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CAS-03_GOODWILL - 80 WEST 78TH STREET PARKING LOT SETBACK VARIANCECITY OF CHANHASSEN ENGINEERING DEPARTMENT 7700 Market Boulevard P.O. Box 147 CHANHASSEN, MN 55317 (952) 227-1160 FAX (952) 227-1170 TO: Campbell Knutson PA 1380 Corporate Center Curve 317 Eagandale Office Center Eagan, MN 55121 WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter LETTER OF TRANSMITTAL DATE JOB NO. 8/28/12 PC 12-03 ATTENTION Carole Hoeft RE: Goodwill Site - 80 W. 78t" Street ® Attached ❑ Under separate cover via the following items: ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Change Order ❑ Pay Request ❑ COPIES DATE NO. DESCRIPTION 1 8/22/12 Encroachment Agreement 1 Grant of Permanent Easement THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ® For Recording ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS If you have any questions regarding this document, please contact Joe Shamla at 952-227-1165. COPY TO: SIGN Jean Steckling, (952) 227-1162 If enclosures are not as noted, kindly notify us at once. (reserved for recording information) ENCROACHMENT AGREEMENT AGREEMENT made this -3,t� �-L day of 2012, by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation ("City"), and 80 WEST 78Tn STREET, LLC, a Minnesota limited liability company, ("Owner"). 1. BACKGROUND. Owner is the fee owner of certain real property located in the City of Chanhassen, County of Carver, State of Minnesota, legally described as follows: Parcel ID No. 25.6860020 Tracts A and B, Registered Land Survey No. 59, files of Registrar of Titles, Carver County, Minnesota. (Torrens Property) having a street address of 80 West 780' Street, Chanhassen, Minnesota ("Subject Property"). The City owns easements for watermain, stonn water pending, utility and roadway purposes over portions of the Subject Property ("City Easement Areas"). Owner wants to construct a parking lot which will encroach into the City Easement Areas as depicted on the attached survey sketch. 2. ENCROACHMENT AUTHORIZATION. The City hereby approves the encroachment in the City Easement Areas on the Subject Property for the construction of a parking lot. The Owner shall be responsible for all cost relating to construction, maintenance, repair, and 165761v1 I removal of the parking area and all sweeping, snow removal, mowing and removal of noxious weeds and debris with respect to the parking lot to be built on the Subject Property and shall obtain all permits required by the City for the construction of the parking lot. 3. HOLD HARMLESS AND INDEMNITY. In consideration of being allowed to encroach in the City Easement Areas, Owner, for itself, its successors and assigns, hereby agrees to indemnify and hold the City harmless from any damage caused to the Subject Property, including the parking lot in the City Easement Areas, caused in whole or in part by the encroachment into the City Easement Areas. 4. TERMINATION OF AGREEMENT. The City may, at its sole discretion, terminate this Agreement at any time by giving the then owner of the subject property thirty (30) days advance written notice, except that no notice period will be required in the case of an emergency condition as determined solely by the City and the Agreement may then be terminated immediately. The property owner shall remove the parking lot to the effective date of the termination of this Agreement. If the owner fails to do so the City may remove the parking lot and charge the cost of removal back to the owner for reimbursement. 5. RECORDING. This Agreement shall run with the land and shall be recorded against the title to the Subject Property. 165761v1 2 CITY OF CHANHASSEN BY: I T� (SEAL) Thom Furlong, Mayor AND Gerhardt, City Manager STATE OF M 4NESOTA ) )ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this _ day of 2012, by Thomas A. Furlong and by Todd Gerhardt, respectively the Mayor and CVy Manager of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. NQIf ARY(710 a 0a...bNLHA... NCoryPicGinnesota 31,201 5M� : 165761v1 PROPERTY OWNER: 80 WEST 78' STREET, LLC IC. 0IFM" ChiefIts n.• STATE OF MINNESOTA ) )ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me thisQg day of �, 2012, by Ben Merriman, Chief Manager of 80 West 78 Street, LLC, a Minn to limited liability company on behalf of said company. DRAFTED BY: CAMPBELLKNUTsoN Professional Association 1380 Corporate Center Curve, Suite #317 Eagan, Minnesota 55121 Telephone:651-452-5000 AMP/cjh ARY PUBLIC JEAN M. STECKLING • Notary Public -Minnesota ;:... My COnMY4810n ExpNes Jan 31, 2014 16576iv1 4 115am ;,,; ,— �T� (t NORTH 0 30 60 SCALE IN FEET VARIANCE AREA EASEMENT TREET EHGHWPNNp.Si;. WA I i 25' BUILDING SETBACK 10' PARKING SETBACK W. EASEMENT infra .QIW.."Q uw'g Wer""e'." I W20 Mu k Ste 19 Rymp10L Mlnnm SS14/ nWl ae. Wlo WOOD 7Q]468M2 6Wm11e Client FENDLER PATTERSO N Project 80 W.78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Approved'mcP Drawn;sEG Revision History No. Date By Submittal / Rev. Sheet Title R.O.W. VARIANCE Sheet No. Revision V1 Project No. FEN19169 GRANT OF PERMANENT EASEMENT 80 WEST 78Tn STREET, LLC, a Minnesota limited liability company, "Grantor", in consideration of One Dollar ($1.00) and other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, does hereby grant unto the CITY OF CHANHASSEN, a Minnesota municipal corporation, the Grantee, hereinafter referred to as the "City", its successors and assigns, forever, a permanent easement for public drainage and utility proposes over, on, across, under, and through the land situated in the County of Carver, State of Minnesota, as legally described on the attached Exhibit "A" and depicted on the attached Exhibit « B., INCLUDING the rights of the City, its contractors, agents, servants, and assigns, to enter upon the permanent easement premises at all reasonable times to construct, reconstruct, inspect, repair, and maintain said public drainage and utility system over, across, on, under, and through the permanent easement premises, together with the right to grade, level, fill, drain, and excavate the permanent easement premises, and the further right to remove trees, bushes, undergrowth, and other obstructions interfering with the location, construction, and maintenance of said public drainage and utility easement. The above named Grantor, for itself, its successors and assigns, does covenant with the City, its successors and assigns, that it is well seized in fee title of the above described easement premises; that it has the sole right to grant and convey the easement to the City; that there are no unrecorded interests in the easement premises; and that it will indemnify and hold the City harmless for any breach of the foregoing covenants. IN TESTIMONY WHEREOF, the Grantor hereto has signed this document this a� day of , 2012. GRANTOR: 80 WEST 78' STREET, LLC LF � Its Chief Manager STATE OF MINNESOTA ) FALGUNI S BRAHMBHA77 NOTARY PUBLIG-N�NNESOTA ) ss.�� My Commissan Expires Jan.31, 20t3 COUNTY OF Q AX P ) y� The foregoing instrument was acknowledged before me this Q9 day of 4U-,Qnl pj 2012, by Ben Merriman, the Chief Manager of 80 West 78`h Street, LLC, a MinnesA * Ifinit`ed liability company, on its behalf, Grantor. THIS INSTRUMENT WAS DRAFTED BY CAMPBELL KNUTSON Professional Association 317 Eagandale Office Center 1380 Corporate Center Curve Eagan, MN 55121 Telephone: 651-452-5000 AMP/cjh 165255v1 2 EXHIBIT "A" TO GRANT OF PERMANENT EASEMENT A drainage and utility easement over, under and across all that part of TRACT A, REGISTERED LAND SURVEY NO.59, files of the Registrar of Titles, Carver County, Minnesota, which lies southerly of hereinafter described "Line A" and northwesterly of the following described line: Beginning at a point on the west line of said TRACT A, distant 40.00 feet south of the northwest comer thereof, thence northeasterly to a point distant 59.00 feet easterly of the terminus of "Line A" described below. "Line A" is a line drawn westerly from a point on the easterly line of TRACT B, said REGISTERED LAND SURVEY NO.59, distant 108.03 feet southerly from the northeast comer of said TRACT B, as measured along said easterly line, to a point on the northwesterly line of said TRACT A, distant 344.21 feet southwesterly from the northeast comer of said TRACT A, as measured along said northwesterly line, and there terminating. Excepting therefrom, the northwesterly 20 feet. 165255YI EXHIBIT "Bn LLJ 0 z o z G go > Ln Z 1>c) V ry000 m Z p = 2P� m r m z� m -i D --A X r 2 � W Ma11L1011�9:13am �Uu.313 L\CgpYR3�f1N191691dw{�9umy\l9lN"EVATAwg NW COR. OF TRACT A-,�\ 40.00 a OZ . _ c o > v \ fit^ rK w S 0% Imo• % c mz I• o \-T, Tl Sid \ . > i I � ��yllll \ 1•n yF p, I 10dOJ E. UNE OF TRACT B r, r 1, \ MORTGAGE HOLDER CONSENT TO EASEMENT COMMUNITY BANK CORPORATION, a Minnesota banking corporation, which holds a mortgage on all or part of the property more particularly described in the foregoing Grant of Permanent Easement, which mortgage is dated April 17, 2012 and recorded April 18, 2012, as Document No. T 183264 with the office of the Registrar of Titles for Carver County, Minnesota, for good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, does hereby join in, consents, and is subject to the above referenced Chant of Permanent Easement. COMMUNITY BANK CORPORATION STATE OF MINNESOTA ) FALGUNI S BRAHMBHATr )SS. NOTARY PUBLIC -MINNESOTA COUNTY OF Ga&0Qk ) My Cmffn on Expires Jan.31, 2013 The foregoing instrument was acknowledged before me this a g day o �, 2012, by C Q n . P• �_Y1 Q the Kj LE of Community Bank Corp lion, a Minnesota banking corporation, on behalf of the corporation. ' DRAFTED BY: Notary Pub CAA PBELLKNursoN 317 Eagandale Office Center 1380 Corporate Center Curve Eagan, Minnesota 55121 Telephone: 651-452-5000 AMP/cjh I65255vi 4 Thomas J. Campb�ii Roger N. Knutson Thomas M. Scott Elliott B. Knetsch Joel J. Jamnik Andrea McDowell Poch], Soren M. Mattick John F. Kelly Henry A. Schaeffer, 111 Mina Schwartz Samuel J. Edmunds Marguerite M. McCarro- 1380 Corporate Center Curve Suite 317 • Eagan, MN 55121 6SI-452-5000 Fax 651-452-5550 www.ck-law.com CAMPBELL KNUTSON Professional Association August 23, 2012 Ms. Jean Steckling City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 Re: Chanhassen Miscellaneous Recordings Dear Jean: Enclosed herewith is the original recorded Maintenance Agreement Regarding Storm Water Management Practices Water Quality and Quantity Treatment Pond dated July 9, 2012 between the City and 80 West 78`h Street, LLC. Please note that this Agreement was recorded with the Carver County Registrar of Titles on July 24, 2012, as Torrens Document No. T 184546. If you have any questions regarding the above, please give me a call. Very truly yours, CAMPBELL KNUTSON Professional Association ByI �/�''`, Carole J. Hoe cjh Legal Assistant Enclosure GTY F CHAP H`ASSEN RSVE9 AUG ? 7 Z012 ENGINEERING DEFT. CARVER COUNTY RECORDER/REGISTRAR OF TITLES DOCUMENT COVER PAGE Document NO. OFFICE OF THE REGISTRAR OF TITLES AR T 184546 CVER COUNTY, MINNESOTA Receipt # RT 201200002237 Ced # 35664 Fee $46.00 Certified Recorded on 7/24/2012 at 09:00 ®.AM ❑ PM 184546 IIIIII�I) II IIII I III Mark Registrar of Titles DOCU31ENT TITLE• /CRY DOCUMENT DATE: 7 —9-/2 NAMES: go cU MAINTENTANCE AGREEMENT REGARDING STORM WATER MANAGEMENT PRACTICES WATER QUALITY AND QUANTITY TREATMENT POND THIS AGREEMENT made this r/ri day of f L I�y 20L by and between the CITY OF CHANHASSEN, Minnesota, a Minnesota municipal corporation (hereinafter referred to as the "City") and 80 WEST 78Tn STREET, LLC, a Minnesota limited liability company (hereinafter referred to as "Owner") with reference to the following facts and circumstances: A. 80 West 78" Street, LLC is the fee owner of certain real property situated in the City of Chanhassen, legally described a follows: Tracts A and B, REGISTERED LAND SURVEY NO. 59, files of the Registrar of Titles, Carver County, Minnesota (hereinafter referred to as the "Subject Property"). B. As a condition of its approval of the development for the Subject Property, the City has required that the parties hereto enter into an agreement, which makes provision for the maintenance of the Storm Water Management Practices Water Quality and Quantity Treatment Pond ("SWMP Pond") located within the boundaries of the Subject Property as the same is described and depicted in those certain construction plans drawn by MFRA, hic., approved by the City and constructed by Fendler Patterson Construction. C. The parties hereto desire to set forth their agreement with respect to the maintenance of the SWMP Pond and the costs of such maintenance. NOW THEREFORE, IN CONSIDERATION OF THE FOREGOING AND FOR OTHER GOOD AND VALUABLE CONSIDERATION, THE RECEIPT AND SUFFICIENCY OF WHICH IS HEREBY ACKNOWLEDGED, THE PARTIES HERETO AGREE AS FOLLOWS: 1. REQUIRED MAINTENANCE. For the purposes of this Agreement, maintenance of the SWMP Pond shall mean the annual inspection and certification by a qualified individual that the sand filter basin and stormceptor treatment manhole is functioning in accordance with the approved plans and, if necessary, the periodic removal of the buildup in the SWMP Pond as necessary to maintain function, as established for the SWMP Pond in the construction plans and to maintain the proper operation of the treatment function of the sand filter basin and stormceptor treatment manhole. 2. RESPONSIBILITY FOR MAINTENANCE. The Owner shall be solely responsible for the maintenance of the SWMP Pond, and shall bear all costs of such maintenance. If the Owner does not undertake the necessary maintenance within 30 days of notification by the City, or within 30 days provide the City with a schedule for undertaking the 16447001 SRw:05n8n012 necessary maintenance, the City may undertake such maintenance, and the costs reasonably incurred by the City for performing such maintenance shall be reimbursed to the City within 30 days by the Owner and, if the Owner does not timely reimburse the City, then the City may recover its costs for performing such maintenance by levying a special assessment against the Subject Property. 3. WAIVER OF ASSESSMENT. 80 West 78d' Street, LLC, as present owner of the Subject Property, for itself and respective successors and assigns, hereby waives any statutory right which it may have to contest any such assessment by the City of its maintenance costs on the basis of the benefit to portions of the Subject Property. 4. FUTURE ESTABLISHMENT OF A POLICY FOR MAINTENANCE BY THE CITY OF STORM WATER QUALITY/QUANTITY TREATMENT PONDS. Notwithstanding anything contained in this Agreement to the contrary, in the event the City shall establish a policy for maintenance by the City of Stone Water Quality/Quantity Treatment Ponds located elsewhere in the City of Chanhassen, under which policy the costs of such maintenance are to be paid either out of general City revenues or by collection of utility or service fees or charges, then any owner of any portion of the Subject Property shall be entitled to petition the City for the inclusion of the SWMP Pond under such maintenance program, and the City shall consent to such request and thereupon authorize the termination of this Agreement. The recording of a certified copy of the Resolution of the City Council of the City of Chanhassen which sets forth the consent and authorization described in the foregoing sentence shall serve to terminate this Agreement, without further action on the part of any party hereto. 5. BINDING EFFECT. The terms and conditions of this Agreement shall be binding upon, and shall insure to the benefit of, the parties hereto and their respective successors and assigns. IN WITNESS WHEREOF, the parties hereto have caused this document to be executed as of the day and year first above written. CITY OF CHANHASSEN BY: T-- ck Thomas A.F U -97 Gerhardt, City Manager 80 WEST 78TH STREET, LLC 16447001 SRN:05118/1012 STATE OF MINNESOTA ) (ss. COUNTY OF CARVER ) Q�The foregoing instrument was acknowledged before me this day of � 2012 by Thomas A. Furlong and by Todd Gerhardt, respectively the Mayor an ity ger of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. Notiiy Pub(t) KARENJ.ENGELHARDT Notary Public -Minnesota ^' MY Cam "- Expim Jan 31, 2015 STATE OF MINNESOTA ) nn (ss. COUNTY OFl�:tri1 µu- ) `- The foregoing instrument was acknowledged before me this a%�~ day of '--kxI 2012by�er` w B. Merrr.a- thee--6;ef- OCC,-cer of 80 Weet, LLC, a Minnesota limited liability company, on behalf of the company. Not4y Public des KIM T. MEUW'SSE Notary Publio Minnesota 2'--.. My Commissbn Upi: Jan 31. 2015 DRAFTED BY: CAMPBELL KNUTSON Professional Association 1380 Corporate Center Curve, Suite 317 r) Fagan, Minnesota 55121 Telephone: (651) 452-5000 SRN 16447001 SRN:05n si2012 CITY OF CHANHASSEN PROPOSED MOTION: PC DATE: July 17, 2012 CC DATE: 111 REVIEW DEADLINE: August 14, 2012 CASE #: 2012-03 (variance) BY: RG, JS "The Chanhassen Planning Commission, as the Board of Appeals and Adjustments, approves Planning Case #2012-07 for a 10-foot parking lot setback variance to permit parking at the right- of-way easement as shown on the plans prepared by MFRA dated July 6, 2012, subject to the conditions of approval, and adoption of the attached Findings of Fact and Decision." SUMMARY OF REQUEST: The developer is requesting a 10-foot parking lot setback variance to permit parking at the right-of-way easement. LOCATION: 80 West 78 h Street RLS 59, Tracts A and B APPLICANT: Ben Merriman 80 West 78°i Street, LLC 2025 Coulter Blvd, Suite 215 Chanhassen, MN 55317 952-474-4828 bmerrimanna,centercompmies.com PRESENT ZONING: Highway and Business Services District (BH). 2020 LAND USE PLAN: Commercial ACREAGE: 2.79 acres DENSITY: 0.17 F.A.R. LEVEL OF CITY DISCRETION IN DECISION -MAKING: The City's discretion in approving or denying a variance is limited to whether or not the proposed project meets the standards m the Zoning Ordinance for variance. The City has a relatively high level of discretion with a variance because of the burden of proof is on the applicant to show that they meet the standards in the ordinance. Notice of this public hearing has been mailed to all property owners within 500 feet. Planning Commission 80 West 78m Street Parking Variance — Planning Case 2012-03 July 17, 2012 Page 2 of 4 PROPOSAL/SUMMARY The applicant is requesting a 10-foot setback variance to permit the easterly seven parking stalls in the southern parking area to encroach into the parking setback from the right-of-way easement. APPLICABLE REGULATIONS Chapter 20, Division 3, Variances. Chapter 20, Article XVII, `BH" Highway and Business Services District. • Chapter 20, Article XXIV, Off -Street Parking and Loading BACKGROUND Site Plan On October 5, 1973, Registered Land Survey 59 for the subject site was recorded. On February 27, 2012, the Chanhassen City Council approved the Site Plan for a 20,600 square -foot, one-story retail building. ANALYSIS In reviewing the building permit application for the project, staff I discovered that a right-of-way easement was recorded over the --- southern portion of the property. While reviewing the site plan, the property line was shown approximately 12 feet south of the right-of-way easement. The practical difficulty with the construction of the parking lot is due to the shape of the property and the city standards for parking lot layout, which requires a rectangular shape with a 62-foot wide area for two rows of parking and a two-way drive aisle, and the need to distribute parking around the building. The property is trapezoidal in shape. The building envelope becomes narrower on the east due to a stormwater area and a wetland complex. Due to the property shape, a portion of the parking area just west of the site entrance encroaches into the setback area. Only the most easterly seven parking stalls of the southern parking area encroach into the setback from the right-of-way easement. From a practical standpoint, the parking setback deviation will not be noticeable due to the green space between the easement line and the sidewalk. The original site plan included the parking stalls shown in this variance. MFRA interpreted the parking setbacks from the property line when it should have been from the right-of-way. City Code states "Setback means the minimum horizontal distance between a structure and the nearest property line or right-of-way". Staff noticed the issue when the plans were in for building permit. The parking stalls within the setback were removed for approval of the building permit. Planning Commission 80 West 78d' Street Parking Variance — Planning Case 2012-03 July 17, 2012 Page 3 of 4 The applicant proposed two options to accommodate the 7 stalls which were removed with the building permit. One option was to vacate the right -of -way and the other was to apply for a variance from the parking setback. Staff reviewed both options. Vacating the right-of-way was not chosen because staff believes that this area may be utilized with future utilities or road reconstruction of West 78d' Street. Engineering has reviewed the variance for the 10-foot parking setback variance and is satisfied with that option. In order to accommodate the proposed stalls, the grading plan must be revised to show the proposed grades. Also, the plans must be updated to show the proposed stalls. The applicant shall work with staff to make changes to plans according to staff redlines. The applicant shall also obtain an encroachment agreement for installing the parking lot within the watermain easement. A variance may be granted if all of the following criteria are met: (1) Variances shall only be permitted when they are in harmony with the general purposes and intent of this chapter and when the variances are consistent with the comprehensive plan. (2) When there are practical difficulties in complying with the zoning ordinance. "Practical difficulties," as used in connection with the granting of a variance, means that the property owner proposes to use the property in a reasonable manner not permitted by this chapter. Practical difficulties include, but are not limited to, inadequate access to direct sunlight for solar energy systems. (3) That the purpose of the variation is not based upon economic considerations alone. (4) The plight of the landowner is due to circumstances unique to the property not created by the landowner. (5) The variance, if granted, will not alter the essential character of the locality. (6) Variances shall be granted for earth -sheltered construction as defined in M.S. § 216C.06, subd. 14, when in harmony with this chapter. Staff finds that in this instance these criteria have been met. Staff recommends that the Planning Commission approve the parking setback variance as shown on the plans prepared by MFRA dated July 6, 2012, subject to the following conditions and adoption of the attached Findings of Fact and Decision. Planning Commission 80 West 78 h Street Parking Variance — Planning Case 2012-03 July 17, 2012 Page 4 of 4 The monument sign must comply with City Code and the required setback and may not encroach into any easements. 2. The applicant shall update the plans to show the proposed parking stalls and make changes to plans according to staff redlines. 3. The applicant shall obtain an encroachment agreement with the City to construct the parking lot within the City watermain easement. ATTACHMENTS 1. Findings of Fact and Decision. 2. Development Review Application. 3. Right-of-way Variance Plan prepared by MFRA dated 07/06/2012. 4. Public Hearing Notice and Affidavit of Mailing. giplan\2012 planning casest2012-03 80 west 78th streetWarianc6staff report pkg setback var.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND DECISION 11 014a Application of 80 West 78`h Street, LLC for a parking setback variance on property zoned Business and Highway Services District (BH) — Planning Case # 2012-03. On July 17, 2012, the Chanhassen Planning Commission, acting as the Board of Appeals and Adjustments, met at its regularly scheduled meeting to consider the application. The Planning Commission conducted a public hearing on the proposed variance preceded by published and mailed notice. The Board of Appeals and Adjustments makes the following: FINDINGS OF FACT 1. The property is currently zoned Business and Highway Services District (BH). 2. The property is guided in the Chanhassen Comprehensive Plan for Commercial use. 3. The legal description of the property is as follows: Registered Land Survey 59, Tracts A and B. 4. Variance Findings — Section 20-58 of the City Code provides the following criteria for the granting of a variance: a. Variances shall only be permitted when they are in harmony with the general purposes and intent of this Chapter and when the variances are consistent with the comprehensive plan. Finding: The granting of the variance is in keeping with the purpose and intent of the zoning ordinance. The construction of a parking lot is a normal accessory use for commercial buildings. b. When there are practical difficulties in complying with the zoning ordinance. "Practical difficulties," as used in connection with the granting of a variance, means that the property owner proposes to use the property in a reasonable manner not permitted by this Chapter. Practical difficulties include, but are not limited to, inadequate access to direct sunlight for solar energy systems. Finding: The practical difficulty with the construction of the parking lot is due to the shape of the property and the city standards for parking lot layout, which requires a 62- foot wide area for two rows of parking and a two-way drive aisle. Only the most easterly portion of the southern parking area encroaches into the setback from the right-of-way easement. In reviewing the site plan, the property line was shown approximately 12 feet south of the right-of-way easement. c. That the purpose of the variation is not based upon economic considerations alone. Finding: The purpose of the variance is not based upon economic considerations, but is to permit the owner to utilize the property in a reasonable manner. d. The plight of the landowner is due to circumstances unique to the property not created by the landowner. Finding: The property is trapezoidal in shape becoming narrower on the east end. To the north are a stormwater area and a wetland complex. Due to the property shape, a portion of the parking area just west of the site entrance encroaches into the setback area. e. The variance, if granted, will not alter the essential character of the locality. Finding: The construction of the parking lot is a normal use associated with a commercial site and would be in keeping with the character of the neighborhood. f. Variances shall be granted for earth sheltered construction as defined in Minnesota Statutes Section 216C.06, subdivision 14, when in harmony with this Chapter. Finding: This does not apply to this request. 5. The planning report #2012-03, dated July 17, 2012, prepared by Robert Generous, et al., is incorporated herein. DECISION "The Board of Appeals and Adjustments approves Planning Case #2012-03 for a 10-foot parking lot setback variance to construct a parking lot on property zoned Business and Highway Services District (BH)." 2012. ADOPTED by the Chanhassen Board of Appeals and Adjustments this 17'h day of July, CITY OF CHANHASSEN Fra Chairman PLEASE PRINT CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 DEVELOPMENT REVIEW APPLICATION L Name Planning Case No. v?.0 O 3 Contactv-n Contact: vi cv^r;vr�c�v� Phone: 1/-1/ Fax: Y 515l y8'd.6 Phone: 4--4 4gag Fax:444 41RAQ Email:Email: %nrryerrCv%Qna_Cc^�cYcown�yics.cowl NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development' Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)' Subdivision' Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) apU Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) X Escrow for Filing Fees/Attorney Cost" - $50 CUP/SPR/VAC/VARNVAP/Metes & Bounds - $450 Minor SUB TOTAL FEE $ Z5 D .m PA uc=kq soo I An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. 'Five (5) full-size folded copies of the plans must be submitted, including an 81/2" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (".tif) format. "Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. 'Nr , PROJECT NAME: LOCATION: S/0 LEGAL DESCRIPTION AND PID: R\.S 5 t ( 1PDX-4 26 TOTAL ACREAGE: a' }9 WETLANDS PRESENT: YES X NO PRESENT ZONING: IrA�0.�NWC.N D06:�,.A C6•IA' REQUESTED ZONING: N • L PRESENT LAND USE DESIGNATION: Q • �. REQUESTED LAND USE DESIGNATION: REASON ,FOR REQUEST: �ih�• o-Q �G\I �OSGvv�G v.� FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. I .lar r/ -Wplicant Date L-27 Date SCANNED gAplan\fmms\developm=t review applimim.dm PROPOSED BUILDING 20,600 S.F. FFE - 940.1 j� I I I � I I I I I I j I i 25' BUILDING SETBACK t0' PARKING SETBACK 25' BUILDING SETBACK- 0' PARKING SETBACK 25 12.5 — —� i _ " VARIANCE AREA --- -- _t_.___-- --�� xowv F� 'an0w' R.O.W. EASEMENT -'..— 5) . Leo — Nj78TN5TREEN0 N W A `I l— T (T NORTH 0 30 60 SCALE IN FEET -J— R.O.W. EASEMENT 07/O6/2012 infra MpNeMlnpeurwytnp dennlnpemyy 118002BNb KSIe 14 Remo^ Mirrew 5 1 an:ZW10 meduae Oml a18.BS1p malmaa inwmlre.cpm Client FENDLER PATTERSON Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Approved: mcB Drawn: SEa Revision History Na. Date By Submittal / Rev. Sheet Title R.O.W. VARIANCE Sheet No. Revision V1 Project No. FEN19169 CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on July 5, 2012, the duly qualified and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice of Public Hearing for 80 West 781h Street (Goodwill) Parking Lot Setback Variance —Planning Case 2012-02 to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Subscribed and sworn to before me thiss5� day of^ At 1 2012. Notary Public .Mnnnn. w.nnn KIM T. MEUWISSEN Notary Public -Minnesota My Commission Expires Jan 31, 2015 Notice of Public Hearing Chanhassen Planning Commission Meeting Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, July 17, 2012 at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for parking lot setback variance on property zoned Proposal: Highway and Business Services District BH Applicant: Ben Merriman, 80 West 78m Street, LLC Property 80 West 78`h Street Location: A location map Is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: 1. Staff will give an overview of the proposed project. at the Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the Droiect, If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2012-03. If you wish to talk to someone about this project, please contact Bob Generous by Questions & email at bgenerousOci.chanhassen.mn.us or by phone at Comments: 952-227-1131. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions. Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/industrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encoumgetl to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have something to be included in the report. please contact the Planning Staff person named on the notification. Date & Time: Tuesday, July 17, 2012 at 7:00 P.M. This hearing may not start until later in the evening,depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for parking lot setback variance on property zoned Proposal: Highway and Business Services District BH Applicant: Ben Merriman, 80 West 78 Street, LLC Property 80 West 78 Street Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: W What Happens 1. Staff will give an overview of the proposed project. at the Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2012-03. If you wish to talk to someone about this project, please contact Bob Generous by Questions & email at bgenerousAci.chanhassen.mmus or by phone at 952-227-1131. If you choose to submit written comments, it is Comments: helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing, Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation, These reports are available by request. At the Planning Commission meeting, staff will give a verbal Overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/industrial. • Minnesota State statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have something to be included in the report, please contact the Planning Staff person named on the notification. ABRA CHANHASSEN REAL ESTATE CLIFFORD L WHITEHILL CLS PROPERTIES II LLC 6322 CO 5320 W HARBOR VILLAGE DR APT 2 4711 SHADY OAK RD EDI NA MN 55439-1049 TIMBER VERO BEACH FL 32967-7416 HOPKINS MN 55343-8840 DI39 CRB FAMILY LP 18930 78TH ST W CHANHASSEN MN 55317-9347 DYS PROPERTIES 4711 SHADY OAK RD HOPKINS MN 55343-8840 MCDONALD'S CORP (22-157) 15455 110TH ST NYA MN 55397-9453 PEGGY M KRONICK 8575 TELLERS RD CHASKA MN 55318-9265 JBJ WINE HOLDINGS LLP 19900 WEST 78TH STREET CHANHASSEN MN 55317 DANIELLE WATERHOUSE 7719 S SHORE DR CHANHASSEN MN 55317-9327 I C JOHN LLC 301 OAK GROVE ST UNIT 411 MINNEAPOLIS MN 55403-4015 MJR MANAGEMENT LLC 18001 STATE HIGHWAY 7 MINNETONKA MN 55345-4150 SOUTH LOTUS VILLAS TOWNHOMES 7737 SOUTH SHORE DR CHANHASSEN MN 55317-9327 TWIN CITIES & WESTERN RAILROAD 723 11TH ST EAST GLENCOE MN 55336 DORN BUILDERS INC 2303 WATERS DR MENDOTA HEIGHTS MN 55120-1163 KAHNKE BROS INC PO BOX 7 VICTORIA MN 55386-0007 PAULETTE M LAMERE 7779 SOUTH SHORE DR CHANHASSEN MN 55317-9237 TARA L SJULSTAD 7761 SOUTH SHORE DR CHANHASSEN MN 55317-9327 VLADIMIR Z GALEYEV 19153 TWILIGHT TRAIL EDEN PRAIRIE MN 55346 ROSIE SHMYEL CSM CORP BEN MERRIMAN 19157 TWILIGHT TRAIL 500 WASHINGTON AVE SO #3000 PO BOX 687 EDEN PRAIRIE MN 55346 MINNEAPOLIS MN 55415 CHANHASSEN MN 55317 MEMORANDUM TO: Robert Generous, Senior Planner FROM: Joseph Shamla, Project Engineer DATE: July 17, 2012 SUBJ: Variance Parking Setback — 80 West Vb Street - Planning Case No. 2012-03 Upon review of the variance plan prepared by MFRA, Inc. dated July 6, 2012, I have the following comments and recommendations: VARIANCE The original site plan included the parking stalls shown in this variance. MFRA interpreted the parking setbacks from the property line when it should have been from the right-of-way. City Code states "Setback means the minimum horizontal distance between a structure and the nearest property line or right-of-way". Staff noticed the issue when the plans were in for building permit. The parking stalls within the setback were removed for approval of the building permit. The applicant proposed two options to accommodate the 7 stalls which were removed with the building permit. One option was to vacate the right of way and the other was to apply for a variance from the parking setback. Staff reviewed both options. Vacating the right of way was not chosen because staff believes that this area may be utilized with future utilities or road reconstruction of W. 78d Street. Engineering has reviewed the variance for the 10' parking setback and is ok with that option. In order to accommodate the proposed stalls, the grading plan must be revised to show the proposed grades. Also, the plans must be updated to show the proposed stalls. The applicant shall work with staff to make changes to plans according to staff redlines. The applicant shall also obtain an encroachment agreement for installing the parking lot within the watermain easement. RECOMMENDED CONDITIONS OF APPROVAL 1. The applicant shall update the plans to show the proposed stalls and make changes to plans according to staff redlines. 2. The applicant shall obtain an encroachment agreement with the City to construct the parking lot within the City watermain easement. Attachment: Variance drawing by MFRA dated 7/6/12. Robert Generous 80 W. 78" Street- Variance Review July 17, 2012 Page 2 of 2 c: Paul Oehme, Director of Public Works/City Engineer gAeng\site plans\goodwiIIN07-17-12 vw.dmx I I I i i i I i I i 25' BUILDING SETBACK I 10' PARKING SETBACK /7 10' PARKING SETBACK �^ I1 a -- R.O.W. EASEMENT v yR�---� ----. VARIANCE AREA g 1 RO.W. EASEMENT ;w�V w781H SX E ---- (STATE H1G :: ; .u,' i•' ;�% . NORTH 60 iia SCALE IN FEET infra �Nwna�� taem sem as rL s i NAI 4 K 19 V SaHI f!®.f6.eJ1E � peo.>a,aser .�, a.w.mina., Client FENDLER PATTERSON Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Approved:A Drawn:3G Revision History NOOat, By Sob,ital/Rev. Sheet Title R.O.W. VARIANCE Sheet No. Revision V1 Project No. FEN19169 Generous, Bob From: Sinclair, Jill Sent: Tuesday, July 03, 2012 3:47 PM To: Generous, Bob Subject: RE: 80 West 78th Street Parking Lot Setback Variance Referral Hi Bob, I don't think I need to make a report for this. My only concern would be their ability to provide the required landscaping if the variance is not approved. My staff recommendation would be for approval. Let me know if you would like anything in writing. Jill Sinclair Environmental Resources Specialist City of Chanhassen 952-227-1133 From: Meuwissen, Kim Sent: Monday, July 02, 2012 11:31 AM To: Littfin, Mark; Fauske, Alyson; Mohn, Jerry; Jeffery, Terry; Sinclair, Jill Cc: Generous, Bob Subject: 80 West 78th Street Parking Lot Setback Variance Referral Click on the following link to view the referral documents. Please respond no later than Friday, July 6, 2012. Replying to this email will redirect your response to Bob Generous. Thanks! htt 67.63.229.140/weblink/browse.aspx?dbid=0&startid=244683 Kim .11eu",issen *( I I y OF CHANHASSEN Plutmim , Secretary 952-227-1107 wcith ;: kni✓mrisszn aui.,hanhusseii nm. us f a i / / I r Y /EXISTING POND NWL=931.5 `;•. / HWL=933.7 (PER CITY AS -BUILT) STORM WATER PONDING EASEMENT UTILITY EASEMENT FILTRATION BA�< POND ICE / (28/12/2011) / I ELEV.-931.7 Z- M U U UO U 4 / �O �O G ,I �- m � oo � m R2S 0 / v N 0 v 0 F w •o G �f C > w !�� w w LL 1 Sf Rap o / `i' I A A a = 1P o Larn o w B G A POND ICE O } WAREHOUSE RETAIL x of T 1:0(28/12/2011) a ° of ELEV.-932.8 2 rn rn EXISTING POND NWL=932.7 HWL=939.1 a" PROPOSED BUILDING o (PER CITY AS -BUILT) f2I B 20,600S.F. w of T UJ 2 STEPS FIFE = 940.1 _ la1 250122300 w 20.0 20.0 8.01 28.0 26.0 ; 18. 100 78TH ST W ,8 1D CHANHASSEN HR o m A OFFICE r` Z " I o 14 16 17 22 r o ud o� IN -. Ga., ^w w �,4 p� o �� S C ) ° f o o�a ,5 �fo 4rf C o I o NIP O RSO �o pro �� o JSD �h 0 C V TYP. CK o _ I ® C t o I w 17 2, B IL01 E -' < 1 L— LJ E e' pCK B W 0 o ING E� U o C AO' PARK Y�. C �.� \� _ �o -- C 1 Q - s - ---- 0� I -- _ ----- I 256860031 18930 78TH ST W CRB FAMILY LP 0 0 C C I° U Q 256860030 _J > 78 78TH ST W PEGGY M KRONICK Z _ X p �o 116.7 o C "Tndl�-1 GV � , �P 11� Ld" U GyYI Zn U 52 LEGEND PROPOSED EXISTING PROPERTY LIMIT — -- — CURB & GUTTER STANDARD DUTY EASEMENT ASPHALT PAVING BUILDING RETAINING WALL HEAVY DUTY WETLAND LIMITS ASPHALT PAVING TREELINE SAWCUT LINE n " SIGN CONCRETE PAVING PIPE BOLLARD °g NUMBER OF PARKING O STALLS PER ROW KEY NOTE O — DEVELOPMENT SUMMARY AREAS GROSS SITE AREA 121,493 SF 2.79 AC EXISTING PROPOSED BUILDING AREA 16,020 SF 20,600 SF PARKING LOT AREA 40,495 SF 45,070 SF LOT SUMMARY OPEN AREA 49,990 SF 1.15 AC GREEN SPACE REQUIRED 35% GREEN SPACE PROVIDED 40% SETBACKS FRONT YARD 25 FEET REAR YARD 20 FEET SIDE YARD 1OFEET ZONING EXISTING ZONING BH-HIGHWWAY AND BUSINESS SERVICES DISTRICT PROPOSED ZONING PARKING SUMMARY RETAIL 1/200 SF x 14,380 = 72 WAREHOUSE 1/1,000 SF x 4,400 = 4 OFFICE 1/200 SF x 1,220 = 6 TOTAL REQUIRED = 82- TOTAL PROVIDED 515. 101 - D VE OL PMENT NOTES A. ALL DIMENSIONS ARE ROUNDED TO THE NEAREST TENTH FOOT. B. ALL DIMENSIONS SHOWN ARE THE FACE OF CURB TO FACE OF CURB UNLESS OTHERWISE NOTED. C. ALL AREAS ARE ROUNDED TO THE NEAREST SQUARE FOOT. D. ALL PARKING STALLS TO BE TIN WIDTH AND 18' IN LENGTH UNLESS OTHERWISE INDICATED. E. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF EXIT PORCHES, RAMPS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. F. SEE ARCHITECTURAL PLANS FOR F'i ON SIGN DETAILS G. SEE ARCHITECTURAL PLANS FOR LIGHT POLE FOUNDATION DETAIL AND FOR EXACT LOCATIONS OF LIGHT POLE. H. REFER TO FINAL PLAT FOR LOT BOUNDARIES, LOT NUMBERS, LOT AREAS„ AND LOT DIMENSIONS. I. ALL GRADIENTS ON SIDEWALKS ALONG THE ADA ROUTE ARE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5% (1:20 ), EXCEPT AT CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). THE MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS ISLE SHALL BE 2.08% (1:48). THE CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIG N GRADIENT. J. "NO PARKING" SIGNS SHALL BE PLACED ALONG ALL DRIVEWAYS AS REQUIRED BY CITY. K. STREET NAMES ARE SUBJECT TO APPROVAL BY THE CITY. L. DRAINAGE AND UTILITY EASEMENTS SHALL BE PROVIDED AS REQUIRED. DRAINAGE AND UTILITY EASEMENTS WILL BE PROVIDED OVER ALL PUBLIC UTILITIES AND UP TO THE HIGH WATER LEVEL OF ALL PONDS — KEY NOTES A. BUILDING, STOOPS, STAIRS SEE ARCHITECTURAL PLANS. B. B-612 CONCRETE CURB AND GUTTER. C. TIP OUT CURB SECTION D. ADA TRUNCATED DOME STRIP E. FLAT CURB SECTION. F. BEGIN TRANSITION TO FLAT CURB G. CONCRETE PIPE BOLLARD H. HANDICAP PARKING SIGN W/ CONCRETE PIPE BOLLARD I. CONCRETE SIDEWALK J. PYLON SIGN (30' HEIGHT) K. LIGHT POLE (SEE LIGHTING PLAN FOR FOUNDATION DETAILS) L. TRASH COMPACTOR M. STOP SIGN N. "DO NOT ENTER - ONE WAY" SIGN 0. DIRECTIONAL SIGNAGE BY OTHERS P. CONCRETE TRANSFORMER PAD- VERIFY EXACT PAD DIMENSIONS WITH ELECTRICAL PRIOR TO CONSTRUCTION. Q. PEDESTRIAN CURB RAMP WITH TRUNCATED DOMES. R. BITUMINOUS PAVEMENT SECTION S. PAVEMENTARROW T. PAVEMENT STRIPIING NORTH U. LOADING DOCK CONCRET 0 30 60 V. 3' CURB CUT SCALE IN FEET engineering surveying planning energy 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 1763) 476.6010 telephone 1763) 476.8532 facsimile www.mfra.com Client lI °.n ••• I31 �I I� *Rim 10,tRoff Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No.42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DID Approved: MCB Book/ Page: -/- Phase: PRELIMINARY Initial Issued:01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title SITE PLAN Sheet No. Revision C101 Project No. FEN19169 I Ian 05. 2012 - 828am - City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 Date: June 29, 2012 To: Development Plan Referral Agencies From: Planning Department Review Response Deadline: July 6, 2012 By: Robert Generous, AICP, Senior Planner 952-227-1131 or bgenerous@.ci.chanhassen.mn.us Subject: 80 West 78"' Street Variance (Goodwill Site): Request for parking lot setback variance on property zoned Highway and Business Services District (BH) and located at 80 West 78°i Street. Applicant: Center Companies, LLC. Planning Case: 2012-03 PID: 25-6860020 The above described application for approval of a land development proposal was filed with the Chanhassen Planning Department on June 15, 2012. The 60-day review period ends August 14, 2012. In order for us to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites, street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and City Council. This application is scheduled for consideration by the Chanhassen Planning Commission on July 17, 2012 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than July 6, 2012. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources 5. U.S. Army Corps of Engineers 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (CenturyLink) 10. Electric Company (MN Valley) 11. Mediacom 12. CenterPoint Energy/Minnegasco SCANNED LOCATION MAP 80 West 781" Street Variance Request Planning Case 2012-03 SCANNED Generous, Bob From: Littfin, Mark Sent: Thursday, July 05, 2012 1:52 PM To: Generous, Bob Subject: FW: 80 West 78th Street Parking Lot Setback Variance Referral No issues, no concerns, Mark From: Meuwissen, Kim Sent: Monday, July 02, 2012 11:31 AM To: Littfin, Mark; Fauske, Alyson; Mohn, Jerry; Jeffery, Terry; Sinclair, Jill Cc: Generous, Bob Subject: 80 West 78th Street Parking Lot Setback Variance Referral Click on the following link to view the referral documents. Please respond no later than Friday, July 6, 2012. Replying to this email will redirect your response to Bob Generous. Thanks! http://67.63.229.140/webli n k/b rowse.aspx?d bid=0&sta rti d=244683 Kim Meuwissen *CITY OF CHANHASSEN Planning Secretary 952-227-1107 mailio.knugiwissena,ri.clttmha,%e .nnr.us ©Find us on Facebook Generous, Bob From: Mohn, Jerry Sent: Monday, July 02, 2012 12:34 PM To: Generous, Bob Subject: RE: 80 West 78th Street Parking Lot Setback Variance Referral MEMORANDUM TO: Robert Generous, Senior Planner FROM: Jerritt Mohn, Building Official DATE: July 2, 2012 SUBJ: Request for parking lot setback variance at 80 west 78" St. Planning Case: 2012-03 There are no building official comments. G:\PLAN\2012 Planning Cases\2012-03\buildingofficialvariancerequestcomments.doc Jerritt Mohn Building Official City of Chanhassen From: Meuwissen, Kim Sent: Monday, July 02, 2012 11:31 AM To: Littfin, Mark; Fauske, Alyson; Mohn, Jerry; Jeffery, Terry; Sinclair, Jill Cc: Generous, Bob Subject: 80 West 78th Street Parking Lot Setback Variance Referral Click on the following link to view the referral documents. Please respond no later than Friday, July 6, 2012. Replying to this email will redirect your response to Bob Generous. Thanks! http://67.63.229.140/we bli n k/browse.a spx?d bid=0&sta rt id=244683 Kim iWeuN-issen 80 WEST 78TH STREET VARIANCE - PLANNING CASE 2012-03 $200.00 Variance $50.00 Recording Escrow $250.00 TOTAL $250.00 Less Check #5001 from 80 West 78th Street, LLC $0.00 BALANCE SCANNED CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 06/28/2012 4:28 PM Receipt No. 00191796 CLERK: bethanya PAYEE: 80 West 78th Street LLC 2025 Coulter Blvd, Ste 215 Chanhassen MN 55317- 80 West 78th Street Variance Planning Case 2012-03 ------------------------------------------------------- Use & Variance 200.00 Recording Fees 50.00 Total 250.00 Cash 0.00 Check 5001 250.00 Change 0.00 SCANNED I I L PROPOSED BUILDING 20,600 S.F. FFE - 940.1 IIIIII 25' BUILDING SETBACK 10' PARKING SETBACK R.O.W. EASEMENT (T NORTH 0 30 60 SCALE IN FEET VARIANCE AREA W TF1 STREV N0 Si E HIGHW A q125' BUILDING SETBACK 10' PARKING SETBACK —_—_J Al R.O.W. EASEMENT ... 1`. RIWIT�'WAY EA�t fraeiOnM'InQ.l 1W() 2wa"a.Ib M Rtnor%Wnn N 7 Im91m.wo eeoram RB94m.a".a Mrt om Client FENDLER PATTERSON Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Approved I MCB Drawn SEG Revision History No.Date BV Submittal / Rev. Sheet Title SHEET TITLE Sheet No. Revision C3.01 Project No. FEN19169 SCANNED n u C J i INC) o. ©IIIIII1111111 QI 110 u F2 Fendler Patterson CONSTRUCTION Project Narrative 80 West78th Street 2.79 Acre Site Chanhassen, Minnesota CITY OF CHANHASSEN RECEIVED JAN 0 6 2012 CHANHASSEN PLANNING DEPT Request for: Site Plan Review Approval, Preliminary and Final Plat and a Minor Subdivision, January 5th, 20U Introduction On behalf of the tenant, the developer is requesting Preliminary Site Plan Review approval along with Preliminary and Final Plat and a minor subdivision for the proposed project. The tenant has several locations around the Twin Cities such as, Woodbury, Maple Grove, Oak Park Heights and Eagan to name a few. Goodwill / Easter Seals Minnesota have been a strong contributor to the development of Minnesota's workforce for more than 90 years. Goodwill / Easter Seals assist people with barriers to education, employment and independence in achieving their goals. Our comprehensive workforce development model helps clients: -Prepare for work -Maintain employment -Train for Employment -Advance in careers -Obtain Jobs -Connect to other community resources Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 1 of 4 4839 West 124" Street Savage, MN 55378 • Lie. u20011239 • Tel. 952-8904364 Fax 952-890-2916 w w w. f e n d I e r p a t t e r s o n. c o m Ex-� no, Cop ;es FaFendler Patterson CONSTRUCTION From 25 locations, Goodwill / Easter Seals 781 employees provide statewide services to Minnesotans with disabilities and disadvantages. We provide paid work experience in our retail stores and corporate headquarters. In addition to our career workforce development model, we offer English Language Learning, mathematics, parenting and life skills classes. We also host discussion groups devoted to the specific needs of the individuals we serve. Goodwill / Easter Seals industry skills training programs, developed in partnership with Minnesota businesses, provide curriculum -based, hands-on training. Current programs serve the automotive, banking / finance, call center, construction and retail industries. Participants acquire soft and technical skills to get jobs and advance in their careers. Goodwill / Easter Seals long-term follow-up and support services help both participants and employers. Our community resources staff provides housing resources, retail vouchers for clothing, medical equipment loans and one-on-one assistance. In 2008, Goodwill / Easter Seals served 22,165 individuals, provided 35,891 services, made 880 job placements with 113 individuals advancing in their careers and generated over 17 million in taxable income by participants who gained employment. Use The tenant will utilize the facility for retailing purposes with the hours of operation being Monday -Friday from 7:30 a.m. to 10:00 p.m. Saturday from 8:30 a.m. to 7:00 p.m. and Sunday from 10:00 a.m. to 7:00 p.m. These are standard hours of operation and do not take into account various holiday hours which most retailers adjust slightly to better serve the community. The proposed tenant would employ up to 30 employees along with 8-12 participants which are engaging in career training programs. In addition this use works in conjunction with the retailers that exist in the area. Each user will compliment each others product thus assisting in the success of each others interest. Site The proposed project consists of constructing a 20,600 sf retail facility on approximately 2.79 ac site that is being platted into one lot from the current two story office building. The site will have parking in the front and to the south of the store, with a drop off area located along the west side of the building. A loading dock is located in the rear (north) of the building. Parking requirements for this facility are being met by providing 100 parking stalls in the front, rear and to the south of the store. The 100 stalls exceed the minimum city requirement of 82 stalls as defined in section 20-1124 of the Chanhassen City code. The property is zoned BH Highway and Business service district. The propel is bordered by a rail road to the north, a Stormwater pond to the west, State Highway 5 and 78 t ST to the south, and commercial to the east. Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 2 of 4 4839 West 12e Street Savage, MN 55378 • Lic. #20011239 • Tel. 952-8904364 Fax 952-890-2916 w w w. f e n d 1 9 r p a t t e r s o n. c o m F2 Fendler Patterson CONSTRUCTION A 6 inch water service and sewer service will be constructed into the sw comer of the building. A new water service will be tapped from the existing 8 inch watermain located in the boulevard of 78d' Street; the existing sewer stub will be utilized with the addition of two manholes to bring the service into the correct location. Stormwater and drainage will follow the existing drainage patterns from the site, but will provide rate control and treatment of the Stormwater runoff. The existing site drains to the north, southwest and southeast comers of the site. The proposed project will install a storm scepter in the southeast corner of the site to provide solids removal prior to discharging off site, and a couple of filtration basins will be installed along the north and south west comer of the site. This area will improve water quality and rate control to the existing wetland and to the discharge off site to the south. It was the intent to follow the City Engineers advice and route the Stormwater to the existing pond to the west, but when the information on the pond to the west was evaluated it was discovered the 100 yr. high water level was over 3.0 feet above the site of the proposed development. Landscaoine The landscaping plan has been developed to be in accordance with Section 20-1176 and subsequent sections. We have provided a five foot high buffer screen along the 78" street side of the parking lot to accommodate a 10 ft. parking setback in accordance with City Code Section 20- 715 subsection 6 e. Buffer requirements B and A are met along 7e St and the property to the east respectively. Buffer requirement C is proposed along the West property line. The wetland to the north provides the buffer along this property edge. The following Planting schedule is proposed to meet the minimum buffer requirements. Side Length Canopy Under Story Shrubs South 345 7 14 21 West 295 9 18 27 East 427 5 9 13 Additional plantings have been added as shown on the plans to meet the screening requirements along 7e street. Parking lot calculations show we have 1.17 ac of parking lot, based on section 20-1181 of the city code we need a landscape area for each 6,000 sf of parking area. This means we need 8.5 landscaped area with one tree for every 250 sf of landscaped area in the parking lot. This requires 7 parking lot trees to be added to the planting list. Project Narrative 80 West 78th Street, Chanhassen, MN January5, 2012 Page 3 of 4 4839 West 1241h Street Savage, MN 55378 • Lie. #20011_19 • Tel. 952-8904364 Fax 952-890-2916 w w w. f e n d I e r p a t t e r s o n. c o m FRFendler Patterson CONSTRUCTION Liehtine Site lighting is in accordance with section 20-1123 of the City Code. Lighting levels along the property lines do not exceed 0.5 ft candles in accordance with the code. Architecture The proposed design for the Goodwill Store incorporates architectural elements and finishes from the typical prototype building. The new buildings exterior is proposed to be a combination of a face brick, EIFS (Exterior Insulation Finish System), and colored single score CMU fields and accent elements. Columns with decorative EIFS cornices are used to define the main entry to the facility along with a false entry facing South. All HVAC units on the facility are proposed to be screened from the structures parapets. They are designed high enough to screen all equipment. Si na e Under the current terms of the proposed lease, signage is the responsibility of the Tenant. With that said, typically the Tenant will locate signage over the front entry to the facility and on any face of the building facing major roadways. In addition, various directional signage is located around the development as found on most retail projects. The Tenant is aware that a separate signage permit must be applied for and they are prepared to do so per the requirements of the City of Chanhassen. Closure The applicant respectfully requests the City of Chanhassen support the request for Preliminary Site Plan Review, Preliminary and Final Plat and a minor subdivision for the proposed Goodwill Project. We look forward to joining your community and assisting residents with our mission. Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 4 of 4 4839 West 124" Street Savage, MN 55378 • Lic. #20011239 • Tel. 952-8904364 Fax 952-890-2916 w w w. f 9 In d 1 9 r p a t t e r s o n. c 0 m Knfra Client Site Development Plans e BENCHMARKS ri.M wo, .»,.:.. for 80 W. 78th STREET Project 78TH BT E STREET Chanhassen, Minnesota Location Presented by. CHANHASSEN, MINNESOTA Fendler Patterson Construction Certification ... aqy" w._. ..�.....h..... f� a e SHEFT INDEX SYTnary mYYMµ T.' owes CONSULTANT caxrAa UST:a Revkbn Historyw �+ g — —952.6 Tw,u,.:w:xa„rtXwx ,W.,»,�»» +,a co»Un. H¢x,ac Munn. SITE e o:. t W F+M Sheet Title ,","N n;;X TITLE SHEET r,X+o.nou Nwvsr. Mwmx Nx R:_., _w ® K N.T.S. E i N.FFCWFmOf Ac UXOSGww + nnamr- n„eon».w Xwl VICINITY MAP Sheet No. Revision 17.1. 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MU4 •X3 .XX.X L33tl15 Xl8[ 53R " 133US Hi2L iS3M 09 SEA IM i h } ' dl r 5 1 R 1 e } I x !4 I I � CI o .. ■�. 111Kai , im un� illll��l� {I{;: III - 1►;II � � {� , IN In 1�F 11._ 111 "" IBM ill o {n nm I Ili p �...- inn _ ling III II:Q: 111 -11 III■ "= ° •• • " . eJj. m= 111 � iii I, III .�u=n■� IN 111. 111 IIImom d ,11{: III IIImom r SIGNAGE BYTENANT PREFINISHED FLUSH SE METAL PANEL CANOPY SIGNAGE BY TENANT PREFINISHED FLUSH SI METAL PANEL CANOP7 } UW E AT 1-4-2012 1 PREFINISHED METAL CAP FLASHING STUCCO COLOR I STUCCO COLOR 2 SINGLE -SCORE BURNISHED CMU UTILITY FACE BRICK 1"INSULATED ALUMINUM GLAZING PREFINISHED METAL CAP FLASHING STUCCO COLOR 1 SINGLE -SCORE BURNISHED CMU UTILITY FACE BRICK 1"INSULATED ALUMINUM GLAZING PREFINISHED METAL CAP FLASHING STUCCO COLOR 1 SINGLE -SCORE BURNISHED CMU UTILITY FACE BRICK PREFINISHED METAL CAP FLASHING STUCCO COLOR SINGLE -SCORE BURNISHED CMU UTILITY FACE BRICK PFendler Patterson c0.sl auc Tiou O _v 0 L FaFendler Patterson CONSTRUCTION Project Narrative 80 West 78th Street 2.79 Acre Site Chanhassen, Minnesota CITY OF CHANHASSEN RECEIVED JAN 0 6 2012 CHANHASSEN PLANNING DEPT Request for: Site Plan Review Approval, Preliminary and Final Plat and a Minor Subdivision, January 5th, 2012 Introduction On behalf of the tenant, the developer is requesting Preliminary Site Plan Review approval along with Preliminary and Final Plat and a minor subdivision for the proposed project. The tenant has several locations around the Twin Cities such as, Woodbury, Maple Grove, Oak Park Heights and Eagan to name a few. Goodwill / Easter Seals Minnesota have been a strong contributor to the development of Minnesota's workforce for more than 90 years. Goodwill / Easter Seals assist people with barriers to education, employment and independence in achieving their goals. Our comprehensive workforce development model helps clients: -Prepare for work -Maintain employment -Train for Employment -Advance in careers -Obtain Jobs -Connect to other community resources Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 1 of 4 4839 West 124' Street Savage, MN 55378 • Lie. #20011239 • Tel. 952-890-4364 Fax 952-890-2916 w w w. f e n d I e r p a t t e r s o n. c o m m j3 Patt rrsson CONSTRUCTION From 25 locations, Goodwill / Easter Seals 781 employees provide statewide services to Minnesotans with disabilities and disadvantages. We provide paid work experience in our retail stores and corporate headquarters. In addition to our career workforce development model, we offer English Language Learning, mathematics, parenting and life skills classes. We also host discussion groups devoted to the specific needs of the individuals we serve. Goodwill / Easter Seals industry skills training programs, developed in partnership with Minnesota businesses, provide curriculum -based, hands-on training. Current programs serve the automotive, banking / finance, call center, construction and retail industries. Participants acquire soft and technical skills to get jobs and advance in their careers. Goodwill / Easter Seals long-term follow-up and support services help both participants and employers. Our community resources staff provides housing resources, retail vouchers for clothing, medical equipment loans and one-on-one assistance. In 2008, Goodwill / Easter Seals served 22,165 individuals, provided 35,891 services, made 880 job placements with 113 individuals advancing in their careers and generated over 17 million in taxable income by participants who gained employment. Use The tenant will utilize the facility for retailing purposes with the hours of operation being Monday -Friday from 7:30 a.m. to 10:00 p.m. Saturday from 8:30 a.m. to 7:00 p.m. and Sunday from 10:00 a.m. to 7:00 p.m. These are standard hours of operation and do not take into account various holiday hours which most retailers adjust slightly to better serve the community. The proposed tenant would employ up to 30 employees along with 8-12 participants which are engaging in career training programs. In addition this use works in conjunction with the retailers that exist in the area. Each user will compliment each others product thus assisting in the success of each others interest. Site The proposed project consists of constructing a 20,600 sf retail facility on approximately 2.79 ac site that is being platted into one lot from the current two story office building. The site will have parking in the front and to the south of the store, with a drop off area located along the west side of the building. A loading dock is located in the rear (north) of the building. Parking requirements for this facility are being met by providing 100 parking stalls in the front, rear and to the south of the store. The 100 stalls exceed the minimum city requirement of 82 stalls as defined in section 20-1124 of the Chanhassen City code. The property is zoned BH Highway and Business service district. The property is bordered by a rail road to the north, a Stormwater pond to the west, State Highway 5 and 7.8 ST to the south, and commercial to the east. Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 2 of 4 4839 West 120 Street Savage, MN 55378 • Lic. #20011239 • Tel. 952-890-4364 Fax 952-890-2916 w w w. f e n d I e r p a t t e r s o n. c o in Fendler FPatterson C O N S T R U C T I O N A 6 inch water service and sewer service will be constructed into the sw corner of the building. A new water service will be tapped from the existing 8 inch watermain located in the boulevard of 78 s Street; the existing sewer stub will be utilized with the addition of two manholes to bring the service into the correct location. Stormwater and drainage will follow the existing drainage patterns from the site, but will provide rate control and treatment of the Stormwater mnoff. The existing site drains to the north, southwest and southeast comers of the site. The proposed project will install a storm scepter in the southeast comer of the site to provide solids removal prior to discharging off site, and a couple of filtration basins will be installed along the north and south west corner of the site. This area will improve water quality and rate control to the existing wetland and to the discharge off site to the south. It was the intent to follow the City Engineers advice and route the Stormwater to the existing pond to the west, but when the information on the pond to the west was evaluated it was discovered the 100 yr. high water level was over 3.0 feet above the site of the proposed development. Landscanine The landscaping plan has been developed to be in accordance with Section 20-1176 and subsequent sections. We have provided a five foot high buffer screen along the 7e street side of the parking lot to accommodate a .10 ft. parking setback in accordance with City Code Section 20- 715 subsection 6 e. Buffer requirements B and A are met along 78's St and the property to the east respectively. Buffer requirement C is proposed along the West property line. The wetland to the north provides the buffer along this property edge. The following Planting schedule is proposed to meet the minimum buffer requirements. Side Lenxth I Canopy Under Story Shrubs South 345 17 14 21 West 295 19 18 27 East 427 15 19 13 Additional plantings have been added as shown on the plans to meet the screening requirements along 78t° street. Parking lot calculations show we have 1.17 ac of parking lot, based on section 20-1181 of the city code we need a landscape area for each 6,000 sf of parking area. This means we need 8.5 landscaped area with one tree for every 250 sf of landscaped area in the parking lot. This requires 7 parking lot trees to be added to the planting list. Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 3 of 4 4839 West 124' Street Savage, MN 55378 • Lie. #20011239 • Tel. 952-890-4364 Fax 952-890-2916 w w w. f e n d I e r p a t t e r s o n. c o m Fen Patterson CONSTRUCTION Liehtine Site lighting is in accordance with section 20-1123 of the City Code. Lighting levels along the property lines do not exceed 0.5 ft candles in accordance with the code. Architecture The proposed design for the Goodwill Store incorporates architectural elements and finishes from the typical prototype building. The new buildings exterior is proposed to be a combination of a face brick, EIFS (Exterior Insulation Finish System), and colored single score CMU fields and accent elements. Columns with decorative EIFS cornices are used to define the main entry to the facility along with a false entry facing South. All HVAC units on the facility are proposed to be screened from the structures parapets. They are designed high enough to screen all equipment. Sienaee Under the current terms of the proposed lease, signage is the responsibility of the Tenant With that said, typically the Tenant will locate signage over the front entry to the facility and on any face of the building facing major roadways. In addition, various directional signage is located around the development as found on most retail projects. The Tenant is aware that a separate signage permit must be applied for and they are prepared to do so per the requirements of the City of Chanhassen. Closure The applicant respectfully requests the City of Chanhassen support the request for Preliminary Site Plan Review, Preliminary and Final Plat and a minor subdivision for the proposed Goodwill Project. We look forward to joining your community and assisting residents with our mission. Project Narrative 80 West 78th Street, Chanhassen, MN January 5, 2012 Page 4 of 4 4839 West 124' Street Savage, MN 55378 • tic. #20011239 • Tel. 952-8904364 Fax 952-890-2916 w w w. f e n d I e r p a t t e r s o n. c 0 m —mxwlrurt<oNr�crusr: a 541(ErWlZbxs,Nvowx W{4itNM4A[!1 SMD]EINxNNU 4MISp .W[MNSSIN NMOM4 NN SSMI <drxn.iwxrxneuw �wrHn1 a5u,c wxo, Pe. �.�.�t x.Kx� 4M,t,w KK�MxS,.,, , i'iiantmo iaiNu"rim,o'"N ,oxrnn, IxnNSNMrrtxwM can.,.:Nenx,nmxuw Site Development Plans for 80 W. 78th STREET Chanhassen, Minnesota Presented by: Fendler Patterson Construction VICINITY MAP NO SC IE arxs,i ..»at N»Nwrwm uwnMry rot:n:u:nmum.rrxun..a I¢N 5 anfra C'enli�ent Ir Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summaryµ Revision History Sheet Title TITLE SHEET Sheet No. Revision C1.01 Project No. FEN19169 zU IMILI: �c221 WV N� OJ tI1 3 n l � g i ya '2 L r z z " m`y` ze, i ' �. w E L` E ro h ° u u uv3 f: aP C Zd A V i ry B c.$ $ 5 n .i a �g $ •a e� s Y-€ - - _ �p if €ii$es ${ g • as 25i § E � 8 <§ i 9§€�• L: =� ^ 'frj ci 4 €x •c$5_ a•= g 2 L a- a p a €'o ie5 = € �: • a lei €s � � a a � C€'• 'a ax p xg s a5 §fie R 'as g e &x �L z ga - ?Mg i'• oge i € >` i 3 gc. vig@= S�' g i • 5'= s c € a; € $gI°I' L$ L i x4 $:• i i' $ iij8 i a ' 7ci e3.�g€. 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O O O O z z z z Z H a ❑w � a O � d ❑ VI N V N Z $ Z � Y V LL V IQ- � U� � � ❑ U Q Q U yQ.. 7 O O ❑ O LL¢ LL Q N V W d U v LL ❑V ❑V Z ❑ Z Z LL V J_ V N J= LL U O V J �j J d FT L Appendix B HydroCAD Calculations (is To Wetland 4S TTL � SE (2S) TTL EXP�\ 3S Sw To 78th Street Subcat Reach on Link Drainage Diagram for 19169-Hydrocad Existing Prepared by Microsoft, Printed 5/10/2012 HydroCAD® 9.10 s/n 01775 0 2010 HydroCAD Software Solutions LLC 19169-Hydrocad Existing Prepared by Microsoft HydroCAD® 9.10 s/n 01775 © 2010 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.062 74 >75% Grass cover, Good, HSG C (1 S, 2S, 3S, 4S) 0.963 98 Paved parking, HSG C (1S, 2S, 4S) 0.361 98 Roofs, HSG C (1S, 2S, 4S) 0.041 98 Unconnected pavement, HSG C (3S) 0.363 98 Water Surface, HSG C (1S) 2.790 TOTAL AREA Printed 5/10/2012 19169-Hydrocad Existing Prepared by Microsoft Area Soil (acres) Group Soil Listing (all nodes) Subcatchment Numbers 0.000 HSG A 0.000 HSG B 2.790 HSG C 1 S, 2S, 3S, 4S 0.000 HSG D 0.000 Other 2.790 TOTAL AREA Printed 5/10/2012 19169-Hydrocad Existing Prepared by Microsoft HydroCADO 9.10 s/n 01775 Cc) Type 1124-hr 2-yr Rainfall=2.80" Printed 5/10/2012 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: To Wetland Runoff Area=70,758 sf 58.26% Impervious Runoff Depth=1.64" Tc=10.0 min CN=88 Runoff=4.08 cfs 0.222 of Subcatchment 2S: SW Runoff Area=31.214 sf 63.75% Impervious Runoff Depth=1.72" Tc=10.0 min CN=89 Runoff=1.88 cfs 0.103 of Subcatchment 3S: To 78th Street Runoff Area=3,838 sf 47.00% Impervious Runoff Depth=1.42" Tc=0.0 min CN=85 Runoff=0.27 cfs 0.010 of Subcatchment 4S: SE Runoff Area=15,731 sf 78.67% Impervious Runoff Depth=2.06" Tc=10.0 min CN=93 Runoff=1.10 cfs 0.062 of Link TTL: TTL EX Inflow=7.10 cfs 0.397 of Primary=7.10 cfs 0.397 of Total Runoff Area = 2.790 ac Runoff Volume = 0.397 of Average Runoff Depth = 1.71" 38.04% Pervious = 1.062 ac 61.96% Impervious = 1.729 ac 19169-Hydrocad Existing Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/10/2012 HydroCAD(59.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: To Wetland Runoff = 4.08 cfs @ 12.02 hrs, Volume= 0.222 af, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 17,689 98 Paved parking, HSG C 29,535 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 7,709 98 Roofs HSG C 70,758 88 Weighted Average 29,535 41.74% Pervious Area 41,223 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: To Wetland Hydrograph ❑ Runolt 4- Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=70,758 sf 11 1 N Runoff Volume=0.222 of Runoff Depth=1.64" 0 2 Tc=10.0 min 0 2 4 6 8 10 12 14 16 1820 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62r 19169-Hydrocad Existing Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/10/2012 HydroCAD(9) 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 2S: SW Runoff = 1.88 cfs @ 12.01 hrs, Volume= 0.103 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 14,560 98 Paved parking, HSG C 11,314 74 >75% Grass cover, Good, HSG C 5,340 98 Roofs HSG C 31,214 89 Weighted Average 11,314 36.25% Pervious Area 19,900 63.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: SW ph ❑ Runoff Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=31,214 sf Runoff Volume=0.103 of Runoff Depth=1.72" Tc_10.0 min I 1 0 CN=89 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Existing Prepared by Microsoft Type 1124-hr 2-yr Rainfall=2.80" Printed 5/10/2012 Summary for Subcatchment 3S: To 78th Street Runoff = 0.27 cfs @ 11.90 hrs, Volume= 0.010 af, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 2,034 74 >75% Grass cover, Good, HSG C 1,804 98 Unconnected pavement, HSG C 3,838 85 Weighted Average 2,034 53.00% Pervious Area 1,804 47.00% Impervious Area 1,804 100.00% Unconnected Subcatchment 3S: To 78th Street 0.26 Type II 24-hr 2-yr 0.24 Rainfall=2.80" 0.22 Runoff Area_3,838 sf ^ °,a Runoff Volume=0.010 of Runoff Depth=1.42" 014 Tc=0.0 min 012 CN=85 0.1 1 L 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Existing Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/10/2012 H droCAD@ 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 4S: SE Runoff = 1.10 cfs @ 12.01 hrs, Volume= 0.062 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 9,705 98 Paved parking, HSG C 3,356 74 >75% Grass cover, Good, HSG C 2,670 98 Roofs HSG C 15,731 93 Weighted Average 3,356 21.33% Pervious Area 12,375 78.67% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph ❑ Runofl Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=15,731 sf Runoff Volume=0.062 of Runoff Depth=2.06" LL Tc_10.0 min I I n CN=93 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Existing Type //24-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/10/2012 HydroCAD@ 9.10 s/n 01775 @ 2010 HVdroCAD Software Solutions LLC Page 9 Summary for Link TTL: TTL EX Inflow Area = 2.790 ac, 61.96% Impervious, Inflow Depth = 1.71" for 2-yr event Inflow = 7.10 cfs @ 12.01 hrs, Volume= 0.397 of Primary = 7.10 cfs @ 12.01 hrs, Volume= 0.397 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL EX Hydrograph ® Inflow ❑ Primary 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4. 10 " Prepared by Microsoft Printed 5/10/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paoe 10 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: To Wetland Runoff Area=70,758 sf 58.26% Impervious Runoff Depth=2.82" Tc=10.0 min CN=88 Runoff=6.88 cfs 0.382 of Subcatchment 2S: SW Runoff Area=31,214 sf 63.75% Impervious Runoff Depth=2.92" Tc=10.0 min CN=89 Runoff=3.12 cfs 0.174 of Subcatchment 3S: To 78th Street Runoff Area=3,838 sf 47.00% Impervious Runoff Depth=2.55" Tc=0.0 min CN=85 Runoff=0.48 cfs 0.019 of Subcatchment 4S: SE Runoff Area=15,731 sf 78.67% Impervious Runoff Depth=3.32" Tc=10.0 min CN=93 Runoff=1.72 cfs 0.100 of Link TTL: TTL EX Inflow=11.78 cfs 0.675 of Primary=11.78 cfs 0.675 of Total Runoff Area = 2.790 ac Runoff Volume = 0.675 of Average Runoff Depth = 2.90" 38.04% Pervious = 1.062 ac 61.96% Impervious = 1.729 ac 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/10/2012 HydroCADO 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Pace 11 Summary for Subcatchment 1 S: To Wetland Runoff = 6.88 cfs @ 12.01 hrs, Volume= 0.382 at, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Descriotion 17,689 98 Paved parking, HSG C 29,535 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 7.709 98 Roofs. HSG C 70,758 88 Weighted Average 29,535 41.74% Pervious Area 41,223 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: To Wetland Hydrograph ❑ Runoff Type II 24-hr 10-yr 6- Rainfall_4.10" Runoff Area=70,758 sf 5 Runoff Volume=0.382 of 4� Runoff Depth=2.82" U. � H Tc=10.0 min 31 1 n CN=88 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4. 10 " Prepared by Microsoft Printed 5/10/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: SW Runoff = 3.12 cfs r?a 12.01 hrs, Volume= 0.174 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 14,560 98 Paved parking, HSG C 11,314 74 >75% Grass cover, Good, HSG C 5,340 98 Roofs HSG C 31,214 89 Weighted Average 11,314 36.25% Pervious Area 19,900 63.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: SW Hydrograph ❑ Runoli 3 Type II 24-h r 10-yr Rainfall=4.10" Runoff Area=31,214 sf Runoff Volume=0.174 of 2I Runoff Depth=2.92" Tc=10.0 min 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/10/2012 HydroCAD0 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: To 78th Street Runoff = 0.48 cfs @ 11.90 hrs, Volume= 0.019 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Descriotion 2.034 74 >75% Grass cover, Good, HSG C 1,804 98 Unconnected pavement HSG C 3,838 85 Weighted Average 2,034 53.00% Pervious Area 1,804 47.00% Impervious Area 1,804 100.00% Unconnected Subcatchment 3S: To 78th Street Hydrograph ❑ Runoff 0.45 Type II 24-hr 10-yr Rainfall=4.10" 0.4 Runoff Area=3,838 sf 0.35 Runoff Volume=0.019 of 03 Runoff Depth=2.55" 0.25 Tc=0.0 min 0.2 CN=85 0.15 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4. 10 " Prepared by Microsoft Printed 5/10/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 4S: SE Runoff = 1.72 cfs @ 12.01 hrs, Volume= 0.100 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 9,705 98 Paved parking, HSG C 3,356 74 >75% Grass cover, Good, HSG C 2,670 98 Roofs HSG C 15,731 93 Weighted Average 3,356 21.33% Pervious Area 12,375 78.67% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph ❑ Runotl Type II 24-hr 10-yr Rainfall=4.10" Runoff Area=15,731 sf Runoff Volume=0.100 of Runoff Depth=3.32" LL Tc=10.0 min ■ CN=93 02 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 19169-Hydrocad Existing Prepared by Microsoft Type 1124-hr 10-yr Rainfall=4.10" Printed 5/10/2012 Summary for Link TTL: TTL EX Inflow Area = 2.790 ac, 61.96% Impervious, Inflow Depth = 2.90" for 10-yr event Inflow = 11.78 cfs @ 12.01 hrs, Volume= 0.675 of Primary = 11.78 cfs @ 12.01 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL EX S Inflow ❑ Primary Time (hours) 19169-HydrOcad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/10/2012 HydroCAD@ 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paoe 16 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: To Wetland Runoff Area=70,758 sf 58.26% Impervious Runoff Depth=4.48" Tc=10.0 min CN=88 Runoff=10.66 cfs 0.607 of Subcatchment 2S: SW Runoff Area=31,214 sf 63.75% Impervious Runoff Depth=4.59" Tc=10.0 min CN=89 Runoff=4.78 cfs 0.274 of Subcatchment 3S: To 78th Street Runoff Area=3,838 sf 47.00% Impervious Runoff Depth=4.16" Tc=0.0 min CN=85 Runoff=0.75 cfs 0.031 of Subcatchment 4S: SE Runoff Area=15,731 sf 78.67% Impervious Runoff Depth=5.03" Tc=10.0 min CN=93 Runoff=2.55 cfs 0.152 of Link TTL: TTL EX Inflow=18.08 cfs 1.063 of Primary=18.08 cfs 1.063 of Total Runoff Area = 2.790 ac Runoff Volume = 1.063 of Average Runoff Depth = 4.57" 38.04% Pervious = 1.062 ac 61.96% Impervious = 1.729 ac 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/10/2012 HydroCAD8 9 10 s/n 01775 O 2010 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 1S: To Wetland Runoff = 10.66 cfs @ 12.01 hrs, Volume= 0.607 af, Depth= 4.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 17,689 98 Paved parking, HSG C 29,535 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C _ 7.709 98 Roofs HSG C 70,758 88 Weighted Average 29,535 41.74% Pervious Area 41,223 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: To Wetland Hydrograph ❑ Runaff ,o Type II 24-hr 100-yr Rainfall=5.85" 9 6 Runoff Area=70,758 sf Runoff Volume=0.607 of 7 i 6 Runoff Depth=4.48" 0 Tc=10.0 min CN=88 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Existing Type // 24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/10/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 18 Summary for Subcatchment 2S: SW Runoff = 4.78 cfs @ 12.01 hrs, Volume= 0.274 af, Depth= 4.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85' Area (sf) CN Description 14,560 98 Paved parking, HSG C 11,314 74 >75% Grass cover, Good, HSG C 5,340 98 Roofs HSG C 31,214 89 Weighted Average 11,314 36.25% Pervious Area 19,900 63.75% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment 2S: SW Hydrograph ❑ Runoff Type II 24-hr 100-yr Rainfall=5.85" 4 Runoff Area=31,214 sf Runoff Volume=0.274 of 3 Runoff Depth=4.59" 3 LL Tc=10.0 min Z 1 1 IIA CN=89 Time (hours) I 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/10/2012 HydroCAD@ 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 3S: To 78th Street Runoff 0.75 cfs @ 11.90 hrs, Volume= 0.031 af, Depth= 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 2,034 74 >75% Grass cover, Good, HSG C 1,804 98 Unconnected pavement HSG C 3,838 85 Weighted Average 2,034 53.00% Pervious Area 1,804 47.00% Impervious Area 1,804 100.00% Unconnected R L LL 0. Subcatchment 3S: To 78th Street Hydrograph Type II 24-hr 100-yr Rainfall=5.85" Runoff Area_3,838 sf Runoff Volume=0.031 of Runoff Depth=4.16" Tc=0.0 min CN=85 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ auaon 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/10/2012 HydroCAD(R) 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 4S: SE Runoff = 2.55 cfs @ 12.01 hrs, Volume= 0.152 at, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 9,705 98 Paved parking, HSG C 3,356 74 >75% Grass cover, Good, HSG C 2,670 98 Roofs HSG C 15,731 93 Weighted Average 3,356 21.33% Pervious Area 12,375 78.67% Impervious Area Tc Length min) (feet) 10.0 F Velocity Capacity Description Direct Entry, Subcatchment 4S: SE Hydrograph Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=15,731 sf Runoff Volume=0.152 of Runoff Depth=5.03" Tc=10.0 min CN=93 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/10/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 21 Summary for Link TTL: TTL EX Inflow Area = 2.790 ac, 61.96% Impervious, Inflow Depth = 4.57" for 100-yr event Inflow = 18.08 cfs @ 12.01 hrs, Volume= 1.063 of Primary = 18.08 cfs @ 12.01 hrs, Volume= 1.063 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL EX Hydrograph Inflow ❑ Primary Time (hours) To Sand Filter 3S Dirto Wetland Sand Filter �L �TTL Pf 4� 1 (4S CB SW SW Depression 2S To 78th Street Subcat Reach on Link SE 19169-Hydrocad Proposed-3 Prepared by Microsoft Printed 5/17/2012 HYdroCAD@) 9.10 s/n 01775 © 2010 HYdroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.772 74 >75% Grass cover, Good, HSG C (1 S, 2S. 3S, 4S, 5S) 0.297 94 Urban commercial, 85%imp, HSG C (IS) 0.885 98 Paved parking, HSG C (2S, 4S, 5S) 0.473 98 Roofs, HSG C (3S) 0.363 98 Water Surface, HSG C (3S) 2.790 TOTAL AREA 19169-Hydrocad Proposed-3 Prepared by Microsoft Printed 5/17/2012 HydroCAD0 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0,000 HSG A 0.000 HSG B 2.790 HSG C 1 S, 2S, 3S, 4S. 5S 0.000 HSG D 0.000 Other 2.790 TOTAL AREA 19169-Hydrocad Proposed-3 Prepared by Microsoft Printed 5/17/2012 HydroCAD®9 10 s/n 01775 ® 2010 HydroCAD Software Solutions LLC Paae 4 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n DiamMidth Height Fill Number (feet) (feet) (feet) (f /ft) (inches) (inches) (inches) 1 1 933.70 933.50 20.0 0.0100 0.010 15.0 0.0 0.0 2 1 P 934.11 934.00 20.0 0.0055 0.013 12.0 0.0 0.0 3 2P 932.00 932.00 26.0 0.0000 0.010 12.0 0.0 0.0 4 2P 932.00 932.00 65.0 0.0000 0.010 4.0 0.0 0.0 5 2P 932.00 932.00 83.0 0.0000 0.010 4.0 0.0 0.0 19169-Hydrocad Proposed-3 Type 11 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADOO 9.10 s/n 01775 © 2010 HvdroCAD Software Solutions LLC Paae 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: SW Runoff Area=22,529 sf 48.81 % Impervious Runoff Depth=1.42" Tc=10.0 min CN=85 Runoff=1.13 cfs 0.061 of Subcatchment 2S: To 78th Street Runoff Area=6,199 sf 51.28% Impervious Runoff Depth=1.49" Tc=0.0 min CN=86 Runoff=0.46 cfs 0.018 of Subcatchment 3S: Direct to Wetland Runoff Area=50,558 sf 72.05% Impervious Runoff Depth=1.89" Tc=10.0 min CN=91 Runoff=3.30 cfs 0.182 of Subcatchment 4S: SE Runoff Area=17,010 sf 82.57% Impervious Runoff Depth=2.16" Tc=10.0 min CN=94 Runoff=1.23 cfs 0.070 of Subcatchment 5S: To Sand Filter Runoff Area=25,245 sf 84.47% Impervious Runoff Depth=2.16" Tc=10.0 min CN=94 Runoff=1.83 cfs 0.104 of Pond 1: CB 1 Peak Elev=934.31' Inflow=1.23 cfs 0.070 of 15.0" Round Culvert n=0.010 L=20.0' S=0.0100 T Outflow=1.23 cfs 0.070 of Pond 1 P: SW Depression Peak Elev=934.74' Storage=177 cf Inflow=1.13 cfs 0.061 of Discarded=0.00 cfs 0.000 of Primary=1.03 cfs 0.061 of Outflow=1.03 cfs 0.061 of Pond 2P: Sand Filter Peak Elev=934.33' Storage=1,361 cf Inflow=1.83 cfs 0.104 of Primary=0.71 cfs 0.104 of Secondary=0.00 cfs 0.000 of Outflow=0.71 cfs 0.104 of Link TTL: TTL PR Inflow=6.12 cfs 0.435 of Primary=6.12 cfs 0.435 of Total Runoff Area = 2.790 ac Runoff Volume = 0.436 of Average Runoff Depth = 1.87" 29.26% Pervious = 0.817 ac 70.74% Impervious = 1.974 ac 19169-Hydrocad Proposed-3 Type // 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCAD®9 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: SW Runoff = 1.13 cfs @ 12.02 hrs, Volume= 0.061 at, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 12,938 94 Urban commercial, 85% imp, HSG C 9,591 74 >75% Grass cover, Good, HSG C 22,529 85 Weighted Average 11,532 51.19% Pervious Area 10,997 48.81 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: SW Hydrograph ❑ Runolf Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=22,529 sf Runoff Volume=0.061 of Runoff Depth=1.42" i Tc=10.0 min 19169-Hydrocad Proposed-3 Prepared by Microsoft Type 1124-hr 2-yr Rainfall=2.80" Printed 5/17/2012 Summary for Subcatchment 2S: To 78th Street Runoff = 0.46 cfs @ 11.90 hrs, Volume= 0.018 af, Depth= 1.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 3,020 74 >75% Grass cover. Good, HSG C 3,179 98 Paved parking HSG C 6,199 86 Weighted Average 3,020 48.72% Pervious Area 3,179 51.28% Impervious Area Subcatchment 2S: To 78th Street Hydrograph 0.5 °.4$ U46ds 0.4 0.44 - - - - - Type II 24-h r 2-yr °o44 Rainfall=2.80" 38 0. 6 Runoff Area=6,199 sf 0.34------- 0.32 ------ Runoff Volume=0.018 of 0.3 0.28 Runoff Depth=1.49" 0.6 ° 0.24 Tc=0.0 min 0.22 02 0.18 CN=86 0.1 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runo11 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: Direct to Wetland Runoff = 3.30 cfs @ 12.01 hrs, Volume= 0.182 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 14,133 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 20,600 98 Roofs HSG C 50,558 91 Weighted Average 14,133 27.95% Pervious Area 36,425 72.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Direct to Wetland Hydrograph ❑ Runott Type II 24-hr 2-yr 3 Rainfall=2.80" Runoff Area=50,558 Sf Runoff Volume=0.182 of 2 Runoff Depth=1.89" 0 Tc=10.0 min CN=91 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type // 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 4S: SE Runoff = 1.23 cfs @ 12.01 hrs, Volume= 0,070 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 14,046 98 Paved parking, HSG C 2,964 74 >75% Grass cover. Good. HSG C 17,010 94 Weighted Average 2,964 17.43% Pervious Area 14,046 82.57% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph ❑ a„noft Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=17,010 sf Runoff Volume=0.070 of Runoff Depth_2.16" I � H Tc=10.0 min I I n CN=94 Tim (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 5S: To Sand Filter Runoff = 1.83 cfs @ 12.01 hrs, Volume= 0.104 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 3,920 74 >75% Grass cover, Good, HSG C _ 21,325 98 Paved parking HSG C 25,245 94 Weighted Average 3,920 15.53% Pervious Area 21,325 84.47% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: To Sand Filter Hydrograph ❑ Runoff Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=25,245 sf Runoff Volume=0.104 of Runoff Depth=2.16" u. 'I � 6 Tc=10.0 min Tim (hours) I 19169-Hydrocad Proposed-3 Type //24-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 1: CB 1 Inflow Area = 0.390 ac, 82.57% Impervious, Inflow Depth = 2.16" for 2-yr event Inflow = 1.23 cfs @ 12.01 hrs, Volume= 0.070 of Outflow = 1.23 cfs @ 12.01 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Primary = 1.23 cfs @ 12.01 hrs, Volume= 0.070 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Bev= 934.31' @ 12.01 hrs Flood Bev= 937.50' Device Routing Invert Outlet Devices #1 Primary 933.70' 15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 933.70' / 933.50' S= 0.0100 'P Cc= 0.900 n= 0.010 Primary OutFlow Max=1.23 cfs @ 12.01 hrs HW=934.30' TW=0.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.23 cfs @ 2.09 fps) Pond 1: CB 1 Hydrograph C Inllow ❑ Pnmary Inflow Area=0.390 ac Peak Elev=934.31' 15.011 Round Culvert n=0.010 0 2 LL I I L=20.0' S=0.0100 '/' 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 50 52 54 56 58 60 62 64 66 68 70 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 0 2010 HydroCAD Software Solutions LLC Page 12 Summary for Pond 1 P: SW Depression Inflow Area = 0.517 ac, 48.81 % Impervious, Inflow Depth = 1.42" for 2-yr event Inflow = 1.13 cfs @ 12.02 hrs, Volume= 0.061 of Outflow = 1.03 cfs @ 12.06 hrs, Volume= 0.061 af, Atten= 9%, Lag= 2.4 min Discarded = 0.00 cis @ 12.06 hrs, Volume= 0.000 of Primary = 1.03 cfs @ 12.06 hrs, Volume= 0,061 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.74' @ 12.06 hrs Surf.Area= 537 sf Storage= 177 cf Flood Elev= 937.10' Surf.Area= 5,300 sf Storage= 5,357 cf Plug -Flow detention time= 3.5 min calculated for 0.061 of (100% of inflow) Center -of -Mass det. time= 3.6 min ( 836.4 - 832.7 ) Volume Invert Avail.Storage Storage Description #1 934.00' 5.357 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 934.00 0 0 0 934.11 20 1 1 935.00 751 343 344 936.00 1,476 1,114 1,458 937.00 5,266 3,371 4,829 937.10 5,300 528 5,357 Device Routing Invert Outlet Devices #1 Discarded 934.00' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #2 Primary 934.1 V 12.0" Round Culvert L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 934.1 V / 934.00' S= 0.0055 7' Cc= 0.900 n= 0.013 Discarded OutFlow Max=0.00 cfs @ 12.06 hrs HW=934.74' (Free Discharge) t 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.03 cfs @ 12.06 hrs HW=934.74' TW=0.00' (Dynamic Tailwater) L2=Culvert (Barrel Controls 1.03 cfs @ 2.82 fps) 19169-Hydrocad Proposed-3 Prepared by Microsoft HydroCADO 9.10 s/n 01775 © 2010 Pond 1 P: SW Depression Hydrograph Type II 24-hr 2-yr Rainfa11=2.80" Printed 5/17/2012 i Inflow Outflow ❑ Discarded ❑ Primary 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 3638 40 42 a4 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Pace 14 Summary for Pond 2P: Sand Filter Inflow Area = 0.580 ac, 84.47% Impervious, Inflow Depth = 2.16" for 2-yr event Inflow = 1.83 cfs @ 12.01 hrs, Volume= 0.104 of Outflow = 0.71 cfs @ 12.16 hrs, Volume= 0.104 af, Atten= 61%, Lag= 8.7 min Primary = 0.71 cfs @ 12.16 hrs, Volume= 0.104 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.33' @ 12.16 hrs Surf.Area= 759 sf Storage= 1,361 cf Flood Elev= 935.50' Surf.Area= 1,847 sf Storage= 2,924 cf Plug -Flow detention time= 47.2 min calculated for 0.104 of (100% of inflow) Center -of -Mass det. time= 45.5 min ( 837.6 - 792.1 ) Volume Invert Avail.Storage Storage Description #1 931.99' 3,411 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 2,000 0.0 0 0 932.00 2,000 35.0 7 7 933.00 2,000 35.0 700 707 933.49 2,000 35.0 343 1,050 933.50 0 100.0 10 1,060 934.00 430 100.0 108 1,167 935.00 1,440 100.0 935 2,102 935.75 2,050 100.0 1,309 3,411 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #2 Device 1 935.05' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert L= 65.0' CPP, projecting, no headwall. Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #4 Device 1 932.00' 4.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #5 Secondary 935.75' 175.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-3 Prepared by Microsoft HydroCADO 9.10 s/n 01775 © 2010 Type 1124-hr 2-yr Rainfall=2.80" Printed 5/17/2012 Primary OutFlow Max=0.71 cfs @ 12.16 hrs HW=934.33' TW=0.00' (Dynamic Tailwater) t1=Culvert (Passes 0.71 cfs of 4.03 cfs potential flow) 22 ifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 0.37 cfs @ 4.24 fps) =Culvert (Barrel Controls 0.34 cfs @ 3.87 fps) econdary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=931.99' TW=0.00' (Dynamic Tailwater) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph ■ Inflow ❑ ouNbw ❑ Primary ❑ Secondary Tkm (.icui) 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCAD®9 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 16 Summary for Link TTL: TTL PR Inflow Area = 2.790 ac, 70.74% Impervious, Inflow Depth = 1.87" for 2-yr event Inflow = 6.12 cfs @ 12.03 hrs, Volume= 0.435 of Primary = 6.12 cfs @ 12.03 hrs, Volume= 0.435 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL PR Hydrograph 0 Inflow ❑ Pr,mary Time (hours) 19169-Hydrocad Proposed-3 Type 11 24-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCAD8 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Pace 17 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: SW Runoff Area=22,529 sf 48.81% Impervious Runoff Depth=2.55" Tc=10.0 min CN=85 Runoff=2.01 cfs 0.110 of Subcatchment 2S: To 78th Street Runoff Area=6,199 sf 51.28% Impervious Runoff Depth=2.64" Tc=0.0 min CN=86 Runoff=0.79 cfs 0.031 of Subcatchment 3S: Direct to Wetland Runoff Area=50,558 sf 72.05% Impervious Runoff Depth=3.11" Tc=10.0 min CN=91 Runoff=5.30 cfs 0.301 of Subcatchment 4S: SE Runoff Area=17,010 sf 82.57% Impervious Runoff Depth=3.42" Tc=10.0 min CN=94 Runoff=1.90 cfs 0.111 of Subcatchment 5S: To Sand Filter Runoff Area=25,245 sf 84,47% Impervious Runoff Depth=3.42" Tc=10.0 min CN=94 Runoff=2.82 cfs 0.165 of Pond 1: CB 1 Peak Elev=934.48' Inflow=1.90 cfs 0.111 of 15.0" Round Culvert n=0.010 L=20.0' S=0.0100'/' Outflow=1.90 cfs 0.111 of Pond 1 P: SW Depression Peak Elev=934.99' Storage=337 cf Inflow=2.01 cfs 0.110 of Discarded=0.00 cfs 0.000 of Primary=1.79 cfs 0.109 of Outflow=1.79 cfs 0.110 of Pond 2P: Sand Filter Peak Elev=935.08' Storage=2,225 cf Inflow=2.82 cfs 0.165 of Primary=1.02 cfs 0.165 of Secondary=0.00 cfs 0.000 of Outflow=1.02 cfs 0.165 of Link TTL: TTL PR Inflow=9.72 cfs 0.718 of Primary=9.72 cfs 0.718 of Total Runoff Area = 2.790 ac Runoff Volume = 0.719 of Average Runoff Depth = 3.09" 29.26% Pervious = 0.817 ac 70.74% Impervious = 1.974 ac 19169-Hydrocad Proposed-3 Type // 24-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCAD®9 10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Pace 18 Summary for Subcatchment 1 S: SW Runoff = 2.01 cfs @ 12.01 hrs, Volume= 0.110 at, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 12,938 94 Urban commercial, 85% imp, HSG C 9,591 74 >75% Grass cover, Good HSG C 22,529 85 Weighted Average 11,532 51.19% Pervious Area 10,997 48.81% Impervious Area Tc Length Description 10.0 Direct Entry, Subcatchment 1S: SW 2- T Type II 24-hr 10-yr Rainfall=4.10" Runoff Area=22,529 sf Runoff Volume=0.110 of N Runoff Depth=2.55" LL ,� Tc=10.0 min 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type // 24-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCAD8 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Pace 19 Summary for Subcatchment 2S: To 78th Street Runoff = 0.79 cfs @ 11.90 hrs, Volume= 0.031 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs. dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Descriotion 3,020 74 >75% Grass cover. Good, HSG C 3,179 98 Paved parking HSG C 6,199 86 Weighted Average 3,020 48.72% Pervious Area 3,179 51.28% Impervious Area Subcatchment 2S: To 78th Street Hydrograph 0-75 Type II 24-hr 10-yr 0.7 Rainfall=4.10rr °os Runoff Area=6,199 sf 0.55 Runoff Volume=0.031 of V 0Runoff Depth=2.64rr .45 04 Tc=0.0 min 0.35 n3 CN=86 0.1 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ RunoH 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 sin 01775 @ 2010 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 3S: Direct to Wetland Runoff = 5.30 cfs @ 12.01 hrs, Volume= 0.301 af, Depth= 3.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 14,133 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C _ 20,600 98 Roofs HSG C 50,558 91 Weighted Average 14,133 27.95% Pervious Area 36,425 72,05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Direct to Wetland Hydrograph ❑ Runoff 5- Type II 24-hr 10-yr Rainfall=4.10" 4 Runoff Area=50,558 sf Runoff Volume=0.301 of 3 Runoff Depth=3.11" 0 Tc_10.0 min CN=91 2 o - 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 50 52 54 56 58 60 62 64 66 68 70 Time (hours) 19169-Hydrocad Proposed-3 Prepared by Microsoft HydroCADO 9.10 s/n 01775 © 2010 Type // 24-hr 10-yr Rainfall=4.10" Printed 5/17/2012 Summary for Subcatchment 4S: SE Runoff = 1.90 cfs @ 12.01 hrs, Volume= 0.111 at, Depth= 3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Descriotion 14,046 98 Paved parking, HSG C 2,964 74 >75% Grass cover, Good HSG C 17,010 94 Weighted Average 2,964 17.43% Pervious Area 14,046 82.57% Impervious Area Tc Length Slope Description 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph Z 90 5 Type II 24-hr 10-yr Rainfall=4.10" Runoff Area=17,010 Sf Runoff Volume=0.111 of N Runoff Depth=3.42" LL Tc=10.0 min CN=94 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 50 52 54 56 58 6 ❑ Runaf( 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 5S: To Sand Filter Runoff = 2.82 cfs @ 12.01 hrs, Volume= 0.165 af, Depth= 3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 3,920 74 >75% Grass cover, Good, HSG C 21,325 98 Paved parking HSG C 25,245 94 Weighted Average 3,920 15.53% Pervious Area 21,325 84.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: To Sand Filter Hydrograph ❑ Runoff Type II 24-hr 10-yr Rainfall=4.10" Runoff Area_25,245 sf 2 Runoff Volume=0.165 of {� Runoff Depth=3.42" Tc=10.0 min kq MOT-1l 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4. 10 " Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Page 23 Summary for Pond 1: CB 1 Inflow Area = 0.390 ac, 82.57% Impervious, Inflow Depth = 3.42" for 10-yr event Inflow = 1.90 cfs @ 12.01 hrs, Volume= 0.111 of Outflow = 1.90 cfs @ 12.01 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Primary = 1.90 cfs @ 12.01 hrs, Volume= 0.111 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.48' @ 12.01 hrs Flood Elev= 937.50' Device Routing Invert Outlet Devices #1 Primary 933.70' 15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 933.70' / 933.50' S= 0.0100 '/' Cc= 0.900 n= 0.010 Primary OutFlow Max=1.90 cfs @ 12.01 hrs HW=934.48' TW=0.00' (Dynamic Tailwater) 1'-1=Culvert (Inlet Controls 1.90 cfs @ 2.37 fps) Pond 1: CB 1 Hydrograph Inflow Area=0.390 ac Peak Elev=934.48' 15.011 Round Culvert U n=0.010 I I L=20.0' S=0.0100 '/' 0 2 4 6 81012141618202224262830323436384i Time (hours) E Inflow ❑ Primary 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Page 24 Summary for Pond 1 P: SW Depression Inflow Area = 0.517 ac, 48.81% Impervious, Inflow Depth = 2.55" for 10-yr event Inflow = 2.01 cfs @ 12.01 hrs, Volume= 0.110 of Outflow = 1.79 cfs @ 12.06 hrs, Volume= 0.110 af, Atten= 11 %, Lag= 2.7 min Discarded = 0.00 cfs @ 12.06 hrs, Volume= 0.000 of Primary = 1.79 cfs @ 12.06 hrs, Volume= 0.109 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.99' @ 12.06 hrs Surf.Area= 743 sf Storage= 337 cf Flood Elev= 937.10' Surf.Area= 5,300 sf Storage= 5,357 cf Plug -Flow detention time= 3.3 min calculated for 0.110 of (100% of inflow) Center -of -Mass det. time= 3.4 min ( 819.5 - 816.1 ) Volume Invert Avail.Storage Storage Description #1 934.00' 5,357 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 934.00 0 0 0 934.11 20 1 1 935.00 751 343 344 936.00 1,476 1,114 1,458 937.00 5,266 3,371 4,829 937.10 5,300 528 5,357 Device Routing Invert Outlet Devices #1 Discarded 934.00' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #2 Primary 934.11' 12.0" Round Culvert L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 934.1 V / 934.00' S= 0.0055 7' Cc= 0.900 n= 0.013 Discarded OutFlow Max=0.00 cfs @ 12.06 hrs HW=934.99' (Free Discharge) t1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.79 cfs @ 12.06 hrs HW=934.99' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Barrel Controls 1.79 cfs @ 3.25 fps) 19169-Hydrocad Proposed-3 Prepared by Microsoft Software Solutions Pond 1 P: SW Depression 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Time (noun) Type 1124-hr 10-yr Rainfall=4.10" Printed 5/17/2012 ■ ,nf ow ❑ Outflow Inflow Area=0.517 ac o Primary Peak Elev=934.99' Storage=337 cf ocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Microsoft Printed 5/17/2012 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Pace 26 Summary for Pond 2P: Sand Filter Inflow Area = 0.580 ac, 84.47% Impervious, Inflow Depth = 3.42" for 10-yr event Inflow = 2.82 cfs @ 12.01 hrs, Volume= 0.165 of Outflow = 1.02 cfs @ 12.16 hrs, Volume= 0.165 af, Atten= 64%, Lag= 9.2 min Primary = 1.02 cfs @ 12.16 hrs, Volume= 0.165 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.08' @ 12.16 hrs Surf.Area= 1,508 sf Storage= 2,225 cf Flood Elev= 935.50' Surf.Area= 1,847 sf Storage= 2,924 cf Plug -Flow detention time= 43.7 min calculated for 0.165 of (100% of inflow) Center -of -Mass det. time= 42.4 min ( 822.0 - 779.6 ) Volume Invert Avail.Storage Storage Description #1 931.99' 3.411 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 2,000 0.0 0 0 932.00 2,000 35.0 7 7 933.00 2,000 35.0 700 707 933.49 2,000 35.0 343 1,050 933.50 0 100.0 10 1,060 934.00 430 100.0 108 1,167 935.00 1,440 100.0 935 2,102 935.75 2,050 100.0 1,309 3,411 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #2 Device 1 935.05' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #4 Device 1 932.00' 4.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0,900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #5 Secondary 935.75' 175.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 )drocad Proposed-3 by Microsoft 0 9.10 s/n 01775 0 2010 Type f124-hr 10-yr Rainfall=4.10" Printed 5/17/2012 Primary OutFlow Max=1.02 cfs @ 12.16 hrs HW=935.08' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 1.02 cfs of 4.80 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.19 cfs @ 0.59 fps) 3=Culvert (Barrel Controls 0.44 cfs @ 4.99 fps) =Culvert (Barrel Controls 0.40 cfs @ 4.55 fps) §econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.99' TW=0.00' (Dynamic Tailwater) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph ■ Inflow ❑ Outflow 0 Primary ® Secondary 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time (hours) 19169-Hydrocad Proposed-3 Prepared by Microsoft Type // 24-hr 10-yr Rainfall=4.10" Printed 5/17/2012 Summary for Link TTL: TTL PR Inflow Area = 2.790 ac, 70.74% Impervious, Inflow Depth = 3.09" for 10-yr event Inflow = 9.72 cfs @ 12.02 hrs, Volume= 0.718 of Primary = 9.72 cfs @ 12.02 hrs, Volume= 0.718 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL PR Hydrograph ❑ Inflow ❑ Primary Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD@ 9.10 s/n 01775 © 2010 HvdroCAD Software Solutions LLC Pace 29 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: SW Runoff Area=22,529 sf 48.81 % Impervious Runoff Depth=4.16" Tc=10.0 min CN=85 Runoff=3.21 cfs 0.179 of Subcatchment 2S: To 78th Street Runoff Area=6,199 sf 51.28% Impervious Runoff Depth=4.27" Tc=0.0 min CN=86 Runoff=1.24 cfs 0.051 of Subcatchment 3S: Direct to Wetland Runoff Area=50,558 sf 72.05% Impervious Runoff Depth=4.81" Tc=10.0 min CN=91 Runoff=7.98 cfs 0.465 of Subcatchment 4S: SE Runoff Area=17,010 sf 82.57% Impervious Runoff Depth=5.15" Tc=10.0 min CN=94 Runoff=2.79 cfs 0.168 of Subcatchment 5S: To Sand Filter Runoff Area=25,245 sf 84.47% Impervious Runoff Depth=5.15" Tc=10.0 min CN=94 Runoff=4.14 cfs 0.249 of Pond 1: CB 1 Peak Elev=934.69' Inflow=2.79 cfs 0.168 of 15.0" Round Culvert n=0.010 L=20.0' S=0.0100 T Outflow=2.79 cfs 0.168 of Pond 1 P: SW Depression Peak Elev=935.31' Storage=615 cf Inflow=3.21 cfs 0.179 of Discarded=0.00 cfs 0.001 of Primary=2.72 cfs 0.179 of Outflow=2.72 cfs 0.179 of Pond 2P: Sand Filter Peak Elev=935.25' Storage=2,492 cf Inflow=4.14 cfs 0.249 of Primary=3.67 cfs 0.248 of Secondary=0.00 cfs 0.000 of Outflow=3.67 cfs 0.248 of Link TTL: TTL PR Inflow=16.63 cfs 1.110 of Primary=16.63 cfs 1.110 of Total Runoff Area = 2.790 ac Runoff Volume = 1.111 of Average Runoff Depth = 4.78" 29.26% Pervious = 0.817 ac 70.74% Impervious = 1.974 ac 19169-Hydrocad Proposed-3 Type //24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 1S: SW Runoff = 3.21 cfs @ 12.01 hrs, Volume= 0.179 af, Depth= 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 12,938 94 Urban commercial, 85% imp, HSG C 9,591 74 >75% Grass cover, Good, HSG C 22,529 85 Weighted Average 11,532 51.19% Pervious Area 10,997 48.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: SW Hydrograph 3 ❑ acnctt Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=22,529 sf Runoff Volume=0.179 of 2� U Runoff Depth=4.16" 3.1 1 0 Tc=10.0 min 1 1 ■ CN=85 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 2S: To 78th Street Runoff = 1.24 cfs @ 11.90 hrs, Volume= 0.051 af, Depth= 4.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs. dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Descriotion 3.020 74 >75% Grass cover, Good, HSG C 3,179 98 Paved parking HSG C 6,199 86 Weighted Average 3,020 48.72% Pervious Area 3,179 51.28% Impervious Area Subcatchment 2S: To 78th Street Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=6,199 sf Runoff Volume=0.051 of Runoff Depth=4.27" LL Tc=0.0 min 70 ., 42 44 46 48 50 52 54 56 58 .1 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 32 Summary for Subcatchment 3S: Direct to Wetland Runoff = 7.98 cis @ 12.01 hrs, Volume= 0.465 af, Depth= 4.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Desc 14.133 74 >75% Grass cover. Good, HSG C 15,825 98 Water Surface, HSG C 20.600 98 Roofs HSG C 50,558 91 Weighted Average 14,133 27.95% Pervious Area 36,425 72.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Direct to Wetland Hydrograph ❑ RunoH 8- Type II 24-hr 100-yr 7 Rainfall=5.85rr 6 Runoff Area=50,558 sf Runoff Volume=0.465 of 5 Runoff Depth=4.81" LL 4 Tc=10.0 min CN=91 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paoe 33 Summary for Subcatchment 4S: SE Runoff = 2.79 cfs @ 12,01 hrs, Volume= 0.168 af, Depth= 5.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Description 14,046 98 Paved parking, HSG C 2,964 74 >75% Grass cover, Good HSG C 17,010 94 Weighted Average 2,964 17.43% Pervious Area 14,046 82.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)_ (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph ❑ RunoH Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=17,010 sf 21 1 N Runoff Volume=0.168 of LL Runoff Depth=5.15" Tc=10.0 min CN=94 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 sin 01775 © 2010 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 5S: To Sand Filter Runoff = 4.14 cfs t7a 12.01 hrs, Volume= 0.249 af, Depth= 5.15 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 3,920 74 >75% Grass cover, Good, HSG C 21,325 98 Paved parking, HSG C 25,245 94 Weighted Average 3,920 15.53% Pervious Area 21,325 84.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: To Sand Filter Hydrograph ❑ Roncn 41 N Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=25,245 sf 31 1 H Runoff Volume=0.249 of LL zN Runoff Depth=5.15" Tc=10.0 min Time (hours) I 19169-Hydrocad Proposed-3 Prepared by Microsoft HydroCADO 9.10 s/n 01775 © 2010 Summary for Pond 1: CB 1 Type // 24-hr 100-yr Rainfall=5.85" Printed 5/17/2012 Inflow Area = 0.390 ac, 82.57% Impervious, Inflow Depth = 5.15" for 100-yr event Inflow = 2.79 cfs @ 12.01 hrs, Volume= 0.168 of Outflow = 2.79 cfs @ 12.01 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary = 2.79 cfs @ 12.01 hrs, Volume= 0.168 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.69' @ 12.01 hrs Flood Elev= 937.50' Device Routing Invert Outlet Devices #1 Primary 933.70' 15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 933.70' / 933.50' S= 0.0100 '/' Cc= 0.900 n= 0.010 Primary OutFlow Max=2.79 cfs @ 12.01 hrs HW=934.69' TW=0.00' (Dynamic Tailwater) t1=Culvert (Barrel Controls 2.79 cfs @ 3.67 fps) Pond 1: CB 1 Hydrograph 3 znaa 2Inflow Area=0.390 ac Peak Elev=934.69' 15.01f 2 Round Culvert N n=0.010 0 L=20.0' 1 S=0.0100 '/' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 30 40 42 44 46 48 60 52 54 56 58 60 62 64 66 60 70 72 Time (hours) 11 nflo Iw —111 ❑ Primary 19169-Hydrocad Proposed-3 Type //24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 36 Summary for Pond 1 P: SW Depression Inflow Area = 0.517 ac. 48.81% Impervious, Inflow Depth = 4.16" for 100-yr event Inflow = 3.21 cfs @ 12.01 hrs, Volume= 0.179 of Outflow = 2.72 cfs @ 12.07 hrs, Volume= 0.179 af, Atten= 15%, Lag= 3.3 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.001 of Primary = 2.72 cfs @ 12.07 hrs, Volume= 0.179 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.31' @ 12.07 hrs Surf.Area= 978 sf Storage= 615 cf Flood Elev= 937.10' Surf.Area= 5,300 sf Storage= 5,357 cf Plug -Flow detention time= 3.3 min calculated for 0.179 of (100% of inflow) Center -of -Mass det. time= 3.3 min ( 805.5 - 802.2 ) Volume Invert Avail.Storage Storage Description #1 934.00' 5,357 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 934.00 0 0 0 934.11 20 1 1 935.00 751 343 344 936.00 1,476 1,114 1,458 937.00 5,266 3,371 4,829 937.10 5,300 528 5,357 Device Routing Invert Outlet Devices #1 Discarded 934.00' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #2 Primary 934.11' 12.0" Round Culvert L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 934.1 V / 934.00' S= 0.0055 T Cc= 0.900 n= 0.013 Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=935.31' (Free Discharge) t1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=2.71 cfs @ 12.07 hrs HW=935.31' TW=0.00' (Dynamic Tailwater) t2=Culvert (Barrel Controls 2.71 cfs @ 3.64 fps) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainta11=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.1 o s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 37 n `u Pond 1 P: SW Depression Hydrograph 0 2 4 6 8 10 12 14 16 1820 22 24 2628 30 32 34 3638 4042 44 4648 50 52 54 56 5860626468687072 Time (hours) ❑ Inflow Outflow ❑ Discarded ❑ Primary 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 38 Summary for Pond 2P: Sand Filter Inflow Area = 0.580 ac, 84.47% Impervious, Inflow Depth = 5.15" for 100-yr event Inflow = 4.14 cfs @ 12.01 hrs, Volume= 0.249 of Outflow = 3.67 cfs @ 12.06 hrs, Volume= 0.248 af, Atten= 11%, Lag= 2.8 min Primary = 3.67 cfs @ 12.06 hrs, Volume= 0.248 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.25' @ 12.06 hrs Surf.Area= 1,646 sf Storage= 2,492 cf Flood Elev= 935.50' Surf.Area= 1,847 sf Storage= 2,924 cf Plug -Flow detention time= 35.4 min calculated for 0.248 of (100% of inflow) Center -of -Mass det. time= 34.9 min ( 804.2 - 769.3 ) Volume Invert Avail.Storage Storage Description #1 931.99' 3,411 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 2,000 0.0 0 0 932.00 2,000 35.0 7 7 933.00 2,000 35.0 700 707 933.49 2,000 35.0 343 1,050 933.50 0 100.0 10 1,060 934.00 430 100.0 108 1,167 935.00 1,440 100.0 935 2,102 935.75 2,050 100.0 1,309 3,411 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #2 Device 1 935.05' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #4 Device 1 932.00' 4.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #5 Secondary 935.75' 175.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-3 Type // 24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD89.10 s/n 01775 02010 HydroCAD Software Solutions LLC Pace 39 Primary OutFlow Max=3.66 cis @ 12.06 hrs HW=935.25' TW=0.00' (Dynamic Tailwater) t =Culvert (Passes 3.66 cis of 4.95 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.80 cfs @ 1.47 fps) 3=Culvert (Barrel Controls 0.45 cfs @ 5.14 fps) =Culvert (Barrel Controls 0.41 cfs @ 4.68 fps) X-econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.99' TW=0.00' (Dynamic Tailwater) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph ■ Inflow ❑ Outflow Inflow Area=0.580 ac 0 Prima 0 Secondary Peak Elev=935.25' Storage_2,492 cf 1214 16 1820 22 24 26 28 30 32 3436 38 40 42 44 46 48 50 52 54 56 58 6062 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 40 Summary for Link TTL: TTL PR Inflow Area = 2.790 ac, 70.74% Impervious, Inflow Depth = 4.78" for 100-yr event Inflow = 16.63 cfs @ 12.04 hrs, Volume= 1.110 of Primary = 16.63 cfs @ 12.04 hrs, Volume= 1.110 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL PR a mnaw ❑ Pnmary L'l_ Stormceptor' Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 4/23/2012 Project Name 80 W. 78th Street Project Number 19169 Location Chanhassen, MN Designer Information Company MFRA Contact Steve Gebauer Notes N/A Drainage Area Total Area (ac) 0.39 Imperviousness (%) 82.6 The Stormceptor System model STC 450i achieves the water quality objective removing 88% TSS for a Fine (organics, silts and sand) particle size distribution. Stormceptor Sizing Summary Rainfall Name MINNEAPOLIS/ST PAUL AP State MN ID 5435 Years of Records 1948 to 2005 Latitude 44"52'59"N Longitude 93"13'44"W Water Quality Objective TSS Removal (%) 85 Upstream Storage Storage Discharge (ac-h) (Cfs) 0 0 Stormceptor Model TSS Removal . r STC 900 93 STC 1200 93 STC 1800 93 STC 2400 95 STC 3600 96 STC 4800 97 STC 6000 97 STC 7200 97 STC 11000 98 STC 13000 98 STC 16000 99 Stormceptor Design Summary- 1/2 RWw nnATrMuts^ �� StormceptorID Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling Gravity I Velocity Gravity Velocity m % ft/s Jim % ft/s 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. • Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 450i STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800) 909-7763 www.dnkerstormceptor.com Stormceptor Design Summary - 2/2 R iakex Nuleaus- 3 SDirec to Wetland � 2P To Sand Filter Sand Filter TTL TTL PR Subca> Reach Ao Link 19169-Hydrocad Proposed-3 Prepared by Microsoft Printed 5/17/2012 HydroCAD®9 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchm ent- n u m bers) 0.414 74 >75% Grass cover, Good, HSG C (3S, 5S) 0.490 98 Paved parking, HSG C (5S) 0.473 98 Roofs, HSG C (3S) 0.363 98 Water Surface, HSG C (3S) 1.740 TOTAL AREA 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: Direct to Wetland Runoff = 3.30 cfs @ 12.01 hrs, Volume= 0.182 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 14,133 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 20,600 98 Roofs, HSG C 50,558 91 Weighted Average 14,133 27.95% Pervious Area 36,425 72.05% Impervious Area Tc Length Slope Description 10.0 Direct Entry, Subcatchment 3S: Direct to Wetland Hydrograph ❑ Runofl Type II 24-hr 2-yr 3 Rainfall=2.80" T:, Runoff Area=50,558 sf L Runoff Volume=0.182 of Z 2 Runoff Depth=1.89" Tc=10.0 min CN=91 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCAD®9 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paqe 4 Summary for Subcatchment 5S: To Sand Filter Runoff = 1.83 cfs @ 12.01 hrs, Volume= 0.104 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 3,920 74 >75% Grass cover, Good, HSG C 21,325 98 Paved parking HSG C 25,245 94 Weighted Average 3.920 15.53% Pervious Area 21,325 84.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f Jft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: To Sand Filter Hydrograph ❑ Runcff Type II 24-hr 2-yr Rainfall=2.80" Runoff Area=25,245 sf Runoff Volume=0.104 of Runoff Depth=2.16" Tc=10.0 min 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 50 52 54 56 58 Z 7 7 66 7 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 02010 HvdroCAD Software Solutions LLC Page 5 Summary for Pond 2P: Sand Filter Inflow Area = 0.580 ac, 84.47% Impervious, Inflow Depth = 2.16" for 2-yr event Inflow = 1.83 cis @ 12.01 hrs, Volume= 0.104 of Outflow = 0.71 cfs @ 12.16 hrs, Volume= 0.104 af, Atten= 61 %, Lag= 8.7 min Primary = 0.71 cfs @ 12.16 hrs, Volume= 0.104 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 934.33' @ 12.16 hrs Surf.Area= 759 sf Storage= 1,361 cf Flood Elev= 935.50' Surf.Area= 1,847 sf Storage= 2,924 cf Plug -Flow detention time= 47.2 min calculated for 0.104 of (100% of inflow) Center -of -Mass det. time= 45.5 min ( 837.6 - 792.1 ) Volume Invert Avail.Storage Storage Description #1 931.99' 3,411 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (Sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 2,000 0.0 0 0 932.00 2,000 35.0 7 7 933.00 2,000 35.0 700 707 933.49 2,000 35.0 343 1,050 933.50 0 100.0 10 1,060 934.00 430 100.0 108 1,167 935.00 1,440 100.0 935 2,102 935.75 2,050 100.0 1,309 3,411 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #2 Device 1 935.10' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #4 Device 1 932.00' 4.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #5 Secondary 935.75' 175.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-3 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 6 Primary OutFlow Max=0.71 cfs @ 12.16 hrs HW=934.33' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.71 cfs of 4.03 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 0.37 cfs @ 4.24 fps) =Culvert (Barrel Controls 0.34 cfs @ 3.87 fps) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.99' TW=0.00' (Dynamic Tailwater) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph ■ Inflow Ou"low, ❑ Primary Seccndary Thns (lfoars) 19169-Hydrocad Proposed-3 Prepared by Microsoft Type/1 24-hr 2-yr Rainfall=2.80" Printed 5/17/2012 Solutions LLC Summary for Link TTL: TTL PR Inflow Area = 1.740 ac, 76.18% Impervious, Inflow Depth = 1.97" for 2-yr event Inflow = 3.85 cfs @ 12.03 hrs, Volume= 0.286 of Primary = 3.85 cfs @ 12.03 hrs, Volume= 0.286 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL PR Hydrograph ■ Intbw El Primary Time (hours) rdrocad Proposed-3 by Microsoft Type 1124-hr 10-yr Rainfall=4.10" Printed 5/17/2012 Summary for Subcatchment 3S: Direct to Wetland Runoff = 5.30 cfs @ 12.01 hrs, Volume= 0.301 af, Depth= 3.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 14,133 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 20,600 98 Roofs, HSG C 50,558 91 Weighted Average 14,133 27.95% Pervious Area 36,425 72.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Direct to Wetland Hydrograph ❑ RunoH 5 Type II 24-hr 10-yr Rainfall=4.10" 4 Runoff Area=50,558 sf Runoff Volume=0.301 of E 3 Runoff Depth=3.11" LL 1 Tc=10.0 min J I rd CN=91 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 50 52 54 56 58 60 62 64 66 68 70 72 Time (howl) 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 © 2010 HVdroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 5S: To Sand Filter Runoff = 2.82 cfs @ 12.01 hrs, Volume= 0.165 af, Depth= 3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 3,920 74 >75% Grass cover, Good, HSG C 21,325 98 Paved parking, HSG C 25,245 94 Weighted Average 3,920 15.53% Pervious Area 21,325 84.47% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: To Sand Filter Hydrograph Type II 24-hr 10-yr Rainfall=4.10" Runoff Area=25,245 sf 21 1 N Runoff Volume=0.165 of Runoff Depth=3.42' Tc=10.0 min 48 Tlma (hour) CN=94 O RunoFt 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCADS 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 10 Summary for Pond 2P: Sand Filter Inflow Area = 0.580 ac, 84.47% Impervious, Inflow Depth = 3.42" for 10-yr event Inflow = 2.82 cfs @ 12.01 hrs, Volume= 0.165 of Outflow = 0.83 cfs @ 12.19 hrs, Volume= 0.165 at, Atten= 70%, Lag= 10.7 min Primary = 0.83 cfs @ 12.19 hrs, Volume= 0.165 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.10' @ 12.19 hrs Surf.Area= 1,522 sf Storage= 2,252 cf Flood Elev= 935.50' Surf.Area= 1.847 sf Storage= 2,924 cf Plug -Flow detention time= 44.0 min calculated for 0.165 of (100% of inflow) Center -of -Mass det. time= 42.7 min ( 822.3 - 779.6 ) Volume Invert Avail.Storage Storage Description #1 931.99' 3,411 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 2,000 0.0 0 0 932.00 2,000 35.0 7 7 933.00 2,000 35.0 700 707 933.49 2,000 35.0 343 1,050 933.50 0 100.0 10 1,060 934.00 430 100.0 108 1,167 935.00 1,440 100.0 935 2,102 935.75 2,050 100.0 1,309 3,411 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 T Cc= 0.900 n= 0.010 #2 Device 1 935.10' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #4 Device 1 932.00' 4.0" Round Culvert L= 83.0' CPP, projecting, no headwall. Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #5 Secondary 935.75' 175.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-3 Prepared by Microsoft HydrOCADO 9.10 s/n 01775 © 2010 Type // 24-hr 10-yr Rainfall=4.10" Printed 5/17/2012 Primary OutFlow Max=0.83 cfs @ 12.19 hrs HW=935.10' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.83 cfs of 4.81 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.00 cfs @ 0.08 fps) 3=Culvert (Barrel Controls 0.44 cfs @ 5.00 fps) =Culvert (Barrel Controls 0.40 cfs @ 4.56 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.99' TW=0.00' (Dynamic Tailwater) t -5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph ® Inflow OU01ow ❑ Primary ❑ Secondary Th" (IMM) 19169-Hydrocad Proposed-3 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 12 Summary for Link TTL: TTL PR Inflow Area = 1.740 ac, 76.18% Impervious, Inflow Depth = 3.21" for 10-yr event Inflow = 6.06 cfs @ 12.01 hrs, Volume= 0.466 of Primary = 6.06 cfs @ 12.01 hrs, Volume= 0.466 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs 9 ,onaw ❑ P,,mary Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: Direct to Wetland Runoff = 7.98 cfs @ 12.01 hrs, Volume= 0.465 af, Depth= 4.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Descriotion 14,133 74 >75%Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 20,600 98 Roofs HSG C 50,558 91 Weighted Average 14,133 27.95% Pervious Area 36,425 72.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Direct to Wetland Hydrograph ❑ Runoff 6 Type II 24-hr 100-yr 7 Rainfall_5.85" 6 Runoff Area=50,558 sf Runoff Volume=0.465 of 41Hu. 1 Runoff Depth=4.81" Tc=10.0 min CN=91 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 45 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 5S: To Sand Filter Runoff = 4.14 cfs @ 12.01 hrs, Volume= 0.249 af, Depth= 5.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.85' Area (sf1 CN Descriotion 3,920 74 >75% Grass cover, Good, HSG C 21.325 98 Paved parking, HSG C 25,245 94 Weighted Average 3,920 15.53% Pervious Area 21,325 84.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: To Sand Filter Hydrograph ❑ n�noe 41 N Type II 24-hr 100-yr Rainfall=5.85" Runoff Area_25,245 sf 31 I N Runoff Volume=0.249 of U. z Runoff Depth=5.15" Tc=10.0 min Time (hours) 19169-Hydrocad Proposed-3 Prepared by Microsoft HvdroCAD® 9.10 s/n 01775 © 2010 Type 1124-hr 100-yr Rainfall=5.85" Printed 5/17/2012 Summary for Pond 2P: Sand Filter Inflow Area = 0.580 ac, 84.47% Impervious, Inflow Depth = 5.15" for 100-yr event Inflow = 4.14 cfs @ 12.01 hrs, Volume= 0.249 of Outflow = 3.58 cfs @ 12.06 hrs, Volume= 0.248 af, Atten= 14%, Lag= 3.1 min Primary = 3.58 cfs @ 12.06 hrs, Volume= 0.248 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 935.30' @ 12.06 hrs Surf.Area= 1,682 sf Storage= 2,568 cf Flood Elev= 935.50' Surf.Area= 1,847 sf Storage= 2,924 cf Plug -Flow detention time= 36.3 min calculated for 0.248 of (100% of inflow) Center -of -Mass det. time= 35.4 min ( 804.7 - 769.3 ) Volume Invert Avail.Storage Storage Description #1 931.99' 3,411 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-tt) (%) (cubic -feet) (cubic -feet) 931.99 2,000 0.0 0 0 932.00 2,000 35.0 7 7 933.00 2,000 35.0 700 707 933.49 2,000 35.0 343 1,050 933.50 0 100.0 10 1,060 934.00 430 100.0 108 1,167 935.00 1,440 100.0 935 2,102 935.75 2,050 100.0 1,309 3,411 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 26.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #2 Device 1 935.10' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert L= 65.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'f Cc= 0.900 n= 0.010 #4 Device 1 932.00' 4.0" Round Culvert L= 83.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #5 Secondary 935.75' 175.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-3 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 5/17/2012 HydroCAD@ 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Page 16 Primary OutFlow Max=3.57 cfs @ 12.06 hrs HW=935.30' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Passes 3.57 cfs of 4.99 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.71 cfs @ 1.45 fps) 3=Culvert (Barrel Controls 0.45 cfs @ 5.18 fps) =Culvert (Barrel Controls 0.41 cfs @ 4.72 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=931.99' TW=0.00' (Dynamic Tailwater) t-5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph 0 Inflow e iads Cotflc, Inflow Area-0.580 ac ° secondary 35-d5 Peak Elev=935.30' Storage=2,568 cf 4 6 8 101214161820222426283032343638404244464850525458586062 Th» (hours) 19169-Hydrocad Proposed-3 Prepared by Microsoft Type 1124-hr 100-yr Rainfall=5.85" Printed 5/17/2012 Summary for Link TTL: TTL PR Inflow Area = 1.740 ac, 76.18% Impervious, Inflow Depth = 4.92" for 100-yr event Inflow = 10.93 cfs @ 12.04 hrs, Volume= 0.714 of Primary = 10.93 cfs @ 12.04 hrs, Volume= 0.714 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link TTL: TTL PR Hydrograph ■ Infbw 0 Primary Time (hours) STORMWATER MANAGEMENT REPORT for 80 W. 78th Street Chanhassen, MN Prepared By: c�wf ra innovation Deyond design 14800 282h Ave N, Suite 140 Plymouth, MN 55447 763-476-6010 www.mfra.com February 27, 2012 I. Existing Conditions The project's existing site consists of an office building, associated parking, patio, green space, and a wetland. The impervious surface on the site is approximately 62.5 percent, which includes a 16,000 square foot building, asphalt parking lot, and northerly wetland area. The storm water drainage for this site sheet flows to the north and south away from the building. To the south, the water is collected in a storm catch basin and two surface culvert pipes that continue to drain south. To the north, the site sheet flows to the wetland. The wetland's outlet is a 36 inch arch pipe to the south and off the project's property. There is no storm water management system currently in place to provide treatment and control of the storm water runoff. II. Proposed Conditions The proposed project will construct a new 20,600 square foot building, 101 stall parking lot, a storm water management system, and a new drive entrance. Initially, an attempt to direct the storm water to the city owned storm pond west of the project site was considered. However, do to the high water level of the pond and the parking lot elevations of the project; this plan was scratched. The project's storm water design has the building and north portion of the parking lot flowing to a new sand filtration basin. The sand filtration basin will provide storm water treatment, rate control, and a buffer prior to the wetland area. The south parking lot splits into two drainage areas, as it currently exists. The southwest and west parking lot and green space collects at the existing 12 inch storm pipe. Additional storage area will be created along with a filter berm to provide some storm water treatment. The southeast parking lot will drain to the southeast corner of the parking lot to where an existing storm structure was removed. A new storm inlet will be constructed in tandem with a stormceptor manhole to provide storm water treatment for this area of the site. The stormceptor will connect to an existing manhole that currently receives water from this portion of the site under existing conditions. The southern boulevard area and drive entrance will drain off site and enter the city street and storm sewer system. In total, the site is meeting rate control, providing storm water treatment where and as possible, and improving the features on site. III. Rate Control The local governing unit for this project is the city of Chanhassen. There requirements for storm water management is for the proposed site to match or reduce the rate of runoff for the 2 year,10 year, and 100 year — 24 hour storm events. HydroCAD was used to compute the rainfall events using the SCS type II runoff method. The results of the runoff rate comparison are summarized in the table below; please refer to the attached calculations and drainage diagrams for further detail. Maximum Rate of Runoff (cfs) Stone Event Existing Proposed 2-year 3.30 2.41 10-year 5.76 4.21 100-year 9.38 7.09 IV. Emergency Overflow Emergency overflows occur at the two north curb openings, one southwest curb opening, and the southeast catch basins. The north curb openings are at an elevation of 935.50. The southwest curb opening and southeast catch basin are at an elevation of 936.0. The proposed building has a first floor elevation of 940.10. V. Summary The proposed project at 80 W. 78`� Street meets the storm water requirements provided by the city of Chanhassen. The overall site improvements do increase the impervious surfaces, but also creates additional storm water management practices that treats and controls the storm water that leaves the project's site. VI. Certification I hereby certify that this 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. Michael C. Brandt, PE License #42661 o ��Xs : A p'^ H c S _^ €3^0 m x x� A m DDv+10 Pc mN �£d3 , g2D°; 0. pro m' z �wz ° D Z C= a� mCC 1n D G $ee Eiji N m.r=� ,cog )) 3 �_ 9 N p N z y;>> N (1 0 ci 9 P fl 0'3 3 m 'ZDa 0p m' m� d �o v20W °: :m x° 0 N m off �^ a Q GDl m m pQ e» $e ' - vD�i N +e'" D Z I�s p Appendix B HydroCAD Calculations BLDG-N 6S BLDG-S 7J SW (5S) N W Zwetland :T:TL � 4S TT6 X SE (3S RUNOFF Subcat Reach on Link 19169-Hydrocad Existing Prepared by Microsoft Printed 1/5/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.045 74 >75% Grass cover, Good, HSG C (2S, 3S, 4S, 5S) 0.986 98 Paved parking, HSG C (2S, 4S, 5S) 0.368 98 Roofs, HSG C (1 S, 6S) 0.028 98 Unconnected pavement, HSG C (3S) 0.363 98 Water Surface, HSG C (5S) 2.790 TOTAL AREA 19169-Hydrocad Existing Prepared by Microsoft Printed 1/5/2012 HydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paoe 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 2.790 HSG C 1 S, 2S, 3S, 4S, 5S, 6S 0.000 HSG D 0.000 Other 2.790 TOTAL AREA 19169-Hydrocad Existing Prepared by Microsoft Printed 1/5/2012 HydroCADO 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 W 931.65 930.34 262.0 0.0050 0.013 43.7 26.6 0.0 19169-Hydrocad Existing Type1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 HydroCAD®9.10 s/n 01775 ©2010 HvdroCAD Software Solutions LLC Pace 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: BLDG-N Runoff Area=8,010 sf 100.00% Impervious Runoff Depth>2.38" Tc=10.0 min CN=98 Runoff=0.63 cfs 0.036 of Subcatchment 2S: SW Runoff Area=26,398 sf 55.16% Impervious Runoff Depth>1.45" Tc=10.0 min CN=87 Runoff=1.43 cfs 0.073 of Subcatchment 3S: RUNOFF Runoff Area=1,999 sf 60.78% Impervious Runoff Depth>1.60" Tc=0.0 min CN=89 Runoff=0.16 cfs 0.006 of Subcatchment 4S: SE Runoff Area=14,396 sf 74.21 % Impervious Runoff Depth>1.84" Tc=10.0 min CN=92 Runoff=0.96 cfs 0.051 of Subcatchment SS: N Runoff Area=62,716 sf 53.44% Impervious Runoff Depth>1.45" Tc=10.0 min CN=87 Runoff=3.40 cfs 0.174 of Subcatchment 6S: BLDG-S Runoff Area=8,010 sf 100.00% Impervious Runoff Depth>2.38" Tc=10.0 min CN=98 Runoff=0.63 cfs 0.036 of Pond W: Wetland Peak Elev=931.88' Storage=4,922 cf Inflow=4.03 cfs 0.210 of 43.7" x 26.6", R=25.0"/62.0" Arch Culvert n=0.013 L=262.0' S=0.0050'P Oufflow=0.58 cfs 0.164 of Link TTL: TTL EX Inflow=3.30 cfs 0.330 of Primary=3.30 cfs 0.330 of Total Runoff Area = 2.790 ac Runoff Volume = 0.376 of Average Runoff Depth = 1.62" 37.471/6 Pervious = 1.045 ac 62.53% Impervious = 1.745 ac 19169-Hydrocad Existing Prepared by Microsoft Solutions Type 1124-hr 2-yr Rainfall=2.80" Printed 1/5/2012 Summary for Subcatchment 1 S: BLDG-N Runoff = 0.63 cfs @ 12.01 hrs, Volume= 0.036 af, Depth> 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" 1 Area (sf) CN Description 8,010 98 Roofs, HSG C 8,010 100.00% Impervious Area Tc Length Description Direct Entry, Subcatchment 1S: BLDG-N Hydrograph ---- --`--- ------------- --------'----`-----------------'---- -------- - -- -------------- --- ■ IemoO ----:---------- Type II24=hr 2=yr -Rain_faf_ft2.$0,r _J _: _I---- ---- Runoff-*ea=8,10 'sf ---- :Ru[1off :Vol6me=0.036: of --- --Ruhoff-Deptl»2.313-"- Tc_10; niin ----I -- I G LN8 ------------- : I I 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) 19169-Hydrocad Existing Type 11 24-hr 2-yr Rainfall=2. 80 " Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: SW Runoff 1.43 cfs @ 12.01 hrs, Volume= 0.073 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 14,560 98 Paved parking, HSG C 11,838 74 >75%Grass cover, Good HSG C 26,398 87 Weighted Average 11,838 44.84% Pervious Area 14,560 55.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 10.0 Direct Entry, Subcatchment 2S: SW Hydrograph Type II 24-hr 2-yr Rainfall=2.80" Runoff Area''-26,398 Sf Runoff Volume=0.073 of Runoff DepthA.45" Tc 10.0 min CN=87 8 9 10 11 12 13 Time (hours) ❑ RunoH 19169-Hydrocad Existing Type //24-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 tlydroCAD®9.10 s/n 01775 ©2010 HydroCAD Software Solutions U-C Page 8 Summary for Subcatchment 3S: RUNOFF Runoff = 0.16 cfs @ 11.89 hrs, Volume= 0.006 af, Depth> 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 784 74 >75% Grass cover, Good, HSG C _ 1,215 98 Unconnected pavement HSG C 1,999 89 Weighted Average 784 39.22% Pervious Area 1,215 60.78% Impervious Area 1,215 100.00% Unconnected Subcatchment 3S: RUNOFF Hydrograph - 0.17 EQ 0.16 0.15 0.14 , - 0.13 . -, 0.,2 T----.--- -- - - -- -- - -.- a.,, - - -----_'-_- n 0.1- -------- 0.09 0.08 ' --- -:- - -- - - - ----- 0.07 --------- 0.06 - - -- -- --- ----- 0�05- 0.04 r 00" 0.02 Type 1124-iir2=yr- ---....------------- ---------------- Rairtfa11:i::2.80" - Runoff AreaA -999! sf - R u n off :Volume=O.606: ai - Runoff, _Deptly:61- L _ --------- --- 76=OA-nilrt- ------------- N 9 - 11 6 9 10 11 12 13 14 Time (hours) 19169-HydrocadExisting Type// 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 HydrOCAD99.10 s/n 01775 02010 HydrOCAD Software Solutions LLC Page 9 Summary for Subcatchment 4S: SE Runoff = 0.96 cfs @ 12.01 hrs, Volume= 0.051 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 10,683 98 Paved parking, HSG C 3,713 74 >75% Grass cover, Good, HSG C 14,396 92 Weighted Average 3,713 25.79% Pervious Area 10,683 74.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph Type II 24-hr 2-yr Rain fall=2.80" Runoff Area=14,396,sf Runoff Volume=0.051 of Runoff Depth>1.84" Tc=10.0 min 10 11 12 13 14 Time (hours) 19169-HydrocadExisting Type1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 HydroCAD@ 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 5S: N Runoff = 3.40 cfs @ 12.01 hrs, Volume= 0.174 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 17,689 98 Paved parking, HSG C 29,202 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 62,716 87 Weighted Average 29,202 46.56% Pervious Area 33,514 53.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: N Hydrograph ❑ Runofl Type II 24-hr 2-yr 31 I Rain, fall =2.80" Runoff Area=62,716,sf Runoff Volume=0.174 of 0 2� I � Runoff Dcp10.0.m n ®'I CN=87 1 12 13 Time (hours) 19169-Hydrocad Existing Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 6S: BLDG-S Runoff = 0.63 cfs @ 12.01 hrs, Volume= 0.036 af, Depth> 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 8,010 98 Roofs, HSG C 8,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: BLDG-S 0.7 - ----- s rwmn 0. oso i !- - y rr 4 � =yr 0.6 ------- ----------- ; Raihfarf -Z.8W 0.5 0.5 - Hunoff_Area-8.010;sf- 0.45 ------- Runoff Noriime=0.636: of - W 0.4 i ftuno,ff-Deptr»2:3W o.3s n - -Tc_10;-0-nj1rr- 0.3 ______ -------------- - -WN$- 025 0.2 0.15.. 0.1 n ns 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Existing Type H 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Page 12 Summary for Pond W: Wetland Inflow Area = 1.624 ac, 58.71 % Impervious, Inflow Depth > 1.55" for 2-yr event Inflow = 4.03 cfs @ 12.01 hrs, Volume= 0.210 of Outflow = 0.58 cfs @ 12.39 hrs, Volume= 0.164 af, Atten= 86%, Lag= 22.5 min Primary = 0.58 cfs @ 12.39 hrs, Volume= 0.164 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 931.88' @ 12.39 hrs Surf.Area= 22,897 sf Storage= 4,922 cf Flood Elev= 937.00' Surf.Area= 45,105 sf Storage= 115,684 cf Plug -Flow detention time= 163.2 min calculated for 0.164 of (78% of inflow) Center -of -Mass det. time= 104.8 min ( 881.0 - 776.2 ) Volume Invert Avail.Storage Storage Description #1 931.65' 115,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.65 20,000 0.0 0 0 932.00 24,419 100.0 7,773 7,773 934.00 40,626 100.0 65,045 72,818 935.00 45,105 100.0 42,866 115,684 Device Routing Invert Outlet Devices #1 Primary 931.65' 43.7" W x 26.6" H, R_25.0"/62.0" Arch Culvert L= 262.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 931.65' / 930.34' S= 0.0050'P Cc= 0.900 n= 0.013 Primary OutFlow Max=0.57 cfs @ 12.39 hrs HW=931.88' TW=0.00' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.57 cfs @ 1.89 fps) 19169-Hydrocad Existing Prepared by Microsoft Pond W: Wetland 5 6 7 8 9 10 11 12 13 Time (hours) Type 1124-hr 2-yr Rainfall=2.80" Printed 1/5/2012 © --------- _____ --- ❑PfimPrimary Inflow Area=1.524 ac Peak Elev=931.88' --- Storage=4,922 cf- 43.7" x 26.6" R=25.0" /62 0' -Arch 4�ulvert n_0.013 ---------------L�262.0'- 5=0.g050,, '/' 19169-Hydrocad Existing Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 1/5/2012 Summary for Link TTL: TTL EX Inflow Area = 2.790 ac, 62.53% Impervious, Inflow Depth > 1.42" for 2-yr event Inflow = 3.30 cfs @ 12.02 hrs, Volume= 0.330 of Primary = 3.30 cfs @ 12.02 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link TTL: TTL EX Hydrograph ® Inflow p Primary Time (hours) 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4. 10 " Prepared by Microsoft Printed 1/5/2012 HydroCAD(99.10 s/n 01775 02010 HvdroCAD Software Solutions LLC Paae 15 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: BLDG-N Runoff Area=8,010 sf 100.00% Impervious Runoff Depth>3.56" Tc=10.0 min CN=98 Runoff=0.93 cfs 0.055 of Subcatchment 2S: SW Runoff Area=26,398 sf 55.16% Impervious Runoff Depth>2.54" Tc=10.0 min CN=87 Runoff=2.46 cfs 0.128 of Subcatchment 3S: RUNOFF Runoff Area=1,999 sf 60.78% Impervious Runoff Depth>2.73" Tc=0.0 min CN=89 Runoff=0.26 cfs 0.010 of Subcatchment 4S: SE Runoff Area=14,396 sf 74.21 % Impervious Runoff Depth>3.01" Tc=10.0 min CN=92 Runoff=1.52 cfs 0.083 of Subcatchment 5S: N Runoff Area=62,716 sf 53.44% Impervious Runoff Depth>2.54" Tc=10.0 min CN=87 Runoff=5.84 cfs 0.305 of Subcatchment 6S: BLDG-S Runoff Area=8,010 sf 100.00% Impervious Runoff Depth>3.56" Tc=10.0 min CN=98 Runoff=0.93 cfs 0.055 of Pond W: Wetland Peak Elev=932.01' Storage=7,980 cf Inflow=6.76 cfs 0.359 of 43.7" x 26.6", R=25.0"/62.0" Arch Culvert n=0.013 L=262.0' S=0.0050'/' Outflow=1.49 cfs 0.305 of Link TTL: TTL EX Inflow=5.76 cfs 0.581 of Primary=5.76 cfs 0.581 of Total Runoff Area = 2.790 ac Runoff Volume = 0.636 of Average Runoff Depth = 2.73" 37.47% Pervious = 1.045 ac 62.53% Impervious = 1.745 ac 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 1/5/2012 HydroCAD09.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1 S: BLDG-N Runoff = 0.93 cfs @ 12.01 hrs, Volume= 0.055 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 8,010 98 Roofs, HSG C 8,010 100.00% Impervious Area Tc Length Description 10.0 Direct Entry, Subcatchment 1S: BLDG-N Hydrograph ---- ------- ---- - - ---- ---------------_ --- ❑ Runo Type II 24-hr 10-yr Rainfall_4.10" Runoff Area=8,010'sf Runoff Volume=0.055 of U. I I I I Runoff Dcp10 O m n 8 9 10 11 12 13 14 15 Time (hours) 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 1/5/2012 HydroCAD®9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: SW Runoff 2.46 cfs @ 12.01 hrs, Volume= 0.128 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 14,560 98 Paved parking, HSG C 11,838 74 >75%Grass cover, Good, HSG C 26,398 87 Weighted Average 11,838 44.84% Pervious Area 14,560 55.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 10.0 Direct Entry, Subcatchment 2S: SW Hydrograph ❑ Runofl Type II 24-hr 10-yr Rainfal1=4.40" 211 Runoff Area'_26,398 sf Vj I Runoff Volume=0.128 of I Runoff Depth>2.54" LL Tc=10.0 min +I It I CN=87 6 7 8 9 10 11 12 13 14 Time (hours) 19169-Hydrocad Existing Type l/ 24-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 1/5/2012 HydroCAD89.10 s/n 01775 02010 HvdroCAD Software Solutions LLC Paae 18 Summary for Subcatchment 3S: RUNOFF Runoff = 0.26 cfs @ 11.89 hrs, Volume= 0.010 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 784 74 >75% Grass cover, Good, HSG C 1,215 98 Unconnected pavement, HSG C 1,999 89 Weighted Average 784 39.22% Pervious Area 1,215 60J8% Impervious Area 1,215 100.00% Unconnected Subcatchment 3S: RUNOFF Hydrograph s - ozType 11 24 hi -! 0y_r 0.22---------------- r---RiainfaR.JA 0r`- ---Runoffs MAr —1;999,.sf- Runoff;Volume=0.6id of -------- ------------ -,-Runoff-Deptku2.73' - -- --r-----Tc=00-mlft- ----------dN�89 ----------------- 9 10 11 12 13 14 Time (hours) 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 1/5/2012 HydroCAD@ 9.10 s/n 01775 02010 HvdroCAD Software Solutions LLC Paae 19 Summary for Subcatchment 4S: SE Runoff = 1.52 cfs @ 12.01 hrs, Volume= 0.083 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 10,683 98 Paved parking, HSG C 3,713 74 >75% Grass cover, Good, HSG C 14,396 92 Weighted Average 3,713 25.79% Pervious Area 10,683 74.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: SE Hydrograph � Runoff Type II 24-hr 10-yr Rainfall=4.10" Runoff Area''=14,396,sf Runoff Volum e=0.083� of Runoff Depth>3.01" LL Tc'=10.0 min CN_92 a 9 10 11 12 13 14 15 Time (hours) 19169-Hydrocad Existing Type 1124-hr f0-yr Rainfall=4. 10 " Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 5S: N Runoff = 5.84 cis @ 12.01 hrs, Volume= 0.305 at, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 17,689 98 Paved parking, HSG C 29,202 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 62,716 87 Weighted Average 29,202 46.56% Pervious Area 33,514 53.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, ------------------- -- U. Subcatchment 5S: N Hydrograph Time (hours) Type II 24-hr 10-yr -- - --Rainfa11-4.1 Or" Runoff Area=62,716 sf Runoff Volume=0.305 of Runoff Depth>2.54" Tc=10.0 min - _ _ CN=87 ❑ RunoH 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4. 10 " Prepared by Microsoft Printed 1/5/2012 HydroCAD69.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 6S: BLDG-S Runoff 0.93 cis @ 12.01 hrs, Volume= 0.055 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 8,010 98 Roofs, HSG C 8,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment 6S: BLDG-S Hydrograph Type II 24-hr 10-yr Rainfali=4.10" Runoff Area=8,010 sf Runoff Volume=0.055 of I Runoff Depth>3.56" LL Tc=10.0 min Time (hours) 19169-Hydrocad Existing Prepared by Microsoft Type 1124-hr 10-yr Rainfall=4.10" Summary for Pond W: Wetland Printed 1/5/2012 Inflow Area = 1.624 ac, 58.71% Impervious, Inflow Depth > 2.66" for 10-yr event Inflow = 6.76 cfs @ 12.01 hrs, Volume= 0.359 of Outflow = 1.49 cfs @ 12.25 hrs, Volume= 0.305 at, Atten= 78%, Lag= 14.5 min Primary = 1.49 cfs @ 12.25 hrs, Volume= 0.305 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 932.01' @ 12.25 hrs Surf.Area= 24,487 sf Storage= 7,980 cf Flood Elev= 937.00' Surf.Area= 45,105 sf Storage= 115,684 cf Plug -Flow detention time= 132.6 min calculated for 0.304 of (84% of inflow) Center -of -Mass det. time= 86.9 min ( 853.0 - 766.0 ) Volume Invert Avail.Storage Storage Description #1 931.65' 115,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store _(feet) (sq-ft) M (cubic -feet) (cubic -feet) 931.65 20,000 0.0 0 0 932.00 24,419 100.0 7,773 7,773 934.00 40,626 100.0 65,045 72,818 935.00 45,105 100.0 42,866 115,684 Device Routing Invert Outlet Devices #1 Primary 931.65' 43.7" W x 26.6" H, R_25.0"/62.0" Arch Culvert L= 262.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 931.65' / 930.34' S= 0.0050 ? Cc= 0.900 n= 0.013 Primary OutFlow Max=1.48 cfs @ 12.25 hrs HW=932.01' TW=0.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.48 cfs @ 1.74 fps) 19169-Hydrocad Existing Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 23 Pond W: Wetland Hydrograph Fff HIM 1 i _ _ _ - 8)BN ❑ Primary T " Inflow Area=1.¢24 Oc ------ ----;---'----r r Peak Elev=932.01' I 1 1 I r - - - Stor-age=7,980 cf - 437" x 26.6" FI=25.0''/62<0" , V 4 --_ __ __I____i____I__ __ �____.,__ ---- 7 -46h-Oulvert- , n_0.013 1 1 1 2 1 I I 4 1 1 I 1.L8[IS S-O q050 IT _ 1/_ � I 1 � 11 12 13 Time (hours) ocad Existing Microsoft Type 1124-hr 10-yr Rainfall=4.10" Printed 1/5/2012 Summary for Link TTL: TTL EX Inflow Area = 2.790 ac, 62.530/6 Impervious, Inflow Depth > 2.50" for 10-yr event Inflow = 5.76 cfs @ 12.02 hrs, Volume= 0.581 of Primary 5.76 cfs @ 12.02 hrs, Volume= 0.581 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link TTL: TTL EX Hydrograph 4 3 , 3 LL 2 .b ■ Primary Inflow Area=2.790 ac i' ----------------------------- --------------- 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Existing Prepared by Microsoft Type 1124-hr 100-yr Rainfall=5.85" Printed 1/5/2012 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: BLDG-N Runoff Area=8,010 sf 100.00% Impervious Runoff Depth>5.13" Tc=10.0 min CN=98 Runoff=1.33 cfs 0.079 of Subcatchment 2S: SW Runoff Area=26,398 sf 55.16% Impervious Runoff Depth>4.09" Tc=10.0 min CN=87 Runoff=3.85 cfs 0.207 of Subcatchment 3S: RUNOFF Runoff Area=1,999 sf 60.78% Impervious Runoff Depth>4.31" Tc=0.0 min CN=89 Runoff=0.39 cfs 0.016 of Subcatchment 4S: SE Runoff Area=14,396 sf 74.21 % Impervious Runoff Depth>4.61" Tc=10.0 min CN=92 Runoff=2.27 cfs 0.127 of Subcatchment 5S: N Runoff Area=62,716 sf 53.44% Impervious Runoff Depth>4.09" Tc=10.0 min CN=87 Runoff=9.14 cfs 0.491 of Subcatchment 6S: BLDG-S Runoff Area=8,010 sf 100.00% Impervious Runoff Depth>5.13" Tc=10.0 min CN=98 Runoff=1.33 cfs 0.079 of Pond W: Wetland Peak Elev=932.16' Storage=11,905 cf Inflow=10.48 cfs 0.570 of 43.7" x 26.6", R=25.0"/62.0" Arch Culvert n=0.013 L=262.0' S=0.0050'/' Outflow=2.90 cfs 0.506 of Link TTL: TTL EX Inflow=9.38 cfs 0.935 of Primary=9.38 cfs 0.935 of Total Runoff Area = 2.790 ac Runoff Volume = 0.999 of Average Runoff Depth = 4.30" 37.47% Pervious = 1.045 ac 62.53% Impervious = 1.745 ac 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85' Prepared by Microsoft Printed 1/5/2012 HydroCAD®9.10 s/n 01775 © 2010 HvdmGAD Software Solutions LLC Paoe 26 Summary for Subcatchment 1 S: BLDG-N Runoff = 1.33 cfs @ 12.01 hrs, Volume= 0.079 af, Depth> 5.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 8,010 98 Roofs, HSG C 8,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: BLDG-N ❑ RunoH 13J cl. ' Type II 24-hr 100-yr Rainfall=5.85" Runoff Are a=8,010' sf Runoff Volume=0.079 of Runoff Depth>5.1'3" LL Tc=10.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 1/5/2012 jl droCAD0 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 2S: SW Runoff = 3.85 cfs @ 12.01 hrs, Volume= 0.207 at, Depth> 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Descriotion 14,560 98 Paved parking, HSG C 11,838 74 >75%Grass cover, Good, HSG C 26,398 87 Weighted Average 11,838 44.84% Pervious Area 14,560 55.16% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (f /ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: SW Hydrograph Type hr 100 i --- - T e II 24- -yr Rainfall=5.85" Runoff Area=26,398 sf Runoff Volume=0.207 of Runoff DepthA.09" Tc=10.0 min CN=87 4 Time (hours) 20 ❑ Runoff 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 1/5/2012 HydroCAD09.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 3S: RUNOFF Runoff = 0.39 cfs @ 11.89 hrs, Volume= 0.016 af, Depth> 4.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85' Area (sf) CN Description 784 74 >75% Grass cover, Good, HSG C 1,215 98 Unconnected pavement HSG C 1,999 89 Weighted Average 784 39.22% Pervious Area 1,215 60.78% Impervious Area 1,215 100.00% Unconnected Subcatchment 3S: RUNOFF Hydrograph --__,---- -- _- -- - - --------- -- ---- ❑FunoN ---- - - -- Type p II 24-hr 100 -yr -- Rainfall-5.85" Runoff Area_1,999', sf Runoff Volurne=0.016 of - - - - Runoff De p thA.31 " Tc=0.0 min CN=89 _ ---- --- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 4S: SE Runoff = 2.27 cfs @ 12.01 hrs, Volume= 0.127 af, Depth> 4.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Description 10,683 98 Paved parking, HSG C 3,713 74 >75% Grass cover, Good, HSG C 14,396 92 Weighted Average 3,713 25.79% Pervious Area 10,683 74.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, ,11 5 Subcatchment 4S: SE Hydrograph (hours) Type II 24-hr 100-yr ----------:---------�-- Rainfall=5.85" Runoff Area=14,396sf Runoff Volume=0.127 of Runoff Depth>4.61" Tc-10 0 min CN=92 ❑ Runoff ,drocad Existing Type 1124-hr 100-yr Rain/all=5.85" by Microsoft Printed 1/5/2012 D 9.10 s/n 01775 Cc) 2010 HvdrnCAD Snftware Snlutinn9 LLC Pane 30 Summary for Subcatchment 5S: N Runoff = 9.14 cfs @ 12.01 hrs, Volume= 0.491 af, Depth> 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 17,689 98 Paved parking, HSG C 29,202 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 62,716 87 Weighted Average 29,202 46.56% Pervious Area 33,514 53.44% Impervious Area Tc Length Slope Velocity Capacity Description iin) Ifoofl Iff/H7 Iff/---I IM{ l 10.0 Direct Entry, Subcatchment 5S: N ______9.Ntls Type 11 24-hr 100-yr Rainfall=5.85" Runoff Area=62,716 sf Runoff Volume=0.491 of Runoff Depth>4:03" - Tc-10.0_min CN=87 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Existing Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 1/5/2012 HydroCAD09.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 6S: BLDG-S Runoff 1.33 cfs @ 12.01 hrs, Volume= 0.079 af, Depth> 5.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85 _ Area (sf) CN Description 8,010 98 Roofs, HSG C 8,010 100.00% Impervious Area Tc Length Slope Velocity Capacity Description inl /foMl /41/0l /H/n..nl /Mf \ 10.0 Direct Entry, Subcatchment 6S: BLDG-S Hydrograph Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=8,010; sf Runoff Volume=0.079 of Runoff Depth>5.13" Tc=10.0 min CN=98 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) RunoN 19169-Hydrocad Existing Prepared by Microsoft HvdroCAD09.10 s/n 01775 (c) : Type // 24-hr 100-yr Rainfall=5.85" Printed 1/5/2012 Summary for Pond W: Wetland Inflow Area = 1.624 ac, 58.71% Impervious, Inflow Depth > 4.21" for 100-yr event Inflow = 10.48 cfs @ 12.01 hrs, Volume= 0.570 of Outflow = 2.90 cfs @ 12.21 hrs, Volume= 0.506 at, Atten= 72%, Lag= 12.1 min Primary = 2.90 cfs @ 12.21 hrs, Volume= 0.506 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 932.16' @ 12.21 hrs Surf.Area= 25,754 sf Storage= 11,905 cf Flood Elev= 937.00' Surf.Area= 45,105 sf Storage= 115,684 cf Plug -Flow detention time= 112.6 min calculated for 0.505 of (89% of inflow) Center -of -Mass det. time= 75.7 min ( 832.5 - 756.8 ) Volume Invert Avail.Storage Storage Description #1 931.65' 115,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.65 20,000 0.0 0 0 932.00 24,419 100.0 7,773 7,773 934.00 40,626 100.0 65,045 72,818 935.00 45,105 100.0 42,866 115,684 Device Routing Invert Outlet Devices #1 Primary 931.65' 43.7" W x 26.6" H, R=25.0"/62.0" Arch Culvert L= 262.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 931.65' / 930.34' S= 0.0050'P Cc= 0.900 n= 0.013 Primary OutFlow Max=2.89 cfs @ 12.21 hrs HW=932.16' TW=0.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.89 cfs @ 2.11 fps) 19169-Hydrocad Existing Type // 24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 1/5/2012 HydroCAD® 9.10 s/n 01775 m 2010 HvdmCAD Software Solutions LLC Paoe 33 Pond W: Wetland Hydrograph m.ca. a Primary - L - -- L --- ,Inf Ow Are4=1-.024'pc ---- ---= Peak E16v_1032A 6'- ------ -------;- $tor ge =t1 �II5; c- 43,7" It 26:6" 1)";/62s0 A76rf OuNert - ; - -n �0.0I ---;-L�262C0'-- - S OA05Q 'P- 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Existing Prepared by Microsoft Type 1124-hr 100-yr Rainfall=5.85' Printed 1/5/2012 Summary for Link TTL: TTL EX Inflow Area = 2.790 ac, 62.53% Impervious, Inflow Depth > 4.02" for 100-yr event Inflow = 9.38 cfs @ 12.02 hrs, Volume= 0.935 of Primary = 9.38 cfs @ 12.02 hrs, Volume= 0.935 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link TTL: TTL EX Hydrograph _ ❑Inflow [I Primary ---Inflow Area=279Q ac ------------ _L _J _L -� -r -y r -Y -♦ ------------- I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) (5S S NE 4S -p 2P /Building 3S NW Sand Filter ��Wetland ca 7S Wetland w SE 'D CB 1 6S 1 P TfL 1--� SW TTL PR C2)S SW Depression RUNOFF Subcat Reach on Lin 19169-Hydrocad Proposed-take2 Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 HVdroCAD Software Solutions LLC Pace 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.706 74 >75%Grass cover, Good, HSG C (2S, 3S, 6S) 0.848 94 Urban commercial, 85% imp, HSG C (4S, 5S, 6S) 0.400 98 Paved parking, HSG C (2S, 7S) 0.473 98 Roofs, HSG C (1S) 0.363 98 Water Surface, HSG C (3S) 2.790 TOTAL AREA 19169-Hydrocad Proposed-take2 Prepared by Microsoft Printed 2/28/2012 HydroCAD09.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Paqe 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 2.790 HSG C 1 S, 2S, 3S, 4S, 5S, 6S, 7S 0.000 HSG D 0.000 Other 2.790 TOTAL AREA 19169-Hydrocad Proposed-take2 Prepared by Microsoft Printed 2/28/2012 HydroCAD®9.10 s/n 01775 ©2010 Hydro CAD Software Solutions LLC Paae 4 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 933.70 933.50 20.0 0.0100 0.010 15.0 0.0 0.0 2 1 P 934.11 934.00 20.0 0.0055 0.013 12.0 0.0 0.0 3 2P 932.00 932.00 20.0 0.0000 0.010 12.0 0.0 0.0 4 2P 932.00 932.00 70.0 0.0000 0.010 4.0 0.0 0.0 5 W 931.65 930.34 262.0 0.0050 0.013 43.7 26.6 0.0 19169-Hydrocad Proposed-take2 Type/1 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCADO 9.10 s/n 01775 ©2010 HvdroCAD Software Solutions LLC Facie 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: Building Runoff Area=20,600 sf 100.00% Impervious Runoff Depth>2.38 Tc=10.0 min CN=98 Runoff=1.62 cfs 0.094 of Subcatchment 2S: RUNOFF Runoff Area=12,114 sf 27.77% Impervious Runoff Depth>1.06" Tc=0.0 min CN=81 Runoff=0.67 cfs 0.025 of Subcatchment 3S: Wetland Runoff Area=30,307 sf 52.22% Impervious Runoff Depth>1.45" Tc=10.0 min CN=87 Runoff=1.65 cfs 0.084 of Subcatchment 4S: NW Runoff Area=6,525 sf 85.00% Impervious Runoff Depth>2.02" Tc=10.0 min CN=94 Runoff=0.47 cis 0.025 of Subcatchment 5S: NE Runoff Area=16,635 sf 85.00% Impervious Runoff Depth>2.02" Tc=10.0 min CN=94 Runoff=1.19 cfs 0.064 at Subcatchment 6S: SW Runoff Area=21,298 sf 55.01% Impervious Runoff Depth>1.45" Tc=10.0 min CN=87 Runoff=1.16 cfs 0.059 of Subcatchment 7S: SE Runoff Area=14,052 st 100.00% Impervious Runoff Depth>2.38" Tc=10.0 min CN=98 Runoff=1.11 cfs 0.064 of Pond 1: CB 1 Peak Elev=934.27' Inflow=1.11 cfs 0.064 of 15.0" Round Culvert n=0.010 L=20.0' S=0.0100 7' Outflow=1.11 cfs 0.064 of Pond 1 P: SW Depression Peak Elev=934.75' Storage=180 cf Inflow=1.16 cfs 0.059 at Discarded=0.00 cfs 0.000 of Primary=1.05 cfs 0.059 of Outflow=1.05 cfs 0.059 of Pond 2P: Sand Filter Peak Elev=935.41' Storage=2,608 cf Inflow=3.27 cfs 0.183 of Primary=1.38 cfs 0.180 of Secondary=0.00 cfs 0.000 of Oufflow=1.38 cfs 0.180 of Pond W: Wetland Peak Elev=931.90' Storage=5,379 cf Inflow=2.47 cfs 0.264 of 43.7" x 26.6", R=25.0"/62.0" Arch Culvert n=0.013 L=262.0' S=0.0050 '/' Outflow=0.69 cfs 0.214 of Link TTL: TTL PR Inflow=2.41 cfs 0.362 of Primary=2.41 cfs 0.362 of Total Runoff Area = 2.790 ac Runoff Volume = 0.415 of Average Runoff Depth = 1.78" 29.86% Pervious = 0.833 ac 70.14% Impervious = 1.957 ac 19169-Hydrocad Proposed-take2 Type ff 24-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 1S: Building Runoff = 1.62 cfs @ 12.01 hrs, Volume= 0.094 af, Depth> 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 20,600 98 Roofs, HSG C 20,600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description inl /fcofl /fN/f/1 /fflmn\ lnfcl 10.0 Direct Entry, Subcatchment 1S: Building Hydrograph i !Type II 24-hr 2-yr Rainfall_2.80" Runoff kea;.20,600(sf R_ _u_ _6offi Volume=0.094: of --,---------------- Runoff Depth>2.38" Tc—.10.0 rain CN=98 7 8 9 10 11 12 13 14 15 Time (hours) ❑ Runo:f 19169-Hydrocad Proposed-take2 Prepared by Microsoft HydroCAD® 9.10 s/n 01775 © 2010 Hvdri Type 1124-hr 2-yr Rainfall=2.80" Printed 2/28/2012 Summary for Subcatchment 2S: RUNOFF Runoff 0.67 cfs @ 11.89 hrs, Volume= 0.025 at, Depth> 1.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type It 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 8,750 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking HSG C 12,114 81 Weighted Average 8,750 72.23% Pervious Area 3,364 27.77% Impervious Area Subcatchment 2S: RUNOFF 0.7 -- ------- -- -----11 -- �C 0. o. 0. 0. ; t i 5 0.4 0 0.35 0.3 -------------- 0.25 0. 0.1 ; 0.1 i hype II 24-hr_--I _ Ralnfalt:�:MO-" - Runoff Aea=#2;,1 f4; st - -_---;Run'Off tume_0025a - ;_ Ruhoff Dept a1.06--_ T�0;0-nila -------------------- - 6 7 8 9 10 11 12 13 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 Hydro CAD Software Solutions LLC Pace 8 Summary for Subcatchment 3S: Wetland Runoff = 1.65 cfs @ 12.01 hrs, Volume= 0.084 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 14,482 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 30,307 87 Weighted Average 14,482 47.78% Pervious Area 15,825 52.22% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Wetland Hydrograph ❑ aeon Type II 24-hr 2,yr Rainfall=2.80" Runoff Area'=30,307,sf Runoff Volume=0.084 of Runoff DCpthA.45" =10.0 min CN=87 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Proposed-take2 Type1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paoe 9 Summary for Subcatchment 4S: NW Runoff = 0.47 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 6,525 94 Urban commercial 85% imp, HSG C 979 15.00% Pervious Area 5,546 85.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: NW Hydrograph 052 -------- __. -- I ---- - 0.5 .. ®Rur1o11 048 i __. O47 __ __ _ ___ 046 -- YYpe 1124-hr-21yr - 0.44 ----, - --- - -- --- 0.42 ---- --- ------Rainfalr-2.80" 0.4 - _ o Runoff Area=6,525, sf 034 032 - - - -- - _ __-_ --- ---- ;--- Runoff Volume=0.025iaf-- 0.3 - -- -- _I 0.28 -- Runoff Depth>2.02" 026 - -- 0 024-- -T160-in 0.22 ` ' c=M - 02 -- CN4 = 0.1 - ` - ---'--------'- 0. 6 , 0.14 --- -_____-________-___-_ -__------._ __, 0.2 i _r_ I _ _ ,.. - 0.1 _� _ �___ _ _� _______•___- 10 11 12 13 14 15 16 17 18 19 20 Tina (hours) 19169-Hydrocad Proposed-take2 Prepared by Microsoft HydroCAD® 9.10 s/n 01775 n 2010 Hvdr, Type 1124-hr 2-yr Rainfall=2.80" Printed 2/28/2012 Summary for Subcatchment 5S: NE Runoff = 1.19 cfs @ 12.01 hrs, Volume= 0.064 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 16,635 94 Urban commercial 85% imp HSG C 2,495 15.00% Pervious Area 14,140 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: NE ❑ Runoff Type II 24-hr 2,yr Rainfall=2.80" Runoff Area=16,635,sf Runoff Volume=0.0641 of Runoff Depth>2.02" Tc=10.0 min CN=94 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Proposed-take2 Type //24-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD@ 9.10 s/n 01775 @ 2010 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 6S: SW Runoff 1.16 cfs @ 12.01 hrs, Volume= 0.059 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Descriotion 13,783 94 Urban commercial, 85% imp, HSG C 7,515 74 >75% Grass cover, Good, HSG C 21,298 87 Weighted Average 9,582 44.99% Pervious Area 11,716 55.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: SW Hydrograph ❑ Runatt Type II 24-hr 2-yr Rainfail=2.80" Runoff Area_-21,298'sf Runoff Volume-0.059 of Runoff DepthA.45" LL Tc-10.0 min CN-87 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) 19169-HydrocadProposed-take2 Type1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 7S: SE Runoff = 1.11 cfs @ 12.01 hrs, Volume= 0.064 af, Depth> 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (sf) CN Description 14,052 98 Paved parking, HSG C 14,052 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ff) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 7S: SE Hydrograph ❑ Rurrotf --------- Type _1.1.24-h_r 2-yr_ Rainfall-2.80" Runoff Area_14,052'sf Runoff Vo1ume=0.064 of Runoff Depth>2.38" Tc'-10.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1: CB 1 Inflow Area = 0.323 ac,100.00% Impervious, Inflow Depth > 2.38" for 2-yr event Inflow = 1.11 cfs @ 12.01 hrs, Volume= 0.064 of Outflow = 1.11 cfs @ 12.01 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 12.01 hrs, Volume= 0.064 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 his Peak Elev= 934.27' @ 12.01 hrs Flood Elev= 937.50' Device Routing Invert Outlet Devices #1 Primary 933.70' 15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 933.70' / 933.50' S= 0.0100'/' Cc= 0.900 n= 0.010 Primary OutFlow Max=1.09 cfs @ 12.01 his HW=934.27' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 1.09 cfs @ 2.02 fps) Pond 1: CB 1 Hydrograph ❑ Inflow ❑ Primary Inflow Area=0.323 ac Peak Elev=934.27' 15.011 Round Culvert n=0.010 LL I I oil L_20.0' ■ i t S=0.0100 T 5 6 7 8 9 10 11 12 13 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 H dV roCAD@ 9.10 s/n 01775 02010 HvdroCAD Software Solutions LLC Page 14 Summary for Pond 1 P: SW Depression Inflow Area = 0.489 ac, 55.01% Impervious, Inflow Depth > 1.45" for 2-yr event Inflow 1.16 cfs @ 12.01 hrs, Volume= 0.059 of Outflow = 1.05 cfs @ 12.06 hrs, Volume= 0.059 af, Atten= 9%, Lag= 2.5 min Discarded = 0.00 cfs @ 12.06 hrs, Volume= 0.000 of Primary = 1.05 cfs @ 12.06 hrs, Volume= 0.059 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 934.75' @ 12.06 hrs Surf.Area= 543 sf Storage= 180 cf Flood Elev= 937.10' Surf.Area= 5,300 sf Storage= 5,357 cf Plug -Flow detention time= 3.3 min calculated for 0.059 of (100% of inflow) Center -of -Mass det. time= 2.6 min ( 786.9 - 784.4 ) Volume Invert Avail.Storage Storage Description #1 934.00' 5,357 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 934.00 0 0 0 934.11 20 1 1 935.00 751 343 344 936.00 1,476 1,114 1,458 937.00 5,266 3,371 4,829 937.10 5,300 528 5,357 Device Routing Invert Outlet Devices #1 Discarded 934.00' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #2 Primary 934.11' 12.0" Round Culvert L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 934.1 V / 934.00' S= 0.0055 'P Cc= 0.900 n= 0.013 Discarded Outflow Max=0.00 cfs @ 12.06 hrs HW=934.74' (Free Discharge) t1=Exfiltration ( Controls 0.00 cfs) PrimaryOutflow Max=1.04 cfs @ 12.06 hrs HW=934.74' TW=0.00' (Dynamic Tailwater) t2=Culvert (Barrel Controls 1.04 cfs @ 2.83 fps) 19169-Hydrocad Proposed-take2 Typel124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 15 Pond 1 P: SW Depression Hydrograph O Inflow its cis Inflow Area=0.489 ac ®Oedlow ■ Discarded ❑Primary Peak Elev_934.75' Storage_180 cf Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD99.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 16 Summary for Pond 2P: Sand Filter Inflow Area = 1.005 ac, 92.06% Impervious, Inflow Depth > 2.19" for 2-yr event Inflow = 3.27 cfs @ 12.01 hrs, Volume= 0.183 of Outflow = 1.38 cfs @ 12.16 hrs, Volume= 0.180 af, Atten= 58%, Lag= 9.3 min Primary = 1.38 cfs @ 12.16 hrs, Volume= 0.180 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 935.41' @ 12.17 hrs Surf.Area= 1,804 sf Storage= 2,608 cf Flood Elev= 935.50' Surf.Area= 1,900 sf Storage= 2,766 cf Plug -Flow detention time= 36.8 min calculated for 0.180 of (98% of inflow) Center -of -Mass det. time= 29.6 min ( 776.9 - 747.3 ) Volume Invert Avail.Storage Storage Description #1 931.99' 2,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 1,940 0.0 0 0 932.00 1,940 35.0 7 7 933.00 1,940 35.0 679 686 933.69 1,940 35.0 469 1,154 933.70 0 100.0 10 1,164 934.00 193 100.0 29 1,193 935.00 1,335 100.0 764 1,957 935.50 1,900 100.0 809 2,766 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #2 Device 1 935.35' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert X 2.00 L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000'P Cc= 0.900 n= 0.010 #4 Secondary 935.50' 70.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-take2 Type 1124-hr2-yr Rainfall=2.80" Prepared by Microsoft Printed 2128/2012 HydroCADO 9.10 sin 01775 © 2010 HydroCAD Software Solutions LLC Paoe 17 Primary OutFlow Max=1.32 cfs @ 12.16 hrs HW=935.41' TW=931.83' (Dynamic Tailwater) t1=Culvert (Passes 1.32 cfs of 5.09 cfs potential flow) �2=Orifice/Grate (Weir Controls 0.42 cfs @ 0.78 fps) 3=Culvert (Barrel Controls 0.90 cfs @ 5.13 fps) 2econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=931.99' TW=931.65' (Dynamic Tailwater) =Broad•Crested Rectangular Weir ( Controls 0.00 cfs) Pond 2P: Sand Filter Hydrograph El Inflow az>az ■Outflow Inflow Area=1.005-ac : Secondary Peak Elev=935.41' Storage=2,608 cf u 2 41 1 10 11 12 13 14 15 16 17 1 Time (hours) 19169-Hydrocad Proposed-take2 Prepared by Microsoft Summary for Pond W: Wetland Type 11 24-hr 2-yr Rainfall=2.80" Printed 2/28/2012 Inflow Area = 1.700 ac, 75.76% Impervious, Inflow Depth > 1.87" for 2-yr event Inflow = 2.47 cfs @ 12.02 hrs, Volume= 0.264 of Outflow = 0.69 cfs @ 13.05 hrs, Volume= 0.214 af, Atten= 72%, Lag= 61.6 min Primary = 0.69 cfs @ 13.05 hrs, Volume= 0.214 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 931.90' @ 13.05 hrs Surf.Area= 23,148 sf Storage= 5,379 cf Flood Elev= 937.00' Surf.Area= 45,105 sf Storage= 115,684 cf Plug -Flow detention time= 151.8 min calculated for 0.214 of (81% of inflow) Center -of -Mass det. time= 101.8 min ( 881.1 - 779.3 ) Volume Invert Avail.Storage Storage Description #1 931.65' 115,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store _(feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.65 20,000 0.0 0 0 932.00 24,419 100.0 7,773 7,773 934.00 40,626 100.0 65,045 72,818 935.00 45,105 100.0 42,866 115,684 Device Routing Invert Outlet Devices #1 Primary 931.65' 43.7" W x 26.6" H, R=25.0"/62.0" Arch Culvert L= 262.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 931.65' / 930.34' S= 0.0050'f Cc= 0.900 n= 0.013 Primary OutFlow Max=0.69 cfs @ 13.05 hrs HW=931.90' TW=0.00' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.69 cfs @ 2.01 fps) 19169-Hydrocad Proposed-take2 Prepared by Microsoft HydroCAD0 9.10 s/n 01775 02010 Hvdn Pond W: Wetland Hydrograph I Inflow Area=1.700 'ac Peak E1ev=031.90' 2 Storage=5;379 cf 43 7" >t 26.6V R=25.0"/620" V Arch Ouly_ _e_r_t_ n_0.013 L=262.0' S=0.0050 '/' Type 11 24-hr 2-yr Rainfall=2.80" Printed 2/28/2012 5 6 7 8 9 10 11 12 13 71me (hours) ❑ Inflow ❑ Primary 19169-Hydrocad Proposed-take2 Type 1124-hr 2-yr Rainfall=2.80" Prepared by Microsoft Printed 2/28/2012 HydroCAD69.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 20 Summary for Link TTL: TTL PR Inflow Area = 2.790 ac, 70.14% Impervious, Inflow Depth > 1.56" for 2-yr event Inflow 2.41 cfs @ 12.03 hrs, Volume= 0.362 of Primary = 2.41 cfs @ 12.03 hrs, Volume= 0.362 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link TTL: TTL PR Hydrograph E IMlow p Primary Time (houm) 19169-Hydrocad Proposed-take2 Type 11 24-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCADO 9.10 s/n 01775 © 2010 HvdroCAD Software Solutions LLC Pace 21 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: Building Runoff Area=20,600 sf 100.00% Impervious Runoff Depth>3.56" Tc=10.0 min CN=98 Runoff=2.39 cfs 0.140 of Subcatchment 2S: RUNOFF Runoff Area=12,114 sf 27.77% Impervious Runoff Depth>2.04" Tc=0.0 min CN=81 Runoff=1.25 cfs 0.047 of Subcatchment 3S: Wetland Runoff Area=30,307 sf 52.22% Impervious Runoff Depth>2.54" Tc=10.0 min CN=87 Runoff=2.82 cfs 0.147 of Subcatchment 4S: NW Runoff Area=6,525 sf 85.00% Impervious Runoff Depth>3.20" Tc=10.0 min CN=94 Runoff=0.72 cfs 0.040 of Subcatchment 5S: NE Runoff Area=16,635 sf 85.00% Impervious Runoff Depth>3.20" Tc=10.0 min CN=94 Runoff=1.83 cfs 0.102 of Subcatchment 6S: SW Runoff Area=21,298 sf 55.01 % Impervious Runoff Depth>2.54" Tc=10.0 min CN=87 Runoff=1.98 cfs 0.104 of Subcatchment 7S: SE Runoff Area=14,052 sf 100.00% Impervious Runoff Depth>3.56" Tc=10.0 min CN=98 Runoff=1.63 cfs 0.096 of Pond 1: CB 1 Peak Elev=934.41' Inflow=1.63 cfs 0.096 of 15.0" Round Culvert n=0.010 L=20.0' S=0.0100'/' Outflow=1.63 cis 0.096 of Pond 1 P: SW Depression Peak EIev=934.98' Storage=332 cf Inflow=1.98 cfs 0.104 of Discarded=0.00 cfs 0.000 of Primary=1.77 cfs 0.103 of Outflow=1.77 cfs 0.103 of Pond 2P: Sand Filter Peak EIev=935.56' Storage=2,766 cf Inflow=4.94 cis 0.282 of Primary=3.87 cfs 0.267 of Secondary=2.74 cfs 0.011 of Oufflow=6.61 cfs 0.279 of Pond W: Wetland Peak EIev=932.00' Storage=7,836 cf Inflow=9.26 cfs 0.426 of 43.7" x 26.6", R=25.0"/62.0" Arch Culvert n=0.013 L=262.0' S=0.0050 7' Outflow=1.44 cfs 0.368 of Link TTL: TTL PR Inflow=4.21 cfs 0.614 of Primary=4.21 cfs 0.614 of Total Runoff Area = 2.790 ac Runoff Volume = 0.676 of Average Runoff Depth = 2.91" 29.86% Pervious = 0.833 ac 70.14% Impervious = 1.957 ac 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD®9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1S: Building Runoff = 2.39 cis @ 12.01 hrs, Volume= 0.140 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 20,600 98 Roofs, HSG C 20,600 100.00% Impervious Area Tc Length Description 10.0 Direct Entry, Subcatchment 1S: Building Hydrograph ❑ Runoff TypeRlaltlfahr 41O,rWYr -------------- ---- ---- i - Runoff Area''=20,600 sf Runoff Volume=0.140 of Runoff DepthA.56" LL I 1 I I Tc_10.0 min A I IF CN=98 7 8 9 10 11 12 13 14 15 16 17 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD®9.10 s/n 01775 02010 HvdroCAD Software Solutions LLC Paae 23 Summary for Subcatchment 2S: RUNOFF Runoff = 1.25 cfs @ 11.89 hrs, Volume= 0.047 af, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Descriotion 8,750 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking HSG C 12,114 81 Weighted Average 8,750 72.23% Pervious Area 3,364 27.77% Impervious Area Subcatchment 2S: RUNOFF Hydrograph ❑ Runoff Type II 24-hr 10-yr ---- - Rainfall_4.1'0" Runoff Area=12,114',sf Runoff Volume=0.047:af Runoff Depth>2.04" TC=0.0 min CN=81 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD®9.10 s/n 01775 ©2010 HvdroCAD Software Solutions LLC Page 24 Summary for Subcatchment 3S: Wetland Runoff = 2.82 cfs @ 12.01 hrs, Volume= 0.147 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Descriotion 14,482 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 30,307 87 Weighted Average 14,482 47.78% Pervious Area 15,825 52.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Wetland __---------. --- ------------ ------__---- --I--... _-- ---'I ❑Runs@ Type II 24-hr 10,yr Rainfall=4.10rr Runoff Area=30z307sf 2 .Runoff Volume=0.147af LL + Runoff Tcp10.0 min CN=87 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD@ 9 10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 4S: NW Runoff = 0.72 cfs @ 12.01 hrs, Volume= 0.040 af, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 6,525 94 Urban commercial 85% imp HSG C 979 15.00% Pervious Area 5,546 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 , Direct Entry, Subcatchment 4S: NW Hydrograph ❑ Runofl ---,---- -- !----I----L _ 0.65 _ - - - -- - 0.6 --____-_,____�___ -------- 0.3 ______ _____ -; - 02 ------------ -, 0.2- ------------------- o., _;-- rtype II 24-hr 10-yr_ :---------- Rainfall_4.10 Runoff Area=6,525 sf ----Runoff Volume=0.040 of Runoff DepthA.20" ------- `-J;-Tc=10.0 min ---CN=94 ------------------ Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 5S: NE Runoff = 1.83 cfs @ 12.01 hrs, Volume= 0.102 af, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 16,635 94 Urban commercial, 85% imp, HSG C 2,495 15.00% Pervious Area 14,140 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: NE Hydrograph Type II 24-hr 10,yr Rainfall_4.10'r Runoff Area=16,635,sf Runoff Volume=0.102 of Runoff Depth>3.20" Tc=10.0 min CN=94 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD09.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 6S: SW Runoff = 1.98 cfs @ 12.01 hrs, Volume= 0.104 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 13,783 94 Urban commercial, 85% imp, HSG C 7,515 74 >75% Grass cover, Good, HSG C 21,298 87 Weighted Average 9,582 44.99% Pervious Area 11,716 55.01% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: SW Hydrograph ❑ RunoH 3 ------------------------------ Type II 24-hr 10-yr Rainfall=4.10" Runoff Area'-21,29&sf Runoff Volume=0.10of Runoff Depth>2.54" Tc 10.0 min CN=87 1 12 13 14 1 Time (hours) 19169-Hydrocad Proposed-take2 Prepared by Microsoft Type 1124-hr 10-yr Rainfall=4. 10 " Printed 2/28/2012 o--- no Summary for Subcatchment 7S: SE Runoff = 1.63 cfs @ 12.01 hrs, Volume= 0.096 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.10" Area (sf) CN Description 14,052 98 Paved parking HSG C 14,052 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) fft/ser.) (r•.fs) 10.0 Direct Entry, Subcatchment 7S: SE Hydrograph 71me (hours) Type II 24-hr 10-yr Rainfall=4.10" Runoff Area=14,052 sf Runoff Volume=0.096 of Runoff Depth>3.56" Tc=10.0 min CN=98 ❑ Runofl 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCADO 9.10 s/n 01775 © 2010 Hydro CAD Software Solutions LLC Page 29 Summary for Pond 1: CB 1 Inflow Area = 0.323 ac,100.00% Impervious, Inflow Depth > 3.56" for 10-yr event Inflow = 1.63 cfs @ 12.01 hrs, Volume= 0.096 of Outflow = 1.63 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.01 hrs, Volume= 0.096 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 934.41' @ 12.01 his Flood Elev= 937.50' lice Routing Invert Outlet Devices #1 Primary 933.70' 15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 933.70' / 933.50' S= 0.0100'/' Cc= 0.900 n= 0.010 Primary OutFlow Max=1.61 cfs @ 12.01 hrs HW=934.41' TW=0.00' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.61 cfs @ 2.26 fps) Pond 1: CB 1 Hydrograph 13 InBow ❑ Primary � 1 LL Inflow Area=0.323 ac Peak Elev=934.41' 15.0" ------RoundCulvert n=0.010 L-20.0' S_O.O1 OO T 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Proposed-take2 Prepared by Microsoft Type 1124-hr 10-yr Rainfall=4.10" Printed 2/28/2012 Summary for Pond 1 P: SW Depression Inflow Area = 0.489 ac, 55.01 % Impervious, Inflow Depth > 2.54" for 10-yr event Inflow = 1.98 cfs @ 12.01 hrs, Volume= 0.104 of Outflow = 1.77 cfs @ 12.06 hrs, Volume= 0.103 af, Atten= 11 %, Lag= 2.8 min Discarded = 0.00 cfs @ 12.06 hrs, Volume= 0.000 of Primary = 1.77 cfs @ 12.06 hrs, Volume= 0.103 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 934.98' @ 12.06 hrs Surf.Area= 737 sf Storage= 332 cf Flood Elev= 937.10' Surf.Area= 5,300 sf Storage= 5,357 cf Plug -Flow detention time= 3.2 min calculated for 0.103 of (100% of inflow) Center -of -Mass det. time= 2.6 min ( 774.3 - 771.7 ) Volume Invert Avail.Storage Storage Description #1 934.00' 5,357 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 934.00 0 0 0 934.11 20 1 1 935.00 751 343 344 936.00 1,476 1,114 1,458 937.00 5,266 3,371 4,829 937.10 5,300 528 5,357 Device Routing Invert Outlet Devices #1 Discarded 934.00' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #2 Primary 934.11' 12.0" Round Culvert L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 934.11' / 934.00' S= 0.0055P Cc= 0.900 n= 0.013 Discarded OutFlow Max=0.00 cfs @ 12.06 hrs HW=934.98' (Free Discharge) t1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.75 cfs @ 12.06 hrs HW=934.98' TW=0.00' (Dynamic Tailwater) L2=Culvert (Barrel Controls 1.75 cfs @ 3.23 fps) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD09 10 sin 01775 02010 HydroCAD Software Solutions LLC Page 31 Pond 1 P: SW Depression 98cf5 Inflow 'Area=0.489 ac "'Cf. Peak Elev=934.98' Storage=332 cf ------------- I F 5 6 7 8 9 10 11 12 13 Time (hours) p Inflow ■ outflow ■ Discarded ❑ Primary ,drocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" by Microsoft Printed 2/28/2012 09.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 32 Summary for Pond 2P: Sand Filter Inflow Area = 1.005 ac, 92.06% Impervious, Inflow Depth > 3.37" for 10-yr event Inflow 4.94 cfs @ 12.01 hrs, Volume= 0.282 of Outflow = 6.61 cfs @ 12.05 hrs, Volume= 0.279 af, Atten= 0%, Lag= 2.6 min Primary = 3.87 cfs @ 12.05 hrs, Volume= 0.267 of Secondary = 2.74 cfs @ 12.05 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 935.56' @ 12.05 hrs Surf.Area= 1,900 sf Storage= 2,766 cf Flood Elev= 935.50' Surf.Area= 1,900 sf Storage= 2,766 cf Plug -Flow detention time= 30.1 min calculated for 0.279 of (99% of inflow) Center -of -Mass det. time= 24.3 min ( 765.9 - 741.5 ) Volume Invert Avail.Storage Storage Description #1 931.99' 2,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 1,940 0.0 0 0 932.00 1,940 35.0 7 7 933.00 1,940 35.0 679 686 933.69 1,940 35.0 469 1,154 933.70 0 100.0 10 1,164 934.00 193 100.0 29 1,193 935.00 1,335 100.0 764 1,957 935.50 1,900 100.0 809 2,766 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #2 Device 1 935.35' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert X 2.00 L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000'/' Cc= 0.900 n= 0.010 #4 Secondary 935.50' 70.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-take2 Type 1124-hr 10 yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCADO 9.10 s/n 01775 © 2010 HvdroCAD Software Solutions LLC Page 33 Primary OutFlow Max=3.87 cfs @ 12.05 hrs HW=935.56' TW=931.92' (Dynamic Tailwater) t1=Culvert (Passes 3.87 cfs of 5.22 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 2.95 cfs @ 1.50 fps) 3=Culvert (Barrel Controls 0.92 cfs @ 5.25 fps) Secondary OutFlow, Max=2.74 cfs Co) 12.05 hrs HW=935.56' TW=931.92' (Dynamic Tailwater) t4=Broad-Crested Rectangular Weir (Weir Controls 2.74 cfs @ 0.66 fps) Pond 2P: Sand Filter Hydrograph -- --,-- - ---- EInfow Inflow Area=1.005 ■ outflow : PSe� ic- da y Peak Elev=935.4' Storage=2,766 Of ------------------- _4 _� _♦ _s _� _I 1 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD@ 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 34 Summary for Pond W: Wetland Inflow Area = 1.700 ac, 75.76% Impervious, Inflow Depth > 3.01" for 10-yr event Inflow = 9.26 cfs @ 12.05 hrs, Volume= 0.426 of Outflow = 1.44 cfs @ 12.33 hrs, Volume= 0.368 af, Atten= 84%, Lag= 16.7 min Primary = 1.44 cfs @ 12.33 hrs, Volume= 0.368 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 932.00' @ 12.33 hrs Surf.Area= 24,440 sf Storage= 7,836 cf Flood Elev= 937.00' Surf.Area= 45,105 sf Storage= 115,684 cf Plug -Flow detention time= 127.4 min calculated for 0.368 of (86% of inflow) Center -of -Mass det. time= 86.2 min ( 854.1 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 931.65' 115,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store _(feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.65 20,000 0.0 0 0 932.00 24,419 100.0 7,773 7,773 934.00 40,626 100.0 65,045 72,818 935.00 45,105 100.0 42,866 115,684 Device Routing Invert Outlet Devices #1 Primary 931.65' 43.7" W x 26.6" H, R_25.0"/62.0" Arch Culvert L= 262.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 931.65' / 930.34' S= 0.0050 'P Cc= 0.900 n= 0.013 Primary OutFlow Max=1.44 cfs @ 12.33 hrs HW=932.00' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.44 cfs @ 2.56 fps) 19169-Hydrocad Proposed-take2 Type 924-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 Pond W: Wetland Hydrograph y ❑ Primary 'Inflow Area=1.700 ac -- --- 1Peak Erev32.00' -Stprage T,836 cfi 43T'it26.6"- 62.0"- -.-Ar6h Outv6rt_ n_0.013 L=262.0' ----------------- S=0.0050 '/' i 10 11 12 13 14 1 Tlme (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 10-yr Rainfall=4.10" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 36 Summary for Link TTL: TTL PR Inflow Area = 2.790 ac, 70.14% Impervious, Inflow Depth > 2.64" for 10-yr event Inflow = 4.21 cfs @ 12.05 hrs, Volume= 0.614 of Primary = 4.21 cfs @ 12.05 hrs, Volume= 0.614 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link TTL: TTL PR Hydrograph -- -- -- E, 4 3 e L ii LL 2 'l 8 9 10 11 12 13 14 15 16 1 Time (hours) 13 Intlow p Pnmary 19169-Hydrocad Proposed-take2 Type //24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HvdroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 37 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Building Runoff Area=20,600 sf 100.00% Impervious Runoff Depth>5.13" Tc=10.0 min CN=98 Runoff=3.43 cfs 0.202 of Subcatchment 2S: RUNOFF Runoff Area=12,114 sf 27.77% Impervious Runoff Depth>3.50 Tc=0.0 min CN=81 Runoff=2.06 cfs 0.081 of Subcatchment 3S: Wetland Runoff Area=30,307 sf 52.22% Impervious Runoff Depth>4.09" Tc=10.0 min CN=87 Runoff=4.42 cfs 0.237 of Subcatchment 4S: NW Runoff Area=6,525 sf 85.00% Impervious Runoff Depth>4.80" Tc=10.0 min CN=94 Runoff=1.05 cfs 0.060 of Subcatchment 5S: NE Runoff Area=16,635 sf 85.00% Impervious Runoff Depth>4.80" Tc=10.0 min CN=94 Runoff=2.69 cfs 0.153 of Subcatchment 6S: SW Runoff Area=21,298 sf 55.01% Impervious Runoff Depth>4.09" Tc=10.0 min CN=87 Runoff=3.10 cfs 0.167 of Subcatchment 7S: SE Runoff Area=14,052 sf 100.00% Impervious Runoff Depth>5.13" Tc=10.0 min CN=98 Runoff=2.34 cfs 0.138 of Pond 1: CB 1 Peak EIev=934.58' Inflow=2.34 cfs 0.138 of 15.0" Round Culvert n=0.010 L=20.0' S=0.0100 7' Outflow=2.34 cfs 0.138 of Pond 1 P: SW Depression Peak EIev=935.28' Storage=585 cf Inflow=3.10 cfs 0.167 of Discarded=0.00 cfs 0.000 of Primary=2.64 cfs 0.166 of Outflow=2.65 cfs 0.167 of Pond 2P: Sand Filter Peak EIev=935.57' Storage=2,766 cf Inflow=7.17 cfs 0.415 of Primary=4.04 cfs 0.370 of Secondary=3.24 cfs 0.041 of Outflow=7.28 cfs 0.411 of Pond W: Wetland Peak EIev=932.16' Storage=11,871 cf Inflow=11.61 cfs 0.648 of 43.7" x 26.6", R=25.0'762.0" Arch Culvert n=0.013 L=262.0' S=0.0050'/' Outflow=2.88 cfs 0.582 of Link TTL: TTL PR Inflow=7.09 cfs 0.967 of Primary=7.09 cfs 0.967 of Total Runoff Area = 2.790 ac Runoff Volume = 1.038 of Average Runoff Depth = 4.47" 29.86% Pervious = 0.833 ac 70.14% Impervious = 1.957 ac 19169-Hydrocad Proposed-take2 Prepared by Microsoft HydroCADO 9.10 s/n 01775 © 2010 Hvdr Type 1124-hr 100-yr Rainfall=5.85" Printed 2/28/2012 Summary for Subcatchment 1S: Building Runoff = 3.43 cfs @ 12.01 hrs, Volume= 0.202 af, Depth> 5.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Description 20,600 98 Roofs, HSG C 20,600 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Building Hydrograph ❑ Runotf -- ----- - - - -'- ---- 3 2 0 Type II 24-hr 100-yr --- Rainfall=5.85" Runoff Area''=20,600'sf Runoff Volume=0.202 of Runoff Depth>5.13" Tc=10.0 min CN=98 9 10 11 12 13 14 15 16 17 18 Time (hours) 19169-Hydrocad Proposed-take2 Prepared by Microsoft Type 1124-hr 100-yr Rainfall=5.85" Printed 2/28/2012 Summary for Subcatchment 2S: RUNOFF Runoff = 2.06 cfs @ 11.89 hrs, Volume= 0.081 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85' Area (sf) CN Description 8,750 74 >75% Grass cover, Good, HSG C 3,364 98 Paved parking, HSG C 12,114 81 Weighted Average 8,750 72.23% Pervious Area 3,364 27.77% Impervious Area Subcatchment 2S: RUNOFF Hydrograph Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=12,114',sf Runoff Volume=0.081 of Runoff Depth>3.50" Tc=0.0 min CN=81 10 11 12 13 14 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HvdroCAD® 9.10 s/n 01775 © 2010 HvdroCAD Software Solutions LLC Pane 40 Summary for Subcatchment 3S: Wetland Runoff = 4.42 cfs @ 12.01 hrs, Volume= 0.237 af, Depth> 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Description 14,482 74 >75% Grass cover, Good, HSG C 15,825 98 Water Surface, HSG C 30,307 87 Weighted Average 14,482 47.78% Pervious Area 15,825 52.22% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (fl/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Wetland ❑ Runofl Type II 24-hr 100-yr 4 Rainfall=5.85" Runoff Area=30,307 sf 3 Runoff Volume=0.237 of Runoff DepthA.09" LL 2 Tc=10.0 min CN=87 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HVdroCAD®9 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 4S: NW Runoff 1.05 cfs @ 12.01 hrs, Volume= 0.060 at, Depth> 4.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 his Type II 24-hr 100-yr Rainfall=5.85" Area (sf) CN Description 6,525 94 Urban commercial 85% imp HSG C 979 15.00% Pervious Area 5,546 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: NW Hydrograph ' ❑Runoff os ca Type 1124=h r I 00=yr Rainfall=5.85" Runoff Area=6,526 Sf Runoff Volume=0.060 of Runoff Dcp10.0 m n CN=94 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 5S: NE Runoff = 2.69 cfs @ 12.01 hrs, Volume= 0.153 af, Depth> 4.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85' _ Area (sf) CN Description 16,635 94 Urban commercial 85% imp, HSG C 2,495 15.00% Pervious Area 14,140 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: NE Hydrograph ❑ RunoH Type II 24-hr 100-yr Rainfall=5.85rr 2 ----------------—- ------ --- -Runoff Area=16,635-sf- Runoff Volume=0.153 of 3 Runoff Depth>4.80" ° LLTc710.0 min ---------------- ---- -- ---: ------ CN=94 7 8 9 10 11 12 13 14 15 16 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr f00-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HydroCAD®9 10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 6S: SW Runoff = 3.10 cfs @ 12.01 hrs, Volume= 0.167 at, Depth> 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Description 13,783 94 Urban commercial, 85% imp, HSG C _ 7,515 74 >75% Grass cover, Good HSG C 21,298 87 Weighted Average 9,582 44.99% Pervious Area 11,716 55.01% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (f /ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: SW Hydrograph ❑ flunoR 3 T Type II 24-hr 100-yr Rainfall=5.85" Runoff Area=21,298 sf Runoff Volume=0.167 of 2 I I Runoff DepthA.09" LL Tc=10.0 min r`a® 9 10 11 12 13 14 15 16 17 18 19 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HydroCAD@ 9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 7S: SE Runoff = 2.34 cfs @ 12.01 hrs, Volume= 0.138 af, Depth> 5.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 his Type II 24-hr 100-yr Rainfall=5.85 Area (sf) CN Description 14,052 98 Paved parking HSG C 14,052 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 7S: SE ❑ Runoff Type II 24-hr 100-yr z - - - Rainfall=5.85" Runoff Area=14,052Sf Runoff Volume=0.138 of Runoff Depth>5.13" u. I Tc=10.0 min CN=98 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 �ydroCADO 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 45 Summary for Pond 1: CB 1 Inflow Area = 0.323 ac,100.00% Impervious, Inflow Depth > 5.13" for 100-yr event Inflow = 2.34 cfs @ 12.01 hrs, Volume= 0.138 of Outflow = 2.34 cfs @ 12.01 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 min Primary = 2.34 cfs @ 12.01 hrs, Volume= 0.138 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 934.58' @ 12.01 hrs Flood Elev= 937.50' Device Routing Invert Outlet Devices #1 Primary 933.70' 15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 933.70' / 933.50' S= 0.0100 'P Cc= 0.900 n= 0.010 Primary OutFlow Max=2.31 cfs @ 12.01 hrs HW=934.58' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.31 cfs @ 3.53 fps) 5 6 Pond 1: CB 1 Hydrograph 9P Inflow Area=0.323 ac peak Elev_934.58` 15.0rr Round Culvert n=0.010 L=20.0' S=0.0100 T /////// r a g Inflow ❑ Primary 19169-Hydrocad Proposed-take2 Type //24-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 H droCAD® 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 46 Summary for Pond 1 P: SW Depression Inflow Area = 0.489 ac, 55.01 % Impervious, Inflow Depth > 4.09" for 100-yr event Inflow = 3.10 cfs @ 12.01 hrs, Volume= 0.167 of Outflow = 2.65 cfs @ 12.07 hrs, Volume= 0.167 af, Atten= 15%, Lag= 3.3 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.000 of Primary = 2.64 cfs @ 12.07 hrs, Volume= 0.166 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 935.28' @ 12.07 hrs Surf.Area= 956 sf Storage= 585 cf Flood Elev= 937.10' Surf.Area= 5,300 sf Storage= 5,357 cf Plug -Flow detention time= 3.2 min calculated for 0.167 of (100% of inflow) Center -of -Mass det. time= 2.7 min ( 763.4 - 760.7 ) Volume Invert Avail.Storage Storage Description #1 934.00' 5,357 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic -feet) (cubic -feet) 934.00 0 0 0 934.11 20 1 1 935.00 751 343 344 936.00 1,476 1,114 1,458 937.00 5,266 3,371 4,829 937.10 5,300 528 5,357 Device Routing Invert Outlet Devices #1 Discarded 934.00' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #2 Primary 934.11' 12.0" Round Culvert L= 20.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 934.11' / 934.00' S= 0.0055 'P Cc= 0.900 n= 0.013 Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=935.27' (Free Discharge) t1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=2.61 cfs @ 12.07 hrs HW=935.27' TW=0.00' (Dynamic Tailwater) t2=Culvert (Barrel Controls 2.61 cfs @ 3.60 fps) 19169-Hydrocad Proposed-take2 Type 1124-hr f00-yr Rainfall=5.85- Prepared by Microsoft Printed 2/28/2012 HydrOCAD09.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Paae 47 Pond 1 P: SW Depression Hydrograph 3.10 ,y - _ ® Inflow a Outflow Inflow'Area=0489 ac o Y.65a1s Peak Elev_935.28' 3 - �� _ Storage=585 cf N 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 ©2010 HydroCAD Software Solutions LLC Page 48 Summary for Pond 2P: Sand Filter Inflow Area = 1.005 ac, 92.06% Impervious, Inflow Depth > 4.96" for 100-yr event Inflow = 7.17 cfs @ 12.01 hrs, Volume= 0.415 of Outflow = 7.28 cfs @ 12.03 hrs, Volume= 0.411 af, Aften= 0%, Lag= 1.4 min Primary = 4.04 cfs @ 12.03 hrs, Volume= 0.370 of Secondary = 3.24 cfs @ 12.03 hrs, Volume= 0.041 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 935.57' @ 12.03 hrs Surf.Area= 1,900 sf Storage= 2,766 cf Flood Elev= 935.50' Surf.Area= 1,900 sf Storage= 2,766 cf Plug -Flow detention time= 25.6 min calculated for 0.411 of (99% of inflow) Center -of -Mass det. time= 20.8 min ( 758.3 - 737.5 ) Volume Invert Avail.Storage Storage Description #1 931.99' 2,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.99 1,940 0.0 0 0 932.00 1,940 35.0 7 7 933.00 1,940 35.0 679 686 933.69 1,940 35.0 469 1,154 933.70 0 100.0 10 1,164 934.00 193 100.0 29 1,193 935.00 1,335 100.0 764 1,957 935.50 1,900 100.0 809 2,766 Device Routing Invert Outlet Devices #1 Primary 932.00' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 #2 Device 1 935.35' 48.0" Horiz. Orifice/Grate C= 0.600 in 36.0" Grate Limited to weir flow at low heads #3 Device 1 932.00' 4.0" Round Culvert X 2.00 L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 932.00' / 932.00' S= 0.0000 'P Cc= 0.900 n= 0.010 #4 Secondary 935.50' 70.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HydroCAD®9.10 s/n 01775 02010 HydroCAD Software Solutions LLC Paoe 49 Primary OutFlow Max=3.94 cfs @ 12.03 hrs HW=935.56' TW=932.05' (Dynamic Tailwater) L1=Culvert (Passes 3.94 cfs of 5.22 cfs potential flow) L2=Orifice/Grate (Weir Controls 3.02 cfs @ 1.51 fps) 3=Culvert (Barrel Controls 0.92 cfs @ 5.26 fps) Secondary OutFlow Max=2.96 cfs @ 12.03 hrs HW=935.56' TW=932.05' (Dynamic Tailwater) t4=Broad-Crested Rectangular Weir (Weir Controls 2.96 cfs @ 0.67 fps) Pond 2P: Sand Filter Hydrograph ;Ts 8 I 6 , I s , 4 , 3 inflow Area=1.005 ac --- -- Peak Etev_935.57'- Storage=2,766 cf 12 13 14 15 16 17 18 19 20 Time (hours) El Inflow ® outflow ❑ Primary ■ Secondary 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 HydroCAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 50 Summary for Pond W: Wetland Inflow Area = 1.700 ac, 75.76% Impervious, Inflow Depth > 4.58" for 100-yr event Inflow = 11.61 cfs @ 12.03 hrs, Volume= 0.648 of Outflow = 2.88 cfs @ 12.24 hrs, Volume= 0.582 at, Atten= 75%, Lag= 12.9 min Primary 2.88 cfs @ 12.24 hrs, Volume= 0.582 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 932.16' @ 12.24 hrs Surf.Area= 25,743 sf Storage= 11,871 cf Flood Elev= 937.00' Surf.Area= 45,105 sf Storage= 115,684 cf Plug -Flow detention time= 109.7 min calculated for 0.582 of (90% of inflow) Center -of -Mass det. time= 75.2 min ( 834.4 - 759.2 ) Volume Invert Avail.Storage Storage Description #1 931.65' 115,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store _(feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 931.65 20,000 0.0 0 0 932.00 24,419 100.0 7,773 7,773 934.00 40,626 100.0 65,045 72,818 935.00 45,105 100.0 42,866 115,684 Device Routing Invert Outlet Devices #1 Primary 931.65' 43.7" W x 26.6" H, R=25.0"/62.0" Arch Culvert L= 262.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 931.65' / 930.34' S= 0.0050 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.88 cfs @ 12.24 hrs HW=932.16' TW=0.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.88 cfs @ 2.11 fps) 19169-Hydrocad Proposed-take2 Type 1124-hr 100-yr Rainfall=5.85" Prepared by Microsoft Printed 2/28/2012 H droGAD® 9.10 s/n 01775 © 2010 HydroCAD Software Solutions LLC Page 51 Pond W: Wetland Hydrograph : _ Infl i; - ® ow 0Primary -'-tnflowAre =t.0O. Beak Et6v=032.16e- Storage it A71 W- J==----------- i 491" )t 26,6" _L _J _L _J _t - L- -- --- -- -----n_0.013- ;- S=0050'F 11 12 13 14 15 16 Time (hours) 19169-Hydrocad Proposed-taW Type 1124-hr 100-yr Rainfall=5.85' Prepared by Microsoft Printed 2/28/2012 HydroCAD89.10 s/n 01775 02010 HVdroCAD Software Solutions LLC PaOe 52 Summary for Link TTL: TTL PR Inflow Area = 2.790 ac, 70.14% Impervious, Inflow Depth > 4.16" for 100-yr event Inflow = 7.09 cfs @ 12.06 hrs, Volume= 0.967 of Primary = 7.09 cfs @ 12.06 hrs, Volume= 0.967 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link TTL: TTL PR Hydrograph ------------- 5 LL 3 I2 o PnMWY Inflow Area=2.790 ac , i , 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) o.o 0.0 o.o o.o *0 .0 *0 -0 o.o o.o o.o o.o o.o o.o o.o o.o *0 .0 o.o o.o o.o o.l o.l 0.1 0.1 o.l o.l 0.1 0.1 o.l o.l 0.1 o.z o.z 10.2 0.2 o.z 10.z 0.1 10.1 0.1 0.1 0.1 10.1 0.1 10.1 10.1 0.1 0.1 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.4 0.4 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.1 • 0.0 .5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0 _3_ n.a n �� 2 n 2 0 2_D-,2 0-_a n 3�-2 0 2�12�.2 0.3 0.3 0.4 0.3 0.1 0.1 0.0 0.0 • • • • • • • • • • . • *0 *0 10 *0 *0 10 • .0 • • • *0 *0 • • 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0 5 0.6 0.5 0.5 0.5 0.5 0.6 0.7 0.7 �1.1 1.0 1.0 1.0 T. *0 *0 0.7 0.7 0.6 0.5 0.5 a 5 0.5 0.6 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.5 0 8 0.8 0.8 1 1.1 1.4 1.5 1.4 1.7 1.8 1.6 1.5 1.8 1.8 1.4 1.5 1.4 1.1 1.1 '0.9 0.8 0.8 0.8 0.6 0.3 0.2 0.1 0.0 0- 0 •0 -0 �0 -0 0. 0 •0 . 0 0. 0 *0 . 0 •0 . 0 •0 . 0 *0 . 0 0. 0 0. 0 10 . 0 •0 . 1 '0 . 2 '0 . 3 •0 . 6 0 71 . 0 1.0 1. 4 1. 8 1. 7 *1 . 8 2. 1 1. 9 2. 6 2. 6 2. 1 2. 0 2. 4 2 .6 2. 1 2. 0 2. 0 1. 6 1. 8 1. 5 1. 1 1.0 1. 0 0.8 �0 .5 0.2 0. 1 0. 1 • • 0.0 • 0.0 • 0.0 • 0.0 • • • • • • • • *0 40 00 00 • • • '1 *2 *3 *3 *2 *2 *3 *3 *4 72 *2 73 *4 *3 *2 72 *2 '3 *2 *1 *1 *0 10 *0 *0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0. 0.7 1 1.1 1.3 2.2 3.4 3.0 2.7 2.4 3.2 3.9 4.0 2.8 2.5 3.4 4.1 3.3 2.6 2.3 2.8 3.2 2.7 1.6 1.1 .0 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0 4 0.7 0 9 1.1 1.6 2.8 4.5 5.0 4.9 4.5 /\ 5.4 4.7 3.3 2.9 4.1 5.3 5.4 4.6 4.3 5.3 4.5 3.5 1;9 1.2 1.0 0.8 0.5 0.3 0.2 0.1 0.0 0.0 0.0 �0.0 �0.0 0.0 *0.0 0.0 0.0 0.0 0.0 0.0 *0.1 0.2 •0.3 10.5 0.8 0 •1.2 2.1 3.6 5.8 •7.6 7.4 . •9,5 7:4 5.7 4.1 3.8 5.0 6 6 7.8 7.3�7.0 •7.9 6.1 4.4 2.7 1.4 1.0 �0.8 �0.6 0.4 •0.2 0.1 �0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.5 0.8 0 9 1.2 2.2 3.9 6.3 8.4 8.41.7 �L_ ,48 10.7 8.4 6.3 4.5 4.1 5.4 7.3 8.7 8.41 H8z� 8.9 6.9 5.0 3.0 1.5 1.0 0.9 0.7 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 .5 0.7 0 1.2 1.9 3.2 5.2 6.4 6.1 6.1 7.9 6.5 5.2 3.8 3.5 4.7 6.1 7.0 6.3 6.1 6.9 5.5 4.2 2.5 1.4 1,,.0 0.9 0. 0.4 0.2 0.1 0.1 • • • • • 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0. 0.7 0 1.1 1.5 2.6 4.1 4.1 3.9 3.6 5.0 4.9 4.5 3.2 2.9 4.0 5.1 4.8 3.9 3.7 4.6 4.5 3.5 1.9 1.3 1.1 0.9 0. 0.3 0.2 0.1 0.1 . . . 0.0 0.0 0.0 . '0 *0 *0 *0 10 10 10 *0 10 *0 • *1 71 *2 *3 72 72 *2 *2 *3 *3 73 72 *3 *4 *3 *2 *2 *2 *3 '2 *1 *1 '1 00 . . . *0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0. 0.7 1 0 1.1 1.3 2.0 3.2 2.5 2.5 2.5 2.9 3.7 3.9 3.0 2.8 3.6 4.3 3.2 2.7 2.5 2.6 3.4 2.8 1.8 1.4 1.3 1.0 0. 0.3 0.2 0.1 0.0 0.0 k . . 0.0 *0 *0 '0 . *0 *0. *0 *0 *0 *0 *0 10 . . • . . . . . 73 *3 73 *3 *3 '3 *3 *3 *3 *2 *3 *2 *2 '1 *1 • *0 *0 *0 *0 10 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 .3 0.6 1 0 1.1 1.2 1.6 2.3 2.5 3.0 3.3 3.3 3.5 3.9 3.4 .4 3.7 3.8 3.4 3.4 .3 .7 3.4 2.8 2.0 1.6 1.5 1�.1 0.7 0.3 .2 .1 .0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 .5 0 8 1.0 1.4 2.3 Z.54.2 4.6 5.4 5.7 5.7 5.9 6.0 6_0 5.8 6.0 5.9 5.8 5.2 4.2 6.2 4.7 2.9 2.0 1.6 1.?. 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0 6 .0 1.7 3.8 5.9 6.5 8.6 8.7_ 9.3 8.5 10.8 12.0 9.4 8.8 8.9 8.7 7.4 6.5 _9.7 ,6 4.3 2.7 2.3 1.5 0.9 0,4 10.2 •0.1 0.0 *0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0. 0. 1.8 5.3 1 .1 8.5 102.7 11.7 12.4 12.5 12.7 19D2 D23D8 15.6 12.8 13.1 12.6 11--.4 9.7 16. 8.9 5.4 3.5 3.1 2.1 1�?� 0.4 0.2 0.1 0.1 0.0 ww2 MH=&lHrffi8tr50.5 2 w% MH=1_'7 MH=17 MIi=17 Ml1=I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.40 9 3.4 1 .1 q 9.6 6.0 4.5 3.3 3.3 3.0 2.1�} 0 6 0.2 0.1 0.1 0.0 0.0 W � i H=17 M 1=] 7 • • • • • • • • • • • r: • • • . • 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0 4 0.9 3.2 1i.6 11. 7,1 5.0 3.3 3.5 3.2 3.0 0. 0.3 0.2 0.1 0.0 0.0 j i • • • • • • • • • • • • I • • *12 *7 *3 *3 *3 *3 • 11_ ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0'.8 2.4 5.3 12.7.3 5.5 3.5 3.7 3.5 3 L 5 0.8 0.5 0.2 0.1 0.0 0.0 H 2 8 f II 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0 4.9 3.119.2 714. 8.9 5.4 3.3 3.5 3.3 2.9 0 6 0.3 0.2 0.1 0.0 0.0 • . . . . • . . . . . . • . . 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 1.0 3.7 15.8 �W . *3 73 *2 72 10 10 *0 *0 10 *0 11.7 7.5 5.3 3.6 .4 2.8 2.0 0.6 0.2 .1 .1 .0 .0 H=17 2 ;> MII=17 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 *0 • • . . . 0.2 .4 1.0 3. 121 12. 7.19 5.0 3.2 3.0 2.0 1 2 .5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 *0.0 0.0 '0.0 •0.0 0.1 *0.1 •0.2 0.3 0.5 1.1 3.7 9,6 13.i 7. 5.1 2.9 2.4 0 1.5 .0 0.6 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0. 0Z7 1.6 4.7 16.3 13. 8. 5.0 2.9 2.3 1.5 .0 0.6 0.2 0.1 0.1 0.0 0.0 0.0 i H=17 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.5 1.3 3.4 8.7 17 $ h;J, ll.i6 7.3 5.1 3.3 3.0 2.0 1. .5 0.2 0.1 0.1 0.0 0.0 0.0 MH=1 '7 00 10 *0 10 *0 *0 • • • 'I • • *5 *3 • 0.0 0.0 0.0 0.1 0.2 0.3 ,8 2 5 7.1 13.7 � 12.7 8. 5.1 3.4 3.3 2.8 2.0 0 6 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 1.2 3 4 �.8 MH=17 •12 •7.6 5.4 3.4 3.5 3.3 2.9 0. 0.3 0.1 �0.1 �0.0 �0.0 0.0 I j I. • • • �0.0 �0.0 0.1 �0.2 .4 1.6 7 641 12 7.8 5.2 3.4 3.7 3.5 3.. 0.8 0.5 0'1 0.1 0.0 0.0 0.0 0.0 H 28 10.0 0.0 0.1 00.2 1 7 7 7 5W • ' ' Ai=17 MH lOJ, 6.1 4.8 3.2 3.4 3.2 3.0 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 MH=17'' 2 5 *4.7' 9.1 5.6 4.0 2.9 3.1 2.9 2.0/ .5 0.2 0.1 0.1 *0.0 0.0 0 • 0 0.0 0.1 0.1 0.4 11 0 0. Al 0.0 0.1 0.1 0.2 1 8 2:0 - MM 77 i • \ ,9 2.8 6r.1 •10.OH 0.1/ 6.- 9.3 H10.7 6.4. 8.2 D10 8 5.9 �8:0 4.6 3.3 2.5 2.6 1.8 •f �1.1 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 • CRAB �AB -- / 0.0 0.1 0.1 0.3 5 0.8 9 3,8 MH=10.5 MH=10:3 7.8 7:7 6.2 7.5 7 9 6.4 6. -_.7 5.3 5.5 3.5 2.2 1.6 1.6 1 0. 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 i o.o 0.1 0.l o.l 0.2 0.3 0. 0.7 0.0 0.0 0.0 0.1.6 1.8 1.7 1.s 1.7 1.7 1.S 1.5 1.6 1.2 2.1 1.7 1.8r' 1.0 0.9 .6 0.4 0.3 0.1 0.0 0.0 0.6 0.6 0.0 0.0 6.5 *0 *0 10 *0 '0 *0 *0 '0 *0 10 *0 *0 • • • • . • • • *0 00 *0 10 *0 *0 00 *0 *0 '0 *0 *0 *0 10 . 0.0 0.1 0.1 0.1 0.1 0.2 0.1 0.0 0.0 0.1 0.2 0.4 5 0.9 0.8 0. 0.5 0.4 0.3 0.3 0.1 0.1 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 *0 *0 *0 . *0 *0. . *0 *0 *0 *0 10 *0 *0 *0 '0 *0 '0 '0 *0 '0 '0 *0 *0 *0 00 *0 *0 *0 *0 *0 10 10 *0 .0 .1 .1 .0 0.0 .0 0 0.1 .1 .1 .2 .2 .2 .3 .3 .3 .3 .2 .2 .4 .3 .3 .2 .2 .2 .2 .1 .0 .0 .0 .0 .0 .0 .0 .0 *0 . *0 *0 *0 *0 *0. '0 *0. '0. 10 *0 *0 *0 *0 *0 *0 *0 *0 10 '0 *0. ' *0. '0. *0. *0 *0 . *0 . 0.0 0.0 0.0 0.0 0.1 0.1 0.1 .1 1 1 0.1 0.1 0.1 0.1 0.1 0.2 .2 .1 .1 .1 .1 1 0.1 0.0 0.0 0.0 .0 0.0 0.0 0.0 0.0 Scale: 1 inch= 15 Ft. Luminaire Schedule Symbol Qty Label Arrangement Lumens LLF Description 8 W SINGLE 14000 0.800 COOPER MPIT15 2 RABSINGLE 3200 0.850 RAB WP2CF42 8 W2 SINGLE 23750 0.800 COOPER IMT-250-MP-MT-3S-BZ-LL 3 D SINGLE 923 0.930 COOPER ML709840ICAT120D-494SC06 j}3r'(j 2 a BACK -BACK 40050 0.800iCOOPER MPTR-3S-400-MT-BZ-LL TYPE III 2 @ 180 ] 2 B ISINGLE 30000 0.800jCOOPER MPTR-SL-320-MT-BZ-LL SINGLE Calculation Summary Label Calc_Type Units Avg =ax Min Avg/Min Max/Min CalcPts Illuminance Fc 1.80 23.8 0.0 N.A. N.A. FRONT PARKING Illuminance Fc 3.88 12.0 0.5 7.76� 24.00 EAST PARKING Illuminance Fc 3.90 8.6 1.0 3.90 8.60 WALKWAY Illuminance Fc 10.41 23.8 ----- 0.9 111.57 - ---- 26.44 Luminaire Location Summary LumNo Label X Y Z Orient Tilt 25 a -67.244 134.756 28 90 0 18 RAB -53.465''-93.954 10.5 0 0 19 RAB -86.456 -93.954 10.5 180 0 14 W -112.38 -65.719 17 187.125 0 10 w ---- -85.838 ----- 50 17 - 180 0 26 a 31.166 134.204 28 90 10 43 W -86.099 -20 17 180 1 0 13 _ W -101.14 -43.948 17 99.462 0 42 w -85.969 12 17 180 0 20 D -16.825 63.27 - 10.5 1 180 0 21 D -21.825 63.27 10.5 90 0 22 D -11.825 63.27 10.5 90 0 37 W2 0.864 60.86 17 90 0 38 W2 -37.064 60.879 17 89.233 0 30 _ W2 38.113 60.86 17 90 0 32 W2 -74.308 60.939 17 89.233 0 28 B 119.62 -58.302 28 180 0 27 5 B 119.536 W2 50.355 339315 -67.557 28 17 180 --- 0 0 �0- 41 W2 50.345 48.919 17 0 0 46 W2 50.345 8.919 17 0 0 47 _ W2 50.355 -28.048 17 0 0 15 W 34.081 -82.637 17 270 0 48 W 2.081 -82.788 17 270 0 4A TA7 -')0 Al R I -R7 AnA 1 1 7 1 9'7n 0 m C 0 0 N ro Q Revisions W a D 04 N r-I O N W M N c r O � a U w H � !y U Q z a W � a � H x Q o � o x ARCH E CONSULTANT CONTACT LIST: GENERAL CONTRACTOR FENDLER PATTERSON CONSTRUCTION 4839 WEST 124TH STREET SAVAGE, MN 55378 TEL952-89D-4346 FAX952890-2916 CONTACT: JOHN PATTERSON ARCHITECT OJR I ECTUREINC. 333 WASHINGTON AVENUE N. SUITE 210 UNION PLAZA MINNEAPOUS, MN 55401 TEL 612676-2700 FAX6126762796 CONTACT: SCOTT NELSON CIVIL ENGINEER MFRAINC. 1480028TH AVENUE, SUITE 140 PLYMOUTH. MN 55447 TEL763476-WlO FAX76344768532 CONTACT: MICHAEL C. BRANDT PE. SURVEYOR MFRA INC. 14800 28TH AVENUE, SUITE 140 PLYMOUTH. MN 55447 TEL763-4766010 FAX 763476-8532 CONTACT: MARCUS F. HAMPTON RLS. LANDSCAPING MFRA INC 14800 28TH AVENUE, SUITE 140 PLYMOUTH, MN 55447 TEL763-4766010 FAX 763476-8532 CONTACT: KEVIN I. TEPPEN RLA. Site Development Plans !or 80 W. 78th STREET Chanhassen, Minnesota Presented by: Fendler Patterson Construction VICINITY MAP NO SCALE BENCHMARKS BM NO. I 1002AV located on Trunk Highway 5, east of the intersection with Trunk Highway 101. ELEV. 935.71 BM NO. 2 2736A located on Trunk Highway 101, north of the interaction with Trunk Highway S. ELEV. 953.61 APPROVED =SHEETINDEX SHEET DESCRIPTION C1.01 TIRESHE£T C1.01 D%SHNGCONDRIONS CZ02 DEMCUTION PLAN mat sm pun- - - SRETURNINGPLAN 04.01 GFUDINGPLPN 0.01 EROSION&SEDIMENTCONTROLPUN-PHASEt C5A2 EROSON& SEDIMENT CONTROL FIN - PHASE 2 M03 EROSION DETAILS& NUTES C6A1 UT UM PIAN am UGNnNG PLAN 0.01 DUMB CXW DETALS Bol LANDSCAPING PIAN CM OF CHANHASSEN MAY 2 1 7017 rfra "Ming "'A ing Planning rem 14900 28M M N SM 140 Pymou6L ktlnllesOU 55447 RM 476,1110 UAW01e 7M 476.8iM IaomNe Rwwmha.cum Client FFertdler 1 1 3 CO�N�T@rsoSRUCTn Project 80 W.78TH STREET Location CHANHASSEN, MINNESOTA Certification InemM..,av nl,n nn ptlespaarnvn w ,ewa v,>: r.w,ea ev we w „�m� mreew� e,pernro� and�M �amaduM hevnred pntearVnnal l t✓<INFFXunM1w iM1e tlw" rl �aartair M2nxlCeran t rtrsrvmon Nu 42661 Uae 01,w 2012 .,ppFotln,eon�xr ur In awel xp�M �oW oliM an WnaM1 ismBatle i@on,eeluerl a�MVPP.Irc, Nrmmda, MHa xe. Summary Un,u,ratl:so7ss Ilrax+em aawosed:Mu soap/pagcy. PIv3<:sNLL InRm ISaV�:PI/OVIDl3 Revision History No.Date By Submittal/Revision a Maw sic cmcosaasnrs oyayo m c rnsovwnavlusP us ua+sLNRTwLvIDR.aats uaR s 0 oyn/D seG DRowaous oqw"W.W ax owa)MaNIs V ZZ. St4 niv(nEASNIs c .1.1 T . cmcmw.RNTs ousonz sea .. se , r oVWsa c or., now i aHaN> sa rnprfvew RswrraE Sheet Title TITLE SHEET Sheet No. Revision EwGffmmawo ;xP-F C1.01 J Project No. FEN19169 Q PCB, PNO Q PVC iB1NSMEEN � I — LEGEND • WUNOMONUMENAP—I--- 0- WATERMNN ----- EMEMENTUNE g SETMONUMENT SANOARYSEW£R ----- SETBAOLUNE D MC-IRICMETER SIORMSEWER —A— MGMOFACCM {r WNT FIMEDENDSECTION CONOIETECURS ® AIRCOHIXIIIXIEII FIFCIRCTRNi NIERWIWINGUN= IGUYANCHOR TEILEMOREPECEML ------- B IUMW CANOW A MNUC0 STAU. GAS METER BTUMINOISWRF) CL UTIUTY POLL —a— MERHEAOWIRE O CONCRETE SURFACE • GUARDPCISTT CHAINUNKFENCE O IgNDSCfIPESURFACE • BOLLARD —I— IRON FENCE MN —a— WIRE FENCE OECIUIOUSTREE —o— WOOD FENCE CONIFEROUSTREE SURVEY NOTES 1. MheairrBryi¢m6bawE On IM we4 YnW flLS,x0. Irrunlunur.d-111-1 WNWE. }. 1R!,Me4l09rrm,IEaECWeIk ]lkarlµWlirMBlM1RnGriart k6NAV ltl})36&bO1P rtkrlM1ed Ipmih MriDDT Go]!1[ D]U&m BfW MAREes 1 Utr,Y onirMNr Ni.wryS,mMXgIXe RrlozrrurwYk ilurk Ni.nvry Nl. fkr 35 3l SE.I.KR }]S6Ab ed on Trunk Hylrw'ry 101.roMoutsInlersglonWXOTrunk NgMaY5- Eku.A53b1 3_ S b*j pbp sa remMW l M0BrWl,EsprW"M ntW lonnumberuzsEg IO& }g6Moozo. a. rkM wnnwasbrrWkleamnna/}o11. SUBJECT PROPERTY Dealplan lmmlMt commRmeq. ira[[5A iW R, PegMereE IaM Survey h. X, CaMr Urm1y, MarieSW. hf—., line Enrrlm.Eu MN o.CA}R3GA9eE3th kpha kre CVWHWguftrun n ThkCo-.Irt- isuiiyagemfor CnkaP ink bvrcace cwnparry lusprwrktl us, IM IOM✓Iry[wnr2mzon as nerds Ws.IxWlh pr(perlY ksrOpM to in YXcdWe g. Segon ]IMred win{Ile saris MllMrky ryslem a n sakt Yclion 2.FMlRWn XMrraXd>.l-lf renq 5urily PMa¢d IXms 1]. SWjM b FniICerlYKi1P q hunk Hide✓ay WpOxs Ea1eE luly]], t96 ), IkE Ape i. 19R a pWwWq Xo.H471, OHkP011h IkE9nr of iCk; [aver COunly. MinraOla. Rl.rlgpyY MuTI ]g. UrRBT oFasemPnl in lawrol City OlCbanMssn EaleO SeplemEN }1, 19gl, iiktl leb�Wry l), 19®, a 0.tunienl NO. i55PA, CNke OI ih fleglirar 011tlki, Caner COW1Y Mnresga. EaWnto EaaeaMvn!n ofC 39. TKISSn Lxerremin Moe of CilY o1C11anbassntlaletl YplemMr }S,1%],Ikd FeOluryll F aDwumenl NO— 011ke OIIM RegMnr of TtlkS Cane County, MnMSOIa. EMrWMa Wa Mp OFU wC ay. }D-hrmareMntlld Np M easemPbsa1"hM10143, OI(,ununrk by7M%,eq IMeerreK Ealetl Nor2mMr 19,141}. nkE lum 11. 1933.x Lb[unreM HO. i>M9a,C4kNNre hg61rN OIlI1kr,Ca�rer County. MiMce Wla. PxmarenE EaemerrNflan ilrwnm WIaX/. iapaW]faPmPnlLa)&aaayYlE Wri sNnelOrNnd sMWn. 33. GsrreMlor Slwm DpirMgeaN Rlenlpn voM[xerreM4preemenr bvaM EelweenCNbrE k. XTilenJl. a manktl person aN R4Y PurgTOry BIMCreek waleryieE Di4ril. EaM Noeemter ]3, ID]S, GkE De[emEer 9, ] W S, a Do[ureM Na i156n53 EawnPnNalPn frn'n m fnq. infra m01RMRn01RIya/Inppbnninp finRlO' 14066 2661 M N. SIR 140 RERwdtlL MlnrEauR 5647 B611476. WIU ®b6M [TON 176.W feaYllEe Ynlw.lnhgcom Client rFendler Fll�,rsm GD Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Mipietl:katk/sG dawn:m Aplmued:klu Soak/Page:.,. RW:FEML InY411ssuM:oVWma] Revision History No.Wte BY Submittal/Revision A W.I. sEs cmcokwlkxis R ovn/az on cmmMnlxrs c oYas/1} sEG EaWRMKToxpmW<Ms N Wns D WUpU . VMIERI.WIkoCAiEw k alni/i] W myEoklExlE E WZIM1] R6 OIYCOkMN15 a WWI] 46 Cl1Y[W(XIS N a5/ta(I] sEG UTI WWI] YG [hhIXmM.(NIz RIIW. r az/}l/1} RG UIYMY[W.9lMIlM. Sheet Title EXISTING CONDITIONS Sheet No. Revision NORTH 0 ID GD SCMfET C2.01 J Project No. FEN19169 ! L ��S /jii//jii� /1 /' / ow PI LPL\�G / IWO ICE / /c R 01UNDU5 / pp/ �ER�V / LENEES �REMOIE EIBSINB aEe t a1rIER � ~ I :O A y IaM Kt I I I I S O 1 RTE�� LFETAw C AWITH C CO PAW ° 2 //, �1 WALL AND sirs (RE MMEE) ..i 0 ki LA®BE. REMOVE EIBSIING GAS IE1FR I i 8 RE-ETKs COMMNAT: WITH GAS ORPANY. $ e I W y I II I l RELOLE EXISING sAWITARY sEwx— I I I SO MM REMOVE WATER MAN SERVILE m TO uANuxE,VERIFT E TDI+ RE Iwlpla ROM Comm r 1U na _ - - - - - - -T I ' 'I' p �1 b S � ,G � E11SIN6-BAS WnRNOIIR SUPFACE ooeroRUTE Ejix � _ — � REMME OOSWIIG REMOVE OB51NG I E j �I 6* Do= 911M IM= OR® Q BUT" CATER jA51FPME' REMOVE GQ 1 -- /� /` ( 'd ° R 1 \ \ YMRO)L ! L 1 ` RE11oK EM1NG \ \ )/\m�1�j ::va �IC RDGK-RUG T I \ RELINE E O5 NC SOEMNX • ' / J Mv7 r IRE 1 \\I12\ RDP FDE ` - �/lJ - - - AS NEEDED SAW OlT AD REMOVE RE91iM5 FLSING am -aim- ___�� I `, `-- —T /-- -- \� Y // / s----- �78TNSH1�ytL0.51 = -- / t�pTE�K' �.r- t; ? LEGEND • fOVRO MONUMENT-1� WATERMNN ----- FASEMFXTLIHE 2 SET MONUMENT P-SAN?ARY SEWER - - - - SETBACKUNE D EIECTRICMETER STORMSEWER —A— MGHTOFACCESS iX Mw FWIEDENDSECIION CONCRETE CURB ®AIR ONEgTIWE110-aMIMING BNE F-GUYANOgR TELLPHGEPEDESTAL --------- BUILDING CANOPY 6 HANDICAPSTALL GASMETER BITUMIXDUSSURFACE U UTIItt POLE —d'— WERHEADWIRE O CONCRETE SURFACE • GUARDMST --.— CIAINUNKFENCE O 1pFN PESURFAC% • BOLLARD —1— IRON FENCE SIGN —.— WIRE PENCE CMDUOUSTREE WOODfENCE J%- CONFEROUSTREE LEGEND SAWCUTUME a TREE GROUP M BE REMOVED STREETCURBANDGUTTER TO BE REMOVED SPECIFIC DEMOLITION NOTES 2. REMOVEEXISTINGBUIL NGS,CCNCRM9DLWAVS.MDBI MINWS. 2, REMOVE SIGNS AROUND LUSTING BUILDING. 3. REMWEEMISTINGTREESASNOTEO A. REMOVE EXISTINGMONUMENTSIGN. DEMOLITION NOTES 1 OMWTION NOTES ARE FG CAPoFIGTIXf ONLY ANDARE SHOWN fG T1¢ CONIRACIO0.58ENENT. TIESF NDTES ARE II MT MEO NECWMPIEMENSVE M CONTRACTOR $IWLLREMOVEORRELOCATEALLF%611HG ON -SCE IMPROVEMENR NECESSARY 10 ACCOMMODATE TIE PRDPOSEDmNSTAUCTIG. 2. THEDESIGNSM] lSBASEDUPONTHEENGNEERSUNORSMUNGOTNEMSTINGCONORN)COS If CONTRACTOR DOES NOTACCEPT O(ISTINGTOPOGRAPHV ASSHOWN ON THE PWNS VIfT10UT OCEPTION. HE SHALL HAVE MADE, AT HIS OWN EXPENSE, ATOPOGRAPWC SURVEY BYA REGISTERED LAND SURVEYOR ANOSUBMITRTD TFR OWNER FOR RENEW. 3 THECOHIRALIORISRUMNLBLEfORTFEOEM MM,REMWALMDDISMWINALO MMAPPROVEDBY ALL GOVERNING AMMMESAND IN ACCGMNCE WITHMPUCAME CODES, G ALL STRUCTURES, PADS, WALLS, RUMES, FOUNDATIONS PARKING, DRIVES, DRAINAGE STRUCTURES, UTILOES, ETC, SUCH THATTHE IMPRMMENTS SHOWN ON THE REMAINING PUNS CAN BE CONSTRUCTED. ALL FACILITIES TO K REMOVEDSHKL BE UNDERCUTTO SUITABLE MATERIAL AND BROUGHT TOGRADE WITH SUITABLE COMPACTED FILL MATERIAL PER THE SPECIFICATIONS. A. THECONTRACIOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING THE DEBRIS IN LAWFUL MANNER. THE CONTRACTOR 6 MSPoNSIBIF TOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL 5. THE CONTRACTION SHALL COORDINATE WITH RESPECTIVE ITTUT'Y COMPANIES PANG TO THE REMOVAL AND/OR RELOCATION O UTIU FES. CONDUCTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTIUTIES WITHIN THE MGHTOF WAY DEALING CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY CONCERNING PORTIONS G WORK WHICH MAY MAY N PERFORMED BY THE UFFUM COMPANYS FORCES AND ANY FEES WHICH ARE TO BE PAID TO THE UTFTY COMPANY FM THEIR STIVICES. THE CONTRACTOR IS RESPONSIME FOR PAYING ALL FEES ANOCUAGES. B. THE CONTRACTOR IS RUMN98U FOR THE DISCONNECTION G UTLIIY SERVICES M THE EXISTING BUILDINGS PRIOR TODFMOUTIONOf TIEBUR INGS. 7. THE CONTRACTOR 15 SPECIFICALLY CAUTONE D THATTHE LOCATIONS G ALL OUSTING UTILITIES SHOWN ON THIS PIAN HAVE BEEN DETERMINED FROM THE BEST INFORMATION AVAIUMI E AND ME GIVEN FOR THE CONVENIENCE OF THE CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEM ACCURACY. PRIOR TO THE START OF MT DEMCUTOFN ACTIVITY, THE CONTRACTOR SHALL NORTH THE UT UFFY COMPANIES AT LEAST TZ HOURS BEFORE My "CAVATION FOR ON-SFE LOCATIONS OF EX6TI45 UTUTIES. THE LOCATIONS OF SMALL U U.nUB SHALL BE OBTAINED BY THE CONTRACTOR BY CALLING GOPHER STATE ONE CALL AT 1-0 2524LSS. A ALL COSTING SEWERS, PIPING, AND UTILITIES SHOWN ME NOT M BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION AROUND ANY ANTICIPATED FCATIIREs. GIVE NOTICE TO KL"MY COMPANIES REGARDING DESTRUCTION AND REMARK OF ALL SERVNZ LINES AND GP ALL UNES BEFORE PROCEEDING WITH THE WORK. UTILTTE5 DETERMINED M ABANDONED SHALL BE RIMMED IF UNDER THE BUILDING INCLUDING 1IY BEYOND FOUNDM ONS. 9. PRIOR TO DEMOTION OCCURMNG, EROSION CONTROL DIMCES ARE TO BE INSTALLED. 10. SHOULD REMARK AND/M RELOCATION ACTMTIES DAMAGE FENCING. LIGHTING AND/OR STORM INLET STRUCTURES. THEN THE CONTRACTOR SHALL PROVIDE NEW MATERIALS/STRUCTURES IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. EXCE" FOR MATERIALS DESIGNED TO BE RELOCATED ON THIS PLAN, ALL OTHER CONSTRUCTION MATERIALS SHALL BE NEW. 11. CONTRACTORSHALL UMT SAWLCV A PAVEMENT REMMALTO ONLY THOSE AREAS WHERE IT 6 REWIRED AS SHOWN ON THESE CONSTRUCTION PIANS BLUE If ANY DAMAGE IS INCURRED ON ANY OFTHE SURROUNDING PAVEMENT, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR HIS REMOVAL AND REPAIR. 12. CONTRACTOR TO PROTECT DUSTING FEATURES WHICH ARE TO REMAIN, DAMAGE M ANY OUSTING CONDITIONS TO REMAIN WILL BE REPLKED ATCOETRACFORS DIPENSE. M THE PUBLIC WATER SYSTEM SHALL ONLY BE CPEMTED BY THE CRYS IFTIf1Y DEPARTMENT M. ALL SANITARY SEWER SERVICE ABANDONMENT AND REMARK WORK MUST BE INSPECTED BY THE OTYS UTUO DEP<ATAIENT. THIS WORK M16T N COMPETED PRIG TOTHE ISSUANCE OF CERTIFICATE G OCCUPANCY. 15. ANY INTERRUPTION G WATER SERVICE SHFIL REQUIRE A MINIMUM G A8 HOUR NOTIFICATION. �fra npl nNRnp wlrs7bp p W Ynp �Mlp' 14000 79BI IAn K SIR 140 P,Xnu^ Mini. 55447 fI69 470A%O MOM V8 QB.K5E2 MOIIM WIFYnlltalnln Client P. Fendler Ficitterson CONSTRUCTION Project 80 W. 78TH STREET Location CHANHASSEN, M IN N ESOTA Certification I M1e,ety anFa:M Nan yYn rlae(vmn w ,e<o � e�„bv men Ce. m'anp� e, {e aM�a aMtascmred pole naI ENGIX[n�e nEe, hmr of iM1e.Ht¢ d Mnce.oY M¢M1ael C. Bn weR<rnon lao ax661 Dade DT/tw/zDlx YypFmn<rnlxl � I> a..H+a>� nwerlN. PI.�..N m ° aaaae wm .eR,en a ArRA, k., HP„a,m.MxeR,<«. Summary Da:�lmm:a¢snG OI._:FW PM1ase:l N4 InRul Inuel: alpyA V Revision History No, Date By Submittal/Revision A vym/O EG cm couNN,s B UVU,,O OO (I,Y(O.�(1115 ( Ba<L/LI SEG 015rNCT CMGWAVarS vW.MLMI Dlrox o U,FU EG TDML U E W,T/O AM CRY.., W.J. RG CRY.., G :Vw. RG CRY., H WIMU EG CRY., Gjl1a/V EG D1Y0'.AflNr5.0.D W. 1 Gi/Ta/L} 4G (T'PfYFW 51lMLLrt Sheet Title DEMOLITION PLAN Sheet No.. Revision C2.02 l ect NO. FEN19169 P� NaQ J� P QP00 / lax / J� PL9JC uTIl1Y FASF1Fllt � i r \�/Y ets• -✓ / — � / r11W KQ) v / 4 P A I A A S I I � G A �� O WAREHIXISE RETPIL Ifx ` 2 I l 6I B PROPOSED BUILDING o D A G ;m;AAl �14.0 20.600s.F 2 STEPS FFF=9F0.2 = Al �A O a ORICf o u ai �I o • 0 5 C ' © I ACT PARKNG Y Q O Y S. 4j_K 10' P�FiUAOa - — l: 25,0 i I � � V POWD ICE . - SIDRW WATER IOfMC FABOID 5-FEE =SIX TPHN------- ' AID T54m3 =�T riz5 X I I c» C PATCH TO WRECK '' PER -B°``s+ _i W 78TH SWpV Np.51 --- -- -- - — (STATE HIGH L-- — _—_--_-- V!!:1T!:�.:.-- ----_---- --_--- —— __-- LEGEND pgOPOSEO E%ISTNG PROPERTY LIMIT CURB B GLITTER STANDARD DUTY EASEMENT ASpHpLT PANNG a nfra BUILDING RETAWING WALL Ilb� WETLANDLIMOS XFAyy OUIYIIII��BYFFBIBB19gNM AM ALTPANNG TREECNF--- - 1/100 Pell M (� Sb 740 SAWM LINE RSRa�IgRq YIYIBpy 564Q SIGN T CONCRETE PAVINGM4RLg10 plfO M PIPE BOLLARD • 789 IIE.SS$ TBOMRB NUMBEROFPARKING BMMIRNBONR STALB PER ROW O KEY NOS O Client SITDEVELOPAREA MENi SUMMARY AREAS GROSS SIR AREA Sf 1>9AC e' I"NG E%ISTNG PROPOSED BUILDING AREA 16,ONI SFSF 2URK) SESF CONSTRUCTION PARKING LOTAREA 40.495 SF 44,2465E LOTSUMMARY 5FEN WX47 1.1SAC GREEN SPACE REQUIRED GREEN SPACE PROVIDED % bX SETBACKS FRp1TYMD REAR YARD ]S f£fT SIDEYARD 20FEET Project 'FEE ZONING 80 W. 78TH USTING WRING NI -IIGINrvpYANDBUSINESSSEANCESOMI:T PROI'OSECIMNING STREET PARKING SUMMARY RETAIL V2 WK14,380=T2 WAREHOUSE 2/KDDOM-4400= 4 T2/200WX1,220= 6 TOTAL TOTALREQUIRED TOTAL PAONDED _ DEVELOPMENT NOTES Location A ALLDIMENSONSAREROUNCEDTOTIENEARESTTFMH�, CH AN HAS`[` ALL DIMENyOTO FACE SHOM ARE FACE OF CURB UNLESS OTIERWIM NOTED. %ENB. / C, ALL AREAS AMROUNMDTOTILE NEAREST SQUARE FOOT. FLU [` /� MINNESOTA D. ALL PARKING STALISTO BE 9 W WIDTN AND 28 IN LENGTN UNLESS T,WISE INDICATED. E. COATUMCTOR SHALL REFER TO ARCXRECTURAL PUNS WqF%ACT LOCATpNS AND DIMENSIONS OF EXIT MRCHB, RAMPS, PRECISE BUILDING DIMENSIONS AND FILNCT BUILDING UTILITY ENTRANCE LOCATIOYS. F. SEE ARCHfRCTUML PLANS MR PYLON SIGN DETAILS G. WEARCHITFCNRK PLIMS FOR UGNT MILE FOUNDATION MAIL AND FOR EXACT LDCATMS OFLKHTPOU, CertificationIn.,.6. H. REFER TO gfULPIAT FOR LDTBOINDARIES TOT NUMBERS, LOT AREAS AND IOTOMEN 510H5. a^Ky roar rhl. py.,aT.Exa•hnw I. ALL GRADIENTS ON SIDEWALKS ALONG THE AEA RULE ARE SWILL HAVE A MAXIMUM 'PP•*wPParea by me o, =„x, my a... IEINHCF N SLOPE B lo2z),AND AMAXIMUM Cg055 rn Mtlx mr..a yN 4e^sN wok SLOPEOFlO EMMI MEAEXCEPT EII IIRES NGSTALL SLOPEINANYDIRSMIONANAID onaltN6WEFPu^aen Fe tr«a of me,ur. aml^^a•�r+ SS:AB).TIEMP(I ). OR ANDVFRIfYTHE Mi l: lLSESHALLBE2fIB%IIABI.THEMSPRMTSHALLREVIEW GRMIFNTIN Tlf PULINGCRICREROR AOA BURSRE CONTRCNGTIf BTUMINOUS.TIECONTg SHALL ryO ENGINEER ISA EG DISTfPANCY BETWEEN 1)1EGRApIENTIN TIF RELD VE0.5UST1E DESGN GMDIFXT. EREfENGINEERIMMRGNGLYIFEW. Mrt elCBn g.4X1m—No.42661 1. 'NO PARKING" SIGNS SXALL BE PLACED ALONG ALL DRVEWAYSASREQUIRED BYCITY. oaw:01W0 012 K. DRAINAGE AND UTILITY EASEMENTS SHALL BE PRWiDED AS REQUIRED. MIRAGE AND UTLItt f/GEMMN WUMMOMMDWERP PUBLKUTUTESANDUPMO EHIGHWATER LEVEL oh^�..nmkaw�.warar.'Vwv'�4`4pjplr^^ OFALLPOND Summary —KEYNOTES D-vw:-W,e aaw,a: Pu ® BUILCING,$TOOB, STAINSSEF A0.01IIFCNgKPLANS. APWOo d:m,A Book/Page: 1 yXae:rNN In41al lazuetl:oUPVAL} BO Revision History nPOUT URBSECURBPHDGUTlE0. np WTcua05Ernpl NO.Date By Submittal/Revision O ADA TRUNGTEO DOME ST0.IP a 4k�10 m UDCwwoars Q FurcugSsfrnDN. C ay 6 w DOp D4EMi -PU CAN: 0 sm vwFRMwlurnrKW W.FN})T/Ll FO BEGIN TPANSITroX R1HAT CURB E WINS tm ORAxxIs f y]1/V RG DAYCOM.EMS GO CONCRETE PIPE BOWIRD 6 RIL} xG uRmK W N aN14T1 N. rmaN.wWlT, HO HANDICAP PARKING SIGN W/OpNOILETE PIPE B011AR0 Ps/u/Tz see moXw.xxss.Ao.w a W. s[A DlYpis4wyymYk lO. CONCRETE SIDEWALK p PYLON SIGN UGIITPOUE ISEE LIGHTING PLAN TOR FCUNCATIDN MMB) © TRASHCOMPACTOR Sheet Title © SOP SIGN SITE PLAN NO. =NOTENTER-ONEWAYSIGN OO DIRECTIONAL SGNAGF BY OTHERS CONCRETE TRANSfCRMER PAD- VERIFY EMUPAD DMENSIMS WITH ELECTRICAL PWRTO CONSTRUCTION. PEDESTRIAN OURBRAMP WTHTRUNCATEDDOMES. OMMINOUSPAVEMENTSECTON SO. ROCKBERM OT. PAVFMENTSTRIPING Sheet No. Revision O LIYaDINGDOIXCONWEIE NORTH C3.01 J Qv s'[uRB cur D QW "COMPACT PARKING ONLY BETVEENSGNS" SCALE® Project No. FEN19169 0000000010 LEGEND PROPf6ED EN67E1NG PROPERTY LIMIT CURB&GUTTER EASEMENT BUILDING RETAINING WALL WETIAND UMDS TREWN'_ EAW TUNE SIGN T PIPE BOI3ARD NUMBEROEPARgNG STALL$ PER ROW O KEY NOTE C] L— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — STMMRO DIM ASPHALT PAVING HEAW d KPHALT PAVING CONCRETE PAMNG nfra NpEPNR4.P.w+Ro pNMEa �r 1490D PWI he K SR IN Nnail L WRR®60 56447 DO 470.0010 BYpON M MAW �N'KRIIIaM10 Client PFerwMer . CONSTRUCTION Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification ti�i ghat phn m<P•� en m �m��ex i ana lhallen aduN h�mt A y�lilea� naIfNINE-P unde��he Y.va nlrirervl.0 MlcM1aelCBlen t uegnir inn No 42661 D1/OC/2012 ur b a.el �aC[q/Jg'iI i`Ivn`o nM1^Mx Poatle wm �.wl+s aIKXM1 Fc. Summary Defignac$ olll, D-1:o111 APProP a:vB Book/Page: / PmPa:I NN InrtNI ISSuIvl:O Aw." Revision History NO.Date By Submittal / Revision w W.I. nh uncaw.xxls B 01/1!/V OU Cm CCM.ENIs c RyWD sEc casraaDana.Rws Au u.s D W.W M WARAFWINTS E Wury2 sM cm csxa.KNrs E WDlsz se cmcaX�xrs G aym/u ¢c Emcuuxrs PysPp� sty Lm(ME911s X OS/Ifi/I3 SE4 Cm CdMNfs-M I aVa/u sec cm NNENReAXI1M Sheet Title TRUCK MOVEMENT SITE PLAN Sheet No. NORTH � D 30 W KALE1® a• wRRn xacX PuaD� fnlir&r wtn iu MI0.ND IAANRE a• Pt1AOR.Arm Ilfli DRRxInE NOTES 1. ITIT SHAH BE THE CONTRACTOR'S RESNSBIIITY TO INSTALL D TIE CORRECT SOIL MIX AN PROmCTON DURINGG CONSCONSMU SAND Fi 2 SAND MEDIA SHALL B BE BUILT TO 180 FEET EAST TO NEST AND 12 FEET NORM TO SOUTH. 1l FILTRATION BASIN CROSS SECTION A -A C4.o N.TS. No1E 1EMPOR SEDNENT BASH SIALL BE INSTALLED IN MMATIIN BASH AREA RLTRA110N BASIN SHALL BE INSTALLED AFTER BAY COURSE IS CWP(EIEO. / % fDE01MED GIVE / %'/,P/'E NEAR FLAF , / / /MNUNIEY FAVNrt� / - /// IF P/aIN IO IIIIII � `O N�iV.v]NIM2 Bill �/ Iliii )) (PER OW AS-BUE1JQ I I I I I I IEiII� . i IF / r � � J 1 RGIX . I UNCOMPACrED IN 1 ETR OF WASHED SANG CLNFORMNG ro THE FOU OWNG 1 N TO I= BETNEIN THE 0.2 MM R) 1.0MM SIZE 2 50 m 70%01' TEIE PARTCLES SHALL BE IN THE RANCE W 1125 MM TO O.5OMM 1 MEET SPEDF1G110N ASIM F2 04 MAX OF J$ PASSING THE 200 SEVE p�{NEv-Fuo OPT xNHI INS N N oc QP t\\� PCIO RE A / I DNC Sigh _ _ D END YCTM +PI / l 11 .n WAREHWSE RETAN F PROPOSED BUILDING 2O.wSF. 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MKNeI C Bra RepTmen xe A2661 Dv.01/0a(20t2 X aPpfyle,mAxtub aMwlea¢p/ W LIN a w+na..melwl.eNwRNw.A,.._, Summary DeSIpIFd:MR/SG u.wnm apNDwa:MR eDGX/vRLe:-/- POase:FNY IRNM buea:oWVml} Revision History NO.Date By Submittal/Revision A Ol W. SE6 ERETER MS B Byn/I} Ei nn mRF.aNEs E o3/IS/1} SE6 07151NKINXoo:1AELIrs Nl9ifl5 O WN/I} AG VMRRANNEIXArON o(rlln] lW. Lr1YCOM.FMR p{rD/I] YG OIY CdM.EMS G BS/Nw AG CH CgMMS ( Ry1Wl} W. arc CORa.ens Os/16/E] mYmM.AAFI OV.w 4G OIYPfYLW AIBMRM Sheet Title GRADING PLAN Sheet No. Revision C4.01 J Project No. FEN19169 VSD RP\`w OW Coco RES 1 / �/ I / / I / 1 I - SIOEY INRB POL11G EASDFFSIi _// 7 —.Erg— ��— -�——— — — F ---N�= � 1. i P19C UL1Y [ALNIf / ♦ y/ //�//ice/i% i ♦� �i"i'/ // ^ !�1 I / r�-r{ DISIMG MILTING .♦ 2 s1LRY RLW( n _ W20 SE V "IE-SA.5 G AS SRP =0 rTUNplrs 9Rg2 A A / / / / / / / / / FEB i l < I =49 L--- _-- v;}:-i_-- —- EROSION CONTROL MATERIALS QUANTITIES ITEM UNIT QUANTITY SILTFENCE UNEM FEET I SSED SILTDKE UNEM EETT 0 61OROLL JUNEARFEET 0 WNSIRUrnON ENTRANCE UNIT 11 INLET PROTECTpN OMCE TIP -II UNIT 2 INIET PROIECTKN DDRCE TIPzI UNIT 1 LEGEND PROPOSED MSTNG CURB&GUTTER STORM SEWER NO—N—� DUINTILE'— CONTOUR-aa- NVRM WE OlERRDW EIEV. SILT FENCE 3 SILT DNE-��--- UMMOFdSTDRBANCE I••••N• SDLBORNGS ID ST-9 0PA-10 DIRECTION OF _ TEMPORARY DVUUUON _y— DITCH CHECK DAM UMRS RAIN DAGE SUBBASiN BIO-ROLL � INLLT PNOTECIION DEVICES ®P-t INL£TPROTErnCN OEVKF2 ®M12 TEMPORARY STORE ccnsmurnoN ENTRAxa TEMPORMYSEOIMENTBASIN SB nRINDRARYSTOUGEANDPARKINGMEA TS TEED, MU Y STABILQATpN MEASURES OUTUNEUIDN,MATSORBIANKER AS SM aRUxgD Iry THE swPPPI SEQUENCE OF CONSTRUCTION PHASE I: 1. INSTALL STABIU2£O CONSTRUCTION ENTRANCE5. 2, PREPARE TEMPORARY PARKING AND STORAGE AREA B CCIxSTRUCTTHESHTFENCESONTHESITE. A. CONSTRUCT THE SEDMEMATION AND SEDIMENT TRAP BASINS AT FILTERWIN. 5, HALT ALL ACRVMES AND CONTACT WE CML ENGINEERING CONSULTANT TO PERFORM INSPECTION OF BMN. GENERAL CONTRACTOR SHALL SCHEDULE AND CMDUCTSTORM WATER PREtDNSTRUCTION MEETING WITH ENGINEER AND ALL GROUND DISTURBING CONTRACTORS BEFORE PROCEEDING WITH COhMTRUCTION. 6. CUM AND GRUB WE SDL 7. BEGIN GRADING WESITE. & STARTGONSTRUCIIOx OF BUILDING PADMD STRUCTURES PHASE II: L TEMPORARILY SEED DENUDED AREAS. 2. INSTALL UTILITIES, UN DERDMINS, STORM SEWERS, CURBS AND GUTTERS. 3. INSTALL RIP RAP ARW ND OUTLFTSTRUCTURES •. INSTAU INUT PROTECTOi MOUND ALL STORM SEWER STRUCTURES. S. PREPARE SITE POTS PAVING. 6. PAVE SITE. 7. CIGX OUT FILTRATION WIN B. INSTALLINLETPROTECTNXN DEMOS. 9. INSTALL FILTRATION BASIN 10, COMPLETE GRADING AND INSTALL PERMM ENT SEE DING AND PUNTING. IL REMONE ALLTEMPORMY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED), IF REQUIRED BY THE CONTRACT NOTE TO CONTRACTOR THE EROSION CONTROL PUN SHEETS ALONG WITH THE REST OF WE SWPPP MUST BE KEPT ONSRE UNTIL WE NOTICE OF TERMINATION IS FILED WITH THE MPCA THE CONTRACTOR MUST UPDATE THE SWPPP, INCLUDING WE EROSION CONTROL PLAN SHEETS AS N ECESSARY TO INCLUDE ADDPONAL REWIREMEN , SUCH AS ADDITIONAL OR MODFIED SUPS DESIGNED TOWRAECT PROBLEMS IDENTIFIED. AFTER HUNG THE NOTICE OF TERMINATION, THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SFE:ETS AND ALL REVISIONS TO R MUST BE SUBMITTED TO WE OWNER TO BE an ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. AREA SUMMARY IN ACRES PAVEMENTMEA L01 ACt SAMIDINGAREA OM ACt MEDEDAREA BSSACt TOTAL EXSTURBED 1"Act PRE-CONSIRUC110H IMPERVNIUS 127AC1 POST- CONSTRUCTION IM PERVIOUS L6•ACE ' REFER TO SHEET CS.03 FOR GENERAL NOTES, MAINTENANCE 1401E5, LOCATION MAPS, AND STANDARD DETAILS —SOIL EROSION/ SEDIMENTATION CONTROL OPERATION TIME SCHEDULE INNER iII:�Jii�f1�®i1�iII�'1®iLIDi�i�iPEmi�itlf<7iG�1�i41all�® NU I t: CON I NMI I UN UN UtNtKI LUN I fWU UN I wMY I t I NSLL WI I IKU N ILU nl rrtwtl I x" WVc NORTH a 3o m SCAT£ Ix FEET f r a mpinaeRnp wlNxYlnp Oknnlnp eneRi 14KC M M N, SEE 140 NyToM Mlnn SENT 760176. 00 ex MMO 7631478.8592 t,CMIEk wRwmRa.cum Client ndler R r FePatterson CONSTRUCTION Project 80 W. 78TH STREET Location CHAN HASSE N, MINNESOTA Certification INvetrNemiY�Rn tnis P6n-sReM'rcaabnm m aredMmewwder my airxr rrce•'^+wn aMtlrq omaduM 4rmssa p We.wml lfGlNEfn under �Ne Yn+ol Ire mate MC Bra R.W.,m. N. azR61 mx: D1/Da.nolz /iNidle.m4nub°.el yrtd WrvolrKK da, WNTA.w/NNe�pvl•apeY a1aYxA R. pynwlf,.MSolb. Summary Dexignetl:MD71G Dnwrc lm APPeoeg Boon/ - PNu:Fxu InitialWuM:OYee:DI/oVm17 Revision History No.DaDR By SUbm(aal / RevWi A m RIM SEG C155 CCMlNSS B PVDN DID mrcoM.vas c aVU0D >ED GdsINKTKNIKKvr.RMs e NSM D oYoW NG wrrxM NUN`Um {IwLLRl m ax MwN oyryu sw mCUN..NIS G WIRfl NG UDCOM.EMS I pyll�Tl] SEG OM1COEI ENSS I! 5/MAS NG (N IPM.EMeRO W. OS/L/IS G Cm StYEW A9MRa[ Sheet Title EROSION & SEDIMENT CONTROL PLAN - PHASE 1 Sheet No. Revision C5.01 J Project No. FEN19169 � I EROSION CONTROL MATERIALS QUANTITIES ITEM UNIT QUANTITY SRTFEND: JUNGARFEEF Juiso SILTDNE UNFAR FEET 0 BOAOLL ILINEARFEET 130 CONSTRUUM ENTRANCE I UNIT I 1 INU7PROTETI3NOEVICE0P-11 I UNIT 12 I14IE7PROTE(TONDENCE(IP-2) UNIT 1 LEGEND PROPOSED EMISfWG CURB B GUTTER G10RM SEWER 0—N'� DRAMnu — —»•— —•»— CONTOUR RIP MP � M%%Y. OVTRROW EIFV. SILT ----SD---- SILTDIKEDIKE---_$D—___ LIMITS OF DISTURBANCE RRRRR� f� SOIL BORINGS 0ST-9 ZPA-10 DIRECTION OF OWRLANDFLOW TEMPORARY DIVERSION _y— DITCH CHECK CAM OF LIMITS DRPWAGE SUR-B suBBASISIn B10-MOLL •� INLET PROTECTION OEVK:Ei ®FH IxLETPIIOTErnm DENaz ®P-1 TEMPoRANTSTmE CONSTRUCTION FNIXANC TEMPORARYSEUMENTBASIN SB TEMPORARY STOPAGEAND PARKING AREA TS TEMPORARYUI.CH, ATSOI BLANKETS MEASURES (SEED,MUI.OI,MAWS P) iKET5A5 5 WAXED IN THESWPRP{ SEQUENCE OF CONSTRUCTION PHASE I: 1. INSTALLSTANUIIDCpNSTILUrnON ENTUNCES. 2 PREPARETEMPORARYPARMNGANDSTORAGEAREA. 3 CONSTRUCTTES IMMTSONTESDE. 4. CONSfRUCTTHESBAND TATIONA EOVILMGIEERINGINSATRLTERBASIX. S INSPA ACTIVBMN.GENJ LACTTHEOVILENGINEERINGCIXISULTNITTOPEFORM MW InSPECNORUCOONs.GENEGW[TH MNEERAALLSOIFWIFANDmRWG CONTRACTORS WATER KFORE STRUCF PROCEEDING N MEETING WITH ENGINEER pNDALLGRW N0 DGTIORNNG CONTMCTORS BEFORE GRUNITH WITH CONS1RUrnON. 7. CFARANOIINGTH SFTEE ). BEGIN GRADING THE SITE. A. START CONSTRUCTION OF BUILDING PRO AND STRUCTURES. PHASE II. I. TEMPORARLYSEEDDENUDEDAREAS. 2 INSTALL UOUTES. UNDERDRAW S. STORM SEWERS, CURBS AND GUTTERS, 3. INSTALL RN RAP AROUND OUTLET STRUCTURES. * INSTALL INLET PROTECTION AROUND ALL STORM SEWER STRUCTURES, 5 PREPARE SITE FOR PAVING. 4 PAW ST ). CLEAN OUT FILTRATION BASIN a. INSIALL INLET PROTECTION DEVICES. 9. INSTALLFILTRATKON BASIN 10, m PMTEGRANNG AND INSTALLPERMANENTSEEDING AND PLANTING. 11, REMOWALLTEMPORARY EROSION ANDSEDIMENTCONTROLDEVICES(WLY IFS(TE IS SLAMMED), IF REQUIRED BY THE CONTMCT NOTE TO CONTRACTOR ME EROSION CONTROL PLAN SHEETS ALONG WITH THE RESTOF THE SWPPP MUST BE KEPT ONSITE UNTIL THE NOTQ OF TERMINATION IS FILED WITH THE MPCA THE CONTRACTOR MUST UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS AS NECESSARY TO INCLUDE ADDITONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT PROBLEMS IDENTIFIED. AFTER FLUNG THE NOTICE OF TERMINATION, THE SWPPP, INaUDING THE EROSION CONTROL PLAN SHEETS, AND ALL REVISIONS TO IT MUST BE SU EMITTED TO THE OWNER, TO BE KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARMTIVE. AREA SUMMARY IN ACRES PAVEMENTARE9 2.01 ACS BUILDNG AREA 10MAIa SEEDEDAREA 0,S5ACt TOTALCSTURBED 219 ACf PRE - CONSTRUCTION IMPERI40US 1127 AU POST -CONSTRUCTION IMPERVIOUS 1.fi4. • REFER TO SHEET C5.03 FOR GENERAL NOTES, MAINTENANCE NOTES, LOCATION MAPS, AND STANDARD DETAILS -- SOIL EROSION IF SEDIMENTATION CONTROL OPERATION TIME SCHEDULE 05) (STA L---- ----------------------___--- „O E. SWAR MUST BE STAMUM WITH TEMPORARY MATS WIT -UN 24!OURS OF GRADING AND PERMANENTLY STANUEED WITHIN 24 HOURS OF FINAL GRADING • IiL471�1�1i^IIr71�®_li�lf4•II®Imli�l�l�l�l�lml�l® NOTE: CONTRACTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR 5PLUVIC PNW LCI S HLUU1t NORTH a Bo ED SCALE IN FEET MEN ,nfra momiM FIRNNIPG M04 BYRl 14900 NOT IR6 K Sm 140 RFO&L MINIREBN 55447 7M 47E.R010 tBIS"O VM 478.M IBDSMM xrA."unm Client F1i3 FPaftterrsson F. CONSTRUCTION Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification M1e»4 mnEYlVlrkk Pb., aFR Porn•w x PeYM M � w wdn MEYect wmrb..,d da � aw . mb t®,ek po[emanal ftKiIMFRun6erlLe Ovrt Ntl,etMe MlcM1eelC Bren [ Meklrnbn In 42661 W1e:01/06/2012 n NPEwtle,rw.we.w a...rvN.ao,W NkJ. d+. -NA k awlatle,pvi»wN X RiRh K.. rlypwllt MloTa. Summary Dmli :MuMG Dn — ALRGrld:W BeM/PeFi- PHmtFX11 InRW Iauea:OURNm1 Revision History NO. 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LIIYm CMRNre pm RG e VD1G MS G GG/RG NRC<MEMi ry WARN RG mwwams Web/V RED mmAR.iN II ORNL1 R6 OIYH\FWAMBMPTMIX Sheet Title EROSION & SEDIMENT CONTROL PLAN - PHASE 2 Sheet No. Revision C5.02 J Project No. FEN19169 EROSION & SEDIMENTATION CONTROL NOTES & DETAILS / "SITE MAP" SITE LOCATION MAP NOTTOSC U w-w-p-m- ROCK ENTRANCE DRIVE NOTTOSCALE VV[x: FENDLER PATTERSON MNSTIUJ ION a899 WEST QTH STREET SAVAGE, MN 5W78 TEL94-69 MS a899 WEST J] STREET - USGS MAP NOTTOSCALE QOI[tttlLlNi@W 6- `uaslumEpsd -SILT FENCE DETAIL NGTTOs tt MKNM WdFxwM si�ux J fFH¢iouolPmrwex I'r'� � IWFE wBFrzsdaHx fKIFHP51>FF 141E11 (wNs @AR �f _ 3 YYfwdBF ' F wPNdRIC / \ l FFN(F WRN iII KMF M41FP W E%I FIOwnE SEM rn FpGrtM �«AINFF «fH C«llRn A9YlI1.WA roPSAclepfMOww.sml µ exFPrEE MNENN9w.J II-r NDUEFmD +{ m(IWK3ldtnAriFR Wx:NrE SCE9.OES rO1F5' L C«MEIE WRVpIFxnA9 WLx NS1NlEDInEAIOxIYC«gNRRAQF.tM dsM- z mnFie NNRFxn]NEf RvuxLEaDwrxNwsws lGMLisunAnc HBL 1. wMEiweN(dv@NRE«MEpi MRsllO�lf WK11dI MB16 .EIMgEM. a smafRuxw]I�KMc«(nRwoxfMRzuSa.KMwAROSrxFw MOFl4M6EMK TO FOMTM ME•VEMLWald6M (OWfMC9ARNFMIO«FMIdi««MLNSF IRFKMNRMPx. 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AWro E:MO Pp :, Mkwi W.e:-/ PM1ase:fM Inhkl Mbea:allGyWtz Revision History ND.Ddte By Submittal/Revision = MAINTENANCE NOTES: A BUN/u :EG (m CDI.xAMi M BEIx%SxAimd151RIMb KMUT 1«I@EHMrd VI/al sXV1M MW5NFUwFLLLr FIMrIfNEL X pYn(1] m OI'I fOH.HNIs FOYDRFNrSMtIRN]N,+WINMN@ML SWFIOtINrENDLON«RREQIROEd Rc«.Nn@P1xR «Wx[dFMNxRaVAI OI«Msnf.rH vi ANImffNIM RDNd1XFEO dIxGv@NEFAS ( DLss/1] SFG aIInNN1 CxtM[lLlMs SfMxY RdIMLrM9[RMIPNAN%11OId 5m d(ELwAY SFYfN dYSIFWiFC3MCdnRLIn WNO WIIMN]a51«MIiIGAMFFNLfwt515NL11EP11VNpSNDESY -M 9FErs N 19xZMGf6W MORG.FNIAIgIf«IIRLLMfKIRSSWa1N DEMEDMDN➢AWO MICmNNILL M1H IH f«LONNG' D OEtWI] S£6 NNIIR SMNLBL(INX R NA (mm4,FN11 LMYrr£tQSMRIMRRKFD.IFWf(N1d51DxB.dt®MFN IIFYx(ia(WFPM19NLdMRONFM RFID(S US6MHxM 6iHEDM. 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MRA �"SSxaw0.�FYOEFN WSM. .. rdnRll«Ex SREWME@FD1«rEMMVSfN NYFfrm Ed E\RMF«DN.Sm 4DNR(r 111IdfNGdrD RKFDSI1NFQs.iMdD5mM311 XYIslN Sheet Title PfNDhOMWM W9RRAYED5W3iR5,WnHNNH'xSOf OIATERY.dF.YnlrPx£.WMINASIIdIERIMiOCdML1WRXP4i N<A«M tlFFW1 NAMP. EROSION 1. ,H(OIIRRCIM RRLPxRl1EfTM«VArldA1NMVIlLNN1[FdrLPPMMRLDwN.IVFNrMr@5}1x11YRWVC£NFM N.R.K WELLKMlERD1pM WNNI=SXNOYLY.FM o]NiMLMiS,rdM EIMrGNHM C«NM[1Rx WGCArr1{ s11F.MNAMliEf1AKFIFSP«RNEIIFIFN4MRPE1FAnRF DETAILS & WSASNLm CLDR4!@Aldf IOtMI NSQ4AMNFKdiH 9R1FNi 1MVEM1 xENrFlVLrn4LSQ➢dMHf IWSddG«EfNN n4lWIpN, NNAIOI WGNFN91eNFtmiOIHMPC•S. NOTES 6. FndRNrEAANs1H[dnWKTIdsRE,ORSRFImMF/JFM«Sf➢IQIMEtNIFPId4DNAEMMU1.FlY4A1RfOFM(SHFI®(IiONN\tH DR-9r[MMSQG.RINI4 YbiN1 MARE[I50FOx WA9MMOnTA 4NFRSNMIQiRµAINf(N MSERSNEIYNVMNiBLRFM1sd Rll[ sMNA ]. MMFSYSNtNElR WS1NN9Ef1E030f161AlNV M4DPfMfN1«FfNGf«61RHrdIA(rM1E5RRFbNGiH NHIMtµ IxfAAlO1HYMFAt MEimIMmMW fdMLr41NE rOfdsdR9r[YIFRMYI @Neo MIdSSH MaiwRNM@ Sheet No. Revision C5.03 J Project No. FEN19169 �W P� �Qp v� P pP .1PJ10 c CONTROL STRUCNRE RE - 935.D5 E-932.0 26 LF-12' HOPE PERFORATED DRNNIIIE O OUX 12• FES NTH 25 CY• C1 III RIP RAP (SEE FE11GnW BASIN CROSS SECTION DIET 1/t4.01) 6l LF-C HOPE MARBLEIWI O UAL MCnO.0. C-IS BEND (SEE R1RAnON BASH CRO55 SECnON DETAL 1/C4.01) / RC FES M/ RIP RAP E-9310 _ PRw iFs 6(I V-12' PVIC o 8 SfN 40 ROOF I W. DRAIN AT 0.411 SS �' w / PUBLIC LTUTT / g / Q / /•A 11 / / P POO AF 19=1 lip/ DI lF - 4' HOPE AYi e W 7 BEMS T, EACH WAY. FILTRATION BENDS R CONNECT TO NLMATCN / BASIN DRNNIAE IE = 95/.0 / E=93140 I c Oo I I O WAPEHW4 RETAIL 6' WRIER SERMCE 1 I PROPOSED BUILDING 20,60DSR. I FFF=9A0.1 465 LF - B DIP OY (4) 8' - 45' BOOS S OFFICE ' - 6• SANTARY I SEANCE IE-93185 .ZM3O !Iux y ;LFF-r INSULATE SAIETAR' I yR 2 r THICK 2' EACH RE-W7 11 E-931.Ed `'II L yI- IT yI SI55 N 40 AT 1.0X - A w RKPNKH FE5 PUNS 1 � % XOTE: NILR ATIIONB SHALL N INSTALLED M F23r i" I FILTRATION BASIN UNTIL SITE KPAVED. I -10 LF - e HOPE PERFORATED _ ORNNTLE• EACH WAY. a-45- BENDS TO CONNECT TO F1TRAng4 BASIN DRAINTLE E = 93CO I }j 65 V-e HUM PEWORATD DRNNTLE O 0DX I1 4•-45' BEND (SEE FILTRATION BASIN CROSS SECTION -MAIL 1/C4.01) -+'N i 01 - I I I _ I I R y 13 F 8 STORIQPIER 45p -93LL5D (FIELD Ifl61• E) ++ RE-936.0 COISIROCT OVER EXISTM PIPE . E=9J�.0 R $ E-9300 A =--� - FILM" ' FAD VEREY IE _. J _ E iRKI as I` '-..I*GT5909 �y I� ROM EXISTING CEN AND DOIS6'I�ROGf MAN4vE OVER _ 10 LF - e NOPE. E 935.0 PERFORATED DRAMTLE, EACH RE: 935.45 PPE IE92].00 E WAY. DAYUgIT SOUTH EEI-LAP DRNNRE AT E - 934.90 O TE VA VE 'ir ROIPAwV M6 -HIGNWA�N�'S1 CHANHASSEN xcE�ExDR VIDE uan .gE ;::=LOCATKING AND ANGUE OF SEW PIPE L---------^':I;=ij'----------------------------- LEGEND PROVO5E0 FK157NG NR8&GUTTER STORM SEWER SANRMYSFWER FORaMax ryAn.l WPTERMPIN EASEMENT gwlxntE GAS UXf Nc ua fLErnuc LE TELEPHONE -w V = UTILITY CONSTRUCTION NOTES A THE UDlITY1MPROVEMENTS FCRTHIS PROIERSHALL BE C0NSTRUCfEDIN ACCORDANCE WITH nlE'STAFIDaIO UTILITIES SPECIFICAnONS'AS PUBLISHED BYTHE Cf1Y ENGINEERS ASSOCIPl10N Oi MINNESOTA 1TFAM) E%CEPT AS MODIFlFO HEREIN. CONTPPGTORSHNLOBTNN A NPVOF THESE SPEOFKAnONS 1 N1 UTUl1FS SHPLL OE CONSTRUCTED IN ACCCNDNKE I0CfFY REQUIPfMENTS. 2. CWIAACTOR SHPLL NOTOPEN. TURN OFF, INTERFERE WIRI, CA ATTAOIANY PIPEOR HOSE TDOR TAP WATERMNN BELONGING TO THE UiT UNLESS DULY AUMOPo2EDT0 W XI BY THE CIiT. AXY PDVEPSE CONSEDUENCESOF PNYSCNE Wf£DOR UNSCREW LED gSRUPnOH56 SfRMCE TO THE PUBLIC ARF THE LUNInY OFTHE COXTNLTOR 3. AMINIMUM VfPnCAL YPaUT10X OF]b INCHES IS PEWIREDATALLWPTEPMNN AND Y WE0. MAIN (BUILDING, STORM AND SANITARY) CRWSINGS B. ML MPTERIPLS SHPIL BE AS SPECIFIEOIN QAM SPECIFlUnIXiS E%CEPT/S MOpFlED HEREIN. 1. ALL MATERIELS SHALLCpAPLY WITH THE flEWI0.EMENT50FTHE COY. 2 ALLSPNRPRYSEWpiT08E PVC SDR35, UNlFSS NOIED0THERWISE 3. ALL WAR0.MNX TO BE POLY-WMPPED WCII1F IIbX-UA452. WDR ].SFEET MINIMUM COVER. 4. NLSTDRM SEWER PIPE TO BE HOPE WITH WATERnGHFIpNR. B. RIP MPSHALL BE MNDOT CV353. C. Cp1TPOLl0R 5HPLL 0.EFpI lD IPCNf1£CNRALftN15 FCQ E%ACT LCCATICNSAND gMEN51CNS OF VfSTIWIE, E%rt POPOIES. RAMPS, TRUCK 0006, PRECKE BUILDING gMENLIXIS AND MINES. 0, THE CONTRACTORKSPEtlfIGLLYGUTONEDTH4TTHE LOGTW AND/OR ELEVATIIXi OF EXISTING UTILITIES AS SHOWN W THESE PUNS IS B0.5E0 ON RECORDS G THE VARIOUS UTILITY COMPANIES MO. WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD, THE INFORMATION IS XOT TO BE PFUFp IXI PS BEING EIUILTORCCMPIETE-THE 0JNFPAC100. MUSTCNLTHE APPPUPRIATE UIILffY CCMPPNY AT LEASE48 HW RS BFfORE ANY IXCAVPTON TO REW EST FYAR NEW IDCATIW OF UfIIIfIES. RSIW LL BE THE REBPONSIBILItt Of THE COXTIIKFOR TO RELOCATE PLL IXKTIXG ULBRIES WHNN CIXiFUCT WRX THE P0.ONSED IMPROVEMENTS SH WVN ON THE PLANS. THE LOCATIONS OF SMALL UnlmES SHPLLN OBTAIXED BY THE CWTRACIOP, BY CALLING GOPHER STATE ONE ULLAT454d002. E. THECOHTMCFOR SHPLLTAKE ALL PREGUTIONS NECESSCRYTOAVOIp PROPERLY MMAGE TD Ap10CFNF PROPERTIES DURING ME CCNSTPUCIIOX PHASES OF THIS PPOIECi, THE CONTRPCIOR WILL N HELD SOLELY RESPONSIBLE TOR MY DAMAGES TO WE PONCEM %LOPfRTN3OCCUmiING DURING THE NXSIRUCDON PHASES Cf THIS PROVER. F. SAFETY NOTKE TO CONTRACTORS' IN ACCORDPNCE WITH GENE RALLY ACCEPTED NNSIRUCT0N PMLTCES THE <OHIPARCR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF All PERSONS AND PROPERTY DURING PERFORMANCE OF WE WORK, THIS REQUIREMENT WILL APPLY CMInNUWSLY AND NOT 9E UNITED t0 NORMAL WORKING HOURS. THE DUTY OF WE ENGINEER 00.TIE DEVELOPER TO CON W Cf CpISfILUCOOEF 11ENEW OF WE CONFMCfORY PERFORMANCE X NOT INTENDED TO INCLUDE REVIEW OF THE ACE0UPCY OF WE C0XTMCfCR3 SAFETY MEASURES IN. ON OR NEAR THE coxsrnuETaN SnE. G. AU. AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE DISTURBED BY UTILITY CONSTPUCfpN SHALL N RESTORED IN KIND. SOW WA0.EAS SHALL N RESTORED WITH 6 INCHES OFTOPSgLPLACED BENEATH THE SO0. H. THE NXTMCTW WILL BE RESPONSIBLE FOR PROMgXG AND MAINTAINING TRAFFIC WNIP0L DEVKES SUCH AS BARRIGDfS. WARNING SIGHS, gRE[nONAI SIGNS, RAGMEN AND UGHRTO CONTROL THE MOVEMENT Of TRAFFlC WHERE NECESSARY. TRAFFIC CON1160L DEVKESSHPLL CONFORM TJAPPROPRIATE MINNFSOFA DEPARTMENT OFTRANSPORTATION SiAN I. ALL SOILS TESTING SHALL BE COMPUTED BY AN INDEPENOENTSORS ENGINEER E%GVATpN MR WE PURPOSE OF REMWING UNSTABLE OR UNSUITABLE WILS SHALL BE COMPLETED AS REQUIRED BY THE SOILS ENGINEER. WE UDLf1Y BPCKRLL NNSTRUCTION SIFALL COMPLY WITH THE flEWIREMENR OFTME SgLS ENGINEER THE COMAACTpi SHALL BE PESPONSINIE FOR 0000.gNATNG ALLRFW IREDSpLSTESiS NIDSOIL INSPECTORS WNH THE SgIS ENGINEER. P GFOFECHNIGL ENGINEERING SOILS REPOIFI WAS OJM%ETED DN APRIL ll, Z)11: COMPANY: BRAUNINTERTFC AWRESS: S1C01 P I E• I H. PHONE: 01.4873245 DArtD: 03-18-201z J. PMORTJNAfiMEHTOf AGGREWTF BASE.ATE5fRg1 MILL BE RE0UIPf0ONT1E STREET INp PARKING PREA SUBGMOF. THE CDNTANCIORSHALL PRPADE A LOPOEDTANDEM N(IE TRWK WTM AGROSS WEIGIrt OF 25 T0NS. T1E TESTROW NG SHALL BF ATTIRE gRFLTON Of TiE SgLt ENGINEf0. Ni0 SHALL BE COMPLfIED IN APE450.5 LYREC2D BYTHE S(MLS ENGINEER THE SOILS ENGINEER SHALL DETERMINE WHICH SECTORS OFTHE STREETO0. PARKING AREA ARE UNSTABLE. [DRRECTION OFTHE SUBGMDF SOILS SHALL Bf COMPLETED M ACCDR WINCE WITH THE RFWIREMEMR OF THE SGLS ENGINEER. K. WATERMNX SFMLLIMINTNN ]S'OF CO ER L ALL SANITARY SEWERWITH I£SS THAN ]5'OFCOVER 5HALL BE INSULATED WITH 6- SURROUNDING THE PIPE. ME DETAIL ON 4FEET0.01. �4T1'VRM GFWFR CTRI VTI IRE CfHFfll 11 F NUMBER TYPE SIZE CASTING` CBS STORM MANHOL[ 6$' R-306]-V STORMCEPTOR 650 LPIATMl N1 STPU(iIJRE 4$' SEE DETAIL C0NINOL STPUCTU0.E STORM MANNJII 4$" SEE DETAIL 'INpCPTES HEENAH FOUNDRY CASnMG NO., OR APPROVEDF WPL NORTH u BD go NAIF IN FEET Pen Era E1191+EI109 RMRIV p.F1Y19 EREIR' 14K0 PIMI he K Se 140 RTIRML M01®0O 56M7 Rs9ve.rolo IeMnme Im9+70.60 eunMe FnMmhamm Client Feridler Focitterson . CONSTRUCTION Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification nl I.linnemu MrtFael C. Bran Pegrealon xa. 42661 WIz: 01/04/2013 p.MFdie, canlanuslu avrtltlpetivW oltlw gr.Msa H.aaN..w�..uP a A.ly IR.. wwA,INu1W¢. Summary CesMNRX: MCB/SG Dcawn:Om Ap%owd: ATa �/Page:-I pM1ue:FINAL InUal lssuN:oUoyAl] Revision Histo ry PI By SubmiMal/Revision A O]/6y1] oG [InfW(Ms d 0]IZIN O CIn COM.EMS C 03(LS(U SfG (0ISINK1 DNLnnI1RM5 AuvENs D oVWT] VG wATRMwEourw iWu/u w mvconwMln pelLfl3 SF4 UP., G OS/M/D xG calagNls yLWU ¢G Fm KOF.P.vls N RyLA/L] s<G cm cw.vXls.Rn.w I WaN rzG unm]EwsuunaE Sheet Title UTILITY PLAN Sheet No. Revision C6.01 J Project NO. FEN79169 / / / l / LEGEND P0.0POSFD E%ISIING CURB & GIRitR $fANIMM WlY EME'ENT E0.5fMFM a5R4AtT PItNNG BUIEGNG BETA KING WP HMW IMY WETIANDUMRS I5RUILT AhW TPEEUN'_ S4WNTl1NE SIGN T WEKI1EeE IaNNG PIPE BOLLARD PARKING STAMNUMBER STALLS PER POW KEY NOTE O ew.cev¢�e�� An c• w® ream 4 P4 eeFramen- . szu1 uzDse�U aar smnawr. r� la as aassv. arrwAv ssa ¢ ca! awr • TAV. GI®.IGIF m um: A s EMdC N6A T1Y flLavav L�IIN TP��Pw¢'e6v.c�me a�aus �m e.av�vnvrm 4,u. mwa- /�-- �n, G.,`U ey NO. ______________ xusR. ARffiTSBFAL ISGErIM T6lQE. nc. zsm araaY uss a. rxvvR, m :H.e SSiSi-EllN• 612-5]-iUl fz oTmv: xFrr vvtEs (t NORTH 0 30 60 scaEc In FEET Rnf ra MolAaBnnO eulM•Inp PlPnnlnp Ma10• 14800 28M M K SEB 140 Pp DA YInIrsoR 5644T 763476.W0 WWKfV P® 476.M 3ollli6 wYartrarw Client Fendier r EDw Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification r I nb, — Wpa�a.un i ,*—W Pewti 43661 ene: D1/0kl201] Nr �,G� n uin a wm.ep�v a M Pq K. N'.muM..Mohe. Summary Desp�d:nra/w D DK. API Book/Pakc-l- PNme:ewa In#ul Nsuee:DWVam Revision History No. Date By SubmlRal / Revision A IIVP sfG CnYKaEw..xrs P :'nw m ammu.xls c UY >Ec cwsnavKMoaoa..ms Au sN[tn O O.ON13 4G VMRRAVNLOGiP1 F 0411/1] V% Cm(OM.EMS Wi+N sEG mrcosw.Ms G OS/W/ll Y6 NEM CdMMs M WmfU, AG CT CMIRMS 65/M 4G (mCW(MS.RA.M. I OS/31/V SnG Cm YEVCW 511M11TR Sheet Title LIGHTING PLAN Sheet No. Revision C7.01 J Project No. FEN19169 6' r.M to ♦; mil 1 I /2•r rr Top BitWT.ror. WatWid 2Y 1ppe 1 4' er 1t ^ MnDOT 8618 Conwete Oo6 ma Gutter e Ir I/Tr I 1 /2'r Top Bitumnwu Mda id MnDOT 8612 L Goimate Curb ure TuftsNOTE For Uee wy RON Pril Mwways. Pnrking InIR or Meaens 2e•R 12T Ifi rTOO BIWmMcue Material M*R .J 1/2 ±._+,., SURMOUNTABLE Cmrarele Curb ma Gutter 17 1/2• 2e' F 1 1/e•r elt eel'. Bituminous Curb 6irtaca 5" Shoe Formed TYPICAL CURB MmeDEb1811 AND GUTTER RE�ISEO:2-OB °'cll'EEIaNc °E"'w'uE"r pg.: I'5203 nIE HYIE'G He �Ea s2aT OPTIONAL PARRUEL MMP (TOR NARROW SIDEWALKS ADJACENT TO CURB) ISOMETRIC VIEW ERVII f Nt A (aIW lot. e•.o• AMR PARALLEL ..1Ir'TMas,s,rm Am PLANVW0, a BNJR BossAw rossert aAW lowuo Rn.wraiurMr ELEVATION NOTES: EO t/ —l-rEW BRARROUR MAUR..MVa0ME3. O IMRtANA NEmIRK•IH5 VYWId MSIEAp6IMRiCMRi. Wr W WaLEATER, .... 6MNRe6"Wor a.M AaYaN! ..IM M1M11. SECTIONS" "UMAI"O STRWI spWN11 N¢s➢l MT AIR NOT !.-.r eYaaRN1AAUREUAAUONR PEDESTRIAN CURB RAMP OPTION IP o' W 1.T 1Y If UMM1 nfra u. - I U.O p4 0/2 mReb r L Slab lie itorc 6' Class 5 oese -rcdel to :. S`C[-ON A —A No Scale 36 Mo. nasl - / cicl ..g t-of-Wcy T I ula G,rb k Wuer �i� -- � - � - Ir Bfi1R Cub k S / ',shad a aQ� B:, R':a sense e9� / : er"O tlor .taints A vd Ie Sputter b Sparson .y Gutter :5e' DLAV Joint ("2 TE No Scae ..se e4 0/2') rebor slab rer1crcemerri b r,, paces O 6" Hon ease scg •ebor to be 2' on center. Eelng 6' ..enter i- I^s Ill Contec:io, ' pies shalt a o t :M1ri septa of y slab. - BibgminoupnNnq seeion ;a he right ct-way 'a the some OR the street povmg s.0on. IoximD eiyl. _ 0 sl'eel S SSA r; J vRJR re Ey _} caVN .1 lou. ecua 1r0' be in..... CMOF COMMERCIAL/INDUSTRIAL CONCRETE DRIVEWAY APRON MEN +E�c a Ns mEcs�ssm =NGINEERING DEPARTMENT Fh ro" 5207 HEAVY WTY PAVEMENT r ROFA TD MNpar sEDIIQMra6 MEDIUM DUTY PAVEMENT • R N WNOr 9SOOA10A ,2.0'-MNOOT 2360 MVWE35035B• Took Cant - 2357 @.0'-MNDOT 2WO MM1W350.TSB• -9'-aws 5 Aggregate Bose, 1= Crushed ,1.5'-MNDOT 2WO MVWE35Ol Took Coat - 2357 �1.5•-MNDOT 2360 INVNW350358- r-aoss 5 Aggregate Base, 100% CrusNee 1. TE PAWNOR SNALL BE tlWSRAOI® M Ap`AONIR WTI DWilsonAUR `THEO 9E OR A FOR ,,MA E ON AlID 11E 2WIFIMINS 6 M aWEAS SILL BnIER z NL MO]E44; w 9SOID. Mn TO BE EYIISpBeD SIMMONS TURMOIL NIFA CAFACAM. a WAOr SEa 235? BIIARgS TM( CMT BW2 BE NXL BEnaO1 aA'®W BIIRIY.VB Il'15 NO :AINST ABITMc fABO1:E Op mZS R6WA® BIIYg4 eFM DAAH M[ Ml NT BE llleF6 CONCRETE, 4000 PS 28 DAY STRENGTF 2'-0Qss 5 Aggregate Base, 100N Gmsbec LOADING DOa( PAVEMENT STRT-04 I""Os IE PAVEMENT SECTIONS No Sc AM fra PL VARIABLE HYDRANT 4CCMRETE BOX 8' 6' VARIES 5'-6' SEE PLANS /4• PER FT. Off TO ROADWAY NOTES 1 @ 34� OPSM 5 Base3' 2.5' Min. NOTES I. TYPICAL 6• THICK CONCRETE SIOEWALK. 2. USE 7 1/2' THICK FOR COMMERICAL DRIVEWAY CROSSING. 3. JOINT SPPAGING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100' INTERVALS AM WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. �C�IpIpI�ODfPp� CONCRETE UI16111DEMLIM SIDEWALK REMSiD:2-CIO .. --:..; JEOAPIIIEM M1E x0.: II I NOTE: ANY SIGN FREE STANDING IN ASPHALT PARKING TAT pAlgl6 SHALL BE MOUNTED AS W2q£ ID SHOWN. OR TO idwRE FOR WANTON M NNOW m LTi RM Xa RI AA ... STEEL a: TUBE (SEE 9Alst DETAILS TIS Bill w 4>rC rDO SCR. NoSTEEL STEEL a EK-ql WIM QM" w W`M OW NM OF cTM II I I I I to I - ( 1.5' W BASEBAY M,MSE M-02 ACCESSIBLE PARKING SIGN E.I Efra NO sc0/09 RARE TO WOTI, OR A A«1 PLAN VIEW OF DIGONAL RAMP �axnA R ua �1/5• DOME SECTION 00000 vr-r ooa000 a DOME SPACING a Reams 6� o m s ..am rt.Ar.aruTnWQ N z g 1 SECTION A-A� m �a aM rs* ar � F roar aMTw mallaa M Neer. wv rtrR.-amrtAT WIR )rt rTc-mrtRreael �D¢a _--6' 6' 3' 4 0-min. 3• I ELEVATION OF RAMP 1/2 INCH PREFORMED JXNT ROTTEN MATERIN, AASHTO M 211 ® WAErI A MEDIAN IS NOT Wor ESPO I EYW rM0 PEDESTRIAN RAMPS AND A 48• INLYNG BEIMEEN TOWN A M DIAN IS NO OE059N' 9W1 BE LUT TIROUW TE KOIAEI AT SHEET MEW. Q 8• TO Y IS 1NE EER2RED 6TYT Ci THE 1RIWGTFD C6IE ARG fAEY1 R1E EROtIT f/1£ 6 CURB. OO ADA REQUIRED TRUMGTEp DOE AREA FSRAL1THE U 2' 0• MIN. IS DIRECTION 0'BY OE' Wall AND 91ALL EXTEND THE NLL WOTX I!' C TW.J OF THE L1AB RAAV. T115 Y O' BY 4' 0• WOT1 (TIP.) TRUNCATED DOME AREA SHALL AI.LL CONTRAST WLY WTI TIE ADJACENT WAUXING SUPS' CE. THE ENTRE TRUNCATED Ell ARG SHN1 BE A UWT PETER (FRAY) WHEN THE APIACENT SIDEWNX IS A DNIX Cal ARE ENTIRE TRUNCATED DOSE AREA 91NL BE A DATA COLOR ((MAY) WHEN TIME 0. E AMCFNT SOEWNX 5 A •WHITE' OR LICITMAY CEMENT D10t. Q SURFACE M%ID TRUNCATED PONDS OR STAMPED CONCRETE MTL NOT BE A NED. TRUNCATED DOME AREA BRALL MEET TE CURRENT Ml STANDARDS FOR DETECTABLE WARNNO 00F I PEDESTRIAN ffill CURB RAMP eL ssa2-CA ..,� •-.,1 waIrLER'Cor Al 5215 eNe DEPAeIWENr Sc�eo Spt nNRRTs NIPII I[ r rva nROw CURB CUT WITH RIPRAP infra infra Bngl,shng Lohni planning Mahn 14800 2BN SUIT N, SUB 140 PIffoA MInnsaii 55447 BC6 476.601D 1B WrOnS pf 478.M AOIrtA wMTym awn Client Fr PFeril �el"SOII CONSTRUCTION Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Emelwel e. Bran t li,V-esunlb.42661 D+r..OVO4/2D13 n.wsaur. enu<1w:w.TWxB mP.'wlVs �Ii=u. �nnnr.R.eu aAWRA Mw.. Summary i - _uaS:OMTVMO Revision History :e By Submittal/Revision iuJl2 RG anruMWTNrs Pannz oo un EDMtT r aVss/sa as c..ECExRR ogoe.ENls ns a oyary2 Rs cgAENrwPRNIMSAU alMx pRL/1] t<I{ OIYs RG clNcwWNIs 4 OavNm NOR n CONSWU R avohno G are .WAWR pj1= NO alYC4MWWTIIS-Paw I OjIT/I: RG [T WYEW AAV.MrIp Sheet Title DETAILS Sheet No. Revision C9.01 J Project No. FEN19169 Il�Sere Of back of buttress may vary as long as poured a9a1nst 8Tn rdhitursed wort. 2. Dimension CY,C2,C3 should be large enough to make n Iie a apud to or, Ivgr 3. D4nmalon A1,A2,A3 should ba as Imga as .We without Int>Iring with MJ bdta 4. 0 = 45- Minimum. 5. Pilate Polyethylene between crets B: Pax, 6. All bends h Militia shall be restraMed wit Megalugs llxuel restraints or .,.I 0 - See,w PLAN SO- SENDS CONCRETE SHAI ;N CONTACT M' 'HIS QUADRANT DF WE BUTTRESS DIMENSIONS PIPE 22 1/2' BFNO 1 45' BIND I 9o- BEND/TEE SIZE B1 01 82 D V-5' 1-5 1-5 1- 1' 6' 6' V-5' 1'-5' 2'-1' a' 7-0' 12' 1'-10' Y-10- S-4- 9- 2'-6- 16' ]'0' 7-0' 3'-10'2' f1*-6*2-a7 3'-6' 20' X-6- 2'-8- V-6' -4' 4'-0' 2C3' 6'-e'>!1'9'-3- - 1 6'-1' SECTION A -A PLAN 45' BENDS e -sr wa.{ A A PI 22 1/2- BENDS MOF CONCRETE THRUST BLOCKING aENSED: ]-ere PUTE No: 1 002 ENcwEERINc DEPANIMEIII FILE NAME :77,77777M 5' DROP LID 7.5' Minimum cover required xA1FA Tyler No. 6860 ° ear tap of water main. Muller No. H-I0381 BI'bby-Ste-Croix N. B-5160 PROVIDE VALVE STEM RISERS sigma No. V112600110 TO -THIN 6' OF THE SURFACE IF THE DISTANCE FROM THE TOP NOT OF THE VALVE TO THE SLBFACE IS GREATER THAN ly Grade TOP Adjust tap to 3/4' below TNen No. 64360 26- grade. Box to be set to Mulls No. H-10381 28' provide 12' of adjustment Bibby -Ste -Croix No. Val 27' Sigma No. VB630C Sigma 00 TTylerNo.o. M 6850 Mueller No. 7 EXTETyler ON rof. B Croix 8-5001 'IbbGold Tyler No. 59 wive Gate wll.e box, screw type, No. 59 is' 18' 3 piece, 5 1.4 shaft, size No. 80 24' O box, 7'-6 extended, Muleteer No. 55 14' #6 round base No. 59 20' Bibby -Ste -Croix VB520 Na. 57 8'L04ASKFTINST�D ALVE ADAPTER: 1/4" V8521 No. 58 14'all PROTECTIVE V3522 No. 59 20'G, 1/2' RUBBER V11523 No. 60 26'T INSTALLED BETWEEN Sims No. VB6WTE VALVE ANDALVE ADAPTER.BOTTOMMualTyusr No. 65' Mullr No. 1-1 1 65'eller s Americaninna Sle-Croix vests No. V851B 6a'w SierraBlibby No. VB6302 60llanl ant WeSigma Ykdg< VdveVa. to AwwAlactic and Box to betorming our uyped per 515-80 standardsp rt wheras steelBBASE aafian 203o e k bolts. J� 1B'X18'XB' concrete block 1�I11 OF GATE VALVE AND BOX INSTALLATION NEVIsm:]-ere PUTE No: ENGINEERING aFPNrtMEnJr 1006 n1£ NU1E G: ENC EP�CB l0ca ]'-0' Manhdting e Carand Adyeting Ring (sea Plate 2110) NOTE 1- V Grate shown 2- v8 Orate shown Mall be Provide Ise Barrw on all w0 've used a t WI law prints ser manhda(eae pule 2109) Face of Garb •I 0 n Manhole step; Neenah xa e81J St Auminum, I en centr. Direction of Flow slepa Shoe a an Dwns, Side Pipe Diameter s pi is r Lars 18' s Larger � AI jonta In manhole to have'0"rinc PLAN rubbr amkets Infi-shield extar,ml / SECTION VIEW Minimum thickness of precast base is 6' for 14' deep or Ise, and Increases 1- an, thickness for every 4' of depth ,reefer than 14'. what be Out out flush s Inside face f wall. n-seal required. Precast Inverts Must be 1/2 of Pipe Diameter and Benches Soiled 2' Taeard the Invert NOTE: I. Kor eal Manhde or equal conaidered acaeptade alternate. 2. AI dog houses what be grouted an made and outafde. 3. when the maMlole o, catch bask) stuctun be conw,,Ixted outside to trzMad roadeay a witness poet and spn (MI what be Installed next to to manhals frpb�lylul�OFmv STANDARD fen MANHOLE REVS-:2-DB %AlE X6: ENc Tmf. cePARIME]IT 2101 RE NWEe: �E6 lm Catchbach coating and m�aate NeenON Rtarly err equal 3' maws curb box Precast concrete or HDRE aayetino ring Minimum of 2-2'k maximum a of criprnen t geallowe1r- tih, Ill d o 1/2 bad off mortar between each and l 6, thick tomcats cellar on the outalde. SECTION I to be 2' below gulfs grade. 5' transition s Pin aide of MtcMaein. Varies 6 1/2- Varies g• 3' minimum -3" pout 6' NOTES: _"".._..'.',— lit r-- 1. Steps µell be provided In at catch basin/menholes and storm waxer monhaea. 2. Casting to be totally anaased In concrete curb section. 3. No block structures are allowed. 4. No eased whiner pre permitted in to situating rings. Note: cnn,k—ansbI. to be deaid —, Tell io. aM.twomin. HYDRANT LEADS 0 BENDS NOTES: MEGANI TO W llx M AT NL tEM ICK JONI 2 PLAQ CONCRETE BLOCK UNDER Al Own yK`AS AND N1pgµ3 ],,an BTues.DOONC AT NU. Tues. BEND; .0 AT Min'"NiOlAN15. t. N- RTINt; NJfl, AND B m SNAU. BE 9WATED Ul A 9TWHOJS M& TM MAT 9RT5ED BT s. R. Bol clog ogd EMTinstt undisturbed scale. Mop OF EGAL LOCATION TYPICAL pQ1�1epDM �0NIDNJGII LOCATION Pens--.2-ere PUTS No: ENONEEraNc a,-- 1009 PILE NMGG ENG 9'ECS 1p09 F-AN >?RAP RFD'JIREMENTS BIT S NOTE `F D:A. RPRAP REOURT) WANU.AR PL TER I. - TO 24" 810'2 CY CL2 JNOER RP RAP A:-L -0 33" 14 in 20 CY CL 3 �v OF 50OX vl: -D 48' 23 ;u 38 CM CLA FABRIC OR EOUA1 END LV 62 CY cnd up C=4 cubic yard is opa•axi a:ely 2.800 be) ot ("DOT 36CTr Type nl N-S 1 RIPRAP Granular File. (MNDO-- MC1.21 it - _ - {_ e_ -3 --text! a F. ten Type a r CFFIOF CATCH BASIN 2' X 3' MTOF RIP RAP mom RECTANGULAR MuenDEoarRn DETAIL ?MSEa: 2-30 pU,tt en.; .... ....._. ___�... _. ENc't�larNc 1aP7mMEN1 3101 u„sm_D o ENGINEERING DEPARTMENT HALE w. 3107 GLM ill MAN (9Ln 4W q GS 3F mI RANI FOR lai LIDE mNFlanAnw KATERnWT MWIECTM Ar o µL PP, OMdCnGXS ON, GROATED ma[cmlN 5Or The, usel ,wp110vEo FLOW w R EtEMA10r CONTROL STRUCTURE STC 450i Precast Concrete Stormceptor' (450 U.S. Gallon Capacity) a_ a_ IIIIIIII�I�IIIIIIIIIIII� 6' I- d.0 PVC Pipe Mr.15- Hipp 4- Cap 1 4' 1T 18' 170 Het 4'001tlet Dttwn Poe Rlsa Pie (Relawehle) 48'0 A Section Thru Chamber Varies To Match Grade kmapeplor e IWBII 4'001 Pat fire Nt1b2 4'0 Outlet 18' Riser Pipe (Tee Opening to Fero Sell IMI Plan View Notes. 1. The Use Of Flexible Connection is Recommended at The Inlet and Outlet Where Applicable. 2. The Cover Should be Positioned Over The Inlet Drop Pipe and The Oil Port, 3. The Stormceptor System is protected by one or more of the following U.S. Patents: 44985148, #5498331,#5725760,#5753115,#5849181,#6068765,#6371690. 4. Contact a Concrete Pipe Division representative for further details not listed on this drawing. Amfra englneeMg wnsating DMnnlnp enema 14800 2BN NB N. 9B 140 Pl aMmM1 Mlnnesatd 55447 B® 476.6010 lisedhre D® 478.655E Weenie wwwmhacom Client PFPaler tridtersson CONSTRUCTION Project 80 W.78TH STREET Location CHANHASSEN, MINNESOTA Certification line I ceniy,lul tAiep�n, sperfinton w ie a,y P, Jby w tle, mydhw, e,ce,,tlrM1ziama6,k kmW Polmmn,xw �alFX61HFFP unM,M Ywa W,M1e,l— a Amaewu MxMN C Brandt unalue-w'.2661 O" 01/D4/2ou F ,falls. aoMx,u b axe, 9�rdwwl' W an Pai..l.mnaein.wo..,a�*a Aare n.. rwnwm,.Aw orPw Summary Dc,enad:Arce/.,. De—Ox, :.,.-d:-n Back / Pam :/- Pnau:I. Instal s-Nd:mJOVMN Revision History ND, Data By Submittal / Revision hvOV. Mb cm rorw..s 1,7,M ma rnrcaw. , yr3 4G fINSMIfrAW arIOEeMrS . Nems Wei am VMRflAMNICGTpX WUP, IN, On., Rimm SEa an, coui a oym/u Na ca .., N VOV zrG cmcoM.MNrs-saw. 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LIInRdW�/5xF6SVx WM1BL'9EaaH19�I5 SXE NJR.nE4w3YF/WIEr6uN C:YiYC'fSlCixdRMETwY(IACOMN F6Yr® �M':RIiF YgY1Ec.TDYbF3RWRS�Imx£ 'i r I,s.xnresmx.'rNa.mswaaRpmELYua[Eawvaw.YBYD,Cvlwu'YsxwEw n a.B aTE SYu,W.Ewr.wnwrsmFY srsIeLSW.ff TYOWE Wix m'Msv, cvY9ulrsro araeaE.mYvm Xmr.saeYwscrDzasaamw.IX sw. .cmWm+roxnLLawMm �NMYre.usmwMBma,swrsDRsamxYT.WYwY LLsuiu rre. '� ruxnE YMILYRO,B:IgIDJEw vYMM+zaoD '�L�'Eew1YE�sw�u®��wwe�w.�.�masmEXmramaaess,alxT are+wa i 9£®IUnXYIAIN rplOMlMim¢IBMMts SEED MIX LEGEND SYM. TYPE SFED MM WETSEWMIXMUFFER BWSRWS j SOD NIGNIANDSOD RDOIMUI KSW WASHEDRIWRRO[X,V MINIMUM DARK ROCR MUIOI-a' MIN DERV-Vr ORISHW 5T. OOUDDMNM ,gym �r onWl YW sus. wE N.wls s FAOR m e. NY 1 sd. Mlc[Rr PVMR cur Rssflnr MI`IWLIA DWm/CmR M9pE5 x. TIN YJDJ AVDI. LLD � NµI.R SNINin IYp IpUPs RSMIS®MNm WJMnMw nW rq+ Oln %WW WIU pN Cf iME WAUNIf£ GEflIW S CiEDia,Ygl W — . �GpECPxx! CVlaa wtr �iw a.s. '.T o°LexuXLrwo PumNc -Ile oR .D rE�mrr mL1 ,-I/x• YN .'* Ko w.mE ue Nu mv� omWeLL n srvAw mwrc,En Grcrnu WL.a E xows ��ilE�umra YwE �Pnosrs iwoorx>.o,�e ea oc. m RDCOI {1Aff II'. W w um[4 YPSNRL 6 EYC4S42 Isrs w d o • .eD.T ce rwmco mn -ow'YP UW x' Surf MRLLN•LI6R1 YIIIN M awu m - .' TaP In a n. MUFT L xamw wi�.`u MMW MOIMUMOL S. NUCWI MIER 6 OF.SIEA. r [ swo[d Bra .ud RdnL NL BIsaM aw �c YYOB YMa NWII ,v,su MEWL ML N.a . rtYom o<�BxL G. num wD bliBLL WM V as vw Bvry uwsnwo w nruem s®u CONIFEROUS TREE PLANTING DETAIL rowum m sc.Td xDXrs Ym ,.. aRrwurto yr x MWM L� IN IN was X W W Yua N.TS N nY YYM� H� s d> 'uia'a v�asvw'w wTLYYe �vYFanXus W sYuvm � �6n' ``NiY"e`i ,oDiMX G I s�oa, � N l DECIDUOUS TREE PLANTING DETAIL r4_'�SBRUB & CONTAINER PLANTING DETAIL L1.0 N.rs. L1.0 N.r.s. Certification n..eW xnh,N„Mwnw'. P6.>rtP^Nvua >i epwe] bE ma v xaM my Jaen wpv.wRw •nGdallama dJy LLenn4 WIDSGR MXM�W(iuMa,M hTw W Me Yaw d Kevin TapPW, wRe,.wm Na ]6960 Da,e 01p52111 �a.YamYn N�wsN.aY+a+.N �YeweYY 4n.PpImHX.mxm mrw,xYSYawamW of M`Yr,eYVYYU,rt a. a a eYLom,.va+nRte\ .PLvwdL AN dXm. Summary Deriened:Mce/sG Drawn: MD RPWUVaa:MOI Boot/PeR:..F.. ph.,. IAA lWuaa:DUMlau Revision History No. Date By Submittal/Revlslm L V27 vw.Il Y4 OIr6M.fM5 e ODo Dnmxwa,ns c osx u4 m,ITI ooa.EXr: wens D 0 IVU IIG YYIMNMM1MA,bl [ oeslrya IN DnmrW,Rxrs oenaAz sE4 mLorevars c aYmN sEG mcDRc¢Ers N nyWu a5,MO UN 5[G Cd. I s4 DnmeRMs.Rnw i Gjl'11/1] YG CGY W.FW AMANM Sheet Title LANDSCAPING PLAN Sheet No. Revision L1.01 J Project No. FEN19169 CONSULTANT CONTACT LIST: GENERAL CONTRACTOR FENDLER PATTERSON CONSTRUCTION 4839 WEST 124TH STREET SAVAGE, MN 55378 TEL952-890-4346 FAX 952-890-2916 CONTACT: JOHN PATTERSON ARCHITECT DJR ARCHITECTURE INC. 333 WASHINGTON AVENUE N. SUITE 210 UNION PLAZA MINNEAPOLIS, MN 55401 TEL612-676-2700 FAX 612-676-2796 CONTACT: CHRIS WHITEHOUSE CIVIL ENGINEER MFRA INC. 14800 28TH AVENUE, SUITE 140 PLYMOUTH, MN 55447 TEL763-476-6010 FAX 763-476-8532 CONTACT: MICHAEL C. BRANDT PE. SURVEYOR MFRA INC. 14800 28TH AVENUE, SUITE 140 PLYMOUTH, MN 55447 TEL763-476-6010 FAX 763-476-8532 CONTACT: MARCUS F. HAMPTON RLS. LANDSCAPING MFRA INC. 14800 28TH AVENUE, SUITE 140 PLYMOUTH, MN 55447 TEL763-476-6010 FAX 763-476-8532 CONTACT: KEVIN I. TEPPEN RLA. Site Development Plans for Chanhassen., Minnesota Presented by: Fendler Patterson Construction VICINITY MAP NO SCALE BENCHMARKS BM NO. 1 1002AV located on Trunk Highway 5, east of the intersection with Trunk Highway 101. ELEV.=935.71 BM NO. 2 2736A located on Trunk Highway 101, north of the intersection with Trunk Highway 5. ELEV.=953.61 -SHEET INDEX SHEET DESCRIPTION C1.01 TITLE SHEET C2.01 EXISTING CONDITIONS C2.02 DEMOLITION PLAN C3.01 SITE PLAN C3.02 TRUCK MOVEMENT SITE PLAN C4.01 GRADING PLAN C5.01 EROSION CONTROL PLAN - PHASE 1 C5.02 EROSION CONTROL PLAN - PHASE 2 C5.03 EROSION CONTROL NOTES & DETAILS C6.01 UTILITY PLAN C7.01 SITE LIGHTING PLAN C9.01 DETAILS C9.02 DETAILS t"Of CMANHASSEN FECEIVED JAN 0 6 2012 O WMASSEN PLANNING DEPr englneeringsurveying planning energy Client 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 V631476.6010 telephone V631476.8532 facsimile www.mfra.com M ' • Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No.42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DAD Approved: McB Book / Page: Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title TITLE SHEET Sheet No. Revision C1901 Jan 05. 2012 - 8:27am - User:225 I Project No. FEN19169 r �� 9- s99gtiH�% 24" RCP FES 7 IE=9 s _ 9�gg9 S %� O 14"CLM S _ i ?0 ��ol�AsAs�sH sxGiHns� t 17 r / c -- 9 ASH / - (1a BASs 18"BASS 12 Gass GAss 5'ASH 1_1 ASt{ J FIND IP EHIVE CB TOP=932.88 \ UE } UT —� U 0 POND ICE I I I O) 24°ASH) (28/12/2011) ! OVERHANG EIEV-932.8 jo I I Q / ()_ EXISTING BUILDING 2 STO C IT 250122300 11I'I 100 78TH ST W I II CHANHASSEN HR �9'ASII) o O 876ASIi , 9'ASIH o 10"RASH 12"ASH C (R°"Asti) 11"ASH) 12'ASH) \j 10'ASH ' .n II\ 15"ASH C 11.3X11 0. SHED W w of e0 \1 1,„ r Ac►�NN �` 1-11 ONUMENT�-.- �., N0:-esH SIGN Q Free E -(TYPY o _ RY B LOCK 16,020 S.F. FFE=936.5 G� �P , D IP TIPPED r / 256�0031 / 18930 78TH ST W CR�AMILY LP STORM WATER EASEMENT PER DOC. NO. T78494 - AND T156063 POND ICE % (28/12/2011) 6" R PARCH FES ELEV.-931.7 - - _ E 31.6 934—" I _ 112-5 1 - IC o U,-.7,71 I 0 n o o T I 1 / 1 . 1 i _ / %:i RE: I' a 1 1T � �,� ❑ C.O. _ _% — _ —93 9 _— l1'SPR _ _ _ - ------ AY RIWT-0F_WAY 91 6' T ym Z�POFR�DrO n8g49 - i —.. --- IOF WAY EASEMEt1T V \ PER 14o. T55800 v _ _ r r- T -A- ---------- RE: 935.45 _ — IE:927.00 E V " 256860030 � 6 P�"c) 78 78TH ST W PEGGY M KRONICK '7 J I/ 9�4.79 - \ 930.07 :�Lr - — LEGEND • FOUND MONUMEW--I—�- WATERMAIN ----- EASEMENT LINE O SET MONUMENT 'Go > ---- Q SANITARY SEWER -•—•—•- SETBACK LINE ❑ ELECTRIC METER @—»—® STORM SEWER 0 — RIGHT OF ACCESS i�- LIGHT —>> FLARED END SECTION CONCRETE CURB nc AIR CONDITIONERS ue —TP ELECTRIC TRANSFORMER-- BUILDING LINE E—GUY ANCHOR UT ----0 TELEPHONE PEDESTAL --------- BUILDING CANOPY �> HANDICAP STALL GM ua --- 0 GAS METER BITUMINOUS SURFACE �l UTILITY POLE —Ow OVERHEAD WIRE CONCRETE SURFACE ■ GUARD POST —a CHAIN LINK FENCE • BOLLARD —t IRON FENCE 0 LANDSCAPE SURFACE + SIGN x— WIRE FENCE ,( a DECIDUOUS TREE a— WOOD FENCE CONIFEROUS TREE —SURVEY NOTES 1. The bearing system is based on the west line of R.L.S. No. 59, having an assumed bearing of SO"00'00"E. 2. The vertical datum is based on NAVD88. The originating bench marks are 1002AV and 2736A, both referenced from the MnDOT Geodetic Database BENCHMARK #1 1002AV located on Trunk Highway 5, south of the intersection with Trunk Highway 101. Elev.=935.71 BENCHMARK #2 2736A located on Trunk Highway 101, north of the intersection with Trunk Highway 5, Elev.=953.61 3. Subject property's address is 80 West 78th Street, its property identification number is 25.6860010 & 25.6860020. 4. Field work was completed on 12/21/2011. — SUBJECT PROPERTY Description from title commitment: Tracts A and B, Registered Land Survey No. 59, Carver County, Minnesota. Referencing Title Commitment No. CA 27130, dated 11/6/11, that Carver County Abstract & Title Co., Inc., as issuing agent for Chicago Title Insurance Company has provided us, the following comments on easements etc., that the property is subject to in Schedule B, Section 2 thereof using the same numbering system as in said Section 2. Exception Items No's. 1-16 are not Survey related items. 17. Subject to Final Certificate of Trunk Highway purposes dated July 27, 1967, filed April 7, 1982 as Document No. 34977, Office of the Registrar of Titles, Carver County, Minnesota. Right of way is shown on survey. 18. Subject to Easement in favor of City of Chanhassen dated September 22, 1987, filed February 17, 1988, as Document No. T55800, Office of the Registrar of Titles, Carver County, Minnesota. Easement(s) are shown on survey. 19. Subject to Easement in favor of City of Chanhassen dated September 22, 1987, filed February 17, 1988, as Document No. T55801, Office of the Registrar of Titles, Carver County, Minnesota. Easement(s) are shown on survey. 20. Permanent and temporary easements as granted to the City of Chanhassen by Easement Agreement dated November 19, 1992, filed June 24, 1993, as Document No. T78494, Office of the Registrar of Titles, Carver County, Minnesota. Permanent Easement(s) are shown on survey, Temporary Easement(s) has expired and therefor is not shown. 21. Easement for Storm Drainage and Detention Pond Easement Agreiement by and between Clifford L. Whitehill, a married person and Riley Purgatory Bluff Creek Watershed District, dated November 23, 2005, filed December 9, 2005, as Document No. T156063. Easement(s) are shown on survey. 0 S® engineering surveying planning energy Client 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 C7631476.6010 telephone C7631476.8532 facsimile www.mfra.com NAM 11" •nil IIII lill VIE • Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Designed: MCB/SG Drawn: DAD Approved:MCB Book/ Page: Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title EXISTING CONDITIONS Sheet No. Revision C101 Jan 05, 2012.8:28am - User:225 Project No. FEN19169 - LEGEND •FOUNDMONUMEPOT--I WATERMAIN -- EASEMENT LINE O SET MONUMENT cc —>—Os SANITARY SEWER - • —• —-- SETBACK LINE 0 ELECTRIC METER o-->>—® STORM SEWER —A— RIGHT OF ACCESS Z, -3� LIGHT >> FLARED END SECTION CONCRETE EDREg)-- AIR HE ELECTRIC TRANSFORMER BUILDING CURB DINGLIE / GUYANCHOR IT TELEPHONE PEDESTAL --------- BUILDING CANOPY GM HANDICAP STALL due—� GAS METER BITUMINOUS SURFACE UTILITY POLE ow— OVERHEAD WIRE CONCRETE SURFACE ■ GUARD POST —o CHAIN LINK FENCE • BOLLARD —t IRON FENCE 0 LANDSCAPE SURFACE SIGN —x WIRE FENCE DECIDUOUS TREE —o WOOD FENCE CONIFEROUS TREE LEGEND _ Co � I TREE GROUP TO BE REMOVED SAWCUT LINE I j// / // STREET CURB AND GUTTER y ' /� 256$60031 TO BE REMOVED !/ ,'�' �� 18930 7T8TH ST W ' CRQAMILY LP - SPECIFIC DEMOLITION NOTES / / • 4'�•� / / / / / 1. REMOVE EXISTING BUILDINGS, CONCRETE SIDEWALKS, AND BITUMINOUS. AROUND2. REMOVE SIGNS EXISTING BUILDING. 3. REMOVE EXISTING TR TREES AS NOTED. 4. REMOVE EXISTING MONUMENT SIGN. POND ICE ��1 - DEMOLITION NOTES 24" RCP FES ( (28/12/2011) 6' R�WRCH FES - ( ELEV.-931.7 e9c 9g/ IE-9 y �� _ _ E 31.6 1. DEMOLITION NOTES ARE FOR CLARIFICATION ONLY AND ARE SHOWN FOR THE CONTRACTOR'S BENEFIT. THESE NOTES ARE NOT INTENDED TO TO BE COMPREHENSIVE. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL EXISTING ON IMPROVEMENTS NECESSARY TO ACCOMMODATE THE PROPOSED CONSTRUCTION. 935--_.. _ -"—'O _ / f Xx r (S ° isvo,) ---g34J 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. IF A'V SAVE) - _._ __— -. — o __ CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS WITHOUT EXCEPTION, HE SHALL 935 �j 0 1neTM-) HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO SAVES__— �� C REMOVE EXISTING THE OWNER FOR REVIEW. r VE)° — I /_.� 17 \ CURB &GUTTER R I n,I S10� ns) 9A. 1DASH (REMOV 3. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION, REMOVAL, AND DISPOSING IN A LOCATION APPROVED BY ALL GOVERNING AUTHORITIES AND IN ACCORDANCE WITH APPLICABLE CODES, OF ALL STRUCTURES, PADS, WALLS, H —" as" FLUMES, FOUNDATIONS, PARKING, DRIVES, DRAINAGE STRUCTURES, UTILITIES, ETC., SUCH THAT THE IMPROVEMENTS 3z8wcH'nH 9yI( SHOWN ON THE REMAINING PLANS CAN BE CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO jN7SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL MATERIAL PER THE SPECIFICATIONS. 9_'ASH — — — (18 BAss)� REMOVE EXISTING' � P�Ntr SHAVE / 11b°BASs -- 4. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING THE DEBRIS IN A ) A (12 Bass? BITUMINGUS _ PINT L - LAWFUL MANNER. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND QQ y1., (in Bass ` o H^ASH DISPOSAL. J � ASH AVE) —(9 R VE) I (H Nf 5. THE CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO THE REMOVAL AND/OR RELOCATION OF UTILITIES. CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTILITIES WITHIN THE RIGHT OF EHIVE C WAY DURING CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY CONCERNING TOP=932.88 �(J/ _ ..-.I 1 PORTIONS OF WORK WHICH MAY MAY BE PERFORMED BY THE UTILITY COMPANY'S FORCES AND ANY FEES WHICH ARE I I I E OV P'""-E) TO BE PAID TO THE UTILITY COMPANY FOR T'sIEIR SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES 93�% AND CHARGES. 6PINe ) o \ REMOVE ELECTRIC BOXES, O I 256860030 6. THE CONTRACTOR IS RESPONSIBLE FOR THE DISCONNECTION OF UTILITY SERVICES TO THE EXISTING BUILDINGS PRIOR ( AVE) REMOVE RETAINING COORDINATE WITH ELECTRIC COMPANY. �� 6`P'NP 78 78TH ST W TO DEMOLITION OF THE BUILDINGS. 4 ASH WALL AND STEPS POND ICE I ! r- . PEGGY M KRONICK (28/12/2011) OVERHANG (REMOVE) 20 O 1T INE 7. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THIS PLAN EIEV-932e m O� EXISTING BUILDING •tl I 2 STORY BLOO( HAVE BEEN DETERMINED FROM THE BEST INFORMATION AVAI LABLE AND ARE GIVEN FOR THE CONVENIENCE OF THE I °'mmm Q(b•IPN E CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. PRIOR TO THE START OF ANY 1 16,020 S.F. V IFFE-936.5 ;i DEMOLITION ACTIVITY, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY L11.3X101 ., I ,"'NE I EXCAVATION FOR ON -SITE LOCATIONS OF EXISTING UTILITIES. THE LOCATIONS OF SMALL UTILITIES SHALL BE OBTAINED SHED BY THE CONTRACTOR BY CALLING GOPHER STATE ONE CALL AT 1-800-252-1166. (REMOVE) REMOVE EXISTING GAS METE1 R SPIN - f .d ' P 6PINE) 8. ALL EXISTING SEWERS, PIPING, AND UTILITIES SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION, OR AS 250122300 COORDINATE WITH GAS COMPANY. ( THE ONLY OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION 100 78TH ST W I I III \ \ } O M O4 ('�) AROUND ANY ANTICIPATED FEATURES. GIVE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND CHANHASSEN HR I I I 1'sA3i ° / REMOVAL OF ALL SERVICE LINES ANDCAPALL LINES BEFORE PROCEEDING WITH THE WORK. UTILITIES DETERMINED TO I� I ! — j 'P'"E BE ABANDONED SHALL BE REMOVED F UNDER THE BUILDING IINCLUDING 10' BEYOND FOUNDATIONS. Id ' s ASH 11°ASH ASH REMOVE EXISTING (TRE ST RE OV - 0 CASH IPi - 1 It°nsH o I I °_ ° - --: ° - — / � CURB & G� 9. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING PROPERTIES AT ALL TIMES DURING DEMOLITION 4,° T — — — _ — — OF THE EXISTING FACILITIES. AS" ° � � - �� { � REM EXISTING lr(-IA-1 asH o ry { 11 A I{ 10 11 ASH 1 nsH a , �'O / (, I¢ BASIN -PLUG 10. PRIOR TO DEMOLITION OCCURRING, EROSION CONTROL DEVICES ARE TO BE INSTALLED. AO ABANDON PIPE ; AS" REMOVE EXISTING GAS SERVICE REMOVE EXISTING -- - ' w ROCK -PLUG 12` DIP �3b 11. SHOULD REMOVAL AND/OR RELOCATION ACTIVITIES DAMAGE FENCING, LIGHTING AND/OR STORM INLET (s°6ASH ° COORDINATE WITH GAS COMPANY. W ASH � REMOVE EXISTING I � � STRUCTURES, THEN THE CONTRACTOR SHALL PROVIDE NEW MATERIALS/STRUCTURES IN ACCORDANCE WITH THE 9°ASEi BITUMINOUS REMOVE EXIT RE: 935 CONTRACT DOCUMENTS. EXCEPT FOR MATERIALS DESIGNED TO BE RELOCATED ON THIS PLAN, ALL OTHER / 1- SING - 1 -- `\ CONSTRUCTION MATERIALS SHALL BE NEW. CURB &GUTTER-I�9�4,4 --3 9�'4.79 1 '° DIP 12. CONTRACTOR SHALL LIMIT SAW -CUT & PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE IT IS REQUIRED AS -� (n_s) o m I 18 s 9g35 9 SHOWN ON THESE CONSTRUCTION PLANS BUT IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING / x,As II /REMOVE ❑ C.O, 3 PAVEMENT, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR. AS r- - MAILBOX _. 13. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. DAMAGE TO ANY EXISTING CONDITIONS TO m sHj o C j 9A E O'ENT,-_-MO.UE) _ - REMAIN WILL BE REPLACED AT CONTRACTOR'S EXPENSE. r� � REM0�11E- E , -sfcN -- - � - / E � _ ASfi m 21�,. %� _ W / 14. THE PUBLIC WATER SYSTEM SHALL ONLY BE OPERATED BY THE CITY'S UTILITY DEPARTMENT �Asrl) o FFB & GUfTE Q �- REMOVE EXISTING SIDEWALK 1 "_ ASH (REM E) r Y --` -1 - AS NEEDED _ 15. ALL SANITARY SEWER SERVICE ABANDONMENT AND REMOVAL WORK MUST 8E INSPECTED BY THE CITY'S UTILITY RocK 12' RCP FES - \ l E 4.11� DEPARTMENT. THIS WORK MUST BE COMPETED PRIOR TO THE ISSUANCE OF CERTIFICATE OF OCCUPANCY. -- — — \� RE: 935.45— - i6: ANY INTERRUPTION OF WATER SERVICE SHALL REQUIRERFORMED WITHINOF 48 HOUR THE RIGHT OFOWAY SHALLCONFORMTO >� Y _i IE• 927 00 E W • • - BITUMINOUS AND CURB AND GUTTER REMOVAL --- _—� DETAILS LV-ST-2 AND LV-ST-15 ON SHEET C9.02. -SAW CUT AND REMOVE _ v EXISTING CURB AND GUTTER - ---- -� 0 S® engineeringsurveying planning energy Client 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 (763) 476.6010 telephone (763) 476.8532 facsimile www.mfra.com ill N M.IU s , Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification Summary Designed: MCB/SG Drawn: DD Approved:MCB Book/ Page: Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title DEMOLITION PLAN Sheet No. Revision C2e02 2012 - 8:284. - User:225 L:\PROJECTS\FEN19169\dwg\Civi1\19169-C2.02-DEMOL.dwg Project No. FEN19169 POND ICE (28/12/2011) ELEV.=932.8 EXISTING POND NWL=932.7 HWL=939.1 (PER CITY AS —BUILT) 250122300 100 78TH ST W CHANHASSEN HR `i mn W c0 U c0 U d p UiO M � c6 JS UTILITY EASEMENT M )II WAREHOUSE 2 STEPS OFFICE I EXISTING POND NWL=931.5 ;; HWL=933.7 G(/ / (PER CITY AS —BUILT) X� STORM WATER PONDING EASEMENT �O / - FILTRATION BP POND ICE (28/12/2011) �5 v RETAIL PROPOSED BUILDING 20,600 S.F. FFE = 940.1 C 20.0 1 20.0 26.0 1 i 256860031 18930 78TH ST W CRB FAMILY LP 0 *C 0 C � 0 C IY C U z 5C 256860030 I -XC 78 78TH ST W I PEGGY M KRONICK 0 z I`1 p - LEGEND PROPOSED EXISTING PROPERTY LIMIT CURB & GUTTER STANDARD DUTY EASEMENT ASPHALT PAVING BUILDING RETAINING WALL HEAVY DUTY WETLAND LIMITS ASPHALT PAVING TREELINE SAWCUT LINE °a a SIGN CONCRETE PAVING PIPE BOLLARD 44 NUMBER OF PARKING O STALLS PER ROW KEY NOTE O DEVELOPMENT SUMMARY AREAS GROSS SITE AREA 121,493 SF 2.79 AC EXISTING PROPOSED BUILDING AREA 16,0 00 SF 20,600 SF PARKING LOT AREA 40,495 SF 45,070 SF LOT SUMMARY OPEN AREA 49,990 SF 1.15 AC GREEN SPACE REQUIRED 35% GREEN SPACE PROVIDED 40% SETBACKS FRONT YARD 25 FEET REAR YARD 20 FEET SIDE YARD 10FEET ZONING EXISTING ZONING BH-HIGHWWAY AND BUSINESS SERVICES DISTRICT PROPOSED ZONING PARKING SUMMARY RETAIL 1/200 SF x 14,380 = 72 WAREHOUSE 1/1,000 SF x 4,400 = 4 OFFICE 1/200 SF x 1,220 = 6 TOTAL REQUIRED = 82 TOTAL PROVIDED =101 DEVELOPMENT NOTES A. ALL DIMENSIONS ARE ROUNDED TO THE NEAREST TENTH FOOT. B. ALL DIMENSIONS SHOWN ARE THE FACE OF CURB TO FACE OF CURB UNLESS OTHERWISE NOTED. C. ALL AREAS ARE ROUNDED TO THE NEAREST SQUARE FOOT. D. ALL PARKING STALLS TO BE 9' IN WIDTH AND 18' IN LENGTH UNLESS OTHERWISE INDICATED. E. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF EXIT PORCHES, RAMPS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. F. SEE ARCHITECTURAL PLANS FOR PYLON SIGN DETAILS G. SEE ARCHITECTURAL PLANS FOR LIGHT POLE FOUNDATION', DETAIL AND FOR EXACT LOCATIONS OF LIGHT POLE. H. REFER TO FINAL PLAT FOR LOT BOUNDARIES, LOT NUMBERS, LOT AREAS, AND LOT DIMENSIONS. I. ALL GRADIENTS ON SIDEWALKS ALONG THE ADA ROUTE ARE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5%(1:20), EXCEPT AT CURB RAM PS (1:12), AND A MAXIMUM CROSS SLOPE OF 2,08% (1:48). THE MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS ISLE SHALL BE 2.08% (1:48). THE CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT. J. "NO PARKING" SIGNS SHALL BE PLACED ALONG ALL DRIVEWAYS AS REQUIRED BY CITY. K. STREET NAMES ARE SUBJECT TO APPROVAL BY THE CITY. L. DRAINAGE AND UTILITY EASEMENTS SHALL BE PROVIDED AS REQUIRED. DRAINAGE AND UTILITY EASEMENTS WILL BE PROVIDED OVER ALL PUBLIC UTILITIES AND UP TO THE HIGH WATER LEVEL OF ALL PONDS - KEY NOTES A. BUILDING, STOOPS, STAIRS SEE ARCHITECTURAL PLANS. B. B-612 CONCRETE CURB AND GUTTER. C. TIP OUT CURB SECTION D. ADA TRUNCATED DOME STRIP E. FLAT CURB SECTION. F. BEGIN TRANSITION TO FLAT CURB G. CONCRETE PIPE BOLLARD H. HANDICAP PARKING SIGN W/ CONCRETE PIPE BOLLARD I. CONCRETE SIDEWALK J. PYLON SIGN (30' HEIGHT) K. LIGHT POLE (SEE LIGHTING PLAN FOR FOUNDATION DETAILS) L. TRASH COMPACTOR M. STOP SIGN N. "DO NOT ENTER - ONE WAY" SIGN O. DIRECTIONAL SIGNAGE BY OTHERS P. CONCRETE TRANSFORMER PAD - VERIFY EXACT PAD DIMENSIONS WITH ELECTRICAL PRIOR TO CONSTRUCTION. Q. PEDESTRIAN CURB RAMP WITH TRUNCATED DOMES. R. BITUMINOUS PAVEMENT SECTION S. PAVEMENTARROW T. PAVEMENT STRIPIING NORTH U. LOADING DOCK CONCRET 0 30 V. T CURB CUT SCALE IN 60 FEET engineering surveying planning energy 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 V631476.6010 telephone 17631476.8532 facsimile www.mfra.com Client Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration_ No.42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DJD Approved: MCB Book / Page: --/-- Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title SITE PLAN Sheet No. Revision C101 Project No. FEN19169 1 mn nC )nt)-RORam-IkerJ?s L_ LEGEND PROPERTY LIMIT CURB & GUTTER EASEMENT BUILDING RETAINING WALL WETLAND LIMITS TREELINE SAWCUT LINE SIGN PIPE BOLLARD NUMBER OF PARKING STALLS PER ROW KEY NOTE PROPOSED — EXISTING -- STANDARD DUTY --- -•----°-- ASPHALT PAVING HEAVY DUTY ASPHALT PAVING CONCRETE PAVING NORTH 0 30 60 SCALE IN FEET engineering surveying planning energy 14800 28M Ave. N, Ste 140 Plymouth, Minnesota 55447 1763) 476.6010 telephone 1763) 476.8532 facsimile www.mfra.com Client Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No. 42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/sG Drawn: DJD Approved:McB Book / Page: --/-- Phase: PRELIMINARY Initial issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title TRUCK MOVEMENT SITE PLAN Sheet No. Revision C102 Project No. FEN19169 Jan 05, 2012 - 8:29am - Usee225 N.T.S. I FINISHED GRADE VARIES, SEE GRADING PLAN COVER WITH 4" DEPTH OF PLASTAD RAIN GARDEN MIX 90/10 FINISHED GRADE ELEV-1033 UNCOMPACTED IN 12" LIFTS OF WASHED SAND CONFORMING TO THE FOLLOWING 9�5, GRADATION.: SLOPED SUBGRADE �i��N- 32, I/ 1. 90 TO 100% BETWEEN THE 0.2 MM TO MIRIA 160N FABRIC PLACED 1.OMM SIZE / AROUND WASHED ROCK 2. 50 TO 70% OF THE PARTICLES SHALL 6" WASHED ROCK PLACED BE IN THE RANGE OF 0.25 MM TO AROUND DRAINTILE 0.50MM 4" PERFORATED HDPE DRAINTILE 3. MEET SPECIFICATION ASTM F2396-04 NOTES: (NUMBER OF DRAINTILE VARIES. REFER TO PLAN SET) MAX OF 3% PASSING THE 200 SIEVE 1. INFILTRATION RATE OF RAIN WATER GARDEN TO BE DRY WITHIN 48 HOUR PERIOD, UNLESS DESIGNED OTHERWISE 2. CONTRACTOR TO PROVIDE RAIN WATER GARDEN INFILTRATION TESTING AND OBTAIN APPROVAL BY ENGINEER, PRIOR TO INSTALLATION OF PLANTS AND MULCH. �� %� / /j 256�0031 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO INSTALL THE CORRECT SOIL MIX, / j / / 18930 78TH ST W PROTECTION DURING CONSTRUCTION AND COMPACTION RATES. / ;�� // / / CRBrAMILY LP FILTRATION BASIN CROSS SECTION / ..;/ / EXISTING POND r NWL=931.5 / cd ni % ,( :, / % / �� 1.' HWL=933.7 N.T.S. / �Z / 31 Q POND ICE I m �,•� / (28/12/2011) ELEV.-932.8 EXINSTING WL 9320.7D I I 3! HWL=939.1 I / (PER CITY AS -BUILT) 250122300 I I I 31 100 78TH ST W CHANHASSEN HR °. 1 i l o I O / ° 3 ° ®0� � q L_ - _ AS -BUILT) (PER CITY STORM WATER PONDING EASEMENT I u�ASEM!�\ -\-% FILTRATION B POND ICE ---' -1 (28/12/2011) ELEV.=931.7 1 1 �I 40.10 1 1 % II �_ H40.10 WAREHOUSE .5 je�-2% .• M -\- ' . _ 40.10 RETAIL PROPOSED BUILDING 40.10 20,600 S.F. FIFE = 940.1 v--ROQK_��RM TO 936.0 s' 9 38.64 lrt4lmol 39.62 38.40 r X X 35.50 90 93 _ -- -- O e 36.30 36.0 256860030 78 78TH ST W PEGGY M KRONICK J o� o 1J J 0 -- I g3fi f� - LEGEND PROPOSED EXISTING PROPERTY LIMIT CURB & GUTTER ='-- STORM SEWER C DRAINTILE BUILDING RETAINING WALL OHO„ WETLAND LIMITS TREELINE RECORD PLAN 962.5 962.5 962.5 SPOT ELEVATION X X SPOT ELEVATION CONTOUR -'907�� RIP RAP OVERFLOW ELEV. XXX � xxx.x ST 5 SOIL BORINGS 1n42.56 GRADING NOTES A. PROPOSED CONTOURS ARE TO FINISHED SURFACE ELEVATION. SPOT ELEVATIONS ALONG PROPOSED CURB DENOTE GUTTER GRADE. B. ALL GRADIENT ON SIDEWALKS ALONG THE ADA ROUTE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5%(1:20), EXCEPT AT CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). THE MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS AISLE SHALL BE IN 2.08% (1:48). THE CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT. C. THE CONTRACTOR IS CAUTIONED THAT "THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS IS A UTILITY QUALITY LEVEL D. THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF Cl/ASCE 38-02 TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA". THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA AT 1-800-252-1166). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. D. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. E. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. F. THE CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING SOILS REPORT HAS BEEN COMPLETED BY: COMPANY: BRAUN INTERTEC ADDRESS: 1826 Buerkle Road Saint Paul, MN 55110 PHONE: 651.487.3245 DATED: XX-XX-2011 THE CONTRACTOR SHALL OBTAIN A COPY OF THE SOILS REPORT. G. THE CONTRACTOR SHALL COMPLETE DEWATERING AS REQUIRED TO COMPLETE THE SITE GRADING CONSTRUCTION. H. PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL WILL BE REQUIRED ON THE STREET AND PARKING AREA SUBGRADE. THE CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TEST ROLLING SHALL BE ATTHE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILS ENGINEER. THE SOILS ENGINEER SHALL DETERMINE WHICH SECTIONS OF THE STREET OR PARKING AREA ARE UNSTABLE. CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS ENGINEER. I. REPLACE ALL SUBGRADE SOIL DISTURBED DURING THE CONSTRUCTION THAT HAVE BECOME UNSUITABLE AND WILL NOT PASS TEST ROLL. REMOVE UNSUITABLE SOIL FROM THE SITE AND IMPORT SUITABLE SOIL AT NO ADDITIONAL COST TO THE OWNER. J. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. K. THE TREES AND OTHER NATURAL VEGETATION WITHIN THE PROJECTAND/OR ADJACENTTOTHE PROJECT ARE OF PRIME CONCERN TO THE CONTRACTOR'S OPERATIONS. HF WILL BE REQUIRED TO PROTECT THE TREES WHICH ARE TO BE SAVED TO BE SURE THAT EQUIPMENT N NEEDLESSLY OPERATED QUIPM NT IS NOT SS UNDER NEARBY TREES AND SHALL EXERCISE EXTREME CAUTION IN WORKING ADJACENT TO TREES. SHOULD ANY PORTION OF THE TREE BRANCHES REQUIRE REMOVALTO PERMIT OPERATION OF THE CONTRACTOR'S EQUIPMENT, HE SHALL OBTAIN THE SERVICES OF A PROFESSIONAL TREE TRIMMING SERVICE TO TRIM THE TREES PRIOR TO THE BEGINNING OF OPERATION. SHOULD THE CONTRACTOR'S OPERATIONS RESULT IN THE BREAKING OF ANY LIMBS, THE BROKEN LIMBS SHOULD BE REMOVED IMMEDIATELY AND CUTS SHALL BE PROPERLY PROTECTED TO MINIMIZE ANY LASTING DAMAGE TO THE TREE. NO TREES SHALL BE REMOVED WITHOUT AUTHORIZA-TION BY THE ENGINEER. COSTS FOR TRIMMING SERVICES SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONSTRUCTION AND NO SPECIAL PAYMENT WILL BE MADE. M. EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THE SITE. THE CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR R.ESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOIL SHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. THE CONTRACTOR SHALL SUBCUT WHERE TURF IS TO BE ESTABLISHED TO A DEPTH OF 6CUT AREAS INCHES. RESPREAD TOPSOIL IN 1 T AREAS WHERE TURFS 0 BE ESTABLISHED TO A MINIMUM DEPTH OF 6INCHES. N. FINISHED GRADING SHALL BE COMPLETED, THE CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING, INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITH UNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTING GRADES. AREAS THAT HAVE BEEN FINISHED GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS, TRAFFIC AND EROSION. REPAIR ALL AREAS THAT HAVE BECOME RUTTED BY TRAFFIC OR ERODED BY WATER OR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF THE N EW WORK. O. TOLERANCES 1. THE COMMERCIAL BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.10 FOOT ABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION AT ANT POINT WHERE MEASUREMENT IS MADE. 2. THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOT ABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE. 3. AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIRED ELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. 4. TOPSOIL SHALL BE GRADED TO PLUS OR MINUS I/21NCH OF THE SPECIFIED THICKNESS. 5. AN AS -BUILT SURVEY OF THE BUILDING PAD IS REQUIRED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT P. AFTER THE SITE GRADING IS COMPLETED, IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, THE CONTRACTOR SHALL TRANSPORT ALL EXCESS SOIL MATERIAL OFF THE SITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE. Q. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ANN HAUL ROADS THAT MAY BE REQUIRED TO COMPLETE THE SITE GRADING CONSTRUCTION AND SHALL INDICATE HAUL ROADS ON EROSION AND SEDIMENT CONTROL "SITE MAP". THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE GOVERNING AUTHORITY OF EACH ROADWAY. THE CONTRACTOR SHALL POST WHATEVER SECURITY, AND COMPLY WITH ALL (CONDITIONS WHICH ARE REQUIRED BY EACH GOVERNING AUTHORITY OF EACH ROADWAY. R. IFTHE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO ACTIVE DRAIN TILE SHALL BE BACKFILLED WITHOUT REVIEW, DISCUSSION AND APPROVAL FROM THE PROJECT ENGINEER. S. FILTRATION BASIN CONSTRUCTION REQUIREMENTS: 1, HEAVY EQUIPMENT SHALL NOT TRAVEL WITHIN THE INFILTRATION BASIN AREA. EXCAVATION WITHIN THE INFILTRATION BASIN SHALL BE PERFORMED BY USE OF A BACKHOE BUCKET )WITH TEETH. THE CONTRACTOR SHALL DISC OR TILLTHE SOILS IF REQUIRED BY THE SOILS ENGINEER. 2. FILTRATION BASIN SHALL BE PROTECTED BY SILT FENCE: DURING CONSTRUCTION OF SITE GRADING, UTILITIES, AND STREETS. ALL DEPOSITED SEDIMENT DURING CONSTRUCTION ACTIVITY SHALL BE PROPERLY DISPOSED OF DOWNSTREAM OF INFILTRATION BASIN, IF POSSIBLE. 3. ALL FLARED END SECTION INLETS AND CATCH BASIN MANHOLE INLETS SHALL HAVE INLET EROSION CONTROL PROTECTION IN PLACE UNTIL FINAL STABILIZATION BASIN HAS OCCURRED. 4. FOR SEEDING REQUIREMENT SEE LANDSCAPE PLAN ONI SHEET 11.01 T. SEE EROSION CONTROL PLAN FOR SILT FENCE AND EROSION! BLANKET PLACEMENT U. SEE UTILITY PLAN FOR STORM AND DRAINTILE LOCATIONS AND ELEVATIONS 0 Rim SCALE NORTH 30 S IN 60 ilimil FEET engineering surveying planning energy 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 V63) 476.6010 telephone V63) 476.8532 facsimile www.mfra.com Client Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No. 42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DJD Approved: McB Book / Page: - -/-- Phase:PRELIMINARY Initial Issued:01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title GRADING PLAN Sheet No. Revision C4e01 Project No. FEN19169 Ian nS. 2nl2 . R29am - 10 ire 9°ASH NP LL"ASH EHIVE CB \ • ' I I TOP=932.88 III I Q POND ICE 128/12/20111 I 256 0031 18930 78TH ST W CRB�fAMILY LP EXISTING POND ' NWL=931.5 / (PER CITY AS -BUILT) !I % _'--�-__9�� 7 STORM WATER PONDING EASEMENT / u �ASEAEyL��,- �_ % !! / PILTRRATION BP< POND ICE lip-. 24" &eP FES (28/12/2011) 6" R ARCH FES 9 9 ELEV.=931.7 _ E 31.65 WL- rMT1 9 AS L 1 1,"ASH� 0 `ASH 0 CASH (SR61�1 / 3xSINCH •ASH, ELEV.-932.8 A-k EXISTING POND - NWL=932.7 _11.3X10.11 'ER CITYAS9 SHED BUILT) III I 250122300 �I' 100 78TH ST W II - CHANHASSEN HR I I 111_ 9ASH, o J I ("nsrl) o o / 11 ASH) O / T'ASH o�J /✓/ GASH 0 / 9"ASH o B"ASH 9"SASH 0 � (10 "SASH) o \" ASH Al J o l T'ASH 1 2 H) O 1a"ASH ASH. 15"ASH - T w' LL. UE - �T- \--s3a-/ (TYP)_ c U E (9°Box) I i a'enss) 12"BASS 14"NABS EXISTING BUILDING 2 STORY BLOCK 16,020 S.F. FFE=936.5 PGA -- _ p ,N Xz will M li ASFI 11"ASFI 0 0 10 1 ::::t:::::: :�1 % HINC) ►m 256860030 78 78TH ST W PEGGY M KRONICK c_ o- / o J 9 .79 _ 930.07 - ------- RE:935.45 IE:927.00 E W --- EROSION CONTROL MATERIALS QUANTITIES ITEM UNIT I QUANTITY SILT FENCE LINEAR FEET 11500 SILT DIKE I LINEAR FEET 10 BIO-ROLL LINEAR FEET 0 CONSTRUCTION ENTRANCE UNIT 1 INLET PROTECTION DEVICE (IP-1) UNIT 2 INLET PROTECTION DEVICE (IP-2) UNIT 1 LEGEND PROPOSED EXISTING CURB & GUTTER STORM SEWER DRAINTILE - ►►► - ►►► - - o00 o00 - CONTOUR 902 RIP RAP OVERFLOW ELEV. EOF XXX.X SILT FENCE----SF---- SILT DIKE ----SD____ LIMITS OF DISTURBANCE SOIL BORINGS ST-9 PA-1 DIRECTION OF OVERLAND FLOW TEMPORARY DIVERSION DITCH CHECK DAM LIMITS DRAINAGE SUB -BASIN BIO-ROLL INLET PROTECTION DEVICE 1 ® IP-1 INLET PROTECTION DEVICE 2 ® IP-2 TEMPORARY STONE CONSTRUCTION ENTRANCE TEMPORARY SEDIMENT BASIN SB TEMPORARY STORAGE AND PARKING AREA TS TEMPORARY STABILIZATION MEASURES (SEED, MULCH, MATS OR BLANKETS AS SM OUTLINED IN THE SWPPP) -SEQUENCE OF CONSTRUCTION PHASE I: 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. CONSTRUCT THE SEDIMENTATION AND SEDIMENT TRAP BASINS. 5. HALT ALL ACTIVITIES AND CONTACT THE CIVIL ENGINEERING CONSULTANT TO PERFORM INSPECTION OF BMPs. GENERAL CONTRACTOR SHALL SCHEDULE AND CONDUCT STORM WATER PRE -CONSTRUCTION MEETING WITH ENGINEER AND ALL GROUND DISTURBING CONTRACTORS BEFORE PROCEEDING WITH CONSTRUCTION. 6. CLEAR AND GRUB THE SITE. 7. BEGIN GRADING THE SITE. 8. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. PHASE II: 1. TEMPORARILY SEED DENUDED AREAS. 2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 3. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 4. INSTALL INLET PROTECTION AROUND ALL STORM SEWER STRUCTURES. 5. PREPARE SITE FOR PAVING. 6. PAVE SITE. 7. INSTALL INLET PROTECTION DEVICES. 8. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 9. REMOVE ALL TEMPORARY EROSION AND ;SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED), IF REQUIRED BY THE CONTRACT - NOTE TO CONTRACTOR THE EROSION CONTROL PLAN SHEETS ALONG'WITH THE REST OF THE SWPPP MUST BE KEPT ONSITE UNTILTHE NOTICE OF TERMINATION IS FILED WITH THE MPCA, THE CONTRACTOR MUST UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT PROBLEMS IDENTIFIED. AFTER FILING THE NOTICE OF TERMINATION, THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS, AND ALL REVISIONS TO IT MUST BE SUBMITTED TO THE OWNER, TO BE KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. AREA SUMMARY IN ACRES PAVEMENT AREA 1.01 AC± BUILDING AREA 10.48 AC± SEEDED AREA 0.55 AC± TOTAL DISTURBED 12.19 AC± PRE - CONSTRUCTION IMPERVIOUS 11.27 AC± POST - CONSTRUCTION IMPERVIOUS 1.64 AC± * REFER TO SHEET C5.03 FOR GENERAL NOTES, MAINTENANCE NOTES, LOCATION MAPS, AND STANDARD DETAILS -SOIL EROSION / SEDIMENTATION CONTROL OPERATION TIME SCHEDULE TEMPiORARY CONTROL MEASURES TEMPORARY CONSTRUCTION ROADS FOUNDATION • • • SITE CONSTRUCTION 'PERMANENT CONTROL STRUCTURES FINISH GRADING LANDSCAPING / SEED / FINAL STABILIZATION STORNA FACILITIES NE)TE C8NFF CTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE NORTH 0 30 60 SCALE IN FEET engineering surveying planning energy 14800 28th Ave N, Ste 140 Plymouth, Minnesota 55447 (763) 476.6010 telephone (763) 476.8532 facsimile www.mfra.com Client • Project 80 W• 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No.42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DfD Approved: MCB Book / Page: Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title EROSION CONTROL PLAN PHASE 1 Sheet No. Revision C5eOl Project No. FEN19169 1 Ian HS 7017-A09zm Hlk lJ)s EHIVE CB \ ' TOP=932.88 01M1\ rnAM EXISTING POND ° NWL=932.7 (( HWL=939.1 'ER CITY AS -BUILT) II U p JJ 11f � 'M Ii 1 \\ 1 TING POND I '1 1 HWL=9 3.7 I -i r (j1r (PER CITY AS -BUILT) STORM WATER PONDING EASEMENT ILI A �MEy7 �\ = / /� / FILTRATION BASK I1 .1&FES A^A WAREHOUSE RETAIL r PROPOSED BUILDING 20,600 S.F. FIFE = 940.1 OFFICE r+p - - __ r RE: 935.45 yy IE:927.00 E W r- - -- - 6 R�R)ARCH FES -` T E 31.66 I Jim •* M LIZ o 93 G EROSION CONTROL MATERIALS QUANTITIES ITEM I UNIT I QUANTITY SILT FENCE I LINEAR FEET 1650 SILT DIKE I LINEAR FEET 10 BIO-ROLL LINEAR FEET 130 CONSTRUCTION ENTRANCE I UNIT I 1 INLET PROTECTION DEVICE (IP-1) UNIT 2 INLET PROTECTION DEVICE (IP-2) UNIT 1 - LEGEND PROPOSED EXISTING CURB & GUTTER STORM SEWER DRAINTILE - ►►► - ►►► - - ooP oon - CONTOUR 902 RIP RAP OVERFLOW ELEV. IIIIl EOF XXX.X SILT FENCE - - - - SF - - - - SILT DIKE ----SD---- LIMITS OF DISTURBANCE SOIL BORINGS ST-9 PA 31,i, DIRECTION OF OVERLAND FLOW TEMPORARY DIVERSION DITCH CHECK DAM LIMITS DRAINAGE SUB -BASIN BIO-ROLL INLET PROTECTION DEVICE 1 ® IP-1 INLET PROTECTION DEVICE 2 ® IP-2 TEMPORARY STONE CONSTRUCTION ENTRANCE TEMPORARY SEDIMENT BASIN --vwi SB TEMPORARY STORAGE AND PARKING AREA E{ TS TEMPORARY STABILIZATION MEASURES (SEED, MULCH, MATS OR BLANKETS AS 4SM OUTLINED IN THE SWPPP) SEQUENCE OF CONSTRUCTION PHASE I: 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. CONSTRUCT THE SEDIMENTATION AND SEDIMENT TRAP BASINS. 5. HALT ALL ACTIVITIES AND CONTACT THE CIVIL ENGINEERING CONSULTANT TO PERFORM INSPECTION OF BMPs. GENERAL CONTRACTOR SHALL SCHEDULE AND CONDUCT STORM WATER PRE -CONSTRUCTION MEETING WITH ENGINEER AND ALL GROUND DISTURBING CONTRACTORS BEFORE PROCEEDING WITH CONSTRUCTION. 6. CLEAR AND GRUB THE SITE. 7. BEGIN GRADING THE SITE. 8. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. PHASE II: 1. TEMPORARILY SEED DENUDED AREAS. 2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 3. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 4. INSTALL INLET PROTECTION AROUND ALL STORM SEWER STRUCTURES. 5. PREPARE SITE FOR PAVING. 6. PAVE SITE. 7. INSTALL INLET PROTECTION DEVICES. 8. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 9. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED), IF REQUIRED BY THE CONTRACT NOTE TO CONTRACTOR THE EROSION CONTROL PLAN SHEETS ALONG WITH THE REST OF THE SWPPP MUST BE KEPT ONSITE UNTIL THE NOTICE OF TERMINATION IS FILED WITH THE MPCA, THE CONTRACTOR MUST UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT PROBLEMS IDENTIFIED. AFTER FILING THE NOTICE OF TERMINATION, THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS, AND ALL REVISIONS TO IT MUST BE SUBMITTED TO THE OWNER, TO BE KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. AREA SUMMARY IN ACRES PAVEMENT AREA 1.01 AC± BUILDING AREA 10.48 AC± SEEDED AREA 10.55 AC± TOTAL DISTURBED 12.19 AC± PRE - CONSTRUCTION IMPERVIOUS 11.27 AC± POST -CONSTRUCTION IMPERVIOUS 1.64AC± * REFER TO SHEET C5.03 FOR GENERAL NOTES, MAINTENANCE NOTES, LOCATION MAPS, AND STANDARD DETAILS -SOIL EROSION / SEDIMENTATION CONTROL OPERATION TIME SCHEDULE ld$TE C8N-T*ACTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE 0 Rio SCALE NORTH 30 I!!S� IN 60 imil FEET engineering surveying planning energy Client 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 (763) 476.6010 telephone 1763) 476.8532 facsimile www.mfra.com 3 .r Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No. 42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/sG Drawn: DfD Approved: MCB Book / Page: /- - Phase:PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title EROSION CONTROL PLAN PHASE 2 Sheet No. Revision C5e02 Project No. FEN19169 Imr�JS\�I]111F!'TC\GGN59169\dwo\fiuil\19160-fS 01-FR(1CION dw0 EROSION & SEDIMENTATION CONTROL NOTES & DETAILS / "SITE MAP" 1- cNOCTAW 0 0-.4A DR, CIR. U )R. I� v G 0 f o9�y NI L pR• Lotus Sq�O), OOK RD• Igl10101 H �x • Po BIG WOOpLake S'`..,-. "�P 4% m o 9 BLVD. �� c r�n'O DR. s9 OP �9 2 CI R. rF�, 01V OGP FRONTIER vN S� WILLOW VIEW �Ai ��• � � W1pVQ • o k� N ONE S7fRR4 a MAPLE Z >1tiR�P CC4 IR. x TR. gAS5W00D� JR. W DR. HI HLAND DR. < 0VP z " W CIMARRO _ a a r DR. CIR. SITE R. 1 o� DE4 N ROR pR' `` g h W.76th TA T F E FT R. o z �OR �O J Nr AGE R0. a; o P q. > W� 77th CtyJ]VW>I Er 77th ST. `tHIQICHAN EW = CHAN VI EW ST. D� Igl n W.78th ST. O W. 78th i i aF`s m , W T,MARKET DR. J� S.I.aQT9 ' W. '1°'xr a D Q a o "EYE -NNE w CIR. CIR. Oo w S1.e ._. \N v 1a1 BD - SITE LOCATION MAP NOT TO SCALE G O O00 Qo O �0 o O c 60 0r'O t 2" TO 3" GRAVEL CONSTRUCT 2' HIGH BERM WITH MAXIMUM SIDE SLOPE OF 4:1 ' O .60oc.l, oU O O °� p J�O( °O0000 oUOU 000 NOTE: THE ROCK ENTRANCES SHALL BE INSTALLED O 00Q PRIOR TO THE START OF ANY SITE WORK THE ROCK ENTRANCES SHALL BE INSPECTED FOLLOWING EACH MAINTENANCE EROCK ENTRANCES SHALL INCLUDE ATOP DRESSING EW GRA ELOR oaVVPEO REMOVAL AND REPLACEMENT OF THE GRAVEL AS NEEDED, TO KEEP THE ENTRANCE FREE FROM COLLECTED MUD.. - ROCK ENTRANCE DRIVE NOT TO SCALE DEVELOPER: FENDLER PATTERSON CONSTRUCTION 4839 WEST 124TH STREET SAVAGE, MN 55378 TEL 952-890-4346 SITE OPERATOR / GENERAL CONTRACTOR: FENDLER PATTERSON CONSTRUCTION 4839 WEST 124TH STREET SAVAGE, MN 55378 TEL 952-890-4346 2" X 2" WOOD OR STEEL T-POSTS DIRECTION OF DRAINAGE z ry USGS MAP NOT TO SCALE WOVEN MOINOFILAMENT GEOTEXTILE MATERIAL BACKFILL 6" )K 6" TRENCH UNDISTURBED SOIL --SILT FENCE DETAIL NOT TO SCALE ATTACH THE WOVEN WIRE 5' MIN. FENCE TO EACH POST WITH TYP. THREE WIRE TIES OR OTHER FASTENERS (SEE NOTE 1) eo CROSS BRACE �g _Z z_ 2" X 4" WOOD FRA DROP INL WITH GRATE `- SIGN TO INDICATE THE LOCATION OF THE CONCRETE WASHOUTAREA GROUND SURFACE BERM AROUND PERIMETER 12" MIN 12" MIN 2'4' MIN COMPACTED EMBANKMENT 8' X 8' MIN OR AS MATERIAL (TYP.) REQUIRED TO CONTAIN WASTE 3:1 OR FLATTER CONCRETE SIDE SLOPES NOTES: 1. CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIORTO ANY CONCRETE PLACEMENT ON SITE. LINED WITH MINIMUM 10 MIL THICK 2. CONCRETE WASHOUT AREA SHALL BE LIN K PLASTIC O A C LINER. 3. VEHICLE TRACKING CONTROL IS REQUIRED IF ACCESS TO CONCRETE WASHOUT AREA IS OFF PAVEMENT. 4. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, ATTHE WASHOUT AREA, AND ELSEWHERE AS NECESSARY TO CLE ARLY INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREATO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. 5. THE CONCRETE WASHOUT AREA SHALL BE REPAIRED AND ENLARGED OR CLEANED OUT AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE. 6. ATTHE END OF CONSTRUCTION, ALL CONCRETE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF AT AN ACCEPTED WASTE SITE. 7. WHEN THE CONCRETE WASHOUT AREA IS REMOVED, THE DISTURBED AREA SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER ACCEPTED BY THE CITY. - CONCRETE WASHOUT AREA NOT TO SCALE SILT FENCE MATERIAL TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH THREE TIES SPACED AT 30" ON CENTER (SEE NOTE 1) X 4" STAKE VERLA SECURELY FASTEN OVERLAPPING ENDS OF SILT FENCE MATERIAL TO ADJACENT STAKES WITH THREE WIRE TIES OR OTHER FENCE WITH SILT FENCE MATERIAL COVER EXTEND WIRE FENCE \ POSTS: 2 X 4 WOODEN STAKE FENCE: A MIN. OF 3" INTO /\/\/\ WOVEN WIRE, 14-1/2 GA., 6" MAX. MESH OPENING FABRIC: IN ACCORDANCE WITH GROUND /\/\,i\ EXTEND SILT FENCE ASTM D 6461 LATEST EDITION. i\\j/\\j/\\ MATTERIAL A MIN. OF NTO GROUND 1. ATTACH THE WOVEN WIRE FENCE TO EACH POST AND THE GEOTEXTILE TO THE WOVEN WIRE (FENCE (SPACED EVERY 30") WITH THREE WIRE TIES OR OTHER FASTENERS, ALL SPACED WITHIN THE (TOP 8" OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1" VERTICALLY APART. 2. WHEN TWO SECTIONS OF SILT FENCE MATERIAL ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED ACROSS TWO POSTS. 3. MAINTENANCE SHALL BE PERFORMED AS NOTED IN THE SWPPP. DEPTH OF ACCUMULATED SEDIMENTS MAY NOT EXCEED ONE-HALF THE HEIGHT OF THE FABRIC. MAINTENANCE CLEANOUT MUST BIE CONDUCTED REGULARLY TO PREVENT ACCUMULATED SEDIMENTS FROM REACHING ONE-HALF THE HEIGHT OF THE SILT FENCE MATERIAL ABOVE GRADE. 4. ALL SILT FENCE INLETS SHALL INCLUDE WIRE SUPPORT. -SILT FENCE INLET PROTECTION (IP-1) NOT TO SCALE MIRAFIFF101^U ROAD DRAIN CASTING APPLICABILTY • NEENAH R-3067 • NEENAH R-3512 - ROAD DRAIN INLET PROTECTION (IP-2) NOT TO SCALE GENERAL EROSION NOTES: 1. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. WHERE A CONFLICT EXISTS BETWEEN LOCAL JURISDICTIONAL STANDARD SPECIFICATIONS AND MFRA STANDARD SPECIFICATIONS, THE MORE STRINGENT SPECIFICATION SHALLAPPLY. 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATIONS AND/OR ELEVATIONS OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS IS A UTILITY QUALITY LEVEL D. THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF Cl/ASCE 38-02, ENTITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." THE INFORMATION 15 NOTTO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CONTACT ALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. THE LOCATIONS OF SMALL UTILITIES SHALL BE OBTAINED BY THE CONTRACTOR BY CALLING MINNESOTA GOPHER STATE ONE CALL AT 800-252-1166 OR 651-454-0002 3. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE EXISTING CONDITIONS SHOWN ON THIS PLAN ARE BASED UPON AN ALTA OR TOPOGRAPHIC SURVEY PREPARED BY MFRA DATED 12/30/2011. IF CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS WITHOUT EXCEPTION, THEY SHALL HAVE MADE, ATTHEIR EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT ITTO THE OWNER FOR REVIEW. SEE ATTACHED SURVEY SHEETS, 4. THE GENERAL CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES OCCURRING TO THE ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 5. THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) IS COMPRISED OF THIS DRAWING (EROSION & SEDIMENTATION CONTROL PLAN-ESC PLAN), THE STANDARD DETAILS, THE PLAN NARRATIVE, AND ITS APPENDICES, PLUS THE PERMIT AND ALL SUBSEQUENT REPORTS AND RELATED DOCUMENTS. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETING & SUBMITTING THE APPLICATION FOR THE MPCA GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITY. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE SWPPP AND THE STATE OF MINNESOTA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR WITH THEIR CONTENTS. THE SWPPP AND ALL OTHER RELATED DOCUMENTS MUST BE KEPT ATTHE SITE DURING CONSTRUCTION. 7. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES (BMP'S) AS REQUIRED BY THE SWPPP & PERMITS. THE CONTRACTOR SHALL OVERSEE THE INSPECTION & MAINTENANCE OF THE BMP'S AND EROSION PREVENTION FROM BEGINNING OF CONSTRUCTION AND UNTIL CONSTRUCTION IS COMPLETED, IS APPROVED BY ALL AUTHORITIES, THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED WITH THE MPCA BY EITHER THE OWNER OR OPERATOR AS APPROVED ON PERMIT. ADDITIONAL BMP'S SHALL BE IMPLEMENTED AS DICTATED BY CONDITIONS AT NO ADDITIONAL COST TO OWNER THROUGHOUT ALL PHASES OF CONSTRUCTION. 8. CONTRACTOR SHALL COMPLY WITH TRAINING REQUIREMENTS IN PART III.A.2 OF THE GENERAL PERMIT. 9. BMP'S AND CONTROLS SHALL CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPLICABLE. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR OWNER. 10. ESC PLAN MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTIVITY IMPACTING STATE WATERS OR REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES. 11. CONTRACTOR SHALL MINIMIZE CLEARING TO THE MAXIMUM EXTENT PRACTICAL OR AS REQUIRED BY THE GENERAL PERMIT. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THE ESC PLANS SHALL BE CLEARLY DELINEATED (E.G. WITH FLAGS, STAKES, SIGNS, SILT FENCE, ETC.) ON THE DEVELOPMENT SITE BEFORE WORK BEGINS. GROUND DISTURBING ACTIVITIES MUST NOT OCCUR OUTSIDE THE LIMITS OF DISTURBANCE. 12. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. 13. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) MUST BE LIMITED TO A DEFINED AREA OF THE SITE AND SHALL BE CONTAINED AND PROPERLY TREATED OR DISPOSED. NO ENGINE DEGREASING IS ALLOWED ON SITE. 14. ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK -PROOF CONTAINMENT FACILITY OR IMPERMEABLE LINER. A COMPACTED CLAY LINER THAT DOES NOT ALLOW WASHOUT LIQUIDS TO ENTER GROUND WATER IS CONSIDERED AN IMPERMEABLE LINER. THE LIQUID AND SOLID WASTES MUST NOT CONTACTTHE GROUND, AND THERE MUST NOT BE RUNOFF FROM THE CONCRETE WASHOUT OPERATIONS OR AREAS. LIQUID AND SOLID WASTES MUST BE DISPOSED OF PROPERLY AND IN COMPLIANCE WITH MPCA REGULATIONS. A SIGN MUST BE INSTALLED ADJACENTTO EACH WASHOUT FACILITY TO INFORM CONCRETE EQUIPMENT OPERATORS TO UTILIZE THE PROPER FACILITIES. 15. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS. 16. DUST ON THE SITE SHALL BE CONTROLLED. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. 17. SOLID WASTE: COLLECTED SEDIMENT, ASPHALT & CONCRETE MILLINGS, FLOATING DEBRIS, PAPER, PLASTIC, FABRIC, CONSTRUCTION & DEMOLITION DEBRIS & OTHER WASTES MUST BE DISPOSED OF PROPERLY & MUST COMPLY WITH MPCA DISPOSAL REQUIREMENTS. 18. HAZARDOUS MATERIALS: OIL, GASOLINE, PAINT & ANY HAZARDOUS SUBSTANCES MUST BE PROPERLY STORED, INCLUDING SECONDARY CONTAINMENT, TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. RESTRICTED ACCESS TO STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. STORAGE & DISPOSAL OF HAZARDOUS WASTE MUST BE IN COMPLIANCE WITH MPCA REGULATIONS. 19. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE SWPPP, SHALL BE INITIATED AS SOON AS PRACTICABLE AND PRIOR TO SOIL DISTURBING ACTIVITIES UPSLOPE. 20. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS STOPPED SHALL BE TEMPORARILY SEEDED, WITHIN 14 DAYS OF INACTIVITY. SEEDING SHALL BE IN ACCORDANCE WITH MN/DOT SEED MIXTURE NUMBER 100 OR 110 DEPENDING ON THE SEASON OF PLANTING ( SEE MN/DOT SPECIFICATION SECTION 2575.3) SEEDING METHOD AND APPLICATION RATE SHALL CONFORM TO MN/DOT SPECIFICATION SECTION 2575.3. TEMPORARY MULCH SHALL BE APPLIED IN ACCORDANCE WITH MN/DOT SPECIFICATION SECTION 2575.3F1 AND 2575.3G.. ALTERNATIVELY, HYDRAULIC SOIL STABILIZER IN ACCORDANCE WITH MN/DOT SPECIFICATION SECTION 2575.3H MAY BE USED IN PLACE OF TEMPORARY MULCH. N OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY 21. DISTURBED PORTIONS STABILIZED. THESE AREAS SHALL BE STABILIZED IN ACCORDANCE WITH THE TIME TABLE DESCRIBED ABOVE. REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN FOR VEGETATIVE COVER. 22, CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT FROM CONVEYANCES & FROM TEMPORARY SEDIMENTATION BASINS THATARE TO BE USED AS PERMANENT WATER QUALITY MANAGEMENT BASINS. SEDIMENT MUST STABILIZED TO PREVENT IT FROM BEING G WASHED BACK INTO THE BASIN CONVEYANC ES, OR A DISCHARGING OFF -SITE R TO SURFACE WATERS. THE CLEANOUT OF PERMANENT BASINS MUST B DRAIN GEWAYS DISC ARG NG OF 5 E 0 S 5 E SUFFICIENT TO RETU RN THE BASIN TO DESIGN CAPACITY. 23. ON -SITE & OFF -SITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BMPS. STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND PERMITTED IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. 24. TEMPORARY SOIL STOCKPILES MUST HAVE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS & CANNOT BE PLACED IN SURFACE WATERS„ INCLUDING STORMWATER CONVEYANCES SUCH AS CURB & GUTTER SYSTEMS OR CONDUITS & DITCHES. 25. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND. EROSION. 26. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL MEASURES (SILT FENCES, CHECK DAMS, INLET PROTECTION DEVICES, ETC.) TO PREVENT EROSION. 27. ALL CONSTRUCTION SHALL BE STABILIZED ATTHE END OF EACH WORKING DAY, THIS INCLUDES BACKFILLING OF TRENCHES FOR UTILITY CONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD CONSTRUCTION. - MAINTENANCE NOTES: ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE. THE DESIGNATED CONTACT PERSON NOTED ON THIS PLAN MUST SSEMBLY ROUTINELY INSPECT THE CONSTRUCTION ON SITE ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN )X 24 HOURS. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. ALL SILT FENCES MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/3 OF THE HEIGHT OF THE FENCE. THESE REPAIRS MUST BE MADE WITHIN 24 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. 2. TEMPORARY AND PERMANENT SEDIMENTATION BASINS MUST BE DRAINED AND THE SEDIMENT REMOVED WHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME. DRAINAGE AND REMOVAL MUST BE COMPLETED WITHIN 72 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS (SEE PART IV.D, OF THE GENERAL PERMIT). 3. SURFACE WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS, MUST BE INSPECTED FOR EVIDENCE OF SEDIMENT BEING DEPOSITED BY EROSION. THE CONTRACTOR MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS, AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. THE REMOVAL AND STABILIZATION MUSTTAKE PLACE WITHIN SEVEN (7) DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. THE CONTRACTOR SHALLUSE ALL REASONABLE EFFORTSTO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN (7) CALENDAR DAYS OF OBTAINING ACCESS. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK. 4. CONSTRUCTION SITE VEHICLE EXIT LOCATIONS MUST BE INSPECTED FOR EVIDENCE OF OFF -SITE SEDIMENT TRACKING ONTO PAVED SURFACES. TRACKED SEDIMENT MUST BE REMOVED FROM ALL OFF -SITE PAVED SURFACES, WITHIN 24 HOURS OF DISCOVERY, OR IF APPLICABLE, WITHIN A SHORTER TIME TO COMPLY WITH PART IV.C.6 OF THE GENERAL PERMIT. 5. THE CONTRACTOR IS RESPONSIBLE FOR THE OPERATION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS, AS WELL AS ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS, FOR THE DURATION OF THE CONSTRUCTION WORK AT THE SITE. THE PERMITTEE(S) ARE RESPONSIBLE UNTIL ANOTHER PERMITTEE HAS ASSUMED CONTROL ACCORDING TO PART II.B.5 OVER ALL AREAS OF THE SITE THAT HAVE NOT BEEN FINALLY STABILIZED OR THE SITE HAS UNDERGONE FINAL STABILIZATION, AND A NOT HAS BEEN SUBMITTED TO THE MPCA. 6. IF SEDIMENT ESCAPESTHE CONSTRUCTION SITE, OFF -SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED IN A MANNER AND AT A FREQUENCY SUFFICIENT TO MINIMIZE OFF -SITE IMPACTS (E.G., FUGITIVE SEDIMENT IN STREETS COULD BE WASHED INTO STORM SEWERS BY THE NEXT RAIN AND/OR POSE A SAFETY HAZARD TO USERS OF PUBLIC STREETS). 7. ALL INFILTRATION AREAS MUST BE INSPECTED TO ENSURE THAT NO SEDIMENT FROM ONGOING CONSTRUCTION ACTIVITIES IS REACHING THE INFILTRATION AREA AND THESE AREAS ARE PROTECTED FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT DRIVING ACROSS THE INFILTRATION AREA. engineering surveying planning energy 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 17631476.6010 telephone (7631476.8532 facsimile www.mfra.com Client 1 e �r F CONSTRUCTION O Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No. 42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DJD Approved: MCB Book / Page: - -/-- PhaSe:PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title EROSION CONTROL NOTES & DETAILS Sheet No. Revision C5e03 I Jan 05, 2012 - 8:30ann - User:225 Project No. FEN19169 EHIVE TOP=932. POND ICE (28/12/2011) ELEV.-932.8 EXISTING POND NWL=932.7 HWL=939.1 (PER CITY AS -BUILT) 250122300 100 78TH ST W CHANHASSEN HRp UTILITY EASEMENT ■lifer 0 w lif 0 0 I b� I� .r , EXISTING POND NWL=931.5 / (PER CITY AS -BUILT) / pp,, STORM WATER PONDING EASEMENT / FILTRATION BFa< POND ICE 4" RAP FES �� (28/12/2011) -nz. ne -. , ELEV.-931.7 RC FES W/ RIP RAP IE=934.50 40 LF-10" PVC,SCH 40 ROOF DRAIN AT 1.0% WAREHOUSE II RETAIL PROPOSED BUILDING 20,600 S.F. G FIFE = 940.1 P 6" WATER OFFICEZ SERVICE 6" SANITARY SERVICE IE=931.85 30 LF-6" PVC, SCH 40 AT 1.6% / MH 2 RE=937.40 IE=931.55 t 12" RCP Ff3" \ 6" WET -TAP W/ 6" GATE VALVE _ 155 LF-6" PVC, SCH 40 AT 1.0% 256860031 18930 78TH ST W CR8 FAMILY LP 36" RCP ARCH FES IE=931.65 GAIN, of a 256860030 0 78 78TH ST W Of PEGGY M KRONICK r� "17 0 u n 15LF-12" 1 m RCP AT 1.07f\ STORMCEPTER MH RE=937.0 CB 1 I IE=932.85 (FIELD VERIFY IE) RE=936.0 o CONSTRUCT OVER EXISTING PIPE IE=933.0 MH1� RE=937.05 IE=930.0 t - FIELD VERIFY IE_ REMOVE EXISTING CLEANOUT AND CONSTRUCT MANHOLE OVER EXISTING PIPE. RE:935.45 IE:927.00E W RE: 934.79 IE: 930.07 LEGEND PROPOSED EXISTING CURB &GUTTER STORM SEWER C 0 SANITARY SEWER ♦- -♦ v 10 FORCEMAIN (SAN.) v O WATERMAIN EASEMENT - DRAINTILE GAS LINE UG uG ELECTRIC LIE UE TELEPHONE UT UT - UTILITY CONSTRUCTION NOTES A. THE UTILITY IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "STANDARD UTILITIES SPECIFICATIONS" AS PUBLISHED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM), EXCEPT AS IMODIFIED HEREIN. CONTRACTOR SHALL OBTAIN A COPY OF THESE SPECIFICATIONS. 1. ALL UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE TO CITY REQUIREMENTS. 2. CONTRACTOR SHALL NOT OPEN, TURN OFF, INTERFERE WITH, OR ATTACH ANY PIPE OR HOSE TO OR TAP WATERMAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BY THE CITY. ANY ADVERSE CONSEQUENCES OF ANY SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE THE LIABILITY OF THE CONTRACTOR 3. A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL WATERMAIN AND SEWER MAIN (BUILDING, STORM AND SANITARY) CROSSINGS. B. ALL MATERIALS SHALL BE AS SPECIFIED IN CEAM SPECIFICATIONS EXCEPT AS MODIFIED HEREIN. 1. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. 2. ALL SANITARY SEWER TO BE PVC SDR-35, UNLESS NOTED OTHERWISE. 3. ALL WATERMAIN TO BE DUCTILE IRON - CLASS 52, WITH 7.5 FEET MINIMUM COVER. 4. ALLSTORM SEWER PIPE TO BE HDPE WITH WATERTIGHT JOINTS. 5. RIP RAP SHALL BE Mn/DOT CLASS 3. C. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF VESTIBULE, EXIT PORCHES, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. D. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THATTHE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. THE LOCATIONS OF SMALL UTILITIES SHALL BE OBTAINED BY THE CONTRACTOR, BY CALLING GOPHER STATE ONE CALL AT 454-0002. E. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. F. SAFETY NOTICE TO CONTRACTORS: IIN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUITY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE (CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. G. ALL AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE DISTURBED BY UTILITY CONSTRUCTION SHALL BE RESTORED IN KIND. SODDED AREAS SHALL BE RESTORED WITH 6 INCHES OF TOPSOIL PLACED BENEATH THE SOD. H. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. I. ALL SOILS TESTING SHALL BE COMPLETED BY AN INDEPENDENT SOILS ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE OR UNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE SOILS ENGINEER. THE UTILITY BACKFILL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE SOILS ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL'S TESTS AND SOIL INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING SOIILS REPORT WAS COMPLETED ON APRIL 11, 2011: COMPANY: BRAUN INTERTEC ADDRESS: 1826 Buerkle Road Saint Paul, MN 55110 PHONE: 651.487.3245 DATED:XX-XX-2011 J. PRIOR TO PLACEMENT OF AGGREGATE BASE, A TEST ROLL WILL BE REQUIRED ON THE STREET AND PARKING AREA SUBGRADE. THE CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 2:5 TONS. THE TEST ROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILS ENGINEER. THE SOILS ENGINEER SHALL DETERNAINE WHICH SECTIONS OF THE STREET OR PARKING AREA ARE UNSTABLE. CORRECTION OF THE SUIBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS ENGINEER. K. WATERMAIN SHALL MAINTAIN 7.5' IOF COVER L. ALL SANITARY SEWER WITH LESS THAN 7.5' OF COVER SHALL BE INSULATED WITH 6" INSULATION SURROUNDING THE PIPE. SEE DETAdL ON SHEET C9.01. -STORM SEWER STRUCTURE SCHEDULE NUMBER TYPE SIZE CASTING* STMH 1 STORM MANHOLE 48" R-17313 STMH 2 STORM MANHOLE 48" R-3067 CBMH 3 CATCH BASIN MANHOLE 48" R-3067-V CBMH 4 CATCH BASIN MANHOLE 48" R-3067-V CBS CATCH BASIN 2'x3' R-1733 CBMH 6 CATCH BASIN MANHOLE 48" R-3067-V STMH 7 STORM MANHOLE 48" R-1733 CB 8 CATCH BASIN 2'xT R-3067-V CB 9 I CATCH BASIN 2'x3' R-3067-V *INDICATES NEENAH FOUNDRY CASTING NO., OR APPROVED EQUAL NORTH 0 30 60 SCALE IN FEET t"v Wi nf ra engineering surveying planning energy Client Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No.42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: D3D Approved: MCB Book / Page: Phase: PRELIMINARY PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title UTILITY PLAN Sheet No. Revision C6e01 Project No. FEN19169 05. 2012-8:36am-Uscr:225 4-1 2560031 18930 8TH ST W ,/�e,/�✓�j� / // / / i CRVAMILY LP STORM WATER PONDING EASEMENT / 9n9/ y UTILyT ASEIAE�T�\ ' �/ / / / POND ICE / 9akti�//� / (28/12/2011) 1 .0 9� je� s.o U.0 `.0 t 0 �. .o . 9 _ b.o b.o 0.0 b.0 b.o b.0 ''Ei91'� 0 b.0 b.1 b.o _ o.0 .o fi.o b.o b.o 0 b.o U.o b.o t.0 .a b.o b.a/ 5 b.o 5. U.o s.o U.o "-" ��.�.0 b d b.o b.a b.o b.o 5 5.1 / jb.t.0 /b U.0 b.l h.2 X//( / b .o b.o 5.1 5.3 i ,9 S.o b.0 5.1 5.1 �j \ 5.0 5.1 5.2 .4 6 �\ b.o t..o .z b b.o .o IU. b..o b.oe b.o 1 �I � 5.1 b. UI1t saz 5. POND ICE I IVO 5.2 5. 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V' .5 b.4 5.4 b.4 5.4 5.4 U.3 5.2 U.1 0.1 5.0 5.0 .1 5.1 U.i t,i �5 J 6.1\ 1 .z b.z t.2 t.z 2 a -b�� U.2 s.z U.z b.z U.z b. 0 .o b.o 1 5.1 .1 5.1 te-r-5T b.l�b.3'" D.1 b.l U.1 U. ro o s.o b.o b.o 5.eeje1U.o .o b.o s.o _"5-.v- ILL-93U 0 s.o b.o b.o b.o b.o �b.o,-'f`i� 9 b.o t1b) b.o b.o b.o b.o t. 111-11t�.0 b.0 b.o .'� -- -- -- -- -- - - - - LEGEND PROPERTY LIMIT CURB & GUTTER EASEMENT BUILDING RETAINING WALL WETLAND LIMITS TREELINE SAWCUT LINE SIGN PIPE BOLLARD NUMBER OF PARKING STALLS PER ROW KEY NOTE MAINTAINED LIGHT LEVELS AT 0' HIGH USING FIXTURES ON SCHEDULE LAMPS= PHILIPS MASTERCOLOR- 90CRI, 420CK (420583-1) LEDs= 4000-4500K TYPE W2 HAS INTEGRAL OCCUPANCY SENSOR TO DIM OUTPUT 25' TALL STEEL POLE, 3' TALL CONCRETE BASE PROPOSED- EXISTING STANDARD DUTY ------ -�`� ---""'- ASPHALT PAVING dL�0000 HEAVY DUTY ASPHALT PAVING CONCRETE PAVING A n O O ALD, Inc. ARCHITECTURAL LIGHTING DESIGNS,INC. 2920 ANTHONY LANE ST. ANTHONY, M 55418 612-252-4100, 612-252-4141 fax CONTACT: SCOTT HP.RMES FIXTURES MUST BE THE FOLLOWING: Filename: I:\ME'RA\2012\Goodwill Chanhassen CHAN LTG.AGI Qty Symbol Label Description Date:1/2/2012 I Arrangement LEE Lim1. Lumens Leap Lunnens Lun. Watts 2 A GARDCO HPV19-2-5XVF-250PS,4H/25' POLE, (3' Tall base) BACK -BACK 0.800 14873 22500 291 2 B GARDCO HPV19-1-3/4XVF-250PSMR/25' POLE, (3' Tall base) SINGLE 0.800 8989 22500 291 11 W GARDCO 121-CWL-WT-50LA-NW (Wall Mtd) SINGLE 0.850 3153 N.A. 49.5 5 W2 GA.RD;:O l21-MRM-WT-50LA-NW (Wall Mtd w/motion sensor) SINGLE 0. 850 3153 N.A. 49.5 2 7, Ol"IEGA OM6LE027U-R6LED40KWLCS (Recessed in Canopy) SINGLE 0. 850 1783 N.A. 26.8 Calculation Summary labelI CalcType Units Avg Max Min Av /Min Max/Min ALL AREA Illuninance I Fc 1 0.71 1 11.3 1 0.0 IN.A. I N.A. PARKING AREA ONLY I Illumiinance I Fc 1 1.43 1 2.9 1 0.5 1 2.86 5.80 r TYPES A,B TYPES W,WZ FULL CUTOFF FULL CUTOFF 25' TALL POLE WALL MOUNTED 3' TALL CONCRETE BASE. TYPES W2,W3 HAVE INTEGRAL OCCUPANCY SENSORS TO DIN LED DISCLAIMER OUTPUT. This lighting plan specifies luminaires siqpplied by ALD. Any deviation fran this plan or use. of luminaires other than ALD products will require full sutsnittal of fixture sample, drawings, and lighting plan to city, engineer and landscape architect for prior approval. These calculations are NOT valid for owner or city approval using any "non -ALL represented procLact" or fixtures not shown on this plan. Fixtures =at be provided by ALL. Calculations Have been perfomed with our best interpretation of the details given to us. Scare differences between Treasured and calculated results may occur due to intolerances in calculation methods, testing procedures, curponent perfoanance, measurement techniques ques and field conditions such as voltage, temperature variations, lace manufacturer variations, and other variables. Calculations do not take into consideration objects such as, but not limited to, trees, buildings, paverent, sidewalk, or cars. Calculation values represent horizontal (i.e. light meter facing straight up) illuninance FC levels (unless otherwise noted). If the real emrirornent conditions do not match the input data, differences will occur between Treasured values and calculated values. ALD is not responsible for acquiring or interpreting any local lighting codes. These lighting calculations are not a substitute for independent engineering analysis by a professional engineer. TYPES 2 FULL CUTOFF RECESSED DOWNLIGNT MID IN CANOPY. MOUNT HEIGHT Ludo Label Z 7. A 27 1 A 27 2 A 27 2 A 27 3 B 27 4 B 27 5 W 13.5 6 W 13.5 7 W 13.5 8 W 13.5 9 W 13.5 10 W 13.5 11 W 13.5 12 W 13.5 13 W 13.5 14 W 13.5 15 W 13.5 16 w2 13.5 17 W2 13.5 18 W2 13.5 19 W2 13.5 20 W2 13.5 21 Z 10.5 22 Z 10.5 NORTH 0 30 60 SCALE IN FEET engineering surveying planning energy Client 14800 20 Ave. N, Ste 140 Plymouth, Minnesota 55447 (1631476.6010 telephone V631476.8532 facsimile www.mfra.com f Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No.42661 Date: XX/XX/2011 If applicable, contact us fora wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: D)D Approved: MCB Book / Page: --/-- Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title SITE LIGHTING PLAN Sheet No. Revision M Jan 05. 2012 - 9:31am - User.237 Project No. FEN19169 _6;1 Distance to variable 1 /2"r 3"r 1 /2"r Top Bituminous Material 1 ` , . � slope 3/4" per ft p a p MnDOT B618 • Concrete Curb and Gutter 8" 18" I _ 6•_ I Distance to variable 1/2"r g•r 1 /2„r Top Bituminous Material elope •' 3/per ft MnDOT B612 Concrete Curb and Gutter NOTE: For Use Only with Private Driveways, B" 1z" Parking Lots, or Medians. 28"R 12"R 16" r Top Bituminous Material 68"R /l SURMOUNTABLE o \ 1/2". r, \ Concrete Curb and Gutter 17 1/2" 28" 4" 8" 1 1 /8 r Bituminous Bituminous Curb o Surface 6" Shoe Formed CV-T aff OF TYPICAL CURB CH=SEN AND GUTTER REVISED:2-08 ENGINEERING DEPARTMENT PLATE NO.: 5203 FILE NAME: G: ENG SPECS 5203 O Sip�FSG`rF\ q,J°Fs o�tq�ti�y/s '!'gFT9'P5�Y T /�o �ti c POSSIBLE CURB TO HOLD Qp ADJACENT GROUND CA0 1 sYOAF, 15' A M PX s`aPEM�aaEo O og Ft IFS`OPEPRE .c.FT.IFj' SV OoaVl- svo-, 0 o5 VA IV Or\N FRONT FACE OFCURB OPTIONAL PARALLEL RAMP (FOR NARROW SIDEWALKS ADJACENT TO CURB) ISOMETRIC VIEW A POSSIBLE CURB TO HOLD r ADJACENTGROUND FRONT FACE OF CURB c ooze W-0" 4'-0" MIN 10'-0" A f� PARALLEL RAMP 0.05 FT/FT SLOPE PREFERRED PLAN VIEW 0.08 FT/FT SLOPE MAX • POSSIBLE CURB TO HOLD ROUND ALL SLOPED j ADJACENT GROUND ('INTERSECTIONS 10'-0" IV CURB) 4'-0" MIN 6'8" (4" CURB) ELEVATION CURB OR SIDEWALK WIDTH CURB AND GUTTER % T 10--0" (6" CURB) �� NOTES: 6'8" (4" CURB) 11.. 1121NCH PREFORMED JOINT FILLER POSSIBLE CURB TO HOLD MATERIAL, AASHTO M 213. ADIACENTGROUND O2. THE REASON FOR USING THIS VARIATION - INSTEAD OF THE OFFICIAL DESIGN SHALL BE DOCUMENTED. IF A LARGE AMOUNT OF WATER IS EXPECTED FROM THE �'} T MAX CROSS SLOPE ADJACENT PROPERTY, THE DESIGNER CONCRETE WALK OF WALK IS 0.02 FT/FT SHOULD PLAN ACCORDINGLY. 1 PARALLEL RAMP SECTION A -A THESE ARE OPTIONAL PEDESTRIAN SIDEWALK ACCESS DETAILS THAT ARE NOT REQUIRED BY CURRENT ADA REGULATIONS PEDESTRIAN CURB RAMP ., fra C-12A 12/11 OPTION NO SCALE mnovamn ooyono aespo 3/4" per foot 18" 5' 1 MIN. 2.0% GRADE 6" x 6" #6 Welded 7 1/2" Concrete pavement Wire Mesh 3 4" Class 5 base incidental to apron SECTION A -A No Scale 24' MAX. RESIDENTIAL 26' MAX. INDUSTRIAL/COMMERCIAL A Right -of -Way 8618 Curb & Gutter, 8618 Curb & Gutter AP oQ\oc Bituminous e° �ej Contraction Joints 00 A Max. Spacing in Expansion Joint (typ) Valley Gutter © 8' PLAN No Scale NOTE: 1. Reinforce Valley Gutter and Triangular Sections with 6" x 6" #6 Welded Wire Mesh. 2. Contraction Joints Shall be 1/3 the Depth of Slab. 3. Bituminous Paving Section to the Right -of -Way is the Same as Street Paving Section. CMOF CONCRETE CBMSEN DRIVEWAY APRON REVISED:2-08 PLATE NO.: ENGINEERING DEPARTMENT 5207 FILE NAME: G: ENG SPECS 5207 HEAVY DUTY PAVEMENT * REFER TO MN/DOT SPECIFICATIONS LOADING DOCK PAVEMENT STRT-04 11 /08 NO SCALE 1.5"-MNDOT 2350 MVWE35035B* tack Coat - 2357 2.5"-MNDOT 2350 MVNW35035B* 9"-Class 5 Aggregate Base, 100% Crushed LIRA IT-i 1. THE PAVEMENT SECTIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH MNDOT "STANDARD SPECIFICATION FOR CONSTRUCTION", AND ALSO THE REQUIREMENTS OF THE OWNER'S SOIL ENGINEER. 2. ALL THICKNESSES, AS SPECIFIED, ARE TO BE CONSIDERED MINIMUM DEPTHS, AFTER COMPACTION. 3. MN/DOT SPEC. 2357 BITUMINOUS TACK COAT SHALL BE PLACED BETWEEN SUCCESSIVE BITUMINOUS LIFTS AND AGAINST ABUTTING CONCRETE CURB EDGES. 4. RECYCLED BITUMINOUS WEAR COURSE MIX WILL NOT BE ALLOWED. 7" CONCRETE, 4000 PSI 28 DAY STRENGTH 12"-Class 5 Aggregate Base, 100% Crushed PAVEMENT SECTIONS ivfra PL VARIABLE HYDRANT 1' VALVE BOX 6" 6" 0 VARIES 5'-6' (SEE PLANS) 1 /4" PER FT. SLOPE TO ROADWAY C DINCRETE SEE NOTES 1 & 3 4" Class 5 Base 2' 3' 2.5' Min. NOTES: 1. TYPICAL 6" THICK CONCRETE SIDEWALK. 2. USE 7 1/2" THICK FOR COMMERICAL DRIVEWAY CROSSING. 3. JOINTS ACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100' INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. CfffOF CONCRETE � IvilMSE SIDEWALK REVISED:2-08 ENGINEERING DEPARTMENT PLATE NO.: 5214 FILE NAME: G: ENG SPECS 5214 M-02 REV. 10/O8 NO SCALE NOTE: ANY SIGN FREE STANDING IN ASPHALT PARKING LOT SHALL BE MOUNTED AS SHOWN. 0 PAVING,M GRANULAR BASE CONCRETE 1.0' PARKING � o VEHICLE ID REQUIRED 0 UP TO $2,00 FINE FOR VIOLATION II II MNDOT SIGN ILLI1yll NO. R7.8A 4" x 4" STEEL TUBE (SEE SIGN DETAILS THIS SHEET) �I 6"O SCH. 40 STEEL PIPE -FILL WITH CONIC. I� ONE WRAP OF �11I #30 ROOFING II II FELT --- I ,. - -III - o ACCESSIBLE PARKING SIGN fra mnovanon oeyono oeslen FLARE TO MATCH 5min. ' 507-60% OF BASE DIAMETER 1 /5„ 7/8"-1 7/16" DOME SECTION LO 00000000 1 g/B-2 3/9• 1g/tg„(TP.) f^ FRONT FACE OF -0" CURB 66 3" 00 4min AfJ 0000001, 00 0 PLAN VIEW OF DIGONAL RAMP 5/8-MIN. g e MIN. DOME SPACING CURB & GUTTER = 5'-4 1 40" 0 - o 3 _ ... 3 z ..................... . ............................ 0.08 FT./FT. OR FLATTERO J Z d 1 SECTION A -A H O Y m J Of 3 v 0.08 FT./FT.SLOPE OF FLARED SIDE, (IF EXISTING CONDITIONS DO NOT PERMIT, MAY 5' 4' USE 0.10 FT /FT - 0 OB FT /FT SLOPE ) 6, 5, s 7' 6, 6' 3" 4' 0"min. 6' 3 8' 7' ELEVATION OF RAMP 8 10' 9' 1/2 INCH PREFORMED JOINT FILLER MATERIAL, AASHTO M 213. Q2 WHEN A MEDIAN IS NOT WIDE ENOUGH FOR TWO PEDESTRIAN RAMPS AND A 48" LANDING BETWEEN THEM, THE PEDESTRIAN CROSSING SHALL BE CUT THROUGH THE MEDIAN AT STREET LEVEL. 03 6" TO 8" IS THE REQUIRED OFFSET OF THE TRUNCATED DOME AREA FROM THE FRONT FACE OF CURB. ® ADA REQUIRED TRUNCATED DOME AREA SHALL BE 2' 0" MIN. IN DIRECTION OF TRAVEL AND SHALL EXTEND THE FULL WIDTH (4' 0" TYP.) OF THE CURB RAMP. THIS 2' 0" BY 4' 0' WIDTH (TYP.) TRUNCATED DOME AREA SHALL CONTRAST VISUALLY WITH THE ADJACENT WALKING SURFACE. THE ENTIRE TRUNCATED DOME AREA SHALL BE A LIGHT COLOR (GRAY) WHEN THE ADJACENT SIDEWALK IS A DARK COLOR. THE ENTIRE TRUNCATED DOME AREA SHALL BE A DARK COLOR (GRAY) WHEN THE ADJACENT SIDEWALK IS A "WHITE" OR LIGHT GRAY CEMENT COLOR. SURFACE APPLIED TRUNCATED DOMES OR STAMPED CONCRETE WILL NOT BE ALLOWED. © TRUNCATED DOME AREA SHALL MEET THE CURRENT MNDOT STANDARDS FOR DETECTABLE WARNING SYSTEMS. tr1mp �CITYUF PEDESTRIAN CWftli�lSER CURB RAMP REVISED:2-08 7777 ENGINEERING DEPARTMENT 5215 FILE NAME: G:\ENG\SPECS\5215 C-07 12/11 NO SCALE CURB CUT WITH RIPRAP Innavx0on oayona tleslpn engineering surveying planning energy 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 (763) 476.6010 telephone (763) 476.8532 facsimile www.mfra.com Client Project 80 We 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No.4266_1 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DJD Approved: MCB Book / Page: Phase: PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title DETAILS Sheet No. Revision C9001 in 05, 2012 - 8:31am - Usec225 L:\PROJECTS\FEN19169\dwg\Civil\191b9-C9.U1-DE I All .Owg Project No. FEN19169 NOTES: 1. Shape of back of buttress may vary as long as poured against firm undisturbed earth. 2. Dimension C1,C2,C3 should be large enough to make angle 0 equal to or larger than 45°. 3. Dimension A1,A2,A3 should be as large as possible without interfering with MJ bolts. 4. B = 45° Minimum. 5. Place polyethylene between concrete & pipe. 6. All bends & fittings shall be restrained with Megalugs thrust restraints or equal 8 — See no PLAN 900 BENDS CONCRETE SHALL BE IN CONTACT WITH — THIS QUADRANT OF PIPE lya' BEDDING MATERIAL UNDISTURBED EARTH CONCRETE SECTION A -A BUTTRESS DIMENSIONS PIPE 22 1/2° BEND 450 BEND 90° BEND/TEE SIZE g1 p1 B2 D2 B3 I D3 6„ 1'-5" 1'-5" 1'-5" 1'-5" 2,-1" 1'-6" 8" 1'-5" 1'-5" 2,-1" 1'-6" 2'-8" 2,-0" 12" 1'-10" V-10" 3'-4" 2'-0" 4'-9" 2'-6" 16"' 3'-0" 2'-0" 3'-10" 3'-0" 6'-2" 3'-6" 20" 3'-6" 2'-8" 5'-6' 3'-4" 8'-4" 4'-0" 24" 1 4'-4" 3'-0" 6'-10" 3'-10' 9'-8" 1 5-0" 30" 1 9'-3" 6'-0" 1 17'-0' 6'-0" Variable 3' M PLAN 450 BENDS 9 — See r PLAN 22 1/2° BENDS Cfff OF CONCRETE �rp'�p,�r L�1i THRUST CBAN�SSEN BLOCKING REVISED:2-08 PLATE NO.: ENGINEERING DEPARTMENT 1002 FILE NAME:G:\ENG\SPECS\1002 0 I a 4'-0" 5" SECTION VIEW Manhole Casting and Adjusting Ring (See Plate 2110) Provide I&I Barrier on all sanitary sewer manhole(see plate 2109) Manhole steps, Neenah R1981J or Aluminum, 16" on center. Steps Shall be on Downstream Side Unless Pipe Diameter is 18" or Larger All joints in manhole to have "O"ring rubber gaskets. Infi-shield external seals as required by the Engineer. A Maximum of 2 Short Manhole Risers to be Used Directly Below Cone Section Pipe shall be cut out flush with inside face of wall. Kor-n-seal required Minimum thickness of precast base is 6" for 14' deep or less, and increases 1" in thickness for every 4' of depth greater than 14'. Precast Inverts Must be 1/2 of Pipe Diameter and Benches Sloped 2" Toward the Invert NOTE: 1. Kor-n-seal manhole or equal considered acceptable alternate. 2. All dog houses shall be grouted on inside and outside. 3. When the manhole or catch basin structure is constructed outside the traveled roadway a witness post and sign (MH) shall be installed next to the manhole. CM OF ��rpQ �iillfllilllLJSEN REVISED: 2-08 01 STANDARD MANHOLE ENGINEERING DEPARTMENT PLATE NO.: 2101 DROP LID WATER Tyler Mueller Bibby -Ste -Croix Sigma 7.5' Minimum cover required No. 6860 6860361 over top of water main. No. No. B-5160 PROVIDE VALVE STEM RISERS No. VB2600W TO WITHIN 6" OF THE SURFACE IF THE DISTANCE FROM THE TOP NUT OF THE VALVE TO THE SURFACE IS GREATER THAN 8'. Grade TOP Tyler No. 6860 26" Mueller No. H-10361 26" Bibby -Ste -Croix No. VB502 27" Sigma No. VB630G EXTENSION Tyler No. 58 14" No. 59 18" No. 60 24" Mueller No. 58 14" No. 59 20" Bibby -Ste -Croix VB520 No. 57 9" VB521 No. 58 14" VB522 No. 59 20" VB523 No, 60 26" Sigma No. VB630 BOTTOM Tyler No. 6860 65" Mueller No. H-10361 65" Bibby -Ste -Croix No. VB516 60" Sigma No. VB6302 60° Valve and Box to be plastic wrapped per BASE section 2.03o C ��lff OrrFr �i1HlIDlf►JSEN 2-08 NOTE: 1- V Grate Shown 2- VB Grate Shown shall be used at all low points. Face of Curb Direction of Flow Catchbosin casting and grate Neenah R3067-V or equal 3" radius curb box. Precast concrete or HDPE adjusting rings. Minimum of 2-2", maximum of 5-2" concrete adjusment rings allowed with 1/4"- to 1/2" bed of mortar between each and a 6" thick concrete collar on the outside. Doghouses shall) be grouted on both the inside and outside. Adjust top to 3/4" below grade. Box to be set to provide 12" of adjustment. Sigma No.VB630 Tyler No. 6860 Mueller No. H-10357 Bibby -Ste -Croix B-5001 Gate valve box, screw type, 3 piece, 5 1/4" shaft, size G box, 7'-6' extended, #6 round base — GATE VALVE ADAPTER: 1/4" STEEL WITH PROTECTIVE COATING, 1/2" RUBBER GASKET INSTALLED BETWEEN THE GATE VALVE AND GATE VALVE ADAPTER. Mueller or American Flow Control Resilient Wedge Valve Conforming to AWWA n C-515-80 standards J with all stainless steel nuts & bolts. 18"X18"X8" concrete block GATE VALVE AND BOX INSTALLATION ENGINEERING DEPARTMENT PLATE NO.: 3'-0" 24" x 36" Precast SECTION i0 Grate to be 2" below gutter grade. 5' transition each side of catchbasin. Tor) of Curb Varies 6 1/2', Varies 5„ S minimum —3" Grout r 6" NOTES: 1. Steps shall be provided in all catch basin/manholes and storm sewer manholes. 2. Casting to be totally encased in concrete curb section. 3. No block structures are allowed. 4. No wood shims are permitted in the adjusting rings. MOF CATCH BASIN �'y�p'p , C8M1f8ASSEN RECTANGULAR REVISED:2-08 PLATE NO.: ENGINEERING DEPARTMENT 3101 FILE NAME: G:\ENG\SPECS\3101 Note: Conductivity straps to be placed around megalug bolts and welded to water main. HYDRANT LEADS NOTES: 1. MEGALUGS TO BE USED AT ALL MECHANICAL JOINTS. 2. PLACE CONCRETE BLOCK UNDER ALL GATE VALVES AND HYDRANTS. 3. THRUST BLOCKING AT ALL TEES, BENDS, AND AT CERTAIN HYDRANTS. 4. ALL FITTINGS, NUTS, AND BOLTS SHALL BE SPRAYED USING A BITUMINOUS COAL TAR COAT SUPPLIED BY THE MANUFACTURER. SLEEVES 5• Blocking against undisturbed soils. 0CfffOf TYPICAL �,�'rrEN MEGALUG ��Hl�il�l►1 LOCATION REVISED:2-08 PLATE NO.: ENGINEERING DEPARTMENT 1009 FILE NAME, G:\ NG\SPECS\1009 engineeringsurveying planning energy Client 14800 28th Ave. N, Ste 140 Plymouth, Minnesota 55447 V63) 476.6010 telephone V63) 476.8532 facslmlle www.mfra.com wi ",, 4 x • Project 80 We 78TH STREET Location CHANHASSEN, MINNESOTA Certification 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. Michael C. Brandt Registration No. 42661 Date: XX/XX/2011 If applicable, contact us for a wet signed copy of this plan which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/sG Drawn: DID Approved: MCB Book/ Page: -/- Phase: PRELIMINARY Initial Issued:01./04/2012 Revision History No. Date By Submittal / Revision Sheet Title DETAILS Sheet No. Revision C9w02 hn n[ 9nn.natom.11car0>sl Project No. FEN19169 SITE LANDSCAPE PLAN NORTH 0 30 60 SCALE IN FEET PLANT LEGEND KEY BOTANICAL NAME ICOMMONNAME I SIZE I ROOT I OTY. REMARKS KEY I BOTANICAL NAME I COMMON NAME I SIZE ROOT I QTY. REMARKS CANOPY TREES EVERGREEN AND DECIDUOUS SHRUBS ^� ��222NNN • Celtisoccidemalis HACKBERRY 2.5" BB 6 FULL FORM NO "V" CROTCH ® ® Amelanchieralnifolia'regenr REGENT SERVICEBERRY #5 CONT. 16 FULL FORM TO GRADE Diervillalonicera DWARF BUSH HONEYSUCKLE - Ribes alpinum ALPINE CURRANT Quercus bicolor SWAMP WHITE OAK 12 Rhus aromatica'Gro-Low GRO-LOW FRAGRANT SUMAC 10 Juniperuschinensis'Maneyl' MANEYJUNIPER 11 Tlia amedcana AMERICAN LINDEN 4 Juniperus chinensis'Sea Green' SEA GREEN JUNIPER 24 NOTES: 1. SHREDDED BARK MULCH TYPICAL IN ALL SHRUB AND GROUND COVER AREAS. EDGER TYPICAL WHERE PLANTING BEDS INTERFACE WITH LAWN. 2. PLANTING BED METAL EDGER CLO-MET OR APPROVED EQUAL. FOLLOW OUTLINE OF MATURE PLANT SIZE OR BED LINE AS SHOWN ON PLAN. EASE TRANSITION BETWEEN CURVES. LANDSCAPE ARCHITECT TO APPROVE FINAL BED LAYOUT. 3. ALL PLANTED, SEEDED AND SODDED AREAS TO BE IRRIGATED. 4. SEE PROJECT NARRATIVE FOR CITY REQUIREMENTS FOR TREE AND SHRUB PLANTINGS. EVERGREEN TREES ' a Piceaglauca WHITE SPRUCE G HT. BB 2 FULL FORM TO GRADE Piceaabies NORWAY SPRUCE 3 ORNAMENTAL TREES v ( { ° AmelanchierxgrandiBora 'Autumn Brilliance' Autumn BrillianceServiceberry 7' BB 9 Clump Form Malusx'SpringSnow' SPRING SNOW CRAB 1.5' 10 FULL FORM NO "V"CROTCH Betula niagra RIVER BIRCH p 16 Clump Form PLANTING NOTES 1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE AND BE CONTAINER GROWN OR 18. PLANTING SOIL FOR TREES, SHRUBS AND GROUND COVERS: FERTILE FRIABLE LOAM CONTAINING A LIBERAL AMOUNT BALLED AND BURLAPPED AS INDICATED IN THE LANDSCAPE LEGEND. OF HUMUS AND CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH. IT SHALL COMPLY WITH MN/DOT SPECIFICATION 3877 TYPE B SELECT TOPSOIL. MIXTURE SHALL BE FREE FROM HARDPACK SUBSOIL, STONES, CHEMICALS, NOXIOUS 2. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. WEEDS, ETC. SOIL MIXTURE SHALL HAVE A PH BETWEEN 6.1 AND 7.5 AND 10-0-10 FERTILIZER AT THE RATE OF 3 POUNDS PER CUBIC YARD. IN PLANTING BEDS INCORPORATE THIS MIXTURE THROUGHOUT THE ENTIRE BED BY 3. THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS WHICH ARE DEEMED UNSATISFACTORY ROTOTILLING IT INTO THE TOP 12" OF SOIL. BEFORE, DURING, OR AFTER INSTALLATION. 19. ALL PLANTS SHALL BE GUARANTEED FOR TWO COMPLETE GROWING SEASON (APRIL 1-NOVEMBER 1), UNLESS 4. NO SUBSTITUTIONS OF PLANT MATERIAL SHALL BE ACCEPTED UNLESS APPROVED IN WRITING BY THE LANDSCAPE OTHERWISE SPECIFIED. THE GUARANTEE SHALL COVER THE FULL COST OF REPLACEMENT INCLUDING LABOR AND ARCHITECT, PLANTS, 5. ALL PLANTING STOCK SHALL CONFORM TO THE "AMERICAN STANDARD FOR NURSERY STOCK," ANSI-Z60, LATEST 20. CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AT LEAST 3 DAYS PRIOR TO PLANNED DELIVERY. THE EDITION, OF THE AMERICAN ASSOCIATION OF NURSERYMEN, INC. AND SHALL CONSTITUTE MINIMUM QUALITY CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AT LEAST 24 HOURS IN ADVANCE OF BEGINNING PLANT REQUIREMENTS FOR PLANT MATERIALS. INSTALLATION. 6. EXISTING TREES AND SHRUBS TO REMAIN SHALL BE PROTECTED TO THE DRIP LINE FROM ALL CONSTRUCTION 21. SEASONS/TIME OF PLANTING AND SEEDING: NOTE: THE CONTRACTOR MAY ELECT TO PLANT IN OFF-SEASONS TRAFFIC, STORAGE OF MATERIALS ETC. WITH 4' HT. ORANGE PLASTIC SAFETY FENCING ADEQUATELY SUPPORTED BY ENTIRELY AT HIS/HER RISK. DECIDUOUS STEEL FENCE POSTS 6' O.C. MAXIMUM SPACING. POTTED PLANTS:APRIL 1-JUNE 1; AUG. 21-NOV. 1 DECIDUOUS B&B: APRIL 1-JUNE 1 AUG. 21-NOV. 1 7, ALL PLANT MATERIAL QUANTITIES, SHAPES OF BEDS AND LOCATIONS SHOWN ARE APPROXIMATE. CONTRACTOR EVERGREEN POTTED PLANTS: APRIL 1-JUNE 1; AUG. 21-OCT. 1 SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDSAT SPACING SHOWN ANDADJUSTED TO EVERGREEN B&B: APRIL 1-MAY 15; AUG. 21-SEPT. 15 CONFORM TO THE EXACT CONDITIONS OF THE SITE. THE LANDSCAPE ARCHITECT SHALL APPROVE THE STAKING TURF/LAWN SEEDING: APRIL 1-JUNE 1; JULY 20-SEPT. 20 LOCATION OF ALL PLANT MATERIALS PRIOR TO INSTALLATION, NATIVE MIX SEEDING: APRIL 15-JULY 20; SEPT. 20-OCT. 20 8. ALL TREES MUST BE PLANTED, MULCHED, AND STAKED AS SHOWN IN THE DETAILS. 22. MAINTENANCE SHALL BEGIN IMMEDIATELY AFTER EACH PORTION OF THE WORK IS IN PLACE. PLANT MATERIAL SHALL BE PROTECTED AND MAINTAINED UNTIL THE INSTALLATION OF THE PLANTS IS COMPLETE, INSPECTION HAS BEEN 9. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED. MADE, AND PLANTINGS ARE ACCEPTED EXCLUSIVE OF THE GUARANTEE. MAINTENANCE SHALL INCLUDE WATERING, CULTIVATING, MULCHING, REMOVAL OF DEAD MATERIALS, RE -SETTING PLANTS TO PROPER GRADE AND KEEPING 10. MULCH: SHREDDED HARDWOOD MULCH, CLEAN AND FREE OF NOXIOUS WEEDS OR OTHER DELETERIOUS MATERIAL, IN PLANTS IN A PLUMB POSITION. AFTER ACCEPTANCE, THE OWNER SHALL ASSUME MAINTENANCE RESPONSIBILITIES. ALL MASS PLANTING BEDS AND FOR TREES, UNLESS INDICATED AS ROCK MULCH ON DRAWINGS. SUBMIT SAMPLE TO HOWEVER, THE CONTRACTOR SHALL CONTINUE TO BE RESPONSIBLE FOR KEEPING THE TREES PLUMB THOUGHOUT LANDSCAPE ARCHITECT PRIOR TO DELIVERY ON -SITE FOR APPROVAL. DELIVER MULCH ON DAY OF INSTALLATION. THE GUARANTEE PERIOD. USE 4" FOR TREES, SHRUB BEDS, AND 3" FOR PERENNIAL/GROUND COVER BEDS, UNLESS OTHERWISE DIRECTED. 23. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) 11, THE PLAN TAKES PRECEDENCE OVER THE LANDSCAPE LEGEND IF DISCREPANCIES EXIST. THE SPECIFICATIONS TAKE SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, PRECEDENCE OVER THE PLANTING NOTES AND GENERAL NOTES. AND SIZE AND MEETING ALL LANDSCAPE LEGEND SPECIFICATIONS. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MULCHES AND PLANTING SOIL QUANTITIES TO COMPLETE THE 24. WATERING: MAINTAIN A WATERING SCHEDULE WHICH WILL THOROUGHLY WATER ALL PLANTS ONCE WEEK. IN WORK SHOWN ON THE PLAN. VERIFY ALL QUANTITIES SHOWN ON THE LANDSCAPE LEGEND. EXTREMELY HOT, DRY WEATHER, WATER MORE OFTEN AS REQUIRED BY INDICATIONS OF HEAT STRESS SUCH AS WILTING LEAVES. CHECK MOISTURE UNDER MULCH PRIOR TO WATERING TO DETERMINE NEED. CONTRACTOR SHALL 13. LONG-TERM STORAGE OF MATERIALS OR SUPPLIES ON -SITE WILL NOT BE ALLOWED. MAKE THE NECESSARY ARRANGEMENTS FOR WATER. 14. THE CONTRACTOR SHALL KEEP PAVEMENTS, PLANTERS AND BUILDINGS CLEAN AND UNSTAINED. ALL PEDESTRIAN 25. CONTRACTOR SHALL REQUEST IN WRITING, A FINAL ACCEPTANCE INSPECTION. AND VEHICLE ACCESS TO BE MAINTANED THROUGHOUT CONSTRUCTION PERIOD. ALL WASTES SHALL BE PROMPTLY REMOVED FROM THE SITE. ANY PLANT STOCK NOT PLANTED ON DAY OF DELIVERY SHALL BE HEELED IN AND 26. ALL DISTURBED AREAS TO BE SEEDED, SODDED OR NATIVE SEEDED SHALL RECEIVE A MINIMUM OF 8" TOP SOIL, WATERED UNTIL INSTALLATION.PLANTS NOT MAINTAINED IN THIS MANNER WILL BE REJECTED. ANY DAMAGE TO EXISTING FACILITIES SHALL BE REPAVED AT THE CONTRACTOR'S EXPENSE. 27. STEEL LANDSCAPE EDGING: SHALL BE COLMET. EDGING SHALL BE MODEL#1007 (10'x7GAxi"). COLOR SHALL BE BLACK. 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CODES, REGULATIONS, AND 28. SODDED AREAS: SOD IS TO BE MINERAL SOD, PRIMARILY KENTUCKY BLUEGRASS, FREE OF LAWN GRASS WEEDS. PERMITS GOVERNING THE WORK. MATCH INTO EXISTING„ AS APPLICABLE. ANCHOR SOD ON SLOPED OR POTENTIAL EROSION AREAS, OR AS REQUIRED. SOD GROWN IN PEAT SOILS WILL BE REJECTED. 16, LOCATE AND VERIFY ALL UTILITIES, INCLUDING IRRIGATION LINES, WITH THE OWNER FOR PROPRIETARY UTILITIES AND GOPHER STATE ONE CALL AT 454-0002 (TWIN CITIES METRO AREA) OR 800-252-1166 (GREATER MINNESOTA) 48 HOURS 26. WET SEED MIX/ BUFFEIR: SEED AS INDICATED ON PLAN. SEED MATERIAL AND INSTALLATION SHALL BE PER MN/DOT BEFORE DIGGING, CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ANY DAMAGES TO 2007 SEEDING MANUAL. PROVIDE EROSION CONTROL DEVICES AS NECESSARY UNTIL SEED IS ESTABLISHED AS SAME. NOTIFY THE LANDSCAPE ARCHITECT OF ANY CONFLICTS TO FACILITATE PLANT RELOCATION. DETERMINED BY LANDSCAPE ARCHITECT/ OWNER'S REPRESENTITIVE. 17. USE ANTI -DESICCANT (WILTPRUF OR APPROVED EQUAL) ON DECIDUOUS PLANTS MOVED IN LEAF AND FOR 27. ENTIRE SITE SHALL HAVE AN IRRIGATION SYSTEM. SYSTEM SHALL BE TWO WIRE WITH EXPANSION CAPABILITIES TO EVERGREENS MOVED ANYTIME. APPLY AS PER MANUFACTURER'S INSTRUCTION. ALL EVERGREENS SHALL BE ACCOMMODATE FUTURE WORK. IRRIGATE ALL SOD WITH EITHER SPRAYS OR ROTORS AT A MINIMUM DESIGN OF 1" PER SPRAYED IN THE LATE FALL FOR WINTER PROTECTION DURING WARRANTY PERIOD. WEEK. IRRIGATE ALL PLANTING BEDS WITH SHRUB SPRAY, DRIP STYLE, ROOT BUBBLERS SYSTEM AT.25" PER WEEK. ALL PRODUCTS SHALL BE SUPPLIED BY RAINBIRD AND/OR HUNTER. 2& SEE DEMOLITION PLAN FOR EXISTING TREE REMOVALS. SEED MIX LEGEND SYM. TYPE SEED MIX WET SEED MIX/BUFFER BWSR W3 SOD HIGHLAND SOD ROCK MULCH. 6"-8" WASHED RIVER ROCK, 6" MINIMUM DEPTH. 1. SCARIFY BOTTOM AND SIDES OF HOLE PRIOR TO PLANTING 2. TRIM OUT DEAD WOOD AND WEAK AND/OF DEFORMED TWIGS. DO NOT CUT A LEADER. DO NOT PAINT CUTS. SEE SPECS REGARDING PRUNING OF ALL OAKS. 3. SET PLANT ON UNDISTURBED NATIVE SOIL OR THOROUGHLY COMPACTED BACKFILL SOIL. INSTALL PLANT SO THE ROOT FLARE IS AT OR UP TO 2" ABOVE THE FINISHED GRADE. 4. PLACE PLANT IN PLANTING HOLE WITH BURLAP AND WIRE BASKET, (IF USED), INTACT. BACKFILL WITHIN APPROXIMATELY 12" OF THE TOP OF ROOTBALL, WATER PLANT. REMOVE TOP 1/3 OF THE BASKET OR THE TOP TWO HORIZONTAL RINGS, WHICHEVER IS GREATER. REMOVE ALL BURLAP AND NAILS FROM TOP 1/3 OF THE BALL. REMOVE ALL TWINE. 5. PLUMB AND BACKFILL WITH BACKFILL SOIL. < 6. WATER TO SETTLE PLANTS AND FILL VOIDS. 7. WATER WITHIN TWO HOURS OF INSTALLATION. WATERING MUST BE !:z SUFFICIENT TO THOROUGHLY SATURATE 5 ROOT BALL AND PLANTING HOLE, 11 B. PLACE MULCH WITHIN 48 L HOURS OF THE SECOND WATERING UNLESS SOIL MOISTURE IS EXCESSIVE. NOTE: GUY ASSEMBLY OPTIONAL BUT CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR MAINTAINING TREE IN A PLUMB POSITION FOR THE DURATION OF THE GUARANTEE PERIQD GUY ASSEMBLY- 16" POLYPROPYLENE OR POLYETHYLENE (40 MIL) 1-1/2- WIDE STRAP (TYP) DOUBLE STRAND 10 GA. WIRE, 2-7" ROLLED STEEL POSTS (MnDOT 3401) 0 180' O.C. (SEE STAKING DIAGRAM) COORDINATE STAKING TO INSURE UNIFORM 20. 12 ORIENTATION OF GUY LINES AND 140• STAKES STAKING DIAGRAM -TREE WRAP FROM BELOW MULCH LINE TO FIRST BRANCH OPTION -PERFORATED SLIT PVC COLLAR -4"-6" SHREDDED BARK MULCH EXISTING GRADE -PLANTING SOIL MIXTURE (SEE SPEC.) -MINIMUM 1/2 WIDTH OF ROOT BALL -UNDISTURBED OR STABILIZED 2 DECIDUOUS TREE PLANTING DETAIL . 0 1 N.T.S. 1. SCARIFY BOTTOM AND BACKFILL SOIL. NOTE: GUY ASSEMBLY OPTIONAL SIDES OF HOLE PRIOR TO 6. WATER TO SETTLE PLANTS BUT CONTRACTOR ASSUMES FULL PLANTING AND FILL VOIDS, RESPONSIBILIN FOR MAINTAINING THE 2. TRIM OUT DEAD WOOD AND7. WATER WITHIN TWO HOURS IN A PLUMB POSITION FOR THE WEAK AND/OR DEFORMED OF INSTALLATION. DURATION OF THE GUARANTEE PERIOD TWIGS. DO NOT CUT A WATERING MUST BE LEADER. DO NOT PAINT CUTS. SUFFICIENT TO THOROUGHLY SATURATE GUY ASSEMBLY- 16" POLYPROPYLENE 3. SET PLANT ON ROOT BALL AND PLANTING OR POLYETHYLENE (40 MIL) 1-1/2" UNDISTURBED NATIVE SOIL HOLE. WIDE STRAP (T'P) DOUBLE STRAND OR THOROUGHLY 8. PLACE MULCH WITHIN 48 10 GA, WIRE, 2-7" ROLLED STEEL COMPACTED BACKFILL SOIL. HOURS OF THE SECOND POSTS (MnDOT 3401) ® 180' O.C. INSTALL PLANT SO THE WATERING UNLESS SOIL (SEE STAKING DIAGRAM) ROOT FLARE IS AT OR UIP MOISTURE IS EXCESSIVE. TO 2" ABOVE THE FINISHED GRADE. 4. PLACE PLANT IN PLANTING COORDINATE STAKING HOLE WITH BURLAP AND 2012 - TO INSURE UNIFORM WIRE BASKET, (IF USED)„ ORIENTATION OF GUY 12 LINES AND STAKES INTACT. BACKFILL WITHIN APPROXIMATELY 12" OF THE TOP OF ROOTBALL, ? STAKING DIAGRAM WATER PLANT. REMOVE TOP 1/3 OF THE BASKET o GUY WIRE WITH WEBBING FLAGGING- ONE PER WIRE OR THE TOP TWO HORIZONTAL RINGS, 4"-6" SHREDDED BARK MULCH WHICHEVER IS GREATER. REMOVE ALL BURLAP AND l� --"-(--EXISTING GRADE NAILS FROM TOP 1/3 OF THE BALL. REMOVE ALL z MINIMUM 1/2 WIDTH OF ROOT BALL TWINE. 5 _ i 5. PLUMB AND BACKFILL WITH PLANTING SOIL MIXTURE (SEE SPEC.) UNDISTURBED OR STABILIZED SUBSOILS 3 CONIFEROUS TREE PLANTING DETAIL "0-LN.T.S I 4 INCHES MULCH ( SEE LANDSCAPE NOTES y -� FOR TYPE OF MULCH ) I imii( IF SHRUB IS B & B, THEN 12p1 ,.REMOVE BURLAP & ROPE FROM TOP 1/3 OF BALL - �BNDISTU MIX UNDISTURBED SUBSOIL 4SHRUB & CONTAINER PLANTING DETAIL 1.01 N.T.S. englneering surveying planning energy 14800 28th Ave. N, Ste 140 Plymouth, Mlnnesota 55447 V631476.6010 telephone V631476.8532 facsimile www.mfra.com Client 1 y tIGB • 11 Project 80 W. 78TH STREET Location CHANHASSEN, MINNESOTA Certification I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of Minnesota. C:\My Documents\Kevin Teppen.j Kevin Teppen Registration No.26980 Date: 01.05.2012 This certification is not valid unless wet signed in blue ink. If applicable, contact us for a wet signed copy of this survey which is available upon request at MFRA, Inc., Plymouth, MN office. Summary Designed: MCB/SG Drawn: DJD Approved: MCB Book / Page: - -/-- Phase:PRELIMINARY Initial Issued: 01/04/2012 Revision History No. Date By Submittal / Revision Sheet Title LANDSCAPE PLAN Sheet No. Revision L1901 I ian ns. 9m? - a11.m - ua.r»s Project No. FEN19169 5 4 TO 27177 DROP OFF r683 GROSS S.F�OCCUPANT LOAp 2 PROCESSING4,334 GROSS S.F. 4,138 NET S.F. OCCUPANTLOAD14 VESTIBULE iD0 SALES13,964 GROSS S.F.13,502 NET S.F.00CUPANT LOAD 465 20,552 BUILDING GROSS S.F. BREAK OFFICE OFFICE OFFICE OFFICE AREA 1,572 GROSS S.F. 1,466 NET S.F.CORR OCCUPANTLOAD 16 MEN JAN CONFERENCE MECH OMEN105 102NORTHFLOOR PLAN - 20 552 142' 34' - 4" 34' - 4"El Ik Fendler Patterson CONSTRUCTION SOUTH ELEVATION 3/32"= V-0" T.O. CMU YEL. 126'-8" $T.O. GMU 4 EL. 123'-4" ,i.T.O. CMU EL. 120'-0" T.O. U, TYPICAL EL. 11CM2 LL $TEL.O. lmm' FIN. -FLRm" ELEVATION 3/32"=l'-0" 3/32"=l'-0" T.O. CMU I `FEL. 12! '-&" T.O. GMU EL. 123'-4" .KT.O. CMU amii CMU, TYPICAL v T.O. PIN. L-- EL. I0O,-m" STEEL BOLLARD PAINT TO MATCH BRICK - TYP. 9N0U1N IN TRUE T4 T STEEL STAIR W/ STL PIPE RAILINGS - PTD. NORTH ELEVATION 3/32-=V-0 PREFINSIHED METAL CAP FLASHING STUCCO - COLOR 1 STUCCO - COLOR 2 SINGLE SCORED BURNISHED CMU 1" INSULATED ALUM GLAZING UTILITY FACE BRICK PREFINSIHED METAL CAP FLASHING STUCCO - COLOR 1 STUCCO - COLOR 2 SINGLE SCORED BURNISHED CMU UTILITY FACE BRICK PREFINSIHED METAL CAP FLASHING STUCCO - COLOR 1 STUCCO - COLOR 2 SINGLE SCORED BURNISHED CMU DOCK SEAL UTILITY FACE BRICK POURED CONCRETE FOUNDATION WALL AT TRUCK DOCK AREA DOCK BUMPER LEVELOR PIT PREFINSIHED METAL CAP FLASHING STUCCO - COLOR 1 -- --- SINGLE SCORED BURNISHED CMU _ a iJ UTILITY FACE BRICK INSULATED O.H. DOOR, PAINT TO MATCH BRICK - TYP. STEEL BOLLARD, PAINT TO MATCH BRICK - TYP. BUILDING TOTALS -� GLASS % OF SOUTH ELEVATION BETWEEN GRADE AND 12"-0 = 50% (851 SF OF 1,705 SF) GLASS % OF EAST ELEVATION BETWEEN GRADE AND 12"-0 = 52% (851 SF OF 1,624 SF)