Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Project Files (35)
E { TOWN OF SOUTH WINDSOR RECEIVED JAN 2 2003 INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION South Windsor INLAND WETLANDS AGENCY 3 d �/ CONSERVATION COMMISSION Application# � W Date Received 1 ��S�D 3 INSTRUCTIONS 1. Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII—X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII—X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing form. A. Applicant's Name: Andre L. & Andre R. Charbonneau Address: 125 Edwin Road South Windsor, Ct. 06074 Phone: (home) N/A (work) 528-7551 (fax) 291-8191 B. Legal owner's name: Same As Above Address Phone (home) (work) (fax) (List additional owners, addresses, and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name(if any) N/A 1. Contact Person(if further information is needed) Tim Coon @ J.R. Russo & Associates (work) 623-0569 (fax) 623-2485 E. The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. Assessor's map # 96 Parcel# 60 & 61 Zone I 7 F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) See Attached Sheet G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that an application is pending before the Agency? ® ** (you are required to supply a copy of the letter with the list of the names of the abutters)." H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet and types of fill and the time element involved: See Attached Sheet I. A class A-2 map of the property drawn to I"=40', showing the area to be developed, extent of the wetlands and watercourses affected, topography, existing and proposed activities and names and locations of adjacent property owners must be submitted. J. Amount of regulated area disturbance and types of fill (including wetlands and regulated buffers). 3,234± s.f. of fill on slope; 400± s.f. disturbance for bank; 201± s.f. for repair of outlet protection K. Acreage of wetlands and watercourses in regulated areas to be altered: 0.088± L. Acreage of wetlands and watercourses to be created: 0 M. Lineal feet of proposed stream alteration: 0 N. Total land area of project and percentage,which is wetlands: Project Area = 3.57 Ac.; wetlands = 0.16± Ac. O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State, Local or Federal Permits.) P&Z, w.P.C.A. P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) Sandra Drive By Andre Charbonneau on or before the following date Jan. 3, 2003 8 f Signature: These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting (see Regulations, Section 7.3a) The undersigned hereby applies for the regulated activities listed in paragraph H above, for a Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for revocation of any permit under these regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the application both before and after a final decision has been issued. Signature of Owner of Property Date 3 2 Signature of Applicant Date 'z3/ z 9 1 Attachment for Wetlands Application Page 1 of 1 Andre L. & Andre K. Charbonneau Sandra Drive South Windsor, Ct. F. Names of all abutting property owners from records in Town Clerk's office. N/F Bettylou Guastamachio N/F Wasyl & Sharon M. Szestakow N/F Bancroft Brook, LLC N/F Lisa M. & Stanley J. Grivers, Jr. N/F Gary C. & Leslie M. Lee N/F Andre L. & Andre K. Charbonneau H. Purpose and description of proposed regulated activity(s) including amount of disturbance in square feet and types of ill and time element involved: The project involves the construction of a 20,400 s.f. building with associated parking and utilities. It will result in approximately 35,000 s.f. of disturbance in the regulated area. This will include approximately 3,234 s.f. of fill within the wetland to create a stable slope at the south end of the building; 200 s.f. of disturbance in the wetland associated with the construction of a preformed scour hole to repair the existing culvert outlet protection, and the disturbance of approximately 400 s.f. associated with proposed stream bank stabilization. Construction activities are anticipated to be complete during the fall of 2002. f January 2, 2.003 .- Gary C. & Leslie M. Lee 18 Old Parish Drive South Windsor, CT 06074 CERTIFIED MAIL Dear Property Owner: Re: Site Plan Lots 6 &7 Sandra Drive South Windsor, CT In accordance with Section 7.3b of the "Town of South Windsor Inland Wetlands, Watercourses, and Conservation Regulations", we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing if so desire. For further information regarding the specific date this will be heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department, 644-2511, ext. 253. Sincerely, Andre Charbonneau 125 Edwin Road South Windsor, CT 06074 528-7551 E � I toil N tE, tC T-Own 0-P S_a� ?d&U&Ot 05 s 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 ~�soR.co TELEPHONE(860) 644-2511 February 13, 2003 Certified#70001670000775520351 J.R. Russo &Associates Attn: Jay Ursery i Shoham Road East Windsor, CT 06088 RE: Appl.#03-01W—Charbonneau Site—westerly of Sandra Drive, (Assessor's Map #96,parcels#60 &61) I zone Dear Mr. Ursery: At the February 5,2003 regular meeting,the Inland Wetlands Agency/Conservation Commission approved application#03-01 W—Charbonneau Site—Sandra Drive—Inland Wetland/Conservation Commission application for the construction of a 20,400 sq. ft. industrial building,parking,stormwater structures and associated improvements on property located -westerly of Sandra Drive(Assessors Map#96,parcels#60 &61) I, Industrial zone. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon,must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning&Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability,which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on February 5,2008. It is the landowner(s)/applicant(s)responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. 6. Type II sediment chamber be replaced with a type of sediment/pollutant removal chamber as approved by Town wetland staff. WWI- Charbonneau Site February 13,2003 Page 2 7. A drainage easement at least 30' wide to be granted from the outfall pipe to the property line in favor of the Town. 8. Current conditions of the downstream channel and surrounding areas be documented and three-year checks on the stability of the coconut logs be made. 9. Stormwater treatment unit to be cleaned according to specifications. 10. Construction fence to be installed at the limits of clearing. 11. Fill from the wetland area to be removed prior to any additional work on the site. 13. Town staff will evaluate plantings for the wetland disturbance area. ; 14. Hay mulch to be applied on the entire site to stabilize soil surface. 15. We recommend a bond in the amount of$25,000 be submitted to the Planning&Zoning Commission to ensure stream bank stabilization. 16. We recommend a bond in the amount of$5,000 be submitted to the Planning&Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION }4• wGvlk..r, l�,-C'. Elizabeth A. Warren, Chairperson EW:dr cc: Chief Building Official Town Engineer Mr. Andre Charbonneau Attorney Ralph Alexander CONNECTICUT Ij iRTMENT OF ENVIRONMENTAL PROTECTION CIS CODE#: 1 79 Elm Street For 0EP use only — — — — Hartford,CT 06106-5127 Arthur J.Rocque,Jr.,Commissioner Statewide Inland Wetlands & Watercourses Activity Reporting Form Please complete this form in accordance with the instructions. Please print or type. PART I: To Be Completed By The Inland Wetlands Agency Only 1. DATE ACTION WAS TAKEN: Year Month 2. ACTION TAKEN: 3. WAS A PUBLIC HEARING HELD? Yes No 4. NAME OF AGENCY OFFICIAL VERIFYING AND COMPLETING THIS FORM: (print) (signature) PART II: To Be Completed By The Inland Wetlands Agency Or The Applicant S. TOWN IN WHICH THE ACTION IS OCCURRING: South Windsor Does this project cross municipal boundaries? Yes No % If Yes, list the other town(s)in which the action is occurring: , 6. LOCATION: USGS Quad Map Name: Manchester AND Quad Number. 38 Subregional Drainage Basin Number. 4000 7. NAME OF APPLICANT,VIOLATOR OR PETITIONER: Andre L. & Andre K. Charbouneau 8. NAME&ADDRESS/LOCATION OF PROJECT SITE: Sandra Drive Briefly describe the action/project/activity: Construction of building: bank stabilization repair of 9. ACTIVITY PURPOSE CODE: D pipe outlettrprotection. 10. ACTIVITY TYPE CODE(S): 12 10 , 11. WETLAND/WATERCOURSE AREA ALTERED[must be provided in acres or linear feet as indicated]: Wetlands: 0.088± acres Open Water Body: 0 acres Stream: 0 linear feet 12. UPLAND AREA ALTERED[must be provided in acres as indicated]: 0.8± acres 13. AREA OF WETLANDS AND/OR WATERCOURSES RESTORED, ENHANCED OR CREATED: 0.014± acres [must be provided in acres as indicated] t REV.5/2001 MICHAEL F. GRAGNOLATI 45 North Street P.O.Box 3127 Windsor Locks,Connecticut 06096-3127, Tel/Fax 860-623-2588 January 2, 2003 Joseph Russo, P.E. J.R. Russo Associates 1 Shoham Road East Windsor, CT 06088 RE: Lots 6&7 Sandra Drive South Windsor, Connecticut Dear Mr. Russo: As per your request I have visited the above referenced site to determine what, if any, environmental impacts have occurred to the wetlands down grade of the proposed wetland fill area. The South Windsor Inland Wetlands and Watercourses Agency have approved this area for fill. Erosion and sediment controls (silt fence) are in place and appear to be effective in containing disturbed soils on site. Just upgrade of flags W6 and A6 a row of haybales has been installed to reinforce the silt fence. Some fill material has been placed within the wetland area up grade of wetland flag W6 that was not part of the original proposal. This is just upgradient of the stormwater outfall that the permittee has proposed to be enlarged and reinforced. Due to its close proximity to the outfall I would recommend that any work to bring the site into compliance with the approved plan be done at the same time as the outfall repair. Because no woody vegetation was removed in the overfilled area I would recommend that the soils be removed from the fill area and the area planted with similar woody plants to those proposed to stabilize the wetlands down gradient of the outfall. In summary, it appears that some additional material has been placed into the wetland than was originally proposed. Because this fill is upgradient of the erosion and sediment controls there has been no negative impacts to the downgradient wetlands. Remedial work can easily be performed at the time of the improvements to the stormwater outfall and the downgradient wetlands. If you should have any questions,please call this office at your convenience. Sincerely; -YX . -4 Michael F. Gragnolati Registered Professional Soil Scientist 02-026b MICHAEL F. GRAGNOLA1I 45 North Street P.O.Box 3127 Windsor Locks,Connecticut 06096-3127 Tel/Fax 860-623-2588 June 26, 2002 Joseph Russo,P.E. J.R. Russo Associates 1 Shoham Road East Windsor, CT 06088 RE: Wetland Delineation Lots 6 &7 Sandra Drive South Windsor, Connecticut Dear Mr. Russo: This letter is to confirm that on April 24, 2002 I examined the above referenced parcel for the presence of wetlands and watercourses as defined by Connecticut State Statutes. My investigations were conducted utilizing a spade and auger. The wetland boundaries were marked with numbered blue flagging in the field to be located by your firm. The regulated area delineated on site is associated with a small swale and existing outfall to the west of the site. Soils within this area are predominately Walpole sandy loams. Walpole soils are very deep (>65 inches)poorly drained soils that form in water sorted glacial outwash and stratified drift. They have an apparent water table that is at or near the surface much of the year. Permeability of the Walpole soils is moderately rapid in the surface layer and subsoil and rapid or very rapid in the substratum. Vegetation in the area delineated on site is dominated by cinnamon fern(Osmunda cinnamomea), skunk cabbage (Symplocarpus foetidus),highbush blueberry(Vaccinium corymbosum), and winterberry holly (Ilex verticillata). The area has been historically encroached upon by neighboring properties and with the construction of the existing outfall. It is my understanding that your firm proposes to fill approximately 3234 SF of this swale to accommodate a building onsite, alter 201 SF to stabilize the end of the existing outfall and to install remediation measures to stabilize the banks of the intermittent stream that has been created down grade of the outfall. Joseph Russo,P.E. Russo Associates June 26, 2002 Page 2 In my opinion this swale, at least in the upper portion,has low to moderate value for wetland functions such as wildlife habitat value and groundwater discharge. Wetland functions such as flood flow alteration, fish and shellfish habitat, sediment/toxicant/pathogen retention, nutrient removal/retention/transformation,production export,recreation, educational/scientific value, uniqueness, visual quality, and threatened or endangered species habitat do not apply. Filling or regrading it to the existing outfall would not have a negative impact on the larger downgradient wetlands. The repairs to the existing outfall and the stabilization of the stream banks down gradient of the outfall on property would serve to improve the condition of the water that is discharged to the wetland off property In summary if the improvement are made to the swale down gradient of the existing outfall the filling of the swale upgradient of the outfall will not have a negative impact on the wetland south of the property. If you should have any questions,please call this office at your convenience. Sincerely; *jv/ F Michael F. Gragn ati Registered Professional Soil Scientist 02-026 J.R. RUSSO & ASSOCIATES Land Surveyors & Professional Engineers t MEMO RECEIVED t DATE: December 23, 2002 JAN 2 2003 FROM : Timothy Coon, P.E. INLAND iNFTLAiJGS AGENCY TO: Jeff Folger, Environmental Planner CONSERVATION COMMISSION ' RE: Addendum to Drainage Report Lots 6 and 7, Sandra Drive South Windsor, CT ' As you are aware, during the course of the initial approval process for this project in July through September 2002, the proposed drainage system was thoroughly reviewed by the Town Staff. Several ' comments were received from both you and Jeff Doolittle, Town Engineer. As a result, several changes to the plans and proposed drainage system were made in order to satisfy these comments that are not necessarily reflected in the initial drainage report dated June 24, 2002. However,they are reflected on the current site plans. The most significant revision was the replacement of the standard sedimentation ' chamber that was initially proposed with a more efficient gross particle separator, a Vortech Model 2000, in accordance with the Inland Wetlands approval. Other revisions are discussed in the following correspondence which is attached to for ease of review: ' 1. Memorandum from Jeffrey B. Doolittle, P.E., Town Engineer to Jeffrey Folger, Environmental Planner and Marcia Banach,Director of Planning,dated July 15,2002. ' 2. Letter from Jeffrey H. Folger, Environmental Planner to J.R. Russo & Associates dated July 11, 2002. t3. Letter from J.R. Russo&Associates to Jeff Folger dated July 18,2002. 4. Memorandum from Jeffrey B. Doolittle, P.E., Town Engineer to Jeffrey Folger, Environmental Planner and Marcia Banach,Director of Planning, dated August 21,2002. 5. Inland Wetlands Agency/Conservation Commission Approval Letter dated September 17, 2002. It is believed,based on previous approvals, that the current proposed drainage system shown on the plans satisfies the requirements of the Town. ' Attachments 1 ' 1 Shoham Road • East Windsor, CT 06088 • TEL: (860) 623-0569 • FAX: (860) 623-2485 i MEMORANDUM To: Jeffrey Folger, Environmental Planner CO,�M�y ' Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E..Town Engineer ? ' Date: 7115/02 RE: App 02-37P, Charbonneau Site Plari, Sandra Drive ' 1 have reviewed the above Site Plan application for an Industrial building On Lots 6&7 Sande Drive and have the following comments. Please contact me with any questions. ' 1. The footing drain shOLld be moved down slope and include a rip rap outlet to prevent erosion on this slope. ' 2. The Preformed Scour Hole Needs to be dssigned and oriented to assist the storm water in making a sharp left turn as it comes out of the pipe, without any further erosion of the outlet area and stream banks. The Sizes of the Preformed Scour Hole does not agree with the Town Detail. Please have the Engineer Contact me to discuss this so we can agree on a design that will adequately reduce the stormwater velocity and prevent further erosion. ' 4. More information is needed to determine if stormwater detention will be necessary on this site. We have two concerns regarding theistormwater detention. One is that the storm,,"vater drainage system in Sandra Drive and Kimberly Drive is adequately sized to accommodate ' site development in this subdivsion. The second concern is the downstream effects of the presence or absence of stormwater detention on this site. There is the possibility of additional downstream flooding and erosion if there is no stormwater detention. Please provide additional stormwater analysis to determine: A. If the existing stormwater system in ' these roads is sufficient. to handle the proposed development from this site as well as potential deveiopment on other vacant lots in this subdivision. B. If there will be any deleterious downstream effects due to no.on-site stQrmwater detention. T his analysis must ' include the expected flcws and changes in water elevation as well as expected stormwater velocities and associated eresion potential. Please be advised that there is an approved project downstream (Shady Brook SRD), End a proposed project upstream (South Windsor Technologies Center)that both have stormwater detention. 5. Include a note that Construction must conform with the Town of South Windsor Public Improvement Specifications. ' h. The PVC Yard Drain detail should include a more substantial base. This may include concrete in the bottom of the yard drain and a compacted stone base under this structure. ' 7. The Detail for a Typical Sanitary Sewetr Tr6nch does not agree with the Town Detail. 1540 SULLIVAN AVENNE • SOUTH WINDSOR, Cs 06074 ' tOSOR-C j TELEPHONE (860)6—2511 i j i Date: July 11,2002 Tv: J.R.Basso& Aisociates ' 1 Shoham:goad East Windsor, CT 06088 i ' F_-0m: Je£f:ey H. Folger Etivirownerital Plaruier Tovvn of South Windsor i ' Re: Appl# 02-)'1? Review of C.harbonneau S,ite Plan,Sandra.Drive. -Plsuis dated b/19/01 I have reviewed the sits plaits for the proposed Charbonneau site plan mi lt,the following IY11tla1 comments: i 1. A drainage Swale Is proposed fer the west side of the building. The s-vveie sir ould have ' tetnporary ch"k dams installed to slow flaws along the swa.le.until adequate; vegetative es,iablishtnent has been achieved. ' 2. The 5url7ace of the fill slope at the southern end of the building should be protected Cy erosion blankets after seeding. Seed types on this;wIojoe should b:provided for An acgressive .leguale such as Flat Pea should be considered. ' The pertwment seeding narrative noes not include seed types amd rates. Due to ti-te. sanc:y nature of The soil on the site, ;reed sel.ec¢ioti.should include drought tolerant species such as Tall Fescue. Please preizde proposed seed types and..rates. Due to the fact that no pretreatment cif storrn ater runoff is'proposed,a more effilcient type of ' gross particle separator than th-:Type lI sediment chalxr.,bez should be utilized to captu - and treat runoff from the parking lot. Foothig drains aiad .forjtin8 drain outlets are shown on t1Ye plan. Roof leaders are not shmvn. ' How will roof drainage be handled? 6. The landscaping plan shows dwarf btunin bush (Euonyln.us sp.) to be i-iclud-d in the ornamental plantings proposed for the situ This plant is listed as an.in.vas ve exotic by the ' DkSP anal further planting in Comiecti.cut ii discouraged. Please s Iect another species that is native to Connecticut i. cc. Town Engineer Town Planner 1WAiCC ' J.R. RUSSO & ASSOCIATES Land Surveyors & Professional Engineers ' July 18, 2002 Jeff Folger Environmental Planner Town of South Windsor ' 1340 Sullivan Avenue South Windsor, CT 06074 ' Re: Response to Comments Appl # 02-37P Lots 6 &7 Sandra Drive Dear Jeff: ' Attached please find four (4) revised sets of the Site Plans for the above referenced project prepared by J.R. Russo &Associates on behalf of the Andre L. and Andre K. Charbonneau. The plans have been modified to address comments presented in your memorandum to J.R. Russo & ' Associates dated July 11, 2002, and a memorandum from Jeffrey Doolittle to you dated July 15, 2002. The comments are restated below, followed by our response. Jeff Folger Comments: 1. A drainage swale is proposed for the west side of the building. The swale should have ' temporary check dams installed to slow flows along the swale until adequate vegetative establishment has been achieved. Haybale check dams, spaced at approximate 100' intervals within the swale, have been added to the plans. ' 2. The surface of the fill slope at the southern end of the building should be protected b P g P Y ' erosion blankets after seeding. Seed types on this slope should be provided for review. An aggressive legume such as Flat Pea should be considered. The plan now specifies a temporary erosion control blanket on this slope. In addition, a seeding schedule has been added to the Landscape Plan which calls for Flat Pea on this slope. I The permanent seeding narrative does not include seed types and rates. Due to the ' sandy nature of the soil on the site, seed selection should include drought tolerant species such as Tall Fescue. Please provide proposed seed types and rates. A seeding schedule has been added to the Landscape Plan. An athletic seed mix has been specified for ' the majority of the site based on the recommendation of the supplier for droughty soils. 4. Due to the fact that no pretreatment of stormwater runoff is proposed, a more efficient ' type of gross particle separator than the Type II sediment chamber should be utilized to ' Station3\c\mydocuments\2002-024\wetlands response.doc Lots 6&7 Sandra Drive 1 Shoham Road - East Windsor; CT 06088 • TEL: (860) 623-0569 • FAX: (860) 623-2485 ' Pase 2 of 4 July 18. 2002 ' ca ture and treat runoff from the parking lot. The Type II sediment structure is shown p p g yp o n in ' the Town of South Windsor Public Improvement Specifications as a standard Town Detail. The parking area in question is to serve a warehouse facility and accommodate 31 vehicles. Based on its intended size and use, the sediment load to this parking lot is not expected to be ' significant. The only anticipated sources of sediment to the parking area are sanding in the winter and runoff from cars when it rains. It is our opinion that by providing the proposed Type II sediment structure, we are meeting the Town standard and providing sufficient ' treatment for this site. 5. Footing drains and footing drain outlets are shown on the plan. Roof leaders are not ' shown. How will roof drainage be handled? The plan has been revised to show that the building will be equipped with roof downspouts on the southern and western sides of the building at approximately 30' intervals. These downspouts will discharge directly onto a ' slate tile on the ground at the edge of the building. It will then flow through the proposed swale to the wetland to the south of the building. Calculations provided in the drainage report indicate that erosion protection(other than the slate tiles) is not warranted by the flows ' through the individual downspouts. 6. The landscaping plan shows dwarf burning bush (Euonymus sp.) to be included in the ' ornamental plantings proposed for the site. This plant is listed as an invasive exotic by the DEP and further planting in Connecticut is discouraged. Please select another species that is native to Connecticut. The upland planting schedule provided on the ' Landscape Plan has been revised to eliminate the use of burning bush and provide species that are more tolerant of dry soils. ' Jeff Doolittle Comments: 1. The footing drain should be moved down slope and include a riprap outlet to prevent ' erosion on this slope. Per our discussion on July 17, 2002, we have extended the footing drain discharge pipe down the slope so that it now discharges into the bottom of the proposed swale that has been designed to carry runoff from the west side of the building toward the ' wetlands to the south. As discussed, the discharge from the footing drain should not result in erosion of this swale, and therefore, riprap at the outlet is not necessary at this time. ' 2. The Preformed Scour Hole needs to be designed and oriented to assist the storm water in making a sharp left turn as it comes out of the pipe, without any further erosion of the outlet area and stream banks. Per our discussion on July 17, 2002, we have extended ' the riprap 3' up the western slope of the Scour Hole on the opposite side of the pipe to further protect against potential erosion. The current design of the scour hole, a pool with an outlet ' on the southern end, should be sufficient to dissipate the energy and direct water to the left without causing erosion. ' 3. The size of the Preformed Scour Hole does not agree with the Town Detail. Please have the Engineer contact me to discuss this so we can agree on a design that will adequately reduce the stormwater velocity and prevent further erosion. As we discussed, the current ' design, which was performed in accordance with the current Connecticut DOT Drainage ' Station3\c\mydocuments\2002-024\wetlands response.doc Lots 6 &7 Sandra Drive ' Page 3 of 4 July 18,2002 ' Manual specifications, amended with the proposed extension of riprap up the slope opposite of the discharge pipe, is an acceptable design. ' 4. More information is needed to determine if stormwater detention will be neces sary on this site. We have two concerns regarding the stormwater detention. One is that the ' stormwater drainage system in Sandra Drive and Kimberly Drive is adequately sized to accommodate site development in this subdivision. The second concern is the ' downstream effects of the presence or absence of stormwater detention on this site. There is the possibility of additional downstream flooding and erosion if there is no stormwater detention. Please provide additional stormwater analysis to determine: A. If the existing stormwater system in these roads is sufficient to handle the proposed ' development from this site as well as potential development on other vacant lots in this subdivision. B. If there will be any deleterious downstream effects due to no on-site ' stormwater detention. This analysis must include the expected flows and changes in water elevation as well as expected stormwater velocities and associated erosion potential. Please be advised that there is an approved project downstream (Shady ' Brook SRD), and a proposed project upstream (South Windsor Technologies Center) that both have stormwater detention. Our company performed the design of the original subdivision in 1987. The subdivision was approved at that time and constructed in 1988, ' According to Joe Russo and Jay Ussery, current staff who were involved with the design of the subdivision at that time, a drainage analysis was performed during the original design for full build-out of all of the lots at the site. Unfortunately, we were unable to find complete ' records of this analysis. However, a review of the records that we were able to recover indicate that the drainage system in Sandra Drive and Kimberly Drive were sized for the full build out of all of the lots at the site and the 10-year design storm. Thus, the existing ' drainage system should be sufficient to handle the increase in flows from the development of our site and the remaining undeveloped sites in the subdivision. In addition, the subdivision was designed such that no detention was to be provided for the roadway drainage or at the ' individual lots. Based on the location of the site in the lower portion of the watershed, it was determined that detention would result in causing the peak discharge from the site to more closely correspond with the larger peak from the upstream watershed, thus creating greater ' flooding problems downstream. The absence of detention allows the peak flows from the subdivision to be released and gone prior to the arrival of the larger peak from upstream. It appears that at the time of the approval of the original subdivision, there was some concern ' with potential flooding problems downstream at the Strong Road culvert. However, our records indicate that an analysis of the 25-year design storm performed at that time to address this concern indicated that the water level behind the Strong Road culvert would only increase approximately 1-inch as a result of the full build-out of the subdivision without detention. As we discussed at our meeting on July 17, 2002, the subdivision was reviewed by the former Town Engineer, Inland Wetlands Commission, and Planning and Zoning Commission and approved without the requirement for detention. It is our opinion that sufficient review of the subdivision and its drainage system was provided at the time of its approval and re-evaluation of the drainage system should not be required at the expense of the applicant. ' 5. Include a note that Construction must conform with the Town of South Windsor Public Improvement Specifications. This note has been added to the plans. ' Station3\c\mydocuments,2002-024\wetlands re,,onse,doc Lots 6 &7 Sandra Drive ' Page 4 of 4 July 18,2002 6. The PVC Yard Drain Detail should include a more substantial base. This may include ' concrete in the bottom of the yard drain and a compacted stone base under the structure. As agreed at our meeting on July 17, 2002, the detail has been modified to include a 6" crushed stone base and the placement of crushed stone around the bottom 6" of ' the structure to hold it in place. 7. The Detail for a Typical Sanitary Sewer Trench does not agree with the Town Detail. The plans have been modified to reflect the Town Detail. I ' I hope that this letter and the revised plans address all of the comments satisfactorily. If there are any questions, or you require further information,please call our office at (860) 623-0569. Sincerely, Timothy A. Coon, P.E. J.R. Russo & Associates ' cc: Andre Charbonneau ' Station3\c\mydocuments\2002-024\wetlands response.doc Lots 6 &7 Sandra Drive I. I1 MEM6,RANDUM ' To: Jeffrey Folger, Environmental Pianne' r Marcia Danach, Director of Plannif1ig From: Jeffrey B. Doolittle, P.E., Town Engineer ¢, Date: 8/21102 I. ICE: App 02-37P, Charbonneau Site P18in, Sandra Drive I. I: ' I have reviewed the revised Site Plan appiioatlon (dated 8/1./02) for an Industrial building On Lots 6&7 Sanda Drive and have the following comments. All of my previous comments (dated 7/15102)have been addressed. Please contact me with any questions. j 1. The Supplemental drainage Analysis received for this application shows that detention is not necessary for this site plan. According to this analysis, the stormwater system in this subdivision is sized to handle these flows and the downstream effect of this development is ' less than a 1 inch increase in downstream water levels by Strong Road. However, I have recommanded to the Project Engineer that the existing condition of the downstream channel and surrounding areas be documented prior to construction. This should support their analysis that there will be no deleterious downstream effects from this development. 2. An application must be submitted to the WPCA for their review and approval. ' 2a. Fred Shaw has indicated the WPCA will Ibe requesting a monitoring manhole be installed along the sanitary sexier system, within the!Town ROW. 2b. Any and all floor drains in garages need to be connected to greaselsedimentaticn interceptors. Post-it" aX Noto 7671 Cate pages" ' Ta From { I Go.lPaPt. I Co. Phone a Phone# ' Fax M I y Fax I' I I I I I' I. I; I. li I; I: j! SOWN 8�r+ 7-0-w:n O-P S-OatA 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 ' �OSoe-c°�'� TELEPHONE (860) 644-2511 September 17, 2002 ' Certified#70001670000189221936 J.R. Russo &Associates ' Attn: Timothy A. Coon 1 Shoham Road East Windsor, CT 06088 ' RE: Appl. #02-37P—Charbonneau Site—westerlyof Sandra Drive Assessor's Ma #96 � ( p parcels #60 & 61) I zone Dear Mr. Coon: At the September 4, 2002 regular meeting,the Inland Wetlands Agency/Conservation Commission approved application#02-37P—Charbonneau Site—Sandra Drive—Inland ' Wetland/Conservation Commission application for the construction of a 20,400 sq. ft. industrial building,parking, stormwater structures and associated improvements on property located westerly of Sandra Drive (Assessors Map#96,parcels #60 &61)I, Industrial zone. This ' approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be ' submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning&Zoning Commission shall be considered having met this requirement. ' 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. ' 3. The permit is valid for five years and shall expire on September 4, 2007. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the ' Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. ' 5. A contact person shall be identified on the plans. ' 6. Type II sediment chamber be replaced with a type of sediment/pollutant removal chamber as approved by Town wetland staff. ' Charbonneau Site September 17, 2002 ' Page 2 7. A drainage easement at least 30' wide to be granted from the outfall pipe to the property ' line in favor of the Town. 8. Current conditions of the downstream channel and surrounding areas be documented and ' three year checks on the stability of the coconut logs be made. 9. Stormwater treatment unit to be cleaned according to specifications. 10. We recommend a bond in the amount of$20,000 be submitted to the Planning &Zoning g Commission to ensure stream bank stablization. 11. We recommend a bond in the amount of$5,000 be submitted to the Planning &Zoning Commission to ensure compliance with the Erosion and Sedimentation Control ' Measures. ' Very truly yours, INLAND WETLANDS AGENCY/ ' CONSERVATION COMMISSION ' Eliza A. Warren Chairperson ' EW:dr ' cc: Chief Building Official Town Engineer Mr. Andre Charbonneau i 1 ®RAINAGE REPORT 1 Lots 6 & 7 Sandra Drive 1 South Windsor, CT 1 1 June 24, 2002 1 Prepared for: 1 Andre L. &Andre K. Charbonneau 125 Edwin Road 1 South Windsor, CT 1 1 1 1 Project No. 2002-024 Prepared by: 1 J.R. Russo &Associates Land Surveyors & Professional Engineers 1 I Shoham Road East Windsor, CT 06088 (860) 623-0569 1 1 II. STORMWA TER RUNOFF ANALYSIS ' A. Methodology ' Peak runoff flow rates were determined for pre- and post-development conditions using the Rational Method. The potential stormwater impacts were evaluated for the 2-yr, 10- yr, 25-yr, and 100-yr; 24-hour storm events. ' Based on the resent drainag e ge patterns at the site, the design point was chosen as the point ' where the stream flows off of the southern portion of the property. For the purpose of comparing the pre and post development runoff from the site, off-site contributions to peak flow were ignored. The pre- and post development drainage areas were limited to ' the 3.57 acre subject site. A Pre- and Post Development Hydrology ' The development of the project site will include the construction of a 20,400 square foot building, new paved areas, and new lawn areas. Overall, the project will result in the ' addition of 0.97 acres of impervious area. Runoff from the northern portion of the site and the paved parking area will be collected by an area drain and catchbasin and diverted through the existing stormwater system in Sandra Drive prior to discharge through the ' existing 30" outfall. The building roof will be pitched such that roof runoff will discharge through downspouts placed at 30' intervals along the southern and western sides of the building. Runoff from the western side of the building will be collected and ' transported to the south via a shallow grassed swale. Rational formula input and calculations for both the pre and post development conditions ' are provided in Appendix 2. Results are summarized in Table 1. The resulting post- development peak flows at the design point are larger than the pre-development peak ' flows for each of the design storms. However, as discussed above, due to the location of the subdivision in the overall watershed and its proximity to the Connecticut River the subdivision was approved with no requirement for stormwater detention. Thus, despite ' the increase in post development peak flows resulting from the site development, it was anticipated during the original design and approval of the overall subdivision and no further stormwater detention is proposed. Table 1 —Summary of Pre- and Post Development Peak Flow Rates (CFS) ' 2-year 10-year 25-year 100-year Pre-Development 1.79 2.86 3.69 5.18 Post Development 5.68 8.44 11.14 14.97 Sta3\c:\mydocuments\2002-024\drainage.doc Page 2 of 3 Lots 6&7 Sandra Drive J.R.Russo&Associates Drainage Report i i I C. Ripe Sizing The piping proposed at the site consists of High Density Polyethylene (HDPE) corrugated plastic pipe (CPP). The roughness coefficient used for CCP is 0.1. Calculations provided in Appendix 3 demonstrate that the proposed pipes have sufficient capacity for the 10- year design storm. D. Treatment The runoff from all paved are as eas will be collected in a single sedimentation structure in the I center of the parking lot. The structure will remove solids and sediment prior to discharge into the existing stormwater system in Sandra Drive. In addition, the sedimentation structure will be equipped with a trap hood to remove oils and floatables prior to discharge. E. Repairs/Erosion Control Downstream of Outfall IAs discussed above, the existing stormwater collection system in Sandra Drive discharges through a 30" flared end outfall on the southern portion of the subject parcel. Although ' there is some riprap in place at the flared end, there is some evidence of erosion. In addition, some minor erosion was observed along the stream banks downstream of the outfall. As a result, the project will include measures to repair the existing erosion and ' help prevent future erosion when the subdivision is fully built out. The proposed measures include the construction of a preformed scour hole at the 30" outfall and bank stabilization measures downstream. In lieu of completing an analysis of the upstream watershed, the discharge at the 30" outfall was estimated using mannings I formula to determine the capacity of the 30"pipe flowing full. This results in a discharge from the pipe during the 10-year design storm of approximately 35.6 cubic feet per second (cfs). Based on this estimated flow rate and the observed channel conditions, a Type 1 Preformed Scour Hole was designed in accordance with the CT DOT drainage manual (see Appendix 4) to provide protection from erosion at the outfall. ' Additional measures to prevent erosion downstream of the outfall include the installation of koirlogs (coconut fiber rolls) and wetland vegetation plantings to stabilize the banks for a length of approximately 100 feet to the property line. These measures will help off- set any impacts from the development of the subject parcel, as well as the other undeveloped lots within the subdivision. Sta3\c:\mydocuments\2002-024\drainage.doc Page 3 of 3 Lots 6&7 Sandra Drive ' J.R.Russo&Associates Drainage Report J N. rt, Q �.s / Now •� ` a ' y I. - �- � �{�f � - v /�t.J�E �.• a "� 4zr {711I� s, y �r�9;., y e I #�. +$4 +s } *-i�_3 '-. A�'#�7�1��}� • -, ''{� $i1•.°-' �/' �!f �. @� `:L1f � ..f �x S-4 t a`�`"' { �."�•j. VTL .j ;1 - ; a.. ���•\\ ��tIT��!"' �'�n�y7y�i4"�" �� �.!" •i.a ✓!"S w •- s. Fib" • _ u/ `�'�. }',� ti �if��✓ � �,/ ':.\\ r'.-'iy�t -?�"� �i � t�,��Kr� did i f,�.�`,M { t °F` r �, ��4�p r �� � P t�� .� '��_'�"—"€''";�y,f�,r i ,� :£� - ���xx�.to;� �,� a�•r� ���� x r "Amp ►.\,. .,,J�"'�5 `•� `,4 Trf (� 1�6 f $ey. ✓ ��f �7 tE � 1 .J��f � d yA� i �'1�-.l i/iA � �. Tt,"_ 9 , � 4, s � �,.t /.,. F> F A ®e / AF s 8 B""SS��£ 1 c y„ :,� �a�pl�A ,} p - a;¢ •"k y! �5/� Sg, � 1WA fj a a a `#'t Y � ia� t ?,` ygam �• !r 19(/;I �1 r �1�s.. ,�fiL� 7 . V. 9•� J. �" .� 3 � � - �•� ,j40 am a, r T� •fk �- { W -41. ; iF tF -. '2 h� .161 '•,,r ✓ ^'{ -- t 56.(�...,j�3'.t . p�a_'° '- � y 44, If/ i! Zt' rr r =r {j '�.•.�--� l[ � ,i s ^��^�fJ jay;t e gy �` �,c (r i\ �y� � a � �11G .� ���'i � � (f ;d d ��.• r }T� � i},.F6 s' '� it B 7 A � � P a ,,i p �t -.���'�T ��oa`''. � �` t t, �J �+@ ��jr��.. �6✓�' ,!i t f�' �� � �1. •i �l� '� �� �� _i '"�- ,i�� ��, ��ri®�"�, y�`rm� ��'r� �z rat �� A S _ ft �i r.�'" '\n � � •_tr d✓� �:, jg CL4:+'� �+.5`.ri.�: ?;1,6 3{f r91 ��P Appendix 2: PRE- AND POST ' DEVELOPMENT ANALYSIS ' J.R. RUSSO & ASSOCIATES JOe 20b-z- nzA Land Surveyors&Professional Engineers SHEET NO. I of ' 1 Shoham Road CALCULATED BY -f:h G DATE `DZ East Windsor, Connecticut 06088 TEL: (203) 623-0569 CHECKED BY J DATE dZ- ' FAX: (203) 623-2485 SCALE ........................:....................... ..... .... .... ..... ..... .. ..... .... ...... ..... ...... .... ..... ...... ..... .........:..........:.... ....,...... ....:.... ......................... e d v�(} '� y 1 ..... .... ...... ...... ....................:.............:...........:..............:............ .................... ...... ......................................... ...... .... .... ...... ..... ..... ..... ...... ..... ..... J ....... ......... Pe................... . .....v . ...............................................:............:.............:......................_.... .......... ........ ........ ............ ..... .... ...... .... . . e�... .. . A_ ............ _ .. 7 .. .. ._. . ...... . ....A ..... .... ...... ...... ..... 1 ... ....:.... ....:.... ....:.... ...:. .... .... ..... .... ..... . ..... l - . �o t ... . ..... ...:......._ .a. o. ............................... 1 ............ ............... .. .. ..................... . .. . ... .............. _C ..... e.C ....... ....... ...........................i............. ...... ..... ..... ...... ..... ..... ..... ...... ...... ..... ...... ..... ..... .. ...... ...... ..... ..... � ' _ 5 t l© n ` t • c. ...e ..._ ........_.... .....:p :...._............... ....: . .. ..... ..... fa - t_ w....-...._. .. w. ..... ......... ..-0...... . ... .. __ r \ ( .. ... — 5 � — �. .. .V . 5. .. _.. .. .. ... .... .. fsovNl. _.._ 1. vl Z : ° 4 d .. ■ [opt .... ■ wec� �c �evw . . .(se . cQ p� � y5 � a-r .. t. ems.... 1 J.R. RUSSO & ASSOCIATES JOBZ Land Surveyors&Professional Engineers SHEET NO. z OF Z. ' 1 Shoham Road (8-ZL4 -p L CALCULATED BY DATE East Windsor, Connecticut 06088 TEL: (203) 623-0569 CHECKED BY '�� �- DATE_ dZ FAX: (203) 623-2485 SCALE .............<..............;.......... ...... ... ...... ..... ..... ....:....... ....:._. ....:._. vl� 1 .......... ..... ... ...... ...... .... ..... .t Is ........-(AN",__. .. ..................... .. 3, �t' ............:......................... ...... ...... ...... ..... ..... ..... ..... ...... ...... ...... ...... ...... ...... ...... ..... ..... ...... ..... ...... ...... ..... ...... ..... ..... ..... ...... ... ....:.... ....:.... .....:.... ....:..... ....:.... ....:.... ....:.... :....._.. aa _ ............. 0 .... .. Q � . ........:..... ...........:..... ......... .... ...... ...... lu S. ..................................................................... ... ... ............ ....... . FPI .. I. . ., ............ . c�......a... 5<....... .... .. ..... .... ... ....... r .. ......... L..............:................ ....1.............i.1....-...{. ...........:........1.1''�...�.. .Y�':....: ............................�-�`. [�\)�7� .......... .. .....lw.tf.....lf.... .... ...... ...... ...... ...... ...... ..... ...... ..... ..... Wt: se ....... .� . .W3. ...... ..... .... .. ..............:.............:....�-e� .. .... .......... .... . ............ ......:..... ..:... ...._.... .. ...........:...............:.............:............... ..... ...... ...... ...... ..... ..... 3 r .... ....:.... ....:.... ....:.... .....:.... ....:..:. ..............:.... .......s ........ rcJY►.......CJ 1. .............. ..... ..... ..... ....:..... ....:.... ....:.... I ...... . _. _ c ............:.. ....... .......... ...... ..... ..... ..... ..... ..... _ _ .. �2 � ....i 0`r . Qr� j .J M D. ,. ... c. Z.!{7.1C 1.4 4. �� �®Z Q....... .........wt►v........_ry......... 4 5rr .............:.............................._.. .;..._°1 ..._.. ................ .....5.. .. �_ °.Q ..... ` ...: y.. . .......: x[n..................:_...... ...... ........¢ .......u+r� ..... ...........................:........................... Z, — t CD € P tO o , : t ......_�3 ._......:.. .._... ....... _:...._o .._.....:...._c,..... :.2_. :....... .:.....�c.o.............. .....: ......._o....�lt......:AAA"." ........... ` ..............:...............QU.__...... ! ANI�/ L . .._ . . ...._ ....__. .. .�........._�.,`1......._ .......... ( ... Ut.... ..... ........................... .... :..._ :.......... . . ..... ..... .... ...... . : .. ...°.......................,............ .....h!�41!�._. . . ..... ..... ... .... .... ... ...Ls __ z . � � z�) .. ... . 1 ... ... y ... .. ... y .. .... .... ... . _ Q _ .... .... ..... ... .... .... .:.. .. . .......... ..:.. .. 1 1 Appendix 3: PIPE SIZING CALCULATIONS 1 1 1 1 1 1 1 JOB ZooZ -oZ=q �.. J.R. RUSSO & ASSOCIATES Land Surveyors&-Professional Engineers SHEET NO. OF 1 Shoham Road CALCULATED BY :fA.C— DATE l0-ZN`D 7- East Windsor, Connecticut 06088 TEL: (203) 623-0569 CHECKED BY- 2 �— DATE- 4 Z S o Z_ FAX: (203) 623-2485 SCALE .................................... ...... ...... ...... ..... ...... ...... ..... ...... ..... ...... ...... ...... ...... ..... ..... i i 1 ..... .... ..... ............i........... ...�......4j. ..._F........ ... ... ... i � ems.. ...:.......... .... : r.....A ..... .... �c� - ......._... ..... _y ..:... '. ...... ......... ...............: G:- ue� : . ..1.. . ..........................:...... ..............:........_:.... :...... wt .. ..... - 5 � c. .. t�...... ....... C1 ��1....... ,? . . :............................ .. ... . — .. _i ._... . .�.y a .... � r... ...................... ........ ; ......... .................. ....... tY.. ..... i ...... ...... fi © ... X .............. .. : ........:............. :.............i.............. :..............: ........`......W ..............;...........:..............:.............:.............. ..... .... .......................... .................................... .... . � ... ` ............... © ........ ..... ._ ...... A .............. ........... ........................r . .............................................:.......... . : . . . : . . : : . o. .... ........ .......__; .............. .. . ....:..... ........ ........................ .... ...... ...... c� , x� r. .. ... .......... ce ,. .- D Z. _.A � u�( sx 5 - ..: C � C �o S n.._........ .: . ... ..... .........._ .. .... . ...:.. o ' C ........................................ v �.e - Q.zSo . ©.SCofgp. . . .... ............. _ ... ... ... ..... n•.. . C..� �.�::a � .e ........... ............................I..................................................... .............. A_ V/ f _ 1 .. . ... C� (' . ._ . ..... .. ...... 1 - . . ..... G-IN1� .... .. .... : .... ............ tom LF - uUv�see�- 3......_-> . .. s p��"CS .... ..� Peru a� 2 4 Z C4 s IS Q 1 zD C, 1 J.R. RUSSO & ASSOCIATES JOB 2 oo2- o-z,4 ' Land Surveyors&Professional Engineers SHEET NO. of �� �Lt 1 Shoham Road CALCULATED BY�n` DATE `Z-I`a East Windsor, Connecticut 06088 TEL: (203) 623-0569 CHECKED BY r� DATE_ Z 'b Z-- FAX: (203) 623-2485 SCALE .............:............................:..............:..............:.......... ...... .... ...... ...... ...... ..... ..... ..... ..... ...... ...... .. .............. ........ ....:... .......... ..:................................ ..... .......:..............:..... .:. .... ...... ...... ©. y [ e ...... ...�..00.....................�......................-�.... .._�....... ........... .......... ............ �.......C..............a�......._........................... 1....... 1............................................. a t 1 5 �n;� 5 �� ....................... ........... ...... .......... ....-........................................:............. J ..... ...... ..... ...... ..... ...... ...... ...... ...... ..... ..... ..... � - F, 1 ..............:..... ....:.......... .. .... ...... ...... ..... ..... ..... ..... ..... ..... ...... ...... ...... ...........:.... .......:.... ............................... ..... ..... 6 �. ........................ .................... .... ..... ..... ..... ... ... ........................_:...........:..........:............:......................... ...:..............:.......................... ....... .......:..............:........................ . ............. ....:..... ....:.... ....:.... ...................:....................... ..... ..... ...... ...... ...... ...... ..... ..... ....... ,.� ...... ..... . .. ..Q, ...GSn staL ........ ... .. . .... .... 1 :.... ....:.... ...:.... ....:...... ............:..............:................ .... — ...... ......... ......... ........ ......................... s ..........................: ... ............. ............................................... .... ..... .....3 . 1 .........'............ ...... ..... ..... .. >..:..... .... :_�� al 1. u `� t C��n...® c . ..._�... ..............._........... .. ....... ..... ....... ; _ INorth American G[pen-Erosion Control MaterialsDesign Sofkware lfer 411 -Channel 6l241200 07- I�M—IGOMPUTED 9Y-._TAC IPROJECT,NAME: LOTS 6.7 SANDRIAQRIV. E. NO.: 2002.024 IFROM STATIONMEACH: TOPOF 71 TD„STATIOf±IIREAGIi END OFA AREA: FREQUENCY:Y: 10-YEAR HYDRAULIC RESULTS Discharge Peak Flow Velocity(fps] Area(sq.ft) Hydraulic Normal Unrainfoiced Vegetation (cfs) Period hrs Radius[ft Flow d hrrd. 4.1 1.0 2.91 1.41 0.27 0.35 S=0.1000 LBottom 3.0 Width=3.00 It 3.0 LINER RESULTS Not to Scale Reach Material Type Phase Veq.Type Sail Type Manning's'n' Permissible Calculated Safety Remarks Staple Pattern Class Vag.Den sit Shear Stress(psf) Shear Stress (psf) Factor Straight Unreinforced Sad 0.068 3.33 2.1 B 1.53 STABLE D 75.95% Silt Loam 0.035 0.015 2.33 STABLE Appendix 4: EROSION CONTROL MEASURE ' CALCULATIONS 1 1 1 1 1 1 1 ' J.R. RUSSO & ASSOCIATES roe ZO©Z' OZA Land Surveyors&Professional Engineers SHEET NO. , OF ` ( r 1 Shoham Road CALCULATED BY k DATE w- �Ll ' East Windsor, Connecticut 06088 CHECKED BY r_ DATE TEL: (203) 623-0569 h FAX: (203) 623-2485 SCALE ©tJ £ e' . .. ...... ... ... ..... ..... ...... ...... ?.............L....................... ... ..... ..... ..... ..... ..... ...... .... ...... ..... ..... t .... .._:.... .....:... S a .. ....:..... ...<..... .......... .................[............................ ...... . ..... 4• l �' i ............................:..............:....... ..... 1,4i p.... ..... 3 .........1 . .._._ ... 1 � C'+ f .......... < ............... av<. �_S�`/�a C ...... ............................. .... ....... . a........ .............., ...... .. . . .... .- _A .. _ . ........... .... ... ..... .... ..... .._:.... ....:.... ....:.... ....:.... : : : : : ; : : : : : : ....:..... ....:.... .._:.... ...:.. Qy.�.. .... ......... ......... ......... ........ ........ ..... . ............ .. .. .. ... ... .:.............:.... ©. - .. ... z lA e .... .. .... ..... .........:.... .....:.... . ....:..... ....:.... i 1 : : : : : : : ...:.... ...:.... ....:..... . ....:..... .._:.... . o a..........................<............................;..............;...................................... ..................;.............;_............................................. ........... ....:............:.................:..... . - .. ..-.._. .. .... .. .. ... .. ... .. .... .. ... ..... ..... ........................... 0 ..__ ..... .�t1 .... .. .. ..... ...... .:..... :. .........;.......................... ;............... .....:.. . . ��. tc,a� + �cc0C 2 ' _,���e r_-�o�,���� �r�c-��Q.u.a�... �...._�=..:.,5..�-��......... ....... ............... ... `. see oo, c . . .:. .....:.. ..... :... ..'. 1 _ ......................... ....... -true �cc � re':o .N r� 3o�.Co s. �V� .. Z.0 ..Lv ........ ...... c-c ee _ a� Qca� �n c Q� 3 .. ..... ■ Q_ a D©`C__ Dc � � Ma��a Sese-� w1� o ........... .... ...... .. ... . 1 Ck 1 ' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION June 24, 2002 PROGRAM INPUT DATA: 1 DESCRIPTION VALUE -------------------------------------------------------------------- Flow Rate (cubic feet per second) . . . . . . . . . . . . . . . . . . . . . . . 5 . 0 Channel Bottom Slope (feet per foot) . . . . . . . . . . . . . . . . . . . . 0 . 0400 Manning's Roughness Coefficient (n-value) . . . . . . . . . . . . . . . 0 . 0300 Channel Side Slope - Left Side (horizontal/vertical) . . . . 0 . 10 Channel Side Slope - Right Side (horizontal/vertical) . . . 0 . 10 1 Channel Bottom Width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 0 PROGRAM RESULTS : DESCRIPTION VALUE -------------------------------------------------------------------- ' Normal Depth (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 50 Flow Velocity (feet per second) 4 . 85 Froude Number (Flow is Super-Critical) . . . . . . . . . . . . . . . . . . 1 .221 ' Velocity Head (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 37 Energy Head (feet) 0 . 87 Cross-Sectional Area of Flow (square feet) . . . . . . . . . . . . . . 1 . 03 Top Width of Flow (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 10 TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1 .2 (c) 1986 Dodson & Associates, Inc . , 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322 . A manual with equations & flow chart is available. 1 1 1 1 1 3ok 1 TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION June 24, 2002 ' PROGRAM INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) . . . . . . . . . . . . . . . . . . . . . . . 30 . 6 Channel Bottom Slope (feet per foot) . . . . . . . . . . . . . . . . . . . . 0 . 0400 Manning's Roughness Coefficient (n-value) 0 . 0300 Channel Side Slope - Left Side (horizontal/vertical) . . . . 0 . 10 Channel Side Slope - Right Side (horizontal/vertical) . . . 0 .10 Channel Bottom Width (feet) 20 . 0 PROGRAM RESULTS : DESCRIPTION VALUE ------ Normal Depth (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 33-- Flow Velocity (feet per second) . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 64 ' Froude Number (Flow is Super-Critical) . . . . . . . . . . . . . . . . . . 1 .424 Velocity Head (feet) 0 .33 Energy Head (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 66 Cross-Sectional Area of Flow (square feet) . . . . . . . . . . . . . . 6 . 60 ' Top Width of Flow (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 07 ' TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1 .2 (c) 1986 Dodson & Associates, Inc . , 7015 W. Tidwell, ##107, Houston, TX 77092 (713) 895-8322 . A manual with equations & flow chart is available . 1 J.R. RUSSO & ASSOCIATES JOB J.R. -`OZLf Land Surveyors&Professional Engineers SHEET NO. I H OF ' 1 Shoham Road CALCULATED BY `/ - DATE z East Windsor, Connecticut 06088 TEL: (860) 623-0569 CHECKED BY DATE FAX: (860) 623-24.85 SCALE ............'.. ................'..............'..............'..... ...... ...... ...... ..> , ............. :..`.... ....... ............ ..... ..... ..... .... ....b.... ....b.... ....L.. ...... .... ...... ...... ..... ....... ..... ..... ...... ...... ...... ...... ...... ..... ..... ..... .. i i i i ...............;............. �. �...�t ..:..............:...��.._u. : ............:....... 1.... i ? i i ' i , i `; i i i ..... ...........................................................................:........................ i i i a e , , : .............................................e............................:.......................•..............i............_e.......... ...... ..... ................. ... i e i i i : E ......................A..............:.............a.............n...................................................j :..............:............:.... .... ...... ...... l:c ..................... . ?................................ . ... ..........._.....................................................'..................................... _.............i......................................................'..... 1 ..... ..... ..... j .. , i ..... .... i [ i i i i K+ i i i i ............................................................................. ..... .... ...... ...... .......... ........ .._.... .... ...... .. i ..............s 4 :1 i i A ............. At .. ....._=:. oa. ... _ i e . . .........d......................... � i . . . .. . . . . . . . . . . : t i i i i i i i i i .............i. ..................i.............:.............:............................i.......... ...... ..... 7....f..:..........1..............r.... ..._... ...:i ..... ... ...... ...... .... ...... .. .._.....o.... ....s'..... ... ..... ..... ...... ...... ...... ..... ..... ..... i [ : ' : i i i ; i ' c o�cNtL°: ........ r :v .._d� � . � :5:� ........., .... ..... ....�.... ... ............:......_.........._.....;..........:......._i ... i.. .... :. ...... ..... ..... . .: . ...: ............s.............. 30 ...... ...... ...... ..... ... ..... � a i l.� . 1' ................v....................... ..... ................. ........ .... ..... ..... ...... ...... ..... ..... ••• v ............. ...-....... .:...:.: ..... ._ .... ............ ... ... �.... ........ .... ...... ..... ..... ..... .... ...............:......................................... ....................................:. ....:.... .... .........:..... .......................<. ....... . ...... ............ 4........................ ....... : : : . : . : : : : . : : : : .4 . . . : : . . . . : . : . : . . : : : . ....:.... ....:.... 1 ..........._........_ .. ..... ............___ IZ- 'S = ,z. .. ...1. .._:. .._:... ...... P .... ... ..... 1 G .......... P s ......... ....... ........ .-. . :_. .._- - ........._� _� .. C� 1 ...... ..... ..... ..... 1 "' ..... ...... ..... ............ f L .._:.... ....:.... CrC ............>.............:.............v.......... ....:.... ....:.... �.. ..... ..... 5 . , i . ............ ........................ Vie._;.... ............... .............:.............................. ...... .. ...... ............:......... ...... ...... ...... ...... ..... ... ...... ...... ..... ..... ... ..... ..... ..... ...... ...... ...... ............ ..... ...... ..... ...... ...... ..... ..... ....:.... ....:.... ... . ................:. ..............:..... ............:......:..............:. ... ....:.... .t, Crv- J 8' A n ./-19 Culver �— C - - EndwaU I+--- 3S� ' Culvert End A " 00S�o°°08�o A o c0�I oDo Coo0 ° ° � 0 o c °Sp, oh ° � a0Q)o°�C�c a p0 B 0o N00 °00� --� ' ° 5. Fc °08� CC�0 000000�C° I 0 0 ` t Endwall / L 3:1 SIDE SLOPE \ PLAN VIEW Culvert End \ .�•: ' T— Rp 3 3 F 1(— d Qo r°l � O o 0.3 m (1 ft.)for reinforced 1.0 ' concrete culvert end 150 mm (6 in.)granular fill for—/ modifiecWntermediate riprap and —Geotextile (separation)should field 3W mm (12 in.)for standard riprap condition warrant SECTION A-A ' LEGEND Max.inside pipe span (non-circular sections) Sp = Inside pipe diameter(circular sections) Max.Inside pipe rise (non-circular sections) R P a Inside pipe diameter(circular sections) 300 mm (12 in.) Modified Riprap d = 450 mm (18 in.) Intermediate Riprap 900 mm (36 in.)Standard Riprap ' Type 1 F = 0.5 RID Type 2 F = R p C = 3Sp+ 6F B = 28;p + 6F Figure 8-11 Preformed Scour Hole Type 1 and Type 2 ' October 2000 ConnDOT Drainage Manual L INTRODUCTION ' A. Project'ect Description P ' The applicant is proposing to develop approximately 3.57 acres of land (lots 6 & 7) located at the southern end of Sandra Drive in South Windsor, Connecticut. Sandra drive ' is part of an industrial subdivision that was constructed in the late 1980's. It should be noted that the Sandra Drive subdivision was approved with no requirement for storm water detention due its location in the overall watershed and proximity to the ' Connectictut River. Thus, despite an anticipated increase in runoff resulting from the development of the site, there are no existing or proposed detention facilities so that the peak flow moves through prior to the peak discharge from the overall watershed. The project proposes the construction of a 20,400 square foot building, paved parking, drainage and utilities. Runoff from the paved parking area will be collected and routed ' through a sedimentation structure equipped with a trap hood, prior to discharge to the existing storm drainage system in the Sandra Drive. The existing storm drainage system in Sandra Drive ultimately discharges through a 30" culvert at the southern end of the ' subject parcel. As part of the proposed project, the applicant will address degrading conditions at this outlet by installing a pre-formed scour hole and providing stream bank stabilization downstream. 1 ' A Existing Conditions The site is currently wooded with the exception of the northern portion of the site that has ' been cleared and is currently covered with brush vegetation. The site slopes from the northern property line to the south. Elevations at the site range from approximately 78 feet at the northern property line to 46 feet at the southern property line. ' The existing storm drainage system in Sandra Drive discharges through a 30-inch diameter flared end structure on the southern end of the parcel. The observed flow from ' the outfall suggests that the storm drainage system intercepts groundwater and provides a seasonal source of water for the small stream that flows southerly off of the site. The pipe outfall is currently equipped with riprap; however, there is some evidence of erosion ' at the outfall and along the stream banks downstream. Based on a review of the USDA Soil Survey of Hartford County, Connecticut soil types ' at the site consist of Buxton Silt Loam (BxB) and Scantic Silt Loam (ScA). See the Soils Map in Appendix 1. These soil types are moderately well drained to poorly drained silty soils with slow permeability. Sta3\c:\mydocuments\2002-024\drainage.doc Page 1 of 3 Lots 6&7 Sandra Drive ' J.R.Russo&Associates Drainage Report SUPPLEMENTAL DRAINAGE ANALYSIS LOTS 6 & 7 SAN D RA DRIVE ' SOUTH WINDSOR, CT July 26, 2002 REcr-- ED 1 J AN 2 2003 ' South Windsor INLAND W ETLANDS AGENCY CONSERVATION COMMISSION Prepared for.• Andre L. &Andre K. Charbonneau t 125 Edwin Road South Windsor, CT Project No. 2002-024 ' Appl# 02-37P Prepared by. ' J.R. Russo &Associates Land Surveyors & Professional Engineers ' 1 Shoham Road East Windsor, CT 06088 (860) 623-0569 J.R. RUSSO & ASSOCIATES Land Surveyors & Professional Engineers ' July 26 2002 Jeff Doolittle ' Town Engineer Town of South Windsor 1340 Sullivan Avenue ' South Windsor, CT 06074 Re: Supplemental Drainage Analysis ' Appl# 02-37P Lots 6 & 7 Sandra Drive ' Dear Jeff: Per your request, J.R. Russo &Associates has completed an additional drainage analysis ' to demonstrate that the development of Lots 6 & 7 Sandra Drive without detention, in our opinion,will not create detrimental impacts downstream. This analysis includes a pre- and post development analysis of the Bancroft Brook watershed upstream of the existing bridge at Strong Road. The analysis is presented below. A. Methodology ' Peak runoff flow rates were determined for pre- and post-development conditions using Applied Microcomputer System's HydroCADTM Stormwater Modeling System. This ' computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) methodology. The potential stormwater impacts were evaluated for the 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr; 24-hour storm events. ' Based on the present drainage patterns, the design point for the analysis was selected as the bridge where Bancroft Brook crosses Strong Road (see attached Drainage Plan in ' Appendix 1). According to the FEMA Flood Insurance Study for South Windsor (see excerpts in Appendix 2), this bridge is a restriction that acts as a flood control structure. Water backs up behind the bridge to prevent flooding impacts downstream. In fact, a review of the Flood Profiles of Bancroft Brook indicates that there is a 3 foot hydraulic jump at this bridge during the 10-year design storm. Upstream of the bridge, Bancroft Brook has an associated floodplain approximately 200 feet wide extending all the way to John Fitch Boulevard. ' B. Pre-Development Hydrology The drainage area of concern was divided into two subcatchments. Subcatchment 2 ' consists of the 3.57 acre subject site. Subcatchment 1 consists of the remaining watershed contributing to Bancroft Brook flow at the Strong Road bridge. Subcatchment ' 1 Shoham Road • East Windsor, CT 06088 • TEL: (860) 623-0569 • FAX: (860) 623-2485 July 26,2002 Page 2 of 3 2 was estimated to be approximately 890 acres (see drainage plan). The majority of this area is undeveloped woodland/wetland. However, there is significant residential, ' commercial and industrial development along the streets and roads within the watershed. The time of concentration to the Strong Road bridge was calculated to be 127.8 minutes. In order to estimate the curve number for Subcatchment 1 for use in the analysis, the FEMA flood study of Bancroft Brook was used. According to the FEMA flood study (see attached excerpts in Appendix 2), the entire Bancroft Brook watershed is ' approximately 1.7 square miles (1126.4 acres). The 10-year peak discharge from the entire Bancroft Brook watershed is approximately 170 cubic feet per second (cfs). This was measured at a point approximately 2000 feet downstream of the Strong Road bridge ' where Bancroft Brook intersects Strong Brook. By adding the additional 2000 feet to the time of concentration calculated to the Strong Road bridge, an overall time of concentration for Bancroft Brook watershed is calculated to be approximately 144 ' minutes. Using this time of concentration and the overall drainage area of 1126.4 acres, by trial and error the appropriate Curve Number for the Bancroft Brook watershed to generate a 10-year discharge of approximately 170 cubic feet per second is 54. The ' resulting calculation sheet is provided in Appendix 2. The Curve Number of 54 was used during the remainder of the analysis as representative of the Strong Road bridge watershed. The project site (subcatchment 1) consists of 3.57 acres in the lower portion of the ' watershed. The entire site consists of woods over B soils during the pre-development condition(CN=55). The time of concentration for the site is calculated to be approximately 6.8 minutes. From the site, runoff then travels through the existing brook (Reach 1) for a length of approximately 2,000 feet to the Strong Road bridge. Using the data presented above, the pre-development peak flows were calculated at the ' Strong Road bridge. The flows are summarized in Table 1. Data Sheets are provided in Appendix 3. 1C Post-Development Hydrology The development of the 3.57 acre project site will include the construction of a 20,400 square foot building and associated parking areas and lawn. Runoff from the site will continue to discharge into Bancroft Brook. The resulting post development peak flows are summarized in Table 1. Data Sheets are provided in Appendix 3. \2002-024\supplemental drainage.doc Lots 6&7 Sandra Drive ' J.R.Russo&Associates Supplemental Drainage 1 Appendix 1: ' DRAINAGE AREA MAP 1 1 1 1 1 11 1 Station3\c\mydocuments\2002-024\wetlands response.doc Lots 6&7 Sandra Drive STONG ROAD CULVERT/BANCROFT BROOK DRAINAGE AREA MAP '.I Z It I� '�I \J j�o \\j••; - _ \• ''..'Ti -:C:.,. `: Y. arp,.r lu 5u Rye Street j J� t'W'ilndso' M 71 LIMIT F DRAINAGE AREA° CE o j( A L V 1-0 94 0 East W. co 11, -am YROPOSED SITE "84 Q. ,, Ed i 4SFI. 1b 88 go') Brick ar N and 7 C?- Isstelear hnjc EIEUt (.;I8ypI[ (Ha rtford. ,4 tfora Graduate cint"Eue 190 WT oo '7 7 -__'- ./ j' sr' -- — 00 jo H 2 v 7: B J., -— - ., -— . - - --:- -1 13 ERT STRONG ROAD ---------- FLOW PATH A Notes 011Z X8, Cem:./:,'�V 41- 1� �I�y��l`e 1��0 1 s o o J UP 190 —RoA0 - � J^j- `4LI Z N\ 4& LINa .,h Windsor �� ,�:_: ij j _— °c✓ ; , � /� /j\, ti/�^j/:.//j"!� \��� 2'1Z>;Ow$o� G .;,• ��1; /�` 0 0, 1:J ....... ---- LOTS 6 & 7 SANDRA DRIVE MANCHESTER QUAD SOUTH WINDSOIR, CT SCALE I" =2000' 1 Appendix 2: 1 FEMA FLOOD STUDY EXCERPTS 1 1 1 1 1 1 1 1 Station3\c\mydocuments\2002-024\engineers response.doc Lots 6&7 Sandra Drive ' LIMIT OF DETAILED -- BOULEVARD STUDY RM52 3►licA g�T,E ZONE A % ZONE A6 ZONE A3 / 500 YEAR FLOOD / CONTAINED IN RM51 CULVERT ZONE A3 ,i ZONE B ZONE B ' RM50 ZONE A2 ZONE B ZONE B ,a Fti - 0 ' ZONE A4 T 4o ZONE B ZONE A13 ry ZONE B 35 ZON Dam 3 ZONE B ' '` "` Table 1. Summary of Discharges Drainage Area Peak Discharges (Cubic Feet per Second) Flooding Source and Location (Square Miles) 10-Year 50-Year 100-Year 500-Year Connecticut River At Hartford Corporate Limits 10,460.00 120,500 165,500 185,500 230,500 Above Farmington River 9,852.00 121,000 165,500 185,500 230,500 Podunk River At Corporate Limits 18.94 1,065 2,020 2,580 4,370 Above Burnham Brook 14. 30 670 1,295 1,710 2,580 Above Quarry Brook 10.05 490 1,000 1,305 2,125 Above Plum Gully Brook 5.25 230 475 615 1,030 At Sullivan Avenue 2.80 160 340 440 730 400 Feet Upstream of Nevets Road 1.63 130 270 355 585 At Miller Road 1.05 115 240 310 450 co Plum Gully Brook At Confluence with Podunk River 4.80 410 790 1,000 1,575 At Mouth of Farm Brook 1.18 130 265 345 580 Quarry Brook At Confluence with Podunk River 1.64 1.40 280 355 580 Farm Brook At Confluence with Plum Gully Brook 2.02 230 465 605 990 At Oakland Road 1.22 145 300 395 635 Bancroft Brook At Confluence with Stoughtons Brook 1.76 170 350 450 755 Dry Brook At Confluence with Scantic River 2. 33 190 365 470 745 1850 Feet Downstream of Griffin Road 1.67 155 320 400 630 "umull■■■ 1!■■■■■■sonYriWiL[IIiL'�ii�il� i:■:■ aGr7 ......................,, ..;;s ■3 .: IIM;E■EES■■■E■EM■ENMM000s■SOMs■Ens■sE�l `! ■SUMMER■■■■■■\\M■■■■■■;m ■ ■ ■■ ■■■■■■■■ ■■■■■■■■■■■■■■■■■/■■■■■■■■■■ ■■■■11=Gr7 MM■NSO■■MN■■.RUE■■E;■ L3's : ■ . ■■;■.;■..MORONI.■■■Ns■MM■■EOssE■E■;■sQ:Ql�� M■ /■/■/■■//■■■/■■►�■■■ ■ ■■ ■ ■MM■ ■M■ ■ONEoso■EEN■EMEM■M■ ■ . ..ti ■■■;E;E■■EENE■■■■E■ ■ :n�E:E;; ;:Q 3■■n:■MM■■■mOMN ■■■■/■■■■■■■■■■■■■■■:■ EM !IR■� MM =N EIENEBEMonson MEE ••• • •■ onommo■moommo.■:■■■■wsomommEM■■■E■■■■■m■■nll�Sim ... ■ ■ ■■ ■ ■ SUSS■ ■■E■MEN■E/M/NMMSENSE■■ ■'I1:@9 ..,,.�.. MMMMw■�:IM:\�� :1 INN a :a ■M■■■:Mom MMEN■■N■MEN;..;....;mM�!�IMid ■■M- ■EEMO■NE■■■■■. ■ONE\ ■ ■ ■ ■■■ SUSS■ SUSS■ ■■■EEEs■EIME■ ■■ SUSS Ensl-C : M. ■■. :: ►oms■ ■ ■ ■■■ ■ESE■: m: SOUS■:: ■■■■■■■■■■■■Mt/M■ ■ ■ /■ IME� ■■OEM MMM■■owns/■■■■■ ■ ■■ 010■■SUMS ■NEENESSE■■■■/MEMMON■ ■ ■ ==■I■■ ■wMEN MM MM■o;so■M■ES ■■■\�■ \\. ■: ■3 ■om3 ■ :■■MEMO: ■o■■EM■■■onsoMM■NE■■ma 'mom MEN on..w■.. M■■■M■■■Ess/■■■M■Eon■E■a�`i. ■■■■■■■ lmnms■Nonam MENEM :■E■EMS ■o■mommoso mosomm:::M: - - : :::::;:::;::::-:Ill:m::Ga3-:m• m� � ::: .. ■m■■ ■ENE■ own ■.Mao■NEON ■■ .■■. .... . ;•� m �!� ■■ !� m . '3 3I.En Noa33/M■:: .: :; ■EE■�■ ■■ ■■ NINON ■ ■ �ME � ! -�■■■�-: M/.#s,O.:__:■■//■■■■■■■oM■EMM :nSn- mom :NNE ■■MNONia= --- - - - ■ ■N■ ■■ ��► __MO z7=�.L■■i . SUSS■ ■■sEEE■■E:=:�C�C��� ■:■ Mom ■■iii::::::ME ME so ONE::;:M :;;\9'::MENEM ■ESEEN ON mom:SOMMMini ■3 � RON MEN■■;N■I■■■m SE■NMMENN;E IE■ Mmo :�3:MsO:ss3 mm'OM'M:m';EONEMMEMESSOMMEN ■ G won • ■SUSS ■■s■■NH SEEN MEN NMImom moss ■� ■■ ■ ■ ■ ■mom w■os■■ns■■N■mwsmmmi� 11111■■Mw■■■ ■M■■E■■■ ■ ■■■ ■ ■� I ■o■■os■■MNMEs■ ■OMso ■ �� om ■s■Mom mo■E■■E■E ■ ■EE E ■E EE ■■sso■Es■mom MEMs■M■Q :i. o■ ..... ................... . ■ D ■ ■sso■E■■NNw■EN■■■ ■ ■o■ OMENMEN ;;MMi1111 ssss::ssss: :Q:: INN 3: :ms .. ■:mssmo■ .■ ■ ■ 3: L_ 33.1E simmom.......3.......333.E �... M■mMMMENEMM//MENNEN ■■■ww /w ■ mom Mr,1. M■M ► is ■■■QNM■MEE■E/w OM■sEMENE■■■w■Ms►iM■■ MEN ■■oE■s■ES■EM ■ESE EE Q ■ :■ ■ �■EMm�E IEEE;■■ ■s ■■■In■■■■■■E� ■�=1111 • ::::00 onsonsm ONE a m m333s s a"m: :m:m I:;mN■■ ■■� ■■■■EN ,i,i w■i:■■■ ■■ ■■ MM/MUMS ■REM/Mmmmmi��MNiI■E■ MME MN ■■ ■■ t■ ■■ ■ ■i ■ ■■ ■■■■n■■ ■ ■En■MERE■/■!7■/ MEN ■Er.►1 ■■:O■:QQs■ Ism ; m : Qm\: ii . .Q.. 1111 s■'#GIs__�mmoEMo■ENEs SEE ■�.�m l\1.■■.E; MEMBERS EN:s::s:ss:ssia =1 ME S►IMMENEE■ME■Es;E;.■:;a : M■M\'■;i' ,.�.■m mm■■;noon■waM■■EN■oM■■r:'I�M :iME ■N■■ ■■■osson■■ ■ ■ ■ ■ ■ ■■ n► c � RM ■■ ■EESE■MM/M SOME M■ ■■ s■o NONE .POMENNEEN3.'� mm3 Mm;: �;m�`��. ;.....;NM■M■/wME■EM■USSRSUSS/ ■ ■ ■ ■ ■ .1► ■OMM■ ■ENEM■ SUSS■■ ,■EN■■ ; ;N■■■E SEEM■I■ ms7►\\�MMono■o■■ons■mwMMSE■ ! ■ ■■■ ■USES■■TIFF■MIS■ so NINE OMEMO M■mI: ■::MEMOS■■:■\\E:ME\o►\�\■MEEEsssEEMESEER■■:si■Ntl■■■ N am ME M a Morass ■Es■■oons:o■s■son■ ■ ■■ ■: ; :.on so .■.►imonnom3: moommMt.....CMENNENm.■0 ONE .....................so ■■M ■M■■E■ .. .■FEMME\■D�\\/■MEMEms w■■SEEM '- .� •_ • nommmmosonommosom :M:ma a a ME 3:MEN assommoo : MEMO:::M::Qs:: 3O=#= :: on nomON■■■M■■MNN..■..... 0Mon sommssms ;mom ... ..,,■■.NO..�...,%•............ .H.li s.. • ■Mr■�1EEMIIMNI:M■■■■OE ;� n911 " SMQ:■M■ :EIIME` lmozw ■IMENEMEEI�IMW �WM: ■■\�■►/IEEE■ENIE■■M mMMM MENEM:M■ ���0 ME��■■■■■■■EN■10 son LOS■oM■■�■■���\INES- IN '■N■■i�E■EE!!�!:M Erin ■EIG1■ONSEE■ns■EE■o■;Q■E:Q; m loom ■a so a; ■■SEEM:;. sa ME :■g\so■Nn■w■oI�EMEESEE■M!rEii■■■E;■ ■M■;M;■ ;■E■IE■; ■ ■■MM\7■AMMMM■■uu/ EMS■�■■'�E•AM NE\■URNMENNEREE■EMEEEMEE ■ ■ ESN uoN ■ MMME�IIIJiI�I[nlatul;#Il_'(1�: �E I(11�►'/MM 0 N. MM■ MMMM ■MUM■■■■ ■ ■■ ■ N�■■M ■■■■■M■■ ■■ ■■.■■■■■■■■■■■■■■■■■■M■■■■:.■■■w■ Ems:owns:MENEM■■■. ■:�sommonommossom ■■:M: M.■■;■ SEES SUSS: ;SUSS ■;■■�M■.■■■...■goonsommon;;wl/■■..wi■/MiiM ■N■ME■EMNE■MMw■EM■EEMM■ ■■ . . 3:3 M;losommossolon on ■■;■■ ;■;; . . ; ■■ ■REM■wE■MM/■M■MaMMMMME■E■ ■■nnnE■■NMMEES■nMMM■M/■wM■M . Mom SEEM.. .. . . . ■■■s■■■ON■N■■■n■MSNMENE■EME■■ ■onommmmonnommommsononoMMEss: :.:...son ...Q.:3............MEN■■N.MENE■.■EESE ■■■oN■n■Mo■■Mw■oM SEEN Mmom■Isom.. . . ....... ■MM/MMMMw■ ■■/MEMO■/wN/NM■M■MM/MM■MON■M■ .MOOSE EM■■■Moo■Mons■■snm■E ■MN■mQ ;::■ NUNN.mMm■MMMMMMME■:QIRR■E■O■NE■E■OMME■I■EEEERENEE ■EM■ONM■ENNE■MNSM■MM■■■■ . . ■■ ... . . . ... . ............. ....... ...... sommom■■M■■■n■■■■;■ENE■■m;m■;;;■;m ■msm :N;■mom■m■mmmmo■m■mm■os■■Sos■■■E■mmMM■Mw■/snot■oM ■ME■MNossons■■Eo■ ■M■MM■■ ■■ . .... ... ........................................■■SEEN smsommusoommosson no sommoson Mm■.owns■M■E■M/w■MMM■M■MEMMw■....................MEMO.MEMNO■ No..........EMS■■H■■NNEs■■s■............................... E■MM■EMwwM■EMNEEM■■E■■MMENNE■ .............................;........................0 ONE■sonommoso■■os■oE■EEMwsEE■SEE■■ ............................. .. ........................■■s lm ■■■ ■■■1111 N ■INN■ ■■■■ mommmoommsmo................moss .........................■■mom:Mom smoMEENMM■:EM■■■m■M■■ ...........................................................■■EE■EN■E■■N■■■■SO■■M■Mmom n■/■■ ...........................................................■M■EMI.■NEEINEMNIMIMEMSOMMEMENI ...........................................................■ME■o■M■MEo■■onnnoE■M■MEESEs■ww ...........................................................SEE■■■EMNEN■■■■ME■■O■■MENEM■N■■ ■E■■■sso■■■■o■■o■■■MM■wM■■M■■........................MEMO■.■ Es■oommon■■ono■moss■■soss■■E■ ■nommommo■■■ss■■■■NSOME■OMEN.........................ME ■E■■ M■MMMMEMMMM■■■N■■■■mom■M■■■E ..w■■MMM■MM//ME■wsw■■M■MMM/w■EM■M■N■MMM■M■M■wMM■■M■M■■nmmoms m■EOME■■■NEE■MEMMM■■■E■SE■MS■ .............................................................sommommosomm.R.....■ossommoss ■■■■MM■■■■■M■■■M■■E■M■REM■■s■MME■sMEEMMw■■■M■NEE■■■■MMM■■■■■■;■■M■SEEN■■Mww/IM/.SEEM/M■/MN ■■■■■■■■N■■■■■■■■OEM■■■■■■■■/■■■■■■MIEMM■■M■ME■■■M■■M■MM■■■M■ ■■■■M■EEMM■EMMEMNN■on ■EEM■■Mw■ ■■■EEO■■■■■MEMM■■E■■■■■M■wE■■M■■M■■■w■MEMM■■■MMM■■MMMM■■MNMMMEMMM■/■ME■MM■MMEMMM■MMo■wsowE ■o■■■ESEMS■MME■■■■■sE■■■ME■■E■■sE■SEEM■EEMM■■■■■■■■SEEM■■■■■:E■SEEM■■ESE■ENEs■sE■sMESEESEE ■EEI■■EEMIMEMIIE■■■■■■■MM■■■■■■■N■■■■SEE■■■■■■■E■■IonE■■E■EEEEE■■CIE■EMmom SEEM■■onMM■■■wO/ ■■II■■■■■I■■■IMMI■■■■MM■■EIS■■■■■■I■■■■I■■■■II■■M■■■■■■■I■■■■■■■■REM■■■N■■■U■■MM■■M■■■■■I■ ■OMEONEMEEM■MITE■SEE■■EEEMMEEM■FEE■sommoss■■■■on■oMME■OMONEEII■■EIEEE■NEEEINEEE■soon ■■■NEE ■■■■■MIMIUME■■■E■■■■TIE■■■I■■■■EEIi■OEM■■■■■M■SEE■■■E■■■SEE■SEE■■ERE.■■■MM■■sM■■■■amMEMME■ ■■EENNw/SUSS■NEE■■■IMMMI■/■■■■■■■■MM■■■MM■■sM■■■■oMEE■Ms■■■M ■sREEEEME■EEMEEEME■EMS■sEM■E■ ■SEEN■■EEEME■■■M■■E■■E■■E■FEN■■;■■■■■ENE■■M;EsmmMmsmmmm'mmsm3mm:sEms mmoms mm:mmQ:mmoss:mmom SEEMS MEMEMEME ■■■■M■■■■■■■■■■■■■■■■■■■■■■■■■■E■■EOM■■■:E■■■■■■■■■■■■■■ESE■■■■■■E■■■■ ■EMS■■oM■EEO■■■■O■■oME■■sMMs■■R■E■■■■son■■o■■■o■nos■o■Moss■■■■■EIEEE■■ EE■MEE■■■■■s■s■■E■ME■M■■■s■■■■M■■■■■■■ ; SUSS/■■■REM■■■/■■■■■■tMEE■NME n■■E■ss■■ss■E■■■■■■■■■■■■■■■t■EON■NESS ■ME■E■M■■■SE■■E■E■N■■■EM■■EE■ M■■■mmommon■ M; .;. .MOOS-Q:: : ' MOOS: :::::�:::::�am- IC'l'm ■■ENNEN 1:11: IO 1: ::3:1�:s 0 5Nil 1 :::::::ommom:m SEINEMENNEN ■E■NEN■N: ■ ■:;■3sM;■;■::■:;:::aN11■:E;:;3E■OEMs■EEMENEMEE/M■■........ .........� : :. ■■■. m ■■■.. ■■SEEN■ ■ ■■■ssommo■■■...■MENE■■■■.■■■■ NnE0M OOMmENN ■ENNEN■.■■ . ■■:■.■■SUMMER■■;■■.■■■■■■■EEo■osommoo■■■■.■..■.■■■■■..■■ ■Ms ■■..■ ■ ■ .■■. ■oN■ sn■■■■■■■■ ■■■..■■...■MEN.■■.....■.■■.■. - - ■OM■MwEN■ ■ I .■■■■1■■■1■. ONES OMEN ■ ■■ ■E ■IEMEEE■■EME0 MENN■■Em■M■■ ■M■n■■■■■sms ;m::3■/. . . . ; :'a 0 SEEN:333;;m:mmmmmmmmmmmmm'mm:mm:m':::M: - • mo;moms IN 3 3 M : ;■■o■E■s■NM■NEM;■tME■■EN■■N;; . ■■SEE■■■SEE■■■ ■■E■■■■■■■■ minsonN MENOMONEE 00 MENNEN:mom 3E no ■om INN :■ ■ ■/■■■■■■E/■■EEEEEEEE■ENN■■■■■■■■■■M■/ .....mMmmm333 3om 3 :ms3m33mm33:3smm:::mm:::::::::::""■Non■■■■■ESN■ ■M■E■ ■■■■■MMN■■■■■■■n■m ' I ' I I ► ' I . ' Il ' Data for BANCROFT BROOK WATERSHED Page 1 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 BANCROFT BROOK WATERSHED PEAK= 174 .2 CFS @ 14 .26 HRS, VOLUME= 58.35 AF ACRES CN SCS TR-20 METHOD 1126 .40 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 109.6 W=4 ' D=.5' a=2 sq-ft Pw=5' r=.4' ' s=.005 '/' n=.028 V=2.04 fps L=13400' Capacity=4 .1 cfs Total Length=14100 ft Total Tc= 144 .1 SUBCATCHMENT 1 RUNOFF BANCROFT BROOK WATERSHED 170 160 AREA= 1126.4 AC 150 Tc= 144. 1 MIN 140 CN= 54 130 ' 120 SCS TR-20 METHOD 110 TYPE III 24-HOUR U 100 AINFALL= 4.70 IN 90 ' 80 P K= 174.2 CFS CD 70 14.26 HRS 0 50 UOLUME= .35 AF 40 30 20 10 0m N m V to 0 m m m TIME (hours) t Appendix 3: PRE-DEVELOPMENT ANALYSIS 1 1 1 1 1 1 1 ' Station3\c\mydocunients\2002-024\engineers response.doc Lots 6&7 Sandra Drive ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 1 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' WATERSHED ROUTING 2 O O 1 O � � O ' O SUBCATCHMENT REACH POND I I LINK SUBCATCHMENT 1 = STRONG ROAD CULVERT WATERSHED -> REACH 2 ' SUBCATCHMENT 2 = SITE -> REACH 1 REACH 1 = SITE TO STRONG ROAD CULVERT -> REACH 2 ' REACH 2 = -> 1 ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 2 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 29.76 CFS 0 14 .58 HRS, VOLUME= 12.14 AF ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600 ' S=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5' a=2 sq-ft Pw=5' r=.4' ' s=.005 ' /' n=.028 V=2 .04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULVERT WATERSHED 28 AREA= 890 AC 26 Tc= 127.8 MIN 24 CN= 54 ' 22 r, 20 SC TR-20 METHOD LO 18 TYPE II 24-HOUR U 16 RAINFALL 3.20 IN ' 1 PEAK= 29.7 S 0 12 @ 14.58 HR 1 10 VOLUME= 12. 14 AF LL g 6 4 2 Om - N r v in 0 r co rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 3 ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE ' PEAK= .32 CFS @ 12 .48 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD I 3 .57 55 WOODS TYPE III 24-HOUR - RAINFALL= 3.20 IN SPAN- 10-20 HRS, dt .05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100' P2=3.2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5' SS= 1 ' / ' a=1.25 sq-ft Pw=3 .4' r=.366' ' s=.04 ' / ' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' .32 30 AREA= 3.57 AC .28 Tc= 17. 1 MIN 26 CN= 55 24 22 SCS TR-20 METHOD 4 .20 TYPE III 24-HOUR I8 RAINFALL= 3.20 IN . 16 3 . 14 PEAK= .32 CFS O 12 @ 12.48 HRS J 10 VOL .06 AF .08 .0 .04 .02 O.Oem - N m Q Ln k m m m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 4 ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems IREACH 1 SITE TO STRONG ROAD CULVERT Qin = .32 CFS @ 12.48 HRS, VOLUME= .06 AF Qout= .15 CFS @ 14 .13 HRS, VOLUME= .05 AF, ATTEN= 55%, LAG= 99.2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0 .00 0.00 PEAK DEPTH= .06 FT .05 .20 .10 n= .028 PEAK VELOCITY= .6 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 55 .6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2.89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULVERT ' .32 .30 4' x .5' CHANNEL .28 n=.028 L=2000' S=.005 .26 .24 STOR-IND+TRANS METHOD .22 UELOCITY= .6 FPS .20 TRAVEL= 55.6 MIN U . 18 16 Qin= .32 CFS ' 3 i q - -, Qout= . 1 5 CFS O 12 LAG= 99.2 MIN -J 10 08 - .06 - --_ ' .04 .02 rr 0.00m - N m IT Eo rn m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 5 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 29.90 CFS @ 14.58 HRS, VOLUME= 12 .19 AF Qout= 29.90 CFS @ 14.58 HRS, VOLUME= 12.19 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW 30 Not described ' 28 26 24 - METHOD ' 22 ELOCITY= 0 FPS 20 RAUEL= 0 MIN y 18 U 16 Qin= 90 CFS 14 Qout= 29. 0 CFS ' :3 12 LAG= IN 01 10 u 8 6 I 4 2 0m — N rh v in w r- co m m N ' _ � TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 6 ' TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 149.2 CFS @ 14.03 HRS, VOLUME= 46.83 AF ACRES CN SCS TR-20 METHOD ' 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 '/' ' SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5 ' a=2 sq-ft Pw=5' r=.4' ' s=.005 ' / ' n=.028 V=2 .04 fps L=11400' Capacity=4 .1 cfs - Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 150 140 AREA= 890 AC 130 Tc= 127.8 MIN 120 CN= 54 110 ^ 100 SCS TR-20 METHOD � 90 TYPE III 24-HOUR U 80 RAINFALL= 4.70 IN ' v 7060 EAK= 149.2 CFS 0 50 e 14.03 HRS UOLU - 46.83 AF L- 40 ' 30 20 10 em — N m V Ln �D n CO m m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 7 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE I PEAK= 1.89 CFS @ 12 .27 HRS, VOLUME= 22 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR ' RAINFALL= 4.70 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc .(min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 ' Woodland KV=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4' r=.366' ' s=.04 1 /1 n=.03 V=5 .07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' 1 .8 1 .7 AREA= 3.57 AC 1 .6 Tc= 17. 1 MIN 1 .5 CN= 55 ' 1 .4 1 .3 SCS TR-20 METHOD Lo 1 .2 TYPE III 24-HOUR vU 1 .0 1 RAINFALL= 4.70 IN i .8 PEAK= 1 .89 CFS 12.27 HRS OJ .5 UOLUME= .22 AF L. .5 ' . .3 2 2 . 1 0.0m rn m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Pag e 8 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 1.89 CFS @ 12 .27 HRS, VOLUME= .22 AF Qout= 1.17 CFS @ 13 .02 HRS, VOLUME= .21 AF, ATTEN= 38%, LAG= 44.8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 PEAK DEPTH= .23 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.3 FPS 10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 25.6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1. 84 .40 1 .60 2 .89 .50 2 .00 4 .07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULVERT ' 1 .8 1 .7 4' x .5' CHANNEL 1 .6 n=.028 L=2000' 5=.005 1 .5 1 .4 STOR-IND+TRANS METHOD 1 .3 VELOCITY= 1 .3 FPS to 1 .2 TRAVEL= 25.6 MIN U `J 1 .9 �� Q i n= 1 .89 CFS ' .8 Qout= 1 . 17 CFS O .7 LAG= 44.8 MIN J 6 � 5 i i 4 � 3 I - --- 2 i . 1 i _ N TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 9 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described ' Qin = 149.7 CFS 0 14 .03 HRS, VOLUME= 47.03 AF Qout= 149.7 CFS @ 14 .03 HRS, VOLUME= 47.03 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW 8 OUTFLOW 150 Not described ' 140 1.30 120 - METHOD 110 VELOCITY= 0 FPS ' 100 TRAVEL= 0 MIN ti- 90 U 80 Qin= 149.7 CFS 70 Qout= 149.7 CFS ' :3 60 LAG= 0 MIN 50 L- 40 ' 20 20 10 m IT in w m rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 10 ' TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 243 .0 CFS Q 13 .92 HRS, VOLUME= 71.87 AF ACRES CN SCS TR-20 METHOD 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 5.50 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 '/ ' ' SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 Unpaved Kv=16.1345 L=600' s=.01 ' /' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4' s=.005 '/' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs Total Length=12100 ft Total Tc= 127 .8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 240 220 AREA= 890 PC 200 Tc= 127.8 MIN CN= 54 180 160 ^ SCS TR-20 METHOD LO TYPE III 24-HOUR 14- 140 U RAINFALL= 5.50 IN ' 120 - :3 10000 PEAK= 243.0 CFS O C' 13.92 HRS J 80 UOL E= 71 .87 AF 60 40 20 0m — cv v �n ao rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 11 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 3 .13 CFS @ 12 .25 HRS, VOLUME= 33 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR ' RAINFALL= 5.50 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 ' Woodland KV=5 L=290 ' s=.072 1/1 V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5' SS= 1 ' / ' a=1.25 sq-ft Pw=3 .4' r=.366' ' s=.04 ' / ' n=.03 V=5 .07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17 .1 ' SUBCATCHMENT 2 RUNOFF SITE ' 3.0 2.8 AR 3.57 AC Tc= 17. 1 MIN 2.6 2.4 CN= 55 ' 2.2 SCS TR-20 METHOD Lo 2.13 TYPE III 24-HOUR `U 1 .8 RAINFALL= 5.50 IN .� 1 .6 ' 1 .4 PEAK= 3. 13 CFS O 1 .2 C 12.25 HRS -j 1 .0 VOLUME= .33 AF .4 .2 0.0m - ry v in ao m m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 12 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 3 .13 CFS @ 12 .25 HRS, VOLUME= .33 AF Qout= 2 .12 CFS @ 12 .86 HRS, VOLUME= .31 AF, ATTEN= 32%, LAG= 36.4 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4' x .5' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .33 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.6 FPS ' .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 20 .6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1. 84 t .40 1.60 2.89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 3.0 2.8 4' x .5' CHANNEL 2.6 n=.028 L=2000' S=.005 2.4 STOR-IND+TRANS METHOD ' 2.2 `` VELOCITY= 1 .6 FPS 2.0 1 8 TRAVEL= 20.6 MIN i k 1 .6 Qin= 3. 13 CFS ' 1 .4 Qout= 2. 12 CFS O 1 .2 �x LAG= 36.4 MIN J 1 .0 i .6 •2 ; - - --- O.Om - N m Q LO ' m CD m ' TIME (hours) 1 Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 13 ' TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 243 .7 CFS @ 13 .92 HRS, VOLUME= 72.18 AF Qout= 243 .7 CFS @ 13 .92 HRS, VOLUME= 72.18 AF, ATTEN= 0%, LAG= 0 .0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0.0 FPS ' TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW Not described ' 240 220 200 - METHOD 180 VELOCITY= 0 FPS j 163 TRAVEL= 0 MIN U 140 Qin= 243.7 CFS ' 120 Dout= 243.7 CFS :3 100 LAG= 0 MIN 80 60 ' 40 20 em — N fn V Ln 0 n co m m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 14 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 118.6 CFS @ 13 .88 HRS, VOLUME= 96.68 AF ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4' s=.005 '/' n=.028 V=2 .04 fps L=11400 ' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 340 ' 320 AREA= 890 AC 300 Tc= 127.8 MIN 280 CN= 54 260 240 SCS TR-20 METHOD ,n 220 TYPE III 24-HOUR 4- 200 RAINFALL= 6.20 IN U 180 160 PEAK= 338.6 CFS ' :3 140 @ 13.88 HRS O 100 UME= 96.68 AF 80 ' 60 40 20 Om N IT in m m m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 15 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 4 .36 CFS @ 12 .24 HRS, VOLUME= .44 AF ' ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 6.20 IN ' SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) ' TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3.6 Woodland KV=5 L=290' s=.072 '/ ' V=1.34 fps ' RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5 ' SS= i '/ ' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 ' / ' n=.03 V=5.07 fps L=170 ' Capacity=6.3 cfs ---------- Total Length= 560 ft Total Tc= 17 .1 SUBCATCHMENT 2 RUNOFF SITE ' 4 .0 AREA= 3.57 AC Tc= 17. 1 MIN 3.5 CN= 55 3.0 SCS TR-20 METHOD ' TYPE III 24-HOUR u 2.5 RAINFALL= 6 22 IN 2.0 PEAK= 4.36 CFS ' 12.24 HRS 1 5 UOLUME= .44 AF lL 1 .0 .5 O.Om TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 16 ' TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HVdroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 4 .36 CFS @ 12 .24 HRS, VOLUME= .44 AF Qout= 3 .11 CFS @ 12 .77 HRS, VOLUME= .42 AF, ATTEN= 29%, LAG= 31.5 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0 .00 PEAK DEPTH= .42 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.9 FPS ' .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 18.0 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2.00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 4.0 4' x .5' CHANNEL 3.5 n=.028 L=2000' S=.005 STOR-IND+TRANS METHOD 3.0 i�� UELOCITY= 1 .9 FPS TRAUEL= 18 MIN 2.5 Qin= 4.36 CFS 2.0 Qout= 3. 11 CFS ' 0 1 5 i 1�\ LAG= 31 .5 MIN LL 1 .0 � i i i 0.0m m rn ^. ' TIME (hours) III ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 17 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 339.5 CFS Q 13 .88 HRS, VOLUME= 97.10 AF Qout= 339.5 CFS @ 13 .88 HRS, VOLUME= 97.10 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW 340 Not described .320 300 280 - METHOD 260 UELOCITY= 0 FPS 240 TRAVEL= 0 MIN 220 - 200 Qin= 339.5 CFS 10 Qout= 339.5 CFS 3 1400 16 LAG= 0 MIN ' 0 120 100 80 60 ' 40 20 em — N r'7 V Ln w I- m M m ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 18 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 444.3 CFS @ 13 .80 HRS, VOLUME=123 .79 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600' s=.01 '/ ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5' a=2 sq-ft Pw=5 ' r=.4' ' s=.005 ' / ' n=.028 V=2 .04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127. 8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 400 AREA= 890 AC Tc= 127.8 MIN 350 CN= 54 300 SCS TR-20 METHOD LO TYPE III 24-HOUR 250 RAINFALL= 6.90 IN :3 200 PEAK= 444.3 CFS O @ 13.6 HRS J 150 UME= 123.79 AF 100 ' 50 Om — c\j m v in 0 r, m rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 19 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 5.68 CFS @ 12 .24 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD ' 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 12.9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5 ' SS= 1 ' / ' a=1.25 sq-ft Pw=3 .4' r=.366' ' s=.04 ' / ' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' 5.5 AREA= 3.57 AC 5.0 Tc= 17. 1 MIN 4.5 CN= 55 ' 4.0 SCS TR-20 METHOD 3.5 TYPE III 24-HOUR 3 0 RAINFALL= 6.90 IN ' 3 2.5 PEAK= 5.68 CFS CD 12.24 HRS 12.0 UOLUME= .55 OF 1 .5 1 .0 .5 0.0m _ N M v in 0 r- m rn m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 20 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 5 .68 CFS Q 12 .24 HRS, VOLUME= SS AF ' Qout= 4 .20 CFS Q 12 .71 HRS, VOLUME= .54 AF, ATTEN= 26%, LAG= 28.3 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4' x .5' CHANNEL STOR-IND+TRANS METHOD 0 .00 0.00 0. 00 PEAK DEPTH= .51 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2.1 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 16.2 MIN ' .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1. 08 5 x FINER ROUTING .30 1 .20 1. 84 ' .40 1.60 2 . 89 .50 2 .00 4. 07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 5.5 ' 5.0 4' x .5' CHANNEL n=.028 L=2000' S=.005 4.5 r, 4.0 � t STOR-IND+TRANS METHOD VELOCITY= 2. 1 FPS ' 3.5 Ott TRAVEL= 16.2 MIN " 3.0 t tt G i n= 5.66 CFS 3 2.5 t Gout= 4.20 CFS ' + LAG= 28.3 MIN LL- t + 1 .5 t � t � 5 ' - ----- i ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 21 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo &Associates 22 Jul 02 HydroCAD S .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 445.3 CFS @ 13 .80 HRS, VOLUME=124.33 AF ' Qout= 445.3 CFS @ 13 . 80 HRS, VOLUME=124.33 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW 450 Not described ' 400 350 - METHOD VELOCITY= 0 FPS 300 TRAVEL= 0 MIN U 250 Qin= 445.3 CFS Dout= 445.3 CFS ' 200 LA 3 G= 0 MIN 01 150 V_ 100 ' 50 Om - N v in w r- m M m TIME (hours) 1 Appendix 4: POST DEVELOPMENT ANALYSIS 1 1 ' Station3\c\mydocuments\'002-024\engineers response.doc Lots 6&7 Sandra Drive Data for SANDRA DRIVE - POST DEVELOPMENT Page 14 ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING O O ' O SUBCATCHMENT REACH POND LINK SUBCATCHMENT 1 = STRONG ROAD CULVERT WATERSHED -> REACH 2 ' SUBCATCHMENT 2 = SITE -> REACH 1 REACH 1 = SITE TO STRONG ROAD CULVERT -> REACH 2 REACH 2 = -> Data for SANDRA DRIVE - POST DEVELOPMENT Page 15 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 29.76 CFS 0 14.58 HRS, VOLUME= 12 .14 AF ' ACRES CN SCS TR-20 METHOD 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16 .1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5 ' a=2 sq-ft Pw=5' r=.4 ' ' s=.005 ' /' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 28 AREA= 890 AC 26 Tc= 127.8 MIN 24 CN= 54 ' 22 � 20 SC TR-20 METHOD 18 TYPE II 24-HOUR U 16 RAINFALL 3.20 IN 14 PEAK= 29.7 S ' 0 12 @ 14.58 HR —1 10 VOLUME= 12. 14 AF LL g ' 6 4 2 tD N m m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 16 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 2.08 CFS @ 12 .10 HRS, VOLUME= .17 AF ' ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR ' .89 61 LAWN RAINFALL= 3 .20 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3.3 Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=.05 ' TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 '/' SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 Grassed Waterway Kv=15 L=70' s=.01 '/' V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 '/' n=.011 V=8 .51 fps L=576' Capacity=26.7 cfs ' RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5' S5= 1 ' / ' a=1.25 sq-ft Pw=3.4' r=.366 ' s=.04 ' / ' n=. 03 V=5 .07 fps L=150 ' Capacity=6.3 cfs ' Total Length= 831 ft Total Tc= 6.8 SUBCATCHMENT 2 RUNOFF ' SITE 2.0 AREA= 3.57 AC 1 .8 Tc= 6.8 MIN 1 .6 CN= 66 r, 1 .4 SCS TR-20 METHOD TYPE III 24-HOUR U 1 .2 RAINFALL= 3.20 IN " 1 .0 3 PEAK= 2.08 CFS O 8 C' 12. 1 HRS � 6 VOLUME= . 17 AF 4 .2 0.0CS3 TIME (hours) j 1 Data for SANDRA DRIVE - POST DEVELOPMENT Page 17 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) 1 Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems 1 REACH 1 SITE TO STRONG ROAD CULVERT Qin = 2 .08 CFS @ 12 .10 HRS, VOLUME= .17 AF 1 Qout= .96 CFS @ 12 .88 HRS, VOLUME= .16 AF, ATTEN= 54%, LAG= 46 .8 MIN DEPTH END AREA DISCH 1 (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0 .00 0 .00 PEAK DEPTH= .20 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.2 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 27.5 MIN 15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 1 .40 1.60 2.69 .50 2 .00 4.07 REACH 1 INFLOW & OUTFLOW 1 SITE TO STRONG ROAD CULUERT 2.0 1 Ln= x .5' CHANNEL 1 .8 =2000' S=.005 1 .6 +TRANS METHOD 1 .4CITY= 1 .2 FPS 1 UEL= 27.5 MIN 1 .2 1 0Qin= 2.08 CFS Qout= .96 CFS 30 .8 LAG= 46.8 MIN LL .6.4 .2 1 -- _ - - - 0.0m 1 TIME (hours) 1 1 1 1 i 1 Data for SANDRA DRIVE - POST DEVELOPMENT Page 18 ' TYPE III 24-HOUR. RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 30.04 CFS @ 14 .58 HRS, VOLUME= 12 .30 AF Qout= 30 .04 CFS @ 14 .58 HRS, VOLUME= 12 .30 AF, ATTEN= 0%, LAG= 0 .0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW 8 OUTFLOW ' 30 Not described 28 26 24 - METHOD ' 22 ELOCITY= 0 FPS 20 RAVEL= 0 MIN ci- 18 U 16 Qin= .04 CFS ' 14 Qout= 30. 4 CFS 3 12 LAG= IN OJ 10 LL 8 ' 6 4 2 ' 0m U) tD I- OJ m m N TIME (hours) 1 Data for SANDRA DRIVE - POST DEVELOPMENT Page 19 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 149.2 CFS @ 14 .03 HRS, VOLUME= 46 .83 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR ' RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 ' Unpaved Kv=16.1345 L=600 ' s=.01 ' / ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5 ' a=2 sq-ft Pw=5' r=.4' ' s=.005 '/' n=.028 V=2 .04 fps L=11400 ' Capacity=4.1 cfs - Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 150 140 AREA= 890 AC 130 Tc= 127.8 MIN 120 CN= 54 110 ' 100 SCS TR-20 METHOD tiLO - 90 TYPE III 24-HOUR u 80 RAINFALL= 4.70 IN 70 EAK= 149.2 CFS ' 3 60 50 @ 14.03 HRS UOLU - 46.83 AF L- 40 30 ' 20 0 1 0m — ry v in co rn m ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 20 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 5.74 CFS @ 12 .09 HRS, VOLUME= .41 AF ' ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR ' .89 61 LAWN RAINFALL= 4 .70 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15 ' P2=3 .2 in s=.05 ' TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 Grassed Waterway Kv=15 L=70 ' s=.01 '/' V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 ' /' n=.011 V=8 .51 fps L=576 ' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 ' / ' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 ' /' n=.03 V=5 .07 fps L=150 ' Capacity=6.3 cfs ' Total Length= 831 ft Total Tc= 6. 8 SUBCATCHMENT 2 RUNOFF ' SITE 5.5 AREA= 3.57 AC 5.0 Tc= 6.8 MIN 4.5 CN= 66 4.0 SCS TR-20 METHOD ' � 3.5 TYPE III 24-HOUR 3.0 RAINFALL= 4.70 IN 3 2.5 PEAK= 5.74 CFS 2.0 U 12.09 HRS J VOLUME= .41 AF 1 .5 1 .0 ' 5 0.0m ry r*� v in �n ao rn m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 21 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 5.74 CFS @ 12 .09 HRS, VOLUME= .41 AF Qout= 3 .36 CFS @ 12 .54 HRS, VOLUME= .40 AF, ATTEN= 42%, LAG= 27.3 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD ' 0.00 0 .00 0.00 PEAK DEPTH= .44 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.9 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 17.4 MIN ' .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. 05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 ' .40 1.60 2.89 .50 2 .00 4.07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULVERT 5.5 4' x .5' CHANNEL ' 5.0 n=.028 L=2000' S=.005 4 .5 STOR-IND+TRANS METHOD 4.0 UELOCITY= 1 .9 FPS ' � 3.5 TRAVEL= 17.4 MIN `U 3.3 Qin= 5.74 CFS 2.5 Qout= 3.36 CFS 0 2 0 LAG= 27.3 MIN J i i 0.0m ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 22 TYPE III 24-HOUR. RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 149.8 CFS Q 14 . 03 HRS, VOLUME= 47.23 AF ' Qout= 149 . 8 CFS Q 14 . 03 HRS, VOLUME= 47.23 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0.0 MIN ' SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW 150 Not described 10 130 120 - METHOD 110 VELOCITY= 0 FPS ' 100 TRAVEL= 0 MIN c, 90 U 80 Qin= 149.8 CFS 70 Dout= 149.8 CFS 3 60 LAG= 0 MIN ' OJ 50 U- 40 . 30 8 1 Om — Ln w r� m 0) m ' TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 23 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 243 .0 CFS 0 13 .92 HRS, VOLUME= 71.87 AF ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 5.50 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tr- (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 ' Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5' a=2 sq-ft Pw=5 ' r=.4' ' s=.005 /' n=.028 V=2 .04 fps L=11400 ' Capacity=4.1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULVERT WATERSHED 240 220 AREA= 890 AC 200 Tc= 127.8 MIN CN= 54 ' 180 160 SCS TR-20 METHOD 0 TYPE III 24-HOUR U 140 RAINFALL= 5.50 IN `J 120 ' 3 100 PEAK= 243.0 CFS O e 13.92 HRS J 80 UO E= 71 .87 AF LL- 60 40 20 m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 24 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 8.00 CFS @ 12 .08 HRS, VOLUME= .57 AF ' ACRES CN SCS TR-20 METHOD . 97 90 IMPERVIOUS TYPE III 24-HOUR . 89 61 LAWN RAINFALL= 5 .50 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 Method Comment Tc (min) TR-55 SHEET FLOW 1 3.3 Woods: Light underbrush n=.4 L=15 ' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20' P2=3.2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 Grassed Waterway KV=15 L=70 ' s=.01 '/ ' V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 ' /' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs ' RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=.04 ' /' n=.03 V=5 .07 fps L=150 ' Capacity=6.3 cfs ---------- Total Length= 831 ft Total Tc= 6.8 SUBCATCHMENT 2 RUNOFF SITE 8.0 7 5 AREA= 3.57 AC ' 7.0 Tc= 6.8 MIN 6.5 CN= 66 6.0 5.5 SCS TR-20 METHOD Ln 5.0 TYPE III 24-HOUR ' U 4.5 RAINFALL= 5.50 IN 4 .0 3.5 PEAK= 8.00 CFS O 3.0 C' 12.08 HRS LL J 2.5 VOLUME= .57 AF 2.0 1 .5 1 .0 .5_ 0.0m m N ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 25 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 8.00 CFS @ 12 .08 HRS, VOLUME= .57 AF Qout= 4 .98 CFS @ 12 .47 HRS, VOLUME= .55 AF, ATTEN= 38%, LAG= 23 .5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD ' 0.00 0.00 0 .00 PEAK DEPTH= .58 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2.2 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 15 .4 MIN ' .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 ' .40 1.60 2 .89 .50 2.00 4 .07 REACH 1 INFLOW & OUTFLOW ' SITE TO STRONG ROAD CULVERT 8.0 7.5 4' x .5' CHANNEL 7.0 n=.028 L=2000' S=.005 6.5 6.0 STOR-IND+TRANS METHOD 5.5 VELOCITY= 2.2 FPS ' LO 5.0 TRAVEL= 15.4 MIN U 4.5 4.0 Qin= 8.00 CFS :3 3.5 Qout= 4.98 CFS O 3.0 i LAG= 23.5 MIN ' J 2.5 2.0 1 .5 1 .0 _ S _ -�/ - 0.0m cv � v in � � ao rn m ' TIME (hours) I Data for SANDRA DRIVE - POST DEVELOPMENT Page 26 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 243 .8 CFS @ 13 . 92 HRS, VOLUME= 72 .42 AF Qout= 243 .8 CFS @ 13 .92 HRS, VOLUME= 72.42 AF, ATTEN= 01-8, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 . 0 MIN ' SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW ' 240 Not described ' 220 200 - METHOD ISO VELOCITY= 0 FPS 160 TRAVEL= 0 MIN LO U 140 Gin= 243.8 CFS 120 Dout= 243.8 CFS 3 100 LAG= 0 MIN ' o BO - LL 60 40 ' 20 Om N m v in 0 r, m m m ' TIME (hours) II ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 27 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 338.6 CFS @ 13 .88 HRS, VOLUME= 96.68 AF ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6.20 IN SPAN= 10-20 HRS, dt=.OS HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3.2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16 .1345 L=600 ' s=.01 '/ ' V=1.61 fps ' RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5' a=2 sq-ft Pw=5' r=.4 ' s=.005 '/' n=.028 V=2 .04 fps L=11400' Capacity=4 .1 cfs ' Total Length=12100 ft Total Tc= 127 .8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULVERT WATERSHED 340 320 ' 300 AREA= 890 AC 280 Tc= 127.8 MIN 26e CN= 54 240 SCS TR-20 METHOD 200 c- zee TYPE III 24-HOUR 180 RAINFALL= 6.20 IN 10 3 14e PEAK= 338.6 CFS ' 0 120 e 13.88 HRS 100 UME= 96.68 AF 80 60 40 20 0m V Ul 0 f- CO m m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 28 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 10.10 CFS @ 12 .08 HRS, VOLUME= .71 AF ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR .89 61 LAWN RAINFALL= 6.20 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 Grassed Waterway Kv=15 L=70 ' s=.01 '/' V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5 ' s=. 01 ' /' n= . 011 V=8 .51 fps L=576' Capacity=26 .7 cfs ' RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 ' / ' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=.04 1 /' n=. 03 V=5. 07 fps L=150 ' Capacity=6.3 cfs Total Length= 831 ft Total Tc= 6.8 SUBCATCHMENT 2 RUNOFF ' SITE 10 9 AREA= 3.57 AC ' Tc= 6.6 MIN 8 CN= 66 r, SCS TR-20 METHOD 6 TYPE III 24-HOUR ' U RAINFALL= 6.20 IN PEAK= 10. 10 CFS O 4 @ 12.08 HRS ' J 3 VOLUME= .71 AF 2 1 ' Om M � m TIME (hours) �I ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 29 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 10 .10 CFS @ 12 .08 HRS, VOLUME= .71 AF ' Qout= 6.42 CFS @ 12 .45 HRS, VOLUME= .69 AF, ATTEN= 36%, LAG= 22 .2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0 .00 PEAK DEPTH= .70 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2 .3 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 14.5 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4 .07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 10 9 4' x .5' CHANNEL ' n=.028 L=2000' S=.005 8 STOR-IND+TRANS METHOD ^ 7 VELOCITY= 2.3 FPS O 6 i� TRAUEL= 14 .5 MIN U 5 Q i n= 10. 10 CFS 3 4 Qout= 6.42 CFS ' O i LAG= 22.2 MIN J i � 3 - 2 - CS) 'N �''1 V Lfl tD t� m CF) m N ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 31 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 444.3 CFS @ 13 .80 HRS, VOLUME=123 .79 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved KV=16.1345 L=600 ' s=.01 '/' V=1.61 fps ' RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5' a=2 sq-ft Pw=5' r=.4 ' s=. 005 ' /' n=.028 V=2 .04 fps L=11400 ' Capacity=4.1 cfs ' Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT i RUNOFF ' STRONG ROAD CULUERT WATERSHED 400 AREA= 890 AC ' Tc= 127.E MIN 350 CN= 54 300 SCS TR-20 METHOD TYPE III 24-HOUR U 250 RAINFALL= 6.90 IN 3 200 PEAK= 444.3 CFS I ' � t 50 C 13.8 HRS LL UME= 123.79 AF 100 ' 50 .._ 0m cv v in 0 00 m m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 32 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE PEAK= 12 .28 CFS Q 12 .08 HRS, VOLUME= . 86 AF ' ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR .89 61 LAWN RAINFALL= 6.90 IN ' 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3.2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 . 8 Grassed Waterway KV=15 L=70 ' s=.01 '/ V=1.5 fps ' CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 '/ ' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 5 ' W=2' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 '/ ' n=.03 V=5 .07 fps L=150 ' Capacity=6.3 cfs ' Total Length= 831 ft Total Tc= 6.8 SUBCATCHMENT 2 RUNOFF SITE ' 12 11 AREA= 3.57 AC 10 Tc= 6.8 MIN ' CN= 66 9 I 8 SCS TR-20 METHOD TYPE III 24-HOUR U RAINFALL= 6.90 IN 6 :3 5 PEAK= 12.28 CFS O 4 @ 12.08 HRS UOLUME= .86 AF 3 2 1 0m N 7 V lfl IO r N ' TIME (hours) tData for SANDRA DRIVE - POST DEVELOPMENT Page 33 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 12 .28 CFS @ 12.08 HRS, VOLUME= .86 AF ' Qout= 7 . 88 CFS @ 12 .43 HRS, VOLUME= .84 AF, ATTEN= 36%, LAG= 21.3 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0 . 00 0 .00 PEAK DEPTH= .83 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2 .4 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 13 .9 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2.89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 12 ' 11 4' x .5' CHANNEL 10 n=.028 L=2000' S=.005 9 STOR-IND+TRANS METHOD UELOCITY= 2.4 FPS 8 TRAUEL= 13.9 MIN U 7 6 �� Q i n= 12.28 CFS :3 5 i Gout= 7.86 CFS ' O i i LAG= 21 .3 MIN LL i 3 i � 2 - CS) U) 0 TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 34 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 445.5 CFS @ 13. 80 HRS, VOLUME=124.63 AF ' Qout= 445 .5 CFS @ 13 . 80 HRS, VOLUME=124 .63 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME _ '0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW 450 Not described 400 350 - METHOD VELOCITY= 0 FPS ' 300 TRAUEL= 0 MIN LO U 250 Qin= 445.5 CFS Qout= 445.5 CFS ' 3 200 LAG= 0 MIN 150 V_ 100 ' 50 0m rn v in 0 r, m m m 1 TIME (hours) I 1 LAW OFFICES BRADY, WILLARD & ALEXANDER SUITE 400 330 ROBERTS STREET EAST HARTFORD, CONNECTICUT 06108-3604 AREA CODE 860 PHONE: 289-5477 FAX: 291-9282 TRANSMITTAL MEMO January 31, 2003 Inland Wetlands Agency/Conservation Commission Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Attention: Jeffrey H Folger, Environmental Planner/Conservation Officer Re: Wetlands Application#03-1W—Charbonneau Lots 6 &7 Sandra Dr. S.W., CT Dear Jeff: Enclosed are the following letter of credit bonds regarding above captioned: 1) $5,000.00 Erosion and Sedimentation Control Measures Bond. 2) $25,000.00 Stream Bank Stablization Measures Bond. Please hold se items in e application file pending the approval of said application. Thank y for your attention ' this matter. Very ruly yours, alph J. Alexander sc enclosures I ROBERT E. SONNICHSEN, P.E. QUALIFICATIONS Mr. Sonnichsen has more than 25 years experience in civil engineering, land use planning, water resources management, and environmental science and engineering. As president of DELTA, he directs the activities of the corporation's professionals, including engineers, hydrogeologists, hydrologists, and environmental scientists. Mr. Sonnichsen is one of the region's foremost experts in hydrologic and hydraulic computer modeling and stormwater analysis and management. He lectures at colleges and provides services in adjudications, as an expert witness, in these technical areas. Recently he was the project director for an extensive water resources study in the Town of Peterborough, New Hampshire. The project included hydraulic modeling of all of the major watercourses in the town, consultation on the potential impacts of bridge replacement and dam hydraulic modification projects, and the completion of flood audits for over 25 flood prone commercial and residential properties in town. Mr. Sonnichsen was also project director for a comprehensive water quality study and evaluation of the Mianus River for the Town of Greenwich and has provided consulting services to the towns of Bolton, Weston, and Trumbull in the evaluation of the environmental impacts of major development projects. Mr. Sonnichsen is currently managing two Coastal Flood Insurance Study revision request projects, one in Bar Harbor, Maine and one in Madison, CT, and three riverine.FIS revision requests. Immediately priorto establishing DELTA, Mr. Sonnichsen was vice-president and General Manager, responsible for all of the operations of a Connecticut based, full service environmental and civil engineering company, with three offices and more than 50 employees. He directed many diverse and complex engineering and environmental projects and studies, including flood control, wastewater treatment, highway, bridge and airport design. Mr. Sonnichsen managed a major on-call engineering contract with the State of Connecticut Department of Transportation. He was also responsible for the design of the flood control and dam safety projects for the CT Department of Environmental Protection, and site design, environmental permitting and construction engineering for commercial and residential development projects throughout the northeast. Priorto joining the private engineering sector, Mr. Sonnichsen was Project Managerforthe National Flood Insurance and Federal Dam Safety programs at the Federal Emergency Management Agency's (FEMA) Regional Office in Boston, Massachusetts. DELTA Environmental Services, lnc. r During his seven years with FEMA, Mr. Sonnichsen was responsible for the management of all flood insurance studies in New England. He analyzed hazards associated with coastal and riverine flooding, provided technical guidance and training to governmental agencies, engineering professionals and educational institutions regarding hydrology, hydraulics, hydraulic structures,wetlands protection,dam safety and other water resource management programs. Prior to his work at FEMA, as Assistant Director of the Water Resources Unit at the Connecticut Department of Environmental Protection, Mr. Sonnichsen was responsible for the State's coastal and inland water resources programs. He managed the dam safety, flood plain management,flood control, beach and shore erosion, inland and tidal wetlands protection programs. EDUCATION B.S.E. Civil Engineering, University of Connecticut, Storrs, Connecticut, 1974. SPECIALIZED EXPERIENCE Project Officer, Federal Emergency Management Agency, Boston, Massachusetts. Instructor: Safety of Dams, Ralph M. Parson Laboratory for Water Resources and Hydrodynamics, Department of Civil Engineering, Massachusetts Institute of Technology, Cambridge, Massachusetts. Instructor: Hydrologic and Hydraulic Analysis for Flood Insurance Studies, Ralph M. Parson Laboratory for Water Resources and Hydrodynamics Department of Civil Engineering, Massachusetts Institute of Technology, Cambridge, Massachusetts Instructor: FEMA Coastal Flood Insurance Study Methodology, Federal Emergency Management Agency, Emergency Management Institute, Emmitsburg, Maryland. PROFESSIONAL REGISTRATIONS Professional Engineer; Connecticut, Massachusetts, Rhode Island AFFILIATIONS Inland Wetlands and Water Courses Agency, Madison, CT Connecticut Society of Civil Engineers New England Floodplain and Stormwater Managers Association DELTA Environmental Services, Inc. 81 Schoolground Road PO Box 564 Branford, CT 06405: Tele. (203) 481-7668 Fax. (203)488-8164 Email: delta@cttel.net ZkDELTA Environmental Services,°Inc. RECEIVE® Date: December 31,2002 JAN 72003 To: Planning and Zoning Office and Wetlands Office of South Windsor,CT SOUTH WINDSOR PLANNING DEPT, From: Residents of Old Parish Drive and Oxbow Lane Subj: Proposal for Sandra Drive Lots#6 and 7, Andre Charbonneau's project for the west property boundary On December 8,1987 after our legal cause of action it was stated that a snow fence was to be erected 100 feet from the west property boundary line and nothing was to be disturbed and the land was to remain in its natural state. This letter was filed at the Planning and Zoning Office of South Windsor,CT. Please see enclosed letter item#19. It was also stated on the Topographic Plan Lot 6&7 40 Sandra Drive#10. Now that the Sandra Drive project is underway, 16 years later,the snow fence has since been removed and the land cleared up to 75 feet from the property line. In doing so it has opened up access to our backyards. The plan is to put up a 20,400 sq ft facility with 10 businesses. Now that we are opened up to their access we do not feel safe. If the 25 feet of trees were still undisturbed we do not believe this would be a problem. Now we feel exposed to anyone who will work or visit these businesses. Our property value has declined since our privacy has been taken away. The safety of our children playing in the backyard has been taken away. We would like to propose that a 10-foot wide by 5-foot high mound be created with a 6-foot wood fence on top. Also 6-foot,fast growing,White Pine trees planted 8 feet apart on our side of the fence from the original 100 foot buffer line,where the snow fence was,to give us back our privacy. Please no thorny trees. This would also camouflage your building from our backyard and hopefully bring our property value back up. We know it will be impossible to bring the land back to it natural existence of 80-year-old trees but this should help to rectify the situation that has been created for all of us on the west side boundary line. Thank you in advance for taking the time to review our proposal. Wasyl,Sharon Szestakow Jack,Bettylou Gustomachio Paul,Barbara Barbour 6 Old Parish Drive 2 Old Parish Drive 5 Old Parish Drive South Windsor, CT 06074 South Windsor,CT 06074 South Windsor,CT 06074 Gary,Leslie Lee Stanley,Lisa Grivers 18 Old Parish Drive 32 Old Parish Drive South Windsor,CT 06074 South Windsor,CT 06074 Earl,Janet Moore Patrick,Zane Colabrese 40 Old Parish Drive 11 Old Parish Drive South Windsor, CT 06074 South Windsor,CT 06074 Steven,Patricia Roback Eric,Karen Wetherall 44 Oxbow Lane 55 Oxbow Lane South Windsor,CT 06074 South Windsor,CT 06074 I i �oVIN 8eq, y• 1540 SULLIVAN AVENUE SOUTH WINDSOR. CONN. 06074 4• w AREA CODE 203/644-2511 SOR-CO December 8, 1987 Atty. William E. Grace ° 479 Buckland Road South Windsor , "CT 06074 re : Application #1255, Charbonneau Re_ subdivision Industrial Park Zone;—John Fitch Boulevard Dear Atty. Grace : ng The purpose of this letter letter da cla tedy November o18, 1987 regarding n #19 Of the lth and e l Zoning Commission approval above referenced subdivision . The condition is as follows: 19. A snow fence must be established one hundred feet from the west property boundary, with no disturbance beyond the snow fence . The 100 feet was derived from the current 50-foot buffer requirement plus the current 25-foot rear yard setback and the additional 25-feet of non-disturbance volunteered by the applicant to the Commission. Snow fencing should also be erected dalong isturbance top ofof the the bank on the south property boundary to ensure o The 100 foot snow fence setback is a non-encroachment allow achmentarea fordri buildings and other structures . Current zoning regulations eways and parking within the rear yard setback area. Very truly yours , PLANNING AND ZONING COMMISSION oe 4Rm ond F. Hallowell , Jr . Chairman e :rt cc: �M. Banach_, Director of Planning Andre Charbonneau 0 0 November 19,2004 NOV 2 9 2004 SGUTH WINDSGR PLANNING DEPT. Michelle Lite Planning and Zoning Town of South Windsor 1540 Sullivan Ave. South Windsor, CT 06074 Re: Letter of Credit Dear Michelle: I am writing this letter to request the letter of credit for Erosion Control on 40 Sandra Drive in South Windsor in the amount of. Five Thousand Dollars and No Cents ($5,000.00)be released. Thank you for help in this matter. Respectfully: Andre Charbonneau Andre Charbonneau& Sons Andre Charbonneau & Sons General Contractor • Concrete • Paving • Commercial & Industrial Warehousing 125 Edwin Road, South Windsor, CT 06074 528-7551 FAX 291-8191 �S�gIN dE, �_� O-P Sou� ?d&U&Ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 N°soR-CO TELEPHONE(860) 644-2511 November 24, 2004 Jay Ursery J. R. Russo &Associates l Shoham Road East Windsor, CT 06088 Dear Mr. Ursery: Re: Appl 03-01 W, Charbonneau Site—Parcel 6 &7 This is to advise you that the Planning and Zoning Commission voted on November 23, 2004, to release the IWA/CC bond for the above-referenced-project Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will-be available. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Sincerely, Timothy H. ntzell t, Planning and Zoning Commission THW/pmm cc: Town Engineer