunde Engineering Elevation Surf.Area Inc -Store Cum.Store feet (8 01) cubio-feet cubic -feet 966.00 2,295 0 0 967.00 3,707 3,001 3,001 968.00 4,617 4,162 7,163 969.00 5,572 5,095 12,258 970.00 6,593 6,083 18,340 971.00 7,746 7,170 25,510 972.00 9,042 8,394 33,904 973,00 10,506 9,774 43,678 974.00 11,998 11,252 54,930 _# Routing Invert Outlet Devices 1 Primary 966.50' 30.0" Vert. Orifice/Grate C=0.600 Type 1124 -hr 900 Yr Rainfall=6.00" Page 7 nmary OutFlow Max=39.46 cis @ 12.00 hrs HW=970.54' (Free Discharge) Orifice/Grate (Orifice Controls 39.46 cfs @ 8.0 fps) 81/11 39Gd I3S 616TT88ZS6 LZ:ZT 000Z/tIZ/80 8I/ZT 39dd I3S ET61188ZS6 LZ:ZT b00Z/OZ/80 Chanhassen 7&41 8.24-04proposed Prepared by Sunde Enaineerinn Type 1124 -hr 90 Yr Rainfall=4.20" Page 2 Time span=1.00-20.00 hrs, dt=0.05 hr -S, 361 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2: East of Hwy 41 Runoff Area=705,000 Sf Runoff Depth=1.43" Tc=40.o min CN=72 Runoff=17.68 cfs 1.935 of Subcatchment 3S: West of Hwy 41 Runoff Area=335,366 sf Runoff Depth=2.20" Flow Length=200' Tc=2.3 min CN=82 Runoff=35.00 cfs 1.412 of Pond 4P: Existing Pond Peak PIev=969.08' Storage=12,765 cf Inflow=37.59 cfs 3.347 of Outflow --27.29 cfs 3.285 of Total Runoff Area = 23.884 ac Runoff Volume = 3.347 of Average Runoff Depth =1.68" BT/ET 30Vd I35 ET6TTBBZ96 LZ:ZT D00Z/t�Z/80 Chanhassen 7&41 8-24-04proposed Type /124 -hr Yo Yr Rainfall=4.20" Prepared by Sunde Engineering Page 3 H droCAD® 7.D0 s/n 002350 ©1986-2003 A lied Microcom uter $ tams 8 24120 Subcatchment 2: East of Hwy 41 Runoff = 17.68 cfs @ 12.39 hrs, Volume= 1.935 af, Depth= 1.43" Runoff by SCS TR -20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 Yr Rainfall=4.20" Area s CN Descri tion 705,000 72 Tc Length 40.0 Runoff Description Direct Entry, Subcatchment 3S: West of Hwy 41 35.00 cfs @ 11.93 hrs, Volume= 1.412 af, Depth= 2.20" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 Yr Rainfall=4.20^ Areas CN Descri tion 187,142 98 148 224 61 335,366 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft f lsec cfs 2.3 200 0.0200 1.5 Sheet Flow, Smooth surfaces n=0.011 P2=2.75- Pond 2=2.75"Pond 4P: Existing Pond Inflow Area = 23.884 ac, Inflow Depth = 1.68" for 10 Yr event Inflow = 37.59 cfs @ 11.93 hrs, Volume= 3.347 of Outflow - 27.29 cfs @ 11.99 hrs, Volume= 3.285 af, Atten= 27%, Lag= 3.4 min Primary = 27.29 cfs @ 11.99 hrs, Volume= 3.285 of Routing by Stor-Ind method, Time Span= 1.0020.00 hrs, dt= 0.05 hrs Peak Elev= 969.08'@ 11.99 hrs Surf.Area= 5,657 sf Storage= 12,765 of Plug -Flow detention time= 15.9 min calculated for 3.285 of (98% of inflow) Center -of -Mass det. Ume= 9.1 min ( 815.2 - 806.2 ) # invert Avail -Storage storage Description 1 966.00' 54,930 cf Custom Stage Data (Prismatic) Listed below 8T/D1 39dd I35 6161T88ZS6 LZ:ZT 700Z/tZ/80 Chanhassen 7&41 Prepared by Sunde HArOCADS 7.00 %/n n Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic -feet cubic -feet 966.00 2,295 0 0 967.00 3,707 31001 3,001 968.00 969.00 4,617 4,162 7,163 970.00 5,572 5,095 12,258 971.00 6,593 7,746 6,083 7,170 18,340 25,510 972.00 973.00 9,042 8,394 33,904 974.00 10,506 11,998 9,774 11,252 43,678 54,930 1 Primary 966.50' 30.0" Vert Orifice/Grate C= 0.600 Type 1124 -hr 10 Yr Rainfall=4.20" Pew 4 Primary OutFIoW Max=26.92 cis @ 11.99 hrs HW=969.05' (Free Discharge) t-1=0rifice/Grate (Orifice Controls 26.92 cis @ 5.5 fps) 8T/ST 3JGd I3S ETGTT88ZS6 LZ!ZT 400Z/4Z/80 Chanhassen 78x41 8-24-04proposed Prepared by Sunde EnainaPrinn Type 11 24 -hr 100 Yr Rainfal1=6.00" Page 5 Time span=1.00-20.00 hrs, dt=0.05 hrs, 361 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2, East of Hwy 41 Runoff Area=705,000 sf Runoff Depth=2.72" Tc=40.0 min CN=72 Runoff=34.26 cfs 3.668 of Subcalchment 3S: WeSt of Hwy 41 Runoff Area=335.366 sf Runoff Depth=3.72" Flow Length=200' Tc=2.3 min CN=82 Runoff=55.82 cfs 2.388 of Pond 4P: Existing Pond Peak Elev=970.63' Storage=22,863 of Inflow --53.61 cis 6.056 of Outflow=40.12 ds 5.986 of Total Runoff Area = 23.884 ac Runoff Volume = 6.056 of Average Runoff Depth = 3.04" 81/91 39Cd I3S 6T61TG8ZG6 LZ:LT t�00Z/7Z/80 Chanhassen 7&41 8-24-04proposed Type// 24 -hr 100 Yr Rainfall=6.00" Prepared by Sunde Engineering H droCAgp 7.Dp sIn 002350 ©1986-2003 A lied Microcom 8/ uter Systems Page 6 24/2004 Subcatchment 2: East of Hwy 41 Runoff - 34.26 cis @ 12.38 hrs, Volume= 3.668 af, Depth= 2.72" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 Yr Rainfall=6.00" 705,000 72 Tc length :I S Runoff = Description Direct Entry, Subcatchment 3S: West of Hwy 41 55.82 cfs @ 11.92 hrs, Volume= 2.388 af, Depth= 3.72" Runoff by SCS TR -20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 Yr Rainfal1=6.00" Area sf CN Descri tion 187,142 98 148 224 61 335,366 82 Weighted Average Tc Length 2.3 200 0.0200 1.5 Description Sheet Flow, Smooth surfaces n=0.011 P2=2.75' Pond 4P: Existing Pond Inflow Area = Inflow 23.884 ac, Inflow Depth = 3.04" for 100 Yr event - Outflow = 63.61 cfs @ 11.93 hrs, Volume= 6.056 of Primary - 40.12 cis @ 40.12 cis @ 12,00 hrs, Volume= 12.00 hrs, 5.986 af, Atten= 37%, Lag= 4.5 min Volume= 5.986 of Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 970.63'@ 12.00 hrs Surt.Area= 7,320 sf Storage= 22,863 d Plug -Flow detention time= 13.2 min calculated for 5.986 of (99% of inflow) Center -of -Mass det. time= 8.9 min ( 804.0 - 795.1 ) 54,930 cf Custom Stage Data (Prismatic) )Listed below 8T/LT 39Gd I3S 616118BZ96 LZ:ZT P00Z/4Z/80 Chanhassen 7&41 Prepared by Sunde Elevation Surf.Area Inc.Store Cum.Store _Sleet) 966.00 (sa-it) (cubic feet) (cubic -feet) 967.00 2,295 3,707 0 3,001 0 3,001 968.00 959.00 4,617 4,162 7,163 970.00 5,572 6,593 5,095 6,083 12,258 971.00 972.00 71746 7,170 18,340 25,510 973.00 9,042 10,506 8,394 9,774 33,904 974.00 11,998 11,252 43,678 54,930 1 Primary 966.50 311.0" Vert. Oriflce/Grate C=0.600 Type l! 24 -hr 100 Yr Rainfall=6.00" Page 7 rimary OutFlow Max=39.99 cfs @ 12.00 hrs HW=970.61' (Free Discharge) Orifice/Grate (Orifice Controls 39.99 cfs @ 8.1 fps) 8I/8I 39Cd I3S EIGII88ZS6 LZ:ZI 400Z/6Z/B0