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Home My WebLink About1471 IYANNOUGH ROAD/RTE132 (2) --- r i r 4 SHALLOW POND PROFESSIONAL, LLC Shallow Pond Center Redevelopment Project 1471 Iyannough Road (Route 132), Hyannis Change of Use Application to the Regulatory Committee of the Cape Cod Commission Submitted by: Nutter, McClennen & Fish, LLP July 2006 SHALLOW POND PROFESSIONAL, LLC Shallow Pond Center Redevelopment Project 1471 Iyannough Road (Rte 132), Hyannis CHANGE OF USE APPLICATION — BINDER INDEX 1. Limited DRI Application for a Change of Use 2. Project Narrative 3. Photographs of the Existing Conditions 4. Certified Abutters List 5. Assessor's Map 6. Filing Fee and Calculation 7. USGS Quadrangle Map • 8. Massachusetts Historical Commission Project Notification Form 9. List of Permits / Approvals 10.Storm-water Management Operations and Maintenance Plan 11.Storm-water Management Report (with Nitrogen Calculations) 12.Town of Barnstable Assessor's Records for Subject Property and Adjacent Property (For Estimated Tax Assessment Purposes) 13.Exterior Lighting Fixture Catalogue Cuts 14.Traffic Analysis 15.Civil Site Plans 16.Architectural Plans 1538145.1 • •:.. - � \ i i{! Cr. Application Cover Sheet f�tefK�)t�ecet3: ° Cape Cod Commission 3225 Main Street, PO Box 226 Barnstable, MA 02630 C e k" o ' • Tel: (508) 362-3828 Fax: (508) 362-3136 A. Type of Application (check all that apply) ❑ Development of Regional Impact(DRI) ❑ Hardship Exemption ® Limited DRI Determination for Change of Use ❑ Jurisdictional Determination ❑ DRI Exemption ❑ Request for Joint MEPA/DRI Review B. Project Information Fee Waiver Request? yes/® Project Name: Shallow Pond Center Redevelopment Project Total Site Acreage: Approx. 1.87 acres Project/Property Location: 1471 Iyannough Road, Hyannis Zoning: B, HB, RC-1, RD-1 Brief Project Description: Include total square footage of proposed and existing development, gross floor area, number of lots existing or to be created, specific uses, description of existing conditions, as applicable(attach additional sheets if necessary).The Applicant proposes to redevelop the approx. 1.87 acre site by demolishing the existing, non-conforming 46 bedroom motel with office space consisting of approximately 16,065 square feet, and constructing, in place thereof, a 17,338 square foot, conforming professional office building with improved wastewater treatment, landscaping, parking, ingress/egress and associated site improvements. C. Owner(s) of Record List the following information for all involved parcels. Provide copies of each Deed and Purchase and Sale Agreement and/or evidence of leasehold interest, if applicable, for all involved parcels. Proof of ownership/legal right for Applicant(s)to proceed with the proposed development must be documented prior to the Commission deeming any application complete(attach additional sheets if necessary). Map/Parcel Owner's Name Lot&Plan Land Court Certificate of Title# Reg. of Deeds: Book/Page# 253/14-XO1 & 14-XO2 S.P. Properties, LLC 539/24 20379/11 There ARE NO (circle one)court claims, pending or completed, involving this property (If yes, please attach relevant information). Certification ereby certify that all information provided on this application form and in the required attachments is true and accurate to the best of my knowledge. I agree to notify the Cape Cod Commission of any changes the information provided in this application, in writing, as soon as is practicable. I understand failure to provide the required information and any fees may result in a procedural denial of my project. NOTE: For wireless communication facilities, a licensed carrier should be either an applicant or co-applicant. Applicant(s)Name: Shallow Pond Professional, LLC Tel: Fax: Address: 683C Main Street,Osterville,MA 02655 � - Signature: Date: Co-Applicant(s)Name: Tel: Fax: g Address: f Signature: Date: b Aontac Patrick tter,McClennen&Fish,LLP,Attorneys P.O.Boxor the 1630,AHyann Hyannis, MA 02601 Tel: 508 790-5407 Fax: 508-771-8079 ``yam Address. N ° Signature: i r Date: t ,,..' Property Owner: S.P. Properties, LLC Tel: Fax: gd r Address: 1330 Phinney's Lane,Hyannis,MA 02601 o s Signature: Date: Name: Patrick M.Butler, Esq. Tel: 508-790-5407 Fax: 508-771-8079 Address: Nutter,McClennen&Fish,LLP,P.O.Box 1630,Hyannis, MA 02601 -Page 1 of 2- REQUIRED FILING MATERIALS • The following must be attached to the Application Form at the time of its filing: ® Certified List of Abutters (required for all application types except Attachment 5, Jurisdictional Determination. A list of abutting property owners within 300 feet of the boundaries of the development site and their addresses. Include both local and off-Cape addresses when applicable. ❑ This list must be formatted in three columns consistent with the Standard Label Format designed to print on Avery Labels #5160. ❑ List must be certified by the Town Assessor's office. Note: Assessor's offices may take up to 10 days to certify an abutter's list. ❑ If there are more than 50 abutters, applicants must provide three sets of the certified list on self-adhesive labels. ® Required Filing Fee. Please calculate according to the Schedule of Fees (see Enabling Regulations, Section 14). Please make check payable to BARNSTABLE COUNTY TREASURER. ® An 8 '/2" x 11" copy of the U.S.G.S. quadrangle map of the area, containing sufficient information for the Commission to locate the site of the proposed development. ® Development Plans. File as required for each application type you are making. See list • of Attachment(s) below for specific instructions. ® Permits or Actions. List of local, state, or federal agencies or boards from which a permit or other actions have, will, or may need to be sought. Include agency/board name, type of permit, date filed, and file number. If one of the listed permits or actions requires the filing of an Environmental Notification Form under the Massachusetts Environmental Policy Act (MEPA), please contact the Commission's Chief Regulatory Officer to discuss the potential for joint Commission and MEPA review. For information on MEPA regulations contact the Executive Office of Environmental Affairs, MEPA Unit, ant (617) 626-1020. Please attach all relevant .MEPA documents and describe the status of the MEPA filing. Applicants must also submit the necessary attachment(s) based on the type of application(s) being made: Attachment 1: DRI Application Filing Procedures & Requirements Attachment 2: DRI Exemption Application Filing Procedures & Requirements Attachment 3: Hardship Exemption Application Filing Procedures & Requirements Attachment 4: Limited DRI Determination for Change of Use Application Filing Procedures & Requirements Attachment 5: Jurisdictional Determination Application Filing Procedures & • Requirements Attachment 6: Joint MEPA/DRI Review Application 1538173.1 Page 2 of 2 - RECYCEEO h N SHALLOW POND PROFESSIONAL, LLC Shallow Pond Center Redevelopment Project 1471 Iyannough Road (Rte 132), Hyannis Project Narrative INTRODUCTION Application is hereby made to the Regulatory Committee of the Cape Cod Commission (the "Commission's pursuant to section 4(b) of the Commission's Enabling Regulations to allow for the redevelopment of the property addressed 1471 Iyannough Road (Route 132) in Hyannis without DRI review. As described below, the proposed redevelopment project will either improve upon or not be more detrimental to the resources protected by the Commission when compared to the current use. LAND USE A. Existino Conditions The subject property is presently developed with a two-story, 46-bedroom motel with ancillary office space. The gross floor area of the existing structure is approximately 16,065 square feet. The property also contains a swimming pool and shed. The existing structure is non-conforming to the current dimensional requirements of the Town of Barnstable Zoning Code as it relates to front yard setback and natural state requirements. As shown on the photographs submitted herewith, the motel is presently in a seriously deteriorated state and represents a visual and economic blight in this gateway location to downtown Hyannis. B. Proposed Conditions The proposed project consists of the redevelopment of the subject property by demolishing the existing motel and redeveloping and improving the site to construct a ---professional office--building.The—proposed structure--will-consist of-two-(2-)-stor-ies-and-aT — total of 17,338 square feet. Accordingly, the total amount of new gross floor area is approximately 1,273 square feet (and significantly below the new 10,000 square foot of construction DRI threshold). Moreover, the redeveloped property represents a reduction in terms of both building footprint and lot coverage by structures, with the existing motel consisting of an approximately 9,422 square feet footprint and the proposed office building containing a footprint of approximately 8,532 square feet (i.e., a reduction in foot print of approximately 890 square feet). The proposed professional office use is allowed by right in the B and HB zoning districts within which the proposed structure will be situated under the Barnstable Zoning Ordinances. In addition, the proposed structure complies with all the dimensional requirements of the zoning district with the exception of the 30% natural state requirement. Nonetheless, the redevelopment represents an improvementin terms of natural state in that the existing site contains 0.64% natural state and the redeveloped property will contain a 16.6% natural state. Accordingly, no municipal zoning relief will be needed for the project. C. Town of Barnstable Local Comprehensive Plan This redevelopment is consistent with the CCC Regional Policy Plan Land Use standards., The property is situated within the Route 132 Growth Activity Center as designated by the Town of Barnstable Local Comprehensive Plan ("LCP' . Growth Management initiatives for this particular Activity Center include "encouraging" infill and redevelopment and developing a "Cape Cod Theme, including . . . building design. . .". In that this area serves as a gateway into Hyannis, the LCP encourages, in several places, building design that is consistent with Cape Cod standards. As shown on the architectural plans submitted with the application, the proposed building has been designed in traditional Cape Cod style using natural cedar shingles and architectural roof shingles. It is setback substantially further from Route 132 than the existing motel which will also decrease the sense of massing. Furthermore, the proposed building is architecturally similar to the Lakeside Center project (1545 Iyannough Road, which was reviewed and exempted by the Commission as a change of use). This architectural similarity will assist in creating and enhancing the Cape Cod theme encouraged by the LCP in this gateway. Therefore as compared to the existing conditions, the proposed building represents a substantial aesthetic improvement to the Town of Barnstable and Village of Hyannis. NATURAL RESOURCES The redevelopment represents a significant improvement in terms of natural resources and protection of the wetland resource. As shown on the existing conditions plan, the motel extends approximately 77 feet into the 100 foot wetland buffer to ----------Shallow-Pond-and-approximately-27--feet-into-the-50-foot-wetland-buffer-_Moreover,- — ------- there are two (2) septic tanks serving the motel located within the 100 foot wetland buffer as well as a leaching field within the 50 foot wetland buffer. All three septic systems located on the property are considered failed and not in compliance with Title V and local Board of Health requirements. The redeveloped site will bring the entire building and all wastewater infrastructure outside of the 50 foot buffer to the wetland. Further, the proposed wastewater system will be located entirely outside of the 100 foot buffer, thereby significantly reducing impacts to the wetland and its buffer, particularly since all systems on the property are considered failed. - 2 - The redeveloped site will also decrease the total impervious coverage on the property. Presently, approximately 45.9% of the site (or 33,974 square feet) is rendered impervious by structures and/or pavement. In comparison, once the site has been redeveloped as proposed, the impervious coverage will be approximately 43.6% (or 32,213 square feet). This represents a reduction in impervious surfaces of approximately 1,761 square feet. In addition, as noted on the site plans, the existing property presently only contains approximately 499 square feet of natural vegetative state (or 0.64%). By way of comparison, the redeveloped site will contain approximately 12,839 square feet of natural vegetation (or 16.6%). As such, the redeveloped property will provide for increased natural vegetation and thereby represents an improvement in terms of the' open space/natural resource criteria protected by the Cape Cod Commission Act. The Applicant has also agreed to replant the 50 foot buffer area which is almost entirely cleared (and partially rendered impervious) utilizing native plantings. This replanted area will be allowed to grow as a "natural state" area without chemical fertilization (other than any fertilization needed to initially insure the successful planting of the area). This naturally re-vegetated area represents a significant improvement above existing conditions. In addition, the Applicant has agreed to remove the existing 4 foot wide float out into Shallow Pond which is presently located closest to the easterly property boundary. The elimination of this licensed float represents an additional improvement in terms of reducing impacts to the natural environment. WATER RESOURCES The redevelopment will significantly improve upon the water resources. The property is located within a State designated Zone II and the local Wellhead Protection Overlay District ("WP"). As previously noted, the existing motel, which consists of 46 bedrooms and office space, is presently served by three different septic systems located --throughout-the--site-(and--including-within--the 50-and 100-foot-buffer-ar-eas)------ -- Components of these systems have failed Title V and local Board of Health regulations and standards. The motel use has a wastewater design flow of 5,500 gallons per day and a nitrogen load of 20.79 ppm. The proposed office building has a wastewater design flow of 1,300.4 gallons per day and therefore represents a reduction in flow of approximately 76% as compared to the motel use. Further, the redeveloped site will have a nitrogen load of 11 ppm, which represents a 47% reduction. Based on this significant improvement, the redevelopment . may be exempted from nitrogen/wastewater review pursuant to the change of use request. - 3 - The Applicant has also proposed the use of bio-retention areas to capture, contain, treat and infiltrate stormwater runoff generated by the subject property and also by the property to the north which is also untreated and presently sheets its runoff onto the subject property. A detail of the proposed grading and types of vegetation to be incorporated in these areas is shown on the proposed landscape plan. The incorporation of this low-impact stormwater infrastructure should be deemed a benefit of this redevelopment project, particularly when compared to the existing conditions which contains virtually no stormwater controls. Presently the existing stormwater drainage sheets in a southerly direction across the property and toward and into the wetland resource. As such, the proposed redevelopment represents a significant improvement in terms of stormwater management and design and further eliminates the likelihood of stormwater impurities sheeting into Shallow Pond. Given the environmentally sensitive location of the property, these substantial reductions in nitrogen loading and wastewater flow, together with the elimination of failed systems within the 50 and 100 foot buffer areas represent a significant improvement as compared to the existing motel use. Further, both the existing and proposed structures utilize Town water and the proposed use will consume substantially less water than the existing motel. The property is also located in an area prioritized for connection to Town sewer and, once available, the Applicant would agree to connect to Town sewer. TRAFFI C The Applicant will be submitting a transportation analysis under separate cover. It is anticipated that the traffic generated by the redevelopment will not be more detrimental and, in fact, will be less on a daily basis as compared to the motel use. Further, the applicant has designed the site to continue to allow adjacent properties to access Strawberry Hill Road without entering onto Route 132. In addition, the proposed access driveway for the office building has been situated as far as possible from the Route 132 intersection to improve safety and site access. This represents an improvement as compared to the poorly-defined existing conditions. As will be ------ -de-scribed-in-the-trafhe-analysis to-be-submitted,-the-redevebpment-will-not-be-more-- - - — -- - detrimental from a quanntative and/or qualitative perspective and may, therefore, be exempted from DRI review. ECONOMIC DEVELOPMENT The redevelopment is consistent with the minimum performance standards of the RPP, fulfills several of the other development review policies ("ODRP's"), and, we believe, represents an economic improvement as compared to the existing use. The redevelopment of this site and the conversion from a run-down motel use to professional office space will further enhance this gateway area. - 4 - The nature, quality and character of the use is one which provides economic vitality on a major gateway to the Village of Hyannis. The redevelopment is consistent with the Town's LCP and the economic standards of the RPP, particularly since this property is situated within a certified growth activity area. The presence of additional high-end professional office space within the Town is encouraged as these types of jobs are typically high paying, year round positions with substantial benefits. Accordingly, this type of redevelopment is also consistent with the following ODRP's: 3.1.4, 3.1.5, 3.2.3, and 3.3.1. In addition, consistent with ODRP 3.3.3, the Applicant has retained local companies to assist in the permitting and redevelopment of the project, including Nutter, McClennen & Fish, LLP (Hyannis) for legal services, Baxter & Nye-Engineering & Surveying (Hyannis), and Brown, Lindquist, Fenuccio & Raber Architects, Inc. (Yarmouthport). It is not anticipated that the professional office space will have significant impacts on fiscal services. In fact, the elimination and demolition of an existing dilapidated motel building and replacement with high-end professional office space should substantially reduce the likelihood of incidents involving police or fire assistance. At the same time, the redevelopment of the property will result in significant and substantial increased taxable property valuation and net tax revenue. As shown on the assessor's information included in Tab 12, the Rainbow Motel presently has an assessed building value of $1,008,700. By way of comparison, the Town of Barnstable assesses the adjacent office building (1513 Iyannough Road; Map 253, Lot 18-1) at $3,757,100. As indicated on the assessor's card included in Tab 12, this building has a living area of 22,400 square feet. It is comparable in that it represents similar design, architectural and construction characteristics, is immediately adjacent to the subject property and contains similar uses. With an assessed building value of $3,757,100, the 1513 Iyannough Road structure therefore has an assessed value of $167.73 per square foot. Based upon the - --------foregoing;when--applied-to-the-proposed-redevelopmentJt may-reasonably-be-expec-ted--- ---- that the new building on the subject property will be assessed at approximately $2,908,102.74 ($167.73 x 17,338 square feet). This represents an increase in the assessed value by an additional $1,899,402.74, and an concomitant significant increase in the taxes paid to the Town of Barnstable. Furthermore, the foregoing does not take into consideration the additional increases in terms of personal property tax, sales tax _ and the use taxes associated with the operation of the proposed businesses. i - 5 - COMMUNITY CHARACTER The redevelopment of the property will confer significant community character and aesthetic improvements to the Town of Barnstable. As previously noted and as shown on the photographs contained in Tab 3, the Rainbow Motel is in poor condition. There are missing windows, peeling paints, junk is stored along the side of the building, the swimming pool is in a state of disrepair and there is a substantial amount of pavement. As a gateway to the Village of Hyannis, the existing site is an eyesore and is not representative of or consistent with the present_economic revitalization efforts within Hyannis. The proposed building is consistent with the type of Cape Cod style architecture encouraged within this Growth Activity Center and by the Regional Policy Plan. The Applicant proposes the use of traditional building materials and a traditional design that was previously deemed approvable by the Commission in the nearby Lakeside Center project. The building contains a footprint less than 10,000 square feet and yet still incorporates setbacks and projections in the fagade to decrease the massing. The Applicant is also proposing an extensive landscaping plan to complement the redeveloped site, including the introduction of bio-retention areas to capture, contain and treat stormwater runoff. The grade of the site as it slopes down towards Shallow Pond, together with the proposed landscaping, will assist in screening both the building and parking areas from Route 132. Moreover, the existing HoneyDew Donuts/Hyannis Area Chamber building serves as a frontage building partially obscuring the proposed structure from view for cars traveling toward Hyannis along Route 132. As compared with the existing conditions which contains virtually no landscaping or natural state vegetation, the redeveloped site provides for an attractive and coordinated vegetation scheme. Based on the dramatically improved aesthetic upgrades and landscaping, the redeveloped site may be exempted from community character review pursuant to section 4(b) of the Enabling Regulations. HAZARDOUS MATERIALS As noted above, the property is located within a state designated Zone II and a local Wellhead Protection Overlay District as designated by the Town of Barnstable Zoning Map. The redevelopment of this property will therefore cause the property to be subject to Section 240-35 of the Barnstable Zoning Code which prohibits hazardous materials and uses generating or using hazardous materials within the Town's Wellhead Protection (WP) Overlay District. Presently, in that the existing motel predates the adoption of the WP Overlay District, the existing use would be considered grandfathered from those provisions. As such, the redevelopment of this site for - 6 - professional office use which does not utilize hazardous materials in excess of household quantities, will cause any grandfathering protection to be abandoned. In addition, as shown on the existing conditions plan, the existing motel contains an approximately 24 x 42 square foot outdoor swimming pool. Although the pool has not been utilized recently, there is the potentiality that it could be re-licensed and opened. Based upon the size of the swimming pool, the following chemicals in the approximate quantities as noted below would likely be utilized and stored on the property in an average 20 week season: ➢ Twenty (20) 5 gallon jugs of liquid chlorine shock. ➢ 100 pounds of 3 inch chlorine tabs. ➢ Between 25 and 100 pounds of PH UP (depending on the type/construction of pool liner). ➢ Between 25 and 100 pounds of PH DOWN or 40 gallons of muriatic acid or 100 pounds of dry acid (depending on the type/construction of the pool liner). ➢ 12 quarts of METAL OUT. ➢ 6 quarts of Algaecide. ➢ In addition, if the pool has a DE (Diatomaceous Earth) Filter as opposed to a sand or cartridge filter, than an additional 100 pounds of DE would be required. Accordingly, the elimination of the swimming pool, together with the chemicals associated therewith, represents a significant improvement in the terms of the elimination of hazardous materials within this environmentally sensitive water recharge area. Further, in addition to the quantifiable reductions noted above, the institutional nature of the proposed office use would also likely result in the elimination of hazardous materials. In contrast to the existing use which has no safeguards/protocols on what gets emptied into the toilets and sinks in the individual motel rooms, the office use will result in a more standardized use and cleaning procedures. This should result in an overall reduction and decrease the likelihood of any hazardous materials being improperly disposed of on site. Further, the applicant will agree to institute hazardous materials procedures for the property. Section 4(b)(viii) of the Commission's Enabling Regulations states, in pertinent part, that if the Regulatory Committee "determines that the project does not result in more detrimental impacts than the immediately prior use, the applicant may proceed through the local permitting process without further review by the Commission." As described above, this is a redevelopment project situated within a Growth Activity Center and, as such, is encouraged by both the RPP and the Town of Barnstable Local Comprehensive Plan. - 7 - i The reduction in water usage and septic flow results in a significant reduction in nitrogen load to this sensitive water resource zone. Moreover, the improvements to the natural resource, including enhanced and increased natural state conditions, elimination of a float out into Shallow Pond, removal of all impervious surfaces within the 50 foot wetland buffer, revegetation of the 50 foot buffer, the elimination of three (3) failed Title V systems, and low-impact stormwater drainage infrastructure represents a significant improvement. Additionally, the proposed project will not be more detrimental in terms of traffic impacts as described in the transportation memorandum submitted. Further, the economic revitalization and community character improvements result in a substantial benefit to the Town particularly given the gateway and visible nature of the property. This redevelopment has been reviewed informally by the Town of Barnstable Site Plan Review Committee. In addition, a Conservation Commission application will be required in terms of the improvements to the wetland buffer. As such, the local permitting required affords the Town of Barnstable the opportunity to thoroughly review the impacts associated with this redevelopment. 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IR' .�=�pe ,:.. -'r'Y:' ` .` , "itw 1!�.i --=,."^.w-a�C..r" '�:*.�-� '7'�a3`�t� 1HE Tp� Town of Barnstable • Bnsrisrxsr:E, Assessing Division • OMtPra 367 Main Street,Hyannis MA 02601 Office: 508-862-4022 FAX: 508-862-4722 Paul A.Matheson,III. Director of Assessing ABUTTERS LIST CERTIFICATION June 19, 2006 RE: Subject Parcel—R253-014-XO1 014-XO2 As requested, I hereby certify the names and addresses as submitted on the attached list and map as generated by the G.I.S. Dept. of the Town of Barnstable. The listing and map represent parcels within 300 feet of the subject parcels as located within the Town of Barnstable. They appear on the most recent tax list with the mailing addresses supplied. Shei a Fowler Office Manager Q:ASSR/ABUTTBRSOK-BLANK.DOC Nutter Eliza Cox F Direct Line: 508-790-5431 Fax: 508-771-8079 E-mail: ecox@nutter.com June 12, 2006 106584-1 By Hand Kathy Perry Assessor's Office, Town of Barnstable 367 Main Street Hyannis, MA 02601 Re Request for Certified. ed Abutters List for C qCod Commission Barnstable Assessors Map 253, Parcels 014-XO1 & 014-XO2 (the "Subject Prop—�drty" T_z r" Dear Ms. Perry: , This correspondence will serve to confirm that I have contacted Jim Benoit in the GIS Department to request that he prepare a map showing all properties located within 300 feet of the Subject Property together with a list indicating the names and addresses of those abutting property owners. After the map and list are completed, he will forward the same to your office for certification. Please certify to the Cape Cod Commission that the map and list represents a true and accurate list of all property owners within 300 feet of the Subject Property. Kindly contact me at the phone number listed above once the certification is complete and we will pick the same up from you at your office. Please do not hesitate to contact me with any questions or comments regarding this request. Thank you very much. Very truly yours, Eliza Cox EZC:rh • 1537406.1 Nutter McClennen & Fish LLP . Attorneys at Law 1513 lyannough Road, P.O. Box 1630 ® Hyannis, MA 02601-1630 m 508-790-5400 ® Fax: 508-771-8079 ® www.nutter.com Parcels within 300' of Map 253 Parcels 014-XO1 & 014-XO2 This list by itself does NOT constitute a certified list of abutters and is provided only as an aid to the determination of abutters.. The requestor of this list is responsible for ensuring the correct notification of abutters. Owner and address data taken from the Town of Barnstable Assessor's database on 6/15/2006 Mappar Ownerl Owner2 Address 1 Address 2 City State Zip Country 253013002 �KELLER,JUERGEN H&HERTA H 4 NEVADA DR CHELMSFORD MA �01824 USA 253013003 HAMBURGER,EST OF JACOB T& %MUR 'HY,SEAN G&BERNADETTE 5 1 LN HYANNIS MA 02601 USA EDITH P TRS 25301310A CURTIS,CAROL G&DAVID M JR 816 OLD JUNIT IA JCENTERVILLE MA �02632 STRAWBERRY HILL RD 25301310B SOL,JOSELITO P 1816 OLD CENTERVILLE MA 02632 USA STRAWBERRY HILL RD#1 B 25301310C 1HARRINGTON,COLLEEN P 0 BOX 1163 BARNSTABLE MA 02630 USA 25301310D SILVA,PETERSON S P O BOX 1037 CENTERVILLE MA �02632 USA 25301310E ARMSTRONG,RONALD C& 75 BARBARA LN MIDDLE ISLAND NY 11953 BARBARAJ 25301310F MACALLISTER,PHILIP C& MACALLISTER,PATRICIA A P 0 BOX 525 OSTERVILLE MA �02655 USA 48 �USAff��MARGARET ARDROP,DAVIDR& TST MARSTONS MILLS M 25301310H CAIADO,ARTHUR G&SYLVIA E 134 ACRE HILL BARNSTABLE MA �02630 USA �RD 25301310I ZALVIS,CHARLOTTE C %SAKAMOTO,TOSHIO 811 OLD UNIT 5A CENTERVILLE MA �02632 STRAWBERRY HILL RD 25301310J MILLAR,THOMAS W BOX 708 BARNSTABLE MA 02630 USA 253013101K HEBENSTREIT,WILLIAM L& 5 CEDAR POINT CENTERVILLE MA 02632 USA SANDRA J CIR 25301310E PARSONS,CAROLE ANN 817 OLD CENTERVILLE �MA �02632 USA --7 STRAWBERRY HILL#6B 25301310Iv1 BARKER,ALFRED B&MARY V 9 FERNGLADE BURLINGTON MA 01803 USA ROAD Friday,June 16006 Y. 1 of 5 . Page 0 Mappar Ownerl Owner2 Address I Address 2 City State Zip Country GLAST BURY CT 06033 USA 253013ION JONES,L JOCELYN 65 EAST LAKE ON SHORE TRAIL 253013100 �MARONA,BERNICE J 79 SIERRA WAY W YARMOUTH MA 02673 25301310P �COPELAND,DAVID W 1817 OLD CENTERVILLE MA 02632 STRAWBERRY HILL RD 25301310Q GAZIANO,MARIE ROSE 816 CENTERVILLE MA 02632 USA STRAWBERRY HILL RD 9A 25301310R DEMAMBRO,ELLEN&JOHN 57 BOSTON MA 02109 A3T OMMERCIAL UNIT 806 25301310S �VARHOLAK,DOROTHY M& PERETTI,BRENDA M 1788 HILL ST SUFFIELD CT 06078 USA 11311311T �BRACKETT,CAROLE A 18171 OLD CENTERVILLE MA 02632 STRAWBERRY HILL#10B 2130131OU HIGGINBOTHAM,CHRISTINE M 1816 OLD UNIT I IA CENTERVILLE MA 02632 USA STRAWBERRY HILL RD 25301310V BARNES,CAROLYN J 1817 OLD CENTERVILLE MA 02632 STRAWBERRY HILL RD I IB 25301310W DION,FREDERICK J&SHARON 11 WOODLAND STAFFORD SPRING CT �11176 USA DRIVE 2530.1310X RUSSELL,SANDRA L UNIT 12B SHALLOW POND CONDO 816 OLD CENTERVILLE MA 02632 USA STRAWBERRY HILL RD 253014XOI �IP PROPERTIES LLC 1330 PHINNEYS HYANNIS FMA22601 �LN 253014X02 �SP PROBERTIES LLC 1330 PHINNEYS HYANNIS ]MA �02601 LN 253014X03 CENTERVILLE LLC TR HYANNIS MAIN STREET TRUST 1645 COTUIT MA �02635 NEWTOWN RD 253014X04 CENTERVILLE LLC TR HYANNIS MAIN ST TRUST 1645 COTUIT MA �02631 NEWTOWN RD 253015 LAKESIDE CENTER LLC 683 C MAIN ST OSTERVILLE MA �02655 i 213011001 NOVICK,RICHARD ET AL TRS BRISLANE REALTY TRUST C/O SILVIA& P 0 BOX 430 OSTERVILLE MA �02655 USA SILVIA CO Friday,June6006 • Page 2 of 5 Mappar Ownerl Owner2 Address 1 Address 2 City State Zip Country 253018002 NOVICK,RICHARD&KELLER, BRISLANE REALTY TRUST C/0 SILVIA& P 0 BOX 430 OSTERVILLE MA 02655 USA JOSEPH P TRS SILVIA CO 253018003 NOVICK,RICHARD&KELLER, BRISLANE REALTY TRUST C/O SILVIA& OSTERVILLE MA 02655 USA JOSEPH P TRS SILVIA CO 253020H00 D&C INVESTMENT CORP %BLOTNICK,DAVID PO BOX 1827 PALM CITY FL 34991 USA 213120T00 �DaC INVESTMENT CORP %BLOTNICK,DAVID PO BOX 1827 PALM CITY FL 34991 IUSA L/4UU1 KGS HYANNIS HOTEL,LLC 269 HANOVF.R HANOVER MA 02339 ST UNIT 2 274002 GRIFFIN,DANIEL M.JR TR KG REALTY NOMINEE REALTY 1330 PHINNEY'S HYANNIS MA 02601 TRUST LANE 274020 MOBIL OIL CORP PROPERTY TAX DIVISION CORP-EMB- P 0 BOX 53 HOUSTON TX 77001-0053 USA 2305A 27402100A MARONE,JOSEPH T&ELAINE J 14 STONEFIELD E SANDWICH MA 02537 DR 27402100B LEROY,SARA A 1431 CENTERVILLE MA 02632 USA IYANNOUGH RD-UNIT A-2 27402100C GRIMLEY,LOUISE C 1431 CENTERVILLE MA 02632 USA IYANOUGH RD #A-3 27402100D WALVER,SANDRA L 1431 CENTERVILLE MA 02632 USA IYANOUGH RD UNIT#4 27402100E BRIDSON,VIRGINIA A 1431 CENTERVILLE MA 02632 IYANNOUGH RD-UNIT 5A 27402100E �SALO,SANDRA J& 1431 CENTERVILLE MA 02632 IYANNOUGH RD/RT 132 27402100E WAARAMAA,ROBERT S 1431 CENTERVILLE MA 02632 USA IYANOUGH RD #A-7 27402100H BARBOSA,SUEBER P& TEIXEIRA,JEFFERSON RAMOS 1431 CENTERVILLE MA 02632 IYANOUGH RD, UNIT 8D 27402100I �STACY,KIMBFRLYK 1431 CENTERVILLE MA 02632 USA IYANNOUGH RD UNIT#9 Friday,June 16,2006 Page 3 of 5 • Mappar Ownerl Owner2 Address 1 Address 2 City State Zip Country 111121111 �ANDERION,DOROTHY P 1431 CENTERVILLE MA 02632 USA IYANOUGH RD B-10 27402100K �DOOLEY,PATRICIA A 1431 HYANNIS MA 02601 IYANNOUGH RD,UNIT 11 27402100L SMITH,ALTHEA H 1431 CENTERVILLE MA 02632 IYANNOUGH RD-UNIT 12-B 27402100M HANSON,JACQUELINEBROOKVIEW BERGENFIELD NJ 07621 USA 411R.R 27402100N VAZ,SABRINA J ANDERSON P 0 BOX 601 W BARNSTABLE MA 02688 USA 274021000 MURPHY,MARY C 1 HARTSHORN ---]MALDEN MA �02148 USA AV 27402100P �TAYLOR,MADELINE P 1431 CENTERVILLE MA 02632 USA IYANNOUGH RD-UNIT 16C 27402100Q BOOTHMANN,MARIE 76Bi� 772 CENTERVILLE MA �02632 USA _T 27402100R FITZGERALD,DAVID L&SUSAN E 25 UNCATENA MASHPEE MA 02649 RD 274021ff]�ME S 1431 CENTERVILLE MA 02632 IYANNOUGH RD-UNIT 19C 27402100T WELCH,ROBERT E 70 CAPE DR MASHPEE MA 02649 �416C 2740210OU KINSEY,THOMAS J&HELEN 1431 CENTERVILLE MA �02632 USA MARIE iYANOUGH RD UNIT C21 27402100V NEEDHAM,JAMES M 1431 HYANNIS �M.A �02601 IYANNOUGH RD-UNIT 22C 2740210OW THOMPSON,MURIEL&RAYMOND %THOMPSON,MURIEL&RAYMOND 1431 CENTERVILLE MA �02632 IYANNOUGH RD-UNIT 23 2740210OX WHEELER, EST OF BURNON J SR %MCPHERSON,P&MCGUIRK,J 1431 CENTERVILLE MA �02632 USA IYANNOUGH RD-UNIT 24-U 27402100Y GRAY,CAROL 1431 RD CENTERVILLE MA �02632 �USA IYANOUGH RD.,UNIT 25D . Friday,June 160 6 � • Page 4 of 5 • Mappar Ownerl Owner2 Address 1 Address 2 City State Zip Country 2740210OZ WAWIERNA,JOAN A 183 BOYCE ST AUBURN MA 01501 USA 2740210AA HEMENWAY,KRISTINA B 1431 CENTERVILLE MA 02632 USA IYANOUGH RD UNIT 27-D 2740210AB SIMPSON,MARY& PEDERSEN,ANDREW 1431 CENTERVILLE MA 02632 IYANNOUGH RD UNIT 28D 2740210AC ANTHONY,HEIDE A 25 STARBOARD OSTERVILLE MA 02655 LIN r 02I OAD LISET,GLEN R C/O LISET,PRISCILLA 1431 CENTERVILLE MA 02632 USA IYANNOUGH RD-UNIT 30-D 274029 HOPKINS,JOHN B TRS P 0 BOX 457 BARNSTABLE MA 02630 USA Friday,June 16,2006 `• Page 5 of 5 MAP 253 PARCELS 014-XO 1 & 014-X02 020 00 fi I •\ b 01MAP 2530 c m wh (b ( • ///i ; a p \ • MAP 253 016 #isss t I O l iY y \ MAP 274 l IF 038 1411 / JMAP 253 013-004 IL t 781 f r AN ; / -- -- _` # _ 2 / MAP 274 •+. j 12 0 01 '1 ;.. 772 Subject Parcel(s) ABUTTER LIST TYPE - Cape Cod Commission 300': N 300'Buffer Around Subject Parcel(s) Abutters = Parties of Interest-those directly opposite subject lot on any E public/private street/way and abutters to abutters. Notification of ElAbutters all properties within 300'ring of the subject lot. SCALE: V= 200' NOTE: PARCEL UNES MAY NOT BE ACCURATE.The parcel lines on this DISCLAMERS:ThU map Ls for planning purposes only. It may not be DATA SOURCES: Planimetrics(human-made features)were Interpreted from map are only graphic representations of Assessor's tax parcels.They are I dequate for legal boundary determination or regulatory egu ry Interpretation. 2001 aerial photographs.Topography was Interpreted from 19139 aertaf not true property boundaries and do not represent accurate relatlonshlps This map does not represent an on-the-ground survey. Enlargements beyond i photographs. Parcel lines were dlgltlz d from FY 2006 Town of Bamstable to physkal objects on the map such as bulleling locations. a scale of 1'=100'may not meet established map accuracy standards. Assessor's tax maps. TO Or M WSTABU GIS 11Nn ANDERSON,DOROTHY P 27402100J ANTHONY,HEIDE A 2740210AC 25301310E 1431 IYANOUGH RD B-10 ARMSTRONG,RONALD C&BARBARA J 25 STARBOARD LN 75 BARBARA LN `.CENTERVILLE MA 02632 OSTERVILLE MA 02655 MIDDLE ISLAND NY 11953 27402100H 2530r1310M BARBOSA,.SUEBER P 8 BARKER,ALFRED B&MARY V 25301310V TEIXEIRA,JEFFERSON RAMOS BARNES,CAROLYN J 9 FERNGLADE ROAD 817 OLD STRAWBERRY HILL RD 11B 1431 IYANOUGH RD, UNIT 8D BURLINGTON MA 01803 CENTERVILLE MA 02632 CENTERVILLE MA 02632 27402100Q BOOTHMANN, MARIE 25301310T 27402100E P O BOX 772 BRACKETT, CAROLE A BRIDSON,VIRGINIA A 817 OLD STRAWBERRY HILL#106 CENTERVILLE MA 02632 1431 IYANNOUGH RD-UNIT 5A CENTERVILLE MA 02632 CENTERVILLE MA 02632 25301310H 253014X03 CAIADO,ARTHUR G&SYLVIA E CENTERVILLE LLC TR 253014X04 134 ACRE HILL RD CENTERVILLE LLC TR HYANNIS MAIN STREET TRUST HYANNIS MAIN ST TRUST BARNSTABLE MA 02630 1645 NEWTOWN RD 1645 NEWTOWN RD COTUIT MA 02635 COTUIT MA 02635 25301310P 25301310A COPELAND,DAVID W CURTIS,CAROL G.&DAVID M JR 253020H00 817 OLD STRAWBERRY HILL RD 816 OLD STRAWBERRY HILL RD BL%BL INVESTMENT CORP INVESTMENT DAVID CENTERVILLE MA 02632 CENTERVILLE MA 02632 PO BOX 1827 0 PALM CITY FL 34991 253020T00 2530131OR D&C INVESTMENT CORP DEMAMBRO, ELLEN&JOHN 25301310W %BLOTNICK,DAVID DION, FREDERICK J&SHARON 357 COMMERCIAL ST UNIT 806 11 WOODLAND DRIVE PO BOX 1827 BOSTON MA 02109 PALM CITY FL 34991 STAFFORD SPRING CT 06076 27402100K 27402100S DOOLEY,PATRICIA A ETHIER,JAIME S 2740210OR 25 UNCRALD, DAVID L&SUSAN E 1431 IYANNOUGH RD,UNIT 11 1431 IYANNOUGH RD-UNIT 19C NCATENA RD HYANNIS MA 02601 CENTERVILLE MA 02632 MASHPEE MA 02649 GAZIANO, MARIE ROSE 25301310Q GRAY,CAROL 27402100Y 274002 816 STRAWBERRY HILL RD 9A GRIFFIN,DANIEL M.JR TR 1431 IYANOUGH RD.,UNIT 25D KG REALTY NOMINEE REALTY TRUST CENTERVILLE MA 02632 CENTERVILLE MA 02632 1330 PHINNEY'S LANE HYANNIS MA 02601 27402100C 253013003 GRIMLEY,LOUISE C HAMBURGER, EST OF JACOB T&EDITH P HANSON,JACQUELINE 27402100M 1431 IYANOUGH RD#A-3 TRS CENTERVILLE MA 02632 %MURPHY,SEAN G&BERNADETTE 39 BROOKVIEW TERR 5 LIL LN BERGENFIELD NJ 07621 HYANNIS MA 02601 25301310C I 25301310K ARINGTON,COLLEEN HEBENSTREIT,WILLIAM L&SANDRA J HEMENWAY,KRISTINA B 2740210AA N 0 BOX 1163 5 CEDAR POINT CIR BARNSTABLE MA 02630 1431 IYANOUGH RD UNIT 27-D CENTERVILLE MA 02632 CENTERVILLE MA 02632 i 25301310U 274029 25301310N HIGGINBOTHAM,CHRISTINE M HOPKINS,JOHN B TRS JONES, L JOCELYN OLD STRAWBERRY HILL RD P 0 BOX 457 65 EAST LAKE SHORE TRAIL TERVILLE MA 02632 BARNSTABLE MA 02630 GLASTONBURY CT 06033 253013002 27400,1 274021000 KELLER,.JUERGEN H&HERTA H KGS HYANNIS HOTEL,LLC KINSEY,THOMAS J&HELEN MARIE 4 NEVADA DR 269 HANOVER ST UNIT 2 1431 iYANOUGH RD UNIT C21 CHELMSFORD MA 01824 HANOVER MA 02339 CENTERVILLE MA 02632 253015 27402100B 2740210AD LAKESIDE CENTER LLC LEROY, SARA A LISET,GLEN R 683 C MAIN ST 1431 IYANNOUGH RD-UNIT A-2 C/O LISET, PRISCILLA OSTERVILLE MA 02655 CENTERVILLE MA 02632 1431 IYANNOUGH RD-UNIT 30-D CENTERVILLE MA 02632 2530131OF 253013100 27402100A MACALLISTER,PHILIP C& •MARONA, BERNICE J MARONE,JOSEPH T&ELAINE J MACALLISTER;PATRICIA A 79 SIERRA WAY 14 STONEFIELD DR P 0 BOX 525 W YARMOUTH MA 02673 E SANDWICH MA 02537 OSTERVILLE MA 02655 25301310J 274020 274021000 MILLAR,THOMAS W MOBIL OIL CORP MURPHY,MARY C BOX 708 PROPERTY TAX DIVISION 1 HARTSHORN AV BARNSTABLE MA 02630 CORP-EMB-2305A MALDEN MA 02148 HOUSTON TX 77001-0053 27402100V 253018003 253018002 NEEDHAM,JAMES M NOVICK,RICHARD&KELLER,JOSEPH P NOVICK, RICHARD&KELLER, JOSEPH P 1431 IYANNOUGH RD-UNIT 22C TRS TRS HYANNIS MA 02601 BRISLANE REALTY TRUST BRISLANE REALTY TRUST C/O SILVIA&SILVIA CO C/O SILVIA&SILVIA CO OSTERVILLE MA 02655 OSTERVILLE MA 02655 253018001 25301310L 2530131OX NOVICK,RICHARD ET AL TRS PARSONS,CAROLE ANN RUSSELL,SANDRA L BRISLANE REALTY TRUST 817 OLD STRAWBERRY HILL#613 UNIT 12B SHALLOW POND CONDO C/O SILVIA&SILVIA CO CENTERVILLE MA 02632 816 OLD STRAWBERRY HILL RD OSTERVILLE MA 02655 CENTERVILLE MA 02632 2740210OF 25301310D 2740210AB SALO,SANDRA J& SILVA,PETERSON S SIMPSON,MARY& 1431 IYANNOUGH RD/RT132 P 0 BOX 1037 PEDERSEN,ANDREW CENTERVILLE MA 02632 CENTERVILLE MA 02632 1431 IYANNOUGH RD UNIT 28D CENTERVILLE MA 02632 27402100L 25301310E 253014X02 SMITH,ALTHEA H SOL,JOSELITO P SP PROBERTIES LLC 1431 IYANNOUGH RD-UNIT 12-B 816 OLD STRAWBERRY HILL RD#1 B 1330 PHINNEYS LN CENTERVILLE MA 02632 CENTERVILLE MA 02632 HYANNIS MA 02601 253014X01 274021001 27402100P AS LLC STACY, KIMBERLY K TAYLOR, MADELINE P 1330 PHINNEYS LN 1431 IYANNOUGH RD-UNIT#9 1431 IYANNOUGH RD-UNIT 16C HYANNIS MA 02601 CENTERVILLE MA 02632 CENTERVILLE MA 02632 27402100W 25301310S 2740210ON THOMPSON, MURIEL&RAYMOND VARHOLAK,DOROTHY M& VAZ, SABRINA J ANDERSON %THOMPSON, MURIEL&RAYMOND PERETTI, BRENDA M P O BOX 601 1431 IYANNOUGH RD-UNIT 23 1788 HILL ST W BARNSTABLE MA 02688 CENTERVILLE MA 02632 SUFFIELD CT 06078 • 27402100E 27407100D 2530131OG WAARAMAA; ROBERT S WALVER,SANDRA L WARDROP,DAVID R&MARGARET M 1431 IYANOUGH RD#A-7 1431 IYANOUGH RD UNIT#4 81 WALNUT ST CENTERVILLE MA 02632 CENTERVILLE MA 02632 MARSTONS MILLS MA 02648 2740210OZ 27402100T 2740210OX WAWIERNA,JOAN A WELCH,ROBERT E WHEELER, EST OF BURNON J SR 183 BOYCE ST 70 CAPE DR#16C %MCPHERSON,P&MCGUIRK,J AUBURN MA 01501 MASHPEE MA 02649 1431 IYANNOUGH RD-UNIT 24-U 4 CENTERVILLE MA 02632 253013101 ZALVIS, CHARLOTTE C %SAKAMOTO,TOSHIO 817 OLD STRAWBERRY HILL RD CENTERVILLE MA 02632 Z£9ZO VW 3llIAa31N30 (18 IIIH AH838MVdiS O10 LL9 OIHSOl'OlOWV>IVS% 0 3110121VHO'SIAIVZ 10L£LO£9Z Z£9ZO VW 3111A2131N30 n-t,Z 11Nn-(iH HOf10NNVAI L£til 6tr9ZO VW 33dHSVW 1,0910 VW N2inonv r'A2i1(1JOW v d 'NOS2131-1clOW% 091#2JO 3dV0 OL 1S 3DA00£91, dS f NONbf18 301S3 '213133HM 3 121380d'HOl3M V NV0r'VWJ31MVM XOOLZObLZ 100LZObLZ ZOOLZObLZ 8t'9ZO VW SIIIW SNO1S2IVW Z£9ZO VW MIIA2J31N30 Z£9ZO VW 3IIIA831N30 1S 1f1NIVM L8 h#llNn C18 HenONVAI L£til L-V#Oa HOIIONV kl L£hl W 1321VJ21VW'8 d(1IAV0 'dO2l(DJVM I V210NVS'213AIVM S 1b38O8 'VVWV2JVVM 00L£LO£4Z 000LZOt7LZ J00LZOt7LZ 2Z090 10 (113133f1S Z£9ZO VW 3111AN31 889M VW 318V1SN2IV8 M 1S IIIH 88ZL £Z 11Nf1-O8 HsnONNVAI l L09 X08 0 d W VO1\1388 '1113213d: aNOINAV8,2 13R1f1W 'NOSdWOHl% NOS2i34NV f VNRIBVS'ZVA 8 W J.H102104 'NVIOHbVA aNONAV2J 8 I3iHnA 'N0SdINOHJ_ N002017LZ SOL£LO£9Z MOOLZObLZ Q J • AR SE A,.—5 °' 4USETTS pl l6- �.N�(a .�� 'POND MV6Rs CUR.NI7UQE -Iva C rte e fARNd.7ylUL��. f R�i`TktC7 LIA(4 10 , °° 3 0�� 4r a'0 AQ © pq� r 2 'q C19c 2.s8, " 2..o3Ar- e,q� �6 � c \ ' fps ®4C R S 2.7 1 4C A 2ckay \ O la- Q1.10 VPLAV4D A C 14. XPJ I 18-3 ' �IIAC 1r IL609 09LN4DACTO lu4.xQ2�,r 72 rNt3oW " O: L ��'S3A[• k "4"^ Mom" � A / f o 5 1 ^ ,•+v "...- ILOW POND N y „ ^ •11�` SN�ON b0 M�N14Mf 1111 . _ in _ .................. N. 35—, V . rmo o r 13-3 t SNALL0W k• AOR'�? 4� �3-a O t J9 nc S4 ��.L - 1"� .784C �. t v t2-8 r 4o. AC NeftPA►[k 4t KP ,�S R� • . ti rn SHALLOW POND PROFESSIONAL, LLC Shallow Pond Center Redevelopment Project 1471 Iyannough Road (Rte 132), Hyannis Filing Fee Calculation Pursuant to §14(a)(i)(2) $2,500.00 1538147.1 • 'i'M '��+"'X`� �P N✓�� j' 1r It.{ Jr �� r r �✓� ✓r r y" #t' ! `k J ✓� {*\fi44 r ti ✓may `EWe � h� � d 'S, ` k. Y A $ �'fJl Y�'a~sa,` x ✓'wh. Mw''yfY xr. ` 'sit J. ZOO !`: !✓' fix 4 t. k v fi;1g- bv� } � r+f �F'"l 37y° ,G r F✓ ,.�' �"'f� /1'2' } ✓ r€ rb v r s 7 •�'aq�F� ir'��,*I n,, NZ r✓ ✓ yr t '� .Y "sk 1 '?4�'mot` "Z krN f w*F y t !)`y' S � a �.. v.- f• ''a r'` 1 off as A g { ) s`k,Q `,f�� , ��F''�r. l`d.p s`�t-t ,!'�l «!f fj��.4l,rf*�lr✓l,�v'µ(''31.fr ; ! J r v✓ f �`i � S� z v x W gjr u a is + ;. r t>Kiz � � 'IA Ly N� U' 4 �)'f+ t+ •. E "fit F R � g �,t��_N y ,a .rmiW- yr . ykj d.0 „�r�s,,"?,`\a�.",..+�'G(�Q C�°4"a y;`"t � �"•v`'+:"'+., +v� r„ f .'.� t 1;�./"t• '�,rr`r!n'r�r�a' >r �:ir,l f`f .✓J f d✓ "d V,�Nn U�u7V°J�''W�®r,�`r��TA18jk.,�M Id�V�-; �i h\iA'*.'�"�.'\�'�.1�.V_1.M1.S 1 av'v::'ti'\\'�=".1 h'.'y:..�Y *. "t..w.•�I • • • v Hyannis Quadrangle1 Map `yam- •� Hyannis, 't''1': �'t'' N. pr Aff �J±): j }rr' qG `! r. •, ►�+�" ` ram +;`a `;�, � t� �y .� f'�' ig, a 1"' � � ,WAIN p •� iPq°°'��. iST= "'mil}, :7\ 1 ttyyY.� `• f11.. i�ti 1 41' /di"�$� vr � Ip \ �1 fir lnl 'ty�ty, d� 'ao► a r �Jl j¢✓ ,^ _ 1''' ~ ." r � �r' -y,' ?roc,,`1, { Ny ;; WIN oil vj �.��f../�r,.►�_�411��-�+►`�(i� RAL 'v�.;..� y�L.y`i,4 3..�^k�6 .. ;�' ffi_tF. 4.' .'t.�, r 3� ��/�.,` �'`prs,�",�Fyi��•''I�+-� K a � �� k I 0 1 � aF_. Tit � I-JR J q•.• s, y`sr�'• i 1�1'`�•` �; �►;,T, S •b. .a! T`• �r;;- !1 �Ci.�L� �.!•.-""�., a ;��e� 7 1 ^ i.• g i1; � t_i.Il; �.'ST.1� �. .r sY�4'I.�.�+J ` ��: ; ,1 I �li 1 �if i.a�,' y. �ly' �•.��. �;�� :,��/' '• � �.�J�IF ��1� 7% �/.tie►! r' � I,� 1� _�d .�C:9i�g �. � * y=• R�'f ma's l ® l• i `j rr 44'f?��.' d' �!� ,! 00 14 Art. Op, , SCALE IN FEET Ske r ! BaxtELLe Engineerm' g&Surveying Proposed Office Building 7�pnecm mW Land Surveyors 1471 1 ' Road (Route Oa Phone- is f i•: Hyannis, f , t:r .rrr • • 00 t 4� Addendum 3: MHC Project Notification Form 8/31/94 MASSACHUSETTS HISTORICAL COMMISSION 220 Morrissey Blvd. Boston, MA 02125 PROJECT NOTIFICATION FORM Project Name: Shallow Pond Center Redevelopment Project Location/Address: 1471 Iyannough Road (Rte. 132) City/Town: Hyannis Project Proponent Name: Shallow Pond Professional, LLC Address: c/o Eliza Cox, Esq., Nutter, McClennen & Fish, LLP City/Town: P.O. Box 1630, Hyannis, MA 02601 Telephone #: 508-790-5407 Agency license or funding for the project (list all licenses, permits, approvals, grants or other entitlements being sought from state and federal agencies). Agency Name: Type of License or Funding (specify) YP gs( P Y) • Massachusetts Highway Department Indirect Access Permit Cape Cod Commission Change of Use Exemption or DRI Project Description (narrative): The Applicant proposes to redevelop the approx. 1.87 acre site by demolishing the existing, non-conforming 46 bedroom motel with office space consisting of approx. 16,065 square feet and to construct in place thereof a 17,338 square foot, conforming professional office building with improved wastewater treatment, landscaping, parking, ingress/egress and other associated site improvements. Does the project include demolition? Yes If so, specify nature of demolition and describe the building(s) which are proposed for demolition. The Applicant proposes to demolish the existing motel, remove the existing swimming pool and the three wastewater systems, all of which have failed Title V and local Board of Health regulations. Does the project include rehabilitation of any existing building? No If so, specify nature of rehabilitation and describe the building(s) which are proposed for rehabilitation. I • �I • Does the project include new construction? Yes If so, describe (attach plans and elevations if necessary). As shown on the redevelopment plans included in the application notebook, a 17,338 square foot, two-story professional office building is proposed together with associated site and infrastructure improvements. To the best of your knowledge, are any historic or archaeological properties known to exist within the project's area of potential impact? No If so, specify. What is the acreage of the proposed new construction? Approximately 1.87acre site and the new office building will have a footprint of 8,532 square feet and a total floor area of approximately 17,338 square feet. What is the present land use of the project area? Motel/Commercial • What has been the previous land use of the project area? Motel/Commercial Please attach a copy of the section of the USGS quadrangle map which clearly marks the project location. Please see Exhibit 7 of the application notebook. This Project Notification Form has been submitted to the MHC in compliance with 950 CMR 71.0 . Signature of PersoA submitting this form Date Name: Eliza Cox, Attorney for Applicant Address: Nutter, McClennen & Fish, LLP City/Town: P.O. Box 1630, Hyannis, MA 02601 Telephone: REGULATORY AUTHORITY 930 CMR 71.00:M.G.L. c. 9, ss. 26-27C as amended by St. 1988. c. 254 SHALLOW POND PROFESSIONAL, LLC Shallow Pond Center Redevelopment Project 1471 Iyannough Road (Rte 132), Hyannis List of Permits / Approvals 1. Cape Cod Commission Change of Use Exemption 2. Massachusetts Highway Dept. Indirect Access Permit 3. Barnstable Site Plan Review Committee Site Plan Approval 4. Barnstable Conservation Commission Order of Conditions 5. Barnstable Building Department Building Permit • 1538249.1 • I 1 ^ RECYCLED t i^ BAXTER NYE ENGINEERING & SURVEYING • Registered Professional Engineers and Land Surveyors 78 North Street-3rd Floor,Hyannis,MA 02601 Tel: (508)771-7502 Fax: (508)771-7622 STORMWATER MANAGEMENT OPERATIONS AND MAINTENANCE PLAN FOR SHALLOW POND CENTER REDEVELOPMENT PROJECT PROPOSED OFFICE BUILDING 1471 IYANNOUGH ROAD&OLD STRAWBERRY HILL ROAD HYANNIS,MASSACHUSETTS PREPARED FOR: SHALLOW POND PROFESSIONAL, LLC • 683 C Main St. Osterville, MA JUNE 16, 2006 t • INTRODUCTION Baxter Nye Engineering and Surveying (BN) has designed a stormwater management system (SMS). The proposed SMS will be installed to control stormwater runoff for water quality and quantity in accordance with MDEP SWM Policy. BN designed a system for storm runoff collection and management using BMP's (Best Management Practices) as defined by MDEP. The collection and conveyance system is comprised of overland sheet flow to bio-retention areas, combined with underground leaching basins to provide additional storage as required. These areas collect, treat, store and convey the runoff. The bio- retention areas will attenuate runoff, assist in removing suspended solids, oil and grease and allow for nitrogen uptake through the vegetation. All the runoff from the roof area is captured and conveyed directly to the underground leaching basin. MAINTENANCE To keep the SMS functioning properly and to ensure that the stormwater TSS is reduced periodic maintenance is required. The owner/operator of the facility is responsible for the periodic maintenance requirements of the SMS. The following is a guideline of the specific maintenance schedules and tasks required to keep the SMS functioning properly. Unscheduled Maintenance The following inspections and maintenance activities must be completed after each rain event in excess of two-inches (2"), or after any snow or rain event accompanied by high winds: • 1. Inspect the Bio-Retention areas for debris. Remove any branches, trash or other large debris that may have accumulated. 2. Inspect the Leaching basins for debris. Remove any branches, trash or other large debris that may have accumulated. General Maintenance The following inspections and maintenance activities must be completed on a regular basis as conditions warrant: 1. Maintain the vegetation within the Bio-Retention areas. Keep any grass between three and six inches (Y-6") in length. Remove weeds and grass clippings to prevent them from impeding the flow within the SMS. 2. During the fall remove any accumulated leaves from the SMS. Also prevent fallen leaves from accumulating over and blocking any inlets. 3. During the spring cleanup, remove any accumulated leaves/branches or debris from the SMS. Stormwater Management System Shallow Pond Center Redevelopment—Proposed Office Building Operation and Maintenance Manual 1471 lyannough Rd., Barnstable, Massachusetts J yl • Quarterly Maintenance The following inspections and maintenance activities must be completed quarterly (January 15, April 15, July 15, October 15 or other acceptable quarterly dates): 1. Sweep, vacuum, or clean the parking area to reduce the amount of sediment entering the SMS. 2. Inspect the leaching basins for debris. Remove any branches, trash or other large debris that could interfere with the proper operation of the structure. Remove accumulated sediment, by use of a vacuum truck, when it reaches a height of 12-inches but not less than annually. 3. Inspect the Bio-Retention areas for debris. Remove any branches, trash or other large debris that could interfere with the proper operation. Remove any accumulated sediment, by the use of hand tools (shovels, rakes, wheelbarrows, etc.) when it exceeds 3-inches (Y) but not less than annually. Annual Maintenance The following inspections and maintenance activities must be completed annually (April 15 or another acceptable date): 1. Remove accumulated sediment from leaching basins, by use of a vacuum truck. 2. Remove any accumulated sediment from the Bio-Retention areas, by the use of hand tools (shovels, rakes, wheelbarrows, etc.). • i Stormwater Management System Shallow Pond Center Redevelopment—Proposed Office Building Operation and Maintenance Manual 1471 lyannough Rd., Barnstable, Massachusetts re, i • : � - � , f y BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 78 North Street-3`d Floor,Hyannis,MA 02601 Tel:(508)771-7502 Fax: (508)771-7622 STORMWATER MANAGEMENT REPORT FOR SHALLOW POND CENTER REDEVELOPMENT PROJECT PROPOSED OFFICE BUILDING 1471 IYANNOUGH ROAD$OLD STRAWBERRY HILL ROAD HYANNIS,MASSACHUSETTS PREPARED FOR: SHALLOW POND PROFESSIONAL, LLC 683 C Main St. Osterville, MA JUNE 16,2006 BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 78 North Street,3Td Floor,Hyannis,MA 02601 Tel:(508)771-7502 Fax: (508)771-7622 PROJECT STATEMENT or PROJECT: Proposed Office Building LOCATION: 1471 lyannough Road, Hyannis, MA �.s S� C 183 BN JOB NUMBER: 2005-103 CLIENT: Shallow Pond Proffessional, LLC SUBJECT: Stormwater Management&Drainage Calculations OBJECTIVES: 1) Meet the objectives of the Town of Barnstable Zoning Ordinance& MA DEP SWM Policy (a) Evaluate the pre-development conditions and calculate the peak rate of runoff. (b) Evaluate the post-development conditions and provide stormwater management and treatment to prevent any increase in the 2, 10 & 25 year storms, from the pre-development conditions peak discharge at the site study point. (c) Safely pass the 100 year storm event without causing any downstream detrimental impact. (d) Provide for Water Quality Treatment for the first flush 1" of rainfall (in Critical Area — Zone II Recharge Area)in accordance with MDEP SWM Policy (e) Provide for Groundwater Recharge in accordance with MDEP SWM Policy. CALCULATION METHODS&DESIGN STORMS: 1) Soil information was taken from the SCS Soil Survey of Barnstable County. Field analysis of the soils was performed as identified herein. 2) Subcatchment areas, flow paths, and design points were delineated using standard engineering practice. 3) The existing and proposed conditions were modeled using HydroCAD, which incorporates the methodologies of SCS TR-55 and TR-20. 4) The proposed stormwater management system was designed to control the 2, 10, and 25-year storm event using the SCS TR-20 Method. The 100-year storm event will pass safely through the system with no detrimental impact to downstream areas. 5) Private closed storm drain systems shall be sized for the 10 year storm event. Inlets and curb openings shall be analyzed for the 10 year storm event. All storm drain calculations will use the rational method. 6) Ditch and channel flow shall be analyzed for the 10 year storm event. Ditch and channel flow around buildings shall be analyzed for the 100 year event. i SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Bamstable,Massachusetts PROJECT NARRATIVE The subject site area for the proposed construction of an office building with a footprint of 8,532 square foot, is located at 1471 lyannough Road Map 253, Plot 014, consisting of 1.87 acres. The front portion of the lot, directly adjacent to lyannough Rd. (Route 132) is zoned business (B). The west portion of the lot is zoned highway Business (HB) and residential (RD-1). The remainder of the lot to the south is zoned RC-1 residential. The allowed use for the lot is commercial. The parcel is currently occupied by The Rainbow Motel, which is comprised of an approximately 9,322 sf footprint rectangular building on the eastern portion of the parcel. The subject plot area contains approximately 0.78 acre of impervious surface under existing conditions. A significant benefit to the wetland resource will be the removal of existing impervious area within the 50' BVW buffer zone and the restoration and re-vegetation of the 50 foot buffer. The proposed stormwater management system (SMS) will be installed to control stormwater runoff for water quality and quantity in accordance with MDEP SWM Policy. The SMS will also have a significant net benefit to the wetland resource over the existing conditions. Since, under the existing conditions, no SMS exists, and therefore, there has been no control of water quality and quantity being discharged from the site. Under the proposed conditions, both stormwater quantity and quality are controlled. The post- development peak storm discharges are reduced from pre-development levels for the 2, 10, 25 and 100 year storms. The post-development water quality is enhanced through the SMS which provides a 94% total suspended solid (TSS) removal rate (see SWM Narrative for additional information). The water recharge of the wetland resource will be affected positively, as it will receive the same volume of runoff, but at attenuated peaks. Thereby, reducing velocities and erosion. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd., Barnstable,Massachusetts TABLE OF CONTENTS INTRODUCTION METHODOLOGY&ANALYSIS Hydrology and Hydraulics Assumptions DRAINAGE DESIGN CONDITIONS Pre-Development Conditions Post-Development Conditions Proposed Drainage Facilities SUMMARY Tablet (On-site Stormwater Management Discharge Summary) Table 2 (Pre-Development Vs. Post-Development Peak Rates of Runoff) LIST OF FIGURES Figure 1 Site Location: U.S. Geological Quadrangle and Street Atlas Figure 2 Pre Development Drainage Plan with Soil Survey Overlay& Drainage Area Table Figure 3 Post Development Drainage Plan with Soil Survey Overlay& Drainage Area Table APPENDIX A— SITE SOIL INFORMATION Soil Survey Map of Barnstable County Classification And Description Of Soils Test Pit Soil Logs APPENDIX B— HYDROLOGIC INFORMATION Curve Number(CN)Tables 24 Hour Rainfall Data Maps APPENDIX C- PRE-DEVELOPMENT WATERSHED RUNOFF & ROUTING — ON-SITE AND OFF- SITE APPENDIX D- POST-DEVELOPMENT WATERSHED RUNOFF& ROUTING—ON-SITE AND.OFF- SITE SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts APPENDIX E- POST-DEVELOPMENT WATERSHED RUNOFF&ROUTING ON-SfTE ONLY FOR STORMWATER MANAGEMENT SIZING APPENDIX F- SWM FACILITIES LEACHING BASIN STORAGE VOLUME RATE OF INFILTRATION APPENDIX G- WATER QUALITY&GROUNDWATER RECHARGE Groundwater Recharge Volume Water Quality Treatment Volume TSS Removal Calculation Worksheet APPENDIX H- STORM DRAIN CALCULATIONS APPENDIX I- REFERENCES&SOURCES OF FIELD DATA APPENDIX J- EQUATIONS ATTACHMENT 1- NITROGEN LOADING CALCULATIONS June SWM 8 Drainage Report Shafiow Pond Center Redevelopment-Proposed Office Building 1471 lyannough Rd., BarnstaW Massachusetts INTRODUCTION Baxter Nye Engineering & Surveying (BN) performed a Stormwater Management (SWM) analysis of the subject site to evaluate the post-development impacts associated with the proposed development. The hydrology for both the pre and post development drainage areas was analyzed to determine the impact of development. SCS TR-55 and HydroCAD Version 6.0 Stormwater Modeling System were used to model the site for existing and proposed conditions and the associated runoffs. HyrdoCAD utilizes the SCS TR20 Method to determine peak rates of runoff,which were computed and compared to the existing conditions. BN designed a system for storm runoff collection and management using BMP's (Best Management Practices) as defined by MDEP. The collection and conveyance system is comprised of hooded sump catch basins and water quality inlets. The stormwater collection system discharges to an open air extended detention facility with a sediment trap forebay. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts METHODOLOGY & ANALYSIS Hydrology and Hydraulics Drainage calculations are performed to demonstrate that there is no increase in the rate of runoff (and therefore, no increase in downstream flooding) from the subject site due to the proposed improvements. The rate of runoff is compared at a common point referred to as the design point of interest, for both the pre and post development condition. The hydrologic and hydraulic model created to analyze the pre and post development condition was developed using the Soil Conservation Service(SCS)Technical Release No. 20 (TR 20, SCS unit hydrograph procedures), SCS Technical Release No. 55 (TR 55, Time of Concentration (TJ and Curve Number (CN)), National Weather Service Technical Paper No. 40 (TP 40, rainfall intensity) or the "Northeast Regional Climate Center — Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada" (as identified herein), and the stormwater detention facilities were modeled using the SCS Storage Indication Method. Time of Concentration (TJ is the time required for stormwater runoff to travel from the most hydraulically distant point in a drainage area or subcatchment to the design point. The Tc is calculated based upon slope, distance, surface cover and type of flow. A longer time of concentration will generally result in a smaller rate of runoff. The Curve Number (CN) represents the amount of runoff expected from a particular segment of the drainage area. A higher curve number represents a more impervious surface and hence will have a larger rate of runoff. The CN is based upon three characteristics: (1) The Hydrologic Soil Group (HSG) A, B, C, or D; A is the most infiltratable and has the lowest runoff potential, D is the least infiltratable and has the highest runoff potential; (2) The soil cover (vegetated, developed, farmland or impervious); impervious cover obviously having the highest runoff potential. The final factor is the condition of the surface cover, being classified as good,fair or poor; surface cover in good condition has the lowest runoff potential. The soil types for the drainage areas were determined from the Soil Conservation Service Soil Survey for the appropriate County and State where the project is located. The soil survey contains maps, which delineate the extent of the various soil types and their characteristics. To assist in the analysis, software entitled HydroCAD, (developed by Applied Microcomputer Systems) was utilized. The HydroCAD program calculates the runoff based on rainfall and watershed characteristics, and produces a runoff hydrograph (a runoff rate versus time curve). Then the stage- storage-discharge curves for a specific SWM facility are calculated. The stage-storage-discharge curves are a set of curves for a specific SWM facility that depict the outflow from the outlet control structure versus the volume of runoff stored in the facility. The stage-storage-discharge curves are used to SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts compute an outflow hydrograph by hydraulically routing an inflow hydrograph through the detention facility. The peak rates of runoff, at the design points, were calculated for the pre and post development conditions for the design storm events with Type III—24 hour rainfall distribution. The peak rate of runoff was compared for each required design storm event to confirm that there was no increase from the pre to post development conditions for the required storm events. Volumes were analyzed as well for comparison of pre to post-development levels. The "Discarded" number represented in the HyrdoCad/TR-20 Outputs represents the rate and volume of runoff, which is infiltrated into the ground through the bottom of the basin. Assumptions 1) Shallow concentrated flow occurs at a maximum of 300 feet. If the slope is greater than two percent (2%), shallow concentrated flow occurs at a maximum of 200 feet. This is based on an assumed drainage area of several hundred acres. Smaller drainage areas should have their shallow concentrated flow occurrence adjusted to a lesser distance accordingly. 2) The minimum time of concentration (tc)value used shall be five(5)minutes. 3) Rainfall distribution is even over the drainage areas to be analyzed for a given storm event. 4) Base flow contribution has a negligible affect on the peak discharge. 5) Flows are steady,turbulent, and uniform. 6) Fluids are incompressible. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Barnstable,Massachusetts DRAINAGE DESIGN CONDITIONS The runoff for the pre-development condition was calculated for the 2, 10, 25 and 100-year storm events. The runoffs for post development conditions, routed through the stormwater management facilities, were calculated for the 2, 10, 25 and 100-year storm events. The pre and post development rates of runoff were compared for each storm event. The SWM facilities were designed to control the post-development rates of runoff at the point of study to equal to or less than their pre-development levels for the required storms. Pre-Development Conditions: The project area consists of approximately 1.87 acres. The area of analysis was broken into seven sub- drainage areas with one study point. The topography is gentle to moderate slopes not exceeding seven percent. The existing ground cover on the subject site is lawn, parking and roof. The SCS Soil Surveys Soil Map Units, located on Map Sheet#32 of the Barnstable County Soil Survey for the site area, indicate that the predominant soils on site where development is to occur are Carver Loamy Course Sand (CcB), extremely well drained soils. Test pits performed in the area identify medium to coarse sand. The soils are classified as HSG A and are highly suitable for infiltration. Post-Development Conditions: The proposed project will consist of the construction of an approximately 8,532 sf building footprint and associated parking. The total proposed impervious area is 32,213 sf. The proposed construction is a redevelopment of the site as it will reduce the amount of impervious cover from the existing conditions. A significant benefit to the wetland resource will be the removal of existing impervious area within the 50' BVW buffer zone and the restoration and re-vegetation of that area. The area of revegetation within the 50' BVW buffer is approximately 12,839 sf. The stormwater management system (SMS)will also have a significant net benefit to the wetland resource over the existing conditions. Since, under the existing conditions, no SMS exists, and therefore, there has been no control of water quality and quantity being discharged from the site. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Once Building June 16,2006 1471 lyannough Rd.,Bamstable,Massachusetts . Proposed Drainage Facilities The proposed SMS will be installed to control stormwater runoff for water quality and quantity in accordance with MDEP SWM Policy. BN designed a system for storm runoff collection and management using BMP's (Best Management Practices)as defined by MDEP. The collection and conveyance system is comprised of overland sheet flow to bio-retention areas, combined with underground leaching basins to provide additional storage as required. These areas collect, treat, store and convey the runoff. The bio- retention areas will attenuate runoff, assist in removing suspended solids and allow for nitrogen uptake through the vegetation. All the runoff from the roof area is captured and conveyed directly to the underground leaching basin. These systems discharge through a series of bio-retention areas. The facilities are sized to retain the runoff from on-site areas for the 2, 10 &25-year storm events. The 100 year storm has reduced the peak discharge by approximately 49% and the volume of runoff by approximately 75%. Therefore, this demonstrates there is no detrimental impact to downstream areas from the proposed redevelopment of the site. The rate of infiltration used in the analysis of these facilities is five minutes per inch based on on-site investigations of the soils. This rate is entered into HydroCad in the format of velocity (ft/min) or flow rate (cfs — which is obtained by applying the velocity — or infiltration rate - over the infiltratable area of the SWM facility). Under the proposed conditions, both stormwater quantity and quality are controlled. The post- development peak storm discharges are reduced from 100% to 49%for the 2, 10, 25 and 100 year. The Water Quality Volume (see Appendix F) is treated through multiple in line BMP's. A program of parking lot sweeping will be established. All the runoff from the impervious areas passes through the BMP facilities. The combined BMP treatments are designed in accordance with the MDEP sizing requirements. This combination of BMP's results in the removal of 82% of the initial T.S.S. loading. This exceeds the MDEP requirement of 80%. The Groundwater Recharge Volume provided in excess of 6,000 cf well exceeds the required volume of 1,075 cf. The water recharge of the wetland resource will be affected positively, as it will receive an increase recharge volume,at attenuated peaks, and reduced velocities, thereby reducing erosion as well. I SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Bamstable,Massachusetts SUMMARY Based on the analysis performed for the 2, 10, 25 and 100-year storm events, the bio-retention and leaching basin facilities are adequately sized to mitigate potential increases in the peak.rate of runoff and volume from the site. The pre-development and post development peak runoff rates and volumes are presented in the following Table 1, demonstrating that there is no runoff released from the site in the post development condition for the 2, 10, and 25 -year storm events. This meets the requirements of the Barnstable Z.O., which requires control through the 25-year design storm. The "Discarded" flows shown within the HydroCAD analysis represent flows and volumes infiltrated directly into the ground through the SWM structures and are not discharged or released over land. Table 2 is a summary of actual release rates based on combined on-site and off-site areas. This table shows the actual post development runoff rates and volumes are decreased from the pre-development levels for the 2, 10, 25 and 100 year storms. The post-development 100-year storm has a peak discharge of 4.59 cfs, and a volume release of 0.162 ac-ft, which are both greatly reduced from the pre- development condition. The reductions are approximately 49% for the peak discharge and 75% for the volume of runoff. The control of the post-development volume to well below pre-development levels mitigates any downstream flooding impacts and provides for significant groundwater recharge. Therefore, this demonstrates there is no detrimental impact to downstream areas from the proposed redevelopment of the site. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts TABLE 1 : ON-SITE PEAK DISCHARGE AND VOLUME RELEASE STORM DRAINAGE POST DEVELOPMENT (YEAR) AREA PEAK VOLUME DISCHARGE (ac-ft) (cfs) 25 SUB-DA1 0 0 SUB-DA2 0 0 SUB-DA3 0 0 SUB-DA4 0 0 SUB-DA5 0 0 SUB-DA6 0 0 SUB-DA7 0.06 0.019 (wetland buffer area) s SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts TABLE 2: ON-SITE AND OFF-SITE PEAK DISCHARGE AND VOLUME RELEASE STORM DRAINAGE PRE-DEVELOPMENT POST DEVELOPMENT (YEAR) AREA PEAK VOLUME PEAK VOLUME DISCHARGE (ac-ft) DISCHARGE (ac-ft) (cfs) (cfs) 2 Study Point 1.88 0.159 0.0 0.0 10 Study Point 4.24 0.323 0.01 0.009 25 Study Point 6.04 0.448 1.70 0.056 100 Study Point 8.93 0.651 4.59 0.162 SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Bamstable,Massachusetts FIGURE 1 SITE LOCATION QUADRANGLE MAP And STREET ATLAS SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts 1 ( 1 -s Qu4qLangle ( 1 li I Of MIM Pa` ABM, x� �� +4`' tip_� •.. _ taz�, ��, 6r'•a s� j 'yxgl'' ( f` `.4 • ^' �t ^q •gK '`•ew�""'s"`4 sl 5 . 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It '44Ito Ito ata � � � FIGURE Z PRE-DEVELOPMENT DRAINAGE AREAS • MAP (SEE PLANS ATTACHED TO THIS REPORT) SWM&Drainage Report Shadow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd., Bamstable, Massachusetts i FIGURE 3 POST-DEVELOPMENT DRAINAGE AREAS • MAP (SEE PLANS ATTACHED TO THIS REPORT) SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd, Barnstable, Massachusetts APPENDIX A SITE SOIL INFORMATION • SOIL SURVEY MAPS AND MAP UNITS. • CLASSIFICATION AND DESCRIPTION OF SOILS ON SITE. e TEST PIT SOIL LOGS SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd., Barnstable,Massachusetts SOILS DATA The following Soil Map Units were located on Map Sheet #21 of the Barnstable County Soil Survey. Based on these map units, a matching soil profile and description were determined. The SCS Soil Survey for the analysis area indicates that the predominant soils are: • CcB(Carver loamy coarse sand), See following pages for the soil map and soil description. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building M June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts ....•..:.. ...... ... .. .. : . -... Js qh �.]]P;Iv,i 41 °+s.r ,, ukf trn,F � 'rh n �YJ k �1iw.�:a:p �. °FZ, ,p�i] I � I F. 't w,�. ii: S � rp t i'19.J.e� rS!n:�.r a d12:i;q' � '- Qu �),� .�,W�.•�"� •a:r �' s.':.� � �,y .5 a �b'SGE r��' �I •< ' - ,t,r.'`e U �r � :�S V F4 ni! b,;`r �`�y t�'�[1i G(f� �}Sr 1 F�G.a1•x� p.�tkP I .4.s1 s � ^•4„�+�: '�q¢y� �' �,. '�i k � ��.. ,a ��. .'.i,. {. s e7U t,].ws �p.� ¢ a.�..., {. t'r 1�7 {N79f•�' ,. ° t' d.Ptl!r r'?r,7.. v`."as' 4.�_ .Wt' ihi,, r� 'k . ...n it 5x;. .tapoly>6� Pr h. 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'!�°. p� ,� 4, !°CEI 15� `t S�IpV,,�, r"ys�,,i,. iG-"" ..;A till I aV��td;).!�y+k,�;i,,,: �t 1�,+`' 'i*x m"�, I;lt�' � �r�'`' .,:dt• �s�'a� •.�'., y , ..�rA��Y%+�'- y �e U III;Iy �tr.n„ IIn1 ,G� 4 A Yi , �?ri� �J gyx ,r"fib1^ /A.J £ 1° ,• �am "�kk4 -CcB-Carver loamy coarse sand, 3 to 8 percent slopes Page 1.of 2 The following is a map unit description from the "Soil Survey of Barnstable County, Massachusetts(Fletcher, 1993)" i I CcB-Carver loamy coarse sand,3 to 8 percent slopes.This very deep, gently sloping, excessively drained soil generally is in broad areas on outwash plains but is also in areas of sandy glacial lake deposits. It makes up approximately 5.1 percent(12,888 acres)of the survey area.It is mapped mainly in the Enfield-Merrimac-Carver general soil map unit. Areas are irregular in shape and range from 5 to 200 acres in size. Typically,the surface is covered with an organic layer. This layer is about 2 inches of loose, undecomposed pine needles,leaves, and twigs and 1 inch of matted,partly decomposed and well decomposed organic material.The surface layer is light brownish gray,very friable loamy coarse sand about 3 inches thick.The subsoil is coarse sand about 33 inches thick.The upper 10 inches is strong brown and very friable,the next 9 inches is yellowish brown and very friable, and the lower 14 inches is brownish yellow and loose. The substratum to a depth of 65 inches or more is light yellowish brown, loose coarse sand.. Included with this soil in mapping are small areas of Eastchop,Enfield,Hinckley, and Merrimac soils and areas where slopes are less than 3 percent or more than 8 percent.Included soils make up about 20 percent of this unit. . Permeability is very rapid in the subsoil and substratum of the Carver soil. Available water capacity is very low.The soil is droughty in late summer.Depth to the seasonal high water table is more than 6 feet. Most areas are used as woodland.Many areas have been developed for homesites,and a few areas are farmed. This soil is poorly suited to cultivated crops.The low available water capacity and the susceptibility to erosion are management concerns.Irrigation is needed for most cultivated crops.Mixing plant residue and manure into the surface layer increases the available water capacity.Farming on the contour or across the slope, terracing, striperopping, including grasses and legumes in the crop iotataori;growing-- cover crops, and applying a system of conservation tillage help to control runoff and erosion. This soil is poorly suited to hay and pasture. The main management objective is the prevention of overgrazing,which reduces the hardiness and density of desirable plants.Proper stocking rates,timely grazing, and restricted use during wet periods help to maintain plant density and minimize surface compaction. Because of the droughtiness,this soil is poorly suited to woodland. Thinning dense stands to standard stocking levels results in more vigorous tree growth.Diseased, deformed, and otherwise undesirable . trees should be removed when the stands are thinned. The most common trees are pitch pine, scrub oak; 11/17/2005 -CcB-Carver.loamy coarse sand,3 to 8 percent slopes Page 2 of 2 scarlet oak, and white oak. Generally,these trees are of poor quality and seldom attain heights of more than 35 feet. • Few limitations affect the use of this soil as a site for buildings with or without basements. The • droughtiness is a limitation affecting lawns and shallow-rooted trees and shrubs. Adding a layer of topsoil and frequently watering during dry periods help to overcome this limitation. This soil readily absorbs but may not adequately filter the effluent in septic tank absorption fields. The poor filtering capacity may result in the pollution of ground water.The hazard of pollution increases with the density of housing.Precautionary measures may be necessary in some areas. • The capability subclass is Ns. Page Maintained by Jim Turenne Base URL:hLtp:Hnesoil.com/index.html 11/17/2005 • • SON. LOGS P• 11,178 DATE 12/2/2005 SOU. LOGS Pe 11,178 DATE - 12/22/2005 BARNSTABLE BARNSTABLE SOIL EVALUATOR: BOARD OF HEALTH AGENT. BOARD OF HEALTH AGENT. Stephen A. Wilson, P.E. Don Desmarais Don Desmarais TEST PIT #2 TEST PIT #3 G.S.E. = 41.5 G.S.E. = 37.5 SOIL EVALUATOR: 0" A ; 10YR 3/3 ; SANDY LOAM o" GRAVEL FILL Stephen A. Wilson, P.E. 4' (El" 41.2) 16" (ELEV 36.2) TEST PIT #1 A G.S.E. = 41.6 8 ; 10YR 4/4 ; SANDY LOAM B ; IOYR 2/1 ; DENSE SILTY SAND 0" PAVEMENT 24' (El" 39.5) 24' (ELEV 35.5) 4" (El" 41.3) Cl; IOYR 6/6 ; MEDIUM SAND Cl; 10YR 7/1 ; FINE SILTY SAND A ; GRAVEL FILL 30 (ELEV 39.0) 36• (ELEV 34.5) 30" ELEV 39.1) B ; IOYR 2/1 ; ORGANICLAYER W/ Q C2; 10YR 7/1 ; COMPACT C ; 10YR 7/6 ; MEDIUM SAND FOREIGN MATERIALS — _ MEDIUM SAND 2 CANS, TREE TRUNKS, ETC. 60" (ELEV 36.5) 60" (ELEV 32.5) 70" (EIH 35.8) U) CS10YR 6/1 DENSE FINE C ; lOYR 5/1 ; COMPACT GRAY cOo SILTY SAND SAND 820 (ELEV 34.7) 88" (ELEV 34.3) rn C4; 10YR 6/4 ; MEDIUM SAND 120" (ELEV 31.5) w GROUNDWATER OBSERVED AT GROUNDWATER OBSERVED AT NO WATER AT 88" (ELEV 34.3) 0 90" (ELEV 34.0) 44" (ELEV 33.8) O N H O J CL Ln _J U O N O N Ln O O N O U1 SOL LOGS P• 11,280 DATE 4/04/2000 BARNSTABLE SOIL EVALUATOR: BOARD OF HEALTH AGENT. Stephen A. Wilson, P.E. Don Desmarais TEST PIT #1 B TEST PIT #28 TEST PIT #313 G.S.E. = 45.99 G.S.E. = 46.05 G.S.E. = 45.08 0' AP ; 10YR 3/3 ; SANDY LOAM 0' A ; 10YR 2/3 ; SANDY LOAM 0' A ; 10YR 2/2; SANDY LOAM 8- (ELEV 45.32) 8' (ELEV 45.38) 6' (ELEV 44.58) C ; 1OYR 4/6 ; MEDIUM SAND do C1; 10YR 5/8 ; MEDIUM SAND C ; IOYR 4/4 ; MEDIUM SAND & GRAVEL WITH COBBLES WITH COBBLES GRAVEL 68' (ELEV 40.32) 50' (ELEV 41.88) BO- (ELEV 38.41) A ; 10YR 2/2 ; SANDY LOAM C2; IOYR 2/2 ; SANDY LOAM A ; 1OYR 2/2 ; SANDY LOAM 78' (ELEV 39.49) 60- (ELEV 41.05) 90- (ELEV 37.58) B ; 10YR 5/6 ; SANDY LOAM CS t OYR 5/4 ; MEDIUM SAND do B ; 10YR 5/4 ; SANDY LOAM GRAVEL WITH COBBLES Q 90' (ELEV 38.49) 144' (ELEV 34.05) 108' (ELEV 36.08) ,N C ; 10YR 5/6 ; MEDIUM SAND do C ; 10YR 5/6 ; MEDIUM SAND o GRAVEL WITH COBBLES WITH COBBLES 144' (ELEV 33.99) 156' (ELEV 32.08) o WATER OBSERVED AT 134' (ELEV 34.82) WATER OBSERVED AT 134' (ELEV 34.88) WATER OBSERVED AT 122' (ELEV 34.91) PERC A 110- (ELEV 36.82) *ADJUSTED HIGH GROUND WATER CALCS. PERC A 112' (ELEV 35.75) UNABLE TO SOAK UNABLE TO SOAK PER CCC TB 92-001: -PERC_RATE_c 2MIN/INCH. -_-- .---- -_- --�---- -- - --- --PERC-RATE-<--2MIN/INCH --.- . _ -- -___ _--- - AIW=24-I f iONE-C----- -- 3 3/29/06 READING = 22.2' ADJUSTMENT = 2.0' w ADJUSTED H. G. W. EL = 36.88' O o ®= PERC ELEVATION O N O .J CL J_ U O O N Ln O O N Permit Number: Date: v Completed by: HIGH GROUND-WATER LEVEL COMPUTATION Site Location: ' Ti G HY12sVc.�^ Wtl r2f %166W to OTj-I Lot No. Owner: Address: Contractor: Address: Notes: STEP 1 Measure depth to water table tonearest 1/10 ft. .............................................:........------.................. .Date Z /d 4� j �. �✓ month/day/year STEP 2 Using Water-Level Range Zone and Index Well Map locate site and determine: IW-Zrf (A) Appropriate index well.................................................... OB Water-level range zone...................................................... G STEP 3 Using monthly report"Current Water Resources Conditions" determine current depth to Z� Z�8 water level for index well --------------------------- / AB morfth/y ar STEP 4 Using Table of Water-level Adjustments for index well (STEP 2A),current depth to water level for index well (STEP 3), _ and water-level zone (STEP 213) 2 $� determine water-level adjustment .....................:................................................................... . STEP 5 Estimate depth to high water ____---_.__by_subtracting_the_water-__ __.__. level adjustment (STEP 4) from measured depth to water 7 r levelat site (STEP 1) ............................................................................................................. Permit Number: Date: 0 Completed by: • HIGH GROUND-WATER LEVEL COMPUTATION • Site Location: l Lot No. Owner: Address: Contractor: rr Address: Notes: "'rrJ a u 2-1 O t'71",t STEP 1 Measure depth to water table ; to nearest 1/10 ft. .............................................................. ............. .Date Is!zpl 0�a �. mon h/day/year STEP 2 Using Water-Level Range Zone and Index Well Map locate site and determine: OA Appropriate index well.......................... ma's ©Water-level range zone..................................................... STEP 3 Using monthly report"Current • Water Resources Conditions" determine current depth to water level for index well........................... R 2 mnhth/yl r �'"• .• ear STEP 4 Using Table of Water-level Adjustments for index well (STEP 2A),current depth to water level for index well (STEP 3), and water-level zone (STEP 2B) e determine water-level adjustment . STEP 5 Estimate depth to high water ---- level adjustment(STEP 4) from measured depth to water levelat site (STEP 1) ............................................................................................................. r ' �� o i^L.�Y• 'Y� j�I ply/ . Figure 13.—Reprodueble computation form. 15 L . USGS Ground water for USA: Water Levels— 1 sites Page 1 of 1 Data Category: Geographic Are Water Resources Ground Water lUnitedStates - 9 • Ground-water levels for the Nation Search Results — 1 sites found Search Criteria Agency code=usgs site no fist= • 414154070165001 Save file of selected sites to local disk for future upload USGS 414154070165001 MA-A1W 247 BARNSTABLE, MA Barnstable County,Massachusetts Latitude 41°41'54", Longitude 70'16'50" NAD27 Output formats Land-surface elevation 44.52 feet above sea level NGVD29 Table of data The depth of the well is 52.0 feet below land Tab-separated data surface. Graph of data The depth of the hole is 52.0 feet below land surface. Reselect period This well is completed in the OUTWASH DEPOSITS(1120TSH)local aquifer. Water Water level, level, Date Time feetl ow Status Date Time below Stagy land land surface surface 2005-06-28 22.00 2005-10-26 23.58 2005-07-26 U 22.42 2005-1 --28 L� 23.20 2005-09-29 C� 23.55 C� 2006-01-26 22.53 C� 2006-02-27= 21.95 Questions about data Water Webserver Team Feedback on this websiteNWISWeb Support Team Explanation of terms Ground water for USA:Water Levels http://waterdata.usgs.goy/nwis/gwieveb? Retrieved on 200 -03-2212:46:v3 EST Department of the Interior,U.S.Geological Survey Privacy Statement 11 Disclaimer 11 Accessibility 11 FOIA 1.24 1.24 nadwwOl http://nwis.waterdata.usgs.gov/nwis/gwlevels?site no=414154070I65001&agency_cd=US... 3/22/2006 Permit Number: �.U00 Date: �o Completed by: _ \A Jr!--. HIGH GROUND-WATER LEVEL COMPUTATION Site Location: 0-M 4 r&-,i LAb•1'1l! Lot No. Owner: Address:_ 71 .,r., � rzA�,�irba V1t —,_ pC Contractor: / �" Address: ��i� Notes: —rP t O)1 4 AloK2 1 k&QusAL? 4�(s STEP 1 Measure depth to water table to nearest 1/10 ft. ............................................ - _............ .Date b(o mo th/ ay/year STEP 2 Using Water-Level Range Zone and Index Well Map locate site and determine: OAppropriate index well.................................................... OB Water-level range zone...................................••................ L STEP 3 Using monthly report"Current Water Resources Conditions" determine current depth to water level for index well ........................ •� mon h/year STEP 4 Using Table of Water-level Adjustments for index well (STEP 2A),current depth to water level for index well (STEP 3), and water-level zone (STEP 213) determine water-level adjustment .......................................................................................... 2�V STEP 5 Estimate depth to high water by subtracting the water- from measured depth to water Z l levelat site (STEP 1) ..............•---•... .................................................................................. Data Category:__ Geographic Area: Water Resources Ground Water } United States 94. Ground-water levels for the Nation Search Results— 1 sites found Search Criteria Agency code=usgs site no list= • 414I W70165001 Save file of selected sites to local disk for future upload USGS 414154070165001 MA-A1W 247 BARNSTABLE, MA Barnstable County,Massachusetts Latitude 41041'54",Longitude 70'1650" NAD27 Output formats Land-surface elevation Table of data 44.52 feet above sea level NGVD29 The depth of the well is 52.0 feet below land Tab-seaarated data surface. Graph of data The depth of the hole is 52.0 feet below land surface.Reselect period This well is completed in the OUTWASH DEPOSITS (I120TSH)local aquifer. Water 'Water level, level, Date Time feet '� Date rune feet below Status below Status land land 11 surface surface 2005-06-28 22.00 C� 2005-10- 2005-07-26 22.4 2005-11-28 LJ 2320�� 2005-08-23 C� 22. LJ 2005-12-28 2005-0929 _ ____.._ _ _-- 23.55 _-.__ .___-- _2006-0l- _. 22.53 21.95 2006-03-29= 22.18 Questions about data Water Webserver Team Tok Feedback on this websiteNWISWeb Support Team Explanation of terms Ground water for USA:Water Levels http:/twaterdatausgs.gov/nwis/gwleveb' Retrieved on 2006-04-19 07:42:27 EDT Department of the Interior,U.S.Geological Survey Privacy Statement 11 Disclaimer 11 Accessibility 11 FOIA http://nwis.waterdata.usgs.gov/nwiskwlevels?site no=414154070165001&agency_cd=US... 4/19/2006 • APPENDIX B HYDROLOGIC INFORMATION 1. SCS - RUNOFF CURVE NUMBERS (CN) . 2. RAINFALL DATA MAPS SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable,Massachusetts i Chapier 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds • Table 2-2a Runoff curve nuunbers for urban areas v Curve numbers for Cover description hydrologic soil group Average percent Cover type and hydrologic condition impervious area v A B C D Fully developed urban areas(vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc)Y: Poor condition(grass cover<50%)___---=-- ----•----------- 68 79 86 89 Fair condition(grass cover 500A to --------- 49 69 .79 84 Good condition Crass cover>75%)..__------------___...—__._..._ 39 61 74 80 Impervious areas: Paved parlang lots,roofs,driveways,etc (excluding right-of-way)_ ---------- -------_----_-----------..___._ 98 98 98 98 Streets and roads Paved-,curbs and storm sewers(excluding `ght-of-way)......-------------------------- --...__.__-._-•_____-- 98 98 98 98 Paved,open ditches(including right-of-way)-----•----...—.---- 83 89 92 .93 91. Gravel(including right-of-way) 76 85 89 89 ( g Y) --- - — --- Dirt(including right-of-way)--------------_.---_,-___----_-------.---.--- 72 82 87 89 Western desert urban areas_ Natural desert landscaping(pervious areas only)Y--..__-.-----_ 63 77 85 88 Artificial desert landscaping(unpervious weed barrier, desert shrub with 1-to 2-inch-sand or gavel mulch and basin borders) 96 96 96 96 Urban districts Commercial and business 85 89 92 94 95 Industrial--- .--•-- ,--•------- --.__.-_---•.----__..__.._—._—------------ 72 81 88 91 93 Residential districts by average lot size. 1/8 acre or less(town houses)-.-..__._--.----------•----_-- 65 T77 85 93 92 87 U4acre---------------- ------------------------------------------------------•-__... 38 61 75 83 l/3 crane......__..--------------------------------------_...____...__----- ___�_. 30 57 72 81 86 1J2 acre_.........— ------•---- -• -- ............. —- -- — •.. 25 54 70 80 85 3 acre_-•-••--•-------------------_- _- -—- --- __ 20 51 68 79 ail 2 acres — - _ - _ _...._. - ——- - =- -- ._._._.. 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only,no vegetation) 77 86 91 94 Idle lands(CMs are determined using cover types similar to those in table 2-2c). Average runoff condition,and 1,=0.2S. Z The average percent impervious area.shown was used to develop the composite CN's_Other assumptions are as follows impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition_CN's for other combinations of conditions may be computed using figure 2 3 or 2-4 3 CN's shown are equivalent to those of pasture Composite CN's maybe computed for other combinations of open space cover type: 4 Composite CN's for natural desert landscaping should be computed using figures 23 or 24 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition- s Composite Ctrs to use for the design of temporary measures miring grading and construction should be computed using figure 2-3 or 24 based on the degree of development(impervious area percentage)and the CNs for the newly graded pervious areas_ (210-VI-TRa5,Second Ed_,June 1986) 2--5 Chapter 2 Estimating'Runoff Technical Release 55 • Urban Hydrology for Small Watersheds • Table 22b Runoff curve numbers for cultivated agricultural lands v Curve numbers for Cover desertion hydrologic soil group Hydrologic Cover type Treatment Z' condition Z/ A B C D Fallow Bare soil — 77 86 91 94 Crop residue cover(CR) Poor 76 85 90 93 Good 74 83 88 90 Row crops Straight row(SR) Poor 72 81 88 91 Good 67 78 85 89, SR+CR Poor 71 80 87 90 Good 64 75 82 85 Contoured(C) Poor 70 79 84 88 Good 65 75 82 86 C+CR Poor 69 78 83 87 Good 64 74 81 85 Contoured&terraced(C&T) Poor 66 74 80 82 Good 62 71 78 81 C&T+CR Poor 65 73 . 79 81 Good 61 70 77 80 Sman grain SR Poor 65 76 84 88 Good 63 75 83 87 SR+CR Poor 64 75 83 86 Good 60 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 C+CR Poor 62 73 81 84 Good 60 72 80 83 C&T Poor 61 72 79 8-/ Good 59 70 78 81 C&T+CR Poor 60 71 78 81 Good 58 69 ..77 80 Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or. C Poor 64 75 83 85 rotation Good 55 69 78 83 meadow C&T Poor 63 73 80 83 Good _ 51 --67- 76--- -. -- - ----- - r Average runoff condition,and L--02S 2 Crop residue cover applies only if residue is on at least 5%of the surface throughout-the yeaL 8 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas, (b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good>_20%), and(e)degree of surface roughness- poor-Factors impair infiltration and tend to increase runoff Good-Factors encourage average and better than average m6hration and tend to decrease nmof.. 2-6 (210-VI TR55,Second Ed-,June 1986) i Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds • Table 2-2c Runoff curve numbers for other agricultural lands U Curve numbers for Cover description hydrologic soil group Hydrologic Covertype condition A B C D Pasture,grassland,or range--continuous Poor 68 79 86 89 forage for grazing._v Far 49 69 79 84 Good 39 61 74 80 Meadow--continuous grass,protected from — 30 58 71 78. grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element.Y Fair 35 56 70 77 Good 30 v 48 65 73 Woods—grass combination(orchard Poor 57 73 82 86 or tree fawn).f+ Fair 43 65 76 82 Good 32 58 72 79 Woods.sr Poor 45 66 77 . 83 . Fair 36 60 73 79 Good 30 a 55 70 77 Farmsteads---buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. ► Average runoff condition,and I,=0.2S. 2 Poor. <50%)ground cover or heavily grazed with no mulch Fair- 50 to 75%ground cover and not heavily grazed. Good.• >75%ground cover and lightly or only occasionally grazed- 3 Poor. <50%ground cover. Fair. 50 to 75%ground cover. Good. >75%ground cover 4 Actual curve number is less than 30;use CN=30 for runoff computations. s CN's shown were computed for arras with 50%woods and 50%grass(pasture)cover_Other combinations of conditions may be computed from the CN's for woods and pasture- 6 Poor. Forest litter,small trees,and brush are destroyed by heavy grazing or regular bumiry_ Fair. Woods are grazed but not burned,and some forest litter covers the soil Good.- Woods are protected from grazing,and litter and brush adequately cover the soil (210NI-TR55,Second Ed.,June 1986) 2 7 Chapter 2 Estimating Runoff Technical Release 55 • urban Hydrology for small watersheds • Table 2-2d Runoff curve numbers for acid and semiarid rangelands if Curve numbers for Cover description hydrologic soil group Hydrologic Cover type condition V A y B C D Tierbaceous—mixture of grass,weeds,and Poor 80 87 93 low-growing brush,with brush the Fair 71 81 89 minor element Good 62 74 85 Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79 63 aspen,mountain mahogany,bitter brush,maple, Fair 43 57 and other brush Good 30 41 48 Pinyon juniper—pinyon,juniper,or both, Poor 75 85 89 grass understory". Fair 58 73 80 Good 41 61 71 Sagebrush with grass understory. Poor 67 80 85 Fair 51 63 70 Good 35 47. 55 Desert shrub—major plants include saltbush, Poor 63 77 85 88 greasewocA creosotebush,blackbrush,bursage, Fair 55 72 81. 86 palo verde,mesquite,and cactus. Good 49 68 79 84 1 .Average runoff condition,and I„=02S.Far:nge hn h=dd regio:s,us nt hl^2 2c Poor <30%ground cover(litter,grass,and brash overstory). Fair" 30 to 70%ground cover. Good: >70%ground cover. 3 Gurve numbens iur givup A bave dz zk;Ped c^2�^fo:desert shxuh" 2-8 (210 LTR-5S,Second Ed,Jame 1986) Figuze 2-�s Pzscinitstior Values !or rassachuast�= 3.0 •Z•Q~ cone RAt1ifAU. DATA MAP 141(attlt PNEC1PlTRtt�1d ti1cCl1[i1 �. w�ws�a .uns�t i Nos 4.2" '! 4.4" P.AIWALL. DATA MAP 4. t—TEMt�—�Gt� "mcmuTfaK tU .14E$l {.10-YFK. AMend KAI, April 1990) i i Oo h9 N w � RAC p N � sw+r H t10. rd � low 'el D d JI $ yl ,Ci x * 7x r A � � tr w W U U s 44 Ab a Figure 2-1a - Preciaitation Values for M-assachut 6tts 5.6" 5.7" VAWOW M RAINFALL DATA MAP SO-VtAa,Q4 NCUR FRtiCIPITAT10N ■ 6.40 e.o » ' auTa M ■aws �.� - -RA"FALL DATA MAP I"-Y CAN,!4-00to mwcipYTATlu t W ESI TH-�0 ktxa 19901 '7L 2-220) • APPENDIX G PRE-DEVELOPMENT .WATERSHED RUNOFF& ROUTING ON-SITE & OFFSITE SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Barnstable,Massachusetts • • � f U Drainage Area 1 . with offsite area Drainage Diagram for 2005-103-PRE Prepared by Baxter-Nye Engineering 6/16/2006 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 2005-103-PRE Type 111 24-hr 2-YR BARN Rainfall=3.50" Prepared by Baxter-Nye Engineering Page 2 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Time span=0.50-30.00 hrs, dt=0.02 hrs, 1476 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA 1A: Drainage Area 1 with offsite area Runoff Area=2.380 ac Runoff Depth=0.80" Flow Length=402' Tc=6.5 min CN=66 Runoff=1.88 cfs 0.159 of Total Runoff Area=2.380 ac Runoff Volume=0.159 of Average Runoff Depth =0.80" 2005-103-PRE Type Ill 24-hr 2-YR BARN Rainfall=3.50" Prepared by Baxter-Nye Engineering Page 3 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/16/2006 Subcatchment DA-1A: Drainage Area 1 with offsite area • Includes offsite drainage areas Runoff = 1.88 cfs @ 12.11 hrs, Volume= 0.159 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area (ac) CN Description 1.280 39 >75% Grass cover, Good, HSG A 1.100 98 Paved parking & roofs 2.380 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 21 0.0333 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 1.9 262 0.0378 2.3 Sheet Flow, L3 Smooth surfaces n= 0.011 P2= 3.55" 1.4 119 0.0428 1.4 Shallow Concentrated Flow, L3 Short Grass Pasture Kv=7.0 fps 6.5 402 Total Subcatchment DA-1A: Drainage Area 1 with offsite area Hydrograph 2 Runoff 'ype III 24=hr 2-YR BM Rainfall:=3.50" Runoff Are6=2.380 ac Runoff Volume :, &159 of : : : . ono LL Flom► L 6 th=40 2' Tc=6.5 min CN=66 Lf r x • O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-PRE Type ///24-hr 10-YR BARN Rainfall=4.85" Prepared by Baxter-Nye Engineering Page 4 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Time span=0.50-30.00 hrs,dt=0.02 hrs, 1476 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-IA: Drainage Area 1 with offsite area Runoff Area=2.380 ac Runoff Depth=1.63" Flow Length=402' Tc=6.5 min CN=66 Runoff=4.24 cfs 0.323 of Total Runoff Area=2.380 ac Runoff Volume=0.323 of Average Runoff Depth = 1.63" 2005-103-PRE Type 111 24-hr 10-YR BARN Rainfall=4.85" Prepared by Baxter-Nye Engineering Page 5 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Subcatchment DA-1A: Drainage Area 1 with offsite area • Includes offsite drainage areas Runoff = 4.24 cfs @ 12.10 hrs, Volume= 0.323 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 1.280 39 >75% Grass cover, Good, HSG A 1.100 98 Paved parking & roofs 2.380 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 21 0.0333 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 1.9 262 0.0378 2.3 Sheet Flow, L3 Smooth surfaces n=0.011 P2= 3.55" 1.4 119 0.0428 1.4 Shallow Concentrated Flow, L3 Short Grass Pasture Kv=7.0 fps 6.5 402 Total Subcatchment DA-1A: Drainage Area 1 with offsite area Hydrograph Runoff Y — ate- Type'H124-hr9 -�lfl $AR J 4 Ra"nfal1=4.$5 Runoff Area=2«380 ae ---- ---_- -- -- -- -----m--- --- -- 3 _ Rund Molu a=q.323 of --- - - _ - v Runoff Depth 1.63" a --- - - - - - Flaw Length 402' " 2 Tn=6.5 rig i n CN=66 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-PRE Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by Baxter-Nye Engineering Page 6 • ydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Time span=0.50-30.00 hrs, dt=0.02 hrs, 1476 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-IA: Drainage Area 1 with offsite area Runoff Area=2.380 ac Runoff Depth=2.26" Flow Length=402' Tc=6.5 min CN=66 Runoff=6.04 cfs 0.448 of Total Runoff Area=2.380 ac Runoff Volume=0.448 of Average Runoff Depth=2.26" N 2005-103-PRE Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by Baxter-Nye Engineering Page 7 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Subcatchment DA-1A: Drainage Area 1 with offsite area . Includes offsite drainage areas Runoff = 6.04 cfs @ 12.10 hrs, Volume= 0.448 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs,.dt=0.02 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 1.280 39 >75% Grass cover, Good, HSG A 1.100 98 Paved parking & roofs 2.380 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 21 .0.0333 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 1.9 262 0.0378 2.3 Sheet Flow, L3 Smooth surfaces n=0.011 P2= 3.55" 1.4 119 0.0428 1.4 Shallow Concentrated Flow, L3 Short Grass Pasture Kv= 7.0 fps 6.5 402 Total. Subcatchment DA-1A: Drainage Area 1 with offsite area Hydrograph Runoff -------------- .._---- ---�--- ---- - '- oars ---- - -- 6 Type;III 24-h r 25-1f R B,ARIV 5 Runoff Area=2380 ac Runoff Violl�re-q.449 of 4 ' = Runoff Depth 2. 6: Itwv length=4 ' 3 LL Tc=6.5 rith 2 ;Girl=66-- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) M 2005-103-PRE Type I//24-hr 100-YR BARN Rainfall=7.10" Prepared by Baxter-Nye Engineering Page 8 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Time span=0.50-30.00 hrs, dt=0.02 hrs, 1476 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA 1A: Drainage Area 1 with offsite area Runoff Area=2.380 ac Runoff Depth=3.28" Flow Length=402' Tc=6.5 min CN=66 Runoff=8.93 cfs 0.651 of Total Runoff Area=2.380 ac Runoff Volume=0.651 of Average Runoff Depth=3.28" - - -------- - -- - -_ -- --- --- - I 2005-103-PRE Type 11124-hr 100-YR BARN Rainfall=7.10" Prepared by Baxter-Nye Engineering Page 9 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/16/2006 • Subcatchment DMA: Drainage Area 1 with offsite area • Includes offsite drainage areas Runoff = 8.93 cfs @ 12.10 hrs, Volume= 0.651 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.50-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 1.280 39 >75% Grass cover, Good, HSG A 1.100 98 Paved parking &roofs _ 2.380 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 21 0.0333 0.1 Sheet Flow, L1 Grass: Dense n=0.240 P2= 3.55" 1.9 262 0.0378 2.3 Sheet Flow, L3 Smooth surfaces n= 0.011 P2= 3.55" 1.4 119 0.0428 1.4 Shallow Concentrated Flow, L3 Short Grass Pasture Kv=7.0 fps 6.5 402 Total Subcatchment DA 1A: Drainage Area 1 with offsite area Hydrograph Fig Runoff 9 Tybe III124-hr .1 60 YR BARN 8 PWnfaI14.10" : - 7 ; , Runo#f}�re�2.3$0�ac : -- -- , , , .----__-_-- ;�r.�niof#Vol.urne 1�.65 of 6 = `R�rioff depth 3.28" 3 5 :Flow Length-40 0_ _ , LL ;Tc"6.5 mit 4 , : M W d � , __.': CN-0-66 3 , 2 _ 1 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) • APPENDIX D POST- DEVELOPMENT WATERSHED RUNOFF& ROUTING ON-SITE & OFFSITE N SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd., Barnstable,Massachusetts i • • SUBAFfEA#1B SUBAREA#3B (OF SITE) FFSITE) /Tt thru DA1A FY BIORETENTION#3 ' SUBAREA#3A ©��$ \ _ter' BIORE NTION Af?EA t 1 `= SU JAREA#4 #1 - SUBAREA#1A BIORETENTION#4 RETENTIO #2 owe h,. /Tt Tt thru DA5 thruDA7SUBAREA#2 BIORETENTION#5&LB ro _< FACILITY-5-6'x4' ` t thru DA7 SUBAREA#5 Building B ach Facility#1, 4-6 rBuilding��. Building � m OVERALL STUDY SUBAREA#7 POINT Leach facility#2,4-6 x4' for Building Drainage Diagram for 2005403-POST � n Prepared by BAXTER NYE ENGINEERING 6/29/2006 - HydroCADO 7.00 s/n 001291 01986-2003 Applied Microcomputer Systems I 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 2 •H droCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Time span=0.50-30.00 hrs,dt=0.01 hrs, 2951 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA 1A: SUBAREA#1A Runoff Area=0.350 ac Runoff Depth=1.71" Flow Length=275' Tc=2.0 min CN=81 Runoff=0.81 cfs 0.050 of Subcatchment DA-1 B: SUBAREA#1 B (OFFSITE) Runoff Area=0.212 ac Runoff Depth=0.49" Flow Length=119' Tc=9.0 min CN=59 Runoff=0.07 cfs 0.009 of Subcatchment DA 2: SUBAREA#2 Runoff Area=0.089 ac Runoff Depth=0.08" Flow Length=95' Tc=2.7 min CN=45 Runoff=0.00 cfs 0.001 of Subcatchment DA 3A: SUBAREA#3A Runoff Area=0.047 ac Runoff Depth=0.00" Tc=5.0 min CN=38 Runoff=0.00 cfs 0.000 of Subcatchment DA 3B: SUBAREA#313 (OFFSITE) Runoff Area=0.310 ac Runoff Depth=2.02" Tc=5.0 min CN=85 Runoff=0.76 cfs 0.052 of Subcatchment DA-4: SUBAREA#4 Runoff Area=0.083 ac Runoff Depth=0.08" Flow Length=140' Tc=9.9 min CN=45 Runoff=0.00 cfs 0.001 of Subcatchment DA 5: SUBAREA#5 Runoff Area=0.470 ac . Runoff Depth=2.02" Flow Length=190' Tc=7.2 min CN=85 Runoff=1.07 cfs 0.079 of Subcatchment DA-6A: Building Runoff Area=0.098 ac Runoff Depth=3.27" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.35 cfs 0.027 of Subcatchment DA-6B: Building Runoff Area=0.098 ac Runoff Depth=3.27" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.35 cfs 0.027 of Subcatchment DA 7: SUBAREA#7 Runoff Area=0.620 ac Runoff Depth=0.01" Flow Length=256' Tc=25.0 min CN=39 Runoff=0.00 cfs 0.000 of -Reach 3R:Tt thru DA1A Inflow=0.34 cfs 0.006 of Outflow=0.34 cfs 0.006 of Reach 4R:Tt thru DA5 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 7A-R: Tt thru DA7 Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of n=0.030 L=12.5' S=0.2664'/' Capacity=149.40 cfs Outflow=0.00 cfs 0.000 of Reach 7B-R: Tt thru DA7 Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of n=0.030 L=72.0' S=0.0486'P Capacity=165.02 cfs Outflow=0.00 cfs 0.000 of Reach IRS: OVERALL STUDY POINT Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 3 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Peak Elev=41.59' Storage=198 cf Inflow=0.83 cfs 0.065 of Discarded=0.12 cfs 0.039 of Primary=0.61 cfs 0.026 of Outflow=0.72 cfs 0.065 of Pond 2P: BIORETENTION#2 Peak Elev=38.46' Storage=699 cf Inflow=0.61 cfs 0.026 of Discarded=0.17 cfs 0.026 of Primary=0.00 cfs 0.000 of Outflow=0.17 cfs 0.026 of Pond 3P: BIORETENTION#3 Peak Elev=46.56' Storage=586 cf Inflow=0.76 cfs 0.052 of Discarded=0.13 cfs 0.046 of Primary=0.34 cfs 0.006 of Outflow=0.47 cfs 0.052 of Pond 4P: BIORETENTION#4 Peak EIev=44.09' Storage=2 cf Inflow=0.00 cfs 0.001 of Discarded=0.00 cfs 0.001 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.001 of Pond 5P: BIORETENTION AREA#5&LB FACIL Peak EIev=42.41' Storage=965 cf Inflow=1.07 cfs 0.079 of Discarded=0.19 cfs 0.079 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.19 cfs 0.079 of Pond 6A P: Leach Facility#1,4-6'x4'for Buildi Peak EIev=35.79' Storage=291 cf Inflow=0.35 cfs 0.027 of Discarded=0.06 cfs 0.027 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.027 of Pond 613-P: Leach facility#2,4-6'x4'for Buildi Peak EIev=35.79' Storage=291 cf Inflow=0.35 cfs 0.027 of Discarded=0.06 cfs 0.027 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.027 of Total Runoff Area=2.377 ac Runoff Volume=0.245 of Average Runoff Depth = 1.23" N i 2005=103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 4 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DMA: SUBAREA#1A Runoff = 0.81 cfs @ 12.03 hrs, Volume= 0.050 af, Depth= 1.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area(ac) CN Description 0.250 98 Paved parking & roofs 0.100 39 >75% Grass cover, Good, HSG A 0.350 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 100 0.0600 2.2 Sheet Flow, L1 Smooth surfaces n=0.011 P2= 3.55" 0.8 112 0.0143 2.4 Shallow Concentrated Flow, L2 Paved Kv=20.3 fps 0.5 63 0.0200 2.1 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.0 275 Total Subcatchment DMA: SUBAREA#1A Hydrograph 0.9 - - = `---'--- 9 Runoff 0.85 - - 0.8 ' -Yype 111 24-YaIr 2-YR EM : 0.75 - - - - - _ n Rainfal[=3: i0 0.7 ---- - /-� --- - - 0.65 --- - - -- - - - - .Un --A.e' Q.35 ar, 0.6 : 0.55 -- ------ -------- -- - Runoff V turne 0 050- o of 0.5 " Ruff-Qe tf1.-'f. 1 p .o 0.45 " = - - 0.4 ' �Ftow tengt�=2'�5' 0.35 - ------- --- -.n�_ln-..._. TC. 2.0 0.3 - --- ---- -.81--- C�1� 0.25 - - - : 0.2. --- --- ---- -------- -- -- -------- - ------ 0.15 - 4 ----- - - 0.1 - - 0.05 0 " 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) N 2005-103-POST Type Ill 24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 5 H droCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA 1 B: SUBAREA#1 B (OFFSITE) Runoff = 0.07 cfs @ 12.17 hrs, Volume= 0.009 af, Depth= Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area ac CN Description 0.072 98 Paved roads w/curbs &sewers 0.140 39 >75% Grass cover, Good, HSG A 0.212 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0600 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.3 19 0.0263 1.1 Shallow Concentrated Flow, L2 Short Grass Pasture Kv= 7.0 fps 9.0 119 Total Subcatchment DA-1 B: SUBAREA#1 B (OFFSITE) Hydrograph ----�---- ---- -- ---- -- - — -- -------- --------- --- : 0.075 - - - -------= r - - 0 Runoff : 0.07 - --- 2=Y ,'007CZs- � � ; Type lih 24=hi R;$ARIV 0.065 " - - - - , : 0.06 - ------- ------I------ : : t 0.055 - - ; , R no�f Are a :. .212 sac : , : --- 0.05 ; - -- -- - -U- b -Vol u =0 a 0.045 ........ : : , V ' ' 0.04 3 - ngt - : , 0 0.035 ' - -- - low --------=--- ------- - _ : - _Tc:_9-0_rr�in. ; rRR'' 0.025 - - - - - - --- - --- ON�5�-- 0.02 - - :--- --r 0.015 : : 0.01 '- 0.005 0 '4 1 2 3 ' 4 5 ' 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) M 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 6 H droCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-2: SUBAREA#2 Runoff = 0.00 cfs @ 14.70 hrs, Volume= 0.001 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" _ Area (ac) CN Description 0.009 98 Paved parking & roofs 0.080 39 >75% Grass cover, Good, HSG A 0.089 45 Weighted Average Tc Length Slope Velocity Capacity Description —(min) (feet) (ft/ft) (ft/sec) (cfs 2.3 22 0.0800 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.3 51 0.0149 2.5 Shallow Concentrated Flow, L3 Paved Kv=20.3 fps 0.1 22 0.1700 6.2 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.7 95 Total Subcatchment DA-2: SUBAREA#2 Hydrograph = - ---- --- --- -- - : : 0.001 8 Runoff 0.001 -- 0.001 -- -- --- �(R$Af�l�t --- ---- , : : , 01 ---- --- --- - , T�E� T o.o Ram#�If-� ---------------------- 0.001 - -- ---- - o.00, Runt Alyea=0:089 ac 0.001 ---- ---- ------- -- ----- - ------ : : 1�o�uli»e� ;a N 0.001 ' : h,--� 0.001 - - y Irio�.bept �a$,� _3 .0.001 ° 0.001 - - - - : 0.000 = r — If>�1f1 T : � 2.7 o.000 - -- - - - -- -N#4 .-------- ;----- 0.000 — 0.000 — - — -- ----- - -------------- o.000 - - o - - - -------- -------- o 1 2 3 4 5 6 7 8 m 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type ill 24-hr 2-YR BARN Rainfall=3.50" Prepared by BARTER NYE ENGINEERING Page 7 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA 3A. SUBAREA#3A Assumed min Tc of 5 minutes Runoff = 0.00 cfs @ 23.85 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area ac CN Description 0.043 32 Woods/grass comb., Good, HSG A 0.004 98 Paved parking& roofs 0.047 38 Weighted Average Tc Length Slope Velocity Capacity Description —(min) (feet) (ft/ft) (ft/sec) (cfs) Direct Entry, Min Tc 5.0 Subcatchment DA-3A: SUBAREA#3A Hydrograph - ------ =- -- - ---- 0 — 8 Runoff , oou�: : 'i'yp�e tl l-24-J r 2 'Yt2' : �ARI�t - 0 - - ---- ------ --------- 0nfal -3-5 Rat: I=: 0 , , 0 ' : Rt�r�0ff Y1raa=-0:0 #7 aid- : O __ ____ __ _ ____ _____________ _ _ _•_.__r__..,____,___. __ r f . 0 .tt�off iivoltj�o=oioo0 ;_R of - w0 _ = n ------ ---------- - t--------- 0 : -.-Ru-r�off De th 0.00 v + i ____ ________ --------- 0 3 _,________.r_________________-____ __ _ _ __ __ O - _ __ _ _ _ __ 0 c=510 min 0 _LGHO&--- - --- ---- -- - 0 --- --- - --- ---- 0 - - -- - ---- ---- - -------- --- 0 -- --- --- - 0 . -- - --- 0 WWI' 1Y 2 ..'3 4 5' `6 7 n8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 1/124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 8 • HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-3B: SUBAREA#313 (OFFSITE) Assumed minimum Tc of 5 minutes Runoff = 0.76 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area(ac) CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.240 98 Paved parking & roofs 0.310 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc Subcatchment DA-313: SUBAREA#313 (OFFSITE) Hydrograph 0.85 - - 0 Runoff -------------------------- 0.8 y-- - " n 0.75 - ----,--------- ---- -r 4hr 2-YR BA [ 07 ---- ------------- a al 0.65 — -- - --- - ----- ac 0.6 ------- -- -------- - - - - , , : Runoff:Ares : , ti� f 0.5 , w , : V Q ' ___ _______ ___ ________ ___ ____ i i : ic ^r 1 , , v , 0.4 O , , ____ _______ ___ _ , , LL 0.3 - --- - - ---- -------- 0.2 - - 0.15 - - - - --- 0.05 � "s OL A . ........ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) • 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 9 H droCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-4: SUBAREA#4 • Runoff = 0.00 cfs @ 14.82 hrs, Volume= 0.001 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area (ac) CN Description 0.016 98 Paved parking &roofs 0.067 32 Woods/grass comb. Good, HSG A 0.083 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 42 0.0100 0.1 Sheet Flow, L1 Grass: Dense n=0.240 P2= 3.55" 0.6 20 0.0050 0.6 Sheet Flow, L2 Smooth surfaces n=0.011 P2= 3.55" 0.4 78 0.0510 3.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 9.9 140 Total Subcatchment DA-4: SUBAREA#4 Hydrograph ------------ ------------------ 0.001 = - 0.001 " " i F , ; 2� x .fie� Z -.hat,�YF��BAAI� o.00, -- --- _ - = — Rainfalt- .5r0'- 0.001 -- — ---- - , - - ---- , 0.001 ffv- — - , a o.00, " - no 1 , ------------- N , h�0 w 0.001 y 3 0.000 - R , gth-'140� 0.000 /►=yy Q n 0.000 - N dQ 0.000 , r:. . 0.000 — — — , - 0.000 .0 — - - --- — 0 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 1/124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 10 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-5: SUBAREA#5 Runoff = 1.07 cfs @ 12.10 hrs, Volume= 0.079 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area(ac) CN Description 0.370 98 Paved parking &roofs 0.100 39 >75% Grass cover, Good, HSG A 0.470 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 37 0.0200 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.3 33 0.0440 1.6 Sheet Flow, L2 Smooth surfaces n=0.011 P2= 3.55" 0.8 120 0.0250 2.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 7.2 190 Total Subcatchment DA-5: SUBAREA#5 Hydrograph Runoff }Joy Tyke-I0 2*hir WR� ' 'Rainfall=3.50! Rult>IoffArea=0.470 ac :Runoff Volume=0 079 of Runaff;Dei0=2.02" g FLo1w L4ngth=19a' Tc=7.2 m i n CN=85 1 2 3 4 5 6' 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 11 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-W Building • Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoff(Minimum Tc=5 min.) Subcatchment DA-6A: Building Hydrograph - - - - - ------------------ 0.38 = - — p Runoff : : 0.34 '. — - - - Type III 24-hr 2-YID;BARN 0.32 -- Rainfiall 3�50" 0.3 -- — - - 0.28 --°--- -- 0 =5f17;eV:O ; - ; .R; 9&ac- 0.26 :- --- --- --- - - - e-� /1 0.24 - ; A : : �QiI�[ 2 0.22 - _ ---- w , V ' _ _ ___ .__ ---- _ _ _ _ __ , ; i i , 0.2 v- _- - ; E _ i ; 3 !lv - eta tt =G9 : c 0.18 J - ------- 0.16 -- --------- - --- - - - p -J TC; J. f1 : 0.12 ---- -- --- - - : 0.1 , , : ; : : 1 : : /I, i 0.06 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 P25 26 27 28 29 30 Time (hours) 2005-103-POST Type Ill 24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 12 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-6B: Building Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoof(minimum Tc=5 min.) Subcatchment DA 6B: Building Hydrograph -----=-------- ------- ---- --- --- -------- --- ----- --- ---- --- ------- - - 0.38 - -- - - --- — ----- -- 0 Runoff 0.36 _ r 0.34 -- Type ICI -24 hr 2-YR'BARN 0.32 --- -- -- --- --- --- s : , _ :Rain a 0.28 - : : Rtana€f A e�fl.0 8 ad" 0.26 - - = '- - 1-J _ 0.24 : .�ulno�f.�/c�ll�r»e _00�7� w 0.22 ' - - ------- - - ------ -------- noff--- ------- -RU : : , : : ------------- -- - - , 0.18 F 6t " 0.16 -- ---- -- ------------ 0.14 -- - - - - --- , , : , T-C: �.� IYl l tl 0.12 : - -------- --- -- , i 0.08 - -- - - - : 0.0s - - , 0.0a - - - - 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 14-15 16 17 18 19 20 21 22 23 24 25 26 27 28 29. 30 Time (hours) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 13 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-7: SUBAREA#7 • Runoff 0.00 cfs @ 22.75 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR BARN Rainfall=3.50" Area (ac) CN Description - 0.620 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 8.2 100 0.0700 0.2 Sheet Flow, L1 Grass: Dense n=0.240 P2= 3.55" 11.3 126 0.0500 0.2 Sheet Flow, L2 Grass: Dense n= 0.240 P2= 3.55" 5.5 30 0.0500 0.1 Sheet Flow, L3 Grass: Bermuda n=0.410 P2= 3.55" 25.0 256 Total Subcatchment DA-7: SUBAREA#7 Hydrograph -;- F : , : : : 0.001 Type It, Z hf Z-'YR BARD 0.001 ----- - - - = 0.001 - llil'1f1 I� 3-.54�-._ : 0.001 . ------- - --- ---- fA: -.*NOf -.ac_0.00 O Run-off 7 V_61ulme=0:401y of. 0.001 -- -- - = = -Ru-noff;D jAb 0.0�'• i 3 e 0000 ow.. ngAh-Z;J�6T , , _____-_-___ + _--_-_____ LL , ; 0.000 .Tc=25.0 mm ------------ s_C.N-39 0.000 : 0.000 ' - --------- -------- --- o - - o "s,rf _ r o .. 1 2 3 4 5 6 7 8 9 10 11 Y 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 14 • HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 3R: Tt thru DA1A Travel time from Drainage Area 3 through Drainage Area 1. Conservatively estimated as a"Null" reach (having no defined parameters-only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area = 0.357 ac, Inflow Depth = 0.21" for 2-YR BARN event Inflow = 0.34 cfs @ 12.17 hrs, Volume= 0.006 of Outflow = 0.34 cfs @ 12.17 hrs, Volume= 0.006 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Reach 3R: Tt thru DA1A Hydrograph -- ----=---' ------- ------- 1 0.38 - -=-- oa4.;�s ..--- -- -- - - - - - Inflow Outflow 0.36 o34crs ---- 0.34 - - , ------------ . . . 0.32 - -- - ----- -- - - ---- --- - , 0.3 ---------- --- — — 0.28 - -- - --- ---- - -- -- - - ------------- 0.26 — 0.24 — - N 0.22 ; 0.2 ______ 3 - , 0.18 0.16 _______ ____ ___________ ___—_______ ____ ________ 0.14 - 0.12 - - --- -- -- -- ---- - ------ 0.1 ---- ----- ---— --- --- --7 ---- -------- 0.08 0.06 -------- 0.04 0.02 1 2 3 4 5 67 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 15 H droCADO 7.00 s/n'001291 © 1986-2003 Applied Microcomputer Systems 619912006 • Reach 4R: Tt thru DA5 . Travel time from Drainage Area 4 through Drainage Area 5. Conservatively estimated as a"Null' reach (having no defined parameters - only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area = 0.083 ac, Inflow Depth = 0.00, for 2-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 A Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span=0.50-30.00 hrs, dt= 0.01 hrs Reach 4R: Tt thru DA5 Hydrograph 91 Inflow 1 p outflow Inflow Area-0 083 ac .V. LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type I//24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 16 • HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 7A R: Tt thru DA7 Inflow Area = 1.561 ac, Inflow Depth = 0.00" for 2-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span= 0.50-30.00 hrs, dt=0.01 hrs/ 3 Max. Velocity--0.0 fps, Min.Travel Time= 0.0 min Avg.Velocity=0.0 fps, Avg.Travel Time= 0.0 min Peak Depth=0.00' @ 0.50 hrs Capacity at bank full= 149.40 cfs Inlet Invert=41.33', Outlet Invert= 38.00' 0.00' x 0.67' deep channel, n= 0.030 Length= 12.5' Slope= 0.26647 Side Slope Z-value= 27.0'P Reach 7A-R: Tt thru DA7 Hydrograph ®Inflow 1 8 outtlow l n fflo' Are9=1 561 ac Peak 0epth=0.00' MaxVe�=0.0 fps n=0.030 L=125' S=0.2664'T C it =149.40 cfs IRMO ' I ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1946 21 22 23 24 25 26^27 28 29`30 Time (hours) 05103-POST Type U/ 24-hr 2-YR BARN Rainfall=3.50" 20 Prepared by BAXTER NYE ENGINEERING Page 17 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 7B-R: Tt thru DA7 Re • Inflow Area = 1.757 ac, Inflow Depth = 0.00, for 2-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Max. Velocity= 0.0 fps, Min. Travel Time=0.0 min Avg. Velocity=0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.50 hrs Capacity at bank full= 165.02 cfs Inlet Invert--38.00', Outlet Invert= 34.50' 0.00' x 1.00' deep channel, n= 0.030 Length=72.0' Slope= 0.0486 T Side Slope Z-value= 24.0'/' Reach 71B-R: Tt thru DA7 Hydrograph 19 Inflow 1 p outflow 1 flo' Ares=1 7 7 ad Peek Qepth=0.00' Max'Vel=O.'Ofps h=0.030. L=72 V S Q4 8 Capacity=`16 21 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type Ill 24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 18 HydrOCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach R8: OVERALL STUDY POINT NULL REACH -OVERALL STUDY POINT Inflow Area= 2.377 ac, Inflow Depth = 0.00" for 2-YR BARN event Inflow = 0.00 cfs @ 22.75 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 22.75 hrs, Volume= 0.000 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.50-30.00 hrs, dt=0.01 hrs Reach R8: OVERALL STUDY POINT Hydrograph - ----------- - - -- i L Inflow 1 : ; ',.. a Outflow 0.001 Inf l o w-Area =2377 ac 0.001 ------- - ------------- - 0.001 ----- ---- ----- _ ------ --- --- - o.ao, --- -- ------- ------- -- ---- -- --- --- ----- — 0.001 0.001 -- - --- - - -- - 0.001 -- --- --- - - 0.001 ' ----------- -------- 0.000 - - i ' . - --- - : : : y O ___ ____ ___ _ ___________ ___________ : 0.000 , J i i : i l � : 0.000 __ ____ _ 0.000 ___ __ _ 0,000 ______ ______ _ _ __ ________ 0.000 _______ ___ ____ ______ 0.000 -------- _______ _________ _____ ____________ 0.000 i 0 0 , 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) A 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 19 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 1 P. BIO RETENTION AREA#1 Inflow Area = 0.919 ac, Inflow Depth = 0.84" for 2-YR BARN event Inflow = 0.83 cfs @ 12.03 hrs, Volume= 0.065 of Outflow = 0.72 cfs @ 12.07 hrs, Volume= 0.065 af, Atten= 12%, Lag=2.2 min Discarded = 0.12 cfs @ 12.07.hrs, Volume= 0.039 of Primary = 0.61 cfs @ 12.07 hrs, Volume= 0.026 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=41.59' @ 12.07 hrs Surf.Area=494 sf Storage= 198 cf Plug-Flow detention time= 12.7 min calculated for 0.065 of(100% of inflow) Center-of-Mass det. time= 12.7 min ( 846.5-833.8 ) # Invert Avail Storage Storage Description 1 40.50' 508 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 40.50 0 0 0 41.00 85 21 21 41.25 229 39 61 41.50 363 74 135 42.00 1,132 374 508 # Rout ing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm EAltration over entire Surface area 2 Primary 41.30' 160.0 deg Sharp-Crested VeelTrap Weir C= 2.47 Discarded OutFlow Max=0.12 cfs @ 12.07 hrs HW=41.59' (Free Discharge) t-1=Exfiltration (EAltration Controls 0.12 cfs) Primary OutFlow Max=0.61 cfs @ 12.07 hrs HW=41.59' (Free Discharge) t2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.61 cfs @ 1.3 fps) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 20 • HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Hydrograph - : ®Inflow ow - - ---- utflo, ,� n.n Ialrl4- �1/:Z - Primary eat ' 7 1G ed 0.9 0.85 :aeafic:Etev= fi:59'= , , , , , - _ - --- , 0.75 : , : , ---o�.rag�, 0.7 ' 0.65 : ;ds 0.6 , 0.55 - - - - -- ------- ---- - ------ u 0.5 , 0.45 , - -- --- -- ----- ----- -- -- -- --- ------- ------ o - c --- ---- -- --- 04 . LL 0.35 ---------- --- ------- ----------- -- ------ ----- --- -- --- 0.3 ' ' ------- --- --- - - --- ------ --- - --- - 0.25 - 02 - - 0.15 p 0.1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type ///24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 21 H droCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 2P: BIORETENTION#2 • Inflow Area = 1.561 ac, Inflow Depth = 0.20" for 2-YR BARN event Inflow = 0.61 cfs @ 12.07 hrs, Volume= 0.026 of Outflow = 0.17 cfs @ 12.52 hrs, Volume= 0.026 af, Atten=72%, Lag= 27.0 min Discarded = 0.17 cfs @ 12.52 hrs, Volume= 0.026 of Primary 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs/4 Peak Elev=38.46' @ 12.52 hrs Surf.Area=720 sf Storage=699 cf Plug-Flow detention time=49.1 min calculated for 0.026 of(100% of inflow) Center-of-Mass det. time=49.0 min (792.7 -743.7 ) _ # Invert Avail Storage Storage Description 1 37.00' 5,042 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 37.00 207 0 0 38.00 517 362 362 39.00 962 740 1,102 40.00 1,445 1,204 2,305 41.00 2,014 1,730 4,035 41.50 2,014 1,007 5,042 4b # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 40.25' 10.0'long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.17 cfs @ 12.52 hrs HW=38.46' (Free Discharge) L1=Exf1ltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=37.00' (Free Discharge) 'L2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type I//24-hr 2-YR BARN Rainfall=3.50" • Prepared by BAXTER NYE ENGINEERING Page 22 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 2P: BIORETENTION #2 Hydrograph ®Inflow os�cs- - _ -- 91 Outflow =1 _ 1 Cc --.-__ Discarded ' -_---�- - I1fi�QV1l_AC'e iJ�11__+i��--- �Primary 0.65 " : — — .46 0.6 " 0.55 Storage=69 ld 0.5 0.45 0.4 " N _______ ___ _______ _______ ___-----___ ____: r-, ___ __ ____ ___ 0.35 ----------------- LL - - ---- - - --- - - -- — - - -- 0.25 : aq "cts Y A. - - -- - - - -- - -- -- 0 2 0.15 0.1 ' 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 23 HvdroCAD@ 7.00 s/n 001291 @ 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 3P: BIORETENTION #3 • Inflow Area = 0.357 ac, Inflow Depth = 1.75" for 2-YR BARN event • Inflow = 0.76 cfs @ 12.07 hrs, Volume= 0.052 of Outflow = 0.47 cfs @ 12.17 hrs, Volume= 0.052 af, Atten= 38%, Lag= 5.6 min Discarded = 0.13 cfs @ 12.17 hrs, Volume= 0.046 of Primary = 0.34 cfs @ 12.17 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=46.56' @ 12.17 hrs Surf.Area= 551 sf Storage= 586 cf Plug-Flow detention time= 50.6 min calculated for 0.052 of(100% of inflow) Center-of-Mass det. time= 50.7 min ( 872.0- 821.3 ) # Invert Avail Storage Storage Description 1 44.00' 1,227 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 159 80 80 46.00 345 252 332 46.50 528 218 550 47.00 727. 314 864 47.50 727 364 1,227 4b # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 46.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.13 cfs @ 12.17 hrs HW=46.56' (Free Discharge) t--1=Exfiltration (Exfiltration Controls 0.13 cfs) L2ary OutFlow Max=0.34 cfs @ 12.17 hrs HW=46.56' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 0.34 cfs @ 0.6 fps) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" •Prepared by BAXTER NYE ENGINEERING Page 24 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 3P: BIORETENTION #3 Hydrograph , Inflow— — — - = -- — - : : Foz'�xs+ r � -r . - 9 Outflow I�;afiaoW Are1=0:�57 1G ®Discarded Primary 0.6 - ek=Eiv= C6' 0.75 ------ -- ------ -- — - : — - 0.7 — p Star age 58� f --- --- -------- ------- ------ 0.65 - - --- --- - rr: -- --- — - 0.55 - — — ------- �- -- o -v: - EL 0.35 — ---------- --- -----------•--- --- --- -- ------ -- ------ 0.3 -- - -- 0.25 ------- - - 0.2 0.15 0.1 0.05 ; 1 2 3 4 5 6 T 8 9 10 11 ,12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 25 H droCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 4P: BIORETENTION #4 • Inflow Area = 0.083 ac, Inflow Depth = 0.08" for 2-YR BARN event Inflow = 0.00 cfs @ 14.82 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 15.40 hrs, Volume= 0.001 af, Atten=4%, Lag=34.6 min Discarded = 0.00 cfs @ 15.40 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Peak Elev=44.09' @ 15.40 hrs Surf.Area=4 sf Storage= 2 cf Plug-Flow detention time=35.7 min calculated for 0.001 of(100%of inflow) Center-of-Mass det. time= 35.7 min ( 1,095.4- 1,059.7) # Invert Avail Storage Storage Description 1 44.00' 471 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 45 23 23 46.00 195 120 143 47.00 462 329 471 # Routing Invert Outlet Devices 4b 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 47.00' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 15.40 hrs HW=44.09' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=44.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" • Prepared by BAXTER NYE ENGINEERING Page 26 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 4P: BIORETENTION#4 Hydrograph --- ®Inflow il Outflow , a-a : rded �-c�-v� Are �D�3 �� °ls rimary 0.001 i " -_- oo�c 0.001 Pea, ��GY+=��A. 0.001 - - - 0.001 : -- - - - - - Sor-age-=2-cf 0.001 ' -- ------- -- -- - - - 0.001 --- - --- -- : 0.001 ----- -- -- : : o.00, " --- --------- 0.001 o : - 0.000 , 0.000 - --- ------ - ------ --- - ------- - ------- ----- 0.000 ------ 0.000 0.000 0 0 1 2 3 4 5 6 7 8 9 10 1, 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 27 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-15W' • Inflow Area = 0.553 ac, Inflow Depth = 1.71" for 2-YR BARN event Inflow = 1.07 cfs @ 12.10 hrs, Volume= 0.079 of Outflow = 0:19 cfs @ 11.75 hrs, Volume= 0.079 af, Atten= 82%, Lag=0.0 min Discarded = 0.19 cfs @ 11.75 hrs, Volume= 0.079 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Secondary= 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=42.41' @ 12.59 hrs Surf.Area= 310 sf Storage=965 cf Plug-Flow detention time= 32.3 min calculated for 0.079 of(100% of inflow) Center-of-Mass det. time= 32.3 min ( 855.5-823.3 ) # Invert Avail Storage Storage Description 1 41.50' 2,520 cf Custom Stage Data-Bio Ret Area(Pyramidal) Listed below 2 36 58' 815 cf Custom Stage Data-Leaching Basins Listed below 3,335 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area _ (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 41.50 0 0 0 0 42.00 108 18 18 108 43.00 600 321 339 605 4b 43.13 673 83 422 680 43.50 1,500 392 813 1,508 43.73 4,000 609 1,423 4,008 44.00 4,125 1,097 2,520 4,151 Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 36.58 0 0 40.58 815 815 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.19 cfs Exfiitration- Leaching Basins at all elevations 2 Device 4 42.75' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 3 Secondary 43.65' 160.0 deg Sharp-Crested Vee/Trap Weir C= 2.47 4 Primary 39.58 12.0 x 137.0 long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 38.00' S= 0.0115 '/' n= 0.011 Cc= 0.900 i 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 28 • HydroCADO 7.00 s/n 001291 01986-2003 Applied Microcomputer Systems 6/29/2006 • Discarded OutFlow Max=0.19 cfs @ 11.75 hrs HW=36.65' (Free Discharge) t-1=Exfiltration - Leaching Basins (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=36.58' (Free Discharge) L4=Culvert ( Controls 0.00 cfs) t-2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=36.58' (Free Discharge) t-3=Sharp-Crested Vee/Trap Weir (Controls 0.00 cfs) Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6'x4' Hydrograph Ea Inflow — i -0 � 3 ` EN Outflow --°I tiflo -ar�a 5-. ac ®discarded p Primary ' 0 Secondary Peak Elev=42.41 Storage=965 cf LL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 29 HydroCAD®7 00 s/n 001291 01986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6A-P: Leach Facility#1, 4-6'x4'for Building • Inflow Area = 0.098 ac, Inflow Depth= 3.27" for 2-YR BARN event Inflow = 0.35 cfs @ 12.07 hrs, Volume= 0.027 of Outflow = 0.06 cfs @ 11.68 hrs, Volume= 0.027 af, Atten= 83%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.68 hrs, Volume= 0.027 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=35.79' @ 12.51 hrs Surf.Area= 0 sf Storage=291 cf Plug-Flow detention time= 26.2 min calculated for 0.027 of(100% of inflow) Center-of-Mass det. time= 26.2 min (779.8-753.6 ) # Invert Avail Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation lnc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.68 hrs HW=34.05' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 111 24-hr 2-YR BARN Rainfall=3.50" • Prepared by BAXTER NYE ENGINEERING Page 30 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6A-P: Leach Facility#1, 4-6'x4' for Building .Hydrograph : ®Inflow r ;. _._ _ Outflow : : : ®Discarded -- -- ----- - - - - : : : : Mi 0.38 , i O f: Primary 0.36 ' : : : : : 0.34 0.32 - --- ------ - --- - : : : _ --- - --- ---star-age; 21'I �� 0.3 -- - - ------- - 0.28 - - -------- ---------------- -- ------ --- -------- ------ - -- - -- 0.26 : 0.24 - - - ---- --- -- N 022 0 2 _______ __ _______ ________ __ ___ ___ ___ ___ __ _ 3 _ _ ___ _ 0.18 a 0.16 - - ----------- -- ------- --- - 0.14 ---°--- --- -- ' - 0.12 - --iYaG 0.1 — : 0.08 ; 0.06 0.04 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type Ill 24-hr 2-YR BARN Rainfall=3.50" Prepared by BAXTER NYE ENGINEERING Page 31 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 613-12: Leach facility#2, 4-6'x4' for Building Inflow Area= 0.098 ac, Inflow Depth = 3.27" for 2-YR BARN event • Inflow = 0.35 cfs @ 12.07 hrs, Volume= 0.027 of Outflow = 0.06 cfs @ 11.68 hrs, Volume= 0.027 af, Atten= 83%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.68 hrs, Volume= 0.027 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev= 35.79' @ 12.51 hrs Surf.Area=0 sf Storage= 291 cf Plug-Flow detention time=26.2 min calculated for 0.027 of(100%of inflow) Center-of-Mass det. time=26.2 min ( 779.8-753.6 ) # Invert Avail Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded Outflow Max=0.06 cfs @ 11.68 hrs HW=34.05' (Free Discharge) t-1=ExfiItration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 11124-hr 2-YR BARN Rainfall=3.50" • Prepared by BAXTER NYE ENGINEERING Page 32 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6B-P: Leach facility#2, 4-6'x4' for Building Hydrograph ,_ r ®Inflow r , Oat : - - - --- -- - - - ---�-- = -=-- �- -�---�- =---:--�---=-- - --- . - - ®Outflow i Discarded 0.38 ' -- , 0.36 - — ' i : r- ea 0.34 ev- ;• 0.32 " : , Starage° 29.1 Cf 0.3 0.28 - --------- --- - - — --- 0.26 -- -- --- ---t--- -- + - '-- 0.24 -- - — ------- - --- ----- ----- -- - H 0.22 ' 0.2 — - -- --- ------ 0 0.18 " , u 0.16 - — - ------------- 0.14 — --- ------ 0.12 - — — , 0.1 ' 0.08 0.06 0.04 0• 3vtr ets 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 10-YR BARN Rainf611=4.85" Prepared by BAXTER NYE ENGINEERING Page 33 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Time span.=0.50-30.00 hrs, dt=0.01 hrs, 2951 points • Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-1A: SUBAREA#1A Runoff Area=0.350 ac Runoff Depth=2.85" Flow Length=275' Tc=2.0 min CN=81 Runoff=1.35 cfs 0.083 of Subcatchment DA 1 B: SUBAREA#1 B(OFFSITE) Runoff Area=0.212 ac Runoff Depth=1.15" Flow Length=119' Tc=9.0 min CN=59 Runoff=0.22 cfs 0.020 of Subcatchment DA 2: SUBAREA#2 Runoff Area=0.089 ac Runoff Depth=0.40" Flow Length=95' Tc=2.7 min CN=45 Runoff=0.02 cfs 0.003 of Subcatchment DA-3A: SUBAREA#3A Runoff Area=0.047 ac Runoff Depth=0.14" Tc=5.0 min CN=38 Runoff=0.00 cfs 0.001 of Subcatchment DA 3B: SUBAREA#313(OFFSITE) Runoff Area=0.310 ac Runoff Depth=3.23" Tc=5.0 min CN=85 Runoff=1.21 cfs 0.083 of Subcatchment DA-4: SUBAREA#4 Runoff Area=0.083 ac Runoff Depth=0.40" Flow Length=140' Tc=9.9 min CN=45 Runoff=0.01 cfs 0.003 of Subcatchment DA 5: SUBAREA#5 Runoff Area=0.470 ac Runoff Depth=3.23" Flow Length=190' Tc=7.2 min CN=85 Runoff=1.69 cfs 0.126 of Subcatchment DA 6A: Building Runoff Area=0.098 ac Runoff Depth=4.61" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.48 cfs 0.038 of Subcatchment DA 6B: Building Runoff Area=0.098 ac Runoff Depth=4.61" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.48 cfs 0.038 of Subcatchment DA-7: SUBAREA#7 Runoff Area=0.620 ac Runoff Depth=0.17" Flow Length=256' Tc=25.0 min CN=39 Runoff=0.01 cfs 0.009 of Reach 3R: Tt thru DA1A Inflow=1.05 cfs 0.022 of Outflow=1.05 cfs 0.022 of Reach 4R: Tt thru DA5 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 7A-R: Tt thru DA7 Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of n=0.030 L=12.5' S=0.2664 '/' Capacity=149.40 cfs Outflow=0.00 cfs 0.000 of Reach 7B-R: Tt thru DA7 Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of n=0.030 L=72.0' S=0.0486'/' Capacity=165.02 cfs Outflow=0.00 cfs 0.000 of Reach R8: OVERALL STUDY POINT Inflow=0.01 cfs 0.009 of Outflow=0.01 cfs 0.009 of 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" •Prepared by BAXTER NYE ENGINEERING Page 34 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Peak Elev=41.76' Storage=332 cf Inflow=2.32 cfs 0.125 of Discarded=0.18 cfs 0.057 of Primary=2.06 cfs 0.069 of Outflow=2.24 cfs 0.125 of Pond 2P: BIORETENTION#2 Peak EIev=40.21' Storage=2,665 cf Inflow=2.13 cfs 0.091 of Discarded=0.36 cfs 0.091 of Primary=0.00 cfs 0.000 of Outflow=0.36 cfs 0.091 of Pond 3P: BIORETENTION#3 Peak EIev=46.62' Storage=627 cf Inflow=1.21 cfs 0.084 of Discarded=0.13 cfs 0.062 of Primary=1.05 cfs 0.022 of Outflow=1.18 cfs 0.084 of Pond 4P: BIORETENTION#4 Peak EIev=44.63' Storage=14 cf Inflow=0.01 cfs 0.003 of Discarded=0.01 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Pond 5P: BIORETENTION AREA#5&LB FAC Peak EIev=43.05' Storage=1,185 cf Inflow=1.69 cfs 0.126 of Discarded=0.19 cfs 0.107 of Primary=0.85 cfs 0.020 of Secondary=0.00 cfs 0.000 of Outflow=1.04 cfs 0.126 of Pond 6A-P: Leach Facility#1,4-6'x4'for Buildi Peak EIev=36.96' Storage=483 cf Inflow=0.48 cfs 0.038 of Discarded=0.06 cfs 0.038 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.038 of Pond 613-P: Leach facility#2,4-6'x4'for Buildi Peak EIev=36.96' Storage=483 cf Inflow=0.48 cfs 0.038 of Discarded=0.06 cfs 0.038 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.038 of Total Runoff Area=2.377 ac Runoff Volume=0.404 of Average Runoff Depth=2.04" 2005-103-POST Type 111 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 35 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 -1A: SUBAREA#1A Subcatchment DA Volume= 0.083 of, De • Runoff 1.35 cfs @ 12.03 hrs, th= 2.85"p Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.250 98 Paved parking &roofs 0.100 39 >75% Grass cover, Good, HSG A 0.350 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 100 0.0600 2.2 Sheet Flow, L1 Smooth surfaces n=0.011 P2=3.55" 0.8 112 0.0143 2.4 Shallow Concentrated Flow, L2 Paved Kv=20.3 fps 0.5 63 0.0200 2.1 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.0 275 Total Subcatchment DA-1A: SUBAREA#1A Hydrograph 19 Runoff Type'11( 24-hr 10-YR BARN : : Rainfall=4.85" ftnOff Area.F0.350JAd 1 Runoff Volu' Me=0.083 of Rtinoff D,eptl =2.85" P16 Len 9th LL To= .O mil: !CN-81 -mr 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 21 28 29 30 Time (hours) 2005-103-POST Type ///24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 36 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA 1 B: SUBAREA#1 B (OFFSITE) Runoff = 0.22 cfs @ 12.14 hrs, Volume= 0.020 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.072 98 Paved roads w/curbs &sewers 0.140 39 >75% Grass cover, Good, HSG A 0.212 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0600 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.3 19 0.0263 1.1 Shallow Concentrated Flow, L2 Short Grass Pasture Kv= 7.0 fps 9.0 119 Total Subcatchment DA-1 B: SUBAREA#1 B (OFFSITE) --- - - - y rograp ------------- 0.24 - { ------0.23 = ct - - - - - 0 Runoff 0.22 --- -- --- --- - 0.21 -- - - - r i: I ---•- ,----'- --ARE�N--- - ��g 2�-hr=�. A N- 0.2 i--------- - - ---i------- ------------- ---------- - _ 0.19 " • , - --- - q , 0.18 -------i- :: Rta�p ff 4re a 2 ;ac-- 0.s7 - - T t0.1s - - V e a:02a-afRunffolm =-- -- - - - -- -0.15 ---- ------- _____________ ___Mo.1a --___ ________ ____ 0.13 _ an©ff�e 30.12 - -- 0 QW- et79 0.11 --- - : : : 0.1 _ 0.09 , r -C 1'1l1+r♦ 0.08 --- -- --- -----------=------ - 0.07 =---------- ----------- - : 0.06 , - - 0.05 " -------------------- 0.04 ----- - ---- - ---- 0.03 0.02 ' 0.01 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I 2005-103-POST Type 111 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 37 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-2: SUBAREA#2 • Runoff = 0.02 cfs @ 12.27 hrs, Volume= 0.003 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.009 98 Paved parking &roofs 0.080 39 >75% Grass cover, Good, HSG-A 0.089 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 22 0.0800 0.2 Sheet Flow,L1 Grass: Dense n= 0.240 P2= 3.55" 0.3 51 0.0149 2.5 Shallow Concentrated Flow, L3 Paved Kv= 20.3 fps 0.1 22 0.1700 6.2 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.7 95 Total Subcatchment DA-2: SUBAREA#2 Hydrograph 0.017 : 0.016 " unoff , 0.015 " : : ` - = - T�pe�11i2�-hr��.a-Y BARI�I 0.014 ' �+ , : -Rat�rfal#-4:$ 0.013 : - --- ---- 0.012 , : 0:0 uno 'rea :ad 0.011 ' .-.------------------------------- -------- -----------.--------;-.aunaf#_Volurbe.:_D.DQ3--af--- 0.01 �., N _�_.-__..____________ _____________ __ __________ _________ ____ i : w fl 0.009 i_ ... { : : n : ry 0.008 C .. .. _. ------ -..- --= - LL 0.007 " — -------- - - — - TC -- r7-rlln 0.006 ' : 0.005 : s : 0.004 i 0.003 " : 0.002 ------------- 0.001 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 38 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 . Subcatchment DA-3A: SUBAREA#3A Assumed min Tc of 5 minutes Runoff = 0.00 cfs @ 13.79 hrs, Volume= 0.001 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.043 32 Woods/grass comb., Good, HSG A 0.004 98 Paved parking & roofs 0.047 38 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Subcatchment DA-3A: SUBAREA#3A Hydrograph , 0.001 0.001 Runoff , , 0.001 ' — - 0.001 --- ----- — = -- -- i- 0.001 Ad : , t — - 1unoff area :Qs 0.001 ueof#Vfllr»e=0 Oi31, af- 0.00, " — U 0.001 ___ -.____ _ _ __ b 3 0.000 : 0.000 —, -, c— m- 0.000 : 0.000 - ' - -- --- ----- - 0.000 - ----- ---------- - - - o.000 ---- --- -- : ---- - ' - - - o.000 0.000 " — --- 0 , , 0 . 0 x _ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type NI 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 39 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-313: SUBAREA#3B (OFFSITE) • Assumed minimum Tc of 5 minutes Runoff = 1.21 cfs @ 12.07 hrs, Volume= 0.083 af, Depth= 3.23" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area(ac) CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.240 98 Paved parking &roofs 0.310 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min. Tc Subcatchment DA-313: SUBAREA#31B (OFFSITE) Hydrograph Runoff Type:III 24-hrs104k, BARN _ _ - --Rainfall-__4.$5"__- ' Runoff Area=0310 ac RunoffViolume=a.083 of w Runoff Depth=3.237 ?C= .O mill CN-iM i 0 a 1 2 3 4 5 6 7 8 9 10 11 12 .13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 1/124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 40 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-4: SUBAREA#4 Runoff = 0.01 cfs @ 12.38 hrs, Volume= 0.003 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10=YR BARN Rainfall=4.85" Area (ac) CN Description 0.016 98 Paved parking &roofs 0.067 32 Woods/grass comb., Good, HSG A 0.083. 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 42 0.0100 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.6 20 0.0050 0.6 Sheet Flow, L2 Smooth surfaces n=0.011 P2= 3.55" 0.4 78 0.0510 3.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 9.9 140 Total Subcatchment DA-4: SUBAREA#4 Hydrograph --- --- --------------- 0.015 ' -------------- Runoff 0.014 01<__- : 0.013 = pet12 = r fi =YF BAR111 : f y ---- ---- --- --- -- 0.012 = r , : - K , ' R , a ' i�fall 0.011 — : , ---=-- — V , ----�----• --. __� -.--.Runoff_Ar1ea_:0 Bali _ac__ 0.01 •-- ---- — o.00s " Runoff-VWWrr e-0,00a-a#- o.00a Iut�off`Deptt�= 0" - --- ---- --- -- ---- : 0 0.007 1=10W Ler�gth— a ' �+�0' ------------ 0.00s _ --- : 9.9 TO min 0.005 " 0.00445 C : --- - 0.003 ---- -=-- -- --- - - - -- -- r 0.002 " ----- - r F. , - - ---- -- — 0.001 " r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 41 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-5: SUBAREA#5 • Runoff = 1.69 cfs @ 12.10 hrs, Volume= 0.126 af, Depth= 3.23" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.370 98 Paved parking & roofs 0.100 39 >75% Grass cover, Good, HSG A 0.470 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 37 0.0200 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.3 33 0.0440 1.6 Sheet Flow, L2 Smooth surfaces n=0.011 P2= 3.55" 0.8 120 0.0250 2.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 7.2 . 190 Total Subcatchment DA-5: SUBAREA#5 Hydrograph pf : : Runoff Type;III 24-hrs 104R.. BARN Ra of all=4.85" : Runoff Area=0 470 ac , : : Run®ff`Vol` _ : ume 0.126 of Runoff De th 3- T Flow Le119th=l00' LL Td min CN-`8 Ll 1'. 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 42 • H droCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer S Y PP stems 6/29/2006 P Y • Subcatchment DA-6A. Building Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 4.61" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.098 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoff(Minimum Tc=5 min.) Subcatchment DA-6A: Building Hydrograph - ------ ---- ---- --- ------- -- ------- �Runoff — 0.5 "ts`ts —+ Type YR B�4�N 0.45 : — - - i : Rainfall 85" 0.4 — i - Runoff.. Area 0 098'ac 0.35 RunoffVolu Met-0.038 of A w 0.3 Runoff:D'epth=4.61" ------------ o 0.25 LL `Flowengtlt-S9r : : 0.2 ------------ : 0.15 0.1 0.05 0 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type Ill 24-hr 90-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 43 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-613: Building • Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 4.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoof(minimum Tc=5 min.) Subcatchment DA-6B: Building Hydrograph ------------------ i 8 Runoff 0.5 ' -- - - ote- 1 s 1 _ --Yype�� I--2#—Mr- 10-YR BARN0.45 RaE: , i - - : 0.4 °° Runoff Area ;0 09&ae ---=--- --- -- - - ---- --- ---- - ---- - ,- = = -- 0.35 Runoff;Volunie: 0.038 of w 0.3 ept Run©ff'D` h 4.61 I' --- -- - --- --- - _ 9t 0 0.25 --- --- - Flow J:.engt�l- , ,L ---- - ---------- „ ------------ - , : - r�rn- 0.2 : : : , : 0.15 0.1 0.05 1 2 3 4 5 6 7 8 9 loll 12 13 14 15 16 17 18 19 20 21 2223 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type I//24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 44 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-7: SUBAREA#7 Runoff = 0.01 cfs @ 13.92 hrs, Volume= 0.009 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR BARN Rainfall=4.85" Area (ac) CN Description 0.620 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 100 0.0700 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 11.3 126 0.0500 0.2 Sheet Flow, L2 Grass: Dense n=0.240 P2=3.55" 5.5 30 0.0500 0.1 Sheet Flow, L3 Grass: Bermuda n= 0.410 P2= 3.55" 25.0 256 Total Subcatchment DA-7: SUBAREA#7 Hydrograph --- --- --- --- -- - 0.016 R Hoff : : F ' : : : : : : — `---= =— - _-- — - -- — 0.015 } u -=------------------- --- ---- -- Tpetl �4-ter 40-YID BARN 0.014 " - = ----= 0.012 = : : .F,�u�off_Aria_:_0620J_ac-. 0.011 -` - ----- - 0.0, Run'd. W ifrfie-0-Oa0 a#- 0.009-: : u no ' = - - - : : 3 : : • : xR ..FIower�tg�h.;2-6fi'- 0.006 o L -- LL 0.007 Tel25.0n 0.006 • -0.005 C 1� 3 -- -- ---- --- -------- 0.004 " - -- ---- 0.002 ' ----- --------- 0.001 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 45 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 3R: Tt thru DA1A • Area 1. Conservative) • Travel time from Drainage Area 3 through Drainagey estimated as a"Null' reach (having no defined parameters -only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area = 0.357 ac, Inflow Depth = 0.74" for 10-YR BARN event Inflow = 1.05 cfs @ 12.09 hrs, Volume= 0.022 of Outflow = 1.05 cfs @ 12.09 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Reach 3R: Tt thru DA1A Hydrograph ®Inflow 0 Outflow 1nf1Ow �Crea=07 ac 1 w 0 LL 1 l 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type I//24-hr 90-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 46 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 4R: Tt thru DA5 Travel time from Drainage Area 4 through Drainage Area 5. Conservatively estimated as a"Null" reach (having no defined parameters -only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area= 0.083 ac, Inflow Depth = 0.00" for 10-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt=0.01 hrs Reach 4R: Tt thru DA5 Hydrograph 1 ®Inflow E]Outflow In'nflow' Are64 083 ac w 0 LL _Bt00 :: i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11/24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 47 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 7A R: Tt thru DA7 • Inflow Area = 1.561 ac, Inflow Depth = 0.00" for 10-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/3 Max. Velocity-- 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity= 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.50 hrs Capacity at bank full= 149.40 cfs Inlet Invert=41.33', Outlet Invert= 38.00' 0.00' x 0.67' deep channel, n=0.030 Length= 12.5' Slope=0.2664'/' Side Slope Z-value= 27.0 7' Reach 7A-R: Tt thru DA7 Hydrograph Inflow 1 p Outflow :Inflow: Area='1561 ac Peak Qepth=0.00' Max Vel=.0 0 fps : n=0.030 L=12:.5" LL Z 0.266411! apacit =149.40 cfs : : 14�34 �56 7 8 9 �101 12 13 14 15 16�li18 19�2O 21�2223 24�25 26�2728�2930 Time (hours) 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 48 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 7B-R: Tt thru DA7 Inflow Area = 1.757 ac, Inflow Depth = 0.00" for 10-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Max. Velocity= 0.0 fps, Min. Travel Time=0.0 min Avg. Velocity=0.0 fps, Avg. Travel Time= 0.0 min Peak Depth=0.00' @ 0.50 hrs Capacity at bank full= 165.02 cfs Inlet Invert=38.00', Outlet Invert= 34.50' 0.00' x 1.00' deep channel, n=0.030 Length=72.0' Slope= 0.04867 Side Slope Z-value= 24.0 7' Reach 713-R: Tt thru DA7 Hydrograph 1 m Inflow 0 Outflow Inflow:Ares=1 757 A Peak Dhpth=0.00' Max Vel=O O fP$ h=0.030 3 L 1`2of O S=0.0486 '/' Capaci#y=16a.�2'cfs --ONMOMM-MMMMMOMOW, 04 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type /I/24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 49 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach R8: OVERALL STUDY POINT • NULL REACH - OVERALL STUDY POINT Inflow Area = 2.377 ac, Inflow Depth = 0.04" for 10-YR BARN event Inflow = 0.01 cfs @ 13.92 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 13.92 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Reach R8: OVERALL STUDY POINT Hydrograph ; •-�---- ---•--- -- >--- -• ----- - -- --- -- - -- - --- - - --- -- -- --- Outflow 0.016 " : : 0.015 ' `1: nftow �4r�a=�23��' a ------ -- --- - ----- -- 0.014 ' 0.013 — — -- ------- ---------------- 0.012 ' 0.011 - --- --- -- -- -- 0.01 u 0.009 • 0.008 " o - ; 1 0.007 ---------- --- - - --------- ----------- --------- 0.006 " - --- - 0.005 - - - - --- ---- -- ---- - 0.004 '- --- ---- -- - — 0.003 ----------- ;----- - - 0.002 0.001 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 50 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • • Pond 1 P: BIORETENTION AREA#1 Inflow Area = 0.919 ac, Inflow Depth = 1.64" for 10-YR BARN event Inflow = 2.32 cfs @ 12.06 hrs, Volume= 0.125 of Outflow = 2.24 cfs @ 12.09 hrs, Volume= 0.125 af, Atten=4%, Lag= 1.4 min Discarded = 0.18 cfs @ 12.09 hrs, Volume= 0.057 of Primary = 2.06 cfs @ 12.09 hrs, Volume= 0.069 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=41.76' @ 12.09 hrs Surf.Area= 769 sf Storage= 332 cf Plug-Flow detention time= 10.0 min calculated for 0.125 of(100% of inflow) Center-of-Mass det. time= 10.0 min ( 822.9-812.9 ) # Invert Avail.Storage Storage Description 1 40.50' 508 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 40.50 0 . 0 0 41.00 85 21 21 41.25 229 39 61 41.50 363 74 135 42.00 1,132 374 508 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 41.30' 160.0 deg Sharp-Crested Vee/Trap Weir C=2.47 Discarded OutFlow Max=0.18 cfs @ 12.09 hrs HW=41.76' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=2.05 cfs @ 12.09 hrs HW=41.76' (Free Discharge) t-2=Sharp-Crested VeelTrap Weir (Weir Controls 2.05 cfs @ 1.7 fps) 2005-103-POST Type 1/124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 51 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 1 P: BIORETENTION AREA#1 • Hydrograph • ®Inflow ®OuT ®Discarded � 4 Inflow Area=0.919 ac p Primary , Peak':Elev= Storage=332 cf 2 w O ' LL 1 : 1 2 3 4 5 6' 7 8:..9 10 11 12 0 ' 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 10-YR BARN Rainfal1=4.85" Prepared by BAXTER NYE ENGINEERING Page 52 • HydroCADO 7.00 s/n 00.1291 ©1986-2003 Applied Microcomputer Systems 6/29/2006_ • Pond 2P: BIORETENTION #2 Inflow Area = 1.561 ac,. Inflow Depth = 0.70" for 10-YR BARN event Inflow = 2.13 cfs @ 12.19 hrs, Volume= 0.091 of Outflow = 0.36 cfs @ 12.62 hrs, Volume= 0.091 af, Atten= 83%, Lag= 25.8 min Discarded = 0.36 cfs @ 12.62 hrs, Volume= 0.091 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt=0.01 hrs/4 Peak Elev=40.21' @ 12.62 hrs Surf.Area= 1,563 sf Storage=2,665 cf Plug-Flow detention time= 88.9 min calculated for 0.091 of(100% of inflow) Center-of-Mass det. time= 88.9 min ( 836.3-747.4 ) # Invert Avail.Storage Storage Description 1 37.00' 5,042 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq=ft) (cubic-feet) (cubic-feet) 37.00 207 0 0 38.00 517 362 362 39.00 962 740 1,102 40.00 1,445 1,204 2,305 41.00 2,014 1,730 4,035 41.50 2,014 1,007 5,042 # Routing Invert Outlet Devices _ 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 40.25' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.36 cfs @ 12.62 hrs HW=40.21' (Free Discharge) t-1=Exfiltration (Exfltration Controls 0.36 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=37.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type H/24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 53 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 2P: BIORETENTION #2 • Hydrograph • ®Inflow a y M Outflow ®' Discarded tnflow Area-1:5f1 a Primary Peak E�ev=4021' 2 t ora je=2,665 d : w LL 1 , 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 54 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 3P: BIORETENTION #3 Inflow Area = 0.357 ac, Inflow Depth = 2.82" for 10-YR BARN event Inflow . = 1.21 cfs @ 12.07 hrs, Volume= 0.084 of Outflow = 1.18 cfs @ 12.09 hrs, Volume= 0.084 af, Atten=2%, Lag= 0.9 min Discarded = 0.13 cfs @ 12.09 hrs, Volume= 0.062 of .Primary = 1.05 cfs @ 12.09 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=46.62' @ 12.09 hrs Surf.Area= 577 sf Storage= 627 cf Plug-Flow detention time=43.6 min calculated for 0.084 of(100% of inflow) Center-of-Mass det. time=43.7 min ( 853.0- 809.3 ) # Invert Avail.Storage Storage Description 1 44.00' 1,227 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 159 80 80 . 46.00 345 252 332 46.50 528 218 550 47.00 727 314 864 47.50 727 364 1,227 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 46.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.13 cfs @ 12.09 hrs HW=46.62' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=1.04 cfs @ 12.09 hrs HW=46.62' (Free Discharge) t--2=Broad-Crested Rectangular Weir (Weir Controls 1.04 cfs @ 0.9 fps) 2005-103-POST Type 11124-hr 90-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 55 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 3P: BIORETENTION #3 Hydrograph IS Inflow IN Outflow ;Inflow Area='O.357 ac ®DiscardedPrimary v=4 - Peak;E1� 6,.- storage=G27 d 1 w 0 LL f t) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 109 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 7A-R: Tt thru DA7 • Inflow Area = 1.561 ac, Inflow Depth = 0.80" for 100-YR BARN event Inflow = 4.33 cfs @ 12.18 hrs, Volume= 0.104 of Outflow = 4.33 cfs @ 12.18 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/3 Max. Velocity= 5.1 fps, Min. Travel Time= 0.0 min Avg. Velocity= 3.2 fps, Avg. Travel Time=0.1 min Peak Depth=0.18'@ 12.18 hrs Capacity at bank full= 149.40 cfs Inlet Invert=41.33', Outlet Invert=38.00' 0.00' x 0.67' deep channel, n= 0.030 Length= 12.5' Slope=0.2664 7' Side Slope Z-value=27.0 7' Reach 7A-R: Tt thru DA7 Hydrograph • a�3 ®Inflow r r r r 43 crs El Outflow �rf]ow A-r 4 Peak Dapth=G 18. - Ma-x �fel= :1. f s p 3-' _ .030 r r : -- : r r r r r r r ------------- r5 LL 2 - C-apcact� =- 9. D_-cfs r . r • r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) y 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 108 IydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 4R: Tt thru DA5 • Travel time from Drainage Area 4 through Drainage Area 5. Conservatively estimated as a "Null" reach (having no defined parameters- only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area = 0.083 ac, Inflow Depth = 0.00" for 100-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Reach 4R: Tt thru DA5 Hydrograph 1 10 Inflow a Outflow Inflow: Ar6a=0 083 ac 0 LL m, :. - '• F -.. _ • 1.62 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 J 27 28 29 30 Time (hours) • 4 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 107 • HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 3R: Tt thru DAM • Travel time from Drainage Area 3 through Drainage Area 1. Conservatively estimated as a "Null' reach (having no defined parameters - only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area = 0.357 ac, Inflow Depth = 1.83" for 100-YR BARN event Inflow = 1.81 cfs @ 12.08 hrs, Volume= 0.054 of Outflow = 1.81 cfs @ 12.08 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Reach 3R: Tt thru DA1A Hydrograph 2 [2 Inflow i,a 1s 8 Outflow Inflow' Ar' 64 357 ac 1 v 0 1 LL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) M 2005-103-POST Type 111 24-hr 100-YR BARN Rainfal1=7.10" Prepared by BAXTER NYE ENGINEERING Page 106 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-7: SUBAREA#7 • Runoff = 0.21 cfs@ 12.53 hrs, Volume= 0.042 of, De th= 0.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.620 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 100 0.0700 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 11.3 126 0.0500 0.2 Sheet Flow, L2 Grass: Dense n= 0.240 P2=3.55" 5.5 30 0.0500 0.1 Sheet Flow, L3 Grass: Bermuda n= 0.410 P2= 3.55" 25.0 256 Total Subcatchment DA-7: SUBAREA#7 Hydrograph =- ------- - - - 0.23 ' - - _ Runoff , 0.22 - ; -- -- ' - O2U1 r- =- - ----- - 0.2 = - - I - ype�1124 hr-100-YI�--BARN 0.18 ------ ---- - ------------ ------ - - - - ------------ --------- - r 0.17 ";-- --=- --- _ __- - _ _ __-- _ _ __--lRunoff_Area 0.16 " . = ---=---- -----'--- ------- - ------- 0.15 ---- - -- -- - _Runofifl�olume-0.042_afi _ 0.14 - - --- - - - i H - w 013 = - - - t - an 1 tlilOfil' -0: 0" 0 o:ii ' - - ---- -- --- IoW-Le-ngt-h=2 --- , : - = 0.1 -_ - , 0.09 ' , 0.08 - 0.07 " GN ;39-- 0.05 --- --- 0.04 _ - i _�R 0.03 " - = -- - - g 0.02 , : , y. 0.01 1 2 3 4 5 6 7 8 9 10 11 a2 13 t4 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 • Time (hours) I 2005-103-POST Type 1/124-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 105 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-613: Building Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 6.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoof(minimum Tc=5 min.) Subcatchment DA-613: Building Hydrograph - ---- -- ----------- -- --- ---- 0.75 --- ----- - - - - - 0 Runoff 0.7 " — ---- Type 4-f1r 10Q-YR-BARN 0.65 ' = - -- -- --- - - --- --- -- -- --Rain#all 7.10" 0.6 - -- - --- Rtanoff.iV4ea' :098;ae 0.55 — -- --- 0.5 'RuKoff o urge 0.05G afi o.a5 - - :Runoff Debth=>6.86" t. w : 0.4 A� 3 - ---- - -- ---- - -- -- -- -- ---- -- 'Z : : : fJ161� R�. G — 0.35 : LL fl�Fn- 0.3 ----—----------- --- ---- --- - - - -------- ------ -- --- -- ---- ------ -- 0.25 0.2 0.15 ------------- 0.1 0.05 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 2627 28 29 30 Time (hours) 2005-103-POST Type Ill 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 104 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-6A: Building • Runoff = 0.71 cfs @. 12.07 hrs, Volume= 0.056 af, Depth= 6.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoff(Minimum Tc=5 min.) Subcatchment DA-6A: Building Hydrograph ----- --- -- -- -- - - - - -- ----- -- -- - 0.75 — aT1 cfs,; - 0.7 - - -- pie (11`24 hr 10�?-YR -A.BD__ 0.65 r n . Rainfall 7:1-0 - 0.6 ' 0.55 °Runoff Area*-U.fl9 c -' --- ---- 0.5 - RunofflroCurne 0b50 of - --- ------ a 0.45 = Cii V —=-------- s unoff Depth 6.$ 3 0.4 -- -------- --- --- -Iflw Length=69_ LL 0.35 � F, , , • --=---=--- - - - - _ 0.3 0.25 i '9� 02 ---- ------- ------- 0.15 ------ -------- ------- - 0.1 :.w 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 1/124-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 103 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-5: SUBAREA#5 Runoff = 2.75 cfs @ 12.10 hrs, Volume= 0.209 af, Depth= 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs,dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area(ac) CN Description 0.370 98 Paved parking & roofs 0.100 39 >75% Grass cover, Good, HSG A 0.470 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 37 0.0200 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.3 33 0.0440 1.6 Sheet Flow, L2 Smooth surfaces n= 0.011 P2= 3.55" 0.8 120 0.0250 2.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 7.2 190 Total Subcatchment DA-5: SUBAREA#5 Hydrograph - - ----------- -- --------- 3 0 Runoff Tyne,III'24-t r 160411 BARN Rainfal1=7.10" Runoff Area9.470 a_ c T ----�------- --- - ---- ------- -- --------- -- --- --- --- -------- - ----- - 2 Runoff Volume=0.209 of „ ;Runoff Depth=5.35" 3 :Flow Leig#h=19Q' Tc=7.2 min : CV=85 : i r+ d 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 102 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 . Subcatchment DA-4: SUBAREA#4 • Runoff = 0.08 cfs @ 12.17 hrs, Volume= 0.009 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.016 98 Paved parking & roofs 0.067 32 Woods/grass comb., Good, HSG A 0.083 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 42 0.0100 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.6 20 0.0050 0.6 Sheet Flow, L2 Smooth surfaces n= 0.011 P2= 3.55" 0.4 78 0.0510 3.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 9.9 140 Total Subcatchment DA-4: SUBAREA#4 Hydrograph , - 0.09 ------- -- --- - ; Runoff 0.085 - --:.'-- ------- — s ; , , 0.08 ' Type!1T----- R , :. BA 0.075 " ----- - ar�fa�l 0.07 . • -- - o.os5 RUrrOff Ar6a OL ac - ----------- -- ---- ------- -- -------- --- ---- -------- 0.06 =-------------- -Runoff_Vnlume--D.009._af---w 0.055 - -Runoff Depth=1.28" 0.05 : FlwLe0.045 . -.-------- '--- a 0.04 - T c=Q.9 nih 0.035 • 0.03 CN=46 " 0.025 ' - - -- —---- -- --- 0.02 " r , , 0.015 _ _ 0.01 ' 0.005 0 r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 101 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-3B: SUBAREA#3B OFFSITE • Assumed minimum Tc of 5 minutes Runoff = 1.96 cfs @ 12.07 hrs, Volume= 0.138 af, Depth= 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.240 98 Paved parking &roofs 0.310 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc Subcatchment DA-313: SUBAREA#3B (OFFSITE) Hydrograph : , Q Runoff 2 t es_c�s Tyke 11124 hr 100 YR BARN R6infal1=7.10" Runoff Area=0.310 ae Runoff Volume=0.138 of , , Runoff Depth=5.S5"' , TE--5.0 ruin LL 1 CN=85 va : F ,- - 4 1.I I I I.1.1 ....................................... 0 1 2 3 4 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 100 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-3A: SUBAREA#3A • Assumed min Tc of 5 minutes Runoff = 0.02 cfs @ 12.13 hrs, Volume= 0.003 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.043 32 Woods/grass comb., Good, HSG A 0.004 98 Paved parking & roofs 0.047 38 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Subcatchment DA-3A: SUBAREA#3A Hydrograph --_... ' = _ ------ - — — — _-- -= - -- ---- 0.02 Runoff 0.018 , — - D A N- 0.017 - - inf 0.016 _ -- R a 0.015 --- = — - 0.014 ` , - Rl#n©ff Af , 0.013 = - = - - VoI iiea i :DO at v r _ Reno 0.012 -= = - �� _ _ 0.011 ' a th 0.e} , , - 0.009 ' LL , ___ ___ _ ___ , __ ___ _ __ _____ _ __ ___ __ _____ __ _ _38___ , , , 0.008 _0... ---------------- : , , T : , 0.007 r _ _ ___ __ _ 0.006 0.005 -= ------------ 0.004 - -- r` 0.003 --- - _---- --- - -- - - - -- 0.002 --- - - -- 0.001 r 0 :r :1 r: 1 2 -3.'�O 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2j 23. a4 2 •26 27 ?R 29 30 ' Time (hours) •,, ' 2005-103-POST Type 11124-hr 100-YR BARN Rainfall=Z 10" Prepared by BAXTER NYE ENGINEERING Page 99 • HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-2: SUBAREA#2 Runoff = 0.12 cfs @ 12.06 hrs, Volume= 0.010 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area a (ac) CN Description 0.009 98 Paved parking &roofs 0.080 39 >75% Grass cover, Good, HSG A 0.089 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 22 0.0800 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.3 51 0.0149 2.5 Shallow Concentrated Flow, L3 Paved Kv=20.3 fps 0.1 22 0.1700 6.2 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.7 95 Total Subcatchment DA-2: SUBAREA#2 Hydrograph i p Runoff 0 12 - tcts -- - --- - - - -- --- - - : - t 0.11 - : _ _ � �`Ypeail�24-hr '�fli(�-�iI $A�2N 0.105 -'---- ------- - - 0.1 - ------------- : = — - f�ailnfalt 7.1 0.095 = - ----- -------- ---- ---- ---- --- u : : 0.09 - - -- - - - : Runoff ea�f3 fl89;ac 0.085 ------ - - <- : , 0.08 --- --- -- -- ---- -------- -------------- i : : ^0.075 - --- - --- -- -- — N 28`• _ 0.07 ; - ---- - - --- --- --- - - ; - - - ..ti�off �eptl�-�4 0.065 ` - ' -;---- --- ------- - 0 0.06 ----- -- -------- - ----- - : , - : �iow�LEngth 95-' LL 0.055 ---- -- - C""Z T - .7Miin 0.05 - 0.045 r C N-45 a•. 0.04 ---- -- -- -- --- — 3s, - -------- ---- --------=--- --- --------- --- --g. . ,0.035 -'--- -0.03 - - 0.025 --------- ------- ---------------------- -- - 0.02 - 0.015 - --- ---- 0.01 ' 0.005 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 98 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-1 B: SUBAREA#1 B (OFFSITE) • Runoff = 0:56 cfs @ 12.13 hrs, Volume= 0.046 af, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.072 98 Paved roads w/curbs &sewers 0.140 39 >75% Grass cover, Good, HSG A 0.212 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0600 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.3 19 0.0263 1.1 Shallow Concentrated Flow, L2 Short Grass Pasture Kv= 7.0 fps 9.0 119 Total Subcatchment DA-1 B: SUBAREA#1 B (OFFSITE) y rograp 0.6 , , o : 0 Runoff 0.55 Type 11124-hr 100-1(R BARN - - -- --- ---- -- ---- - 0.5 k6infa11=7.10" -- - 0.45 " ;Runoff Area=0.212'ae -------- ---- 0.4 'Runoff Voturhe=0.046 of q 0.35 Runoff Depth= 8" g 0.3 Flow Length=1 fi9T u 0.25 - - ------- - - ------ Tc 8:0 min 0.2 -------------- =5g 0.15 ------ ------ - --- -- - --- ----- -- -- - 0.1 0.05 / - , T-p 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r 2005-103-POST Type ///24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 97 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DMA: SUBAREA#1A Runoff = 2.29 cfs @ 12.03 hrs, Volume= 0.143 af, Depth= 4.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR BARN Rainfall=7.10" Area (ac) CN Description 0.250 98 Paved parking & roofs 0.100 39 >75% Grass cover, Good, HSG A 0.350 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 0.7 100 0.0600 2.2 Sheet Flow, L1 Smooth surfaces n= 0.011 P2= 3.55" 0.8 112 0.0143 2.4 Shallow Concentrated Flow, L2 Paved Kv=20.3 fps 0.5 63 0.0200 2.1 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.0 275 Total Subcatchment DA-1A: SUBAREA#1A Hydrograph Runoff Type;III;24-t r 'I 00 YI. BARN 2 Rinfiall=fi.'I 0" Runoff Area=0..350;ac Runoff Volume=0.143 of „ ;Runoff 0epth=4.90`' 3 Flow Length=275' : ,y ___ _ ___ _ _ --._ 1 'TC�.� Vllltl N=81 91, 0 - r. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 96 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Peak EIev=41.90' Storage=432 cf Inflow=4.16 cfs 0.243 of Discarded=0.23 cfs 0.081 of Primary=3.88 cfs 0.161 of Outflow=4.11 cfs 0.243 of Pond 2P: BIORETENTION#2 Peak EIev=40.56' Storage=3,272 cf Inflow=5.68 cfs 0.235 of Discarded=0.41 cfs 0.131 of Primary=4.33 cfs 0.104 of Outflow=4.74 cfs 0.235 of Pond 3P: BIORETENTION#3 Peak EIev=46.68' Storage=660 cf Inflow=1.97 cfs 0.141 of Discarded=0.14 cfs 0.087 of Primary=1.81 cfs 0.054 of Outflow=1.94 cfs 0.141 of Pond 4P: BIORETENTION#4 Peak EIev=45.52' Storage=84 cf Inflow=0.08 cfs 0.009 of Discarded=0.03 cfs 0.009 of Primary=0.00 cfs 0.000 of Outflow=0.03 cfs 0.009 of Pond 5P: BIORETENTION AREA#5& LB FAC Peak EIev=43.31' Storage=1,430 cf Inflow=2.75 cfs 0.209 of Discarded=0.19 cfs 0.145 of Primary=2.20 cfs 0.064 of Secondary=0.00 cfs 0.000 of Outflow=2.39 cfs 0.209 of Pond 6A-P: Leach Facility#1,4-6'x4'for Buildi Peak EIev=39.19' Storage=652 cf Inflow=0.71 cfs 0.056 of Discarded=0.06 cfs 0.052 of Primary=0.42 cfs 0.008 of Outflow=0.48 cfs 0.060 of Pond 613-P: Leach facility#2,4-6'x4'for Buildi Peak EIev=39.19' Storage=652 cf Inflow=0.71 cfs 0.056 of Discarded=0.06 cfs 0.052 of Primary=0.42 cfs 0.008 of Outflow=0.48 cfs 0.060 of Total Runoff Area=2.377 ac Runoff Volume=0.711 of Average Runoff Depth =3.59" N 2005-103-POST Type 11124-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 95 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Time span=0.50-30.00 hrs, dt=0.01 hrs, 2951 points • Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-1A: SUBAREA#1A Runoff Area=0.350 ac Runoff Depth=4.90" Flow Length=275' Tc=2.0 min CN=81 Runoff=2.29 cfs 0.143 of Subcatchment DA-113: SUBAREA#1B(OFFSITE) Runoff Area=0.212 ac Runoff Depth=2.58" Flow Length=119' Tc=9.0 min CN=59 Runoff=0.56 cfs 0.046 of Subcatchment DA-2: SUBAREA#2 Runoff Area=0.089 ac Runoff Depth=1.28" Flow Length=95' Tc=2.7 min. CN=45 Runoff=0.12 cfs 0.010 of Subcatchment DA-3A: SUBAREA#3A Runoff Area=0.047 ac Runoff Depth=0.73" Tc=5.0 min CN=38 Runoff=0.02 cfs 0.003 of Subcatchment DA-36: SUBAREA#313(OFFSITE) Runoff Area=0.310 ac Runoff Depth=5.35" Tc=5.0 min CN=85 Runoff=1.96 cfs 0.138 of Subcatchment DA-4: SUBAREA#4 Runoff Area=0.083 ac Runoff Depth=1.28" Flow Length=140' Tc=9.9 min CN=45 Runoff=0.08 cfs 0.009 of Subcatchment DA-5: SUBAREA#5 Runoff Area=0.470 ac Runoff Depth=5.35" Flow Length=190' Tc=7.2 min CN=85 Runoff=2.75 cfs 0.209 of Subcatchment DA-6A: Building Runoff Area=0.098 ac Runoff Depth=6.86" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.71 cfs 0.056 of Subcatchment DA-66: Building Runoff Area=0.098 ac Runoff Depth=6.86" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.71 cfs 0.056 of Subcatchment DA-7: SUBAREA#7 Runoff Area=0.620 ac Runoff Depth=0.80" Flow Length=256' Tc=25.0 min CN=39 Runoff=0.21 cfs 0.042 of Reach 3R: Tt thru DA1A Inflow=1.81 cfs 0.054 of Outflow=1.81 cfs 0.054 of �,';Reach 4R: Tt thru DA5 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 7A-R: Tt thru DA7 Peak Depth=0.18' Max Vet=5.1 fps Inflow=4.33 cfs 0.104 of n=0.030 L=12.5' S=0.2664 T Capacity=149.40 cfs Outflow=4.33 cfs 0.104 of Reach 7B-R: Tt thru DA7 Peak Depth=0.26' Max Vet=2.8 fps Inflow=4.67 cfs 0.121 of n=0.030 L=72.0' S=0.0486 '/' Capacity=165.02 cfs Oufflow=4.50 cfs 0.121 of Reach R8: OVERALL STUDY POINT Inflow=4.59 cfs 0.162 of Oufflow=4.59 cfs 0.162 of 2005-103-POST Type H/24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 94 HydroCAD®7.00 s/n 001291_ © 1986-2003 Applied Microcomputer Systems 6/29/2006 . Pond 6B-P: Leach facility#2, 4-6'x4' for Building Hydrograph • --- - - - - _ o �cfs, � Inflow _ �{1 ` p _ 0 Outflow : Inflow /4rea=009$ Ct ®Discarded : EM Primary 0.6 i 0.55 - : peak Elev=37.79` : Storage 617 0-- 0.45 - - -- - 0.4 , 0.35 0 0.3 0.25 — ----------- ---------- - -- -- -- ------- 0.2 0.15 0.1 °°6•cis 0. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) )4s.. 2005-103-POST Type 11l 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 93 . ydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6B-P: Leach facility#2, 4-6'x4'for Building Inflow Area = 0.098 ac, Inflow Depth = 5.51" for 25-YR BARN event Inflow = 0.57 cfs @ 12.07 hrs, Volume= 0.045 of Outflow = 0.06 cfs @ 11.49 hrs, Volume= 0.045 af, Atten= 90%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.49 hrs, Volume= 0.045 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev= 37.79' @ 12.72 hrs Surf.Area=0 sf Storage=617 cf Plug-Flow detention time=65.5 min calculated for 0.045 of(100%of inflow) Center-of-Mass det. time=65.4 min ( 810.3- 744.9 ) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.49 hrs HW=34.05' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) L2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 92 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 . Pond 6A-P: Leach Facility#1, 4-6'x4' for Building • Hydrograph __.. --------------- ------- -- --- -- --- -- -- ------------ Inflow os�eis: B Outflow .0 098 ac � � ®Discarded Inflow Are1 p Primary 0.6 P aka Elev-37.79' e 0.55 " : -' i 0.5 StO;C-age 61•7 d ------ ---------------------- ---------- ------- ------- -------- ----------- --- 0.45 0.4 0.35 a 0.3 �y __ ______ ___ _______ __ _ _ ___ ______ _ _ ___ 0.25 — - --- ----- -- ------- --- -- - ---- -- ------ 0.2 : 0.15 0. +O:QSa(s. 0.1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) N 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 91 yd_r_oCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6A-P: Leach Facility#1, 4-6'x4'for Building Inflow Area = 0.098 ac, Inflow Depth = 5.51" for 25-YR BARN event Inflow = 0.57 cfs @ 12.07 hrs, Volume= 0.045 of Outflow = 0.06 cfs @ 11.49 hrs, Volume= 0.045 af, Atten= 90%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.49 hrs, Volume= 0.045 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/ 2 Peak Elev= 37.79'@ 12.72 hrs Surf.Area= 0 sf Storage=617 cf Plug-Flow detention time=65.5 min calculated for 0.045 of(100%of inflow) Center-of-Mass det. time=65.4 min ( 810.3 -744.9 ) # _ Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations M2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 .1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.49 hrs HW=34.05' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) r � . 40 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 90 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 0 Discarded OutFlow Max=0.19 cfs @ 11.49 hrs HW=36.65' (Free Discharge) • L1=Exfiltration -Leaching Basins (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=1.44 cfs @ 12.17 hrs HW=43.17' (Free Discharge) t-4=Culvert (Passes 1.44 cfs of 5.25 cfs potential flow) L2=Broad-Crested Rectangular Weir (Weir Controls 1.44 cfs @ 1.7 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=36.58' (Free Discharge) L3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6'x4' Hydrograph E9 Inflow - — - - - j Outflow lrffow 0 �53 alc ® Discarded 0 Primary Peak Elev=41.1'7' ®Secondary 2 s1�- = Storage=1,283 cf r, ------------- LL 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 89 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 5P: BIORETENTION AREA#5& LB FACILITY-5-6'x4' Inflow Area = 0.553 ac, Inflow Depth = 3.46" for 25-YR BARN event Inflow = 2.11 cfs @ 12.10 hrs, Volume= 0.159 of Outflow , = 1.63 cfs @ 12.17 hrs, Volume= 0.159 af, Atten= 23%, Lag=4.3 min Discarded = 0.19 cfs @ 11.49 hrs, Volume= 0.123 of Primary = 1.44 cfs @ 12.17 hrs, Volume= 0.036 of Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=43.17' @ 12.17 hrs Surf.Area= 770 sf Storage= 1,283 cf Plug-Flow detention time= 32.1 min calculated for 0.159 of(100% of inflow) Center-of-Mass det. time= 32.0 min (835.3 - 803.3 ) # Invert Avail.Storage Storage Description 1 41.50' 2,520 cf Custom Stage Data-Bio Ret Area(Pyramidal) Listed below 2 36.58' 815 cf Custom Stage Data-Leaching Basins Listed below 3,335 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 41.50 0 0 0 0 42.00 108 18 18 108 43.00 600 321 339 605 43.13 673 83 422 680 43.50 1,500 392 813 1,508 43.73 4,000 609 1,423 4,008 44.00 4,125 1,097 2,520 4,151 Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 36.58 0 0 40.58 815 815 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.19 cfs Exfiltration -Leaching Basins at all elevations 2 Device 4 42.75' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.49 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 3 Secondary 43.65' 160.0 deg Sharp-Crested Vee/Trap Weir C=2.47 '4 Primary 39.58' 12.0" .x 137.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 38.00' S= 0.0115 '/' n= 0.011 Cc= 0.900 2005-103-POST Type I//24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 88 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 4P: BIORETENTION #4 • Hydrograph - - ---- ----- ---- ------ - ®Inflow : ou3e 0 Outflow -- - n p 1 ; flo Aria=OA8 �1G ®Discarded 0.036 Primary 0.034 Peak EI�v�= 5.I�' 0.032 ` 0.03 _ ora�e��- c 0.028 0.026 0.024 0.022 0.02 : 3 0.018 - - 0.016 r- -crsM ` LL 0.014 0.012 0.01 0.008 0.006 0.004 0.0 0 1 2 3 4 5 6 7 86 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) fi p 2005-103-POST Type///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 87 • HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 4P: BIORETENTION #4 Inflow Area = 0.083 ac, Inflow Depth = 0.70" for 25-YR BARN event Inflow = 0.03 cfs @ 12.20 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 12.66 hrs, Volume= 0.005 af, Atten= 57%, Lag= 27.6 min Discarded = 0.01 cfs @ 12.66 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Peak Elev=45.10' @ 12.66 hrs .Surf.Area=60 sf Storage= 35 cf Plug-Flow detention time= 36.8 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time=36.8 min ( 963.6-V26.8 ) # Invert Avail.Storage Storage Description 1 44.00' 471 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 45 23 23 46.00 195 120 143 47.00 462 329 471 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiiltration over entire Surface area 2 Primary 47.00' 10.0'long x 3.%breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.66 hrs HW=45.10' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=44.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) r 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 86 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 3P: BIORETENTION #3 • Hydrograph �Inflow a 51 crs' ! Outflow Infl:owrea=0.357 ac ®Discarded 0 Primary Peak Elev-=4664" - 135 cf5s, : .-. c-- i- _� _ -__ _ - ' - - ---- - -- -- '4 -' --- --' _��orage=G40 icf O LL w w : : 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ,5 16 ,7 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours). ae ;a 2005-103-POST Type Ill 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 85 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 3P: BIORETENTION #3 Inflow Area = 0.357 ac, Inflow Depth = 3.58" for 25-YR BARN event Inflow = 1.51 cfs @ 12.07 hrs, Volume= 0.106 of Outflow = 1.48 cfs @ 12.09 hrs, Volume= 0.106 af, Atten=2%, Lag= 0.8 min Discarded = 0.14 cfs @ 12.09 hrs, Volume= 0.072 of Primary = 1.35 cfs @ 12.09 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=46.64' @ 12.09 hrs Surf.Area=585 sf Storage= 640 cf Plug-Flow detention time=41.0 min calculated for 0.106 of(100% of inflow) Center-of-Mass det. time=41.1 min ( 844.5- 803.4 ) # Invert Avail.Storage Storage Description 1 44.00' 1,227 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 159 80 80 46.00 345 252 332 46.50 528 218 550 47.00 727 314 864 47.50 727 364 1,227 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 46.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.14 cfs @ 12.09 hrs HW=46.64' (Free Discharge) L1=Exfiitration (Exfiltration Controls 0.14 cfs) -: PrimaryOutFlow Max=1.34 cfs @ 12.09 hrs HW=46.64' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 1.34 cfs @ 0.9 fps) 2005-103-POST Type 1/124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 84 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 . Pond 2P: BIORETENTION #2 • Hydrograph 2 Inflow 3sacts- 0 Outflow 4 inow /area=,1.561 ac ®Discarded p Primary - Peak le =40 4T torage=3,029 tf 3 -------------- 0 2 kG9a LL Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 36 Time (hours) • ~bfY�i 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 83 • HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 2P: BIORETENTION #2 Inflow Area = 1.561 ac, Inflow Depth = 1.11" for 25-YR BARN event Inflow = 3.64 cfs @ 12.13 hrs, Volume= 0.145 of Outflow = 2.08 cfs @ 12.31 hrs, Volume= 0.144 af, Atten=43%, Lag= 10.8 min Discarded = 0.39 cfs @ 12.31 hrs, Volume= 0.108 of Primary = 1.69 cfs @ 12.31 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/4 Peak Elev=40.42' @ 12.31 hrs Surf.Area= 1,683 sf Storage= 3,029 cf Plug-Flow detention time= 70.0 min calculated for 0.144 of(100% of inflow) Center-of-Mass det.time= 69.9 min ( 818.4-748.5 ) # Invert Avail.Storage Storage Description 1 37.00' 5,042 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 37.00 207 0 0 38.00 517 362 362 39.00 962 740 1,102 40.00 1,445 1,204 2,305 41.00 2,014 1,730 4,035 41.50 2,014 1,007 5,042 # Routing Invert Outlet Devices _ 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 40.25' 10.0'long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.39 cfs @ 12.31 hrs HW=40.42' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=1.69 cfs @ 12.31 hrs HW=40.42' (Free Discharge) . t-2=Broad-Crested Rectangular Weir (Weir Controls 1.69 cfs @ 1.0 fps) 2005-103-POST Type N 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING • 82 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems Page 6/29/200606 Pond 1 P: BIORETENTION AREA#1 • Hydrograph ----=---�---=----- : : ' Inflow s ;'�fl� - _ �Outflow Ow;Ar6a=0.919 ac ®°Is�ar�ed 0 Primary 3 Peak Elev=41.83' • ---.--$t" ge ; 378 ora c 2 o ------------- : m : 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24f25 26 27 28 29 30 Time (hours) 'r 2005-103-POST Prepared by BAXTER NYE ENGINEERING Type 111 24-hr 25-YR BARN Rainfall=5.75"H droCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 81 06 6/Page Page 81 • Pond 1 P: BIORETENTION AREA#1 Inflow Area = 0.919 ac, Inflow Depth = 2.22" for 25-YR BARN event Inflow = 3.06 cfs @ 12.06 hrs, Volume= 0.170 of Outflow = 3.00 cfs @ 12.07 hrs, Volume= 0.170 af, Atten= 2%, Lag= 1.0 min Discarded = 0.20 cfs @ 12.07 hrs, Volume= 0.067 of Primary = 2.80 cfs @ 12.07 hrs, Volume= 0.103 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=41.83' @ 12.07 hrs Surf.Area=863 sf Storage= 378 cf Plug-Flow detention time=8.9 min calculated for 0.170 of(100% of inflow) Center-of-Mass det. time=8.9 min (813.8-804.8 ) # Invert Avail.Stora a Storage Description 1 40.50' 508 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum-Store (feet) (sq-ft) (cubic-feet) (cubic feet) 40.50 0 0 0 41.00 85 21 21 41.25 229 39 61 41.50 363 74 135 42.00 1,132 374 508 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 41.30' 160.0 deg Sharp-Crested Vee/Trap Weir C= 2.47 Discarded OutFlow Max=0.20 cfs @ 12.07 hrs HW=41.82' (Free Discharge) t-1=Exfiltration (Exfiiltration Controls 0.20 cfs) Primary OutFlow Max=2.80 cfs @ 12.07 hrs HW=41.82' (Free Discharge) t-2=Sharp-Crested Vee/Trap Weir (Weir Controls 2.80 cfs @ 1.8 fps) 2005-103-POST Type/1/24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 80 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach R8: OVERALL STUDY POINT • NULL REACH - OVERALL STUDY POINT Inflow Area = 2.377 ac, Inflow Depth = 0.28" for 25-YR BARN event Inflow = 1.70 cfs @ 12.33 hrs, Volume= 0.056 of Outflow = 1.70 cfs @ 12.33 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Reach R8: OVERALL STUDY POINT Hydrograph ��7,ocfs El Inflow EI Outflow - InfIOW!'Area c w -- --- - 0 LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25126 27 28 29 30 Time (hours) � yF a 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 79 iHy lroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 7B-R: Tt thru DA7 • Inflow Area = 1.757 ac Inflow D - "Depth - 0.25 for 25-YR BARN event Inflow = 1.69 cfs @ 12.31 hrs, Volume= 0.036 of Outflow = 1.68 cfs @ 12.33 hrs, Volume= 0.036 af, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Max. Velocity= 2.2 fps, Min. Travel Time= 0.5 min Avg. Velocity= 1.2 fps, Avg. Travel Time= 1.0 min Peak Depth= 0.18' @ 12.32 hrs Capacity at bank full= 165.02 cfs Inlet Invert= 38.00', Outlet Invert=34.50' 0.00' x 1.00' deep channel, n= 0.030 Length= 72.0' Slope= 0.0486 7' Side Slope Z-value=24.0'/' Reach 7B-R: Tt thru DA7 Hydrograph {, ets B Inflow a Outflow Inflow:Area=1757 ad Beak Qepth=0.10, Max��fel=2.�2�fps - = _ n=_ w 0.034 0 - =72 OR ISI=0.0486 ! Ca: acit =`165.02 cfs 4 A , '•'; .-. _ 1 2 3 4 5 6 7 A 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 78 H droCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems v 6/29/2006 Reach 7A-R: Tt thru DA7 • Inflow Area = 1.561 ac Inflow Depth = 0.28" for 25-Y p R BARN event Inflow = - 1.69 cfs @ 12.31 hrs, Volume- 0.036 of Outflow = 1.69 cfs @ 12.31 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/3 Max. Velocity= 4.0 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.9 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.12' @ 12.31 hrs Capacity at bank full= 149.40 cfs Inlet Invert=41.33', Outlet Invert= 38.00' 0.00' x 0.67' deep channel, n= 0.030 Length= 12.5' Slope= 0.2664 T Side Slope Z-value=27.0'/' Reach 7A-R: Tt thru DA7 Hydrograph ®Inflow tG9ds;. - i ®Outflow .56 ac Inflow Area=1 1 Peak depth=0.12 Max Vel=4.'0 fps v rv-0:03f 1 3 L=12 5' 0 " S=0.2664 '/' Cs Tacit -140.40`cfs y- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18. 19 20 21 22 23, 24 25 26 27 28 29 30 ' Time' (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 77 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 4R: Tt thru DA5 • Travel time from Drainage Area 4 through Drainage Area 5. Conservatively estimated as a "Null' reach (having no defined parameters -only allows connection of upstream drainage areas for modeling purposes)and will have no attenuation affect on the runoff. Inflow Area = 0.083 ac, Inflow Depth = 0.00" for 25-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Reach 4R: Tt thru DA5 Hydrograph 1 El Inflow 's 9 Outflow InfloW Area=0 083 ac U. o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) J .± 2005-103-POST Type 111 24-fir 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 76 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 3R: Tt thru DA1A • Travel time from Drainage Area 3 through Drainage Area 1. Conservatively estimated as a "Null' reach (having no defined parameters -only allows connection of upstream drainage areas for modeling purposes)and will have no attenuation affect on the runoff. Inflow Area = 0.357 ac, Inflow Depth = 1.14" for 25-YR BARN event Inflow 1.35 cfs @ 12.09 hrs, Volume= 0.034 of Outflow = 1.35 cfs @ 12.09 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Reach 3R: Tt thru DA1A Hydrograph ®Inflow 19 Outflow Inflow: Area= 357 ac - -- - ------------- w V 3 LL 0 fqik fit 14r i. _a... -.'.:. .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 .Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 75 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-7: SUBAREA#7 Runoff = 0.06 cfs @ 12.64 hrs, Volume= 0.019 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.620 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 100 0.0700 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 11.3 126 0.0500 0.2 Sheet Flow, L2 Grass: Dense n= 0.240 P2= 3.55" 5.5 30 0.0500 0.1 Sheet Flow, L3 Grass: Bermuda n= 0.410 P2=3.55" 25.0 256 Total Subcatchment DA-7: SUBAREA#7 Hydrograph — - — - — ------------- -------- — 0.07 : ---• ------------ --- ---- Hoff Ru 0.065 4 o.os T! tl�24-ter�5r1Ft�-BAI N--- : 0.055 kainfalf-5 J , 0.05 ; -Runoff-aria-;�i6Z0�ac r 0.045 C : : r Runoff Volu i ; me 0., 01 g of w 0.04 Q : O : RunoffDep�tN0.�___ ____ 3 0.035 — � : o - . — : , LL - , , : 0.03 , ow et>�g�h.:.2-5 0.025 0.02 L 0.015 r , 0.01 r - - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25(26 27 28 29 30 Time (hours) 2005-103-POST Type W 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 74 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-613: Building Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.045 af, Depth= 5.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoof(minimum Tc=5 min.) Subcatchment DA-613: Building Hydrograph -- - - ---- --- ---------- ---- ---- -- --- �Runoff 0.6 b.s crr - 0.55 Type 11r 24 hr.25=YID BARN- 0.5 - , Rat.nfaTP*.7,5 , - -- ----- ---- -- - - - 0.45 - Runoff Area=O Og$ aC 0.4 - Runoff Volume=O:04a of --= --- --- ---- - 0.35 Runoff Depffi=5: f'' --=--- -->-- - : o _ LL . : W : r i : ow , end , 0.25 in - --- - 02 �N9 - . 0.15 : : : : --- - - - - 0.05 0 f 1 2 3 4 5 6 7 8 9 10 11 12 13+ 14•y6 16 17 18 19 20 21 22 23 24 25 26 "27 28+29 30 A Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 73 HydroCADO 7.00 s/n 001291 01986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-6A: Building Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.045 af, Depth= 5.51" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.098 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoff(Minimum Tc=5 min.) Subcatchment DA-6A: Building Hydrograph = = -- = 0.6 Runoff szdsl - ----- 0.55 - Type eft:24-hr 2 =1 R BAR1V --- - - 0.5 -- - --Ra nfa = . N TI 5 T5" ------------- --------- Min -: ------ ---- -------- --- -------- -------- -------- --- ---o- fAre- aD 0=094-$= --- --- --- _ -- --- 0.45 -- - 0.4 RunofVolume Rul( Dep0.35 th0 0.3 low engfr -- : A 0.2 _ }TG : -- -- --- ------------ - - -- - - -- 0.15 ' - t-- _: 0.1 -- - - - -- 0.05 1 2 3 4 5 6, 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) `P s., N 2005-103-POST Type 11124-hr 25-YR BARN Rainta&5.75" Prepared by BAXTER NYE ENGINEERING Page 72 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-5: SUBAREA#5 Runoff = 2.11 cfs @ 12.10 hrs, Volume= 0.159 af, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.370 98 Paved parking &roofs 0.100 39 >75% Grass cover, Good, HSG A 0.470 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 37 0.0200 0.1 Sheet Flow, L1 Grass: Dense n=0.240 P2=3.55" 0.3 33 0.0440 1.6 Sheet Flow, L2 Smooth surfaces n= 0.011 P2= 3.55" 0.8 120 0.0250 2.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 7.2 190 Total Subcatchment DA-5: SUBAREA#5 49 Hydrograph ®Runoff : ---=------------------- ----- --- ------ ----- -- 2 hype tll 2 -fi1r'25=Yid $ARN Rainfall=5.75" Runoff Area=0474 ad RuhWN61ume=0.159 of w _ r, : R -.uno ffD: e 'th: 4.�7 : p 3 : : .r low-Le69th-190' l'c=7:2 min CND=85 Qr' 1 N 2 3 4 5 fi 7 „ 8 9 10 11 12 13 14 15 16 17 18 119 20 21 22 23 24 25 26,27 28.291 30 Time (hours) 2005-103-POST Type Ill 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 71 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-4: SUBAREA#4 Runoff = 0.03 cfs @ 12.20 hrs, Volume= 0.005 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.016 98 Paved parking & roofs 0.067 32 Woods/grass comb., Good, HSG A 0.083 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) 8.9 42 0.0100 0.1 Sheet Flow, 1-1 Grass: Dense n= 0.240 P2=3.55" .0.6 . 20 0.0050 0.6 Sheet Flow, L2 Smooth surfaces n= 0.011 P2= 3.55" 0.4 78 0.0510 3.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 9.9 140 Total Subcatchment DA-4: SUBAREA#4 Hydrograph , -- - ----- -- --- -------- 0.036 0.034 : 0.032 T ' -- - ype_11L2�-br.25-XR_BARN 0.03 " : ----- — 0.028 T. : : : 0.026 ' , : r Runoff Area 00$3ac 0.024 ' : : - -------- - ------ -- Ru�Off — 0.022 : V�I�me�0.fl051 a� y - : : v __--- --- -- RunoffD±eptTi_ -0.7;'0" - 3 0.018 - rt� Flov� �ergth 14 LL 0.016 " - : 0.014 — --- : TO'---J.9 min 0.012 " ti ' - - - -- — _ - CN 453 0.01 " - -------- : 0.008 - -- ---- 0.00s - --- --- -- z o.00a ---- - 0.002 f- 0 t ;' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) N 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 70 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-313: SUBAREA#3B (OFFSITE) • Assumed minimum Tc of 5 minutes Runoff = 1.51 cfs @ 12.07 hrs, Volume= 0.105 af, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.240 98 Paved parking & roofs 0.310 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc Subcatchment DA-313: SUBAREA#3113 (OFFSITE) Hydrograph Runoff Type`III 24 hr:25-YR BARN Rainfall=5.75" Runoff Area=0310'ac -- -- -.-- -- -- -- F�u�of#�V-rDlurhe;-ara(15 a# w ' Runoff: Depth=4.07"' Tc=5.0 min CN=85 s,. .. , o 1 2 3 . 4 5 6 7y 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) N 2005-103-POST Type Ill 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 69 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-3A: SUBAREA#3A • Assumed min Tc of 5 minutes Runoff = 0.00 cfs @ 12.38 hrs, Volume= 0.001 af, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.043 32 Woods/grass comb., Good, HSG A 0.004 98 Paved parking & roofs 0.047 38 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Subcatchment DA-3A: SUBAREA#3A .Hydrograph 0.006- --- . - -- _ - Runoff 0.005 i �ooas - . 25 YR BARN 0.004 Rai:fa11=5.75" --- - ------------- ------- -- - -------- 0.004 Runoff Area=0s047ac 0.003 Runoff Volume=0.001 of 0.003 uno t Deptr =0Ma o v. 0.002 : 0.002 0.001 0.001 -------- -------------- -----; - -= - - r � - -- - 0.000 o . .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22.23 24 25 26 27 28 29 30 Time (hours) �a 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 68 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-2: SUBAREA#2 Runoff 0.05 cfs @ 12.08 hrs, Volume- 0.005 af,, De pth= 0.70 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.009 98 Paved parking & roofs 0.080 39 >75% Grass cover, Good, HSG A 0.089 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 22 0.0800 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.3 51 0.0149 2.5 Shallow Concentrated Flow, L3 Paved Kv=20.3 fps 0.1 22 0.1700 6.2 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.7 95 Total Subcatchment DA-2: SUBAREA#2 Hydrograph - — - — 0.05 0 Runoff t , 0.048 - - r- 0.046 - — — : T�[pe �tl'2�'-ter 25�R BARN- �tinf�l� 0.038 ' ------- - --- ------ - ---- - , , 8R'1.a6_ 0.032 — v , Ru©Off�oTum+e:-��QDS a� 0.03 ------------- - -- - — = _ N - , -- -- �uCloif Q�pti1 0.026 - - --- 0.024 ' --- -�F7avv- Leis jfh-g�'- Z 0.022 ------------- , 0.02 - , 0.016 " 0.014 ----- --- ---- ------- --------- -- -- -- — ' 0.012 - -- -- — 0.008 - -- 0.006 --- 0.004 r r •' 0,002 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) N 2005-103-POST Type I//24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 67 HydroCADO 7.00 s/n 001291 01986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-1 B: SUBAREA#1 B OFFSITE Runoff = 0.35 cfs @ 12.14 hrs, Volume= 0.030 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.072 98 Paved roads w/curbs&sewers 0.140 39 >75% Grass cover, Good, HSG A 0.212 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0600 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.3 19 0.0263 1.1 Shallow Concentrated Flow, L2 Short Grass Pasture Kv= 7.0 fps 9.0 119 Total Subcatchment DA 1 B: SUBAREA#1 B (OFFSITE) Hydrograph ' -- ---- - - -------- -- --- 0.38 — = - - -- --- -- ---- : : t. ®Runoff oa5 0.36 - ------ - 0.34 ---=-------- - = �- �.T�pe�III_2�-h r 2� � B N-- JV alnfatl=530.3 --- -- - --- = ----- ' i : 0.28 -- --- - - : r ;- {. Runoff Area `0 21-21ac 0.2s 0.24 rne; O.Q30I of ---=----" : : Runoff`Volu 0.22 -0.2 — 0 0,$ Flow Lengti119 J----: ------- - - --- - -- 0.16 --- ---- --- - -- -c-J.a min.. 0.14 ----- -- - 0.12 - N- -- r . : ,3 r 01 - ------- --- ---- -- ---- ---- -- /sC i 1 0.04 , .... - ---- 0.02 ` 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 25-YR BARN Rainf611=5.75" Prepared by BAXTER NYE ENGINEERING Page 66 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-1A: SUBAREA#1A • Runoff = 1.73 cfs @ 12.03 hrs, Volume= 0.107 af, Depth= 3.66" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt=0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.250 98 Paved parking & roofs 0.100 39 >75% Grass cover, Good, HSG A 0.350 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 100 0.0600 2.2 Sheet Flow, L1 Smooth surfaces n=0.011 P2= 3.55" 0.8 112 0.0143 2.4 Shallow Concentrated Flow, L2 Paved Kv= 20.3 fps 0.5 63 0.0200 2.1 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.0 275 Total Subcatchment DA-1A: SUBAREA#1A Hydrograph p Runoff Typel0 24-hr,25-YR BARN Ra nfall=5.75" Runoff Area=0 350'!ac : Run6ffVo1ume=0.107 of - Ru'noff-Deptt -3.66" - ' Flow Length=2;75' LL min 'C; 81 t 0 4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type I//24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 65 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 •Pond 1 P: BIORETENTION AREA#1 Peak Elev=41.83' Storage=378 cf Inflow=3.06 cfs 0.170 of • Discarded=0.20 cfs 0.067 of Primary=2.80 cfs 0.103 of Outflow=3.00 cfs 0.170 of Pond 2P: BIORETENTION#2 Peak EIev=40.42' Storage=3,029 cf Inflow=3.64 cfs 0.145 of Discarded=0.39 cfs 0.108 of Primary=1.69 cfs 0.036 of Outflow=2.08 cfs 0.144 of Pond 3P: BIORETENTION#3 Peak Elev=46.64' Storage=640 cf Inflow=1.51 cfs 0.106 of Discarded=0.14 cfs 0.072 of Primary=1.35 cfs 0.034 of Outflow=1.48,cfs 0.106 of Pond 4P: BIORETENTION#4 Peak EIev=45.10' Storage=35 cf Inflow=0.03 cfs 0.005 of Discarded=0.01 cfs 0.005 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.005 of Pond 5P: BIORETENTION AREA#5&LB FAC Peak EIev=43.17' Storage=1,283 cf Inflow=2.11 cfs 0.159 of Discarded=0.19 cfs 0.123 of Primary=1.44 cfs 0.036 of Secondary=0.00 cfs 0.000 of Outflow=1.63 cfs 0.159 of Pond 6A-P: Leach Facility#1, 4-6'x4'for Buildi Peak EIev=37.79' Storage=617 cf Inflow=0.57 cfs 0.045 of Discarded=0.06 cfs 0.045 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.045 of Pond 613-P: Leach facility#2,4•-6'x4'for Buildi Peak EIev=37.79' Storage=617 cf Inflow=0.57 cfs 0.045 of Discarded=0.06 cfs 0.045 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.045 of Total Runoff Area=2.377 ac Runoff Volume=0.522 of Average Runoff Depth=2.63" 40 A 1r :'x . 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 64 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Time span=0.50-30.00 hrs,dt=0.01 hrs, 2951 points • Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA 1A: SUBAREA#1A Runoff Area=0.350 ac Runoff Depth=3.66" Flow Length=275' Tc=2.0 min CN=81 Runoff=1.73 cfs 0.107 of Subcatchment DA 1 B: SUBAREA#1 B (OFFSITE) Runoff Area=0.212 ac Runoff Depth=1.68" Flow Length=119' Tc=9.0 min CN=59 Runoff=0.35 cfs 0.030 of Subcatchment DA 2: SUBAREA#2 Runoff Area=0.089 ac Runoff Depth=0.70" Flow Length=95' Tc=2.7 min CN=45 Runoff=0.05 cfs 0.005 of Subcatchment DA 3A: SUBAREA#3A Runoff Area=0.047 ac Runoff Depth=0.33" Tc=5.0 min CN=38 Runoff=0.00 cfs 0.001 of Subcatchment DA-313: SUBAREA#3B (OFFSITE) Runoff Area=0.310 ac Runoff Depth=4.07" Tc=5.0 min CN=85 Runoff=1.51 cfs 0.105 of Subcatchment DA-4: SUBAREA#4 Runoff Area=0.083 ac Runoff Depth=0.70" Flow Length=140' Tc=9.9 min CN=45 Runoff=0.03 cfs 0.005 of Subcatchment DA-5: SUBAREA#5 Runoff Area=0.470 ac Runoff Depth=4.07" Flow Length=190' Tc=7.2 min CN=85 Runoff=2.11 cfs 0.159 of Subcatchment DA 6A: Building Runoff Area=0.098 ac Runoff Depth=5.51" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.57 cfs 0.045 of Subcatchment DA-6B: Building Runoff Area=0.098 ac Runoff Depth=5.51" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.57-cfs 0.045 of Subcatchment DA-7: SUBAREA#7 Runoff Area=0.620 ac Runoff Depth=0.38" Flow Length=256' Tc=25.0 min CN=39 Runoff=0.06 cfs 0.019 of Reach 3R: Tt thru DA1A Inflow=1.35 cfs 0.034 of Outflow=1.35 cfs 0.034 of Reach 4R:Tt thru DA5 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 7A R: Ttthru DA7 Peak Depth=0.12' Max Vet=4.0 fps Inflow=1.69 cfs 0.036 of n=0.030 L=12.5' S=0.2664 '/' Capacity=149.40 cfs Outflow=1.69 cfs 0.036 of Reach 7B-R: Tt thru DA7 Peak Depth=0.18' Max Vet=2.2 fps Inflow=1.69 cfs 0.036 of n=0.030 L=72.0' S=0.0486 '/' Capacity=165.02 cfs Outflow=1.68 cfs 0.036 of Reach R8: OVERALL STUDY POINT Inflow=1.70 cfs 0.056 of M Outflow=1.70 cfs 0.056 of 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 63 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6B-P: Leach facility#2, 4�6'x4'for Building • Hydro graph - ------- - ------- -------- Inflow " oa 01 Outflow — - n n --- A C1=Vio ac ®Discarded Fnf�ow 111r. Primary ----------------- 0.5 --- -- P air EieV7 :96' -- -Stdrage 48� ; f 0.4 - - N __ _ _ ___ _ ___ ________ __ _______ _ _ _ __ _ _ ___ ____ 3 - -- - — - -- - --- - 0 0.25 LL 0.2 i 0.15 ' 0.1 i3Sass- 0.05 0 1 2 3 4 5 6 7 8 9 1'0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) N 2005-103-POST Type ill 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 62 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6B-P: Leach facility#2, 4-6'x4' for Building Inflow Area = 0.098 ac, Inflow Depth = 4.61" for 10-YR BARN event Inflow = 0.48 cfs @ 12.07 hrs, Volume= 0.038 of Outflow = 0.06 cfs @ 11.60 hrs, Volume= 0.038 af, Atten= 88%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.60 hrs, Volume= 0.038 of Primary 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span- 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=36.96' @ 12.59 hrs Surf.Area= 0 sf Storage=483 cf Plug-Flow detention time=48.3 min calculated for 0.038 of(100% of inflow) Center-of-Mass det. time=48.3 min ( 795.9- 747.6 ) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.60 hrs HW=34.05' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 61 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6A P: Leach Facility#1, 4-6'x4' for Building • Hydrograph - ®Inflow ®Outflow - InfiloVl��4-re-a�V:V�� i ®Discarded p Primary 0.5 - - -- - : : : �Peak E1ev�= 0.45 - C tarage 483cf 0 025 ' = -- --- -- --- -- ---- -- -- -- -- ---- -- LL 0.2 0.15 — cSslss: 0.1 0 65,cTs:' 0.05 0 „- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ;4 4' I 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 60 HydroCADO 7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6A-P: Leach Facility#1 4-6 x4 for Building Inflow Area= 0.098 ac, Inflow Depth = 4.61" for 10-YR BARN event Inflow = 0.48 cfs @ 12.07 hrs, Volume= 0.038 of Outflow = 0.06 cfs @ 11.60 hrs, Volume= 0.038 af, Atten= 88%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.60 hrs, Volume= 0.038 of Primary = 0.00 cfs @. 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=36.96' @ 12.59 hrs Surf.Area= 0 sf Storage=483 cf Plug-Flow detention time=48.3 min calculated for 0.038 of(100% of inflow) Center-of-Mass det. time=48.3 min ( 795.9-747.6 ) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store feet cubic-feet cubic-feet 34.00 . 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 ( 9 ) 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.60 hrs HW=34.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) t-2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) a . M 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 59 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • • Discarded OutFlow Max=0.19 cfs @ 11.63 hrs HW=36.66' (Free Discharge) t-1=Exfltration - Leaching Basins (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.84 cfs @ 12.22 hrs HW=43.05' (Free Discharge) t-4=Culvert (Passes 0.84 cfs of 5.14 cfs potential flow) t-2=13road-Crested Rectangular Weir (Weir Controls 0.84 cfs @ 1.4 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=36.58' (Free Discharge) t-3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6'x4' Hydrograph ®Inflow Batts i ®Outflow `Ir�f1OW-*Ar6A4 553 ac ®Discard ed ED Primary Peak E1ev=43.05' ®Secondary Storage=1,185f --- - - -- - ----- - Nv 1 joa5clsr: 0 �Q D 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) • t 2005-103-POST Type 111 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 58 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6'x4' • Inflow Area = 0.553 ac, Inflow Depth = 2.74" for 10-YR BARN event Inflow = 1.69 cfs @ 12.10 hrs, Volume= 0.126 of Outflow = 1.04 cfs @ 12.22 hrs, Volume= 0.126 af, Atten= 39%, Lag=7.0 min Discarded = 0.19 cfs @ 11.63 hrs, Volume= 0.107 of Primary = 0.85 cfs @ 12.22 hrs, Volume= 0.020 of Secondary= 0.00 cfs @ 0.50 hrs, Volume 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=43.05' @ 12.22 hrs Surf.Area= 628 sf Storage= 1,185 cf Plug-Flow detention time= 33.8 min calculated for 0.126 of(100% of inflow) Center-of-Mass det. time= 33.7 min (843.6- 809.8 ) # Invert Avail.Storage Storage Description 1 41.50' 2,520 cf Custom Stage Data-Bio Ret Area (Pyramidal) Listed below 2 36.58' 815 cf Custom Stage Data-Leaching Basins Listed below 3,335 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 41.50 0 0 0 0 42.00 108 18 18 108 43.00 600 321 339 605 43.13 673 83 422 680 43.50 1,500 392 813 1,508 43.73 4,000 609 1,423 4,008 44.00 4,125 1,097 2,520 4,151 Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 36.58 0 0 40.58 815 815 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.19 cfs F_xl'iltration -Leaching Basins at all elevations 2 Device 4 4Z15'_. 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 • ' 3.00 3.50 Coef. En lish 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2a� . .07 ( 9 ) , - 3.20 3.32 3 Secondary 43.65' 160.0 deg Sharp-Crested Vee/Trap Weir C= 2.47 4 Primary 39.58' 12.0" x 137.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 38.00' S= 0.0115 '/' n= 0.011 Cc= 0.900 N 2005-103-POST Type Ill 24-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 57 HydroCAD®7 00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 4P: BIORETENTION #4 Hydrograph -=------>-- - -- -- - - ----- ------------- --- ----- --- --- ®Inflow Outflow : - - 0.015 -A Area- 3 ac ®°` c 'de Primary 0.014 - : : �eak�€16044.s3' 0.013 ----: ---: -- -- - -- - -- - - - � o0 ralec 0.012 . --- - -------- 0.011 — - -- -- --- 0.01 : : 0.009 - : w �o_ox as 0.008 : 0 0.007 --- ------ - -- ---- U. 0.006 : 0.004 0.003 0.002 0 .1 2 3 4 5 "6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 2425 2627 28 29+30 Time (hours) i^t � n 2005-103-POST Type 11124-hr 10-YR BARN Rainfall=4.85" Prepared by BAXTER NYE ENGINEERING Page 56 HydroCAD®7 00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 4P: BIORETENTION #4 Inflow Area = 0.083 ac, Inflow Depth = 0.40" for 10-YR BARN event Inflow = 0.01 cfs @ 12.38 hrs, Volume= 0.003 of Outflow = 0.01 cfs @ 12.80 hrs, Volume= 0.003 af, Atten= 51%, Lag=24.6 min Discarded = 0.01 cfs @ 12.80 hrs, Volume= 0.003 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Peak Elev=44.63' @ 12.80 hrs Surf.Area=28 sf Storage= 14 cf Plug-Flow detention time=35.7 min calculated for 0.003 of(100% of inflow) Center-of-Mass det. time=35.7 min ( 991.7- 956.0 ) # Invert Avail.Storage Storage Description 1 44.00' 471 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 45 23 23 46.00 195 120 143 47.00 462 329 471 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 47.00' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.80 hrs HW=44.63' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=44.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 110 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 7B-R: Tt thru DA7 Inflow Area = 1.757 ac, Inflow Depth = 0.82" for 100-YR BARN event Inflow = 4.67 cfs @ 12.23 hrs, Volume= 0.121 of Outflow = 4.50 cfs @ 12.25 hrs, Volume= 0.121 af, Atten=4%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Max. Velocity=2.8 fps, Min. Travel Time= 0.4 min Avg. Velocity= 1.5 fps, Avg. Travel Time=0.8 min Peak Depth=0.26' @ 12.24 hrs Capacity at bank full= 165.02 cfs Inlet Invert= 38.00', Outlet Invert=34.50' 0.00' x 1.00' deep channel, n= 0.030 Length= 72.0' Slope= 0.0486 '/' Side Slope Z-value= 24.0 '/' Reach 7B-R: Tt thru DA7 Hydrograph --- --- ------- - 4�r ®Inflow 5 U Outflow 4: Inflow Area=1 .757 ac - _ . r - Rea 4 k Depth�026'- : : - - , ax ps , 3 - rt=b.030 3 : _: o -- = = : L720 LL 2 9,. �v:�0.0486:",' : Y apac , #y `15.02_cfs 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type/1/24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 111 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach R8: OVERALL STUDY POINT NULL REACH - OVERALL STUDY POINT • Inflow Area = 2.377 ac,.Inflow Depth = 0.82" for 100-YR BARN event Inflow = 4.59 cfs @ 12.25 hrs, Volume= 0.162 of Outflow = 4.59 cfs @ 12.25 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Reach R8: OVERALL STUDY POINT Hydrograph ®Inflow El Outflow �9 Itiflo Araa=!2 377 ad ------------------- ------------ y 3 ---- -- -- ---- --- -- -- -- -- - LL 2 1 r (1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type l/l 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 112 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Inflow Area = 0.919 ac, Inflow Depth = 3.17" for 100-YR BARN event Inflow = 4.16 cfs @ 12.06 hrs, Volume= 0.243 of Outflow = 4.11 cfs @ 12.07 hrs, Volume= 0.243 af, Atten= 1%, Lag= 0.8 min Discarded = 0.23 cfs @ 12.07 hrs, Volume= 0.081 of Primary = 3.88 cfs @ 12.07 hrs, Volume= 0.161 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=41.90' @ 12.07 hrs Surf.Area=976 sf Storage=432 cf Plug-Flow detention time=7.7 min calculated for 0.243 of(100% of inflow) Center-of-Mass det. time=7.8 min ( 804.2-796.4 ) # Invert Avail.Storage Storage Description 1 40.50' 508 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 40.50 0 0 0 41.00 85 21 21 41.25 229 39 61 41.50 363 74 135 42.00 1,132 374 508 _ # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 41.30' 160.0 deg Sharp-Crested Vee/Trap Weir C=2.47 Discarded OutFlow Max=0.23 cfs @ 12.07 hrs HW=41.90' (Free Discharge) t1=ExHitration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=3.88 cfs @ 12.07 hrs HW=41.90' (Free Discharge) L2=Sharp-Crested Vee/Trap Weir (Weir Controls 3.88 cfs @ 1.9 fps) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 113 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Hydrograph • 9 Inflow :. . xsd§ 9 Outflow �E4ttci5 .. Discarded now:, rea-0:919 ac Primary 4 : � s Peak Elev=4f : Storage= 32 .0 3 LL 2 III III III M111151 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 100-YR BARN Rainfall=7.10" • Prepared by BAXTER NYE ENGINEERING Page 114 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 2P: BIORETENTION #2 Inflow Area = 1.561 ac, Inflow Depth = 1.81" for 100-YR BARN event Inflow = 5.68 cfs @ 12.10 hrs, Volume= 0.235 of Outflow = 4.74 cfs @ 12.18 hrs, Volume= 0.235 af, Atten= 17%, Lag=4.6 min Discarded = 0.41 cfs @ 12.18 hrs, Volume= 0.131 of Primary = 4.33 cfs @ 12.18 hrs, Volume= 0.104 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs/4 Peak Elev=40.56' @ 12.18 hrs Surf.Area= 1,763 sf Storage=3,272 cf Plug-Flow detention time= 53.1 min calculated for 0.235 of(100% of inflow) Center-of-Mass det.time= 53.1 min ( 803.1 -750.0 ) # Invert Avail.Storage Storage Description 1 37.00' 5,042 cf Custom Stage Data.(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 37.00 207 0 0 38.00 517 362 362 39.00 962 740 1,102 40.00 1,445 1,204 2,305 41.00 2,014 1,730 4,035 41.50 2,014 1,007 5,042 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 40.25' 10.0'long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.41 cfs @ 12.18 hrs HW=40.56' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.41 cfs) --Primary OutFlow Max=4.32 cfs @ 12.18 hrs HW=40.56' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 4.32 cfs @ 1.4 fps) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 115 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 2P: BIORETENTION #2 Hydrograph • — --- -- - : Q Inflow 568 cfs` Ea Outflow Inflow Area=1.561 ac 0 Primary ®Discarded 6 . ; : ; Peak 8ev--40.960 5 : ; torag - ; : �� a 3;2-72-icf-- : 4 w a 3 a 2 1 „y l 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type/1/24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 116 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 3P: BIORETENTION#3 Inflow Area = 0.357 ac, Inflow Depth = 4.74" for 100-YR BARN event + Inflow = 1.97 cfs @ 12.07 hrs, Volume= 0.141 of Outflow = 1.94 cfs @ 12.08 hrs, Volume= 0.141 af, Atten= 1%, Lag= 0.7 min Discarded = 0.14 cfs @ 12.08 hrs, Volume= 0.087 of Primary = 1.81 cfs @ 12.08 hrs, Volume= 0.054 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=46.68'@ 12.08 hrs Surf.Area= 598 sf Storage=660 cf Plug-Flow detention time=38.1 min calculated for 0.141 of(100% of inflow) Center-of-Mass det. time=38.2 min ( 834.7- 796.5 ) # Invert Avail.Storage Storage Description 1 44.00' 1,227 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00_ 0 0 0 45.00 159 80 80 46.00 345 252 332 46.50 528 218 550 47.00 727 314 864 47.50 727 364 1,227 # Routinq Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 46.50' 10.0' long x 3.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.14 cfs @ 12.08 hrs HW=46.68' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max-=1.79 cfs @ 12.08 hrs HW=46.68' (Free Discharge) t-2=13road-Crested Rectangular Weir (Weir Controls 1.79 cfs @ 1.0 fps) 2005-103-POST Type ///24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 117 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 3P: BIORETENTION #3 Hydrograph EM Inflow 97cts 01 Outflow d ®Discarded `InfloWArea=0.35Z ac p Primary 2 Peak E�ev=4668 Ste -age=f60 c# ri- w O 1 Y. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 118 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 4P: BIORETENTION #4 Inflow Area = 0.083 ac, Inflow Depth = 1.28" for 100-YR BARN event Inflow = 0.08 cfs @ 12.17 hrs, Volume= 0.009 of Outflow = 0.03 cfs @ 12.62 hrs, Volume= 0.009 af, Atten= 65%, Lag= 27.2 min Discarded = 0.03 cfs @ 12.62 hrs, Volume= 0.009 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Peak Elev=45.52' @ 12.62 hrs Surf.Area= 122 sf Storage= 84 cf Plug-Flow detention time=41.6 min calculated for 0.009 of(100% of inflow) Center-of-Mass det. time=41.5 min ( 942.8- 901.3 ) # Invert Avail.Storage Storage Description 1 44.00' 471 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 . 0 0 0 45.00 45 23 23 46.00 195 120 143 47.00 462 329 471 i # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 47.00' 10.0'long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.62 hrs HW=45.52' (Free Discharge) t 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=44.00' (Free Discharge) t 2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 2005-103-POST Type ///24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 119 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 4P: BIORETENTION#4 Hydrograph • : ------------ :. �ooe . : ; : �Inflow : 0.09 , — — Outflow : a�(� Discarded f- Primary �lnflouv.Are. s�83 0.085 - : 0.08 , 1_.Peak Elev=- 5.�2' 0.075 0.07 " 1 : : s t - - brage— c 0.065 ; 0.06 0.055 0.05 0.045 0 0.04 . L. : 0.035 ;m__ 0.025 0.02 , 0.015 0.01 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 120 • HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-15W' Inflow Area = 0.553 ac, Inflow Depth = 4.55" for 100-YR BARN event Inflow = 2.75 cfs @ 12.10 hrs, Volume= 0.209 of Outflow = 2.39 cfs @ 12.15 hrs, Volume= 0.209 af, Atten= 13%, Lag= 2.9 min Discarded = 0.19 cfs @ 11.22 hrs, Volume= 0.145 of Primary = 2.20 cfs @ 12.15 hrs, Volume= 0.064 of Secondary= 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=43.31'@ 12.15 hrs Surf.Area= 1,081 sf Storage= 1,430 cf Plug-Flow detention time=30.4 min calculated for 0.209 of(100% of inflow) Center-of-Mass det. time-30.3 min (826.0-795.7 ) # Invert Avail.Storage Storage Description 1 41.50' 2,520 cf Custom Stage Data -Bio Ret Area (Pyramidal) Listed below 2 36.58' 815 cf Custom Staqe Data-Leaching Basins Listed below 3,335 cf Total Available Storage Elevation ' Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq ft) 41.50 0 0 0 0 42.00 108 18 18 108 43.00 600 321 339 605 .43.13 673 83 422 680 43.50 1,500 392 813 1,508 43.73 4,000 609 1,423 4,008 44.00 4,125 1,097 2,520 4,151 Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 36.58 0 0 40.58 815 815 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.19 cfs Exfiltration -Leaching Basins at all elevations 2 Device 4 42.75' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 3 Secondary 43.65' 160.0 deg Sharp-Crested Vee/Trap Weir C= 2.47 4 Primary 39.58' 12.0" x 137.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 38.00' S= 0.0115 '/' n= 0.011 Cc= 0.900 2005-103-POST Type ///24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 121 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Discarded OutFlow Max=0.19 cfs @ 11.22 hrs HW=36.66' (Free Discharge) • t-1=Exfiltration-Leaching Basins (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=2.20 cfs @ 12.15 hrs HW=43.31' (Free Discharge) t-4=Culvert (Passes 2.20 cfs of 5.37 cfs potential flow) t-2=Broad-Crested Rectangular Weir (Weir Controls 2.20 cfs @ 2.0 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=36.58' (Free Discharge) t-3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6'x4' Hydrograph 9 Inflow r 0 Outflow IhfIOW,/a►r4a=0 553 ac ®Discarded EI Primary 3 Pea'k EeV=43.31! ®Secondaryz - -- toiage=1; 3 cf 2 : : v O LL 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 122 • HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6A-P: Leach Facility#1, 4-6'x4' for Building • Inflow Area = - 0.098 ac, Inflow Depth = 6.86" for 100-YR BARN event Inflow = 0.71 cfs @ 12.07 hrs, Volume= 0.056 of Outflow = 0.48 cfs @ 12.23 hrs, Volume= 0.060 af, Atten= 32%, Lag= 9.6 min Discarded = 0.06 cfs @ 11.27 hrs, Volume= 0.052 of Primary = 0.42 cfs @ 12.23 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=39.19'@ 12.23 hrs Surf.Area= 0 sf Storage=652 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=(not calculated) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.27 hrs HW=34.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.42 cfs @ 12.23 hrs HW=39.19' (Free Discharge) t-2=Broad-Crested Rectangular Weir (Weir Controls 0.42 cfs @ 1.1 fps) 2005-103-POST Type ///24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 123 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6A-P: Leach Facility#1, 4-6'x4' for Building Hydrograph Inflow -- -- --- 1-sis� - t � r _ - �, ry f ®Discarded n �nflo�at-Area-0.098 ari Primary 0.75 -------- -- ------- - ---- -- �i9 0.7 --------- ----------------- ` eatc E1ev=��. Y 0.65 - -- ------ -- - 0.6 - -- ------- - - - 0.55 --- --- -- --- --------------- --- - ----- ----- 0.5 - - w 0.45 - 0.4 Co 0.35 __ _ ___ __ ___ 0.3 -- -- --- 0.25 : 0.2 -- 0.15 n 0.1 " 0.05 0 r r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 124 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 6B-P: Leach facility#2, 4-6'x4' for Building Inflow Area = 0.098 ac, Inflow Depth = 6.86" for 100-YR BARN event Inflow = 0.71 cfs @ 12.07 hrs, Volume= 0.056 of Outflow = 0.48 cfs @ 12.23 hrs, Volume= 0.060 af, Atten= 32%, Lag= 9.6 min Discarded = 0.06 cfs @ 11.27 hrs, Volume= 0.052 of Primary = 0.42 cfs @ 12.23 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=39.19' @ 12.23 hrs Surf.Area= 0 sf Storage=652 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0'long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.27 hrs HW=34.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.42 cfs @ 12.23 hrs HW=39.19' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 0.42 cfs @ 1.1 fps) 2005-103-POST Type ///24-hr 100-YR BARN Rainfall=7.10" Prepared by BAXTER NYE ENGINEERING Page 125 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6B-P: Leach facility#2, 4-6'x4'for Building Hydrograph • ----- -- --- ------- E9 Inflow = = = ? - . oa'�,cr�� - --- -- --- - --- -- - - - -- -- ®Outflow —' � ® Discarded - ----- �tf�O�IVre1-0�08-a6 m Primary 0.75 -- --- -- -- : 0.7 ---- --- - -----'--- - �. , P-�atc E1ev��3 `9` 0.65 - — — - - — rage652, to os = - - - ------ ------- ------ - - - �` 0.55 0.5 ----- - - w 0.45 ' -,---: on2rs - - - - - 0 0.35 , 0 3 - ----- 0.25 ------- - -- — - 0.2 - -- - 0.15 o: 0.1 " 0.05 i 0 f 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) APPENDIX E POST- DEVELOPMENT WATERSHED RUNOFF& ROUTING ON-SITE FOR STORMWATER MANAGEMENT SIZING f ` SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Barnstable, Massachusetts /Tt thru DA1A BIORETENTION#3Oil P SUBAREA#3a BIORE NTION AfTEA SU�AREA#4 #1 SUBAREA#1A G� J RETENTION#2 BIORETENTION#4 f �,.. Tt thru DA5 Tt thru DA7 SUBAREA#2 BIORETENTION`AREA #5&LB a'Br FACILITY-5-6'x4' thru DA7 SUBAREA#5 A Building ach Facility#1, oplffior 4-6' r Building t Building 4 —o OVERALL STUDY SUBAREA#7 POINT Leach facility#2,4--6'x4' for Building R Drainage Diagram for 2005-103-POST Prepared by BAXTER NYE ENGINEERING 6/29/2006 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" • Prepared by BAXTER NYE ENGINEERING Page 2 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Time span=0.50-30.00 hrs, dt=0.01 hrs, 2951 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-1A: SUBAREA#1A Runoff Area=0.350 ac Runoff Depth=3.66" Flow Length=275' Tc=2.0 min CN=81 Runoff=1.73 cfs 0.107 of Subcatchment DA 2: SUBAREA#2 Runoff Area=0.089 ac Runoff Depth=0.70" Flow Length=95' Tc=2.7 min CN=45 Runoff=0.05 cfs 0.005 of Subcatchment DA 3A: SUBAREA#3A Runoff Area=0.047 ac Runoff Depth=0.33" Tc=5.0 min CN=38 Runoff=0.00 cfs 0.001 of Subcatchment DA-4: SUBAREA#4 Runoff Area=0.083 ac Runoff Depth=0.70" Flow Length=140' Tc=9.9 min CN=45 Runoff=0.03 cfs 0.005 of Subcatchment DA-5: SUBAREA#5 Runoff Area=0.470 ac Runoff Depth=4.07" Flow Length=190' Tc=7.2 min CN=85 Runoff=2.11 cfs 0.159 of Subcatchment DA 6A: Building Runoff Area=0.098 ac Runoff Depth=5.51" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.57 cfs 0.045 of Subcatchment DA 6B: Building Runoff Area=0.098 ac Runoff Depth=5.51" Flow Length=69' Tc=5.0 min CN=98 Runoff=0.57 cfs 0.045 of Subcatchment DA 7: SUBAREA#7 Runoff Area=0.620 ac Runoff Depth=0.38" Flow Length=256' Tc=25.0 min CN=39 Runoff=0.06 cfs 0.019 of Reach 3R: Tt thru DA1A Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 4R: Tt thru DA5 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 7A=R: Tt thru DA7 Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of n=0.030 L=12.5' S=0.2664 /' Capacity=149.40 cfs Outflow=0.00 cfs 0.000 of Reach 7B-R: Tt thru DA7 Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of n=0.030 L=72.0' S=0.0486 '/' Capacity=165.02 cfs Outflow=0.00 cfs 0.000 of Reach R8: OVERALL STUDY POINT Inflow=0.06 cfs 0.019 of Outflow=0.06 cfs 0.019 of Pond 1 P: BIORETENTION AREA#1 Peak EIev=41.70' Storage=287 cf Inflow=1.73 cfs 0.107 of Discarded=0.16 cfs 0.056 of Primary=1.45 cfs 0.050 of Outflow=1.61 cfs 0.107 of Pond 2P: BIORETENTION#2 Peak EIev=40.18' Storage=2,609 cf Inflow=2.23 cfs 0.092 of Discarded=0.36 cfs 0.092 of Primary=0.00 cfs 0.000 of Oufflow=0.36 cfs 0.092 of 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 3 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 3P: BIORETENTION#3 Peak EIev=44.06' Storage=5 cf Inflow=0.00 cfs 0.001 of Discarded=0.00 cfs 0.001 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.001 of Pond 4P: BIORETENTION#4 Peak EIev=45.10' Storage=35 cf Inflow=0.03 cfs 0.005 of Discarded=0.01 cfs 0.005 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.005 of Pond 5P: BIORETENTION AREA#5&LB FAC Peak EIev=43.17' Storage=1,283 cf Inflow=2.11 cfs 0.159 of Discarded=0.19 cfs 0.123 of Primary=1.44 cfs 0.036 of Secondary=0.00 cfs 0.000 of Outflow=1.63 cfs 0.159 of Pond 6A P: Leach Facility#1,4~6'x4'for Buildi Peak EIev=37.79' Storage=617 cf Inflow=0.57 cfs 0.045 of Discarded=0.06 cfs 0.045 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.045 of Pond 613-P: Leach facility#2, 4-6'x4'for Buildi Peak EIev=37.79' Storage=617 cf Inflow=0.57 cfs 0.045 of Discarded=0.06 cfs 0.045 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.045 of Total Runoff Area= 1.855 ac Runoff Volume=0.387 of Average Runoff Depth =2.50" 2005-103-POST Type I//24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 4 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DMA: SUBAREA#1A Runoff = 1.73 cfs @ 12.03 hrs, Volume= 0.107 af, Depth= 3.66" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.250 98 Paved parking &roofs 0.100 39 >75% Grass cover, Good, HSG A 0.350 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 100 0.0600 2.2 Sheet Flow, L1 Smooth surfaces n= 0.011 P2= 3.55" 0.8 112 0.0143 2.4 Shallow Concentrated.Flow, L2 Paved Kv= 20.3 fps 0.5 63 0.0200 2.1 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.0 275 Total Subcatchment DA-1A: SUBAREA#1A Hydrograph i i 0 Runoff Typelll, 24-hr25-YR BARN Rainfall=5.75" Runoff Area=03501 ad Runoff Volurhe=0.107 of w = -- - ----- _ 1 Runoffeptf — 66; Flowi Length=275' min CN=81 f O -•. 1 _.rt. ... �.h - y is 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23J 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 5 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-2: SUBAREA#2 Runoff = 0.05 cfs @ 12.08 hrs, Volume= 0.005 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.009 98 Paved parking & roofs 0.080 39 >75% Grass cover, Good, HSG A 0.089 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 22 0.0800 0.2 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" 0.3 51 0.0149 2.5 Shallow Concentrated Flow, L3 Paved Kv= 20.3 fps 0.1 22 0.1700 6.2 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 2.7 95 Total Subcatchment DA-2: SUBAREA#2 Hydrograph -- -- --- - 0.05 '"• -. ' ---; ---�---- --- ---- -------- ---- ------ --- ----- ------------ ---- -------- - - - ---- ----- : ':`{ zee 0.044 - - - -_ ''�'� e_111�24-hr�-25=YR_B�4RN- 0.042 - -- -- ------ -- ---- --- -- --- - ` 0.04 _ - �ainfal�--5.Z�' 0.038 ---- -:--- - y� y�pn 0.036 - - - --- ��IRQ _ACe1-0i08�'.aC 0.032 RU©Off�01111Y1te. �0�0Q5i a�._ 0.03 ' W - i , 0.028 ___.__ __ _ _ ____ _______ ____ ______ - i : , 1�LLC1o�f�Q�pfh II.�O" 3 = 0.024 ' i 0 , , :.gym .�'Iavv Lengt •-- LL 0.022 ' 0.02 - ; - , TC. ` -0. lY-l.111 " 0.012 ' - , L , , O.i]06" _ _ _ _ _ _ ___ ___ ___ _ _ --- __. ________ , 0.006 -- , 0.004 -- . 0,002 " : 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2167722 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 6 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Subcatchment DA-3A: SUBAREA#3A Assumed min Tc of 5 minutes Runoff = 0.00 cfs @ 12.38 hrs, Volume= 0.001 af, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.043 32 Woods/grass comb., Good, HSG A 0.004 98 Paved parking & roofs 0.047 38 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 5.0 Direct Entry, Min Tc Subcatchment DA-3A: SUBAREA#3A Hydrograph 0.006 i - ----- --- - -- -- - - ----- - ----- - --- ------ - - - 0 Runoff 0.005 T e : , �p 11124-hr 25-YR BA�2N 0.004 , Rainfall 5.75" R 0.004 ug o ff JArea—'0s04Tac =--- ---- 0.003 olu - -------- — Runoff Vme: 0.001 of 0.003 1unofif`Dept�i=TJ. 3" , , .�TYfli1 LL __---------t ------------- , 0.002 43$ ---- ----- :------ - - 0.001 0 , ,t ----- .001 0.000 0 t ....... 1--1-1.,"r-1.-1" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I 2005-103-POST Type ill 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 7 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 . Subcatchment DA-4: SUBAREA#4 Runoff = 0.03 cfs @ 12.20 hrs, Volume= 0.005 af, Depth= 0.70" • Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.016 98 Paved parking &roofs 0.067 32 Woods/grass comb., Good, HSG A 0.083 45 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 42 0.0100 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2=3.55" 0.6 20 0.0050 0.6 Sheet Flow, L2 Smooth surfaces n= 0.011 P2= 3.55" 0.4 78 0.0510 3.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 9.9 140 Total Subcatchment DA-4: SUBAREA#4 Hydrograph - - --- ---- --- 0.036 = - : -- 0.034 1 : : ; - 0 Runoff 0.032 ' .�Te_�1124-1�r�5-YRBARN_. 0.03 : : 0.028 ' JV : 0.026 = = Rl lfil O_ _ 1 - ---- �ff�rea OsU$3ac 0.024 " _ : : - - -- 0.022 I�unof#Volt�rr�e-0.045 a€- 0.02 : v x RunoffTDep�ii D.70" 3 o.o,s - love= :art h--A4 LL— 0.016 " __ _ 0.014 f ---'--c_ . : min 0.012 : o.o, 0.008 ' , 0.o0s ' 0.004 : . - - 0.002 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 8 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-5: SUBAREA#5 Runoff = 2.11 cfs @ 12.10 hrs, Volume= 0.159 af, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.370 98 Paved parking & roofs 0.100 39 >75% Grass cover, Good, HSG A 0.470 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 37 0.0200 0.1 Sheet Flow, L1 Grass: Dense n= 0.240 P2= 3.55" .0.3 33 0.0440 1.6 Sheet Flow, L2 Smooth surfaces n= 0.011 P2= 3.55" 0.8 120 0.0250 2.4 Shallow Concentrated Flow, L3 Grassed Waterway Kv= 15.0 fps 7.2 190 Total Subcatchment DA-5: SUBAREA#5 Hydrograph 9 Runoff sue. 2 = = -------- --- - {Y1 e- - : tt124-h r'25-YR$ARN Rainfall=5.75" Runoff Area=0470 ac Runoff:Volume=0.159 of Runoff:. Depth=4.07" 3 = - _ FIQHc_Leng�li190'___ Tc=7.2 ri hi 'CN=85 o M _ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 9 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-6A: Building Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.045 af, Depth= 5.51" • Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs, Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.098 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoff(Minimum Tc=5 min.) Subcatchment DA 6A: Building Hydrograph --- ------- ---- ---- -- - - — - 0.6 �Runoff =----------------------------- --- 0.55 Type'lll -hr`25-YID BAR14 ------------- - --- -- - ---- --- - 0.5 -Rainfall=5.T5" = =------------- --- - 0.45 - - - Run rea=0098ae off A -- -- - 0.4 — - -- -Runoff Volume;-�0:0�5 of 0.35 Ru ln c�ffD�pfFi= .J��'r 3 >=1ow Lenth __ __ __ _ _,___ __ _ _ _ -_----_--------------_ ._ _ _______ _ .,_._ 0.25 TC= .O min , : : ; 0.2 -CN=9$ 0.15 ; 0.1 0.05 i 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" • Prepared by BAXTER NYE ENGINEERING Page 10 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA-613: Building Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.045 af, Depth= 5.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.098 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 69 0.2 Direct Entry, Roof runoof(minimum Tc=S min.) Subcatchment DA-613: Building Hydrograph -- --------- --- --- --------- ----------- --------- - - -- ---- - 0.6 �Runoff '0.57 cfs. - _ = - --- 0.55 " - BARi .._-._. Type:III'2 RAI ffa r 0.45 Runofif Area 0.4 RunoffVolume=0:045 of - ------------- --- 0.35 Runo�f'DPtti=S: �" :------------- , - 0 0.3 - -- -ength=w l=10--w- . 0.25C=S.� rein 0.2 CN=:9$ -- -- - -- - - -- 0.15 = F , , d 0.1 --- --- ---- 0.05 � l O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2526 27 28 29 30 Time (hours) 2005-103-POST Type ill 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 11 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Subcatchment DA 7: SUBAREA#7 Runoff = 0.06 s 12 4 - _cf @ .6 hrs, Volume- 0.019 af, Depth 0.38 Runoff by SCS TR-20 method, UH=SCS, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR BARN Rainfall=5.75" Area (ac) CN Description 0.620 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 100 0.0700 0.2 Sheet Flow, L1 Grass: Dense n=0.240 P2=3.55" 11.3 126 0.0500 0.2 Sheet Flow, L2 Grass: Dense n=0.240 P2=3.55" 5.5 30 0.0500 0.1 Sheet Flow, L3 Grass: Bermuda n= 0.410 P2= 3.55" 25.0 256 Total Subcatchment DA-7: SUBAREA#7 Hydrograph 0.07 - Runoff 0.065 ' ---- --- --- --- - --- -- T�/pe f1:24�f r 16-Y BARN 0.06 --- --'__ : r_ _�___.___- 0.055 y aTnfall=5. 5 . 0.05 �1111Off-AtdA I620,ac 0.045 Runoff Volume= .0'I g of •---- --------- --- - - -- ------ -- ----- ---- --- ------- -- --- - -- 0.04 ; _ p rr : Runoff D epth---0--=---�---- 0.035 FI-OW Len�gth_; s' LL 0.03 " , , TC=25.D min 0.025 " : Cal=3�9 0.02 0.015 ----- ---- -- - -- 4 0.01 r 0.005 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 1/124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 12 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 3R: Tt thru DA1A Travel time from Drainage Area 3 through Drainage Area 1. Conservatively estimated as a "Null" reach (having no defined parameters- only allows connection of upstream drainage areas for modeling purposes) and will have no attenuation affect on the runoff. Inflow Area = 0.047 ac, Inflow Depth = 0.00" for 25-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Reach 3R: Tt thru DAM Hydrograph 1 19 Inflow I]Outflow Inflow Area=004Z ac w 0 LL .'r'. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 13 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 4R: Tt thru DA5 Travel time from Drainage Area 4 through Drainage Area 5. Conservatively estimated as a "Null' reach • (having no defined parameters -only allows connection of upstream drainage areas for modeling purposes)and will have no attenuation affect on the runoff. Inflow Area = 0.083 ac, Inflow Depth = 0.00" for 25-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.50-30.00 hrs, dt= 0.01 hrs Reach 4R: Tt thru DA5 Hydrograph 1 ®Inflow Outflow Inflow: Area=00 ac 0 LL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 2829 30 Time (hours) 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 14 ydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Reach 7A-R: Tt thru DA7 Inflow Area= 1.039 ac, Inflow Depth= 0.00" for 25-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/3 Max. Velocity=0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity=0.0 fps, Avg. Travel Time=0.0 min Peak Depth=0.00' @ 0.50 hrs Capacity at bank full= 149.40 cfs Inlet Invert=41.33, Outlet Invert= 38.00' 0.00' x 0.67' deep channel, n=0.030 Length= 12.5' Slope=0.2664 T Side Slope Z-value=27.0 T Reach 7A-R: Tt thru DA7 Hydrograph 1 e Inflow 0 outflow Ilnflow Area=1039 ac Peak depth=0.00' Max'Ve1=0.0 fps n=0.030 3 L=12 5' 0 U. S=0.2664 71 Capacity=149.40 cfis P � M 1 2 5 6 7 8 9 1=1112 "614 "1516 17 W1819 2002122 W23 24 W2526 2721829 W3O Time (hours) L 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 15 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach 7B-R: Tt thru DA7 • Inflow Area = 1.235 ac, Inflow Depth = 0.00" for 25-YR BARN event Inflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Max. Velocity--0.0 fps, Min. Travel Time=0.0 min Avg.Velocity= 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.50 hrs Capacity at bank full= 165.02 cfs Inlet Invert= 38.00', Outlet Invert= 34.50' 0.00' x 1.00' deep channel, n= 0.030 Length= 72.0' Slope= 0.0486 '/' Side Slope Z-value= 24.0 7' Reach 7B-R: Tt thru DA7 Hydrograph 1 13 Inflow 0 Outflow :Inflow Area=1 ac Peak depth=0.00' Max'Ve1=0:0 fps „ n=0.030 3 L=72:0� LL S=0.0486 / C :a! i# '=165.02 cfs .. . . . . . . . . . : : AW, 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 16 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Reach R8: OVERALL STUDY POINT NULL REACH -OVERALL STUDY POINT Inflow Area = 1.855 ac, Inflow Depth = 0.13" for 25-YR BARN event Inflow = 0.06 cfs @ 12.64 hrs, Volume= .0.019 of Outflow = 0.06 cfs @ 12.64 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs Reach R8: OVERALL STUDY POINT Hydrograph ----------- 0.07 - - Inflow 000 _ t C E9 Outflow 0.065 `inflow Ar -= ea=1855 ac 0.055 = = - - ---------„-------= -- 0.05 = ----------- 0.045 __ - ---- f< .035' a 00.3 - - ___-__ __ _- - - ---- - --- --- - -- - --- -- --- ----- --- ---- ---____ 0.025 ------- = — - — -- ----- 0.02 � - 0.015 = - = -- - — 0.01 '- -- ---- --- — - 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 17 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Inflow Area= 0.397 ac, Inflow Depth = 3.22" for 25-YR BARN event • Inflow = 1.73 cfs @ 12.03 hrs, Volume= 0.107 of Outflow = 1.61 cfs @ 12.05 hrs, Volume= 0.107 af, Atten= 7%, Lag= 1.3 min Discarded = 0.16 cfs @ 12.05 hrs, Volume= 0.056 of Primary = 1.45 cfs @ 12.05 hrs, Volume= 0.050 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev=41.70' @ 12.05 hrs Surf.Area= 676 sf Storage= 287 cf Plug-Flow detention time= 11.5 min calculated for 0.107 of(100% of inflow) Center-of-Mass det. time= 11.5 min ( 821.1 -809.6 ) # Invert Avail.Storage Storage Description 1 40.50' 508 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 40.50 0 0 0 41.00 85 21 21 41.25 229 39 61 41.50 363 74 135 42.00 1,132 374 508 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 41.30' 160.0 deg Sharp-Crested Vee/Trap Weir C=2.47 Discarded OutFlow Max=0.16 cfs @ 12.05 hrs HW=41.70' (Free Discharge) L1=E41tration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=1.45 cfs @ 12.05 hrs HW=41.70' (Free Discharge) L2=Sharp-Crested Vee/Trap Weir (Weir Controls 1.45 cfs @ 1.6 fps) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 18 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 1 P: BIORETENTION AREA#1 Hydrograph 11 Inflow Mr E Outflow InflowArea= ..397 ac ®Discarded tom« 5 t Primary Peak Elev=41 10' Storage=287 cf V 1 O LL _ r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 19 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 2P: BIORETENTION #2 Inflow Area = 1:039 ac, Inflow Depth = 1.06" for 25-YR BARN event • Inflow = 2.23 cfs @ 12.14 hrs, Volume= 0.092 of Outflow = 0.36 cfs @ 12.59 hrs, Volume= 0.092 af, Atten= 84%, Lag= 27.0 min Discarded = 0.36 cfs @ 12.59 hrs, Volume= 0.092 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/4 Peak Elev=40.18' @ 12.59 hrs Surf.Area= 1,545 sf Storage=2,609 cf. Plug-Flow detention time= 87.3 min calculated for 0.092 of(100% of inflow) Center-of-Mass det. time= 87.2 min ( 835.2-747.9 ) # Invert Avail.Storage Storage Description 1 37.00' 5,042 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 37.00 207 0 0 38.00 517 362 362 39.00 962 740 1,102 40.00 1,445 1,204 2,305 41.00 2,014 1,730 4,035 41.50 2,014 1,007 5,042 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 40.25' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 .1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.36 cfs @ 12.59 hrs HW=40.18' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.36 cfs) Zrimary OutFlow Max--0.00 cfs @ 0.50 hrs HW=37.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 20 • H droCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 2P: BIORETENTION #2 Hydrograph E9 Inflow JIM tflow IM Discarded In ow: a: 1-.-0-30.-Cc___ 0 Primary Peak ;Elea=40 1;:8' 2 Stbtage=2,609 0 0 u. 1 : 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.7511 Prepared by BAXTER NYE ENGINEERING Page 21 HydroCAD®7.00 s/n 001291 ©1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 3P: BIORETENTION #3 Inflow Area = 0.047 ac, Inflow Depth = 0.33" for 25-YR BARN event • Inflow = 0.00 cfs @ 12.38 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 13.05 hrs, Volume= 0.001 af, Atten= 52%, Lag= 40.4 min Discarded = 0.00 cfs @ 13.05 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/ 2 Peak Elev=44.06' @ 13.05 hrs Surf.Area= 10 sf Storage=5 cf Plug-Flow detention time= 35.7 min calculated for 0.001 of(100% of inflow) Center-of-Mass det. time=35.7 min ( 1,015.0- 979.3) ___ # Invert Avail.Storage Storage Description 1 44.00' 1,227 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 159 80 80 46.00 345 252 332 46.50 528 218 550 47.00 727 314 864 47.50 727 364 1,227 _ # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 46.50' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 13.05 hrs HW=44.06' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=44.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 22 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 3P: BIORETENTION #3 Hydrograph : , ,cFs- •. - — —`0.006 --- --- anfi '-Area=0 , oumo iscar®D ded i047 Primary 0.005 --- -- ------ ---t-- -- �'eakle�=44.a6' 0.004 ! --- -- --- --- ---- ------- --- --- — orage—'5 c# 0.004 --- - - 0.003 - --- -- -- - - -- -- -- -- -- u 0.003 = - mod°"xs -- v �DD�fi i , 0 0.002 - -- LL 0.002 _______ ___ _______ _______ ___ ___ , 0.001 " 0.001 0.000 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 11124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 23 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 4P: BIORETENTION #4 Inflow Area = 0.083 ac, Inflow Depth = 0.70" for 25-YR BARN event • Inflow = 0.03 cfs @ 12.20 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 12.66 hrs, Volume= 0.005 af, Atten= 57%, Lag= 27.6 min Discarded = 0.01 cfs @ 12.66 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs Peak Elev=45.10' @ 12.66 hrs Surf.Area= 60 sf Storage= 35 cf Plug-Flow detention time= 36.8 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time= 36.8 min (963.6-926.8 ) # Invert Avail.Storage Storage Description 1 44.00' 471 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 44.00 0 0 0 45.00 45 23 23 46.00 195 120 143 47.00 462 329 471 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.014000 fpm Exfiltration over entire Surface area 2 Primary 47.00' 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.66 hrs HW=45.10' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=44.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 24 • HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 4P: BIORETENTION #4 Hydrograph : ------ Inflow 9 i• _-_ ,___� ___ ._-_` '- ,---' --- _ E2 Outflow --- --- ---- D 0.036 — v3 Pnima '�t1#�ov� Area Discarded ry 0.032 Pak lev,- 5.�.. 0.03 StO . e= 0.028 0.026 - 0.024 — 0.022 N ------------ u 0.02 3 0.0180311: O - --- --- --- - -- --- --- - 0.016 u. _aistTs 0.014 0.012 ' 0.006 0.004 0 �o ooets� . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) all 2005-103-POST Type ill 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 25 HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6W' Inflow Area = 0.553 ac, Inflow Depth = 3.46" for 25-YR BARN event • Inflow = 2.11 cfs @ 12.10 hrs, Volume= 0.159 of Outflow = 1.63 cfs @ 12.17 hrs, Volume= 0.159 af, Atten= 23%, Lag= 4.3 min Discarded = 0.19 cfs @ 11.49 hrs, Volume= 0.123 of Primary = 1.44 cfs @ 12.17 hrs, Volume= 0.036 of Secondary= 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/2 Peak Elev=43.17' @ 12.17 hrs Surf.Area=770 sf Storage= 1,283 cf Plug-Flow detention time=32.1 min calculated for 0.159 of(100%of inflow) Center-of-Mass det. time= 32.0 min (835.3-803.3 ) # Invert Avail.Storage Storage Description 1 41.50' 2,520 cf Custom Stage Data-Bio Ret Area(Pyramidal) Listed below 2 36.58' 815 cf Custom Stage Data-Leaching Basins Listed below 3,335 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 41:50 0 0 0 0 42.00 108 18 18 108 43.00 600 321 339 605 43.13 673 83 422 680 43.50 1,500 392 813 1,508 43.73 4,000 609 1,423 4,008 44.00 4,125 1,097 2,520 4,151 Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 36.58 0 0 40.58 815 815 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.19 cfs Exfiltration -Leaching Basins at all elevations 2 Device 4 42.75' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 3 Secondary 43.65' 160.0 deg Sharp-Crested Vee/Trap Weir C= 2.47. 4 Primary 39.58' 12.0" x 137.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 38.00' S= 0.0115 '/' n= 0.011 Cc= 0.900 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 26 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 • Discarded OutFlow Max=0.19 cfs @ 11.49 hrs HW=36.65' (Free Discharge) t-1=Exfltration -Leaching Basins (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=1.44 cfs @ 12.17 hrs HW=43.17' (Free Discharge) t-4=Culvert (Passes 1.44 cfs of 5.25 cfs potential flow) t-2=Broad-Crested Rectangular Weir (Weir Controls 1.44 cfs @ 1.7 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=36.58' (Free Discharge) t-3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Pond 5P: BIORETENTION AREA#5 & LB FACILITY-5-6'x4' Hydrograph i ®Inflow - ---- --- - - - O 0.5 3 aC Outflow Itflow Ar = ®Discarded 111 Primary Peak Elev=43.17' ®Secondary 2 Storage=1`,28f 0 LL 1 '..W 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type/1/24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 27 H_ ydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6A-P: Leach Facility#1, 4-6'x4' for Buildin • 9 Inflow Area = 0.098 ac, Inflow Depth = 5.51" for 25-YR BARN event • Inflow = 0.57 cfs @ 12.07 hrs, Volume= 0.045 of Outflow = 0.06 cfs @ 11.49 hrs Volume= 0.045 of, Atten= 90% La = 0.0 min Discarded = 0.06 cfs @ 11.49 hrs, Volume= 0.045 of Primary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt=0.01 hrs/2 Peak Elev= 37.79' @ 12.72 hrs Surf.Area=0 sf Storage=617 cf Plug-Flow detention time=65.5 min calculated for 0.045 of(100% of inflow) Center-of-Mass det.time=65.4 min ( 810.3-744.9 ) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.49 hrs HW=34.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) L2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 2005-103-POST Type ///24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 28 • HydroCADO 7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6A-P: Leach Facility#1, 4-6'x4' for Building • Hydrograph ----------- --- : - - — o-� - - ----- - -; �Inflow ' �Outflow { , Tnlow Area=0:098 �C ®Discarded 0.6 - - - - : 0.55 - ry Ptak:Elev� 79' -- --- 0 5 storage 617f :- -------------------- 0.4 - N ___________ v 0.35 = — : 0 0.3 — — — - - LL __ ___ _______ : 0.2 0.15 — -- 0.1 0 oscrs_ 0. 0NO v 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 2005-103-POST Type 1/124-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 29 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 PondP•B- c 6 . Lea h facility#2, 4-6 x4 for Building Inflow Area = 0.098 ac, Inflow Depth = 5.51" for. 25-YR BARN event • Inflow = 0.57 cfs @ 12.07 hrs, Volume= 0.045 of Outflow = 0.06 cfs @ 11.49 hrs, Volume= 0.045 af, Atten= 90%, Lag= 0.0 min Discarded - 0.06 cfs @ 11.49 hrs, Volume= 0.045 of Primary 0.00 cfs @ 0.50 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.50-30.00 hrs, dt= 0.01 hrs/ 2 Peak Elev= 37.79'@ 12.72 hrs Surf.Area= 0 sf Storage=617 cf Plug-Flow detention time= 65.5 min calculated for 0.045 of(100% of inflow) Center-of-Mass det.time=65.4 min ( 810.3-744.9 ) # Invert Avail.Storage Storage Description 1 34.00' 652 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic-feet) (cubic-feet) 34.00 0 0 38.00 652 652 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration at all elevations 2 Primary 39.00' 2.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.06 cfs @ 11.49 hrs HW=34.05' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.50 hrs HW=34.00' (Free Discharge) t-2=113road-Crested Rectangular Weir ( Controls 0.00 cfs) 2005-103-POST Type 111 24-hr 25-YR BARN Rainfall=5.75" Prepared by BAXTER NYE ENGINEERING Page 30 HydroCAD®7.00 s/n 001291 © 1986-2003 Applied Microcomputer Systems 6/29/2006 Pond 6B-P: Leach facility#2, 4-6'x4'for Building • Hydrograph Ufflow - - nflow 100 r — - _n_ _o�nr rea ac 0.6 , Ptak;Elev=3------------- .7'9' 0.55 - 0.5tO:rage 61f ------------ ---- 0.45 - - — --- -- ---- ----- -- ------- --- 0.4 0.35 , 0 0.3 V_ ___ __ 0.25 - - 0.2 0.15 gtfs cfs- — 0.1 - ooscrse , 0. 0 ; 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) APPENDIX F SWM FACILITY • LEACHING BASIN STORAGE VOLUME • RATE OF INFILTRATION SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Barnstable, Massachusetts • � _ J�� .i113 � � S�1#�'Ik'bnd�onaf,LL.0 _Q�e: SlS`I�_ _ _ , Ry 4 , ! u13 • LEACHING BASIN FACILITY# (at Bio-Ret#5) VOLUME AND SURFACE AREA CALCULCATIONS PER LEACHING BASIN UNIT (enter data in gray shaded spaces only) CONCRETE LEACHING BASIN Outside Diameter y r -� �ft ,.3x Inside Diameter 6.00 ft Basin Storage Depth ft Basin Outside Surface Area 34.94 sf Basin Outside Volume 139.77 cf BASIN STORAGE VOLUME 113.10 cf STONE-.5 ft All Around Outside Length 7.67 ft Outside Width 7.67 ft Stone Storage Depth 4.50 ft Bottom Stone Surface Area 58.83 sf STONE STORAGE VOLUME 49,99 cf (The stone storage volume is calculated by taking the overall facility dimensions(L,W,D), subtracting the concrete basin outside volume, &multiplying by 40%to determine the Void Volume) TOTAL STORAGE VOLUME/UNIT 163.08 CF TOTAL SURFACE AREA/UNIT 58.83 SF #OF UNITS PROPOSED ul un TOTAL STORAGE VOLUME 815.41 CF TOTAL SURFACE AREA 294.14 SF 2005-103 Leaching Basin Volume Calcs.xls 6/29/2006 ' �A�,�1R�Y-�YY � 3 ��1� t 3, • ilk I y Tf" 10 t LEACHING BASIN FOR: BUILDING ROOF DRAINS(FOR 1/2 OF BUILDING ROOF AREA) • VOLUME AND SURFACE AREA CALCULCATIONS PER LEACHING BASIN UNIT (enter data in gray shaded spaces only) CONCRETE LEACHING BASIN Outside Diameter Inside Diameter 6.00 ft Basin Storage Depth ft Basin Outside Surface Area 34.94 sf Basin Outside Volume 139.77 cf BASIN STORAGE VOLUME 113.10 cf STONE-0.5 ft All Around Outside Length 7.67 ft Outside Width 7.67 ft Stone Storage Depth 4.50 ft Bottom Stone Surface Area 58.83 sf STONE STORAGE VOLUME 49.99 cf (The stone storage volume is calculated by taking the overall facility dmensions(L,W,D), subtracting the concrete basin outside volume, &multiplying by 40%to determine the Void Volume) TOTAL STORAGE VOLUME/UNIT 163.08 CF TOTAL SURFACE AREA/UNIT 58.83 SF #OF UNITS PROPOSED un 2 FACILITIES FOR EACH TOTAL STORAGE VOLUME 652.33 CF HALF OF ROOF AREA TOTAL SURFACE AREA 235.32 SF 2005-103 Leaching Basin Volume Calcs.xls 6/29/2006 RATE OF INFILTRATION FOR SWM FACILITIES The rate of infiltration used in the analysis of these facilities is based on on-site investigations of the soils. The infiltration rate (or perc rate) is converted from min/in into ft/min or ft/sec. This rate is entered into • HydroCad in this format of velocity (ft/min) or flow rate (cfs — which is obtained by applying the velocity over the infiltratable area of the SWM facility[ft/sec x sf=cfs]) SWM&Drainage Report 9 p Proposed Office Building and parking June 16, 2006 Barnstable, Massachusetts SWM Infiltration Calculations kb#200b-1.03 Client Shallow Pond Professional,LLJ Date: 6/16/AN Prgjec7 1471.1.annoughRoad. Designed.Bp. "WE • INFILTRATION RATE CALCULATIONS FOR LEACHING BASIN FACILITY Medium Sand and Gravelly Sand • at the bottom of swm facility 2 min/in perc rate factor down by 75%for volume of testing standard= 2.67 minfin apply FS of 2= 5.33 min I in Use 6.0 min I in Final Factor of Safety= 2.25 Infiltration Rate 6 MIN/INCH 0.013889 FPM 0.000231 FPS EFILTRATION FLOW RATE CALCULATIONS FOR BIO-RETENTION FACILITY#6 1:UN SURFACE AREAIUNIT 835 SF (Leaching basin surface area plus surface area at elev.43;235+600=835) TOTAL FACILITY SURFACE AREA 835 SF Flow(Q) 0.19 CFS SWM.fifiltiratidm Calculations • Job#. 20057103 Cent Shallow Pond Professlona1,LL . Date: 611612006 P':ject.:1471 lvanrwugh Road L..)esWedgy; MyyE INFILTRATION RATE CALCULATIONS FOR LEACHING BASIN FACILITY FOR BUILDING • Medium Sand and Gravely Sand at the bottom of swm facility 2 min/in perc rate factor down by 75%for volume of testing standard= 2.67 minln apply FS of 2= 5.33 min/in Use 6.0 min i in Final Factor of Safety= 2.25 Infiltration Rate 6 MIN/INCH 0.013889 FPM 0.000231 FPS FLOW RATE CALCULATIONS FOR LEACHING BASIN FACILITY FOR BUILDING ROOF DRAINS #OF UNITS PROPOSED 4..UN SURFACE AREAIUNIT 59 SF TOTAL FACILITY SURFACE AREA 236 SF Flow(Q) 0.055 CFS APPENDIX G GROUNDWATER RECHARGE & WATER QUALITY • GROUNDWATER RECHARGE VOLUME CALCULATIONS • WATER QUALITY TREATMENT VOLUME CALCULATIONS • TSS REMOVAL CALCULATION WORKSHEET SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Once Building June 16, 2006 14711yannough Rd., Barnstable,Massachusetts • RECHARGE TO GROUNDWATER VOLUME (MADEP Standard 3) • All site soils within area of proposed impervious cover are HSG A. Therefore, the recharge rate is: 0.4" x total impervious area 0.4" x 0.74 ac. = 0.296 ac-in. 0.025 ac.ft. 1075 cf The SWM Facilities are used for recharge and quantity control for'post-development site runoff. 1) SWM Facility#1: Infiltration Storage Volume Provided up to Outlet Invert =76 cf 2) SWM Facility#2: Infiltration Storage Volume Provided up to Outlet Invert = 1,642 cf 3) SWM Facility#3: Infiltration Storage Volume Provided up to Outlet Invert =864 cf 4) SWM Facility#4: Infiltration Storage Volume Provided up to Outlet Invert =471 cf 5) SWM Facility#5: Infiltration Storage Volume Provided up to Outlet Invert =2,286 cf SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Barnstable,Massachusetts 6) SWM Facility#6A: Infiltration Storage Volume Provided up to Outlet Invert =652 cf 7) SWM Facility#66: Infiltration Storage Volume Provided up to Outlet Invert • =652 cf Therefore, total Volume of Recharge which is provided: =6,643 cf > 1075 cf/Design Reqmts met The Volume of Recharge well exceeds the required amount of recharge. SWM&Drainage Report Shallow Pond Center Redevelopment-Proposed Office Building June 16,2006 1471 lyannough Rd.,Barnstable, Massachusetts WATER QUALITY VOLUME CALCULATIONS • (MADEP Standard 4-6) . The site is in a Zone II Recharge Area, which is defined as a Critical Area. Therefore, the Water Quality Treatment must address the first one (1) inch of runoff over the total impervious area. On-site impervious area proposed is 1.046acres. The proposed building roof area is 0.2 acres, which is conveyed directly to the swm basin and does not required water quality treatment. Therefore, the total impervious area to receive water quality treatment is 0.846 acres. WQV= 1.0"x(acres of impervious area) = 1.0"x(0.74 acres) = 0.74 acre-inches = 0.0617 acre-feet = 0.0617 acre-feet x 43,560 sf/ac=2,686 +/-cubic feet The total WQV to be treated through BMP's is 2,686 cf. The BMP's used,as noted above, provide over 6,000 cf of treatment volume. 6,000 cf+ > 3,093 cf required The combined BMP treatments are designed in accordance with the MDEP sizing requirements and provide the Water Quality Volume requirements. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd., Barnstable, Massachusetts PROPOSED Location: 1471 lyannough Road (Route 132), Hyannis, Massachusetts Job# 2005-103 TSS REMOVAL CALCULATION WORKSHEET A B C D E BMP TSS Removal Rate Starting TSS Load * Amount Removed Remaining Load (BXC) (C-D) Street sweeping 10% 1.00 0.10 0.90 Organic Filter 80% 0.90 0.72 0.18 Total TSS Removed = 0.82 *Equals remaining load from previous BMP (E) Baxter, Nye Holmgren, Inc. 812 Main St. Osterville, MA 508-428-9131 2005-103 TSS Removal Spreadsheet.xls • it 0 APPENDIX H STORM DRAIN CALCULATIONS • STORM DRAIN DESIGN 1) Drainage areas were delineated using standard engineering practice. SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16,2006 1471 lyannough Rd., Barnstable,Massachusetts Triangular Channel Analysis & Design Open Channel - Uniform flow • Worksheet Name: 2005-103 Comment: Upper island swale flow - 25 Yr • Solve For Depth Given Input Data: Left Side Slope. . 14 .00:1 (H:V) Right Side Slope. 14 .00:1 MY Manning' s n. . . . . . 0 .040 Channel Slope. . . . 0_0100 ft/ft Discharge. . . . . . . . 1.10 cfs Computed Results : Depth. . . . . . . . . . . . 0 .28 ft Velocity. . . . . . . . . 1.00 fps Flow Area. . . . . . . . 1.10 sf Flow Top Width. . . 7 .85 ft Wetted Perimeter. 7 . 87 ft Critical Depth. . . 0 .21 ft Critical Slope. . . 0 !0498 ft/ft Froude Number. . . . 0 .47 (flow is Subcritical) Open Channel Flow Module, Version 3 _21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Triangular Channel. Analysis k Design Open Channel - Uniform flow • Worksheet Name: 2005-103 • Comment : Upper island swale flow - 25 Yr Solve For Depth Given Input Data:. Left Side Slope_ . 14.00:1 (H:V) Right Side Slope. 14 .00:1 (H:V) Manning' s n. . . . . . 0.040 Channel Slope_ _ _ . 0 _0670 ft/ft Discharge. . . . . . . . 1.10 cfs Computed Results : Depth. . . . . . . . . . . . 0 .20 ft Velocity. . . . . . . . . 2 .04 fps Flow Area. . . . . . . . 0 .54 sf Flow Top Width. . . 5 .49 ft Wetted Perimeter. 5 .51 ft Critical Depth. _ . 0 .21 ft Critical Slope. . _ 0 .0498 ft/ft Froude Number. . . . 1 .15 (flow is Supercritical) Open Channel Flow Module,. Version 3 .21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow . Worksheet Name: 2005-103 • Comment: Roof Drain - 25 Yr. Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 0.67 ft Slope. . . . . . . . . . . . 0.0100 ft/ft Manning' s n. . . . . . . 0.011 Discharge. . . . . . . . . 0.56 cfs Computed Results: Depth. . . . . . . . . . . . . 0.29 ft Velocity. . . . . . . . . . 3 .84 fps P Flow Area. . . . . . . . . 0.15 sf Critical Depth. . . . 0.35 ft Critical Slope. . . . 0.0051 ft/ft Percent Full . . . . . . 43 .17 Full Capacity. . . . . 1.45 cfs QMAX @.94D. . . . . . . . 1:56 cfs Froude Number. . . . . 1.45 (flow is Supercritical) Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 APPENDIX I REFERENCES: 1) TOWN OF BARNSTABLE ZONING ORDINANCE 2) MASSACHUSETTS HIGHWAY DRAINAGE MANUAL— DOT 3) MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION — Stormwater Management (MDEP SWM)Volumes One and Two; 1997 4) SCS TR55 — URBAN HYDROLOGY FOR SMALL WATERSHEDS — 2"d Edition, June1986 5) "CONTROLLING URBAN RUNOFF"; By Department of Environmental Programs — Metropolitan Washington Council of Governments (MWCOG); 1987 6) STANDARD HANDBOOK FOR CIVIL ENGINEERS -Merritt; Third Edition 7) HANDBOOK FOR STEEL DRAINAGE AND HIGHWAY CONSTRUCTION PRODUCTS -American Iron and Steel Institute-Third Edition 8) CONCRETE PIPE DESIGN MANUAL - American Concrete Pipe Association, Seventh Printing 9) SOIL SURVEY OF BARNSTABLE COUNTY, MASSACHUSETTS SWM _&Drainage Report Shasow Pond Center Redevelopment Proposed Office Building June 16,2006 1471 lyannough Rd., Bamstable, Massachusetts APPENDIX J EQUATIONS: 1. RATIONAL METHOD: Q = c(i • if)A Q is quantity of flow (cfs) c is the runoff coefficient i is the rainfall intensity (in/hr) if is the rainfall intensity factor for: 0 < tc < 10 min, if = 1.02 for: 10 < tc < 40 min, if = 1.06 for: 40 < tc < 150 min, if = 0.99 A is the drainage area (acres) 2. MANNINGS EQUATION: Q = 1.486 A R2/3 S1/2 n Q is quantity of flow (cfs) R is the hydraulic radius (ft) S is the slope (ft/ft) A is the cross sectional area (sq. ft.) 3. CONTINUITY EQUATION: Q = VA Q is quantity of flow (cfs) V is the velocity (fps) A is the cross sectional area (sq. ft.) 4. CULVERT INLET CONTROL: HW = do + ( 1 + ke ) ( Vu 2 ) 2g 5. CULVERT OUTLET CONTROL: HW = H + hO - LSO H = SfL + ( 1 + k Vf 2 2g hp = TW or ( D + dc ) (whichever is greater) 2 SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Bamstable, Massachusetts 6. HYDRAULIC GRADE LINE: Structure loss coefficients: Od 45d 90d • Inlet .50 1.10 1.50 Manhole .15 .75 1.00 7. INLET CAPACITY: Weir Eq.: H = [ Q ] 2/3 3P Q is quantity of flow (cfs) P is the perimeter(ft) • use only the perimeter of the grate subject to flow • if inlet is a sump and there is no curb opening then reduce the available perimeter by 25% for clogging H is the discharge head (ft) H is taken at a distance from the curb of/2 of inlet width SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd.,Barnstable, Massachusetts ATTACHEMENT V NITR OGEN LOADING CALCULATIONS SWM&Drainage Report Shallow Pond Center Redevelopment—Proposed Office Building June 16, 2006 1471 lyannough Rd., Barnstable, Massachusetts k:Nft�o errlwLn C$tClah�fts i¢ .. $g,¢[21hOti„5�� oJec"t r i471*;annogh`Road{tttet�321` ,. rDesignedgt HSpM� LOADING CALCULATIONS POST DEVELOPMENT CONDITION (NOTE:DOES NOT INCLUDE OFF SITE DRAINAGE AREAS) 0 Type of usage: Commeraal'office x ,,. Lot size " $18 sf Impervious Surfaces: Roof Area: f '$5$2 00 sf Paving Area: 28240 pQ;sf Natural Area: 30 7901 sf Lawn Area: R 14rt 00'sf Title V Flow: Type of use C,oRurL�alu offrc� „w Unit,per: 10_O,Df, Number of units.- 1.7 33 sf (office=gross floor area) GPD 0A35' (75GPD/1000 so) Flow a1,300„3 ;gpd Location: Baateble, Recharge concentration for: Barnstable Si in/hr (Per Cape Cod Commission TB 91-001 Table 1) WASTEWATER: Flow 1300.35 gpd Actual (not used with commercial/office) 3.785 Ugal Assume 2.5 people/unit average occupancy(per CCC TB 91-001) 4,921.82 Uday Recharge gpd 35 mg/L Wastewater Concentration 3.785 Ugal 172,263.87 mg/day Loading 0.4167(2.5 people/6) 0.00 Uday 35 mg/L Wastewater Concentration IMPERVIOUS SURFACES 0.00 mg/day Roof: 8,532 Roof area(so 40 Recharge off of impervious surfaces-iNyr 0.0065 Conversion to Liters per day(1f/12 in x 28.32 Ucf x 1 yr/365 days) 2,206.72 Uday Recharge 0.75 Recharge concentration-Roof runoff,mg/I (Per Cape Cod Commission TB 91-001 Table 1) 1,655.0 mg/day Loading Paving: 2 f) 00 Paving area(s 40. 40.00 Recharge off of impervious surfaces-iNyr 0.0065 Conversion to Liters per day(1 ft/12 in x 28.32 Uft2 x 1 yr/365 days) 7,293.65 Uday Recharge 1.50 Recharge concentration-Road runoff,mg/l (Per Cape Cod Commission TB 91-001 Table 1) 10,940.47 mg/day Loading LAWN 14,100 Lawn area(so 0.003 Fertilizer concentration(3 Lbs/1000 sf of lawn) (Per Cape Cod Commission TB 91-001 Table 1) 1,243.84 Conversion factor(1 yr/365 days x 454,000 mg 1 lb) 0.25 Percent of flow leached into soil (Per Cape Cod Commission TB 91-001 Table 1) 13,153.6 mg/day Loading NATURAL 30,790 Natural area(so 1.50 Recharge for natural area(ft/yr) (Per Cape Cod Commission TB 91-001 Table 1) 0.0776 Conversion factor(28.32liter/cf x 1 yr/365 days) 3,583.45 Uday Recharge SUMMARY Title V Total Loading= 198,012.94 mg/day Title V Total Recharge= 18,005.64 L/day Tile V Nitrogen Loading Concentration .'-1`i OO pa.pig 1 <5 ppm(milligram/liter)NO3-N Target Concentration per Cape Cod Commission TB 91-001 Table 1 Actual FINAL CALCULATION zx,ar (Title V flow+Actual)/2 Y x ..x en Lba E�atcula ro... _ ':`,- ,s .w, 1F.�20Q; ;103 mOtt�ht;§' �SlSaltpnr Pon O'Profess�Hai;L1 C.. ,._ Data;3111fi � a LOADING CALCULATIONS PRE DEVELOPMENT CONDITION (NOTE:DOES NOT INCLUDE OFF SITE DRAINAGE AREAS) Type of usage: O � �g • Lot size .3a113i sf Impervious Surfaces: Roof Area 00'sf Paving Area: sf Natural Area: 7,g7T sf Lawn Area: ;sf Title V Flow: Type of use HttT . Unit,per: r9dm ` Number of units: GPD �11;{ Flow gpd gpd Location: 4a, abbe,`?Recharge concentration for: Barnstable ,, , 1'8 inthr (Per Cape Cod Commission TB 91-001 Table 1) WASTEWATER: Flow 4400 gpd Actual (not used with commercial/office) 3.785 Ugal Assume 2.5 people/unit average occupancy(per CCC TB 91-001) 16,654.00 Uday Recharge344QOOV gpd 35 mgtL Wastewater Concentration 3.785 Ugal 582,890.00 mg/day Loading 0.4167(2.5 people/6) 6,939.72 Uday 35 mg/L Wastewater Concentration 242,890.26 mg/day IMPERVIOUS SURFACES Roof: 7,677 Roof area(so 40 Recharge off of impervious surfaces-in/yr 0.0065 Conversion to Liters per day(1 ft/12 in x 28.32 Uf:2 x 1 yr/365 days) 1,985.58 Uday Recharge 0.75 Recharge concentration-Roof runoff,mg/I (Per Cape Cod Commission TB 91-001 Table 1) 1,489.2 mg/day Loading Paving: 26,297 Paving area(so 40.00 Recharge off of impervious surfaces-in/yr 0.0065 Conversion to Liters per day(1 f/12 in x 28.32 Ucf x 1 yr/365 days) 6,801.46 Uday Recharge 1.50 Recharge concentration-Road runoff,mgll (Per Cape Cod Commission TB 91-001 Table 1) 10,202.18 mg/day Loading LAWN 40,233 Lawn area(so 0.003 Fertilizer concentration(3 Lbs/1000 sf of lawn) (Per Cape Cod Commission TB 91-001 Table 1) 1,243.84 Conversion factor(1 yr/365 days x 454,000 mg/Ib) 0.25 Percent of flow leached into soil (Per Cape Cod Commission TB 91-001 Table 1) 37,532.6 mg/day Loading NATURAL 7,677 Natural area(so 1.50 Recharge for natural area(ft/yr) (Per Cape Cod Commission TB 91-001 Table 1) 0.0776 Conversion factor(28.32 liter/cf x 1 yr/365 days) 893.49 Uday Recharge SUMMARY Title V Total Loading= 632,113,93 mg/day Title V Total Recharge= 26,334.52 Uday Tile V flow U �j�n� "=.r <5 ppm(milligramlliter)NO3-N p Target Concentration per Cape Cod Commission TB 91-001 Table 1 Actual 1t7�5t;' ppm. ( ;M FINAL CALCULATION 702 9,, n '�:.,;, t�,�n,� _ .�(Title V flow+Actual)/2 RECYCLED _ y 1 1 N Barnstable Assessing Search Results Page 1 of 2 Home: Departments:Assessors Division: Property Assessment Search Results New Search 1471 IYANN' 'OUGH ROMDVROWTE132 Owner: 2006 Assessed Values: GRUBER, ROSALIND H TR Appraised Value Assessed Value Map/Parcel/Parcel Extension Building Value: $ 1,008,700 $ 1,008,700 253 /014/X01 Extra Features: $0 $0 Outbuildings: $23,900 $23,900 Mailing Address Land Value: $270,900 $270,900 GRUBER, ROSALIND H TR ROSALIND H GRUBER RELATY $ 1,303,500 TRUST Totals $ 1,303,500 %SP PROPERTIES LLC HYANNIS, MA. 02601 2006 REAL ESTATE Tax Information: Tax Rates: (per$1,000 of valuation) • Community Preservation Act Tax $255.75 Fire District Rates Town Barnstable-Residential $1.90 $6.31 Barnstable-Commercial $2.51 Comml Hyannis FD Tax(Commercial) $3,258.75 C.O.M.M. -All Classes $1.06 $6.54 Cotuit FD-All Classes $1.33 Person Town Tax(Commercial) $8,524.89 Hyannis-Residential $1.61 $6.49 Hyannis-Commercial $2.50 Other F W Barnstable-Residential $1.60 COmml W Barnstable-Commercial $2.46 Total: $ 12,039.39 Construction Details Property Sketch Legend Building Building value $ 1,008,700 Interior Floors Typical Style Motel Interior Walls Typical Model Commercial Heat Fuel Typical Grade Average Heat Type Typical • Stories 2 AC Type Unit/AC Exterior Walls Wood Shingle Bedrooms 01 Roof Structure Gable/Hip Bathrooms 0 Full http://www.town.barnstable.ma.us/assessing/assess06/displayparce106.asp?mapparback=ad... 6/27/2006 Barnstable Assessing Search Results Page 2 of 2 Roof Cover Asph/F GIs/Cmp living area 16065 e OPIFDPII' 4U1 • Replacement Cost $1159411 Year Built 1955 Depreciation 13 Total Rooms Land CODE 3010 Lot Size(Acres) 1.29 16 Appraised Value $270,900 8 T` Assessed Value $270,900 Interactive Property Map: Ma re uires Plu in: I have visited the maps before � ` , 'jy' Fii Show Me The Map ' April 2001 photos available Cl Sales History: Owner: Sale Date Book/Page: Sale Price: • SP PROPERTIES LLC Oct 19 2005 12:00AM 20379/211 $ 1,228,000 GRUBER, ROSALIND H TR Sep 20 2002 12:OOAM 15618/295 $ 1 GRUBER, ROSALIND H Jun 30 1999 12:OOAM 12377/298 $570,000 MCDONOUGH, FRANK R 1453/444 $0 Extra Building Features Code Description Units/SQ ft Appraised Value Assessed Value SPL3 Pool Gunite 900 $ 15,800 $ 15,800 PAV1 PAVING-ASPHALT 18000 $8,100 $8,100 Property Sketch Legend BAS First Floor, Living Area FST Utility Area (Finished Interior) UAT Attic Area (Unfinished) BMT Basement Area (Unfinished) FTS Third Story Living Area (Finished) UHS Half Story(Unfinished) CAN Canopy FUS Second Story Living Area UST Utility Area (Unfinished) (Finished) FAT Attic Area (Finished) GAR Garage UTQ Three Quarters Story (Unfinished) FCP Carport GRN Greenhouse UUA Unfinished Utility Attic FEP Enclosed Porch PTO Patio UUS Full Upper 2nd Story (Unfinished) FHS Half Story (Finished) SFB Semi Finished Living Area WDK Wood Deck • FOP Open or Screened in Porch TQS Three Quarters Story(Finished) http://www.town.bamstable.ma.us/assessing/assess06/displayparce106.asp?mapparback=ad... 6/27/2006 Barnstable Assessing Search Results Page 1 of 2 �'a,3is' '5✓xztr� Home: Departments:Assessors Division: Property Assessment Search Results New Search 171 IYANINJOUGH ROAD/Kr-"OUTE132 Owner: 2006 Assessed Values: GRUBER, ROSALIND H TR Appraised Value Assessed Value Map/Parcel/Parcel Extension Building Value: $0 $0 253 /014/X02 Extra Features: $0 $0 Outbuildings: $0 $0 Mailing Address Land Value: $198,700 $ 198,700 GRUBER, ROSALIND H TR ROSALIND H GRUBER REALT Totals $ 198,700 $ 198,700 TRUST 775 CRICKLEWOOD TERR HEATHROW, FL. 32746 2006 REAL ESTATE Tax Information: Tax Rates: (per$1,000 of valuation) Community Preservation Act Tax $38.99 Fire District Rates Town Barnstable-Residential $1.90 $6.31 Barnstable-Commercial $2.51 Commei C.O.M.M. FD Tax(Commercial) $210.62 C.O.M.M. -All Classes $1.06 $6.54 Cotuit FD -All Classes $1.33 Persona Town Tax(Commercial) $ 1,299.50 Hyannis- Residential $1.61 $6.49 Hyannis-Commercial $2.50 Other R; W Barnstable-Residential $1.60 Commur W Barnstable-Commercial $2.46 Total: $ 1,549.11 Construction Details Property Sketch Legend Building Construction info N/A A sketch is not available for this parcel. Land Interactive Property Map: Ma re wires Plu in: '• CODE 3900 I have visited the maps before ,iCC ; First time users Show Me The Map w; Click Here April 2001 photos available http://www.town.bamstable.ma.us/assessing/assess06/displayparce106.asp?mapparback=ad... 6/27/2006 Barnstable Assessing Search Results Page 2 of 2 Lot Size(Acres) 0.58 Appraised Value $ 198,700 • Assessed Value $ 198,700 Sales Hist® Owner: Sale Date Book/Page: Sale Price: SP PROBERTIES LLC Oct 19 2005 12:OOAM 20379/211 $ 1,228,000 GRUBER, ROSALIND H TR Sep 20 2002 12:OOAM 15618/295 $ 1 GRUBER, ROSALIND H Jun 30 1999 12:OOAM 12377/298 $570,000 MCDONOUGH, FRANK R $0 Extra Building Features Code Description Units/SQ ft Appraised Value Assessed Value Property Sketch Legend BAS First Floor, Living Area FST Utility Area (Finished Interior) UAT Attic Area(Unfinished) BMT Basement Area(Unfinished) FTS Third Story Living Area(Finished) UHS Half Story(Unfinished) CAN Canopy FUS Second Story Living Area UST Utility Area (Unfinished) (Finished) FAT Attic Area (Finished) GAR Garage UTQ Three Quarters Story(Unfinished) FCP Carport GRIN Greenhouse UUA Unfinished Utility Attic FEP Enclosed Porch PTO Patio UUS Full Upper 2nd Story (Unfinished) FHS Half Story (Finished) SFB Semi Finished Living Area WDK Wood Deck FOP Open or Screened in Porch TQS Three Quarters Story(Finished) • http://www,town.barnstable.ma.us/assess ing/assess06/di splayparce106.asp?mapparback=ad... 6/27/2006 Barnstable Assessing Search Results Page 1 of 2 4 Home: Departments:Assessors Division: Property Assessment Search Results New Search 1513 IYANNOUGH ROADROUTE132 Owner: 2006 Assessed Values: NOVICK, RICHARD ET AL TRS Appraised Value Assessed Value Map/Parcel/Parcel Extension Building Value: $3,757,100 $3,757,100 253 /018/001 Extra Features: $0 $0 Outbuildings: $ 16.700 $ 16,700 Mailing Address Land Value: $284,200 $284,200 NOVICK, RICHARD ET AL TRS BRISLANE REALTY TRUST Totals $4,058,000 $4,058,000 C/O SILVIA&SILVIA CO OSTERVILLE, MA. 02655 2006 REAL ESTATE Tax Information: Tax Rates: (per$1,000 of valuation) ;. Community Preservation Act Tax $796.18 Fire District Rates Town Barnstable- Residential $1.90 $6.31 Barnstable-Commercial $2.51 Comml C.O.M.M. FD Tax(Commercial) $4,301.48 C.O.M.M. -All Classes $1.06 $6.54 Cotuit FD-All Classes $1.33 Person Town Tax(Commercial) $26,539.32 Hyannis- Residential $1.61 $6.49 Hyannis-Commercial $2.50 Other f W Barnstable- Residential $1.60 COmmL W Barnstable-Commercial $2.46 Total: $31,636.98 Construction Details Building Property Sketch Legend Building value $3,757,100 Interior Floors Carpet Style Shop Center LO Interior Walls Plastered Model Ind/Comm Heat Fuel Gas Grade Custom Heat Type Hot Air Stories 1 AC Type Central . Exterior Walls Wood Shingle Bedrooms 00 Roof Structure Gable/Hip Bathrooms 0 Full http://www.town.barnstable.ma.us/assessing/assess06/displayparce106.asp?mapparback=ad... 6/27/2006 Barnstable Assessing Search Results Page 2 of 2 Roof Cover Asph/F GIs/Cmp living area 22400 Replacement Cost $1568469 Year Built 1996 � ! 3k3�43 6 � ✓f� 4 � • Depreciation 4 Total Rooms Land CODE 3230 K£ . Lot Size(Acres) 2.03 Appraised Value $284,200 Assessed Value $284,200 Interactive Property Map: ap re uires Plug in: I have visited the maps beforeXi1� '' I Show Me The Map April 2001 photos availableM� Sales History: Owner: Sale Date Book/Page: Sale Price: • NOVICK, RICHARD ET AL TRS Jan 30 1997 12:OOAM 10590/041 $ 1 NOVICK, RICHARD& KELLER, JOS TR Sep 15 1996 12:OOAM 10382119 $ 1 NOVICK, RICHARD Sep 15 1993 12:OOAM 8779/061 $350,000 MCDONO UGH, FRANK R 2429/276 $0 Extra Building Features Code Description Units/SQ ft Appraised Value Assessed Value SPR1 SPRINKLERS-WET 22400 $9,000 $9,000 PAV1 PAVING-ASPHALT 37200 $ 16,700 $ 16,700 Property Sketch Legend BAS First Floor, Living Area FST Utility Area (Finished Interior) UAT Attic Area (Unfinished) BMT Basement Area (Unfinished) FTS Third Story Living Area (Finished) UHS Half Story(Unfinished) CAN Canopy FUS Second Story Living Area UST Utility Area (Unfinished) (Finished) FAT Attic Area(Finished) GAR Garage UTQ Three Quarters Story (Unfinished) FCP Carport GRN Greenhouse UUA Unfinished Utility Attic FEP Enclosed Porch PTO Patio UUS Full Upper 2nd Story (Unfinished) FHS Half Story(Finished) SFB Semi Finished Living Area WDK Wood Deck • FOP Open or Screened in Porch TQS Three Quarters Story(Finished) http://www.town.barnstable.ma.us/assessing/assess06/displayparce106.asp?mapparback=ad... 6/27/2006 W • To Be Submitted Under Separate Cover To Be Submitted Under Separate Cover 4 Ask RECYCLED cn 4 RECYCLED .1 I Site IL Construction Plans - go 01 0. .1 .1 0 rgi dIv �yyi E ,icekc�q !;'� ''�' s-.•s 1 1 1- I. 1' '1 I 1 ' 1 1 I, ' it ( ' I 1 I vi v� }��{ � _ 'r m' 1: 11 "��i 1: 'is • r n i I�� i u i 1 �I 'i,rir P; J 1•: FM S Locus �e000�se © ► � , ��►� -jib•• � 1• Index � ep�� •�:- _�� 1 •tl' 1 ate►, ,�„I� , � ��.�.� I�,�� i; artSOME .mot t 1 t.I �.` ` . . • nt• ntt �/t' ,t It � Ia �t�A1 .4'T"Qli?_ �� a� Man ' :1 n• .0 1 1 t,_ ,u j�QyQ/�yQQ�;��0��O .'��'r M � �� 1 1 u ' 1 ;t:t''u�t .t !v, r: 11 / It I�•L � ��`� �I�OQ�a,� L 9_0�',C 7n0 ^ f�� I�, VC'r�i� �` � �G0�� Q' 1• tl: 1 11 , It '��t� �� u�IDp S7� 'r'��Q°�D .� ��.1► ♦ L'�V,„ � , �' /L•l ' r t: 1 I t ,. 1 t ♦no��n�' / ;Cep ; �®® Vicinity fvinla Seale 1' 600 ABONE1MIE1MA GE ERAL�ONS7RU(.70M ND7ES - ' ®� • (ALL REFERENCES TO vor(TRALTOR'SHALL MEAN THE MOM CONTRACTOR OR HIS SUB-CONTRACTORS_) 24. FINAL LAYOUT AND STAKING OF ALL PROPOSED FEATURES AND GRADING SHALL BE . MOM REVIEWED IN THE FIELD AND APPROVED BY 1HE OWNERS REPRESENTATIVE PRIOR TO _ • ABM mmm 1. ALL wow k MATERIALS SHALL BE N ACCORDANCE WITH MASS HIGHWAY DEPARTMENT STANDARD ANY SITE PREPARATION OR CONSTRUCTION. THE CONTRACTOR SHALL NOT ADJUST OR Dor pw D� PNs 01IN ~ AN IDAST SPECFTCATIONS FOR HIGIIWAYS AND BRIDGES(MHD-SSl6}AS CURRENTLY AMENDED.UNLESS MODIFY THE LAYOUT AND STAKING OF ANY PROPOSED FEATURES w9HOUF FINAL 1 I LP U Lou PORT OTHERWISE NOTED.F THERE ARE CONFLICTS N ANY OF THE SPECIFICATIONS OR PROJECT. APPROVAL FROM THE OWNERS REPRESENTATIVE AND ANY GOVERNMENTAL AGENCY Pt1OFRw UE OIIMIAGE OE W W NOT PONT ARROR AWPROFME � DOCUMENTS,THE HIGHER STANDARD SHALL APPLY. MAY HAVE JUWSDK.THON OVER CONTEMPLATED CHANGE. PI m MNf HIE -s- � O"Sum mm WI arrumm MS BOAR 25. ALL EL.ECTW-M.•TE LEPHME. DATA/CoM AND FIRE DEPARTMENT CONDUITS ARE TO 0 ® GmawAK ALL WORK UNDER THESE DOCUMENTS SHALL.ALSO CONFORM TO ALL ODES AND STANDARDS.AS ---- mrt-6-aY/R+OEUR'uE ->�- -M- ROOF UL M rz ro ,D.tc e[ MpAMG6 oAW CURRENTLY AMENDED,WINCH ARE APPLICABLE TD THIS PROJECT ALL VOW STALL FURTHER BE NSfTE W BY THE STREETELECTR RE IR SHALL.B PERFOTRENCRMED BROKERING. a.As e; -b.DM ILO!BDTIW FlEMION CONFORM TO SPEGIH7C REOUREMENTS AND INTERPRETATIONS OF LOCAL AUlHOITES HAYING CONCRETE TIDING AND STREET REPAIR STALL BE PEFF(MYED BY THE GENERAL - -_ -s - 'Em LK na BDC BOT M 6 CUM) JURISDICTIONOVER THE PROJECT. DETERMINATION OF APPUCIABLE CODES AND STANDARDS AND CONTRACTOR. -- BLIBIL SESUK -`�'-- - -' pEOF/D EIECMC.1BBIOE!FTE MAN DE1017O1•AFARQ am BDfKM OF A17E OF TIE AUTHORITIES PAVING JlUBSDICTIOIi SHALL BE THE RESPONSIBILITY OF EACH C(NTRA'•:OFL STAE HERMIT&.SOM 11411101 TIE r,r• e.a Spp("Ilam BOAR BOTWI1 OF WALL AS SHALL BE THE ANALYSIS OF ALL SUCH CODES AND STANDARDS N REGARD TO THEIR 26. RIM ELEVATIONS OF DRAINAGE AND SANITARY SEWER MANHOLES ARE APPRO)O MAW- AP.D NPAID -tP- �MRLRON LINE BMW UFATIaI APPLMJ�MM To THE PROJECT FOR SECURING ALL APPROVALS AND PERMITS. FINAL ELEVATIONS ARE TO BE SET FLUSH AND CONSISTENT WITH GRADING PLANS �- BASELINE -r.- "} MIT CAE COD SM ADJUST ALL OTHER RIM ELEVATIONS OF MANHOLES,GAS GATES.WATER GATES AID _- 4MOtMMCTIMM UTCDI -c - -c - CAS TIE r' 0 IM XT IDQ7IN CY C�70><�� EXCEPT WHERE THE PROJECT DOCUMENTS INCLUDE MORE STRINGENT RE011MffMON"M APPLICABLE OTHER UTILITIES TO FWS7HED GRADE WITHIN THE LIMITS OF THE SITE WORK. ZOOm TIE _1 _ _L a Uu17WD new-DAuxa IR.K•Alm UFS �I W��W� Dp OLp>1pM SUCH STANDARDS ARE MADE STANDARDSCONSTRUCTION INDUSTRY HAVE E P SAYE FORCE AND EFFECT ER F E. HERETO. A PART Of THE PROJECT DOCUMENTS BY REFERENCE. 27. ALL AREAS DISTURBED D OMNG CONSTRUCTION SHALL tE REPLACED E KIND. SURFACES NOT � OTHERWISE TREATED SHALL BE STABLIZm AS LAWNS ALL LAWN AREAS SHALL HAVE A M10DFlm U[ __ -t - U DOMOU D Om a COaFtARK UM:S -- IS STATE TIE ELI DOSINGCONTRACTOR SHALL 13E RESPONSIBLE LOAM BORROW PLACEDESTABLISHED AND SURFACE ABILUZED. THE YODIPTM L AND OAM OAM BORROW SHALL HA UNTIL GRASS W A W�UU --FIN— —i1— TEE AAr SrIP [tWl 2 pawl ,THAT ALL INANITIES ARE ACCIIRAY ALL CONSTRUCTION W7172W5.H� -Fx----- � HM!NVUGE tXiRTE -- w TETtnD sETIAaI tLN rLPDAMON INCLIUtXNG CUT d<FILL ESTIMATES WMICH THE CONTRACTOR MAY PREPARE BASED ON DEPTH(F 6"AND SHALL BE PLACED FLUSH WITH THE TOP OF ADJACENT CURB.IDOFNG.BERM.(M ----_-- _-_-- OUWI MADVOUNG __ INFORMATION CONTAINED WITHIN THESE PLANS. OTHER SURFACE mr EDGE OF PASODR -Jim �� LIME W �wx SEDA(X R TRADE ANC F1LM71OI 28 THE CONTRACTOR SHALL WATER.MOW.SEEDED OR OINERMLSE STABMIZED AREAS FERTILIZE GRASS STANDS ARE E OR OTHERWISE AIN ALL SODDED STTABUSID TO THE �' r MIIMIP6 OIF S ■� GTOI BASIN -- 2oD 1E11A D YIBADT ® 3, WERE AN EXISTING UTUTY IS FOUND TO CONFLICT WITH THE PROPOSED WORK. ® ® OW HOSE AM BYWM IOD TEIUAD METIER GL M"K TUN THE LOCATION.EEVATKN AND SIZE OF THE UTILITY SHALL BE ACCURATELY SATISFACTION fi 111E OWNER OR 1FEN REPRESENTATIVE. CAPE ODD ROM GROW HIM DETERMINED MTHOUT DELAY BY THE CONTRACTOR,AND THE(FORMATION FCc A¢ -rr DRAM WET FURNISHED TO THE ENGINEER FOR RESOLUTION OF THE CONFLICT 29. THE CONTRACTOR SHALL RESET ALL 40L THE TA CONTRACTOR DISTURBED DURING CONSTRUCIDN .Tc Pay PRECAST OOIIC QMM p u-- Y EUND FUm TIC HND101V - BY PLS TO DIS RE THAT THE AT NO ADDITIONAL COST TO THE OYONIMENTAMON IS RESET TOTO ITS ORIGINAL LOCATION - VOTE OtM OM b O Ar WAM m.ME IP NOM POIff 4. THE CONTRACTOR SHALL MAKE ALL ARRANGEMENTS WITH THE APPROPRIATE UTILITY COMPANIES MONUMENTS ffia�an ARE NOT_ 3:0 >rc TED TO.TOWN BOUNDS.MASS HIGHWAY DOUPM yip am CL.1D mw �Ta. IEHw DRAM ROD TEAR RAW PUNK u ��AREA FOR OBTANING PERMITS AND PERFORMING ALL NEW CONSTRUCTION. RELOCATION.ALTERATION PROPERTY MONUMENTS.IRON RODS.STALLS CONCRETE BO UDS,GRANITE BOUNDS -�ML- IIIT(f 0716 TINE [ FLUI�SRM W MIEN NFA lE AND ADJUSTMEM OF CAS,. ELECTRIC (M UIDRFG UTILITY POLES).TEL£PH10NE.CABLE. FIRE -- EDGE sarty LP HOAR PONT ALARM.WATER,SANITARY SEWER.STORM ORAtN.AND ANY OTHER UTILITIES,BOTH PUBLIC AND AND STONE WALLS WITH DRILL H(W Fc ---- y� :t;► FEW RED®DID SWION NAIL ■A IN M PRNAW-AS REOmRED_ .•• MIOU[ .� �/ HIADMML O IDLaaE NAWMDE THE E LOCATION OF LNG U S.UNDERGROUND SYSTEM NFRASTRUCT AE.UWITIES.COM IX"M AND NM IY N1M LINES ARE SHOWN IN AN APPROPRIATE WAY ONLY,MAY NOT BE LIMITED TO U40SE SHOWN HEREIN. WI E3' ® D1IL SNUCRIE DE 7F17PIIOIE MMAfDEy ARC NNDANC COIOEE OAST AND HAVE NOT BEEN NOEPENDENTIY VERIFIED BY THE OWNER.THE fXNGINFER.OR THEIR 19 2 SOD WINE LIE >; ^s wAMC sum REPRESENTATIVE THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION,BOTH HORIZONTALLY 22 SLID TWOP LINE F 9 MN mFR !%i ® AOIA BOIL NC "Of IN comith.T AND VERTICALLY.OF ALL EXISTING UTILITIES.COMM=.ONES.AND OTHER BURIED HS- =,Nu en N NOT TO SLATE HNFRASTOUCTUE AND SYSTEMS BEFORE THE START OF ANY WORK. THE CONTRACTOR AGREES TO won ME LINE D B OFASE IRA PIPE AUMM OrMLL PAWL BE FULLY K%"SIBIE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE son*Um Lac6a a HARE AADN BOT ppryt PIEIIXLILT RSRROED WAR iyaff AREA CO FAILURE TO LOCATE THE INFRASTRUCTURE.UTWTIES.CONDUITS AND LINES ExAcY. THE CONTRACTOR SHALL PRESERVE ALL'� SOD SM OUWEUMm LINE $ b aly NAIIRE m m mANawlDt PAD Nnm PROPOSED As REEGUEU R . THE CONTRACTOR MUST CILLLDI AT" G SAFE-(AT DIGhSSA ATLFEASTU 2 TIES SOLID uUpl CNI1IDIDm LATE Ay, i aIy GE I3 ® OBHOE R®T PA PRIED atx al HOURS BEFORE THE START OF CONSTRUCTION. A 0018E 1FIL0N LlE -.-r" -.- T W W MEW-WILVC MDMOp REROOM6. THE CONTRACTOR BULL BE RESPONSIBLE TO CALL F( INSPECTION THE APPROPRIATEa. a. a STOP LIE !ES f� RRA REIMDIE AAUTHORITYINACCORDANCE WITH THE TOWN REQUIREMENTS, AS APPLICC ABLE M am" -,. Sam fmIRIII Rrt MDDE AND NEST 7, THE CONTRACTOR STALL NOTIFY ALL UTILITY COMPANIES,PUBLIC AND PRIVATE. sln Orw RATE ® 8D WILE MTL1RMr au aEMIAE AID soot INCLUDING aAPTNERoAcrROL s oF�i9T6'�3 wAAaH rrT SHOWN o`s)PraoR ro IOm au®RAA o o • - 57DOtAF R1MGE WATER 1[Q RE IEIN1 C(MMENCNG ANY WORK. • •N POST IOCTTMR VAW SUE YFFFD UOMIE MONO B. BAXTER NYE ENGINEERING Q SURVEYING ASSUMES NO RESPONSBIUTY FOR DAMAGES INCURRED ........ .. : PATH 0 VIl SO: SLOPED O AWTE CUD AS A RESULT OF UT JWS CLOTTED OR INACCURATELY SHOWN. TINE UE -4- + MDIW Wm TELL - TEC 1E AID MONO(FADE 9. THE TERM'PROPOSED-(PROP_)MEANS WORK TO BE CONSTRUCTED USING NEW TWA LOK FEWE .0 NWAI M MOM VAL* 10C IOP OF aAM MATERIALS OR,WHERE APPLICABLE RE-USING EXISTING MATERIALS IDEIIFIED STOE WAL E SRNOtA EM AS-REMOVE AND RESET'.(R&R) -r MEDRMm uu TOP TOP(N FalamN f0. UPON AWARD OF CONTRACT.CONTRACTOR SMALL MAKE ALL NECESSARY CONSTRUCTION CAS CAE lay TOP(P SHIMS NOTIFICATIONS AND APPLY FOR AND OBTAIN ALL NECESSARY PERMITS,PAY ALL FEES AND POST ® MY NUS 0 to GINS OVER wit TOP OF WVL ALL BONDS ASSOCIATED WITH SAME,AND COORDINATE WITH THE ENGINEER AS _ MINOR aDfiDIIR 0 Der BE=NrMWE TV TWtAL 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE PROPOSED NpROVEMENTS SHO"ON THE PLANS Do NOT FL NAmI CLNOW ® DEOML Ito DON UNLESS 0110rum INDEED NFORLN710N OR OTHER PROPOSED IMPROVEMENTS IF ANY EXISTING ARE E. P DEC=NE" YI WEFT m HIND BY CafIUCTOR Dr AND AT LEAST MUST PRIOR 7D INSTALLATION OF ANY PTELY ORTION -r,-- -a- xP d YDFE .+- -m- BDTWN d SLOPE NOTIFY THE OWNER OR ENGINEER I 0 O UNf I'aLE TLC W3rWA OMWME OM OF 7}E AFFECTED WORK. FUIOD to" Y, . L= DENT 12 THE CONTRACTOR SHALT REFER TO ARCHITECTURAL AND STRUCTURALSDRAWENGS FOR ALL BMNOIG .o AKOP A91WT CRATED CO®A+GT®1ETAL PPE BULLRING DIMENSIONS AND CONSTRUCTION. BUILDING DING DIMENSIONS B SHOWN HERON ARE FOR Nro LUDn POE(vAaE) (X)ORUNA710N WITH OTTER SITE WORK ONLY AND SHOULD NOT BE USED 70 STAKE OUT GNP' ]IM MDF6 ENTRANCE H H SNOE UArw+E tip CLWDGID AMM U I PPE BUILDINGs, SITE CONTRACTOR SHALL STAKE OUT THE EXTERIOR EPULDNG CORNERS FROM ]4J' }D° LaDIY'EATKE •_, ... oouaE IDNWIWtE m GASP OCLI PPE THE LATEST ARCHITECTURAL PLANS THE CONTRACTOR SHALL NOTIFY BAXTER NYE nc ar LIoaEAo oaaR ENGINEERING&SURVEYING OF ANY DISCREPANCIES BETWEEN SITE PUM DIMENSIONS AND 34 }4 r--� -x- TRPTE UAMNIE OF ONwa M TYPE ARCHITECTURAL BULGING PLANS BEFORE PROCEEDING WITH ANY PORTION OF SITE WOW ygNm ` WHICH MAY BE E7FECTM SO THAT PROPER ADJUSTMENTS TO THE SHE LAYOUT CAN BE QUIPSTER PAD TRIAD U� COP COWA"ID N[ML PPE MADE F NECESSARY. SHTE LOCATION c- T SIN -W JL .TALL PIG( cm Comm 13. PRIM TO THE START W CONSTRUCTION THE CONTRACTOR SHALL SUBMIT A SCHEDULE OF 1471 1�81YIOYgh ROAd 0018E 9OM OPERATIONS TO II OWNER AND ITS GINSREPRESENTATIVE.RE THE CONTRACTOR STALL NOTIFY AND •� PAINI G MM J O UTILITY P W NDH C PIPE PLLTE'MWDE R MIA$D COORDINATE WTH THE DINNER.ITS ENGINEER(M REPRESENTATIVE. � " C-L c-o LIMY REMOVE rE RATM PINE-91oD01 If®/Dt ® prom cLMl1T r-c. •---o VWRY POLE/=POE CS O RD SDP FOR MIER U E 14. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND ALL CONSTRUCTION © CDPACT PMIEIC STALLS t B MMO IIaE MEANS AND METHODS. BAXTER NYE ENGINEERING h SURVEYING. DOES NOT ASSUME ANY shallow PON � JAC TIP MORE ROM PPE RESPONSBWiY IN JOB SITE SAFETY FOR CONSTRUCTION METHODS USED. ALL FEDERAL. •7EBIIl/I/MM rEIMIY � V i�7illi'ili IIIIQIIIII NnaSVDNNT ® RAL Ma STATE.AND LOCAL OSHA REOUIREMENIS AND REGULATIONS SHALL BE FOLLOWED BY ALL 03 C Nab SL ACED SIT H13I0/1WTBNE asOm Spa" PERSONNEL ON THE JOB SITE AT ALL TIMES. .. CR0651NNN crouism A MIE o�T DIM E 7S THE CONBUCTO R SHALL REMOVE ALL STUMPS.RUBBISH.AND DEBRIS FROM THE •(S�•M� 42& m lid OO PAWIDII F!C RA ME AD COVER PROJECT SITE. STORAGE OF THESE ITEMS WILL NOT BE PERMITTED ON THE PROJECT TITLE 0 SEAWARD QIIfY FRF39E PAMFIELIT AR P'(•If 6IIIfRSECROI SITE- THE CONTRACTOR SHALL LEAVE THE SITE IN A SAFE.CLAN.AND LEVEL HEAW art RETITLE PM00H1 RAPED OD 2rIKN DES) .._ FAR: WARE MD OGE _____.__..____ CONDITION AT THE COMPLETION OF'THE SEE CLEARANCE WORK._ _ _ �_____._- 76_ALLUHSYRFABLE-MATEFMSENCOUNERED'TWUfN-THE LIWTOF WORK-SUB GRADES SHIN ._ ` xADrwN PAIlMC mWEly auM ADD xmRANr BE REMOVED.AS DIRECTED BY THE ENGINEER OR OWNERS REPRESENTATNE,TO NATURAL BAX YE M N ENGME MG&SURVEYING STAER.E GROUND BY THE CONTRACTOR. UNSUITARX MATERIALS INCLUDE TOPSOIL.LOAM. . VAR-ACU55OTE HADR'UP PROMO TAXED aIRaT OP" D IM7FAC�MLR MIMM PEAT.ALL ORGANIC MATERIAL. SNOW, NX CONSTRUCTION RUBBLE.TRASH.AND OTHER -d R SSTONEFuumcYfw ITN MILD OEVAIM OELETFR10115 DEBRIS. IM 78 Noah Rom NfITOBG�MIo>SShBTCLLT O�LOI ® C HD RfCOMAL AIEwTM9WE PQ POIaIN1EDMUM 17. TREES A SHHR WIIN UBS TH THE UNITS OF GRADING SHALL BE REMOVED AND RESET ONLY P6DDe-(S((*TI1-7502 Fax-(JNO)T11-7622 pats m ® UPON APPROVAL OF THE ENGINEER OR OWNERS REPRESENTATIVE DUAL OR sEc"WY'ETIENGE �) i I& AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S ST•el AMA r""J 'k a 11EET PVL PO WO OI NO PPE ,f„A OPERATIONS.STORED PRIOR APPROVAL BY THE OWNER GI ITS ONDff REPRESENTATIVE, TH . MP WIPUIID COIUEE PPE SHALL.BE RESTORED BY THE CONTRACTOR TO THEIR ORIGINAL CONDITION A7 THE O�j AID RD W10P DRAIN CONTRACTOR'S EXPENSE - S SETTER 19. EXISTING SUBSURFACE ROCK IS NOT SHOWN ON THE PLANS IT SHALL BE THE RESPONSIENUTY OF THE CONTRACTOR TO MAKE THEIR OWN DETERMINATION AS TO THE LOCATION OF SUBSURFACE ROOT SO SWM GRAM ' 2Q THE CONTRACTOR SHALL PROTECT ALL UNDERGROUND DRAINAGE.SEVER.AND UTILITY - T RUPIONE FACILITIES FROM EXCESSIVE VOIC/LAR LOADS DURING CONSTRUCTION. ANY FACILITIES DAMAGED BY CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT THE TSge DPPNC SIFEYE VALIC AND BOIL CONTRACTOR'S CWENSE U Da.Paz 21 ALL O EXISTING SIGNS WITHIN THE PROJECT UWTS SHALL BE RETAINED UNLESS NOTED - DATE 5-31-06 • Ya - •MIITID CLAY PPE 2_ jONNtS BETWEEN NEW BITUMINOUS CONCRETE ROADWAY PAVEMENT AND SAWCUTEXTSTNG -UIER To ousnNG PAEVEMENT SILL E E L sANT SHALL BE EDYFCUT TRUE AND WITH BITUMEN ARSTRAIGHT.�ALL O ED-ALL _ IT CRACKED OR N EN ADEOUATE PAVEMENT AND/OR SUBBASE MATERIAL SHALL BE REMOVED AND �IFN1I CNE ON)COWIS9M S18PfW C■2 \ _ REPLACE D- - S�T-OB sPA STHWfTR _ ND_ BY DUF REIARKS ' WALKWAYS HANDICAPPED ALL PROPOSED . u ALL PROPOSED ATO WILL S ACCESSIBLE. ew ETr. a®Tm. . w S ZX. ALL [OIPA:MI®t ON ALICWA 71W1 5S YS TO BE HISS AND ALL CROSS SLOPES • WORK BE IN ACCORDANCE WITH THE MOST CURRENT REQUIREMENTS OF THE US. '. ACCESS BOARD.AMERICANS WITH DISABILITIES ACT s COMMONWEALTH OF .\2005\2005-103\CHIT\PLUM 2005-103LGD- MASSACHUSETTS.ARCHITECTURAL ACCESS BOARD. ' 20D5-Eo3 em Loos P.nv.e DATE•UMAW L SOL L09B PF UM DATE•M04/2005 LOCUS NOTES: -- -----'/ ; . >. +•\ GAL NOTES: 1.)LOCUS AREA 6 COIPWSFD OF BARNSTABLE BARPtSFABIE BARNSTABLE 1.) LENS 6 SIIBELT 10 AM EASEMENT 10 mvm WED Wnu E RALTY TAUS►TREC'mOEID /' 4I 6'P>\t'-i\ LOT 10 9 PLAN BOOT(SM PAGE 24 - - SOIL EVALUATOR: BOARD OF HEALTH AGENT: BARNSOARD OF HEALTH AGENT: Ste'EVALUATOR BOARD OF HEALTH AGENT: N D®BOO(1L M PAGE n AND A LUTED PAN=EASEMENT'AS DEPWED ; � � z p,� ASSESSORS MAP 253 PARCELS 014-)CDI k 014-XO2 Stephen A W41serN, P.E pun Desmrais Don DestrtDYois Stephen A 1YLson, PE Don Desrtarais BOO(2Q211 PANES 10 3 ft•1N A�DOATm 9QRH PLAN EDBF. ` \ c o\ DEED BOOR 20,3T9 PACE 211 NEST PR(2 TEST PR(3 TEST PR(16 TEST PR 12B TEST.PfT 130 2) LOOS 6 SUB'm 10 A TAOC BY THE 00 NNOMIf OF MASTAOUSE715 T ROTE 132 \ ✓ \\ T`\og 41 85 S.P.PROPERIFS LLC 51W1O11 POND pfrFESSIONAL LLCl SOIL EVALUATOR: o + : 13M PHWJLYS LAZE M3 C Am STREET GS.E = 41.5 GS E =37S G.S.E = 15.99 GS.E =46.05 G.S E. = 45.08 IECOROED N IEID Baas BO/PACE 432 � �a , \A \^\ N NE6.w 02601 os[UMI&AM 02655 St A Wlson,P.E F A:tem 7/J:SAtO/Low F "MU ni o'Ap:tDR J/s:SMW LOW If A:Rem 2/3:SVW UAW Ir A:IDIR 7%J:SANDY LOW 3.) LOOS is stiew TO AM EASEMENT TO OMSKkwxDf ELECTRIC COPAMY N RID LINT ♦ \ �4f = 5•^ P1/011E(SB)775-9361 PIId1E(SOB}421I�723 . ,-NEY 4,t) x�,J52) TEST PIT(1A r ten a>» 5.M PACE 3Yn \1 �� `' O \ \oo �'\. L)PRORRY 0EE7WWM:TOWN OF BARF6UBLE EW IN110 O OEW-STATION/19 G.SE. =41.6 r lEl�4s>a 9:ICNm•/•:SNOY L04v e:,am 2/,:OBSE Stn'S90 nR43OM c M OF :Iom 4/6:Nfar SHD A cH tDR i/e:EmIM SRD c :IM 4/4:aIDY STD A �f'/�� '� '� ROLL BOLE 11 CONCRETE CU1RB ISLAND AT WFfE1i5KI f�/-� -� . N '� \ RWNF l32 R 9FA,( MAY GIGW9 COBB16 RRI fJffiES OLWf2 I\ '� �4'E 0 /l PROJECT BENCHMARK:aEwum s A.45 (DATIAf IIf,1O29) 24'(Ear J93) r'(TIDY 35.a a DIEM 4E3) Re'(ON'D� W VIEW 4tZo W`MV 31t41) I o S.L \ 3)A TIRE SEARCH tuLS MDT BEDI PERFOiR11FD FUR 7115 SIZE F OETERIIEm ' y \ ro BE NECESSARY A 7111E SEARCH SHALL BE PET30RMED BY OTHERS, ct:I00 F/5:.9mm SEIo q:tom 7/1:FM 3T'sm A :Tnafl fu A:tom 2/2:SRor LOW 4 HIM 2/2:SUOV Um A:tom 2/2:SA LUY `_ _ ; /!'S,�E/ PAEED PARIOEC .�, y't U� 4. RECORD . 11ID'N.t) tl 4 ) THE PROPERTY NSI INFORMATION 51LE PLANS 6 BASED pl D LAY U AVARAaL 30•03"AD) JF 01d J4A 7e M'a.0) Do•m"41.00 JF(a EV m-" c� ]HE D T tWARAOS HO AYNLA?EO IWER DEEDS 91AI AND FROM AllFIELD . e:Loa 2/1:ORA C UM W/ `- \ �/ TEE E Y PER FFMED B7`WIE NYEE0 4 IM7 4 ANFD FRp1 AN ON 1N[GROUND 10, e: MR VS:WW Lm C I�5/4:10D SEND A e:NXII W4:SVD/IpN \.`- /' ,,\` ) G ♦ \ SURVEY PERf018m B/IMXTER N1 A10 SIALVEYNO ON NIYEMIBFR 9-1Q 2005 c,,am 7/t:rnwLT er RIM 7/4:M a SM a�isl� Lie r ae a ERR oxamPLAM BOOK SM PACE 5 E\. 7�r PLAN REFOOM PLAN DOW S39 PAGE 24 aF M,� NMW wo W"yA »(DIEM 354 Jo•(DEV na) 14s•(�34M) t�Na Jcoe) - NAP PARCEL 018-M A to ,\ E� / / d �"o�� \ \ RANI DOW 23D PACE 59 a-0aY 1 y o_ RNN BOLWC S35 PACE 5 c Mom 4/,:EDGE IRE e:,CAR s/t:COR+cr Caul c:tom s/4:ID3Y1 s o a c:tom 5�;4E11a1 SEto N/F WCHAPD NDWCAr.E AL TRS •:�.'{ '% "� 0 . 1• Sno CANIR F0N outs RaN[I1B9B - i 1 '\�. RAN GOOK 195 PAGE GS 3RI1.9uo _ , '� rp V+ \ ROUTE 132 1952 UYOOT(SHFITS 5 4 6 OF 11) eF JN3J 1K OILv A99) ts4"lan?ram ` t � !p' ttY JN.7) 11LLv _ _01L1' -_ _ AAiVEYNC -. APO - .t \ �^�. \ ✓ V \ THE PREDICT IIYIS•AS FIELD SURVEYED BY W70ER NYE 1711G PEW IN®AT,x'(en'J,ei)IwIER C>es'm t Ix mm>.Jb EEgat oW*f AF,2Y 31 aCs, ✓ •� \ ^'P ON NUA30 R 9-tq 2005.OTOD APPROXIMATELY ro LOCUS LOT LINES AND ro THE FASTERS es;1CAe ep:C4I71A4 SND �E ALE o�sn c +EOAmm xorN aa.o.uLR oN¢ WORE Io firm" . i / �' y y SJa M OF OLD snm8EWr HILL ROAD. OTHER 00 MUTIOR SHOW IS FOR RO'EREN`CE PER me Ie v!-m1: \ �, \ ]. �.� ONLY AND IS CS I FO/aN1gN OBTAINED FROM THE TOWN OF BARNSTABLE OS DEPARfYENF- 1�M"31s) Pax RHE<ar/rm M 2A C PEW wII<2wnlat 1 .4 /DOME x�Ess"- / J ,FADNC:.�,2• 'l 5.) 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FJasTRNG / :• / SUE ooEs APPEAR ro AB TATS A PRIORITYESPECIES' IDS'F S XIES PER NII�P MAP 4 ;a.s tE1L. ,t• \ "'�� TIC �{ JUTE 20D3 VRIORIfY HABITATS 1)F RARE SPECJES•FOR SPECS 1910ER �y S •/5.3-- � �' THE AMSSAOAISETLS OMNGFRED SPELES ACT,REM"TIOS(321 CUR I& . - ,/• `\ @ <s= .SITE 6 WITHIN!A STATE APPRDVED ZONE I GROUND WATER RE'CMRGE 40.e _`'i _ �s - __ a24x .az*, \ / PR07£CTION AREA �47.c 4tb a? A`I't"'� _/ '' �4G �6 `Mtn' N2b• sa,< �. 7-) Emm RFC'pD uRDT 1/FOM/A7KN aM'IW+IFRFN: 7 1T `11EAW-BI - Lgi� .,` 4$2 45s \ t co /` •ALL ETSINC UEnES AT LEASE HOURS(A POW 7070_BE START OF CU6iRUC W LOC47M LY x 395 - _ ------- _ sg- - \\ __ I �\+� PIAH DORM 534--PAGE 24 � 1 = 4� OAS111,IMY rU(IFAGRaID/eRtl7RILTURE SiRlwM/!EI✓O/NDND NWIE®1 lEgittOD BASED MAP 253 PARCEL.C14-1612 <SA 1 .b>` ` A - - \ �y \ maEA6F IliGul'REOOffi NV RENDER THE OOM7WCTQT AGREES TG a<FLAlY,'EP0/®E iUk M/T S P.PAOPERi�$LLC 23N -9 Q, •\ ----- --- \ - _�'•`, •.` . y. \ \ sOz :aT M!1 ALL O4i'NGES Iec/tl(2!T EL( '_D F.7 7!_ •C.`.'."-A^P'r"S FAT.t_:Ti co,Ir. 'Jb 41.C '� ,`•'O 42EOP 42.s \�`�=`�s:.o A,0 •2. Yi, \eoo�5s P z4An FIAc�OEEO IFRAS7M)CRAE ND UEIFIET EXACRY F FIELD 00N[17U16 DETAS FROM RAM EFO>IFOXIII THE RAM [pfQMCIM 9WL NOTIFY THE OICaM IMMEDIATELY FOR PCSS8E fEDE9FAl N YAP ABATE SEPTIC SYSTEM LOg1KN PER VMWACE SEIME DUOSAI SYSTEM M7EC"MOM _ Jo' r 39b 2 Ras-)om`t PE60RL®FDR nW9 LKDOIIWW BY JOYRI M MV0/6 OF AM S PC ECK MW NSPEC00NS a 39,4 E 95 1P at2 ,l EOM_ W p 6 D '. .4a5 x 42A `,�i=J.? b S:4].9 ae2 \ J`su\ LOGiNG SEAMCE ON 5-19-199A G 39.5 •'\ q Y ,, \ I O _ :lit �. M 5e74 AWTOMAL SFPIIC MOLOWDN BWI FROM: I 'I o, 41a - ,':t45.i ..4 PA1A .+6 a'.6, E 4 3 1 APPROOaN1E$EPBC 5Y57E11 lOCA7pN STOWN 011/1P 257 P1R41.D14-A1L7 PER 31E AND SEIWILE • 4,7,' - -�� •''`E\`� RAN(F Pan=OF 1471 RE IV-PTE'ARED FOR FRAw M.DOWWM III,wm TARE(NGI SEES AND i3Ri-i1 'y .5 :\ ¢ `i9t W1G NAl SET x<l 92.•` � �1.' a].1 � FXKT FROI(T wo'cR 1 IAAa SUtYEYEEN$OF YApI01RN W SKIED ND SEYFD APIs.2,1996. - _ -- - II (L-40.w(HOVE `7-' �aS - � PAno EL=4esr APP�µTE SEPTIC SYSTEMS LOCUM SHOW ONLOO TARP 253 a T 253 PARCEL If-I=PER "Im ----?-- '+ i39. @ / a2 •431 : 1 ? DISPOSAL SYSIE6 FOR PROPOSED 15 OFT ADOTION ROOM NOW PREPARED FW TRW(MDODUX 3-3o-19n AND lava Lx IrALON QRIFICOE OF /84-24r ss' AT ROAD Br.EEOE OM COPIL41fZ ( ) • � - - - __- L' S� _ ON FIE /Z 2981 PROVIDED BY _� � it 1D I _ _(�iwuo�/ � ''_�3<5 � H7�. D11FD APRE 4.1981. ' u.. `.` a.F•,Yx �" � � tp n F!Y' `J' NeVER LIME NFOR1tlTI0N 6 BASED CARD -a��• 36.]` CY Q. , �• Ry-•�o. / / _-__-= BARNSTABLE WATER COMPANY _ i Ee-Cf -` x 353 �gi �s u <IA 10 MIA x.t)7 ',43,R + / J !`.1 \ •GAS LINE IFORMAWN PER MAP/SM2756 PROVDFD BY KEYSPAN \ ''E -__-_-_-_ _„t .P t► '` _ AEU i O 39.7 / a0."j ! /1/ {4 x az.9 ENERGY DE1AERY ON r 1 28 O5. �• LAMER ;aS 1_ _•.. S 3E.dx j I G_ j'z ( 1' /' ElaSn1G PlNl.bMl(-39!Y 24 / BRKX 48.7`' /!, 1 2. 4.4 r I �� PAKD PARIOIC - RUT. / \% 8) M7�ATED BY THIS POIN ON NOWDEER 10.2005 GROUP per- 35.9 r� , 1� .A/F 253 PROPS TIES Lk M/F S.P.PROPERTIES LLL tks // /I o / / / 49.E 4a_: SITE 100010M B ,� 5 ''x i! a $iz' \ C / , crq+ 1471 IpaMough Road -- \>w`D ,y, 7p70y7.\ •N,' r..z.s2° - ^ 'a'9 \�37.7 3]9 x y xK• O 3JA 4 25-- i� - •�. � �42.0 �.`_fI�W�J��(�� /� + '�, FJmiNG =35\ 39.-( M PHbW A 4'aF i� / / e ] Shalbrtl POfld Pro(ess10lla11 LLC C InT 19 \ 3:.s 1 ♦ is s-4 P,AP 1]1AYWOt '9` .00NCL URIn S.c o ®-r N / 7. BBJCWENTSt PLAN BOOK 539 PAGE 24 \ eE)• 3+;.0 x:yf., .ri15 !' PAD 435 MAP 253 PARCELS 014-XOI Al 014-X02 : m 51 't� I 3 'A, Q, / ! %/ ry ` '�/ ' 'E A.v�Y� UPLAND AREA-73,941t SOL FT. ' �(, &5 (AWN •n 4ys=L.9 .3.0 '°I e<.7 4-s.0..��4al 1 9 `. P�/ ••+•�'4= 1A Au ETUEID AREA�7.677t SQ-FT. O059RID x' S.? /3a•9 ) / i 4 =uw, -___- ' 4 -#yam c ! ITI� TOTAL PARCEM.AREA PEJ2 PLAN=81 618t SF 4 n _ _ _ _ = 71RE ` ILACHIIC MTE/,l If ( _-.a4. ~@ E)a9Tnc 'aQ9 i. -m�F- -<S,'•s L !/ i!/ 447. 'I3 _ 6 � faOQL�fIOes PIAD 1 n - 3:' SEPTIO T u / S HAi�L-OTC = f3 • g y)s :7n .` •r' D wNc:z ,e;: -unn 4> / , . , BAXIER NYE ENGINEERING&SURVEYING u ! A GREAT POND A,OA ___39 a69 6.5 4S4 S6A j e ]. 4 POND 11 -34.5 ODN(REIE PANT Y _ CON CRP..PAID AT / r T �'3 Sl$ o ! P 3 ` Lind Smvqm / ` �/!"/S, //i j j j/ �i/j j •£ • 4i t> 78 North andD�i/l I Phow-(508)r7)aso2 rax-(508)n1a622 ! i 3 E`RF`F2<T'Ar AREA a 9J.22t ! Liw;47. 4 47.17 r' �' 34.4 •3111' ~ / / / 1 r rr l7,.��ifi3 •` /� / / j//�3 43.E 415--- n3 /! / '�x }I 4,5 0*40rI ^ �r // / // �! 3.9.7 :: 4.:`_ ��V �PF ! ! 20 O 20 40 x<4.] ousnle EEwcTwNctai .451 >`✓�:r ..�! ®®4 1 3a4 / \ y,. a '2;s x.ia�3- __.-__"�/ -''4i.. �EXn"1RG -_� " •lr �/+ �' / r v3{ _u_ _ ___ - -_�` _ _ ! SCALE IN FEET ^, AtM _fL_ x.�sz �' x_'=t Ee_.yH_E)Q r a�a SCALE 1' 20• • ti , -�••K Tta4a• - .>s A >5.7 ,^ __ >: �"' °P-� ;- A•F: _ �sEfuET ._ .RW.:.�Na j 3a,7 tr fo r� ''A' ,S •2'20' 1447E 7D _ _ <31� .- - - ,YJ7D•IT ( 46:9, 49A S 47VF2E)• 49-3 `R3.F�' 46.6 •r�a<> ..-pAN,pEiCREf1Yi1C'rAl1.4_�• 4i.4 4_�-""L1IL2-� 4 9 ' --_ - YAP 8 P,Jlfa 013-OOt \ PM4D PARN�Nc :E3: .7.• ` 46.s UMIPLE 011 ERS j ' a7.7O ! BANE 5-31-06 4S t !' ' I J� / \ sBYTIM :MOT S:, ! E70SING CONDODRIA,S`, ""-_--x--______ _N �. / b16-06 CAPE COO WItN®ON Nu,i seal J6fi PACE 63 ,''• (I'flt ps) )sialArm C�3 YAIE 253 tC "WFA K 2 - ? . N�11 I0 251 PA A IE/TA R Ita1ER,' '•\; 'SHALLOW PoI� 'BD57R�OaDQMAi---- s-Jt-06 SPIC / (PER s 47Tm•20 1 59-81•ro x / //! l NOL BY MiE REMfUCS ae6 -�F� IlwfNc /' / ;: `_ •sMAI2o>r 1'OIaF o-oF ; 1A.1[ER RECORD LOCATION-� m ell FM ) 2IXY 2005-103 l7NL PLO 2 Pe 5J'3 Pc 24 005-103EC.d - - -- -- ra i. F' `.` /! / HELD DE �l ZONING TABLE SIGN SUWARY ".FMYEfONI►l za�to olstalcTs oa pL�FaTmF ` � NOTES: ZONING DMMCT-.- B(BUSINESS)/HS(HIGHWAY BUSINESS) W.U.T.C.D.1 SPECIFICATION TEXT WANTt [YWRLM MAW Z018NG fDgIR7EIm RC-7 _ NUMBER TWD7H HEIGHT -lDi AAA=u' '� `\. I . UK LOT FRWAGE= 125' ARK LOT WIDTH=- I �• \:, AND CONCRETE PADS UNLESS OTHERWISE CIFK'ALLY NOTEFD N HEREIN. . OVERLAY DISTRICTS:WP WELL HEAD PROTECTION OVERLAY DISTRIC . ZONE U h RPOO FROM YARD=30' SLOE YARD< 15'REAR YARD- ALLOWED USE: OFFICE PROPOSED USE OFFICE BUILDING YAIOMUM BUILDING NEICI(f-30' - t5 ', ,�: T �� ,' ,a5A S 2. EM IT I PAVING EDGE STALL 8E SAViCUAvrNG, TO CREATE A CLEAN EDGE R7-8• 12' 18' 3 WHERE R 5 TO BE TIED INTO NEW PAVING,OR WHERE ASPHALT S DUST USE COMMERCIAL-MOTEL Ct%bWR 1®Me1M ZONRIG RFDI RD-1 - EXISTWG 40+BEDROOMS ARL LOT AREA=43.560 SF. �� .�^ a UNSTABLREMOVEE A PAVEMENT TO ASPHALT WHICH 6 TO REMAINSUBBASE BROKEN ORWITH . PROPOSED BUILDING FOOTPRINT. 8,532 S 1101.LOT fREA=4=20' YIIL lfJt 11DTH=125 , ¢ �-• .� ��:\,^s UNSTABLE ompAIEM SHALL BE REMOVED AND S SECTION REPLACED EIN- EXIST TOTAL BUILDING AREA=16.065 S (y(O� q( A; 17,338 S It ' \ SULTABLE COYPACIED MATERIAL PER PAVEMENT SECTION DETAIL HEREIN. (16ST S.F.PER ASSESSOR'S-16.065 SF FRONT YARD-30 SIX YARD-10 WAR YARD= 10 � ' 3. Rl-1 24' 24' 2 ILAIOwIIY BU41)WG HDGHT=30' 1' .'',, OF DIMENSIONS WHERE APPLICABLE. OUTSIDE FACE OF FOUNDATION OR FACE TOTAL PARCEL AREA=81,618 S.F.(PER PB 539 PAGE 24) ` � , REO MED/ALLOWED PROVIDED/PROPOSED a 1\ m ' `i� ,2 u;�� Q 4. BUILDING AND/OR SITEIGN sGNAcORDINANCES. MFFT REOUIREMENTS OF TOWN •ADD'VAN ACCESSIBLE'WHERE APPROPRIATE. `\�Y 5.ALL CONSTRUCTION SFNLL BE PERFORMED W ACCORDANCE WITH IN.LOT EA 0 S 10 000 S.F. HB 73 941 SF UPLAND I /� \. � '/`) - °�vY ON7AGE 20 B 20 FT HB 179.9E FT ALL SIGNA43E MUST BE IN CONFORMANCE WITH THE I ' ONT SETBACK 00 FT B 1 FT 100+ FEDERAL HIGHWAY ADMIMSTRATION MANUAL ON - I /-•��\\ r Q �. \ ' M4SSACNUSETIS HIGHWAY DEPARTMENT STANDARD SF£CIF1CAilONS FOR DE SETBACK 0 B •20 FT HB 10.7 FT +30' UNIFORM TRAFFIC CONTROL DEVICES'(MUTCD), HIGHWAYS AND BRIDGES.AND TOWN ORDINANCES.REWLATIONS, AR A B 20 FT 20+FT LATEST EDITION-ALL APPLICABLE CODES AND LOCAL REOUIREIAENP•, &SPECIFICATIONS. 1 5 MA. CO T(GE 2 FT 2 5'F'T•• REOUWE?1QKT5. i ,t f,.�j V. r'; 6. PERVIOUS PAVERS TO BE INTERLOCKING AND WSW W MAX x LOT COVERAGE(STRUCTURES) N/A(B)/30x(22.762.3 SF)(HB 11.5%(8.532 SF) Li j- PAVED P:•.R!=:n;; ) ACCORDANCE WITH TOWN AND MANUFACTURER'S REWIREMENTS. UPLAND PARCEL AREA= 73.94/ SF (EXST 10.2x(7,S10t S) - LANDSCAPING: WT.PARK- 27.602 S 10%- 2.780.2 3.085 ' \ r TREES-FRONT YARD(1/30'FRONTAGE) 6 6 TREES-PARKING AREA(1/9 PS) 67 SP 8.38 9PLAN 5,,n A OVERLAY)ovs AREA (wP OVERLAY) Ar) sox(36.970.5 SF) MAP'55 PARCEL 018-00 & TOTAL UPLAND AA- 73,941 SF EAST 45.9X(33,974t SF) PROP 43.6X(32,2133 SF) t`,, NT R,C.HAF13 tiiL1CY„ET AL.TRS. '5e't / ,� ATURAL STATE (WP OVERLAY) 30%(23,236.5 SF) l ' `\�� / 1\-^.c6;f�•'-�_• \'tom �� , kREA TO EDGE OF WATER=77,455E S E)aST.64%(499t SF) PROP 16.6X(12,839t S) /'� ! WTABLE ARKG T TIPS/300 S.F.GROSS FLOOR AREA .� '�, -a., 2,' �. �•'� > In� 17.338 S.F.(GFA)/300 -57.79 USE 58 67 SPACES •',\ / / `' ! \ i..{ ANpCAP PARKING(TOTAL/VAN) 3/1 3/2 VAN \ '/ +A ` I`� \A TOTAL PARKING 58 PS 67 SPACES // ' F!PI'.3_w:-.35 v:.cE%+ \ 2s3 PAPec^c.0ia-T.Of `, � fS1GN VEHICLE MSHTO SU \ i - rx,^-FRAtt`;R.u�wl:cucH '� -��'.,' •/��/ ,l 'ea SC.: x -MINIMUM TOTAL SIDE YARD SETBACK(SHALL BE 30 FEET. \/ • ••25.5- FIRST FLOOR TO PLATE ('rEP148 � �•, `,�/ \�\%/-� /.: o (SEE DETAIL/9DI) 'V t/ i YS E 4qa ,c'at-�-� - -.�: - - - ��•Y ��: l/i ✓y.ctta Ec:w �a l ` ;j+. 41c E ' t rp ✓\l / rl L4L l° ` `' 'TO wumoW ENTRANCE FUG);DreK SIC)PAOD.24 SAWWT EAS11NG ASPHALT zJ' 6`9Y DUYPs7ER PAD _- '$ 10. \14AP 2=3 .•� AS 9101M 01 -_ z; - o.?mr - (S4 DETAILS N4z ak 19m) o :�-,. �.d \'\ 1' `� •\,''t,y,zi_-/ 'httaof^° -}d 0 ',�..(,�. <I tea. ~-sd LAIFTER AREA 70 \ NF/ n - LCT`NPtgtF. motel 7.d \ \ %q -- - � •� ''� ,r BE REPLANTED" -y '�a ,� 1 -_-✓ NATIVE VEG TATMMN a~�(` � �,S. k M.J. Qs \ /A g SITE LOCATION fof CONCRIE PAVER E , % ar 7471■JWnn�uh R-wJ 1. �'E sqR f (skE DETK NZ>) PA • %s \ 'o. .{ , 0 2 'RICE k.AV•J> PA 1N �•\. / @Q` 4A.�� 0!9 + '( T /// tOD 10' c.P.PN. P,F.ES \` / �L: PFDWffiD FAR /a \ 14 '.F r3-5 \ 17L * G 3-10' J \ I ��q�� J Es4T!!+�P_O;.?I,;G OOCK1 \ 42Dg.' �' prL� o m?w �?�' .�J i aINNAYR �y WI (SE 3-Y0SIro Rp1AlNV,1 S \ 'Cl / t•01 -11 .�..... 0. R-1d ` O _ f 1 L•J G7` ••8b-1 %Au �+� -- -y�, �----- - \\ / '�� -vn.n mOQ rO KJ 1< rod /�a " iR O 0 PLAN BOQV 53Rf FACE '4 \ •• W m M R 24.d __� iAr n.1 TAP.R:GLS 054=X0_-B�Ts_hD2-- ._. _._-_--- --- - ---- - - "- ---�--- ---_..---�--- - --'-- m,w. � -i -z'--- - - ----- -1 SITE O UPLAND AREA 73.941E c FT. ,Afi• �.. fi \a - (SEE H077E,.HMO" `0 BAXTER NYE ENGINEERING&SURVEYING 'MiCELD AREA= 7,B 7t O i. �w 7 , � � -TAT.PARCEL AREA [E Pt.A,. = n1 A7°- S,F, ' i ' � - p ,+ '' , }d \ ay lQp• � �Y p 1 3 (Q �` `Qo R-} ` a r. ;1% e,�' RegideaedPlDfes4oDalF�giDeasmdIandSMrveyaE N Q + •. 4 aNR \, / / 78 NoahStreet-3td MOM HyMgd%)11as0I*RWtsDMI EASTI G FLOAT / / TO BE EEAmLt1ED r w�- sQ T PAIN t 1W Dt w�"o° Am-(W)771-7502 Fax-(5�771-7622 WO'o�Y�7,1$1 iI 'F^`;x��.,\,,,,i3��N0E1E'A 7RBNEBRFEF ENVRE/G1EEDFA MTipMI / ' PLOt7f1J6L0nLAH SIX!� SF j °� SIGHT TRIANGLE SHALL BE LEFT T;>A „% p 1Q I PLANSFROM HEIGHTS BETWEEN T:a FOR 70 -Sd MIMNOBS PAVED SURFACE 7 0.. �pY= % PD0 (SEE DETAL#418) P & +?. /I2 hfJ /a / 20 0 20 40 > 4 £ C I 'A � "ff R.} 1 /AAJ^'•q�RIR.aT.t7 / ( � ? /� SCALE IN FEET [�t t 1• 00 qqq SCALE 1' 20' iiSE SE 19At'.A/ $ - -- f ,�v_; ,� •�� 1'i Lf.<c:.a'E seTeAc.. -- - -- - eB ON FT,D 441E:5-31-06 /21. --.^- -� C9 OH FND v:D`c TFIL,u / 99.95 (S_c fN Flio '.A.81' r'- 'F.u.s:..!S.Sa l MAC \ '6+ •S sd4T2o'W/H36'1D os 47'Od20'W A�, tNIET L" f a / / -„-Y --/ ` / i IP ^RKCE•u;.':-ni:I i� -_, �--a' -� / M,V wEmSLXNN ML \ 'Ai,25Z ut-08 SPR SBEL0 BY DATE R&MRIa 101-5 Exrnr;c cu„ck;Nr•�.u; MAo'25�R�.of%�z O � �.._ ZOOS-103 CIVIL PL 2OO5-IOXM.d !1/F-E yER H h HTfTA H.%tUEP. \ � ��PGRD' EVSTNG C7J'v4§flNil'.Y.i I \ (PER y's) s i f ZOOS-103 UTILITY NOTES: % I. CAUTION; THE CONTRACTOR SHALL CONTACT DIG SAFE(AT 4.THE ON-SITE WASTEWATER TREATMENT FACILITY ITY(SEPTIC 11.GAS,ELECTRIC,DATA/C IS SHOWN SCHEMATICALLY ,\ •� / .,1• ,° - / i-886-DIG-SAFE)AND UTILITY COMPANIES TO LOCATE ALL SYSTEM)HAS BEEN DESIGNED,AND SHALL BE CONSTRUCTED. HEREON. THESE UTILITIES SHALL BE INSTALLED WITH A (y EXISTING UTILITIES, AT LEAST 72 HOURS PRIOR TO THE START IN ACCORDANCE WITH 310 CMR 15.OD-STATE ENVIRONMENTAL MINIMUM COVER OF 3 FEET U.O.N.OR OTHERWISE DIRECTED BY OF CONSTRUCTION.THE CONTRACTOR SHALL DETERMINE THE CODE TIRE V. THE CONTROLLING UTILITY COMPANY.CONTRACTOR SHALL ' n ✓ \K EXACT LOCATION.BOTH HORIZONTALLY AND VERTICALLY,OF COORDINATE FINAL LAYOUT WITH APPLICABLE UTILITY lieALL EXISTING UTILITIES BEFORE 1HE START OF ANY WORK.THE 5.WATER MAINS TO BE DIP,CEMENT-MORTAR LINED.U.O.N. COMPANY. ALL CONSTRUCTION METHODS AND MATERIALS SHALL BE AS, S , i.~` / T�• . . UTILITIES, CONDWTS AND LINES ARE SHOWN IN AN REGUIRED BY AND IN ACCORDANCE WITH THE LOCAL WATER 12.ALL COMMERCIAL LIGHTING SHALL DIRECT ALL LIGHT SO AS LOCATION OF EXISTING UNDERGROUND INFRASTRUCTURE APPROXIMATE WAY ONLY,MAY NOT BE LIMITED TO THOSE DEPARTMENT AND APPLICABLE AWWA SPECIFICATIONS. LIGHTING KEEP ALL LIGHTING IA 15''/MAXIMUM SUBJECT LOT.ALL COMMERCIAL SHOWN HEREIN AND HAVE NOT BEEN INDEPENDENTLY VERIFIED LIGHTING SHALL BE ON A 15'MAXIMUM POLE LIGHTING DESIGN 't� •\ r' BY THE OWNER,THE ENGINEER.OR ITS REPRESENTATIVE. THE 8.TYPICAL COVER OVER WATER LINE SMALL BE 5'.IF LESS SHALL MEET THE REOUIREMFNTS OF THE CAPE COD CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND THAN 4'OF COVER IS PROVIDED,INSULATE WATER LINE COMMISSION 18-95-001 EXTERIOR LIGHTING DESIGN'. { i%r ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE AGAINST FREEZING IN ACCORDANCE WITH DETAIL/205 OR CONTRACTOR'S FAILURE TO LOCATE SAW INFRASTRUCTURE AND EOUAL. 13.ALL UTILITY CUTS THROUGH EXISTING CONCRETE OR _"`;\ � '`` (••��+' �••� .. UTILITIES EXACTLY.IF ELEVATION INFORMATION DIFFERS FROM BITUMINOUS CONCRETE PAVED SURFACES SHALL BE SAW CUT. •( / (,�% " PLAN INFORMATION.THE CONTRACTOR SHALL NOTIFY THE 7.DOMESTIC WATER SERVICE TO BE 2-POLY PIPE INSTALLED BACK FILLING OF TRENCH SHALL INCLUDE 12-IN DEPTH ENGINEER IMMEDIATELY FOR POSSIBLE REDESIGN.AT UTNTY WITH A CURB-VALVE AND BLEEDER,MUELLER.BALL-TYPE. FLOWABLE FILL TO THE BASE COURSE OF THE SURFACE CROSSINGS,VERIFY IN FIELD THE LOCATION AND INVERTS OF MARK It.ORI-SEAL AND CURB BOX TREATMENT. THE SURFACE TREATMENT SHALL THEN BE i` i r•'r• vC� \ \ WATER.ELECTRIC.GAS.TELEPHONE R DATA/COMM AND REPLACED IN KIND. `\ RELOCATE IF CONFLICIING WITH PROPOSED INVERTS PER THE &WATERLINE INSTALLATION REWIRES THRUST BLOCKS TO BE ENGINEERS DIRECTION.THE CONTRACTOR SHALL PRESERVE ALL INSTALLED AT ALL BENDS,ENDS OF LINE,VALVES AND FIRE 14.DEMOUSH/REMOVE ALL EXISTING STRUCTURES, TRILRIES. UNDERGROUND INFRASTRUCTURE AND UTILITIES AS REQUIRED. HYDRANTS IN ACCORDANCE DETAIL/3Q1. FOUNDATION OU DATA N AND NOTECONCRETE D HEREIN PALS UNLESS OTHERWISESPE 2.12-MINIMUM VERTICAL CLEARANCE SHALL BE MAINTAINED 9.FIRE HYDRANTS WILL BE MUELLER,CENTURION.OPENING BETWEEN ALL UTILITY CROSSINGS. LEFT TO EASE MAINTENANCE AND PARTS AVAILABILITY. WATER VALVES WALL BE RESILIENT SEAT MUELLER GATE MM ION ✓"� l 3.A RDUM 16 HORIZONTAL SEPARATION SHALL BE VALVES OPENING LEFT. MAINTAINED BETWEEN WATER AND SEWER LINES.WHERE WATER LINES CROSS SEWER LINES,THE SEWER LINE SHALL BE 10.AUTOMATIC SPRINKLERS SHALL BE INSTALLED IN / :t/ �FP LOCATED WITH A MINIMUM THE CLEARANCE OF 181 BELOW ACCORDANCE WITH MASSACHUSEITS BUILDING CODE AND / ' / ,•}91� •\ \ P UIR IF SO RE APPLICABLE NFPA REGULATIONS, QED. SEE PLANS THE WATER LINE.THE SEWER LINE JOINTS SHALL BE LOCATED EQUIDISTANT AND AS FAR AWAY FROM 1INE WATER LINE AS AND CALCULATIONS FOR FIRE SPRINKLER SYSTEM BY Ol1NER5. \ % �-/1 g POSSIBLE. WHEN IT IS IMPOSSIBLE TO ACHIEVE HORIZONTAL AND/OR VERTICAL SEPARATION AS STIPULATED ABOVE,BOTH �� - `\ /}t• THE WATER LINE AND SEWER LINE AT THE CROSSING LOCATION - SHALL BE CONSTRUCTED OF MECHANICAL JOINT CEMENT-UNED /" �� \, �"•t %y`�' if DUCTILE IRON PIPE FOR ONE FULL 2W PIPE LENGTH OR ANOTHER EQUIVALENT THAT IS WATERTIGHT AND STRUCTURALLY -�•. o i` i..,LaCN'IT l SOUND. THE JOINTS FOR BOTH PIPES SHALL BE LOCATED AS FAR AWAY FROM THE CROSSING AS POSSIBLE BOTH PIPES SHOULD SHID BE PRESSURE TESTED 1D 150 PSI TO ENSURE THAT fPfP-G!' 't THEY ARE WATERTIGHT. E157MG YPpC caRPOIDLTs TO BE PUMPED. �, s) NWLfD WTI/Of.SAID OR CRUSH N PUKE /% / ! •\ / / SEPTIC 5rs ,'�., /.'A f" P!PITIj BRICKwK N.1"f• iEr::'H '. � ` _ PROPOSED LIGHTING FIXTURES TO BE COODMMTED IRON \ ).: '�.•...��.�...n ."��l`^.1-1'J'/ `S \ I MOAIECT a OwJER(TYP.) / > Caa 1E {\ EXPO BE MAIN YA f@ t. _- TO RE1101ED SAVi T FOR WUTER CONNECTION ONNEC 11O `\ e . J L, -v. •y � / IF EO TA FIRE SUPPLYtMs INSTALLATION(SEE 12 ARE AM INSTALLED N THE SAME r NCH IHEDOESM LINE 41A11 'SE PROPERLY SILEE N 4- ) "t•` .. ° . Stll M � J PVC '�J+Sft•3s•:•e'E 1 t eP.2D• IX, W 1M&M USING TO trD INTO; Ir] RD REMOVE a CAP _ PATER MAN VSWG•ST S1EEL� r;F,B „ i / 1m/R1� \ \ PFSTINIG DI�� OFFSITELETM BE PUMPED. EmS,,,,GAS LINE ) i - ; SIRMS(SADDLE a COSORATGN , \ STORZ COIOECTIO/I LIZ, !\�� '\ �\ / WcilTI-IN)l\\` P,t;A='f:.43 IiOHT i'a+`,-., J J �� • /1♦ w-'w � \ ~ \`•:TM / // •-\ La 4. a �• Qy O•lCs_w\ sFR. •il o. \ 'I x• RELOCATE E1SNG \ �6rV `YF IF-6�_ / �,�• /` OmaowE a ELECTRIC a \ \ y E E S�eNWr t ♦ vOEY �%• 4 �L , REMOVE a CAP c'' DATACOM CE NICE AND _ GROUND E `E. --w ♦ M / E.'\F// a07STMC CAS LINE /' AS SKIED/ /�.,�,,,�. i \\,L;z`aU.n>, ;wF Ir-sue.✓'/ \ 5 �^ O \ p _e c _,�.®Bto ` �METER 't> ! '>o"""M'y" iNG f' 147 Bond j s-nca% r� "'0>s\ E]Y51«�F SEPTIC COMPONENTS TO BE PUPED. - �...w O, .,�+ a D '.{y�,"�5\ , \ A !6, \ /Ia,n,vuU�'"�'a a DISPOSED OF OEF9TE .ia' PIACE VALK.BOX AND 06TALL VRDTY PFOWS FOR o \\ 1 o�! shallow Pond Pnftssbnaf,Uc TOM REQUIREMENMAIERIALSTS 41 PDLE AS 910MI r o `\ . \ / YF ie-a Pl1M. CH,•_ Q M V / z c;9 ! 603 C Mol SL -(_�.w eco�J.�_�race 24 � '' !$ a m�Pn � �' MAP 253 PARCELS G!14-XO1 &0?4-X02 $ `. .1 eopen� 'E'w W BREAKOUT EL-♦3.13 , ^I,' ILI \ Au j UPi-ANO;.PLEA=73,941t SO. Fi. {�I _ - /" w^'T� $ � ^� � (,SI H WE'IiAHO A(;E.4= 6'7t 50.FT. I E:YISTI;J6 J° " !1 / _111I a CAP DO57«c GAS 4 fir' s . i 7• 1 J6 0' NEw 1 a MEWL CT CONIS ��! RITE -v�tRJ J t l.R� "F -� �T;1'AL PI R EL ".A r_P..^LAN - 31 3idt '>F - LIN��y.� y (I .l 1 � •{ / ^""�'� 1 , �y AD,ART MA»1QE R« sNOWN O SHALLOW POND �Ir man------------------- - - --- BAXM NM ENGINEERING&SURVEYING U-) A GREAT POPJD ^ O 15 /,1,14 WILE OPOND FL 3J.5 C�_/'� I - y�E/my�y d y V y QEATR TRIANOE SHALL lfiT ( �'}�, . RC Pmkmd XMI T'&S I�Lai Sam you 1 --�• °_ __�__��'-J--a 78NMhSLted-3LdlboG$yamm OW1 (y �'1 I \ `F 2-lF 4-SON FROM HEIGNIS 3'a_e' +p i 4D PEC a 1.671 g C Pr.R Mar-(5N)771-7-W Ira-(50B)771-7(T22 a G-I / / J 1 ._ _a wTI10. NG /� 20 0 20 40 _ I / -, 4- —_... -- u - 1 L REMOVE MI PIT AND CAP SCALE IN FEET p tix rr.�: �+ ` EASING IMTTF SRV/CE S`(.ALE: I•- 20• " _ r '�.7i..:O}} •t°i:, RO RD.�� /PROPOSED CAS `si i 7AN", FY 1Q`ENT �X V .,s.o-.--/ ` _S 4Y 144.36'TO �RIU.-45.52 /o `•-R cF__./'�CpJCREIE RETcINI11C WALL - 4 010' COPORp115 TO BE ;i ceo�„ C1JF2 iJRET' �ry / rA np'74 ozn • - Lvs'nAG--•- ,.-`" DATE: 5-31-06 RERg1ED,a SEPnC GO OF DFTSRE / PA VEL PARING "=--� $ n� i i � / � � ,\\ Lvs>`rd NAiclDti FUhTi' I y 6-1E-06 CAPE COO COMMISSION sTJMliuLc) A �C5CD N GV N0. BY DATE RElMRKS 1PsR Gs1 ( wN IN_ gim2m 6'I6IB6 MASER 2005 2005-103 CML PLO 20Q5-130ULdP � 2005—f03 , P'dSfOl-SOOT Old IWO f0l --SOOZ SOOZ-0 / / �f---T-=�- wf� emn / ;�• M3H9Y1 aslrW j (��/OL� a 7 L 3 �ai§p OJIM .r mwv �ada 30 of suioap £3:ov i e rota e- N SXMYI'[A7 31Ya A8 '0N ,• /� r �J I- n �/ . 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EXCAVATION/FlLL NOTES: - - 1.SINE SCOFFS OF TRENCH EXCAVATIONS DEEPER THAN 4 FEET SHOULD - --'__ GRADING AND DRAINAGE NOTES:, x\ �.� BE FLATTENED(AS REOUIRED BY SITE CONDITIONS)TO AT LEAST MAY OR � , \.,� - ��_.� - 1.THE PROPOSED FIRST FLOOR ELEVATON= 45.00 SUPPORTED Y4TTH 7RENCH BOX OR SIMILAR DEVICE.ALL WORK SHALL BE ,` -. 1q � THIS ELEVATION IS EQUAL TO ELEVATION 100.00 AS SHOWN ON THE PERFORMED SAFELY AND IN ACCORDANCE WITH OSHA AND MOSHA i ARCtTELfURAL AND STRUCTURAL DRAWINGS.UNLESS OTHERWISE REQUIREMENTS. 2 AFTER REMOVAL OF TOPSOIL AND INADEQUATE MATERIALS, GENERAL FILL THE PROJECT ELEVATIONS ARE BASED ON THE NCVD 1929 VERTICAL _ SIIBGRIDE SHOULD BE PROOF-ROLLED WITH A LOADED 10-WHEEL - `` / \� DATUM. TANDEM-AXLE DUMP TRUCK THE PROOF-ROLLING SHOULD BE PERFORMED \ � -+1,---- ---- AS DIRECTED BY A GEOTECHNMAL ENGINEER.NO FILL SHOULD BE PLACED 2 DEBRIS,STUMPS, EXCESS,AND UNSUITABLE MATQNWS FROM THE , UNTIL THE SUBGHADE IS APPROVED BY A GEDTECHNIC/LL ENGINEER. ` ! ¢V' CLEARING&DEMOLITION OPERATIONS SHALL BE REMOVED FROM BORROW MATERIALS FOR FRI OPERATIONS FOR GENERAL SITE GRADING 1 ( T THE SITE AND DISPOSED OF IN A LEGAL MANNER BY THE SHOULD MEET AASHTO DESIGNATION A-2-4(CLASS 10)OR MORE � } l` CONTRACTOR GRANULAR AND BE APPROVED BY A CEOTECHNICAL ENGINEER.ALL FILLS SHOULD BE CONSTRUCTED IN 8'LOOSE LIFTS AND COMPACTED AS l ` 'r� 3.DISTURBED AREAS SHALL BE PROTECTED AT ALL TIMES TO - FOLLOWS. MAJESS OTHERWISE NOTED IN PROJECT SPECIFICATIONS _ `•v\ } �`. CONTROL SEDIMENT TRANSPORT BEYOND THE LIMIT OF NOW(. -nus SUPPORTING FOUNDATIONS AND MOOR SLABS.95%OF ASTIM _ - " a ". /' D-1557 (hASHTO T-180) - ___ I �._ /- r j. ; 4,DISTURBED AREAS SHALL BE TREATED M17H WATER WRING -TOP 12 INCHES OF ROADWAY SUBGRADE. 95%OF ASTM D-1557 �� EXCAVATION,OR APPROVED ALTERNATIVE,TO CONTROL THE DUST- - T-180) i . 5.ALL DISTURBED AREAS NOT OTHERWISE TREATED SHALL BE -REM G WALLS AND FILLS WITHIN ROADWAY(BELOW TOP 12 INCHES). 92X OF ASM 0-ISSN(AASHM T-180) ` /�_1 e1 � STABILIZED WITH 6'LOAM, SEED. &MULCH. THE CONTRACTOR -FILLS IN GREEN SPACE.85tL OF ASRA D-1557(AASHT0 T-180) \\ __ - __ / PERMANENTLY ESTABLISHED. SLOPE'S M EXCESS OF 3:1 SHALL BE _ / SHALL BE RESPONSIBLE FOR AREAS UNTIL VEGETAMIN HAS BEEN -FILLS FOR PIPE EMBEDMENT f)3EDDING,HAUNCHWG AND INITIAL �^ J 84CKFILL.95%OF ASTM D-1557 T-180 AASHTO �� .. ;' � ;� �> `�%: FURTHER STABILIZED WITH EROS"CONTROL BLANKETS (ECB)OF ( ) •` I y'I _ i _CURLEX OR EQUAL.. GENERAL.CONSTRUCTION NOTES: ! 6.ALL DRAINAGE STRUCTURES AND PIPING SHALL BE DESIGNED AND ,�� , \`��__.- /_�`\\ t\ 1 � \�/, v,' INSTALLED FOR H-20 LOADING. 1. OFFSET DISTANCES NOTED ARE TO THE CENTER � \�'� � Ga OF STRUCTURE. .v., 7.A 25'MINIMUM SEPARATION SHALL BE MAINTAINED BETWEEN All 2 SET CENTER OF CATCH BASINS GRATE 1'BACK FROM FACE OF CURB ,`� \\ xl / i �l \ PROPOSED STORM INTER MANAGEMENT INFILTRATION FACILITIES AND LIKE WIM A OJ'LOCAL DEPRESSION.WRAP CAPE COD ARM AROUND +, . s^. SAARTARY SEWER/SEPTIC SYSTDAS. BACK OF GRATE MIN A Y CURB TAPER. -y �% ,�/ r ^� C/ _ it Y- x t B.CONTRACTOR TO VERIFY IN FIELD.WITH ENGINEER PRESENT. SOIL INFILTRATION RATE PRIOR 70 COMMENCEMENT OF CONSTRUCTION - `' (ASSUMED 6 MIN./IN. INFILTRATION RATE). IF RATE VARIES FROM ASSUMPTION. SYSTEM MAY HAVE TO BE REDESIGNED AS DETERMINED BY THE ENGINEER. •``"+ - =% `• ~I �/ v 9.CPP- HIGH DENSITYPOLYETHYLENE CORRUGATED PIPE WITH ••1 SMOOTH INTERIOR WAIL TO MEET ADS N-12 PIPE SPECIFICATION OR / `. _ EQUAL CPP PIPE USE SHA BE ALLOWED AS NOTED.WITH A ------------ ' - a SHALL BE DWAETER UP TO AND INCLUDING 24'_BACKFILLING CPP MUST I FOLLOW MANUFACTURER'S RECOMMENDATIONS AND SPECIAL CARE MUST BE EXERCISED(SEE ADS PRODUCT NOTE 3.115). en$11trf,-guiwro; `I \ 10.ROOF DOWNSPOUTS SHALL BE TIED INTO ROOF DRANS AS CAR SHOWN ON PLAN. ROOF DRAINS TO BE AT LEAST 6'CPP A7 1.00 X SLOPE MINNUM, UNLESS OTHERWISE NOTED. MINIMUM TYPICAL SHALL BE 2 FEET, U.O.N. 11.ALL RCP PIPE TO MEET CLASS N SPECWICATIONS. 12 ALL PIPE INSTALLATIONS SINALL FOLLOW PROJECT SPECIICATIONS AND PIPE MANUFACTURER RECOMMFNQATIONS. tz ^'�. / i �.5,i,•,,? ty�p1A�p}p 13. UNSUITABLE MATERIALS ENCOUNTERED ADJACENT 70 SOIL WTH 1 FT OF STOP¢BETWEEN UNIT INFILTRATION LAYERS SHALL BE REMOVED FOR 5 FT AROUND THE t"'1'u a,nt AID/R OF STONE AT INFILTRATION SYSTEMS AND REPLACED WITH SAND BORROW PER MHD _ i09SIL11o11 A16A _ ✓'l \ - `•` 'Y n 4r.-;p'it" Y4A �-CAST LWS3]B:5E �g ��...,,� -I M.1.04.0 TYPE 8. �,WMM gip - nJ' // ,Y NSA BBC Q.0 K 01a F STOW 0.F�� ' `\ .-\✓ '•.'____ _ x `�2 C01�ENiS TO fJVDE)S S1fOJF1-FOR ANCE ACCESS) Ic - , T1;A®Fmcw)FLI9 W\.� µ.Ts ,O-c as a�g BL»,TNS lT'pl' 4SLB et µµ BO 4117 x 45.1 O. '•, VIM p is nP`\� 4' ` 2�O a \ 1 - -- t PRE-CAST+ x DEP a.o• ', / .,\ ss e �.,dies i ss°s ,.aa B \ c} In �\ - __._.'_ Mtn 1 R 4s S10NE BETMEET4 EACH t1NT r y/ f 4145x AID 1 FT OF$TOI/E AT Owsm PERIMETER _ � 'GRA - 1 LOy®t-10"iRAOE AS S OII Roft Y - ACCESS ` PR0V6E-T lE AT GRADE AS 5140w FQt-O> 1 � 1 - -- T >• / i - t 1 _or 1471 bmuo Ugh RD" p^ \\ J� ----- ---AT`19 ry..� /' -- 1 0 a uTs,< �i w ;) r ao+E®IWIfeAFA O j / _ _ ++r G.% ' ` =M V Ga TV"MGM f s4FEt C-10) PROW"TOR J AID R aiA _- ,.._ 1 /� ! i 1 F f r'- µ44 IC f ��/�..., �J /� \ co, ��,� a i j \ a FLBO B 41s4 BC F.-=F f -'\ �111R &W ftnd�UC I G•1 µ'D µDI ac S*It.G FLGATI4�'m .'` \ ?'`,""f \ � / \f �f E• U3CUab Et c YZ'u5i TL1 10]1AMl E4,44 VC i �l 0. G ! OL , <. . M ec i TILE 1 C !s - ------ \ f MAP 2`3 PARCELS 014-}01 fs 014-X02 NPLL � ' r 7. 1 � UPI.ANL`AYEa - ;3,94i t 5�2. FT. ` N _._4),ffiSs B , m3s `Y •f/ \ BAXIER NYE ENGINEERING&SURVEYING 0048.50 AtFLAND.AREA= 7�773 Sr.FT. 1 - .b� 1 - I IOTA.L PAP,—L r•REA FER PLAN = ktl 618± S.F 1 i ``i �1I1f�0oe)�O�S>��0 p { O ,l� f 1506 BC A ... .. u f � , f r Noah Sued-3Edl4oMHyat>mis a I t•1°___ . ,.,ppte auia LOc ,E f r� - - Phan-(509)771-7502 Fax-(508)771-7622 E7IISaMG FLOAt �„_- I _ 4430 BG_.__ tY" '7 4x15 LI ro eE FiMNAtmy a� t , .q.F O« i � a t L I'= M am G"•, i ♦PRE-CAST N20 LEACHY G `__53 I F LOL mis oFRBsrwE TNfDi EAOL LMrt 'I - > I AT OU \ '` 3 I NO .ltr i / y it / 20 o 20 40 !MAINTEPROVIDE 1 COVERE AC ro As saw FAR GRADE AS ACCESS 1 GRATE AT `.A 4sn DC I j•g $ /r ;Z`� ' ( SCALE IN FEET / % (BADE AS 514gW F41RG� 4. uw ec I a as " tc ' Cam)s / /� SGLLE: 1"=20' - ,'� r ! �'' - \ PA Ass 11c 4�', .. 0 sop 04 , • __ - - - - DATE. 5-31-06 -------- LOr 4saRe ) ��, // Lc) OT !�— �� r� ; r fp 1 c54'd;: :144;r_ T r F -�-�' +� , / %' h/ .+P➢itb', B-f&-w FIFE(AO COY1�01!Swam •. ".-°'�_-`J'_' --------' - - =-5 -� . 6ox�: 5-31-05 SPA waOML CT��.. / /_- _ - sLeWnx ; )/ 1 ti.'c �,\ Ir_`~- •n'�--o-.= 1 ��Y / ND. BF MTE REWRNCS Mum NUIM o ;' \ / / --- - / // 0 20D5 2005-103 CML PLO 2005-103GD.d % / V/ `�>;c'>r„rO coraxeanx4s -- •/• 2005-103 -- - -- -- - -- 1 /" CONSTRUCTION SEQUENCE �. I.wSTA1L NAY BALE SILT nmm TA ESTABLISH THE UNIT OF WDK AS SHOWN a FINI �- ''', 1 '`, ` Or ERATI NMAINTENANCE PLAN 2 COSROICT TEMPORARY CONSTRUCTION DITRNILE AREA, \ - n _._ - 1 DISCHARGES FROM OEWATt)RBIC OF DrAVANONS SMALL NOT R DIVERTED SRECTLY NTD ANY WETLANDS \\` \ 1 TAG ITFS AITOlIONw ElF[T�� By TH>.1 iN VINE GENERAL � 1 CONTRAL`Tro OONSTNHN PION •l1O:e A"% 7!E L_e_HTIFR_d/CF?N!F OR OISiNG SIOIM URNS 1/11DUT PIEiREATMENT VIA SETTLING BASINS ` \\ - •A n'^PINT MO • ^"- 4.INSTALL KAY DALE CHECK INNS ALONG CEWFM OF SMILES AT 100'OC..AS NECESSARY. \ \ / \ ' PERSONNEL ASSOCIATED WITH THE CONSTRUCTION%TITS PROJECT SHALL BE INFORMED S OEM AND PERFORM DEAD OPERATIONS FOR SITE MTHIII I E UNIT OF WnaL `t _-__-- Jr \ °'\ THAT THE MAINTENANCE OF SILTATION CONTROLS TAKES PRECEDENfZ OVER NORMAL `} M1-- ° CONSTRUCTION ACTIVITIES ADJACENT PROPERTIES AND STREETS SHALL BE PROTECTED n ' 6 ESTABLISH ROUGH SIB BURS FOR PARIOK'LOT AND DUIDM>PLATFORM. 111`t t r/ '(y FROM EROSION OR SILTATION CONDITIONS rt \ CREED FOUR LIMES I A INSPECTION AND AS WTIakD MFREy1 SHALL BE PERFORMED).PERFORM BUILDING SITE CONSTRUCTION ' ;, MAINTENANCE,AM B f/ S.INSPECT AND MAINTAIN MUSIC H CONTROL MEASURES AFTER RAINFALL EVENTS AND A MINIMUM OF ONCE t i NY / rLy WITHIN THE FIRST YEAR OF OPERATION, THENCE,INSPECTIONS AND MAINTENANCE SHALL ' •, ° '` t t BE CONDUCTED ON A SEMIANNUAL BA51S(2 TIMES A YR.)AND AFTER ALL LARGE PER WEEKSTORMS AN INSPECTION REPORT SHALL BE MAINTAINED. A REMOTE SEDIMENT BUILDUP AT EROSICN COTRROL DEVICES AS NEEDED.RE1151RDUTE NAMI M.OVER �e ° ACCUMULATED DEBRIS w S CATCH BASIN WATER QUALITY MUM BIO-RETENTTON AREAS. SITE INCONFORMANCE WIN fARIHNOO SPECINCJ1710115SHALL ILL ONCE ALL gtMHAR STRUCTURES ARE NSTALIED.INSTALL FILTER FABRIC AND NAY BALES AROUND ALL V a REMOVED BEFORE IT 0CEEDS 2 SEPARATORS AND LEACHING BASINS ovit BE /y� RR DAM BEFORE IT TRAPS/ 2 FELT ABDEPTH ANDMED DISPOSED 6 PROPERLY. BROKEN NEW STRUCTURES AND MAINUN TIEM UNIT PAXCMW IS N RACE AND VEGETAIM IS ESTABLISHED, ! \ �c� � EN DAM DE GAS TRAPS/ HOODS SHALL�IMMEDIATELY REPAIRED OR REPLACED 1D ' ALL OfTFALIS SMALL BE STABILIZED VIM STONE PROTECOM AS REORIFD. _ //''�V ° i `\ L3 � L✓ ENSURE ADEWATE FUNCTION. ' ( a 11.ALL CUT MD FILL ROPES S1N1 H C IVORNEAS STABILIZED SWINLOPES TOP SOIL MO AID MULCH OR `� '- \ t - A N � f \ SUAL INSPECTION SHALL BE MADE AT ALL II/IWIO.ES.CATCH BASINS, OIREIt AS RElll�i D 6 OONSIRlIC00N ACTIVITY CFJ1S5 ON SAID SLOPES OR A PEU00 OF FO{KRTFFN O ACCESS WATER- j.,- � TER plAlltt INLETS.OIL/WATER SEPARATORS IFIICIIINC BASINS.PIPES AND DAYS 0R tlEA1ER ALL SLOPES SHALL DE PEla1HEI17LY ST/BLIhD AS REQUIRED YEDIATELY IVOI ', � ` /,^j ,-1 TDIpLETHDN a FINAL GRADING. i c L. , DRAINAGE OINRIELS FOR THE ES STORM DRAINAGE ANDSYSTEMA THE GENERAL L r ooADlnoN w THESE sIRLtCTUREs iFD DEBRIS - � SNOULp�REVTEIYED AND A E NOTED TL GONG,PI CEFINISHFINAL MAONO AND STA0xl7ATNON OF SITE. INSTALL 90-RLlE11TKIN TAETIOI SECTIONS MD `� \ _ ��i.q /d, " a� SHALL 8E REMOVEDFTHE THERAIL AGE STRUCTURES TU ALL OUTLETS STALL BE NOTED AND A PLANTING,PLACE FILIAL PAVING COHSE 1 � _ �' ``r J-� = �'Z �T%1 DESCRIPTION OF THE DRAINAGE STRUCTURES SHALL�INCLUDED w TIE REPORT. OEIETEi1W5 MATERIALS SHALL BE REMOVED FROM THESE STRUCTURES AND TINE DI REMOVE SEDIMENT FROM ALL DRAINAGE SITO/CRIHES"MAIN IIAIRIOES.PIPE AFTER COMPLETION a \\. I '\ / t-. °\ DRAINAGE CHANNELS IN ORDER FOR THE SYSTEM TO FUNCTION PROPERLY. COSTNICTIOK REMOVE AND REMADE TEMPORARY BERMS.SNALES,CHECK DAMS EEC. STABILIZE `+',\ _ '`f - \ 1° °, ALL OUTLETS.DRONING CHANNELS,AND SLOPES SHALL BE KEPT STABILIZED. ANY 14 REBID $ EROSIdi SHALL BE REPAIRED HBIEIAATELY. H4.REMOVE HAY BALES R$T EERIE UPON FSTABUSIDI7 K PFFYANIONT GnOIIIDC04pt STABILIZE ALL ll 1, - ,\J' TO. ,,,�� ° t B10-REPENT HOURS.S SHALL BE CLEANED ARD RENTBJZED ONCE DEWETERwO TINE AREAS WERE NAY BALES`ERE REMOVED. \ \\1 �''� ."� / �� f,,J \ ' - i "i t� -^ P'31' I ¢•�, THE FOLLOWING MINIMUM INFODIAnO1 SHALL BE RECORDED: • --__ ' ( :F`rtis`' {} DATE OF INSPECTION __ .� �^ ;'�•✓I'- � `\ 001E3M CONDITION OF THE ENTIRE SYSTEM C -� -\ s �`, •CORRECTIPEWVE MAINTENANCE ACTIONS TAKEN TO ENSURE ADEQUATE FUNCTION AND WHEN NCOPY OF THESE INSPECTION REPORTS SHALL BE FURNISHED TO THE APPROPRIATE ' \ AGENCY UPON NEWEST. L , ____ M-REIEKSCM AREAS STALL R PROTECTED SEDIMENT Vg3L ALL CONTRIBUTING DRANA4TARFAS -\ ARE STABLUED(TVP.) i '//__J 1. t /.�'•• PROVIDE SILT I FENCE FOR BASIN : ql 4_ PRO�'.PLUM XtiTN1^u aJILSILT LI•� 90-KID"no 14 FOR hOTECfl011 T PRO,HDE SILT FOR _ -,•f 'S� _ ' 't "` H V f, \ BASIN f7ROlECTION liON _ J .. 'z (SEE DETAIL ;JSKt t'' 4in1 \ `✓--"�,^i`�..-- (s'a`TRrALL,Kra E: uW- ":✓� / --"� ` n, . i / /o t sff AAD.ccIRAL)TTA76 }(y '•,I fir^—'__ ..�- `�;��, - �� aIA,LS(T+IJ i `; \ `,/" 1 . .. ,11 T \`,1••' ` `fie`• f 1 O (SEE DETAIL OM) ' `t PROUR NLLT PROIECTgF,�;` \ re-C' �SD'BUFFER ARFA..,D--------- _ _ / C`" - 5 , `•, 1, <(\ ` "TAT VEGETATION p ; PROVIDE$ ,q T ,, t \ _J ;t \_ •11 �.� FENCE FOR BASHPROTECTION 1lot •`'. -^+r I (' ________._ y ` `i� �•oo' / $ `� '.\` _I• .-;:`. - SIDE UC41M o -�_ -- -- ,� '`'• a �� f 4711mmIfNugh ApBd NIs�"'MGE RnhiP \` \, --.-' : �/ ; i `� f' �"[ �E • I •`IVYe FENCE FOR PROVIDE SILT BASER i/Ii/Nw MW�F Uc 6 �L. .\ I \AF la s \ E `E g `E E PROTECTIONan O nab SL Q 'PAC FL^O0411111rWHIN MA PEC CRk`F. /G. 4IREMANf I (N 1E E f ow 420-4=1 co L TITLE LU - _ _•-�C% LOT I5 �{�I�� \ 'F IB-4 i f I/H ;a ( -, .T- /4 - WIIYEA rI01 PLAN 600h;533 PAGE 24 T qq t f i,dd ' �0 /> r BAXTIIt NYE ENGINEERING NSc SURVEYING `OAP 257 PARCELS Ot 4-XOI &014-XO2 f i FENCE AND HAY,BMES W � i , � 1.�`; r j UPLAND REA s 7,941t 50. FT. REOLINED FOR NNE 0,11RAl1ON O' 'fil Ta �= _- ( O WE A. AREA- 7,677_ SG FT. (SSE ML twc;OPERATKNS sFF� .'R u -- / T,- I� ST"QI'gD oD TRaN ��7 a 1( rdRDtea>aaml sod Land (V PARCEL AREA PER PLAN•� 8I,8183 S.F. 1 1 !! a 'j'y. 'i, -�-� __ _-.(;,'_-- (�°' / Y i PA ' f - -_ _- -- - ~/ SEE DETAILFBDI) , � f• / 78Nm&Surd-3/dHoor,Hyaoais,M Mwi I- M :I ( a Fbow-(508)771-7302 Fax-(508)771-7622 `H'VIDE f ' �7f EASING N.OAT�, Q r SOFT PATH - ro SE EA=., �oe,1 :"1 =. r�50'tKIFFER MEIN TD 1 Pi I� N� f ✓-_nq._ rI' R 20 0 20 40 NARYEROP`A"VEFt7A NTH SCALE IN FEET /4: (9 rE�'EDETAIL. •. _ _ _='- - 'I (SEE Ib�NSA), • - - _ti9:5_______ __ __ _ __ _ j -/6-05 CAPE COO CON0�11 9AIQIW, ' r Lo CIO O Ln J-- L' ` ! / -- _-�_�---- ``-----_.____� s as'Ya•lo w{ -" -O•-PLwMOF�,_Iak�TLPFtoTEiTNON ` _ �� ,# // 'rna sPA. a9mn,1 Cos ON N / / i / /.... _ _ 5a.-'- _ --(SEE.DELAdIl7)v- 5a� e; i y 'i r N0. BY MUTE REWRKS - / -- /�� ----� ( HN. or.,wxI DNIWIG NUMBER I 0: 2005 2005-103 CML PLO 2005-10 _ 3SEC. - PLANT MATERIALS LIST and SPECIFICATIONS: MGM: 1.RANT SOL SMALL BE 1/3 WHAO"MT MOSS AND 2A FFINYE \ • •SHALLOW POND pROfESS10NAL LLC-HYANNI%MASSACHUSEUS MAY 25 2W HELD►ELM er Vwdgood` Bloodgood Jap•Maple you NMc \ — _ A,p)y. 111AT1YE_P.i.AACJ�+fGSr MULCH SHALL BE NORROLVAN' ONULFTr/1F]IOCR BAWL2.MINO ' --- - W , Botanical name REA nts: C _ 1 TREE PiAunLNGs SHALL 1E COMMON vAwEBE.s CAPABLE Nr •\ - --- :. '_ Common name: Size: Quart Comme TREES: u,.,,�e REACHINGaMG A NELOrt OF]LT•MAI%BTY - * ------_-- - -- - _-- ._ y •: - ---' - ` Acer paanatlxn W 2 BB 4.MILE,PLMUM 51ULL BE OGNMON vuBEM CAPABLE OF, < ! // .� - .-D-j�:.♦!-__. T - - Betide nBre?ferdaga' Herkage Rtver ftch 10-1z 1 3 stern rnhJBB A BB.uM NOCITT OF S•MAVAT L BB 91R6BS x-O INCHES Comas IFaLsa Chinese Kousa Dogwood 2-B' 3 a LDTER doer NaAxnMcs Gkasiabfe 'Skye' Skyll-Honeylaoust 3-3-5'pl I 12-15tt.BB a PLAMIs SHALL oONPaaN TOMOST REL>EM STAMAIDS OF 7NE � � a• - _ �,� � �• ' Pk:eapungerrsgfe— CobradoBk*$pruce• ;r10' 10 smners/BB AMORKAM HURSERTMEMSASSOOAIIaa PyrLFs taMeryana AdsfocreP Aristocrat Flowering Pear 3 4"cal. 2 10.12 �.RNDMOE Mr TOPSOIL•mNE GRADE s SEED ALL LEAS +� \ \ Sa1Gt alba'hitffs' Golden Weeping Yddbw 3-47 cal. 3 Retention area — NOT onPRwsE NORM - )huje L>aNtala Ydgla' Dark A1111 ArbxM'lae 5-6 67 8B;t%lmf as req. F/ a Nt RIWINCs AT OIBVE MAY ENSRAN(L5 WILL BE MAMrNMm 1D A - NENiR OF O'OR LEM AS TO NOT OBS"M TRAFFIC V1MM BotanfCal name Common name: Size: Quan: Comments: ' P _-- .Le1sAT1Bd MDiFBc(Rdet mm) r_.1---`: = SHRUBS: / • "`= ;- -RAVBO.P..ATt]clhiG_- - -- -iovcusTr om ' ' SnNs sempon4renc Conenon Boxwood 2-2-W 10 BB 1.cunRAGTaR ro INSTALL ON-sS uN6umN REL FTR TOMI NI08CAINN ,� ! iVEO PAW-4T*L _ SF,DOMS. NROlIADIDgS. - //......\` Hydrangea meapp*7na(IBsF Lace Cap tlydrengea 18 24" 24 CCTIBB 2 CONIRACTOM 1 BE RESPO : FOR PROPER COVERAGE OF AREAS ro - dlore Pea Gee 4-5 B CGIBB BE BE WAATEM�Erosnio " oPON1"sn NTE INSUFFICIENT COVERAGE DIE ro - �` -- --- , Hydr�ea penbiate grand -- -- H var AJQIea-Rose of-Sharon 4.5' 5 CG1B8 I ybisau sy is— , irlkberty x CONTRACTOR TO IMFER TO LANDSCAPE RAN l0 Mir SPRINKLER Boa;535 PAGES , 1P A - � e Umpa 3 GaL 36 CG(reL area) EQUIPMENT AM AC HIM.MATEIM FROMM NIEAFFlONG•PTM PROPER �LNB-OO a ere-^a cf(f11.'F'fr(Z81' Pfit2ar Juniper ` PLAMTBB.LE:;6W;ROOT BALL s7E FOR PLNnNC -------•---- --._._ ... .. - . 18 24' 10 CG w m NowEE Er u.1^?.Amoorus 4.RAIMEW CWMM VALM�COPINGS MNTR LrABs WH 18/2 AND JTmipen!s I1 sen Jose' San Jose Juniper 18D4 SNAIL BE usEn INSE TGRo arELt 7Oo uNN ROTOR THERE REONEMA - ' Myrica pennsyPoenk:a Native Bayberry 12 tti' 0 CG/BEi;3d'o.C.n1a6S a MA ILRE N O LATEBu LINE WE SMALL BE GLASS 200 PVC MNOGARON _ - _ -. -i- •T---- SFEVE SHALL.BE SOEDLAE AB PVC SPwAa�m OEOt vAtac .- / Vp ----- ----- "--.r.-� - -� 1 slopestretentfon areas a INCLUDE BAOPLOR P REVEN1ER ASSEMBLY AND - - - -- - ----.-- T Rhododendron liyb V var. English Roseum Rhodod. 2-2.5' 5 BBICG DEVISES WOW LDR NEAR DRAINAGE WAY aaN i r�,�-•lei Rosa vrginfemre Virginia Beach Rose IMF 30 CGIBR-,3.4'0.e.slopes :- - Common Uac 3.4' 12 BBICG w '"- �°�s= ' Syringavutgads ret areas l" -lAe- DT 1A `. , Vacdnium W. LowbushHghbush Blueberry 40 BRI3'pklgs( ) EVERGREEN SCREEN P G l °AM Boon s_. PAGE z+ \'.1• `P / 'i D' Rlrstles,Seders,andother AsGroundcovarforRetentionAres 3O0 BRIpkLgs re9• 2(i• ARB0RVITAE(?4R.) - *� .:AP RAKFtc rnMWC" ,.A. N/F FRAIOL R L•.JONONOi 1 _J BLUE SPROCE40-12 Chinese Kousa Dogwood - %=- = \ °°�"':'�"'G `�_.�1- D 3_Biue Spruce. ` •' 3Golden Weeping Willow:. BIO-RETENTION , � . - —_ ---BID-RETENTI`ONJ:; `�l _ '•� Q09 ut �� \ d:L:G POLE "�•_....-� ss, POETµ- . 1�K� ��e �vl;:_aa�s>;- ►: 1 \ ,'ap,. _ LANDSCAPE SITE PLAN ` T - oA/ g Cp 1 \ eritage River Birch \ us\ "OVERLAY SKETCH PLAN" J G N r< `ac -, �` _ -*/ --- •:ou• J - 1\ <aas(NG Y. �s+c�•s?!' , , ';f - .hoc: L:�2.z't•� ...s� < Scale: (1�$SIIOWIiI) ------ Native Bayberry �t g 9 \ /• ___ -Virginia Beach Rose' (istocrat F►o O > t"°t 4 / _ t Inkberry E�nglishh Roseum Rhodod. 1 T , �-1 - J '-, J �=-r -..__---•� o � ...Yi' .. � y1 ��L ` 91E LOCATISI i �'� ------ --W;- / O1 = ``J I �O SED SIGN 147. V�n®�good �`t -- /r.� \ .• /!j � t �• - ,....._.i i�PL.•C(�ler. �'� _� ]>', - �,' �a� ��o3�'gidSE&'603� ••. - 1`. ;�^ ;_� / � Hydrange -arP ��• n i Y EGFX - TQ •� .eP N - \qomood j NATIVE R BE ADDEI3>9 !�> _ 4 �y ` /O =/f / �S2a"Ili�!D1L�b�®99d r`�6'a�9 89STr��9 @(t'. ( y f 1 O - / OvE Q G9aI, S.A. ` '�6'irA�\` / > G, :�,' `0, i\ N� i /© x _ ': i:sd LEJj y /,• --�------- �� ESDCC�iV$t9sffiA L ' eOGiC S.:-S DACE 24 -_— � --__ - :4 H� __�- M _ •_ WX. ;;RCELS 014-x01 a 014-zc2� ..:;s" S i' ; I, y'P i ' z+� y ,_i �'y� c. !�7Y � �i Landscaping Pbn TOTT:.. RCEL AREA FEi�:lAFN 8 ,ai,y---r1 L:L r'- '\ .•, �.•. -C L '� ' BAXrERA NYE ENGME UN G SUR YIr.VE G SHALLOW POND Bkwdgood�, / ;'�,F ` RegitecrdROfessfamlEBSimasBLlaL,ndsmr � A GIEAT POW I i << -- - Ja Ma ,�,,c %3P yBDDf2, wkmtr�Ol p• l A Lr,•� A r POND EL- '�[-• f /. 7SNcethSo>:eL-31dFIoot,H � / PhDat-(SOS)7t-7502 Fmr-(503)71-76� } i LKBLIS P 1 4 . 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(808)362.2828 STRUCTURAL ENGINEERING ALLEN&MAJOR ASSOCIATES,INC. 100 COMMERCE WAY,WOBURN MA 01888-0118 TEL.(781)936-6889 FAX. 1761)935.2896 _ ELECTRICAL, PLUMBING, FIRE PROTECTION, &WAC ENGINEERING BUILDING ENGINEERING RESOURCES, INC, 28 MAIN STREET,BUILDING 3ANORTH EASTON,MA 02356 TEL. (508)230-0260 FAX (508)230.0265 >s SITE PLAN REVIEW 08 JUNE 2006 s� L r a..AOS cm�a ve,s m sma.wn - �9Wrb.IM rw>Pam.. b,ea o.n-l9dadeJsem�wp I YfD d fd Qd 9Pd 9C4 . 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' a SHALLOW POND CENTER n , Q - P D 203v41owSTf7:k7,SL FA PH:,09-wM82 v o y S O c —_1 YAM,10Lq PCf.MA 02675 �+ m• fAX 50B962-2820 z o 1471 IYANNOUGH ROAD (RTE.132) a HYANNIS, MA 1 \ do ,r eA / / ; VA- 4' SUB AREA #3B UB AREA #1B PERVIOUS AREA 3,152 SF 1 P RVIOUS AREA=6,010 SF _ IMPERVIOUS AREA- 10,293 SF ' IM ERVIOUS AREA=3,153SF r TOTAL AREA=13,445 SF TO L AREA=9,163 SF Olt a� ` .�. E/I1TING BUH..: \ No. 1481 \ SUB AREA #3A \ \ PERVIOUS AREA-1,880 SF L� L'�06 IMPERVIOUS AREA-190 SIF \ TOTAL AREA=2,070 SF SUB AREA A PERVIOUS AREA=4,050 SIF SON vJP� \ \ •- � IMPERVIOUS AREA=11,178 SF BRICK TOTAL AREA=15,228 SIF .1� PLANTER& SIGN \ \ ".i CONCRETF r \ r� 1 Il`� - n_�^�•�� ,,.J 1^ ,^ _^l � I PAD------ \ FLAG POLE` \ ,. •CIEs-17 I � r 1 I t, '. 1 �Cr � � � � � '� 1 \ � � \ y � , '-mot/' S, � '•, ffi ` \ � , \ � � � , 411 Rb 1 `03 WF IB--1,1 _; ,� ., � • :- � L S . ,o \ \ ` SUB AREA 7 PERVIOUS - r+ x IMPERVIOUSAREA-0 EA2.0 SF 1 SUB AREA #2 \ S 5 - I TOTAL AREA-26,782 SF PERVIOUS AREA-3,89 SF u., \ IMPERVIOUS AREA=418 SF SUB AR PERVIOUS AREA 2,87 TOTAL AREA IMPERVIOUS' ARE 716 SF =2 953 SF / � f ~'' wF IE-3 8 --�-"-•- ---___ � � / TOTAL AREA 35 SF ` wF Ib W LE - - y O .� SITE LOCATION ,.,.�' �. .r, �,C�N n SUB AREA 5 1471 lyannough Road �' �► ;^ .0 on ; PERM�1 S AREA=4, SF ■ \ 7070 ro Hyannis, Massachusetts STUDY POINT 1 � � / � i Q •� IMPERVIOUS AREA=16,117 SF _ ` A V TOTAL REA-20 669 SF L 0 T 1 r3 \ I r�- o �� r' PREPARED FOR ' L � o I , i PLAN BOOK 539 PAGE 24 \ �.. S3�3p , ; � O p _ v' ��,Ar :..:,.� PAhcc;..s 014-xo1 Q1 4- c� is. ; �� 2 / shallow Pond Professional, LLC 10 o 1 j A o � ` UPLAND AREA 73,941 ± �. FT. o • c� ; I IAIET1 41-2 AP 7,67r � SQ. I T. - - }. r, 09terville MA (508) 428.4323 AV TITLE HALLO POND A GREAT POND ' ' r r S ! y 9 I r 1 �r Z Post Development Drainage Areas ';'W\�'` OS ?e n POND EL. = 34.5 BARTER NYE ENGINEERING & SURVEYING �0 �. Registered Professional Engineers and Land Surveyors 78 North Street - 3rd Floor, Hyannis, Massachusetts 02601 �r Phone - 508 771-7502 Fax - 508 771-7622 MATTHEW CLOi W. i •G� d` % _ 20 0 20 40 EDDY RD 1.1ab -�'r.r-- - mmmold \JCNIL •;,. ._ RO 183 SCALE FEET _ -- -.�. _ ,' - }--+_ 1 j, , -*Aloft SCALE.IN1 = 20' - - t� CONCRETE RETAfNING -WALL EXISTING �C� r a r y - \ r PAVED PARKING C) DATE: 5-31-06 ,l / / '• "SHALLOW POND.. (PER "SHALLOW 'POND" _5G' NO. BYT DATE REMARKS DRAWN BY: MC DESIGNED BY: ICHECKED BY: MWE DRAWING NUMBER ' 0: 2005 2005-103 CIVIL PLOT 2005-103DA—POST.dw / 2005-103 `r 11 431 It IN, 16 Y� 0 G too> PLAN BOOK 535 PANE MAP 253 PARCEL 018-001 & 018-003 N/F RICHARD NOVICK, ET AL, TRI. Jfl, / O �h\ \� `t It `\` �� ` -� ' - ` i^ \ � I I { LOT 14 too PLAI 1 BOOK 539 PAGE 24 MAP 253 PARCEL 014-X04 1 HANK R. MC DONOiGH jj I EXISTING BUILDING No. 1481 y (PER GIS) 44 WOW 04p 3.- PLAN BOOK 539\ AGE 24 MAP 253 PARCEL CP14-X0.2 I- j mom 040"m 11 /F S. P LLC PROF 7 I.-CT I\A 1 f \+ �. \ t ` PLAN BOOK 539`I.PAGE 2- N N/F FRANK R. UCOONOUGH MAP 253\ 014-XO3 % DRAINAGE AREA 1 t 11 1 . (jr 11 TOTAL DRAINAGE AREA - 103.461 SF. 2.38 AC x TOTAL DRAINAGE AREA ON SITE 78,415 SF, 1.78 AC TOTAL DRAJN�GE AREA OFF SITE 27,046 SF, 0.62 AC \ ,\ \ i ti � \ _ F IB-�Ttl L2-262 LF A Y*v'F S-3. 4f VJ I:"--t,->.-1 PLA,t-500K -f�ACL-14- BRICK /�/� l , AP 253 PARCEL WALLS- RET. WALLS 014-/.0' N/F S. P. PROPERfIES, LLC V;r I WE I-Or.A710N 1471 lyannough Road �Vo Hyannis, Massachusetts PREPARED FOR 5 -4 Qy Shallow Pond Professional, LLC L(J T 1B 3-4 ...... -7 -L.AN BOO 603 C Main St. MAP 2-")',--' PARCELS 014-XO1 014-XO2 K -539 PAGE 24 09terville, MA UPLAND AREA = 73,9411 SQ. F'r- 4'ETLAND AREA 7,677± SQ. FT. (508) 428-4323 T T L Pre Development Drainage Area CONC. V& I 3,,�3 ` _S9 �:. �L =_ RET. BAXTER NYE ENGINEERING & SURVEYING 7- Registered Professional Engineers and Land Surveyors //�XIS(ING T'r�O,Sl-ORIY OTEj-/ I - 3rd Floor, Hyannis, Massachusetts 02601 "RAINBOW MOTE 11 78 North Street RINT HRF'EZEWAY AR// ,r .EA 93,22± S.F. Phone - (508) 771-7502 Fax - (508) 771-7622 1W 1'-17'1/ /Z X, LbH�E'�D / , ;; 20 0 20 40 Ewy -- ------- - SCALE: 1 20' SCALE IN FEET 7001---W-7111INT rB j PL OP�wp 6�1 -,3 P 013-00 1 IPLE C. lqp.s DATE: 5-31-06 EXISTING CONDOMINIUMS C) pi-�,w fm"<- FAGF V� V (PI-R GIs) 6-16-06 CAPE COD COMMISSION SUBMITTAL Mt-,F� 253 PARCEL 013--/002 "SHALLOW POND" 5-31-06 S.P.R. (INFORMAL) SUBMITTAL N/F/jUERCEN'V. HIER74( H. KELLER/ 10 AR GIs) DATE REMARKS DRAWN BY: MCL DESIGNED BY: ICHECKED BY: MWE (PC "SHALLOW POND" DRAWING NUMBER 0:\2005\2005 103\CIVIL\PLOT\2005-103PDA—PRE.dwg 2005-103 ez -