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31C-017 Moser Street Definitive Plan (2)
_- ~.~ Project Manual Volume 1 of 1 Moser Street Definitive Plan OWner/ Developer Hospital Hill Development, LLC C/O Massachusetts Development Finance Agency February 12, 2009 ~~; ---I ~ { F E 8 1 2 209 ' °,~°~ CITY CLERKS OFFICE -NO~STHANiPTOid, ~A 0160 En__ iq Weer Tighe&B®nd 53 Southampton Road Westfield, MA 01085 -- Table of Contents Tighe&Bond Section 1 Environmental Impact Statement 1.1 Boring Logs .........................:....:................................................... 1-1 1.2 Hydrology Study and Drainage Calculations ............: ......................... 1-1 1.3 Existing Infrastructure ........................................~............................ 1-2 1.3.1 Sanitary Sewer ................................:................................... 1-2 1.3.2 Water Study ............... ..........................:............................. 1-3 1.4 Environmental Impact Analysis ....................................................... 1-3 1.5 Development Impact Statements ...................................................:. 1-3 1.5.1 Sewer Impact ..................................................................... 1-3 I, 1.5.2 Water Impact ...........................................................:.......... 1-6 1.5.3 .Fire Flow ..................................:.:............................,.......... 1-7. 1:5.4 Public Works .................................................:..................... 1-8 ~ 1.6 Traffic Study ............................:..........................:......................... 1-8 1.6.1 Trip Generation .....:............................................................. 1-9 1.6.2 Traffic Safety Impacts ...........:............................................ 1-11 1.6.3 Traffic Flow Distribution ....:................................................. 1-11 1.6.4 Level of Service Impacts ..................................................... 1-13 1.6.5. Conclusion ........................................................:............... 1-13 1.7 Restrictive Covenants ..................................:................................ 1-13 1.8 Wetland Protection ..................................:................................... 1-13 1.9 Protective Districts .................:................................................:.... 1-13 1.10 Construction Quantities ................................................................ 1-13 1.11. Lighting System ....., .......................................................:............ 1-14 1.12 Erosion/Sedimentation Control Plan .........................:..................... 1-14 1.13 Summary ................................................................................... 1-14 Section 2 Requested Waivers 2.1 ARTICLE V Preliminary Plans ..............................:............................ 2-1 ,~, 2.2 ARTICLE VI Design Standards .....: ................................................... 2-2 Section 3 Appendix 3.1 Appendix A -Test Pit Logs .............................................................. 3-1 3.2 Appendix B -Hydrology Calculations..: ...........................:................. 3-1 3.3 Appendix C -Construction.Quantities.........: ..................................... 3-1 3.4 Appendix D -Form C ...........................:......:................................... 3-1 3.5 Appendix E -Abutters List .............:....:..................................:........ 3-1 j 3.6 Appendix F -Lot Dimensions......: ........................................:........... 3-1 ]:\N\N0592\DO 19 North Roads\Report\Definitive Plan.doc SECTION 1 Environmental Impact Statements _ ~ Tighe&Bond Section 1 Environmental Impact Statement The Village Hill (VH)_ Project is_a planned village program which is redeveloping the former Northampton State Hospital site. The site is located west of downtown Northampton, Massachusetts. The project has previously submitted an ENF, DEIR and MEPA NPC, which encompasses the entirety of the planned project. The Master Plan consists" of 327 residential units including 140 single family homes, 70 townhomes, and 117 apartments. A total of 361,000 SF of commercial space is proposed including 172,000 SF of light industrial space, 85,000 SF of office space, 20,000 SF of retail space, 75,000 SF of assisted living space and 9,000 SF for community uses. The Moser Street Project is one phase of the VH Master Plan and consists of the construction of 1,183 linear feet of bituminous roadway, concrete sidewalks along either sides of the road, landscaping, utility installation, and 31 residential dwelling units (25 Bungalow units and 6 townhome units). In accordance with Chapter 290 Subdivision of Land Regulations for the City of Northampton Planning Board the Definitive Plan Submission for the North Roads projects consists of design plans, profiles, and details as well as additional investigations to .ensure the subdivision meets submittal requirements. 1.1 Boring Logs Test pits were previously conducted by Beals and Thomas, Inc. under the "Stormwater Management Calculations for Definitive Subdivision Submission" Report in November 20, 2003. Appendix A contains the test pit logs from the Beals and Thomas, Inc. report. 1.2 Hydrology Study and Drainage Calculations The Master Plan for Village Hill included four detention basin located at strategic points on the North Campus to manage storm water impacts from the proposed development. The Master Plan included Detention Basin 3, located at the south west corner of the North Campus. This basin was designed for the Village Hill Definitive Subdivision Plan dated march 26, 2007, Revised 9/1/2007, by Berkshire Design Group (BDG) and construction completed in the fall of 2008. Detention Basin 3 was designed to accommodate the future storm water management requirements for the 2-, 10-, 25- and 100-year storm events to pre-development rates for the south west watershed area. This area encompasses the current project site including Farm Road and ortions of Ford Crossin Moser Street and Musante Drive. P 9, , " The storm drainage system consists of a conventional closed pipe collection system within Farm Road and ortions of Moser Street Musante Drive and Ford Crossin The system includes a Stormwater treatment unit prior to detention basin 3 and angoutfall structure discharging stormwater a large wetland system west of Village Hill. The BDG storm water calculations assumed afull-buildout for the south west area. The Tighe and Bond storm water calculations are based on the development scenario presented in the definitive plan and the Master Concept Plan accepted by the Northampton Citizens Advisory Committee (CAC) on December 8, 2008. This plan Moser Street Definitive Plan 1-1 r,,~ section 1 TIghE&BOnd results in slightly lower storm water runoff rates and volumes than calculated by BDG due to a lower impervious area within the drainage basin. A complete storm water calculation report is included in the Appendices. This report provides full hydrologic and hydraulic routing for the developed conditions. As presented in Table 1 the stormwater runoff rates and volumes from the .proposed project are less than anticipated in .the earlier calculations. With the lower stormwater discharge, Detention Basin 3 has more than adequate capacity to manage the stormwater from the south west drainage area. Table 1 Detention Basin 3 Peak Flow and Volume Summary 2-Year Storm 10-Year Storm 25-Year Storm 100-Year Storm Peak Flow Volume Peak Volume Peak Volume Peak Volume Rate (cfs) (acre- Flow (acre- Flow (acre- Flow (acre- ft) Rate ft) Rate ft) Rate ft) (cfs) (cfs) (cfs) BDGi 15.80 1.155 30.93 2.241 38.81 2.821 57.49 4.226 T&Bz 10.62 0.919 21.81 1.833 27.79 2.336 42.43 3.580 1 Berkshire Design Group Notice of Intent Village Hill, Northa mpton Massachusetts, J une 13, 2007 ZTighe & Bond, Moser Street Definiti ve Plan, February~l2, 2009. 1.3 Existing Infrastructure An analysis of the existing infrastructure which would service the Village at Hospital Hill was previously analyzed under Technical Memorandum #2 °Village at Hospital Hill - Infrastructure Assessment" conducted in June 2003 by Tighe & Bond, Inc. This report investigated and evaluated the water, sewer, cable TV, telephone electricity and gas utilities. 1.3.1 Sanitary Sewer As part of Technical Memorandum#2 it was confirmed that the Northampton Wastewater is treated at the municipal plant on Hockanum Road. This plant has an average daily flow of 4.5 millions of gallons per day (mgd) and a design capacity of 8.7 mgd. The key existing sewers downstream of the proposed connection points from Village Hill are summarized in Table 2 below. Table 2 Existing Sewer Caoacit Current Peak Sewer Capacity Surplus Pipe Segment Wastewater b Percent Full Flow (mgd)a (mgd) Capacity (mgd) Prince Street 0.087 1.13 8% 1.04 Earle Street 0.187 1.55 12% ~ 1.36 West Street 0.274 1.46 19% 1.19 Mill River 0.274 1.82 15% 1.55 Siphon e Based on flow data collected in November 2002 by temporary flow meters. For Prince Street, the peak wastewater flow was estimated by subtracting the peak flow measure on Earle Street (Meter 1) from the peak flow measure on West Street (Meter 2) b Lowest capacity reach within sewer section under review Moser Street Definitive Plan 1-2 __ ~ / \ Section 1 T1917e8CBOr1C~ 1.3.2 Water Study Northampton water system is supplied from the West Whately, Mountain Street, and Francis P. Ryan Reservoirs via two transmission mains. In the vicinity of the Northampton State Hospital property, the north campus is supplied by a 10 inch water main which connects to a 12 inch water main on West Street; (Route 66). There is a second 12 inch supply line on the north campus which connects to a 16 in City water main north of the site on Federal Street. The south campus is supplied by a 6 inch and 10 inch water mains. A 10 inch water main connects the south campus piping to the 12 inch City water main on Prince Street (Route 66) and the 10 inch main connects the south campus piping to the 10 inch City water main on Grove Street. From the Technical Memorandum #2 it was found that the existing water demands are 3.60 mgd on an average day, 4.60 mgd on a maximum day and 9.00 mgd for the peak hour. It should be noted that the City's permitted water supply withdrawal rate is 4.77 mgd for an average flow day. 1.4 Environmental Impact Analysis This project is a redevelopment of the former Northampton State Hospital site containing the "Piggery" and the "Poultry Shed" and the site does not contain any environmental resource areas within this site. .There are no known wetlands, floodplains, historical archeological features, fisheries and wildlife, water pollution or water supplies. 1.5 Development Impact Statements 1.5.1 Sewer Impact The proposed phase represents only part of the total wastewater flow which will be produced by the full build out of this project. In Technical Memorandum #2, the full build out flow was calculated to be 552,500 gallons per day (gpd). Table 3 below summarizes the capacity of the affected sewage lines and what the future full build out peak wastewater flow is projected to be. As it can be seen there is sufficient surplus hydraulic capacity within each sewer segment reviewed to accommodate the project peak wastewater flows from the Village at Hospital Hill Development. It should be noted a per capita wastewater flow rate of 100 gallons per day was used to evaluate the residential units and 20 gallons per day per employee was used for the commercial/industrial buildings. This study also assumed that 3 people will occupy each single-family dwelling unit and that one person will occupy each assisted living unit. Lastly, it was assumed that there will be 3 employees per 1,000 square feet of commercial/light industrial space. Moser Street Definitive Plan 1-3 ir '~ section 1 Tighe&Bond Table 3 ` Proposed Sewer Generation -Full Build Out } Current Peak Wastewater Total Peak I Pipe Peak Flow from Wastewater Sewer percent Surplus Se ment Wastewater Proposed g Flow Capacity f Capacity Full Flow Development a ( e mgd) (mgd) (mgd) (mgd) (m9d) Prince Street 0.087 0.396b 0.483 1.13 43% 0.65 Earle Street 0.187 0.157` 0.344 1.55 22% 1.21 West Street 0.274 0.5534 0.827 1.46 57% 0.63 Mill River 0.274 0.5534 0.827 .1.82 46% 0.99 Siphon , a Based on flow data collected in November 2002 by temporary fl ow meters. For Prince Street, the peak wastewater __ flow was estimated by subtracting the peak flow measure on Earle Street (Meter 1 ) from the peak flow measure on West Street (Meter 2) i b Includes wastewater flow from north campus site ` Includes wastewater flow from south campus and Ice Pond sites d Includes wastewater flow from north campus, south campus and Ice Pond sites e Sum of current peak wastewater flow and project peak wastewater flow from proposed development ' f Lowest capacity reach within sewer section under review To determine the total water demands that would result from the addition of proposed North Roads phase the "Current Peak Wastewater Flow" of water, from November 2002, need to be increased to account for the new construction at the Village at Hospital Hill site. This consists of new single family homes and apartments. This results in 144,480 gpd of peak wastewater flow. It was assumed that 3 people per .residential unit and 3 employees per 1,000 square feet of commercial space. The proposed Moser Street Project of the Village Hill is expected to generate 38,192 gpd of peak wastewater flow. The flow rates were obtained from 317.7.15 of the CMR by the Massachusetts Department of Environmental Protection (DEP). It was assumed that 2 people per bungalow and townhouse unit. The peak wastewater flow due to the new construction and the proposed Moser Street Project construction is estimated to be 182,672 gpd and are presented in Table 4. Moser Street Definitive Plan 1-4 ~, ~ ~ section ~ Tighe&BOI'1d Table 4 Sewer Flow Generation Due to New Construction and Pro posed Construction Number Per Capita Estimated Residents Wastewater Average Daily Estimated Peak Quantity or Flow Wastewater Wastewater Flow ..Employees (gpd) Flow (gpd)a ~9pd)b New Construction Single Family ~ 11 units Homes 33 100 3,300 18,480 Apartments 75 units 225 100 22,500 126,000 Proposed Bungalows 25 units 50 110 5,500 30,800 Townhouses 6 units 12 110 1,320 7,392 Total 32,620 182,672 a Calculated as the number of residents or employees multiplied by the per capita wastewater flow rate. b Calculated as the estimated avera ge daily wastewater flow multiplied by a peaking factor of 5.6. Using the above calculated wastewater flow rates the estimated surplus of capacity due to the new construction and the proposed construction of the bungalow and townhouse units in the sewer segments can be estimated. Table 5 shows that the existing sewer segments will be more than sufficient to handle additional flows. Table 5 Proposed Sewer Generation -New Construction and Proposed Construction Current Peak Wastewater Total Peak Peak Flow from Sewer Pipe Wastewater Percent Surplus Se ment Wastewater Proposed Flow .Capacity Full g Capacity Flow Development ( e (mgd)f a mgd) (mgd) (m9d) (mgd) Prince Street 0.087 0.183b 0.270 1.13 24% 0.86 Earle Street 0.187 0` 0.187 1.55 12% 1.36 West Street 0.274 0.1834 0.457 ~ 1.46 32% 1.00 Mill River 0.274 Od 0.274 1.82 15% Siphon 1.55 a Based on flow data collected in November 2002 by temporary flow meters. For Prince Street, the peak wastewater flow was estimated by subtracting the peak flow measure on Earle Street (Meter 1) from the peak flow measure on West Street (Meter 2) b Includes wastewater flow from north campus site , `There is no additional wastewater flow which would originate from south campus or Ice Pond sites d There is no additional flow from the north campus, south campus or Ice Pond sites to the Mill River Siphon e Sum of current peak wastewater flow and project peak wastewater flow from proposed development f Lowest capacity reach within sewer section under review Moser Street Definitive Plan 1-5 ~~~ \ Section ~ Tighe&Bond '1.5.2 Water Impact The proposed phase represents only part of the total water flow which will be produced by the full build out of this project. In Technical Memorandum #2, the full build out flow was calculated to be 3.70 mgd on the average day. This is well below the City's permitted water supply withdrawal of 4.77 mgd, and therefore the City's water supply is sufficient to accommodate the proposed full build out development. Table 6 below summarizes current and projected future water demands which were presented in Memorandum #2. The maximum day demand (1.6 times the average day demand) and the peak hour demand (2.5 times the average day demand) were determined by reviewing the City demand data from 1997 to 2000. Table 6 Proposed Water Demands -Full Build Out Demand Condition Current Demands (mgd) Proposed Development Demands (mgd) Projected Future Demands with Proposed Development (mgd) Average Day 3.60 0.10 3.70 Maximum Daya 4.60 0.16 4.76 Peak Hourb 9.00 0.25 9.25 a Calculated as the estimated average da ily water demand multiplied by a peaking factor of 1.6 b Calculated as the estimated average da ily water demand multiplied by a peaking factor of 2.5 To determine the total water demands. that would result from the addition of proposed Moser Street Project the "Current Demands" of water, from November 2002, need to be increased to account for the new construction at the Village Hill site. This results in an estimated average day water demand of 25,800 gpd. Again, it was assumed that 3 people per, residential unit and 3 employees per 1,000 square feet of commercial space. The water demand due to the Moser Street Project is estimated to have a average day water demand of 6,200 gpd. It was assumed that 2 people per bungalow and townhouse unit. The estimated wastewater flows due to the new construction and. the proposed construction are presented in Table 7. I Moser Street Definitive Plan 1-6 _- ~ ~ Section 1 Table 7 Water Demands Due to New Construction and Proposed Construction T19I1E8CB011C~ Number Per Capita Estimated Estimated Estimated Residents Water Avg. Day Max. Day Peak Hour Quantity or Demand Water Water Water Employees (gpd) Demand Demand Demand (gPd)a (gpd)b (gpd)` New Construction Single Family 11 units 33 100 3,300 5,280 8,250 Homes Apartments 75 units 225 100 22,500 36,000 56,250 Proposed Bungalows 25 units 50 100 5,000 8,000 12,500 Town Houses 6 units 12 100 1,200 1,920 3,000 Total 32,000 51,200 80,000 a Calculated as the number of residents or employees multiplied by the per capita water demand b Calculated as the estimated average daily water demand multiplied by a peaking factor of 1.6 ~ Calculated as the estimated average daily water demand multiplied b y a peaking factor of 2.5 The calculated water demands due to the new construction and the proposed Moser Street project are added to the ~~Current Demands" from 2006 to get the projected future water demands. As it can be seen in Table 8, an average day demand. of 3.63 mgd is well below the City's permitted water supply withdrawal rate of 4.77 mgd. Therefore, the City's water supply is sufficient to accommodate this phase of the proposed development plan. Table 8 Proposed Water Demands -New Construction and Proposed Construction Demand Current Proposed Projected Future Demands Condition Demands Development with Proposed (mgd) Demands (mgd) Development (mgd) Average Day 3..60 0.032 3.63 Maximum Daya 4.60 0.051 4.65 Peak Hourb 9.00 0..08 g,Og a Calculated as the estimated average daily water demand multiplied by a peaking factor of 1.6 . b Calculated as the estimated average daily water demand multiplied by a peaking factor of 2.5 1.5.3 Fire Flow Afire flow analysis for the full build out was also conducted in Technical Memorandum #2. It was assumed in that analysis that the commercial/light industrial buildings would have sprinkler systems while the residential buildings would not. The available fire flows were determined by calculating the maximum possible water demand at the desired location while maintaining a minimum pressure of 20 psi throughout the remainder of the system. The available fire flows are reproduced below in Table 9. Moser Street Definitive Plan 1_7 ~~ /~ Section 1 Tighe&B011d Table 9 Available Fire Flows in Area of Proposed Development Fire Flow at 60 psi Residual Pressure (gpm) Development With Mill River Water Without Mill River Water Site Main in Service Main in Service North Campus 3,200 1,800 South Campus >3,500 >3,000 The needed residential fire flows were determined by the Insurance Services Organization (ISO) guidelines and the needed commercial/ light industrial flows were determined using the National Fire Protection Association (NFPA) Standard for the Installation of Sprinkler Systems (NFPA 13). It was determined that the available fire flow of 1,800 gallons per minute (gpm) (peak hour with the water main crossing the. Mill River out of service) was sufficient to accommodate the residential. fire flow since it is not expected to exceed 1,500 gpm. It was also determined that the available fire flow of 1,800 gpm (peak hour demand with the water main crossing the Mill River out of service) is also sufficient to accommodate the commercial/light industrial needed fire flow since it is not expect to exceed 1,500 gpm. The capacity of the existing water distribution system was found to be adequate to meet the static pressure requirements under the full build out of the Village Hill Development Project in Technical Memorandum #2. In addition, it was investigated as to whether the 12 -inch Mill River main would need to be kept in service to accommodate this build out. It was determined that it is not required to provide adequate water supply to the full build out and could be taken out of service if it was so desired. 1.5.4 Public Works There will be additional costs due to plowing, sanding and street cleaning added by the proposed project which encompasses 1,220 linear feet of additional pavement. Telephone calls 'to Northampton DPW were unanswered and therefore specific costs could not be determined. Impacts on public works, police, fire, libraries and recreation due to this project are expected to be minimal as these facilities and emergency services already exist and service the area. Additional school enrollment due to the 26 bungalow units and 6 townhouse units is expected to add 16 children in the future. This was determined by multiplying the number of units, 31, by the ratio of children to number of units, 0.5, for Single Family Attached Homes. This ratio was provided by Chapter 290-23.F.1.d of the Subdivision of Land Regulations for the City of Northampton. 1,6 Traffic Study The purpose of this traffic study is identify the potential traffic impacts associated with the development of the 25 single-family unit °bungalow" style homes and the 6 townhouse units to be constructed on a looped two-way, two lane roadway located to the west of Musante Drive. Moser Street Definitive Plan 1-8 ~~~ ~~ section 1 Tighe&BOnd Vehicles accessing the proposed roadway loop will utilize Musante Drive at two intersection points separated by approximately 480 feet. The northern leg of the loop is to be known as Ford Crossing and the southern leg is to be known as Moser Street. The remainder of the loop, which runs north-south, is proposed as Farm Road. The entirety of the loop is a local roadway. On-street parking will be provided on the east side of Farm Road. Figure 1 depicts the location of the proposed roadway. The traffic impacts associated with the full build out of. Village Hill have been summarized in the "Village at Hospital Hill, Draft Environmental Impact Report (DEIR), EOEA #12629 prepared for Hospital Hill Development, dated November 22, 2002. The DEIR has been approved by the Massachusetts EOEA as part of the Massachusetts Environmental Policy Act (MEPA). 1.6.1 Trip Generation The development along the proposed roadway will be comprised of 31 residential units, which includes 25 bungalow style single family units and. 6 townhouse units. Using the ITE Land Use Codes for the above referenced development, the project development is expected to generate a total of 325 weekday trips. During the morning peak. hour traffic hour, the project is expected to generate a total of 30 trips, 8 entering and 22 exiting. Table 10 provides a summarization of the site related traffic generation. Table 10 Trip Generation Number 1lVeekday Morning Peak Hour Afternoon Peak Hour of Units Peak In Out Total In Out Total Bungalowsa 25 290 7 20 27 20 11 31 Townhousesb 6 35 1 2 3 3 1 4 Total 31 325 8 22 30 23 12 35 a ITE Use Code 210, Single Family Homes b ITE Use Code 230, Townhomes Moser Street Definitive Plan 1_g / / \ N , FORD .CROSS/NG O ~ Q STREET ~ W I SER ,,~- _____ o M~ MOSER O STREET ti m z Q ~ c.~ o J o e~~TS pi T PRINCE T STREE STREET 'QO,9~ PRIG N~ ~ (ROUTE 66) ~ ~E 66~ ~~G~ ~ lRp~ FIGURE 1 PROJECT LOCATION NORTH CAMPUS ROADS DEFINITIVE PLAN LEGEN D NORTHAMPTON, MASSACHUSETTS L---1 EXISTING ROADWAY _ __ __ _. _ ---- _ __ ® PROPOSED ROADWAY TIGHE & BOND CONSULTING ENGINEERS WESTFIELD, MASSACHUSETTS SCALE: 1"=200' DATE: FEBRUARY 2009 J: \N 0592\D019 North .Roods\Report\Definitive Plon Figures ~ ~~\ section 1 Tighe&BOnd 1.6.2 Traffic Safety Impacts The proposed development will promote the conveyance of both vehicle and pedestrian travel through the use of roadways, pedestrian walkways and multi-modal pathways which integrate with the adjacent streets. Crosswalks are placed in convenient locations to ensure safe roadway crossing.. , 1.6.2.1 Pedestrian and Bicycle Facilities The proposed roadways will be provided with walkways on either side for the entirety of their lengths. The proposed walkways will connect to the existing walkways to provide pedestrian access to the rest of the campus. The proposed walkways will be compliant with the latest regulations of the Americans with Disabilities Act (ADA) and Architectural Access Board (AAB). The proposed campus perimeter multi-modal pathway will be connected through middle of the proposed phase development in an east-west direction to provide access to the Farm Road development. Figure 2 provides a depiction of the proposed roadway, pedestrian access and the multimodal path within the Village Hill Development. 1.6.2.2 Public Transit The Pioneer Valley Transportation Association (PVTA) is the regional transit authority serving Northampton as well as other surrounding towns. PVTA also has regular bus runs between the Five Colleges which included Smith College, Mt. Holyoke College, Amherst College, Hampshire College and the University of Massachusetts. The PVTA currently has one bus route, RED 44 -Florence. Heights via King Street and Bridge Road, which serves Route 66 from Main Street, past Village Hill Road, to Hampshire County .]ail . every day of the week. This route, also serves, Hampshire Plaza,. Florence Heights, Veterans Hospital, as well as several other major stops. 1.6.2.3 Annual Traffic Studies The traffic monitoring program is an annual requirement of the Massachusetts Environmental Policy Act (MEPA), Section 61 Findings specific to the Village at Hospital Hill project. Analysis is conducted for the roadways and intersections that provide access to Village Hill to assess the incremental impacts of the project's overall development. The study includes collection of daily and peak hour roadway traffic volumes as well as vehicle travel speed data collected from automatic traffic recorders (ATR). The intersection traffic volumes were collected using manual turning movement counts (TMCs). Subsequent to the 2001 .Draft Environmental Impacts Report data, Vanasse and Associates, Inc. (VAI) completed an update in October of 2005. 1.6.3 Traffic Flow Distribution The traffic generation associated with the 31 residential units is estimated to provide a . 75% and 25% split volume distribution for the southern and northern driveways, respectively. Located to the south of Farm Road, Village Hill Road and Musante Drive provide access to the Village Hill Development. Moser Street Definitive Plan 1-11 FORD CRO-NG / \ O O J II ~ S D~ WALKS PROPOSED MULTI-USE PATH MOSER PROPOSED MULTI-USE PATH LEGEND ------- EXISTING ROADWAY PROPOSED ROADWAY - - - _ __ PROPOSED MULTI-USE PATH W EXISTING SIDEWALKS STREET _.--- -'' ---- ---`" r..---' J: \N 0592\D019 North_Roods\Report\Definitive Plan Figures ~`. /-\ section 1 _ Tlghe&BOnd 1.6.3.1 Integrated Land Uses The Village Hill .Development .Master Plan will incorporate a mixed use development scheme which will promote a vehicular trips decrease. As stated in the Village Hill Development Master Plan, a portion of the project's vehicular traffic impacts- are expected to remain internal to the community. The internal network of roadways,. bike paths, and pedestrian walkways, will promote fewer traffic impacts to the community. 1.6.4 Level of Service Impacts The Level of Service (LOS) and capacity impacts of the overall Village Hill Development have been summarized in the DEIR document dated November 22, 2002 which has been subsequently approved by MEPA. 1.6.5 Conclusion The overall traffic impacts associated with the 31 residential homes are expected to be minor to the local traffic area. The development is expected to generate a total of 30 trips during the morning peak hour and 35 trips during the afternoon peak hour. The proposed Integration of pedestrian and other non-vehicular travel through the proposed site as well as the overall Village Hill project was designed and layout to reduce traffic safety impacts. 1.7 Restrictive Covenants The Village Hill Concept Master Plan. approved by the Northampton CAC on December 8, 2008 provided further details on dedicated open space provided. The open space includes the majority of the land at the north of the site which remain undeveloped, the open spaces which surrounds the lots and the open spaces which are part of the multi- modal paths. The site already consists of a detention pond which was designed to serve this build out phase as well as the full build out. 1.8 Wetland Protection The proposed phase of development is outside the limits of any jurisdictional areas as defined under the Massachusetts Wetland Protection Act (MWPA) and Northampton Wetland Bylaws. 1.9 Protective Districts The proposed phase of development is outside of any floodplains or water supply districts. Public utilities including sewer, gas, electrical, and water systems are proposed as part of the roadway and residential unit construction. The roadway has been designed with a drainage system which discharges to an existing detention pond. This detention pond was designed with this phase in mind so it will have enough capacity. Therefore, the proposed drainage system has been provided to reduce exposure to flood hazards. 1.10Construction Quantities Appendix C contains the full listing of construction quantities and opinion of probable construction costs. Moser Street Definitive Plan 1-13 ~~~ Section i Tighe&BOnd 1.11 Lighting System A complete street lighting system has been provided on the attached plans. 1.12Erosion/Sedimentation Control Plan , A complete erosion/sedimentation control plan has been provided on the attached plans. 1.13Slummary The proposed project includes approximately 1,200 feet of new road construction and utilities to support development of 25'~Bungalow" housing units and 6 town house units. The project continues the builtout program presented in the Concept Master Plan approved by the Northampton CAC on December 8, 2008. __ Moser Street Definitive Plan 1-14 SECTION 2 Anticipated Waivers Tighe&Bond Section 2 Requested Waivers Tighe &Bond, on behalf of the Hospital Hill Development LLC (HHD), requests the following waivers from the Rules and Regulations Governing the Subdivision of Land, City of Northampton, Massachusetts for the proposed development serving the Bungalow housing units on the west side of the north campus. 2.1 ARTICLE V Preliminary Plans § 290-18. Contents of plan A. For residential subdivisions, when a developer is not proposing an open space residential development (cluster), then the preliminary plan submission shall include at least three alternative concepts for developing the parcel(s). Said alternative concepts shall include at least: 1. One concept showing the parcel developed in accordance with the open space residential development requirements of § 350-10.5 of the Northampton Zoning Ordinance. 2. One concept showing the utilization of flag lots in accordance with the flag lot requirements of § 350-6.10 of the Northampton Zoning Ordinance as an alternative to a standard development. The Village at Hospital Hill is being developed following the Northampton Zoning Ordinances, Subdivision Regulations, Design Guidelines for the Village At Hospital Hill, and the Master Plan Concept. The Hospital Hill Development Master, Plan Concept for the Bungalow housing area was endorsed by the Northampton Citizens Advisory Committee on October 22, 2008. A waiver is requested regarding the development of Preliminary Plans and alternate development plans for this area. § 290-22. Contents of plan. The plan shall be at a scale of one inch equals 40 feet, unless otherwise specified by the Planning Board, and of a sheet size 24 inches by 36 inches outside dimensions. Plan sheet 5, Proposed Lotting Plan, has been prepared at a scale of one inch equals 50 feet to portray a continuous depiction of the proposed lotting. Plan sheets 5, 6, 7, and 8, the roadway plan and profile sheets, have been prepared at a scale of one inch equals 20 feet to more clearly depict project details. A waiver is requested to allow for aforementioned plan sheets at a scale other than one inch equals 40 feet. U. Locations of borings shall be shown on the plan, with a numbering system corresponding to the boring logs which will be submitted as part of the applications (see § 290-23A). Moser Street Definitive Plan 2_1 ~-~ ~.. Section 2 Waivers Tighe&Bond Due to demolition activity on site and previous geotechnical activities on site, addition borings were not proposed for this project. In addition, in-situ materials have- been disturbed by demolition activities on site and would not be representative of the original in-situ materials. 2.2 ARTICLE VI Design Standards § 290-29. Streets and ways. D: Intersections. Streets and ways shall be laid out so as to intersect. in accordance with the standards as shown in Subsection I and the following: (1) Street and way lines at all intersections, .between proposed streets or between, whenever applicable, a proposed and/or existing street, shall. be rounded with a curve at each corner which has a property line radius of not less than 30 feet. The Conceptual Master Plan includes bungalow style housing units, approximately 900 - 1500 sf, constructed on small lots typically 4,000 sf in this area to provide affordable housing. A property line radius of 30 feet significantly reduces the lot size for the corner lots. A waiver is requested for the curves located at station 0+37 left, 2+50 right, 7+25 right and 9+24 right. (2) The center line of all intersecting streets or ways shall be a straight line from the point of intersection of said center line for a distance of no less than 100 feet. The proposed streets were laid out to conform to the Master Plan, previously approved Definitive Subdivision plans, and the existing infrastructure on the site. The proposed intersection of Musante Drive and Ford Crossing includes flat horizontal curves providing clear sight distance along all approaches; however, the approaches are not straight lines. A similar waiver was granted for the intersections of Moser Street/Olander Drive and Village Hilf Road/Olander Drive A waiver is requested for the 100 foot straight line intersection requirements at this location. (3) On any street where the grade exceeds 2% on the approach of the intersection, a leveling area,. with a maximum slope of 2%, shall be provided for a distance of not less than 30 feet measured from the nearest gutter line of the intersecting street. Due to the proximity to the "Coach House" of Musante Drive and Village Road it may not be feasible to .maintain a two percent grade on all approaches to this intersections at this location and still maintain viable access to the °Coach House". A waiver is requested for the two percent grade for a distance of 30 feet on all approaches at the intersection of Musante Drive and Ford Crossing. G: All Street Type I subdivision to have 60 feet of ROW Moser Street Definitive Plan 2-2 ~, i section 2 waivers TighE&BOnd Farm Road provides a 56 foot ROW between Sta. 3+00 and Sta. 7+00. The 56 foot ROW will provide adequate area for a proposed roadway cross-section of 22 feet along -with one parking lane, two sidewalks, tree belt, necessary utility clearance and tree belt. This layout also provides. the future lots with a private front yard. ' A waiver.. is requested for the road layout from station 3±00 and 7+00. H: Paved roadway width. The roadway width shall be based on the following criteria: (4) The center line of the roadway shall coincide with the center line of the right- of-way, unless otherwise approved by the Planning Board. Proposed Farm Road centerline will not coincide with the centerline of the Right of Way (ROW) between Station 3+00 and Station 7+00 due to proposed on-street parking lane. A waiver is requested for the road alignment from station 3+00 to station 7+00. I: Street standards. Intersection angles of 90 degrees for local streets The proposed Moser Street intersects with Musante Drive at approximately 87 degrees. The proposed Farm Road intersects Moser Street at approximately 92 degrees. The proposed Ford Crossing intersects Musante Drive at approximately 94 degrees. A waiver is requested for the road alignment at the intersection of Moser 'Street/Musante Drive, Farm Road, Moser Street, and Ford Crossing/Musante Drive. § 290-35, Sidewalks and school bus stops. D: All subdivisions with Y 0 or more lots located in an area where school busing is provided or is likely to be provided in the future must provide at least one bus waiting area for school children. This area must be between 30 square feet and 100 square feet, depending on the size of the subdivision (number of students generated). The waiting area shall not include the widths necessary to meet the sidewalk standards. It must be constructed of cement concrete; it shall be located at the entrances(s) to the subdivision, abut the outside edge of the sidewalk, and shall contain a bench. All subdivisions consisting of Y5 or more lots must incorporate a bus shelter in addition to a bench. Any portion of the waiting area that is outside of the public right-of--way must be owned and maintained by a private homeowners' association. An existing bus waiting area is located at the northeast corner of the Route 66 and Village Hill Road intersection is expected to service the school children resulting from the proposed 26 lots. A waiver is requested for the construction of a bus waiting area in this phase of the project. Moser Street Definitive Plan 2_3 /_\ section 2 waivers Tighe&BOlnd ~§ 290-38. Landscaping, street trees and tree belts. A: Tree belts a minimum of eight feet wide shall be provided on each side of the roadway (seven feet if it is not possible to accommodate eight in the right-of--way). . When sidewalks are required, the tree belt shall be between the curb and the sidewalk with the trees planted along the center line of the tree belt. ' A waiver is requested for a reduced width of tree belts at. the approximate station and offsets listed in Table 11. Table 11 Tree Belt Widths Roadway Start Station End Station Offset Direction Width (feet) Farm Road 2+96 6+80 Left 6.5 Farm Road 3+15 4+95 Right 6.5 Farm Road 5+32 6+59 Right 6.5 Ford Crossing 7+66 8+20 Right 5.0 Ford Crossing 8+77 9+13 Right 5.0 Musante Drive 18+55 20+00 Left & Right 5.5 Musante Drive 20+30 20+44 Right 5.5 8: Street shade trees shall be on both sides of the subdivision streets in the tree belt when possible and otherwise within the right-of--way or within 5 feet of the right-of--way. There shall be one tree planted an average of every 30 feet of street frontage along each lot and not less than two trees per lot. Any mature deciduous shade trees preserved may be applied toward this average. There are 69 trees proposed along the 2203 linear feet of frontage. However, to obtain an average of 1 tree every 30 feet, 73 trees are required. A waiver is requested to allow for 69 trees, at an average of 1 tree every 31.9 feet. § 290-45. Driveway approach areas. and aprons, 8: The nearest line of any driveway shall not be closer than 50 feet from the intersection of any two streets. A waiver is requested to allow for driveways to be placed closer than 50 feet from the following intersections: Moser Street and Farm Road; Farm Road and Ford Crossing; and Ford Crossing and Musante Drive. § 290-53, Sanitary. K: The following requirements shall be met for the design and construction of sewerage systems in relation to water systems: (2) Vertical separation. Whenever sewers must cross under water mains, the sewer shall be laid at such an elevation that the top of the sewer is at least IS Moser Street Definitive Plan 2-4 Section 2 Waivers TIC~f'1C'BCBOt1C~ inches below the bottom of the water main. When the elevation of the sewer cannot be varied to meet the above requirement, the water main shall be relocated to provide this separation or reconstructed with a mechanical joint pipe for a distance of 10 feet on each side of the sewer. One full length of water main should be centered over the sewer so that both joints will be as far from the sewer as possible. ' The 18-inch vertical separation for sanitary sewer service connections and water service connection cannot be provided for all services. A waiver is requested at the following locations shown in Tablel2. Table 12 18-inch Vertical Separation Provided Service Type Stations Offset Distance. Offset (feet) Direction Sewer 0+56 5 Left Sewer 2+07 5 .Left Sewer 2+75 7 Left Sewer 3+01 5 Left Sewer 3+53 5 ~ Left Sewer 3+93 5 Left Sewer 4+41 5 Left Sewer 4+82 5 Left Sewer 5+45 5 Left Sewer 5+91 5 Left Sewer 6+34 5 Left Sewer 6+77 5 Left Water 2+90 10 Right Water 3+63 5 Right Water 3+80 5 Right Water 4+52 5 Right Water 4+67 5 Right Water 5+60 5 Right Water 5+77 5 Right Water 6+48 5 Right Water 6+65 5 Right s Station crossing service main M: Leakage test for a gravity system. (7) Maximum depth of any portion of the sanitary system shall be 10 feet. Moser Street Definitive Plan 2_5 /_~ ~,\ Section 2 Waivers T19F1E&B~nd The sewer connection at the Ford Crossing at Musante Drive will have 11.5 feet of cover. The existing sewer manhole at Ford Crossing and Musante Drive has rim to pipe invert depth differential approximately 11.5 feet. The additional depth is requested to allow a greater portion of the remaining north campus to be serviced by gravity sewer. Moser Street Definitive Plan 2-6 SECTION 3 APPENDIX APPENDIX A: Test Pit Logs APPENDIX B: Hydrology Calculations APPENDIX C: Construction Quantities APPENDIX D: Form C APPENDIX E: Abutters List APPENDIX F: Lot Dimensions APPENDIX A Test Pit Logs /~ ~~~ a~ 8 z :i L _: o J 1 d '' ~ a` y •f ~:~ y Q IA m O ~: ~ ""^. .' ~~ L.: I ' '~ i,~;i ' ~9 ~ 's 3 •' ~~ ~ V~ ~: ~ ~ O ~ fl ~ L L6 .. .. ~ ~ ~ ~ i O -. a ~ 4i u°1 ,., ~a ~ ~~'~ I: ~~ ~ »~ ~ ~ c~ d N ~ ~.. ~ ~ ~" ~ ~ :++ Z • . 0 ~ ~ S = ~ ~ y:d /S~ ~ L. ~ +~ ;.~, ~-+ O ~ f~.. U) Q ~ i f'~ . ~ ~ :,. :i ~ ~r ~ i 0 ,~ a `;` a> ~ ~ ~ .C O ~""' 2 ' ~ iCf ~ O CD ~ N -~~:' ~~ O ~ d O ~ .~ w Y! a '" o fI~ y v 0 L 3 -~ i ~ ~ N ~ w.. L ~ ~ ~ N U y ay+ ~ C 97 ~ SR w ~ ~ ~ p V °~ O O O O ~ } d ~ y ~ d ~ o ~ ~ (7 4 O O O (II r~ ~ ~ ~ ~ ~~~ °' a ° ° ° - w r -~ c .t c v ~ ~ ~ V m L ~ Q. o ~ 0 U ._.. ~ X N O ~ ~ O . 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S O ~ ~ ~ ~ p ~ ~mLL. i .~ '~ t:U is ti M ~ ei ~ ~ t-- o ° T O ~ ~ r ~ T v _c I~ ~ U ~ ~ {V c 7 _ ~ l(7 r N ~ C~ O ~ ~ Q ~ O T L ~ x a ~~ .C p ~ o a~ L `s' Q~ ~ .yam ~ a ~+ ~ ~ i-+ ~ c Q~ ~ ~ // LL O ~ ~ W 0 z d v L O ~~ c~ 0 Q L T 4-- Q U3 C~ G 9C ~ as .Q .Q 0 _~ a ~ V -r ! 1 i-~ ,--~ BEAUS AND `~HQMAS, INC. Permeabi3ityTest Data Sheet BoreholelWell 1D: TP-1 Date: 10/14/03 ~'.• Depth to Test: 4.6' Site: 1700,05 Pipe Diameter (D): 4" or 10.16 cm Weather: Sunny, 60's Pipe Length{ Ho): 3.58 ::? `-• Test #: . 1 Conducted by: KAMIJAH Elapsed Time Elapsed lime Water Dep#h from Top {min:sec} {sec} of Pipe {ft} Active Head {ft) H/Ho % Initial Head 0 0 0.6 3.58 1.00 T 00 10 10 0.7 2.88 0.80 80 '=-`~ 20 20 0.8 2.78 0.78 78 32 32 0.9 2.68 0.75 75 `-~ ?; 44 44 1.0 2.58 0.72 72 `` =~~ 1:09• 69 1.2 2.38 -0.66 86 . ,h 1:32 92 1.4 2.18 0.61 61 ~' ~: 2:00 120 1.6 1.98 0.55 ~ 55 •`~" 3:00 180 2.0 1.58 0,44 _ 44 . _ 3:53 233 2.3 1.28 0.36 36 4:30 270 2.5 1.08 0.30 30 ~`:~: 5:54 354 2.9 0.68 0.19 19 6:40 400 3.1 0.48 0.13 13 is i 7:,38. 458 3.3 0.2$ OA8 8 ,,,~, Equation of Best Fit Line: y=94 .191 a o,ooasX Basic Lag Tirrte Time @ 37%)(sec}: 195 -~ Permeability K= (Pi * D)/( 11'~T): 0.01488 Cmis '' ' 42.1 ff(day .' ry CtiENT Mass !]evelopment JOB No. 7740.05 CHECKED BY ~ ~~ P ROJECT The Ullage at Hospital Hill COMPUTED BY KAM DATE FILE 770005EN005 DATE 70/16/2003 PAGE NO. .i '~? j t~_r i i i .-. ~,~ i ;: i . T- l Z. :, . , ..~ " r.; e .. ~1 i . ~.J .~ _,~ I` i,. f' j'a s ~') i ~. ~~; a . ~, ~: 4 } F"; f.° ~, a~ ~,.. ~:• ~' .. ~~ ~ i~ 1::;; ~ '~ ~:s ~s~_ i -« j .~ ~~ N F- .~ .~ d a a ~-- 0 0 0 Y- peaH Ia}tuf 0 0 O O O M d M v as o ~ N ,a GS Q N 4 O N 0 a 0 0 ~n 0 -c'' s'2 / ._ BEALS AND THOMAS, ENC. Permeability Test Data sheet BoreholeNtfe[{ {D: TP-3 Date: 10/14!03 ;~~ Depth to Test: 4.6' Site: 1700.05 ,; ... Pipe Diame#er (D}: 4" o~' 10.16 cm Weather: sunny, 60's _ Pipe Length(Ho}: 3.4 . ~ ~- Test #~: 7 Conducted by: tWIWJHti E{apsed Time Elapsed Time Water Depth from Top (min sec} (sec) of Pipe (ft} Active Head (ft} HIHo % Initial Head . ; 0 0 0.6a 3.40 1.00 100 , 1:27 87 0.70 2.70 a.79 79 `t J 3:23 203 0.85 2.55 0.75 75 4:40 280 1 AO 2.40 0.71 71 ~, 6:20 380 1.20 2.20 0.65 65 ,.' 8:19 499 1.40 2.00 0.59 59 . 10:55 655 1.60 1.80 0.53 53 ~: ~' 14:9 5 855. 1.90 1.50 (3.44 44 U>x 16:38 998 2.10 1.30 0.38 38 . , h '18:48 1128 2.25 1.15 0.34 34 ., ~._ . ,,, Equation of Best Fit Line: y=91. 5fi3e a-ooosasx Basic Lag Time {Time @ 37%){sec): 1007 j Permeab'siity K= (Pi * D}/~11 *T}: 0.00288 Cm/S 8.2 fflday ff~ i SJ ~''~' cuEraT Mass Development PROJECT The Village at Hospital Hill °# FILE 170005EN005 _ `.; Y.:1 ~ ,~ • 'r ~ ._ - __ ~ :; JoB tvo. 1700.05 COMPUTED BY KAM DATE 10!16/2003 CkECKED BY ~.¢ DATE (~~(`~ PAGE 1V0. l' i 'j n •~ '. S .n f:~ f:. ~_ •i •a..~: is `'~ I~~ i~ ~:~3 ~+ Fs' 1:. c•: ~ ' i. t I. }: ~a ;~ ;., °~~ +~+ .~ N /~/~~ AYf W ~~ M~ W L Q} a M a 0 0 r PEaH IE~~uI °lo a 0 N e- O O O ~c- O a~ N Q t..~ d 0 0 0 0 0 0 T T- tS ~\. BEALS AND THOMAS, INC. Permeability Test Data Sheet ~~ BoreholelWe!! ID: TP-4 Date: 10/14/03 Depth to Test: 4.6' Site; 1700.05 :~: + Pipe Diameter {D): 4" or 10.16 cm weather: ~ sunny, 60's Pipe Length( Ho): 3.58 ~: II A A I I f t .'~ r . ~~ Test #: ~ ~ Conducted by: tV-UVIIJHr'i Elapsed Time Elapsed Time Water Depth from Top {minaec} ~ (sec) of Pipe {ft) Active Head (ft) HIHo % lnitia! Head . 0 0 0.6 3.58 7.00 100 11 11 0.65 ~ 2.93 0.82 82 '~~ `~ 23 23 0.7 2.88 0.80 80 44 44 0.8 2.78 0.78 78 ''• 1:09 69 0.9 2.68 0.75 75 ~- . 1:36 96 1.0 2.58 0.72 72 2:25 145 1.2 2.38 0.66 66 ~~. 3:20 200 1.4 2.18 0.61 61 -~~-` . 4:21 261 1.6 '! .98 0.55 ~ 55 i ~ 5:24 324. 1.8 1.78 0.50 50 . '~~ 6:27 387. 2.0 1.58 0.44 44 7:42 462 2.2 1.38 0.39 39 8:59 539 2.4 1.18 0.33 33 ~ ~ ~, 10:15 615 2.S 0.98 0.27 27 ~'~ 13:36 816 3 0.5$ 0.16 16 16:17 977 ~ 3.3 0,28 0.08. 8 ~ :+' {:. q E cation of Best Fit Line: 93.564e °'°°~" y= Basic Lag Tithe {Time @ 37%){sec): 422 Permeability K= {P9 * D}/{11 *T): 0.00687603 curls j r 19.5 ft/day i1t ~'~ cLiENT Mass Development JOB NO. 1700A5 CHECKED BY ~ ,4 PROJECT The Villaga at HospitaE Hill COMPUTED BY icAM DATE Jd~~~j -"" ' F1LE 170005EN005 DATE 10/1612003 PAGE; Na. ~ i:i .t ~•t^,t .~i s..;' %;. `~ ~=i b __. i =~i .i .t i ~i' ,~ •} ~:~ •~.~ .:'•:~ i. 1~ :~ ~If '•5 Le .:~:i {•, 'F ~ '7 .~ 1': ,~..,. ,~ J 't:. lii t_. i ~~ t I7 :~_, i '. ' '~ ~: •~..i r+ N H s+ .Q R L a,. ~-- Q T O P~aH t~~~ul O 0 N 0 0 0 T V Q1 a d O o ~ ~ ~ Q H A {J1 a 0 O O tV O T `('-1'~' /~ ~--,. SEALS AND THOMAS, [NC. Permeability Test Da#a Sheet Boreho]elWel] ID: TP-5 Date: 10/14103 . ~~ Depth to Test: 5.0' -site: 1700.05 ~~ ~ Pipe D'sameter {D): 4" or 10.16 cm Weather: sunny, 60's Pipe Length{ Ho): 3.58 ~. ,. i eSt i:F: ~1 Conducted by; KHMIJHI'-1 Elapsed Time Elapsed Time Water Depth from Top {min sec) {sec) of Pipe (ft} Active Head (ft) HIHo % Initial Head . ~,; 0 0 0.6 3.58 1.00 100 19 19 0.65 2.93 0.82 82 39 39 0.7 2.88 0.80 80 1:18 78 ' 0.8 2.78 0.78 78 } 2:00 120 0.9 2.68 0.75 75 • ~ ~ 2:43 163 9.0 2.58 0.72 72 ;; 4:12 252 9.2 2.38 0.66 66 `. 5:46. 346 1.4 2.18 0.61 61 '' ' ~ 7:30 450 1.6 1.98 0.55 55 ,, 9:08 548 1.8 1.78 0.50 50 i ~ 11:19 - 679 2.0 1.58 0.44 44 ` 14:10 850 2.2 1.38 0.39 39 ;, 15:2$ 928 2.4 1.1$ 0.33 33`. ~ 17:30 9050 2.6 0.98 0.27 27 ; 20:01 1201 2.8 ~ 0.78 0.218 22 22:53 1373 3.0 0.58 0.162 16 25:24 1524 3.2 0.38 0.106 11 ~`~~~` 29:22 1762 3.4 0.98 0.050 5 . . ,_'' Equation of Best Fit i_ine: y=97.576e-o.aol4x Basic Lag Time. (Time @ 37%){sec): 693 Permeability K= {Pi * D)/{11'~T}: 0.00418714 curls _ 11.9 #~iday ~'°`~ ctIENT Mass Development JOB NO. 1700.05 CHECfCED BY ~ -~ PROJECT The Village at Hospital HiA COMPUTED BY KAiVI DATE Q L ' F1LE 174005EI~005 DATE 1 011 612 0 0 3 PAGE rto. T t~ :, c~ e }~ ~.. ' ~. !: i. ;!~ 3 ~3 l 4i f: _ 7' 13 !. '~ ~, f ~. ;. i ~~ ~. is -. • a 'c.] i ~~:,: i VI Nd " -' ~F+ i"~ ~R .~ ~s ~. a a O O r O r PEaH I~~!Ul °la 0 0 0 N O O r O O CD T 0 ~"' Q N V .~ d ~ ~_ O"~ ~ 'Q Q. N l9 0 a a 0 0 o a N O r~~ ~\ ~~„ .. ,, SEALS AND TH{~MAS, INC. Permeability Test Data Sheet .~ BorehotelWelt tD: TP-6b Date: 10/15/03 ' Depfh to Test: 7.1' Site: 17{}0,05 • -• Pipe Diamefer (D}: 4" Or 10.16 cm Weather: sunny, 60's Pipe Length( Ho}: 3.55 3 U () 0.63 ,3.55 1.00 100 ~~ 5:12 ~ .312 0.70 2.85 0.80 80 ~ 10:56 ~` ' 656 0.76 2.79 0.79 79 . i, 16:00 960 0.82 2.73 0.77 77 ' '~ 23:10 ~: 1390 0.90 2.65 0.75 75 '' '~ 41:15 2475 1.10 2.45 0.69 69 1:17:52 4672 1.44 2.11 0.59 59 2:13:00 7980 1.92 1.63 0.46 46 ~` `` 2:53:53 10433 2.20 1.35 ~ 0.38 38 1: 3:23:30 .,; ,4 .:. 12210 2:38 '[ .17 0.33 ~ 33 1~ t f' - I , i ~: ti::.~ I ~~. _': Equation of Best Fi# Line: y=85.883e o .oo0osx Basic Lag Time (Time @ 37%)(sec}; 11523 ' - Permeability K= (Pi * D)/(11 *T}: 0.000251$2 Culls ' 0.71 ft/day ;~ '`'`; ct.iEN7 Mass Development y PROJECT Tfle V;Ifage at Hospital Hill • ~iLE 170005EN005 ~4 .. l~.,a .` cam} ~s JOB No. 1700.05 COMPUTED BY KAM DATE 10/16!2003 CHECKED BY DATE tQ j PAGE N0. :i 1 id ~'~ 'r.v~ is ~r i, I ~ ~. :. } [..1 :: i, ,: ~. l: i ~= s ~i ,t ~. N H .~ .~ L Q~ a cs ci H O O T AeaH i~3Sui % Q r O Q O l1I r O O O O r 0 0 0 m d d H m a N O ~ O ~ 0 0 0 0 0 0 N O O =~'t APPENDIX B Hydrology Calculations -TR 55 (HydroCAD) -Rational (HydraFlow) TR 55 (HydroCAD) i ~; f; 'l ~i €t :y ~\ r Tighe&Bond 53 Southampton Road Westfield, Massachusetts (413) 662.16D0 www.tighebond.com Moser Street Subdivision Hospital Hill Development, LLC Northampton, Massachusetts LEGEND PROJEnNO: NBS~ ~ ~ FLLE: ORAINAGECALCS \ CROWN BY: JJC \ PROPOSED DRAINAGE AREA NUMBER cNEfJ(EC: ou \ ~~ (PDA-XX) ODRRESPONDNG TD avaROVeoar: ou iMB \ \ HYDROCAD REPORT , PROPOSED DRAINAGEAREAS ---- ~~--PRDPOSED-DRAINAGE AREA BOUNDARY--- -_--- ~- SCALE: N07 TO SCALE SHEET 1 OF 1 ~} r, ~' ~,r ~,. .~,. .~ r" " ~s'" r~ ~~ /r~ `' \~. \ ~ ~ I a~ ~0 `'~ ~~~~\ ~, e ,~ ~ __,. ~ ~ ~~,~~. ~o ~ ~d ~~~, ~~ \ ~, ,~ ~\ 4 ~ ~ /-~~ dim U ~Vm p~_ o:. ~ ~ Um a ~' b a ~ a a og o O O ~ O 0 a a a ~~ D~ O$g v~ ~ ~ K Um U67 U~ N Ha ~ U`~ b b pV`m' a ~V V ~ m U CI V 07 aO 5 ~ ~ ~ VU U ti ~ U ~a ~~ ~ ~ ~~ D ~_ so Da Y N ~ v Q ~_ ~D ~~ -0 ~~ ~ ~~ ~, ~ ~ _ b o n 4 I~ d ~ a o ~ ~ a ~o a m ~ Aa o ~ ~ a` 00 --0 ~s oV m ~~ ~ ~ m ~ T ~ U O ~ ~~ ~ ~ y a p ~ ~ Z CC m CV a ~ d ~ y ~ < ~ O O~ y M y 4 G D=~~. m ~ ~ m Q J U f6 (B U 12 3 / f-~ ~_ Village Hill-Rev061207-JJCrev01't808 Prepared by Tighe & Bond, Inc. Page 1 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Area Listing (all nodes) Area (acres) CN 4.971 ~ 39 0.135 61 1.919 74 2.491 77 1.480 89 0'.770 90 0.352 94 1.476 98 3.037 9.8 3.871 98 Description (subcats) >75% Grass cover, Good, HSG A (PDA-1 C,PDA-1 C-01,PDA-1 C-02,PDA-1 C- >75% Grass cover, Good, HSG B (PDA-1 C-01,PDA-1 C-02,PDA-1 C-03,PDA- >75% Grass cover, Good, HSG C (PDA-1 C,PDA-1 C-01,PDA-1 C-02,PDA-1 C- 1/8 acre lots, 65% imp, HSG A (PDA-1 C) Urban commercial, 85% imp, HSG A (PDA-1 C) 1/8 acre lots, 65% imp, HSG C (PDA-1 C) . Urban commercial, 85% imp, HSG C (PDA-1 C) BUILDINGS (PDA-1C-01,PDA-1C-02,PDA-1C-03;PDA-1C-04,PDA-1C-05,PC Paved parking & roofs (PDA-1 C) ROADS, SIDEWALKS, DRIVES (PDA-1 C-01,PDA-1 C-02,PDA-1 C-03,PDA-1( 0.344 100 Pond (PDA-1 C) 20.845 Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 2 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 --~ Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment PDA-1 C: BDG AREA TO PONDRunoff Area=10.562 ac Runoff Depth>1.31" - Tc=6.0 min CN=81 Runoff=15.80 cfs 1.155 of Subcatchment PDA-1 C-01: Runoff Area=38,532 sf Runoff Depth>1.51" Flow Length=440' Slope=0.0100'/' Tc=8.2 min CN=84 Runoff=1.44 cfs 0.112 of Subcatchment PDA-1 C-02: Runoff Area=11,764 sf Runoff Depth>1.74" Flow Length=130' Tc=2.5 min CN=87 Runoff=0.60 cfs 0.039 of Subcatchment PDA-1 C-03: Runoff Area=6,932 sf Runoff Depth>2.07" Flow Length=230' Tc=4.1 min CN=91 Runoff=0.40 cfs, 0.027 of Subcatchment PDA-1 C-04: Runoff Area=41,521 sf Runoff Depth>1.31" Flow Length=230' Slope=0.0100 '/' Tc=8.3 min CN=81 Runoff=1.32 cfs 0.104 of Subcatchment PDA-1 C-05: Runoff Area=44,302 sf Runoff Depth>1.31" Flow Length=265' Tc=5.5 min CN=81 Runoff=1.54 cfs 0.111 of Subcatchment PDA-1 C-06: Runoff Area=3,106 sf Runoff Depth>1.82" Flow Length=119' Tc=2.1 min CN=88 Runoff=0.17 cfs 0.011 of Subcatchment PDA-1 C-07: Runoff Area=30,089 sf Runoff Depth>1.44" Flow Length=143' Tc=8.8 min CN=83 Runoff=1.04 cfs 0.083 of Subcatchment PDA-1 C-08: Runoff Area=4,885 sf Runoff Depth>2.35" Flow Length=180' Tc=2.7 min CN=94 Runoff=0.32 cfs 0.022 of - Subcatchment PDA-1 C-09: Runoff Area=7,536 sf Runoff Depth>1.52" Flow Length=263' Tc=3.8 min CN=84 Runoff=0.33 cfs 0.022 of Subcatchment PDA-1 C-10: Runoff Area=3,881 sf Runoff Depth>1'.38" Flow Length=133' Tc=2.7 min CN=82 Runoff=0.16 cfs 0.010 of Subcatchment PDA-1 C-11: Runoff Area=12,815 sf Runoff Depth>0.86" Flow Length=185' Tc=9.7 min CN=73 Runoff=0.24 cfs 0.021 of Subcatchment PDA-1 C-,12: Runoff Area=7,425 sf Runoff Depth>1.52" Flow_ Length=263' Tc=38 min CN=84 Runoff=0.32 cfs .0.022 of ._- /~ ~ ~ Village. Hill-Rev061207-JJCrev011808 Type l/l 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, lnc. Page 3 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-13: Runoff Area=5,279 sf Runoff Depth>2.16" Flow Length=185' Tc=2.7 min CN=92 ` Runoff=0.33 cfs 0.022 of Subcatchment PDA-1 C-14: Runoff Area=3,178 sf Runoff Depth>2.25" Flow Length=88' Tc=2.0 min CN=93 Runoff=0.20 cfs 0.014 of Subcatchment PDA-1 C-15: Runoff Area=997 sf Runoff Depth>2.35" Flow Length=53' Tc=1.8 min CN=94 Runoff=0.07 cfs 0.004 of Subcatchment PDA-1 C-16: Runoff Area=33,468 sf Runoff Depth>0.71" Flow Length=380' Tc=10.7 min CN=70 Runoff=0.47 cfs 0.046 of Subcatchment PDA-1 C-17: Runoff Area=19,059 sf Runoff Depth>0.76" Flow Length=308' Tc=9.5 min CN=71 Runoff=0.30 cfs 0.028 of Subcatchment PDA-1 C-18: ~ Runoff Area=16,599 sf Runoff Depth>0.67" Flow Length=258' Tc=9.5 min CN=69 Runoff=0.22 cfs 0.021 of . , Subcatchment PDA-1 C-19: Runoff Area=25,682 sf Runoff Depth>0.43" Flow Length=310' Tc=10.8 min CN=63 Runoff=0.16 cfs 0.021 of Subcatchment PDA-1C-20: RunoffArea=21,169 sf Runoff Depth>0.47" Flow Length=298' Tc=10.9 min CN=64 Runoff=0.15 cfs 0.019 of Subcatchment PDA-1 C-21: Runoff Area=10,508 sf Runoff Depth>1.51" _. Flow Length=188' Tc=8.9 min CN=84 Runoff=0.38 cfs 0.030 of Subcatchment PDA-1 C-22: Runoff Area=62,502 sf Runoff Depth>0.96" Flow Length=465' Tc=8.5 min CN=75 Runoff=1.37 cfs 0.115 of Subcatchment PDA-1 C-23: Runoff Area=30,954 sf Runoff Depth=0.00" Flow Length=50' Slope=0.0100 '/' Tc=7.7 min CN=39 Runoff=0.00 cfs 0.000 of Subcatchment PDA-1 C-24: Runoff Area=5,729 sf Runoff Depth>1.38" Flow Length=178' Tc=2.9 min CN=82 Runoff=0.23 cfs 0.015 of Reach 2R: RipRapOut Avg. Depth=0.16' Max Vet=3.42 fps Inflow=4.60 cfs 0.671 of n=0.040 L=5.0' S=0.1000 '/' Capacity=330.54 cfs Outflow=4.60 cfs 0.671 of Reach 3R: Alternate Line Apron Avg. Depth=0.00' Max Vet=0.00 fps n=0.050 L=50.0' S=0.0010 '/' Capacity=51.06 cfs Outflow=0.00 cfs 0.000 of Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 4 HydroCAD® 8.00. s/n 003772 ©2006 HvdroCAD Software Solutions LLC 2/11/2009 Reach 4R: VegSwale Avg. Depth=0.26' Max Vet=4.44 fps Inflow=4.60 cfs 0.671 of n=0.035 L=40.0' S=0.0875 '/' Capacity=60.12 cfs outflow=4.60 cfs 0.671 of Pond 1 P: Spreader Peak EIev=160.34' Storage=221 cf Inflow=4.60 cfs 0.675 of Outflow=4.60 cfs 0.671 of Pond 3P: Proposed DetentioPeak EIev=209.08' Storage=6,372 cf Inflow=10.62 cfs 0.919 of Discarded=0.76 cfs 0.241 of Primary=4.60 cfs 0.675 of Outflow=5.36 cfs 0.916 of Pond CB19: Peak Elev=212.12' Inflow=0.23 cfs 0.015 of 12.0" x 11.0' Culvert Outflow=0.23 cfs 0.015 of Pond CB20: Peak Elev=212.18' Inflow=0.60 cfs 0.039 of 12.0" x 25.0' Culvert Outflow=0.60 cfs 0.039 of Pond CB21: Peak EIev=211.87' Inflow=0.40 cfs 0.027 of 12.0" x 25.0' Culvert Outflow=0.40 cfs 0.027 of Pond CB22: Peak Elev=211.71' Inflow=0.16 cfs 0.010 of 12.0" x 18.0' Culvert Outflow=0.16 cfs 0.010 of Pond CB23: Peak EIev=211.76' Inflow=0.24 cfs 0.021 of 12.0" x 12.0' Culvert Outflow=0.24 cfs 0.021 of Pond CB24: Peak Elev=213.38' Inflow=0.33 cfs 0.022 of 12.0" x 18.0' Culvert Outflow=0.33 cfs 0.022 of Pond CB25: Peak EIev=213.38' Inflow=0.32 cfs 0.022 of 12.0" x 18.0' Culvert Outflow=0.32 cfs 0.022 of Pond CB26: Peak EIev=213.07' Inflow=0.32 cfs 0.022 of 12.0" x 15.0' Culvert Outflow=0.32 cfs 0.022 of Pond CB27: Peak EIev=213.10' Inflow=0:33 cfs 0.022 of 12.0" x 21.0' Culvert Outflow=0.33 cfs 0.022 of Pond CB28: Peak EIev=214.75' Inflow=0.17 cfs 0.011 of 12.0" x 18.0' Culvert Outflow=0.17 cfs 0.011 of Pond CB29: Peak Elev=217.13' Inflow=0.20 cfs 0.014 of 12.0" x 18.0' Culvert Outflow=0.20 cfs 0.014 of Village Hill-Rev061207-JJCrev011808 ,Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 5 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB30; Peak EIev=217.42' Inflow=1.04 cfs 0.083 of 12.0" x 10.0' Culvert `Outflow=1.04 cfs 0.083 of Pond CB31: Peak Elev=216.56' Inflow=0.07 cfs 0.004 of . 12.0" x 18.0' Culvert Outflow=0.07 cfs 0.004 of Pond CB32: ~ Peak EIev=212.03' Inflow=0.38 cfs 0.030 of 12.0" x 10.0' Culvert Outflow=0.38 cfs 0.030 of Pond CB33: Peak EIev=212.02' Inflow=0.15 cfs 0.019 of i - 12.0" x 10.0' Culvert Outflow=0.15 cfs 0.019 of Pond CB34:. Peak EIev=212.74' Inflow=0.22 cfs 0.021 of 12.0" x 19.0' Culvert Outflow=0.22'cfs 0.021 of II Pond CB35: Peak Elev=212.71' Inflow=0.16 cfs 0.021 of 12.0" x 11.0' Culvert Outflow=0.16 cfs 0.021 of Pond CB36: Peak Elev=213.84' Inflow=0.30 cfs 0.028 of 12.0" x 18.0' Culvert Outflow=0.30 cfs 0.028 of Pond CB37: Peak EIev=214..10' Inflow=0.47 cfs 0.046 of 12.0" x 10.0' Culvert Outflow=0.47 cfs 0.046 of Pond DMH-20: Peak Elev=214.72' Inflow=1.30 cfs 0.112 of 18.0" x 170.0' Culvert Outflow=1.30 cfs 0.112 of Pond DMH09: Peak EIev=211.80' Inflow=2.29 cfs 0.186 of 18.0" x 104.0' Culvert Outflow=2.29 cfs 0.186 of Pond DMH10: Peak Elev=211.81' Inflow=0.63 cfs 0.043 of 15.0" x 25.0' Culvert Outflow=0.63 cfs 0.043 of Pond DMH11: Peak EIev=210.89' Inflow=10.62 cfs 0.919 of 36.0" x 76.0: Culvert Outflow=10.62 cfs 0.919 of Pond DMH12: Peak EIev=211.53' Inflow=8.87 cfs 0.776 of 36.0" x 141.0' Culvert Outflow=8.87 cfs 0.776 of I Pond DMH13: Peak Elev=211.68' Inflow=3.97 cfs 0.311 of 24.0" x 36.0' Culvert Outflow=3.97 cfs 0.311 of i .. _ -- _ __ / ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 6 HydroCAD® 8.00 s/n 003772 ©2006 HydroGAD Software Solutions LLC 2/11/2009 .Pond DMH14: Peak Elev=212.32' Inflow=3.36 cfs 0.267 of 24.0" x 169.0' Culvert Outflow=3.36 cfs 0.267 of Pond DMH15: Peak EIev=213.05' Inflow=1.87 cfs 0.156 of 18.0" x 89.0' Culvert Outflow=1.87 cfs 0.156 of Pond DMH16: Peak EIev=210.37' Inflow=10.62 cfs 0.919 of 36.0" x 2.0' Culvert Outflow=10.62 cfs 0.919 of Pond DMH17: Peak EIev=209.94' Inflow=10.62 cfs 0.9"19 of 36.0" x60.0' Culvert Outflow=10.62 cfs 0.919 of Pond DMH18: Peak EIev=175.68' Storage=19 cf Inflow=4.60 cfs 0.675 of 30.0" x 115.0' Culvert Outflow=4.60 cfs 0.675 of Pond DMH19: Peak EIev=161.10' Storage=20 cf Inflow=4.60 cfs 0.675 of 30.0" x 6.0' Culvert Outflow=4.60 cfs 0.675 of Pond DMH21: Peak EIev=215.04' Inflow=1.20 cfs 0.101 of 18.0" x 20.0' Culvert Outflow=1.20 cfs 0.101 of Pond DMH22: Peak EIev=215.94' Inflow=1.20 cfs 0.101 of 15.0" x 66.0' Culvert Outflow=1.20 cfs 0.101 of Pond DMH23: Peak Elev=216.28' Inflow=0.07 cfs 0.004 of 15.0" x 63.0' Culvert Outflow=0.07 cfs -0.004 of Pond DMH24: Peak EIev=211.75' Inflow=3.00 cfs 0.280 of 30.0" x 87.5' Culvert Outflow=3.00 cfs 0.280" of Pond DMH25: Peak EIev=212.01' Inflow=1.66 cfs 0.165 of 18.0" x 77.0' Culvert Outflow=1.66 cfs 0.165 of Pond DMH26: Peak Elev=212.34' Inflow=1.15 cfs 0.116 of 15.0" x 79.0' Culvert Outflow=1.15 cfs 0.116 of Pond DMH27: Peak EIev=212.69' Inflow=1.15 cfs 0.116 of 15.0" x 58.0' Culvert Outflow=1.15 cfs 0.116 of Pond DMH28: Peak Elev=213.71' Inflow=0.77 cfs 0.073 of 15.0" x 209.0' Culvert Outflow=0.77 cfs 0.073 of -~ ~ Village Hill-Re~061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 7 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond STUB: Peak Elev=211.94' Inflow=1.37 cfs 0.115 of 12.0" x 30.0' Culvert 'Outflow=1.37 cfs 0.115 of Pond STUB10: Peak EIev=212.02' Inflow=1.32 cfs 0.104 of 12.0" x 30.0' Culvert Outflow=1.32 cfs 0.104 of Pond STUB11: Peak Elev=212.18' Inflow=1.44 cfs 0.112 of 12.0" x 40.0'. Culvert Outflow=1.44 cfs 0.112 of Pond STUB14: Peak EIev=214.52' Inflow=1.54.cfs 0.111 of 12.0" x 30.0' Culvert Outflow=1.54 cfs 0.111 of Pond STUB14A: Peak EIev=0.00' I 6.0" x 30.0' Culvert Primary=0.00 cfs 0.000 of Total Runoff Area = 20.845 ac Runoff Volu me = 2.074 of Average Runoff Depth = 1.19" 40.49% Pervious Area = 8.441 ac 59.51 % Impervious Area = 12.404 ac ~.., --~ Village Hill-Rev061207-JJCrev011808 Type ll! 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 8 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1C: BDG AREA TO POND Runoff = 15.80 cfs @ 12.10 hrs, Volume= 1.155 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs. Type III 24-hr 2-YR Rainfall=3.00" Area (acl CN Description 1.611 39 >75% Grass cover, Good, HSG A 3.037 98 Paved parking & roofs __ 0.477 74 >75% Grass cover, Good, HSG C 1.480 89 Urban commercial, 85% imp, HSG A - 2.491 77 1/8 acre lots, 65% imp, HSG A 0.770 90 1/8 acre lots, 65% imp, HSG C , 0.344 100 Pond 0.352. 94 Urban commercial 85% im ,HSG C p .~ 10.562 81 Weighted Average 3.504 Pervious Area 7.058 Impervious Area _ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Flow from Watershed Area Subcatchment PDA-1 C-01: Runoff = 1.44 cfs @ 12.12 hrs, Volume= 0.112 af, Depth> 1.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area lsfl CN Description 7,232 39 >75% Grass cover, Good, HSG A 2,900 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C . 0 98 BUILDINGS 28,400 98 ROADS, SIDEWALKS, DRIVES 38,532 84 Weighted Average 10,132 Pervious Area 28,400 Impervious Area /~, ~~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 9 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ° 6.4 40 0.0100 0.10 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 0.8 100 0.0100 2.03 Shallow Concentrated Flow, Shallow -Paved Paved Kv= 20.3 fps 1.0 300 0.0100 4.91 3.86 Circular Channel (pipe), Drain Pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 8.2 440 Total Subcatchment PDA-1 C-02: i Runoff = 0.60 cfs @ 12.04 hrs, Volume= 0.039 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Y R Rainfall=3.00" Area (sfl CN Description .1,414 39 >75% Grass cover, Good, HSG A 430 61 >75% Grass cover, Good, HSG B 1,020. 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 8,900 98 ROADS, SIDEWALKS, DRIVES 11,764 87 Weighted Average 2,864 Pervious Area 8,900 Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity (ftJsec) Capacity Description (cfs) 0.1 5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.7 15 0.0400 0.15 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 0.7 110 0.0150 2.49 Shallow Concentrated Flow, Shallow -Road Paved ~ ~ Kv= 20.3 fos 2.5 130 Total /~-_ ` ~ \ Village Hill-Rev061207-JJCrev011808 Type Ill 24-hr 2-YR Rainfall=3.00" ~~ Prepared by Tighe & Bond, Inc. Page 10 HydraCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-03: Runoff = 0.40 cfs @ 12.06 hrs, Volume= 0.027 af, Depth> 2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2=YR Rainfall=3.00" Area (sf) CN Description 200 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 1,500 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 5,232 98 ROADS, SIDEWALKS, DRIVES 6,932 91 Weighted Average 1,700 Pervious Area 5,232 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 20 0.0400 0.16 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 2.0 210 0.0075 1.76 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fps 4.1 230 Total Subcatchment PDA-1 C-04: Runoff = 1.32 cfs @ 12.12 hrs, Volume= 0.104 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sf) CN Description 9,517 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 6,344 74 ~ >75% Grass cover, Good, HSG C 11,120 98 BUILDINGS . 14,540 98 ROADS, SIDEWALKS, DRIVES 41,521 81 Weighted Average 15,861 Pervious Area 25,660 Impervious Area ~, Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 11 _HydroCAD® 8.00 s/n 003772. ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Tc Length (min) (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) ' 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 0.6 180 0.0100 4.91 3.86 Circular Channel (pipe), Pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 8.3 230 Total Subcatchment PDA-1C-05: Runoff = 1.54 cfs @ 12.09 hrs, Volume= 0.111 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sf) CN Description 1,625 39 >75% Grass cover, Go od, HSG A . 0 61 >75% Grass cover, Go od, HSG B 27,737 74 >75% Grass cover, Good, HSG C 8,340 98 BUILDINGS 6,600 98 ROADS, SIDEWALKS, DRIVES 44,302 81 Weighted Average 29,362 Pervious Area 14,940 Impervious Area " Tc Len th 9 Sloe Velocit Ca acit P P Y Y Descri tion P _(min) (feet) (ft/ft) (ft/sec) (cfs) ', 3.7 20 0.0100 0.09 Sheet Flow, Sheet -Lawn _ Grass: Short n= 0.150 P2= 3.00" 0.3 35 0.1000 2.06 Sheet Flow, Sheet -Paved Smooth surfaces n= 0.011 P2= 3.00" 0.8 100 0.1000 2.21 Shallow Concentrated Flow, Shallow -Lawn Short Grass Pasture Kv= 7.0 fps 0.6 70 0.0100 2.03 Shallow Concentrated Flow, Shallow -Paved , Paved ~ Kv= 20.3 fps ' 0.1 40 .0.0100 4.91 3.86 Circular Channel (pipe), Pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 5.5 265 Tot a ~--. Village Hill-Rev061207-JJCrev011808 Prepared by Tighe & Bond, Inc. Type 11124-hr 2-YR Rainfall=3.00" Page 12 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC Subcatchment PDA-1C-06: Runoff = 0.17 cfs @ 12.04 hrs, Volume= 0.011 af, Depth> 1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 0 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 1,326 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 1,780' 98 ROADS, SIDEWALKS, DRIVES 3,106 88 Weighted Average 1,326 Pervious Area 1,780 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 0.73 Sheet Flow, 'Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.6 14 0.0400 0.15 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 0.4 100 0.0500 4.54 Shallow Concentrated Flow, Shallow -Road- Paved Kv= 20.3.fos 2.1 119 Total Subcatchment PDA-1 C-07: Runoff = 1.04 cfs @ 12.13 hrs, Volume= 0.083 af, Depth> 1.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Descriotion 0 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 18,229 74 >75% Grass cover, Good, HSG C . 5,175 98 BUILDINGS 6,685 98 ROADS, SIDEWALKS, DRIVES 30,089 83 Weighted Average 18,229 Pervious Area 1-1-,860-- - Impervious-Area ____ _ _-__-_ __ _- -- _-_ -- ,--, ~~ ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 13 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Tc Length Slope Velocity Capacity Description ° (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 0.6 25 0.0100 0.70 Shallow Concentrated Flow, Shallow -Lawn Short Grass Pasture Kv= 7.0 fps 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk Paved Kv= 20.3 fps 0.2 13 0.0400 1.40 Shallow Concentrated Flow, Shallow -Grass Short Grass Pasture . Kv= 7.0 fps 0.3 50 0.0200 2.87 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fos 8.8 143 Total Subcatchment PDA-1 C-08: Runoff = 0.32 cfs @ 12.04 hrs, Volume= 0.022 af, Depth> , 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sf) ~ CN Description 0 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 800 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 4,085 98 ROADS, SIDEWALKS, DRIVES 4,885 94 Weighted Average 800 Pervious Area 4,085 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 ~5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.7 15 0.0400 0.1.5 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 0.9 160 0.0200 2.87 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fqs 2.7 180 Total ~. Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" .Prepared by Tighe & Bond, Inc. Page 14 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-09: Runoff = 0.33 cfs @ 12.06 hrs, Volume= 0:022 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 1,815 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 5,721 98 ROADS, SIDEWALKS, DRIVES 7,536 84 Weighted Average 1,815 Pervious Area 5,721 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.01.1 P2= 3.00" 1.5 13 0.0400 0.14 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 2.2 245 0.0080 1.82 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fos 3.8 263 Total Subcatchment PDA-1 C-10: Runoff = 0.16 cfs @ 12.05 hrs, Volume= 0.010 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Descriotion 1,040 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 2,841 98 ROADS, SIDEWALKS, ,DRIVES 3,881 82 Weighted Average 1,040 Pervious Area _2,84.1 _ Impervious Area _ _ -_ _ _ _. _ '-_ /'~ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 15 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Tc Length Slope Velocity Capacity Description (min). (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.5 13 0.0400 0.14. Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 1.1 115 0.0075 1.76 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fps 2.7 133 Total Subcatchment PDA-1 C-11: Runoff = 0.24 cfs @ 12.15 hrs, Volume= 0.021 af, Depth> 0.86" Runoff by SCS TR-20 method, UH=SCS, Tinie Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 5,400 39 >75% Grass cover, Good, HSG A 0 61 >75%° Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 2,500 98 BUILDINGS 4,915 98 ROADS, SIDEWALKS, DRIVES 12,815 73 Weighted Average 5,400 Pervious Area 7,415 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec ~ cfs 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 1.2 50 / 0.0100 0.70 Shallow Concentrated Flow, Shallow -Lawn ~ ~ ~ Short Grass Pasture Kv= 7.0 fps 0.8 85 0..0075 1.76 Shallow Concentrated Flow, Shallow -Road Paved ~~ Kv= 20 3 fps 9.7 185 Total /_~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 16 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1C-12: Runoff = 0.32 cfs @ 12.06 hrs, Volume= 0.022 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 1,700 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 5,725 98 ROADS, SIDEWALKS, DRIVES 7,425 84 Weighted Average 1,700 Pervious Area 5,725 Impervious Area Tc ,Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.5 13 0.0400 0.14,. Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 2.2 245 0.0080 1.82 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fps 3.8 263 Total Subcatchment PDA-1C-13: Runoff = 0.33 cfs @ 12.04 hrs, Volume= 0.022 af, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Descriotion 20,0 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 780 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 4,299 98 ROADS, SIDEWALKS, .DRIVES 5,279 92 Weighted Average 980 Pervious Area 4;299- Impervious-Area- _ - - - - _ - __ ~~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 17 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 15 0.0400 0.15 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 1.0 170 0.0200 2.87 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fos 2.7 185 Total Subcatchment PDA-1 C-14: Runoff = 0.20 cfs @ 12.03 hrs, Volume= 0.014 af, Depth> 2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sf) CN Description 0 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 700 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 2,478 98 ROADS, SIDEWALKS, DRIVES 3,178 93 Weighted Average 700 Pervious Area 2,478 Impervious Area Tc Length Slope Velocity Capacity Description (min). (feet) (ft/ft) (ft/sec) (cfs) 0.1 ~ 5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.5 13 0.0400 0.14. Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 0.4 70 0.0200 2.87 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fqs 2.0 88 Total Subcatchment PDA-1C-15: Runoff = 0.07 cfs @ 12.03 hrs, Volume= 0.004 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" ~ -- - -- (T Village Hill-Rev061207-JJCrev011808 ~ Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 18 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Area (sf) CN Description 0 39 >75% Grass. cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 165 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 832 98 ROADS, SIDEWALKS, DRIVES 997 94 Weighted Average 165 Pervious Area 832 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftJsec) (cfs) 0.1 5 0.0200 0.73 Sheet Flow, Sheet -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.5 13 0.0400 0.14 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 0.2 35 0.0200 2.87 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fps 1.8 53 Total Subcatchment PDA-1C-16: Runoff = 0.47 cfs @ 12.17 hrs, Volume= 0.046 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Descriotion 14,426 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 3,607 74 >75% Grass cover, Good, HSG C 7,350 98 BUILDINGS 8,085 98 ROADS, SIDEWALKS, DRIVES 33,468 70 Weighted Average 18,033 Pervious Area 15,435 Impervious Area ~) _r Village Hill-Rev061207-JJCrev011808 Type Ill 24-hr 2-YR Rainfall=3.00" Prepared by Tig he & Bond, Inc. Page 19 HydroCA D® 8.00 s/n 003772 ©2006 HydroCAD S oftware Solutions LLC 2/11/2009 I~ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ~_l 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" r 1.0 40 0.0100 0.70 Shallow Concentrated Flow, Shallow -Lawn ~ ~. Short Grass Pasture Kv= 7.0 fps 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk ~~~) Paved Kv= 20.3 fps I__) 0.1 5 0.0400 1.40 Shallow Concentrated Flow, Shallow -Grass Short Grass Pasture Kv= 7.0 fps 1.9 280 0.0150 2.49 Shallow Concentrated Flow, Shallow -Road ~~~ Paved Kv= 20.3 fps 10.7 380 Total Subcatchment PDA-1 C-17: J Rurioff ~ = 0.30 cfs @ 12.15 hrs, Volume= ..0.028 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs !~ Type III 24-hr 2-YR Rainfall=3.00" Area (sf) CN Description r ~ ~ 8,319 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B ~ 600 74 >75% Grass cover, Good, HSG C ~, ~ 4,800 98 BUILDINGS -' 5,340 98 ROADS, SIDEWALKS, DRIVES r- ~ j~ 19,059 8,919 71 Weighted Average Pervious Area 10,140 Impervious Area IJ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I-) 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn ~ I Grass: Short n= 0.150 P2= 3.00" __ 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk Paved Kv= 20.3 fps Iti~ 0.2 13 0.0400 1.40 Shallow Concentrated. Flow, Shallow -Grass Short Grass Pasture Kv= 7.0 fps ,~ 1.6 240 0.0150 2.49 Shallow Concentrated Flow, Shallow -Road `~ Paved Kv= 20.3 fps 9.5 308 Total - , i ~-- ~-- Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 20 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-18: Runoff = 0.22 cfs @ 12.16 hrs, Volume= 0.021 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 8,082 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 3,840 98 BUILDINGS 4,677 98 ROADS, SIDEWALKS, DRIVES 16,599 69 Weighted Average 8,0.82 Pervious Area 8,517 Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.11 ~ Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk Paved Kv= 20.3 fps 0.2 13 0.0400 1.40 Shallow Concentrated Flow, Shallow -Grass Short Grass Pasture Kv= 7.0 fps 1.6 190 0.0100 2.03 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fas 9.5 258 Total Subcatchment PDA-1C-19: Runoff = 0.16 cfs @ 12.21 hrs, Volume= 0.021 af, Depth> 0.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sf) CN 15,099 39 0 61 0 74 4,900 98 .5,683 98 25,682 63 Description >75% Grass cover, Good, HSG A >75% Grass cover, Good, HSG B >75% Grass cover, Good, HSG C BUILDINGS ROADS, SIDEWALKS, DRIVES Weighted Average ~~'~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 21 i-,' HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 15,099 Pervious Area 10,583 Impervious Area Tc Length Slope Velocity Capacity Description ~- (min) (feet) (ft/ft) (ft/sec) (cfs) i__~ 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" r~~ 1.4 60 0.0100 0.70 Shallow Concentrated Flow, Shallow -Grass U Short Grass Pasture Kv= 7.0 fps 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk --, ~ Paved Kv= 20.3 fps __~ 0.1 5 0.0400 1.40 Shallow Concentrated Flow, Shallow -Grass Short Grass Pasture Kv= 7.0 fps ~~ 1.6 190 0.0100 2.03 Shallow Concentrated Flow, Shallow -Road I_.~ Paved Kv= 20.3 fps 10.8 310 Total ~~ Subcatchment PDA-1 C-20: ~.~ Runoff = 0.15 cfs @ 12.21 hrs, Volume= 0.019 af, Depth> 0.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Y R Rainfall=3.00" Area (sf) CN Description _ ~I J 12,364 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C ~~ 2,450 98 BUILDINGS 6,355 98 ROADS, SIDEWALKS, DRIVES 21,169 64 Weighted Average ~~ 12,364 Pervious Area 8,805 Impervious Area ,~ i ~. Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 22 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 1.7 70 0.0100 0.70 Shallow Concentrated Flow, Shallow -Lawn Short Grass Pasture Kv= 7.0 fps 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk Paved Kv= 20.3 fps 0.2 13 0.0400 1.40 Shallow Concentrated Flow, Shallow -Grass Short Grass Pasture Kv= 7.0 fps 1:3 160 0.0100 2.03 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fas 10.9 298 Total Subcatchment PDA-1 C-21: Runoff = 0.38 cfs @ 12.13 hrs, Volume= 0.030 af, Depth> 1.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sf) CN Description 2,525 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 960 98 BUILDINGS 7,023 98 ROADS, SIDEWALKS, DRIVES 10,508 84 Weighted Average 2,525 Pervious Area 7,983 Impervious Area l"c Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 0.0 5 0.0200 2.87 Shallow Concentrated Flow, Shallow -Sidewalk Paved Kv= 20.3 fps 0.2 13 0.0400 1.40 Shallow Concentrated Flow, Shallow -Grass Short Grass Pasture Kv= 7.0 fps 1.0 120 0.0100 2.03 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fqs 8.9 188 Total ~l ~~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 23 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-22: Runoff = 1.37 cfs @ 12.13 hrs, Volume= 0.115 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 22,890 39 >75% Grass cover, Good, HSG A 2,543 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good; HSG C 12,850 98 BUILDINGS 24,219 98 ROADS, SIDEWALKS, DRIVES 62,502 75 Weighted Average 25,433 Pervious Area 37,069 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 40 0.0100 0.10 Sheet Flow, Sheet -Lawn Grass: Short n= 0.150 P2= 3.00" 0.8 100 0.0100 2.03 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fps 1.3 325 0.0075 4.26 3.34 Circular Channel (pipe), Pipes Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' ~ n= 0.01.2 Concrete pipe, finished 8.5 465 Total Subcatchment PDA-1 C-23: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 30,954 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 0 98 ROADS, SIDEWALKS, DRIVES 30,954 39 Weighted Average 30,954 Pervious Area Village Hill-Rev061207-JJCrev011808 Type l/l 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 24 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 7.7 50 0.0100 0.11 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" Subcatchment PDA-1 C-24: Runoff = 0.23 cfs @ 12.05 hrs, Volume= 0.015 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.00" Area (sfl CN Description 1,545 39 >75% Grass cover, Good, HSG A 0 61 >75% Grass cover, Good, HSG B 0 74 >75% Grass cover, Good, HSG C 0 98 BUILDINGS 4,184 98 ROADS, SIDEWALKS, DRIVES 5,729 82 Weighted Average 1,545 Pervious Area 4,184 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 5 0.0200 0.73 Sheet Flow, Shallow -Sidewalk Smooth surfaces n= 0.011 P2= 3.00" 1.5 13 0.0400 0.14 Sheet Flow, Sheet -Grass Grass: Short n= 0.150 P2= 3.00" 1.3 160 0.0100 2.03 Shallow Concentrated Flow, Shallow -Road Paved Kv= 20.3 fps 2.9 178 Total Reach 2R: RipRapOut Inflow Area = 10.283 ac, Inflow Depth > 0.78" for 2-YR event Inflow = 4.60 cfs @ 12.36 hrs, Volume= 0.671 of Outflow = 4.60 cfs @ 12.37 hrs, Volume= 0.671 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.42 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 0.1 min ^~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 25 i--1 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Peak Storage= 7 cf @ 12.37 hrs, Average Depth at Peak Storage= 0.16' Bank-Full Depth= 2.00', Capacity at Bank-Full= 330.54 cfs 8.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, .clean sides ~- Side Slope Z-value= 1.5'/' Top Width= 14.00' j 1 Length= 5.0' . Slope= 0.1000 '/' Inlet Invert= 159.50', Outlet Invert= 159.00' r ~~~ I 1 .ua xdi £u~ _;e...aws.'~.,.a.aa..•.. ,~ a~.oa:,.zi.:,. t ..a sk ~`_/i~€d~~~r`--r Reach 3R: Alternate Line Apron ~J Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min, . I_I Peak Storage= 0 cf @ 0.00 hrs, Average Depth at Peak Storage= 0.00' Bank-Full Depth= 3.00', Capacity at Bank-Full= 51.06 cfs ,~~ 6.00' x 3.00' deep channel, n= 0.050 Mountain streams w/large boulders . Side Slope Z-value= 2.0 '/' Top Width= 18.00' r~~ Length= 50.0' Slope= 0.0010 '/' 14~ Inlet Invert= 160.10', Outlet Invert= 160.05' Village Hill-Rev061207-JJCrev011808 Type Ill 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 26 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Reach 4R: VegSwale Inflow Area = 10.283 ac, Inflow Depth > 0.78" for 2-YR event Inflow = 4.60 cfs @ 12.37 hrs, Volume= 0.671 of Outflow = 4.60 cfs @ 12.36 hrs, Volume= 0.671 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.44 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.83 fps, Avg. Travel Time= 0.4 min Peak Storage= 41 cf @ 12.36 hrs, Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00', Capacity at Bank-Full= 60.12 cfs 3.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 4.0 3.0 '/' Top Width= 10.00' Length= 40.0' Slope= 0.0875 '/' Inlet Invert= 159.00', Outlet Invert= 155.50' Pond 1 P: Spreader Inflow Area = 10.283 ac, Inflow Depth > 0.79" Inflow = 4.60 cfs @ 12.36 hrs, Volume= Outflow = 4.60 cfs @ 12.36 hrs, Volume= Primary = 4.60 cfs @ 12.36 hrs, Volume= Routing by Dyn-Stor-Ind method, Time Span= 0.00-2 Peak Elev= 160.34' @ 12.36 hrs Surf.Area= 176 sf for 2-YR event 0.675 of 0.671 af, Atten= 0%, Lag= 0.0 min 0.671 of 4.00 hrs, dt= 0.05 hrs Storage= 221 cf Plug-Flow detention time= 4.6 min calculated for 0.671 of (99% of inflow) Center-of-Mass det. time= 1.3 min (830.7 - 829.4 ) Volume Invert Avail.Storage Storage Description #1 157.00' 369 cf Custom Stage Data (Prismatic~isted below (Recalc) ,~ ~I j Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00"~ Prepared by Tighe & Bond, Inc. Page 27 j-~ HydroCAD® 8:00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Elevation Surf.Area 1nc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 157.00 0 0 0 158.00 19 10 10 159.00 66 43 52 160.00 158 112 164 161.10 215 205 369 Device Routing Invert Outlet Devices #1 Primary 160.00' 9.0' 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 Primary OutFlow Max=4.60 cfs @ 12.36 hrs HW=160.34' l"W=159.66' (Dynamic Tailwater) L1~=Broad-Crested Rectangular Weir(Weir Controls 4.60 cfs @ 1.49 fps) Pond 3P: Proposed Detention Pond #3 ~~" Inflow Area = 10.283 ac, Inflow Depth > 1.07" for 2-YR event Inflow = 10.62 cfs @ 12.11 hrs, Volume= 0.919 of Outflow = 5.36 cfs @ 12.36 hrs, Volume= 0.916 af, Atten= 50%, Lag= 15.4 min Discarded = 0.76 cfs @ 12.36 hrs, Volume= 0.241 of +~ Primary = 4.60 cfs @ 12.36 hrs, Volume= 0.675 of - Routing by Dyn-Stor-Ind method, Time Span= 0.00-24 .00 hrs, dt= 0.05 hrs ~~., Peak Elev= 209 .08' @ 12.36 h rs Surf.Area= 5,423 sf Storage= 6,372 cf Plug-Flow detention time= 12.4 min calculated for 0.916 of (100% of inflow) Center-of-Mass det. time= 10.6 min (855.2 - 844.6 ) Volume Invert Avail.Storage Storage Description #1 207.10' 69,194 cf Custom Stage Data (Conic)Listed below -1 J i -a_ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 28 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-f~ 207.10 600 0 0 600 207.50 1,500 406 406 1,501 208.00 3,355 1,183 1,590 3,358 209.00 5,272 4,278 5,867 5,289 ~ 210.00 7,121 6,173 12,040 7,159 211.00 8,890 7,989 20,030 8,956 212.00 10,742 9,801 29,831 10,841 213.00 12,715 11,715 41,546 12,851 214.00 15,053 13,868 55,413 15,226 214.85 17,400 13,780 69,194 17,604 Device Routing Invert Outlet Devices #1 Primary 204.35' 30.0" x 208.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 178.14' S= 0.1260'/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Device 1 207.10' 12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 209.75' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 211.30' 10.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Device 1 213.15' 11.5' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #6 Primary 213.85' 15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #7 Discarde d 0.00' 6.000 in/hr Exfiltration over Wetted area Qiscarded OutFlow Max=0.76 cfs @ 12.36 hrs HW=209.08' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.76 cfs) Primary OutFlow Max=4.60 cfs @ 12.36 hrs HW=209.08' TW=175.68' (Dynamic Tailwater) =Culvert (Passes 4.60 cfs of 44.09 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.60 cfs @ 5.86 'fps) 3=Orifice/Grate (Controls 0.00 cfs) 4=Orifice/Grate (Controls 0.00 cfs) =Broad-Crested Rectangular Weir(Controls 0.00 cfs) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) (~ ~ ~~~~ ~,---~ ~ ( Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 29 -~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB19: Inflow Area = 0.132 ac, Inflow Depth > 1.38" for 2-YR event Inflow = 0.23 cfs @ 12.05 hrs, Volume= 0.015 of Outflow = 0.23 cfs @ 12.05 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.23 cfs @ 12.05 hrs, Volume= 0.015 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.12' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 211.89' 12.0" x 11.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.17' S= 0.0655 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished (~~ Primary OutFlow Max=0.23 cfs @ 12.05 hrs HW=212.12' TW=211.63' (Dynamic Tailwater) !-~ L1=Culvert (Inlet Controls 0.23 cfs @ 1.64 fps) ~~ l Pond CB20: -. Inflow Area = 0.270 ac, Inflow Depth > 1.74" for 2-YR event ~ ~ Inflow = 0.60 cfs @ 12.04 hrs, Volume= 0.039 of . Outflow = 0.60 cfs @ 12.04 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min ,~-.., Primary = 0.60 cfs @ 12.04 hrs, Volume= 0.039 of Routing 6y Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.18' @ 12.04 -hrs Device Routing Invert Outlet Devices #1 Primary 211.79' 12.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.94' S= 0.0340 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.59 cfs @ 12.04 hrs HW=212:18' TW=211.66' (Dynamic Tailwater) Z1=Culvert (Inlet Controls 0.59 cfs @ 2.11 fps) ~1 -LJ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 30 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB21: Inflow Area = 0.159 ac, Inflow Depth > 2.07" for 2-YR event Inflow = 0.40 cfs @ 12.06 hrs, Volume= 0.027 of Outflow = 0.40 cfs @ 12.06 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.40 cfs @ 12.06 hrs, Volume= 0.027 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 211.87' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 211.54' 12.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.17' S= 0.0148 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.31 cfs @ 12.06 hrs HW=211.86' TW=211.65' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.31 cfs @ 2.15 fps) Pond CB22: Inflow Area = 0.089 ac, Inflow Depth > 1.38" for 2-YR event Inflow = 0.16 cfs @ 12.05 hrs, Volume= 0.010 of Outflow = 0.16 cfs @ 12.05 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 12.05 hrs, Volume= 0.010 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 211.71' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 211.52' 12.0" x 18.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.13' S= 0.0217'/' Cc= 0.900 n= 0.012~Concrete pipe, finished Primary OutFlow Max=0.16 cfs @ 12.05 hrs HW=211.71' TW=210.71' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.16 cfs @ 1.49 fps) r", j j ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 31 r-~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB23: Inflow Area = 0.294 ac, Inflow Depth > .0.86" for 2-YR event Inflow = 0.24 cfs @ 12.15 hrs, Volume= 0.021 of Outflow = 0.24 cfs @ 12.15 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 12.15 hrs; Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 211.76' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 211.52' 12.0" x 12.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.13' S= 0.0325'/' Cc= 0.900 n= 0.012 Concrete pipe, finished (~ Primary OutFlow Max=0.23 cfs @ 12.15 hrs HW=211.76' TW=210.88' (Dynamic Tailwater) ',-~ t1=Culvert (Inlet Controls 0.23 cfs @ 1.66 fps) Pond CB24: Inflow Area = 0.173 ac, Inflow Depth > 1.52" for 2-YR event. ~~ ,Inflow = 0.33 cfs @ 12.06 hrs, Volume= 0.022 of Outflow = 0.33 cfs @ .12.06 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min '' -- Primary = 0.33 cfs @ 12.06 hrs, Volume= 0.022 of %J Routing by Dyn-Stor-Ind method, Time Span=.0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.38' @ 12.06 hrs ~l '`-' Device Routing Invert Outlet Devices #1 Primary 213.10' 12.0" x 18.0' long Culvert j`~ ~ RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.67' S= 0.0239 '/' Cc= 0.900 ;~-, n= 0:012 Concrete pipe, finished -`"~ Primary OutFlow Max=0.31 cfs @ 12.06 hrs HW=213.38' TW=211.55' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.31 cfs @ 1.79 fps) ,;~ ~ ~ ~_. Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 32 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB25: Inflow Area = 0.170 ac, Inflow Depth > 1.52" for 2-YR event Inflow = 0.32 cfs @ 12.06 hrs, Volume= 0.022 of Outflow = 0.32 cfs @ 12.06 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.06 hrs, Volume= 0.022 of Routing by Dyn-Stor--Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.38' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 213.10' 12.0" x 18.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.67' S= 0.0239 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.31 cfs @ 12.06 hrs HW=213.37' TW=211.55' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.31 cfs @ 1.78 fps) Pond CB26: Inflow Area = 0.112 ac, Inflow Depth > 2.35" for 2-YR event Inflow = 0.32 cfs @ 12.04 hrs, Volume= 0.022 of Outflow = 0.32 cfs @ 12.04 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.04 hrs, Volume= 0.022 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.07' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 212.66' 12.0" x 15:0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.51' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.15 cfs @ 12.04 hrs HW=213.04' TW=213.02' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.15 cfs @ 0.79 fps) ~~ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, lnc. Page 33 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB27: Inflow Area = 0.121 ac, Inflow Depth > 2.16" for 2-YR event Inflow = 0.33 cfs @ 12.04 hrs, Volume= 0.022 of Outflow = 0.33 cfs @ 12.04 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.04 hrs, Volume= 0.022 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.10' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 212.72' 12.0" x 21.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.51' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.21 cfs @ 12.04 hrs HW=213.08' TW=213.02' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.21 cfs @ 1.23 fps) Pond CB28: Inflow Area = 0.071 ac, Inflow Depth > 1.82" for 2-YR event Inflow = 0.17 cfs @ 12.04 hrs, Volume= 0.011 of Outflow = 0.17 cfs @ 12.04 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.04 hrs, Volume= ~ 0.011 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 214.75' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 214.49' 12.0" x 18.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 214.31' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=D.11 cfs @ 12.04 hrs HW=214.74' TW=214.68' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.11 cfs @ 1.07 fps), Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 34 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB29: Inflow Area = ` 0.073 ac, Inflow Depth > 2.25" for 2-YR event Inflow = 0.20 cfs @ 12.03 hrs, Volume= 0.014 of Outflow = 0.20 cfs @ 12.03 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.03 hrs, Volume= 0.014 of Routing by Dyn-Stor-Ind method, Time Span=.0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 217.13' @ 12.03 hrs Device Routing Invert Outlet Devices #1 Primary 216.90' 12.0" x 18.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 216.72' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.20 cfs @ 12.03 hrs HW=217.13' TW=215.88' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.20 cfs @ 2.23 fps) Pond CB30: Inflow Area = 0.691 ac, Inflow Depth > 1.44" for 2-YR event Inflow = 1.04 cfs @ 12.13 hrs, Volume= 0.083 of Outflow = 1.04 cfs @ 12.13 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 1.04 cfs @ 12.13 hrs, Volume= 0.083 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 217.42' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 216.82' 12.0" x 10.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 216.72' S= 0.0100 'l' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.02 cfs @ 12.13 hrs HW=217.42' TW=215.93' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 1.02 cfs @ 2.99 fps) (~ ~ CQ -- j ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 35 ~,--~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB31: Inflow Area = 0.023 ac, Inflow Depth > 2.35" for. 2-YR event Inflow = 0.07 cfs @ 12.03 hrs, Volume= 0.004 of Outflow = 0.07 cfs @ 12.03 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 12.03 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 216.56' @ 12.03 hrs - (~j Device Routing Invert Outlet Devices -~ #1 Primary 216.43' 12.0" x 18.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 i, j Outlet Invert= 216.25' S= 0.0100 '/' Cc= 0.900 ~ I n= 0.012 Concrete pipe, finished 5, 1 Primary OutFlow Max=0.06 cfs @ 12.03 hrs HW=216.56' TW=216.27' (Dynamic Tailwater) '~~ L1=Culvert (Barrel Controls 0.06 cfs @ 1.69 fps) !_~ Pond CB32: ,--, Inflow Area = 0.241 ac, Inflow Depth > 1.51" .for 2-YR event 1 ` Inflow = -0.38 cfs @ 12.13 hrs, Volume= 0.030 of ~~ Outflow = .0.38 cfs @ 12.13 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Primary = 0.38 cfs @ 12.13 hrs, Volume= 0.030 of b l~ Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs r-..l Peak Elev= 212.03' @ 12.24 hrs Device Routing Invert Outlet Devices #1 Primary 211.41' 12.0" x 10.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.31' S= 0.010D '/' Cc= 0.900 n= 0.012 . Concrete pipe, finished ~1~ Primary OutFlow Max=0.00 cfs @ 12.13 hrs HW=211:87' TW=211.93' (Dynamic Tailwater) r-~ L1=Culvert (Controls 0.00 cfs) !_~ I( is=~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 36 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB33: Inflow Area = 0.486 ac, Inflow Depth > 0.47" for 2-YR event Inflow = 0.15 cfs @ 12.21 hrs, Volume= 0.019 of Outflow = 0.15 cfs @ 12.21 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 12.21 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.02' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 211.41' 12.0" x 10.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.31' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.21 hrs HW=211.99' TW=212.00' (Dynamic Tailwater) L1=Culvert (Controls 0.00 cfs) Pond CB34: Inflow Area = 0.381 ac, Inflow Depth > 0.67" for 2-YR event Inflow = 0.22 cfs @ 12.16 hrs, Volume= 0.021 of Outflow = 0.22 cfs @ 12.16 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary„ = 0.22 cfs @ 12.16 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.74' @ 12.22 hrs Device Routing Invert Outlet Devices #1 Primary 212.39' 12.0" x 19.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.20' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.14 cfs @ 12.16 hrs HW=212.72' TW=212.68' (Dynamic Tailwater) Z-1=Culvert (Outlet Controls 0.14 cfs @ 0.94 fps) n ~~ ,-, j j Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. ~ Page 37 r"~r HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB35: .1 Inflow Area = 0.590 ac, Inflow Depth > 0.43" for 2-YR event Inflow = 0.16 cfs @ 12.21 hrs, Volume= 0.021 of _ Outflow = 0.16 cfs @ 12.21 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min ~_.. Primary = 0.16 cfs @ 12.21 hrs, Volume= 0.021 of (~ ~` Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ~__~~ Peak Elev= 212.71' @ 12.24 hrs ~~=-l Device Routing Invert Outlet Devices ~ -J #1 Primary 212.31' 12.0" x 11.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 ~~~ Outlet Invert= 212.20' S= 0.0100 '/' Cc= 0.900 ~. n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.14 cfs @ 12.21 hrs HW=212.70' TW=212.69' (Dynamic Tailwater) ~,~ t1=Culvert (Outlet Controls 0.14 cfs @ 0.70 fps) (/~ Pond CB36: Inflow Area = 0.438 ac, Inflow Depth > 0.76" for 2-YR event Inflow = 0.30 cfs @ 12.15 hrs, Volume= 0.028 of Outflow = 0.30 cfs @ 12.15 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 12.15 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.84' @ 12.1.9 hrs Device Routing Invert Outlet Devices #1 Primary 213.52' 12.0" x 18.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 213.34' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.26 cfs @ 12.1.5 hrs HW=213.84' TW=213.70' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.26 cfs @ 1.85 fps) ~r~J ~~ ~ _:1 Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 38 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB37: Inflow Area = 0.768 ac, Inflow Depth > 0.71" for 2-YR event Inflow = 0.47 cfs @ 12.17 hrs, Volume= 0.046 of Outflow = 0.47 cfs @ 12.17 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.17 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 214.10' @ 12.17 hrs Device Routing Invert Outlet Devices #1 Primary 213.72' 12.0" x 10.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 213.62' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.46 cfs @ 12.17 hrs HW=214.10' TW=213.70' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.46 cfs @ 2.52 fps) Pond DMH-20: Inflow Area = 0.858 ac, Inflow Depth > 1.57" for 2-YR event Inflow = 1.30 cfs @ 12.10 hrs, Volume= 0.112 of Outflow = 1.30 cfs @ 12.10 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 1.30 cfs @ 12.10 hrs, Volume= 0.112 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 214.72' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 214.21' 18.0" x 170.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.51' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.30 cfs @ 12.10 hrs HW=214.72' TW=213.04' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.30 cfs @ 2.44 fps) ,-~ >> n ~o j Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 39 ~~~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond DMH09: ~_ ? Inflow Area = 1.514 ac, Inflow Depth > 1.47" for 2-YR event Inflow = 2.29 cfs @ 12.08 hrs, Volume= 0.186 of ' Outflow = 2.29 cfs @ 12.08 hrs, Volume= 0.186 af, Atten= 0%, Lag= 0:0 min '~~~ Primary = 2.29. cfs @ 12.08 hrs, Volume= 0.186 of (- ~ Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ~T~ Peak Elev= 211.80' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary. 210.84' 18.0" x 104.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.29' S= 0.0053 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.79 cfs @ 12.08 hrs HW=211.75' TW=211.48' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.79 cfs @ 2.30 fps) Pond DMH10: Inflow Area = 0.291 ac, Inflow Depth > 1.76" for 2-YR event ~ f Inflow = 0.63 cfs @ 12.06 hrs, .Volume= 0.043 of ~`~ Outflow 0.63 cfs @ 12.06 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min -+ Primary = 0.63 cfs @ 12.06 hrs, Volume= 0.043 of ~~~ Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ,_i Peak Elev= 211.81' @ 12.18 hrs `-~ Device Routing Invert Outlet Devices -~ #1 Primary 211.07' 15.0" x 25.0' long Culvert - RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.94' S= 0.0052 '/' Cc= 0.900 ---, n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 12.06 hrs HW=211:64' TW=211.70' (Dynamic Tailwater) L1=Culvert (Controls 0.00 cfs) ~-~ ~~~ I ._.,~ __ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, lnc. Page 40 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Pond DMH11: Inflow Area = 9.572 ac, In_ flow Depth > 1.15" for 2-YR event Inflow = 10.62 cfs @ 12.11 hrs, Volume= 0.919 of Outflow = 10.62 cfs @ 12.11 hrs, Volume= 0.919 af, Atten= 0%, Lag= 0.0 min Primary = 10.62 cfs @ 12.11 hrs, Volume= 0.919 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 210.89' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 209.39' 36.0" x 76.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 209.01' S= 0.0050'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=9.16 cfs @ 12.11 hrs HW=210.85' TW=210.35' (Dynamic Tailwater) t1=Culvert (Outlet Controls 9.16 cfs @ 3.91 fps) Pond DMH12: Inflow Area = 8.304 ac, Inflow Depth > 1.12" for 2-YR event Inflow = 8.87 cfs @ 12.10 hrs, Volume= 0.776 of Outflow = 8.87 cfs @ 12.10 hrs, Volume= 0.776 af, Atten= 0%, Lag= 0.0 min Primary = 8.87 cfs @ 12.10 hrs, Volume= 0.776 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 211.53' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 210.19' 36.0" x 141.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 209.49' S= 0.0050 '/' Cc= 0.900 ~~ n= 0.012 Concrete pipe, finished Primary OutFlow Max=8.09 cfs @ 12.10 hrs HW=211.52' TW=210.85' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 8.09 cfs @ 3.93 fps) ~~ ~, r ~, ~ ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 41 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 i' Pond DMH13: '._ 1 Inflow Area = 2.452 ac, Inflow Depth > 1.52" for 2-YR event Inflow = 3.97 cfs @ 12.08 hrs, Volume= 0.311 of ~ Outflow = "`~ 3.97 cfs @ 12.08 hrs, Volume= 0.311 af, Atten= 0%, Lag= 0.0 min ~', Primary = 3.97 cfs @ 12.08 hrs, Volume= 0.311 of ,~~-~ Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ;_1 Peak Elev= 211.68' @ 12.15 hrs ~'~f~ Device Routing Invert Outlet Devices ~._) #1 Primary 210.4T 24.0" x 36.0' long Culvert CPP, square edge headwall, Ke= 0.500 7 Outlet Invert= 210.29' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.53 cfs @ 12.08 hrs HW=211.58' TW=211.46' (Dynamic Tailwater) t1=Culvert (Outlet Controls 2.53 cfs @ 2.04 fps) Pond DMH14: ~.. Inflow Area = 2.108 ac, Inflow Depth > 1.52" for 2-YR event Inflow _ 3.36 cfs @ 12.08 hrs, Volume= 0.267 of Outflow - 3.36 cfs @ 12.08 hrs, Volume= 0.267 af, Atten= 0%, Lag= 0.0 min Primary = 3.36 cfs @ 12.08 hrs, Volume= 0.267 of ~ Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.32' @ 12.10 hrs -. '= Device Routing Invert Outlet Devices _ #1 Primary 211.42' 24.0" x 169.0' long Culvert I ~ RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.57' S= 0.0050 '/' Cc= 0.900 --, n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.99 cfs @ 12.08 hrs HW=212.30' TW=211.60' (Dynamic Tailwater) Z1=Culvert (Outlet Controls 2.99 cfs @ 3.30 fps) ~..~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 42 HydroCAD® 8.00 s/n 003772 ©2006 H droCAD Software Solutions LLC 2/11/2009 Pond DMH15: Inflow Area = 1.091 ac, Inflow Depth > 1.71" for 2-YR event Inflow = 1.87 cfs @ 12.07 hrs, Volume= 0.156 of Outflow = 1.87 cfs @ 12.07 hrs, Volume= 0.156 af, Atten= 0%, ~ Lag= 0.0 min Primary = 1.87 cfs @ 12.07 hrs, Volume= 0.156 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.05' @ 12.09 hrs Device Routing. Invert Outlet Devices #1 Primary 212.41' _ 18.0" x 89.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.52' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.70 cfs @ 12.07 hrs HW=213.04' TW=212.29' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.70 cfs @ 3.60 fps) Pond DMH16: Inflow Area = 9.572 ac, Inflow Depth > 1.15" for 2-YR event Inflow = 10.62 cfs @ 12.11 hrs, Volume= 0.919 of Outflow = 10.62 cfs @ 12.11 hrs, Volume= 0.919 af, Atten= 0%, Lag= 0.0 min Primary = 10.62 cfs @ 12.11 hrs, Volume= 0.919 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 210.37' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 208.91' 36.0" x 2.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 208.61' S= 0.1500 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=9.63 cfs @ 12.11 hrs HW=210.35' TW=209.93' (Dynamic Tailwater) L1=Culvert (Outlet Controls 9.63 cfs @ 4.21 fps) r1 ~1 ~ fl ~ ~ , ~~~I ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 43 "; HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 Pond DMH17: ~ Inflow Area = 9.572 ac, Inflow Depth > 1.15" for 2-YR event _ Inflow = 10.62 cfs @ 12.11 hrs, Volume= 0.919 of 1 Outflow _ 10.62 cfs @ 12.11 hrs, Volume= 0.919 af, Atten= 0%, Lag= 0.0 min Primary 10.62 cfs @ 12.11. hrs, Volume= 0.919 of j ~' Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs '--~ Peak Elev= 209.94' @ 12.11 hrs 11 ~_ j Device Routing Invert Outlet Devices #1 Primary 208.51' 36.0" x 60.0' long Culvert (~ CPP, square edge headwall, Ke= 0.500 Outlet Invert= 208.18' S= 0.0055'/' Cc= 0.900 ~-~ n= 0.012 Concrete pipe, finished }~. J' rr~, 11 ,'_ s '~J ~- (~J Primary OutFlow Max=10.52 cfs @ 12.11 hrs HW=209.93' TW=208.55' (Dynamic Tailwater) t1=Culvert (Barrel Controls 10.52 cfs @ 4.68 fps) Pond DMH18: Inflow Area = 10.283 ac, Inflow Depth > 0.79" for 2-YR event lnflow = 4.60 cfs @ 12.36 hrs, Volume= 0.675 of Outflow = 4.60 cfs @ 12.36 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.1 min Primary = 4.60 cfs @ 12.36 hrs, Volume= 0.675 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 175.68' @ 12.36 hrs Surf.Area= 20 sf Storage= 19 cf Plug-Flow detention time= 0.2 min calculated for 0.675 of (100% of inflow) Center-of-Mass det. time= 0.1 min (829.3 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 174.70' 178 cf 5.00'D x 9.05'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 174.83' 30.0" x 115.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 160.22' S= 0.1270 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean . Primary OutFlow Max=4.60 cfs @ 12.36 hrs HW=175.68' TW=161.10' (Dynamic Tailwater) L1=Culvert (Inlet Controls 4.60 cfs @ 3.14 fps) i~ Village Hill-Rev061207-JJCrev011808 Type l/l 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 44 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond DMH19: Inflow Area = 10.283 ac, Inflow Depth > 0.79" for 2-YR event Inflow = 4.60 cfs @ 12.36 hrs, Volume= 0.675 of Outflow = 4.60 cfs @ 12.36 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.0 min Primary = 4.60 cfs @ 12.36 hrs, Volume= 0.675 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 161.10' @ 12.36 hrs Surf.Area= 20 sf Storage= 20 cf Plug-Flow detention time= 0.1 min calculated for 0.675 of (100% of inflow) Center-of-Mass det. time= 0.1 min (829.4 - 829.3 ) Volume Invert Avail.Storage Storage Description #1 160.10' 79 cf 5.00'D x 4.00'H Vertical Cone/Cylinder Device Routing Invert Outlet Devices #1 Primary 160.12' 30.0" x 6.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 160.00' S= 0.0200 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=4.60 cfs @ 12.36 hrs HW=161.10' TW=160.34' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 4.60 cfs @ 3.84 fps) Pond DMH21: Inflow Area = 0.787 ac, Inflow Depth > 1.55" for 2-YR event Inflow = 1.20 cfs @ 12.11 hrs, Volume= 0.101 of Outflow = 1.20 cfs @ 12.11 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary = 1.20 cfs @ 12.11 hrs, Volume= 0.101 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 215.04' @ 12.12 hrs Device Routing Invert Outlet Devices ~~ #1 Primary 214.51' 18.0" x 20.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 214.31' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.16 cfs @ 12.11 hrs HW=215.04' TW=214.72' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.16 cfs @ 3.13 fps) i-~ ~~ ~...~ I i, ~~ Village Hill-Rev061207-JJCrev011808 Type ll/ 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 45 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond DMH22: Inflow Area = 0.787 ac, Inflow Depth > 1.55" for 2-YR event Inflow = 1.20 cfs @ 12.11 hrs, Volume= 0.101 of Outflow = 1.20 cfs @ 12.11 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary = 1.20 cfs @ 12.11 hrs, Volume= 0.101 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 215.94' @ 12.12 hrs j ~~~~ Device Routing Invert Outlet Devices -~ #1 Primary 215.42' 15.0" x 66.0' long Culvert _ RCP, sq.cut end projecting, Ke= 0.500 ~~ Outlet Invert= 214.76' S= 0.0100'/' Cc= 0.900 ~ ~~ n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.17 cfs @ 12.11 hrs HW=215.94' TW=215.04' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.17 cfs @ 2.45 fps) Pond DMH23: Inflow Area = 0.023 ac, Inflow Depth > 2.35" for 2-YR event Inflow = 0.07 cfs @ 12.03 hrs, Volume= 0.004 of Outflow = 0.07 cfs @ 12.03 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 12.03 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 216.28' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 216.15' 15.0" x 63.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 215.52' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.06 cfs @ 12.03 hrs HW=216.27' TW=215.87' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.06 cfs @ 1.42 fps) i~ Village Hill-Rev061207-JJCrev011808 Type l/l 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 46 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond DMH24: Inflow Area = 4.339 ac, Inflow Depth > 0.77" for 2-YR event Inflow = 3.00 cfs @ 12.15 hrs, Volume= 0.280 of Outflow = 3.00 cfs @ 12.15 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Primary = 3.00 cfs @ 12.15 hrs, Volume= 0.280 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 211.75' @ 12.17 hrs Device Routing Invert Outlet Devices #1 Primary 210.73' 30.0" x 87.5' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.29' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=3.00 cfs @ 12.15 hrs HW=211.75' TW=211.52' (Dynamic Tailwater) t1=Culvert (Outlet Controls 3.00 cfs @ 2.36 fps) Pond DMH25: Inflow Area = 2.904 ac, Inflow Depth > 0.68" for 2-YR event Inflow = 1.66 cfs @ 12.16 hrs, Volume= 0.165 of Outflow = 1.66 cfs @ 12.16 hrs, Volume= 0.165 af, Atten= 0%, Lag= 0.0 min Primary = 1.66 cfs @ 12.16 hrs, Volume= 0.165 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.01' @ 12.20 hrs Device Routing Invert Outlet Devices #1 Primary 211.21' 18.0" x 77.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.83' S= 0.0049 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.44 cfs @ 12.16 hrs HW=211.99' TW=211.74' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.44 cfs @ 2.28 fps) 1_i ~~~ ~ r^-~ i i, Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 47 r-.,l HvdroCAD® 8.00 s/n 003772 ©2006 HvdroCAD Software Solutions LLC 2/11 /2009 ~~ Pond DMH26: Inflow Area = 2.176 ac, Inflow Depth > 0.64" for 2-YR event Inflow = 1.15 cfs @ 12.17 hrs, Volume= 0.116 of Outflow = 1.15 cfs @ 12.17 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.15 cfs @ 12.17 hrs, Volume= 0.116 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.34' @ 12.21 hrs Device Routing Invert Outlet Devices #1 Primary 211.71' 15.0" x 79.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 211.31' S= 0.0051 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished 1 Primary OutFlow Max=1.00 cfs @ 12.17 hrs HW=212.32' TW=211.99' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.00 cfs @ 2.44 fps) Pond DMH27: ,-_, Inflow Area = 2.176 ac, Inflow Depth > 0.64" for 2-YR event ~ ~ Inflow = 1.15 cfs @ 12.17 hrs, Volume= 0.116 of Outflow = 1.15 cfs @ 12.17 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.15 cfs @ 12.17 hrs, Volume= 0.116 of r~ Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs j _j~ Peak Elev= 212.69' @ 12.20 hrs `--~~~ Device Routing Invert Outlet Devices 'J #1 Primary 212.10' 15.0" x 58.0' long Culvert RCP, ~sq.cut end projecting, Ke= 0.500 J_1 ~- Outlet Invert= 211.81' S= 0.0050 '/' Cc= 0.900 --~T, n= 0.012 Concrete pipe, finished '~' Primary OutFlow Max=1.05 cfs @ 12.17 hrs HW=212.68' TW=212.32' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.05 cfs @ 2.73 fps) ,I-~ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 48 HydroCAD® 8.00 s/n 003772 ©2006 H droCAD Software Solutions LLC 2!11/2009 Pond DMH28: Inflow Area = 1.206 ac, Inflow Depth > 0.73" for 2-YR event Inflow = 0.77 cfs @ 12.16 hrs, Volume= 0.073 of Outflow = 0.77 cfs @ 12.16 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.16 hrs, Volume= 0.073 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 213.71' @ 12.17 hrs Device Routing Invert Outlet Devices #1 Primary 213.24' 15.0" x 209.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 212.20' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.74 cfs @ 12.16 hrs HW=213.70' TW=212.68' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.74 cfs @ 2.69 fps) Pond STUB: Inflow Area = 1.435 ac, Inflow Depth > 0.96" for 2-YR event Inflow = 1.37 cfs @ 12.13 hrs, Volume= 0.115 of Outflow = 1.37 cfs @ 12.13 hrs, Volume= 0.115 af, Atten= 0%, .Lag= 0.0 min Primary = 1.37 cfs @ 12.13 hrs, Volume= 0.115 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 211.94' @ 12.19 hrs Device Routing Invert Outlet Devices #1 Primary 211.14' 12.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 210.84' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.02 cfs @ 12.13 hrs HW=211.89' TW=211.72' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.02 cfs @ 2.24 fps) '~l i, __~ ~~ ~~-- ~ ~ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 49 r--~ HVdroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond STUB10: Inflow Area = 0.953 ac, Inflow Depth > 1.31" for 2-YR event Inflow = 1.32 cfs @ 12.12 hrs, Volume= 0.104 of Outflow = 1.32 cfs @ 12.12 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min Primary = 1.32 cfs @ 12.12 hrs, Volume= 0.104 of Routing by Dyn-Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 212.02' @ 12.15. hrs "~ Device Routinq Invert Outlet Devices j -_ ~ #1 Primary 211.24' 12.0" x 30.0' long Culvert RCP, sq.cut erid projecting, Ke= 0.500 Outlet Invert= 210.94' S= 0.010'0 '/' Cc= 0.900 '~ n= 0.012 Concrete pipe, finished (~ Primary OutFlow Max=1.14 cfs @ 12.12 hrs HW=212.00' TW=211.78' (Dynamic Tailwater) ~. 't-1=Culvert (Outlet Controls 1.14 cfs @ 2.47 fps) Pond STUB11: r'~ J ~II. ~. ~, __4 -~ I~ Inflow Area = 0.885 ac, Inflow Depth > 1.51" for 2-YR event Inflow = 1.44 cfs @ 12.12 hrs, Volume= 0.112 of Outflow = 1.44 cfs @ 12.12 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0:0 min Primary = 1.44 cfs @ 12.12 hrs, Volume= 0.112 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05-hrs Peak Elev= 212.18' @ 12.12 hrs Device Routinq Invert Outlet Devices. #1 Primary 211.53' 12.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500. Outlet Invert= 211.13' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.39 cfs @ 12.12 hrs HW=212..17' TW=210.86' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 1.39 cfs @ 3.72 fps) -~_ . Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 50 HydroCAD® 8.00 s/n 003772 ©2006 H droCAD Software Solutions LLC 2/11/2009 Pond STUB14: Inflow Area = 1.017 ac, Inflow Depth > 1.31" for 2-YR event Inflow = 1.54 cfs @ 12.09 hrs, Volume= 0.111 of Outflow = 1.54 cfs @ 12.09 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.09 hrs, Volume= 0.111 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 214.52' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 213.82' 12.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 213.52' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=1.50 cfs @ 12.09 hrs HW=214.51' TW=212.31' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.50 cfs @ 3.66 fps) Pond STUBI4A: Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 0.00 hrs Device Routing Invert Outlet Devices #1 Primary 213.82' 6.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 213.52' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' TW=211.42' (Dynamic Tailwater) t-1=Culvert (Controls 0.00 cfs) + r~) ~__; -~) ,~ ~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 2-YR Rainfall=3.00" Prepared by Tighe & Bond, Inc. Page 51 r--~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 a-~, Pond 3P: Proposed Detention Pond #3 Hydrograph ~. ~ ~ Inflow Q 62 CfS ~ ~ CI outflow -~ ~ ~.- ®Discarded (_ ~ ~ - Inflow Area=10:283 a ' ~- ~ ~ . - . - ~ ~ ~ ~ ~ - -~ - ~ p Primary _; 11 - ~ Peak- ~lev=20908F -...~ , . 10- ~ Storag;e-6,372 cf i i i i i i s ,.- i i i i i ~ i i ~~, -~ I 7: 5:.36 cfs ~~. t `~ 1 t i ..~ '~~ 1 _ 1. t. -t .- t . ~~ ,.. _. .., .., ~ --T -~- _ _ _.. , 3 i ~ i i t~ >~c i ! ~ i i 1 ~- ~~ ~, ~~~ -:~ _ L T~ra~ii.. ~,,:. ~~,r-T.~-rrz~riY:-tr. ~- ~ -- 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 Time (hours) Village Hill-Rev061207-JJCrev011808 Type 11124-hr ?0-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 52 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment PDA-1 C: BDG AREA TO PONDRunoff Area=10.562 ac Runoff Depth>2.55" Tc=6.0 min CN=81 Runoff=30.93 cfs 2.241 of Subcatchment PDA-1 C-01: Runoff Area=38,532 sf Runoff Depth>2.81" Flow Length=440' Slope=0.0100 '/' Tc=8.2 min CN=84 Runoff=2.66 cfs 0.207 of Subcatchment PDA-1 C-02: Runoff Area=11,764 sf Runoff Depth>3.10" Flow Length=130' Tc=2.5 min CN=87 Runoff=1.06 cfs 0.070 of Subcatchment PDA-1 C-03: Runoff Area=6,932 sf Runoff Depth>3.50" Flow Length=230' Tc=4.1 min CN=91 Runoff=0.66 cfs 0.046 of Subcatchment PDA-1 C-04: Runoff Area=41,521 sf Runoff Depth>2.54" Flow Length=230' Slope=0.0100 '/' Tc=8.3 min CN=81 Runoff=2.60 cfs 0.202 of Subcatchment PDA-1 C-05: Runoff Area=44,302 sf Runoff Depth>2.55" Flow Length=265' Tc=5.5 min CN=81 Runoff=3.01 cfs 0.216 of Subcatchment PDA-1 C-06: Runoff Area=3,106 sf Runoff Depth>3.20" Flow Length=119' Tc=2.1 min CN=88 Runoff=0.29 cfs 0.019 of Subcatchment PDA-1 C-07: Runoff Area=30,089 sf Runoff Depth>2.72" Flow Length=143' Tc=8.8 min CN=83 Runoff=1.97 cfs 0.157 of Subcatchment PDA-1 C-08: Runoff Area=4,885 sf Runoff Depth>3.81" Flow Length=180' Tc=2.7 min CN=94 Runoff=0.51 cfs 0.036 of Subcatchment PDA-1 C-09: Runoff Area=7,536 sf Runoff Depth>2.82" Flow Length=263' Tc=3.8 min CN=84 Runoff=0.60 cfs 0.041 of Subcatchment PDA-1 C-10: Runoff Area=3,881 sf Runoff Depth>2.64" Flow Length=133' Tc=2.7 min CN=82 Runoff=0.30 cfs 0.020 of Subcatchment PDA-1 C-11: Flow Length=185' Runoff Area=12,815 sf Runoff Depth>1.89" Tc=9.7 min CN=73 Runoff=0.56 cfs 0.046 of Subcatchment PDA-1 C-12: ' Flow Length=263' Runoff Area=7,425 sf Runoff Depth>2.82" Tc=3.8 min CN=84 Runoff=0.59 cfs 0.040 of ,'~ ~, '~ / Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 10-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 53 -~ .HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-13: Runoff Area=5,279 sf Runoff Depth>3.60" Flow Length=185' Tc=2.7 min CN=92 Runoff=0.53 cfs 0.036 of Subcatchment PDA-1 C-14: Runoff Area=3,178 sf Runoff Depth>3.71" Flow Length=88' Tc=2.0 min CN=93 Runoff=0.33 cfs 0.023 of Subcatchment PDA-1 C-15: Runoff Area=997 sf Runoff Depth>3.82" Flow Length=53' Tc=1.8 min CN=94 Runoff=0.10 cfs .0.007 of Subcatchment PDA-1 C-16: Runoff Area=33,468 sf Runoff Depth>1.67" Flow Length=380' Tc=10.7 min CN=70 Runoff=1.24 cfs 0.107 of Subcatchment PDA-1 C-17: Runoff Area=19,059 sf Runoff Depth>1.74" ,Flow Length=308' Tc=9.5 min CN=71 Runoff=0.76 cfs 0.064 of Subcatchment PDA-1 C-18: Runoff Area=16,599 sf Runoff Depth>1.60" ~~ Flow Length=258' Tc=9.5 min CN=69 Runoff=0.60 cfs 0.051 of ,____ Subcatchment PDA-1 C-19: Runoff Area=25,682 sf Runoff Depth>1.20" Flow Length=310' Tc=10.8 min CN=63 Runoff=0.63 cfs 0.059 of Subcatchment PDA-1 C-20: Runoff Area=21,169 sf Runoff Depth>1.26" Flow Length=298' Tc=10.9 min CN=64 Runoff=0.55 cfs 0.051 of Subcatchment PDA-1C-21: ~ RunoffArea=10,508 sf. Runoff Depth>2.81" Flow Length=188' Tc=8.9 min CN=84 Runoff=0.70 cfs 0.057 of Subcatchment PDA-1 C-22: Runoff Area=62,502 sf Runoff Depth>2.05" Flow Length=465' Tc=8.5 min CN=75 Runoff=3.07 cfs 0.245 of Subcatchment PDA-1 C-23: Runoff Area=30,954 sf Runoff Depth>0.11" Flow Length=50' Slope=0.0100 '/' Tc=7.7 min CN=39 Runoff=0.01 cfs 0.007 of Subcatchment PDA-1 C-24: Runoff Area=5,729 sf Runoff Depth>2.64" Flow Length=178' Tc=2.9 min CN=82 . Runoff=0.44 cfs 0.029 of Reach 2R: RipRapOut Avg. Depth=0.24' Max Vet=4.34 fps Inflow=8.63 cfs 1.459 of n=0.040 L=5.0' S=0.1000 '/' Capacity=330.54 cfs Outflow=8.63 cfs 1.459 of Reach 3R: Alternate Line Apron ~ Avg. Depth=0.00' Max Vet=0.00 fps n=0.050 L=50.0' S=0.0010 '/' Capacity=51.06 cfs Outflow=0.00 cfs 0.000 of -, ~~ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 70-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 54 HydroGAD® 8.00 s/n 003772 ©2006 HytlroCAD Software Solutions LLC 2/11 /2009 Reach 4R: VegSwale Avg. Depth=0.37' Max Vet=5.38 fps Inflow=8.63 cfs 1.459 of n=0.035 L=40.0' S=0.0875 '/' Capacity=60.12 cfs Outflow=8.62 cfs 1.458 of Pond 1 P: Spreader Peak EIev=160.51' Storage=251 cf Inflow=8.63 cfs 1.462 of Outflow=8.63 cfs 1.459 of Pond 3P: Proposed DetentiPeak EIev=210.57' Storage=16,567 cf Inflow=21.81 cfs 1.833 of Discarded=1.14 cfs 0.366 of Primary=8.63 cfs 1.463 of Outflow=9.76 cfs 1.829 of Pond CB19: Peak Elev=212.53' Inflow=0.44 cfs 0.029 of 12.0" x 11.0' Culvert Outflow=0.44 cfs 0.029 of Pond CB20: Peak EIev=212.55' Inflow=1.06 cfs 0.070 of 12.0" x 25.0' Culvert Outflow=1.06 cfs 0.070 of Pond CB21: Peak Elev=212.53' Inflow=0.66 cfs 0.046 of 12.0" x 25.0' Culvert Outflow=0.66 cfs 0.046 of Pond CB22: Peak EIev=211.83' Inflow=0.30 cfs 0.020 of 12.0" x 18.0' Culvert Outflow=0.30 cfs 0.020 of Pond CB23: Peak Elev=211.95' Inflow=0.56 cfs 0.046 of 12.0" x 12.0' Culvert Outflow=0.56 cfs 0.046 of Pond CB24: Peak Elev=213.49' Inflow=0.60 cfs 0.041 of 12.0" x 18.0' Culvert Outflow=0.60 cfs 0.041 of Pond CB25: Peak Elev=213.49' Inflow=0.59 cfs 0.040 of 12.0" x 18.0' Culvert Outflow=0.59 cfs 0.040 of Pond CB26: Peak Elev=213.37' Inflow=0.51 cfs 0.036 of 12.0" x 15.0' Culvert Outflow=0.51 cfs 0.036 of Pond CB27: Peak Elev=213.37' Inflow=0.53 cfs 0.036 of 12.0" x 21.0' Culvert Outflow=0.53 cfs 0.036 of Pond CB28: Peak Elev=214.94' Inflow=0.29 cfs 0.019 of 12.0" x 18.0' Culvert Outflow=0.29 cfs 0.019 of Pond CB29: Peak EIev=217.20' Inflow=0.33 cfs 0.023 of 12.0" x 18.0' Culvert Outflow=0.33 cfs 0.023 of ~! __ '~ C~ } t ~ Village. Hill-Rev061207-JJCrev011808 Type 11124-hr 10-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 55 r-~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC ___ _ 2/11 /2009 Pond CB30: Peak Elev=217.72' Inflow=1.97 cfs 0.157 of 12.0" x 10.0' Culvert Outflow=1.97 cfs 0.157 of Pond CB31: Peak Elev=216.59' Inflow=0.10 cfs 0.007 of 12.0" x 18.0' Culvert Outflow=0.10 cfs 0.007 of Pond CB32: Peak Elev=212.83' Inflow=0.70 cfs 0.057 of 12.0" x 10.0' Culvert Outflow=0.70 cfs 0.057 of Pond CB33: Peak Elev=212.83' Inflow=0.55 cfs. 0.051 of 12.0" x 10.0' Culvert Outflow=0.55 cfs 0.051 of -~ Pond CB34: ~ Peak Elev=213.33' 0" x 19 0' Culvert 12 Inflow=0.60 cfs Outflow=0 60 cfs 0.051 of 0 051 of ~ ~ - . . . . Pond CB35: Peak Elev=213.33' Inflow=0.63 cfs 0.059 of 12.0" x 11.0' Culvert Outflow=0.63 cfs 0.059 of ri Pond CB36: Peak Elev=21.4.16' Inflow=0.76 cfs 0.064 of , ~_~; 12.0" x 18.0' Culvert Outflow=0.76 cfs 0.064 of (~ 1 Pond CB37: Peak Elev=214.39' Inflow=1.24 cfs 0.107 of C. ~ 12.0" x 10.0' Culvert Outflow=1.24 cfs 0.107 of Pond DMH-20: ~ I Peak Elev=214.93' Inflow=2.40 cfs 0.205 of ' ~~-~ 18.0" x 170.0' Culvert Outflow=2.40 cfs 0.205. of Pond DMH09: Peak Elev=212.52' Inflow=4.29 cfs 0.347 of 18.0" x 104.0' Culvert Outflow=4.29 cfs 0.347 of Pond DMH10: Peak Elev=212.53' Inflow=1.10 cfs 0.075 of 15.0" x 25.0' Culvert Outflow=1.10 cfs 0.075 of Pond DMH11: Peak Elev=211.79' Inflow=21.81 cfs 1.827 of 36.0" x 76.0' Culvert Outflow=21.81 cfs 1.827 of i !, Pond DMH12: Peak Elev=212.36' Inflow=18.42 cfs 1.554 of \.~~ 36.0" x 141.0' Culvert Outflow=18.42 cfs 1.554 of ;'-, `~ Pond DMH13: Peak Elev=212.46' Inflow=7.44 cfs 0.574 of 24.0" x 36.0' Culvert Outflow=7.44 cfs 0.574 of ._~ (, Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 70-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 56 HydroCAD® 8.00 s/n 003772 ©2006 H droCAD Software Solutions LLC 2/11/2009 Pond DMH14: Peak EIev=212.80' Inflow=6.24 cfs 0.493 of 24.0" x 169.0' Culvert Outflow=6.24 cfs 0.493 of Pond DMH15: Peak Elev=213.36' Inflow=3.29 cfs 0.277 of 18.0" x 89.0' Culvert Outflow=3.29 cfs 0.277 of Pond DMH16: Peak EIev=211.23' Inflow=21.81 cfs 1.827 of 36.0" x 2.0' Culvert Outflow=21.81 cfs 1.827 of Pond DMH17: Peak EIev=210.72' Inflow=21.81 cfs 1.827 of 36.0" x 60.0' Culvert Outflow=21.81 cfs 1.827 of Pond DMH18: Peak EIev=176.03' Storage=26 cf Inflow=8.63 cfs 1.463 of 30.0" x 115.0' Culvert Outflow=8.63 cfs 1.463 of Pond DMH19: Peak Elev=161.52' Storage=28 cf Inflow=8.63 cfs 1.463 of 30.0" x 6.0' Culvert Outflow=8.63 cfs 1.462 of Pond DMH21: Peak Elev=215.28' Inflow=2.22 cfs 0.186 of 18.0" x 20.0' Culvert Outflow=2.22 cfs 0.186 of Pond DMH22: Peak EIev=216.16' Inflow=2.22 cfs 0.186 of 15.0" x 66.0' Culvert Outflow=2.22 cfs 0.186 of Pond DMH23: Peak Elev=216.32' Inflow=0.10 cfs 0.007 of 15.0" x 63.0' Culvert Outflow=0.10 cfs 0.007 of Pond DMH24: Peak Elev=212.56' Inflow=7.48 cfs 0.633 of 30.0" x 87.5' Culvert Outflow=7.48 cfs 0.633 of Pond DMH25: Peak Elev=212.81' Inflow=4.46 cfs 0.388 of 18.0" x 77.0' Culvert Outflow=4.46 cfs 0.388 of Pond DMH26: Peak EIev=213.06' Inflow=3.22 cfs 0.280 of 15.0" x 79.0' Culvert Outflow=3.22 cfs 0.280 of Pond DMH27: Peak Elev=213.32' Inflow=3.22 cfs 0.280 of - 15.0" x 58.0' Culvert Outflow=3.22 cfs 0.280 of Pond DMH28: Peak EIev=214.07' Inflow=2.00 cfs 0.170 of 15.0" x 209.0' Culvert Outflow=2.00 cfs 0.170 of ~~i 1 Ij ~1 ~,~ ~_l i~, ~~ ~, ~ (^l ~_,~~ l I. I~ ,,,~ (~~ r-` Vl I~ ~~~ ~~ Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 10-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 57 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond STUB: Peak EIev=213.01' Inflow=3.07 cfs 0.245 of 12.0" x 30.0' Culvert Outflow=3.07 cfs 0.245 of Pond STUB10: Peak Elev=212.84' Inflow=2.60 cfs 0.202 of . 12.0" x 30.0' Culvert Outflow=2.60 cfs 0.202 of Pond STUB11: Peak Elev=212.53' .Inflow=2.66 cfs 0.207 of 12.0" x 40.0' Culvert Outflow=2.66 cfs 0.207 of Pond STUB14: Peak Elev=214.96' Inflow=3.01 cfs 0.216 of 12.0" x 30.0' Culvert Outflow=3.01 cfs 0.216 of Pond STUBI4A: Peak EIev=0.00' 6.0" x 30.0' Culvert Primary=0.00 cfs 0.000 of ' Total Runoff Area = 20.845 ac Runoff Volurme = 4.074 of Average.Runoff Depth = 2.35" 40.49% Pervious Area = 8.441 ac 59.51 % Impervious Area = 12.404 ac Village Hill-Rev061207-JJCrev011808 Type Ill 24-hr 25-YR Rainfall=5.25" Prepared by Tighe & Bond, Inc. Page 58 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Time span=.0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment PDA-1 C: BDG ARBA TO PONDRunoff Area=10.562 ac Runoff Depth>3.20" Tc=6.0 min CN=81 Runoff=38.81 cfs 2.821 of Subcatchment PDA-1 C-01: Runoff Area=38,532 sf Runoff Depth>3.50" Flow Length=440' Slope=0.0100'/' Tc=8.2 min CN=84 Runoff=3.29 cfs 0.258 of Subcatchment PDA-1 C-02: Runoff Area=11,764 sf Runoff Depth>$.80" Flow Length=130' Tc=2.5 min CN=87 Runoff=1.29 cfs 0.086 of Subcatchment PDA-1 C-03: Runoff Area=6,932 sf Runoff Depth>4.22" Flow Length=230' , Tc=4.1 min CN=91 Runoff=0.79 cfs 0.056 of Subcatchment PDA-1 C-04: Runoff Area=41,521 sf Runoff Depth>3.20" Flow Length=230' Slope=0.0100 '/' Tc=8.3 min CN=81 Runoff=3.26 cfs 0.254 of Subcatchment PDA-1 C-05: Runoff Area=44,302 sf Runoff Depth>3.20" Flow Length=265' Tc=5.5 min CN=81 Runoff=3.78 cfs 0.272 of Subcatchment PDA-1 C-06: Runoff Area=3,106 sf Runoff Depth>3.91" Flow Length=119' Tc=2.1 min CN=88 Runoff=0.35 cfs 0.023 of Subcatchment PDA-1 C-07: Runoff Area=30,089 sf Runoff Depth>3.40" Flow Length=143' Tc=8.8 min CN=83 Runoff=2.45 cfs 0.196 of Subcatchment PDA-1 C-08: Runoff Area=4,885 sf Runoff Depth>4.55" Flow Length=180' Tc=2.7 min CN=94 Runoff=0.60 cfs 0.043 of Subcatchment PDA-1 C-09: Runoff Area=7,536 sf Runoff Depth>3.50" Flow Length=263' Tc=3.8 min CN=84 Runoff=0.74 cfs 0.050 of Subcatchment PDA-1 C-10: Runoff Area=3,881 sf Runoff Depth>3.30" Flow Length=133' Tc=2.7 min CN=82 Runoff=0.38 cfs 0.025 of Subcatchment PDA-1 C-11: Flow Length=185' Runoff Area=12,815 sf Runoff Depth>2.47" Tc=9.7 min CN=73 Runoff=0.74 cfs 0.061 of Subcatchment PDA-1 C-12: Flow Length=263' Runoff Area=7,425 sf Runoff Depth>3.50" Tc=3.8 min CN=84 Runoff=0.73 cfs 0.050 of ;~ ~ n n Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 25-YR Rainfall=5.25" ~_), Prepared by Tighe & Bond, Inc. Page 59 ~~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-13: Runoff Area=5,279 sf Runoff Depth>4.33" Flow Length=185' Tc=2.7 min , CN=92 Runoff=0.63 cfs 0.044 of Subcatchment PDA-1C-14: Runoff Area=3,178 sf Runoff Depth>4.44" Flow Length=88' Tc=2.0 min CN=93 Runoff=0.39 cfs 0.027 of Subcatchment PDA-1 C-15: Runoff Area=997 sf Runoff Depth>4.55" Flow Length=53' Tc=1.8 min CN=94 Runoff=0.12 cfs 0.009 of Subcatchment PDA-1 C-16: Runoff Area=33,468 sf Runoff Depth>2.22" it ~ Flow Length=380' Tc=10.7 min CN=70 Runoff=1.67 cfs 0.142 of 1_J Subcatchment PDA-1 C-17: Runoff Area=19,059 sf Runoff Depth>2.30" ~' Flow Length=308' Tc=9.5 min CN=71 Runoff=1.02 cfs 0.084 of Subcatchment PDA-1 C-18: Runoff Area=16,599 sf Runoff Depth>2.14" Flow Length=258' Tc=9.5 min CN=69 Runoff=0.82 cfs 0.068 of ,~ Subcatchment PDA-1 C-19: Runoff Area=25,682 sf Runoff Depth>1.67" `~ ~~ Flow Length=310' •Tc=10.8 min CN=63 Runoff=0.92 cfs. 0.082 of Subcatchment PDA-1C-20: RunoffArea=21,169 sf Runoff Depth>1.74" ;' Flow Length=298' Tc=10.9 min CN=64 Runoff=0.79 cfs 0.071 of - (" Subcatchment PDA-1 C-21: Runoff Area=10,508 sf Runoff Depth>3.50" ~ , ~ Flow Length=188' Tc=8.9 min CN=84 Runoff=0.88 cfs 0.070 of j~'~ Subcatchment PDA-1 C-22: Runoff Area=62,502 sf Runoff Depth>2.65" Flow Length=465' Tc=8.5 min CN=75 Runoff=4.03 cfs 0.317 of r '~ ~~ I Subcatchment PDA-1 C-23: Runoff Area=30,954 sf Runoff Depth>0.25" C'-~ Flow Length=50' Slope=0.0100 '/' Tc=7.7 min CN=39 Runoff=0.04 cfs 0.015 of Subcatchment PDA-1 C-24: Runoff Area=5,729 sf Runoff Depth>3.30" Flow Length=178' Tc=2.9 min CN=82 Runoff=0:55 cfs 0.036 of Reach 2R: RipRapOut Avg. Depth=0.27' Max Vet=4.73 fps Inflow=10.84 cfs. 1.902 of n=0.040 L=5.0' S=0.1000 '/' Capacity=330.54 cfs Outflow=10.84 cfs 1.902 of Reach 3R: Alternate Line Apron Avg. Depth=0.00' Max Vet=0.00 fps n=0.050 L=50.0' S=0.0010 '/' Capacity=51.06 cfs Outflow=0.00 cfs 0.000 of 1~ l i', ~~1 ,; '`~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 25-YR Rainfall=5.25" Prepared by Tighe & Bond, Inc. Page 60 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Reach 4R: VegSwale Avg. Depth=0.42' Max Vet=5.76 fps Inflow=10.84 cfs 1.902 of n=0.035 L=40.0' S=0.0875 '/' Capacity=60.12 cfs Outflow=10.84 cfs 1.902 of Pond 1 P: Spreader Peak EIev=160.59' Storage=266 cf Inflow=10.83 cfs 1.906 of Outflow=10.84 cfs 1.902 of Pond 3P: Proposed DetentiPeak Elev=211.19' Storage=21,881 cf Inflow=27.79 cfs 2.336 of Discarded=1.29 cfs 0.424 of Primary=10.83 cfs 1.907 of Outflow=12.12 cfs 2.330 of Pond CB19: Peak EIev=213.00' Inflow=0.55 cfs 0.036 of 12.0" x 11.0' Culvert Outflow=0.55 cfs 0.036 of Pond CB20: Peak EIev=213.01' Inflow=1.29 cfs 0.086 of 12.0" x 25.0' Culvert Outflow=1.29 cfs 0.086 of Pond CB21: Peak EIev=213.00' Inflow=0.79 cfs 0.056 of 12.0" x 25.0' Culvert Outflow=0.79 cfs 0.056 of Pond CB22: Peak Elev=212.26' Inflow=0.38 cfs 0.025 of 12.0" x 18.0' Culvert Outflow=0.38 cfs .0.025 of Pond CB23: Peak EIev=212.30' Inflow=0.74 cfs 0.061 of 12.0" x 12.0' Culvert Outflow=0.74 cfs 0.061 of Pond CB24: Peak Elev=213.54' Inflow=0.74 cfs 0.050 of 12.0" x 18.0' Culvert Outflow=0.74 cfs 0.050 of Pond CB25: Peak Elev=213.53' Inflow=0.73 cfs 0.050 of 12.0" x 18.0' Culvert Outflow=0.73 cfs 0.050 of Pond CB26: Peak Elev=213.54' Inflow=0.60 cfs 0.043 of 12.0" x 15.0' Culvert Outflow=0.60 cfs 0.043 of Pond CB27: Peak Elev=213.54' Inflow=0.63 cfs 0.044 of 12.0" x 21.0' Culvert Outflow=0.63 cfs 0.044 of Pond CB28: Peak EIev=215.03' Inflow=0.35 cfs 0.023 of 12.0" x 18.0' Culvert Outflow=0.35 cfs 0.023 of Pond CB29: Peak Elev=217.23' Inflow=0.39 cfs 0.027 of 12.0" x 18.0' Culvert Outflow=0.39 cfs 0.027 of ~~! n ~, j. Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 25-YR Rainfall=5.25" Prepared by Tighe & Bond, Inc. Page 61 ~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB30: Peak Elev=217.87' .Inflow=2.45 cfs 0.196 of 12.0" x 10.0' Culvert Outflow=2.45 cfs 0.196 of Pond CB31: Peak Elev=216.61' Inflow=0.12 cfs 0.009 of 12.0" x 18.0' Culvert Outflow=0.12 cfs 0.009 of Pond CB32: Peak Elev=213:37' Inflow=0.88 cfs 0.070 of 12.0" x 10.0' Culvert Outflow=0.88 cfs 0.070 of Pond CB33: Peak Elev=213.38' Inflow=0.79 cfs 0.071 of 12.0" x 10.0' Culvert Outflow=0.79 cfs 0.071 of Pond CB34: Peak EIev=214.07' Inflow=0.82 cfs 0.068 of 12.0" x 19.0' Culvert Outflow=0.82 cfs 0.068 of r-~ Pond CB35: Peak EIev=214.08' Inflow=0.92 cfs 0.082 of 12.0" x 11.0' Culvert Outflow=0.92 cfs 0.082 of r-~ Pond CB36: Peak EIev=214.39' Inflow=1.02 cfs 0.084 of ~' ~ 12.0" x 18.0' Culvert Outflow=1.02 cfs 0.084 of '~~ Pond CB37: Peak Elev=214.53' Inflow=1.67 cfs 0.142 of 12.0" x 10.0' Culvert Outflow=1.67 cfs 0.142 of Pond DMH-20: Peak EIev=215.02' Inflow=2.97 cfs 0.254 of 18.0" x 170.0' Culvert Outflow=2.97 cfs 0.254 of Pond DMH09: Peak Elev=212.99' Inflow=5.32 cfs 0.432 of 18.0" x 104.0' Culvert Outflow=5.32 cfs 0.432 of Pond DMH10: Peak EIev=213.00' Inflow=1.34 cfs 0.092 of 15.0" x 25.0' Culvert Outflow=1.34 cfs 0.092 of Pond DMH11: Peak Elev=212.25' Inflow=27.79 cfs 2.321 of 36.0" x 76.0'~~Culvert Outflow=27.79 cfs 2.321 of Pond DMH12: Peak Elev=212.78' Inflow=23.55 cfs 1.978 of 36.0" x 141.0' Culvert Outflow=23.55 cfs ~ 1.978 of Pond DMH13: Peak EIev=212.92' Inflow=9.20 cfs 0.712 of 24.0" x 36.0' Culvert Outflow=9.20 cfs 0.712 of ~~J J Village Hill-Rev061207-JJCrev011808 Type l/l 24-hr 25-YR Rainfall=5.25" Prepared by Tighe & Bond, Inc. Page 62 H~rdroGAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond DMH14: Peak Elev=213.13' Inflow=7.73 cfs 0.612 of 24.0" x 169.0' Culvert Outflow=7.73 cfs 0.612 of Pond DMH15: Peak Elev=213.53' Inflow=4.01 cfs 0.341 of 18.0" x 89.0' Culvert Outflow=4.01 cfs 0.341 of Pond DMH16: Peak EIev=211.67' Inflow=27.79 cfs 2.321 of 36.0" x 2.0' Culvert Outflow=27.79 cfs 2.321 of Pond DMH17: Peak Elev=211.32' Inflow=27.79 cfs 2.321 of 36.0" x 60.0' Culvert Outflow=27.79 cfs 2.321 of Pond DMH18: Peak Elev=176.19' Storage=29 cf Inflow=10.83 cfs 1.907 of 30.0" x 115.0' Culvert Outflow=10.83 cfs 1.906 of Pond DMH19: Peak Elev=161.72' Storage=32 cf Inflow=10.83 cfs 1:906 of 30.0" x 6.0' Culvert Outflow=10.83 cfs 1.906 of Pond DMH21: Peak Elev=215.39' Inflow=2.74 cfs 0.231 of 18.0" x 20.0' Culvert Outflow=2.74 cfs 0.231 of Pond DMH22: Peak EIev=216.26' Inflow=2.74 cfs 0.231 of 15.0" x 66.0' Culvert Outflow=2.74 cfs 0.231 of Pond DMH23: Peak Elev=216.34' Inflow=0.12 cfs 0.009 of 15.0" x 63.0' Culvert Outflow=0.12 cfs 0.009 of Pond DMH24: Peak Elev=212.98' Inflow=9.99 cfs 0.833 of 30.0" x 87.5' Culvert Outflow=9.99 cfs 0.833 of Pond DMH25: Peak Elev=213.35' Inflow=6.06 cfs 0.516 of 18.0" x 77.0' Culvert Outflow=6.06 cfs 0.516 of Pond DMH26: Peak EIev=213.74' Inflow=4.42 cfs 0.376 of 15.0" x 79.0' Culvert Outflow=4.42 cfs 0.376 of Pond DMH27: Peak EIev=214.05' Inflow=4.42 cfs 0.376 of 15.0" x 58.0' Culvert Outflow=4.42 cfs 0.376 of Pond DMH28: Peak EIev=214.36' Inflow=2.69 cfs 0.226 of 15.0" x 209.0' Culvert Outflow=2.69 cfs 0.226 of ~ J Village Hill-Rev061207-JJCrev011808 Type 11124-hr 25-YR Rainfall=5.25" Prepared by Tighe & Bond, Inc. Page 63 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond STUB: Peak Elev=213.76' Inflow=4.03 cfs 0.317 of 12.0" x 30.0' Culvert Outflow=4.03 cfs 0.317 of Pond STUB10: Peak Elev=213.46' Inflow=3.26 cfs 0.254 of 12.0" x 30.0' Culvert Outflow=3.26 cfs 0.254 of Pond STUB11: Peak EIev=212.80' Inflow=3.29 cfs 0.258 of 12.0" x 40.0' Culvert Outflow=3.29 cfs 0.258 of Pond STUB14: Peak Elev=215.35' Inflow=3.78 cfs 0.272 of 12.0" x 30.0' Culvert Outflow=3.78 cfs 0.272 of Pond STUB14A: Peak EIev=0.00' 6.0" x 30.0' Culvert Primary=0.00 cfs 0.000 of Total Runoff Area = 20.845 ac Runoff Volume = 5.156 of Average Runoff Depth = 2.97" 40.49% Pervious Area = 8.441 ac 59.51 % Impervious Area = 12.404 ac Village Hill-Rev061207-JJCrev011808 Type 11124-hr 100-YR Rainfall=7.00" Prepared by Tighe & Bond, Inc. Page 64 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment PDA-1 C: BDG AREA TO PONDRunoff Area=10.562 ac Runoff Depth>4.80" Tc=6.0 min CN=81 Runoff=57.49 cfs 4.226 of Subcatchment PDA-1 C-01: Runoff Area=38,532 sf Runoff Depth>5.13" Flow Length=440' Slope=0.0100 '/' Tc=8.2 min CN=84 Runoff=4.77 cfs 0.378 of Subcatchment PDA-1 C-02: Runoff Area=11,764 sf Runoff Depth>5.48" Flow Length=130' Tc=2.5 min CN=87 Runoff=1.82 cfs 0.123 of Subcatchment PDA-1 C-03: Runoff Area=6,932 sf Runoff Depth>5.94" Flow Length=230' Tc=4.1 min CN=91 Runoff=1.08 cfs 0.079 of Subcatchment PDA-1 C-04: Runoff Area=41',521 sf Runoff Depth>4.80" Flow Length=230' Slope=0.0100'/' Tc=8.3 min CN=81 Runoff=4.84 cfs 0.381 of Subcatchment PDA-1 C-05: Runoff Area=44,302 sf Runoff Depth>4.80" Flow Length=265' Tc=5.5 min CN=81 Runoff=5.59 cfs 0.407 of Subcatchment PDA-1 C-06: Runoff Area=3,106 sf Runoff Depth>5.59" Flow Length=119' Tc=2.1 min CN=88 Runoff=0.49 cfs 0.033 of Subcatchment PDA-1 C-07: Runoff Area=30,089 sf Runoff Depth>5.02" Flow Length=143' Tc=8.8 min CN=83 Runoff=3.58 cfs 0.289 of Subcatchment PDA-1 C-08: Runoff Area=4,885 sf Runoff Depth>6.29" Flow Length=180' Tc=2.7 min CN=94 Runoff=0.82 cfs 0.059 of Subcatchment PDA-1 C-09: Runoff Area=7,536 sf Runoff Depth>5.14" Flow Length=263' Tc=3.8 min CN=84 Runoff=1.08 cfs 0.074 of Subcatchment PDA-1 C-10: Runoff Area=3,881 sf Runoff Depth>4.92" Flow Length=133' Tc=2.7 min CN=82 Runoff=0.55 cfs 0.036 of Subcatchment PDA-1 C-11: Flow Length=185' Runoff Area=12,815 sf Runoff Depth>3.93" Tc=9:7 min CN=73 Runoff=1.18 cfs 0.096 of Subcatchment PDA-1 C-12: Flow Length=263' Runoff Area=7,425 sf Runoff Depth>5.14" Tc=3.8 min CN=84 Runoff=1.06 cfs 0.073 of (~ ;~ ~- n n n ,,, ; Village Hill-Rev061207-JJCrev011808 Type 11124-hr 100-YR Rainfall=7.00" Prepared by Tighe & Bond, Inc. Page 65 ~-~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Subcatchment PDA-1 C-13: Runoff Area=5,279 sf Runoff Depth>6.05" Flow Length=185' Tc=2.7 min CN=92 Runoff=0.87 cfs 0.061 of Subcatchment PDA-1 C-14: Runoff Area=3,178 sf Runoff Depth>6.17" Flow Length=88' Tc=2.0 min CN=93 Runoff=0.53 cfs 0.038 of Subcatchment PDA-1 C-15: Runoff Area=997 sf Runoff Depth>6.29" Flow Length=53' Tc=1.8 min CN=94 Runoff=0.17 cfs 0.012 of Subcatchment PDA-1 C-16: Runoff Area=33,468 sf Runoff Depth>3.61" Flow Length=380' Tc=10.7 min CN=70 Runoff=2.76 cfs 0.231 of Subcatchment PDA-1 C-17: Runoff Area=19,059 sf Runoff Depth>3.72" ~~ Flow Length=308' Tc=9.5 min CN=71 Runoff=1.67 cfs 0.136 of ~~ . ~,` Subcatchment PDA-1 C-18: Runoff Area=16,599 sf Runoff Depth>3.51" ~' Flow Length=258' ]'c=9.5 min CN=69 Runoff=1.37 cfs 0.111 of Subcatchment. PDA-1 C-19: Runoff Area=25,682 sf Runoff Depth>2.89" Flow Length=310' Tc=10.8 min CN=63 Runoff=1.66 cfs 0.142 of Subcatchment PDA-1C-20: RunoffArea=21,169 sf Runoff Depth>2.99" Flow Length=298' Tc=10.9 min CN=64 Runoff=1.42 cfs 0.121 of Subcatchment PDA-1 C-21: Runoff Area=10,508 sf Runoff Depth>5.13" Flow Length=188' Tc=8.9 min CN=84 Runoff=1.27 cfs 0.103 of Subcatchment PDA-1 C-22: Runoff Area=62,502 sf Runoff Depth>4.14" Flow Length=465' Tc=8.5 min CN=75 Runoff=6.31 cfs 0.495 of Subcatchment PDA-1C-23: RunoffArea=30,954 sf Runoff Depth>0.77" Flow Length=50' Slope=0.0100'/' Tc=7.7 min CN=39 Runoff=0.28 cfs 0.045 of r-~ Subcatchment PDA-1 C-24: .Runoff Area=5,729 sf Runoff Depth>4.92" Flow Length=178' Tc=2.9 min CN=82 Runoff=0.81 cfs 0.054 of Reach 2R: RipRapOut Avg. Depth=0.37' Max Vet=5.72 fps Inflow=18.11 cfs 3.018 of n=0.040 L=5.0' S=0.1000 '/' Capacity=330.54 cfs Outflow=18.11 cfs 3.018 of Reach 3R: Alternate Line Apron Avg. Depth=0.00' Max Vet=0.00 fps n=0.050 L=50.0' S=0.0010 '/' Capacity=51.06 cfs Outflow=0.00 cfs 0.000 of ~--I ,, _~j Village Hill-Rev061207-JJCrev011808 Type l/l 24-hr 100-YR Rainfall=7.00" Prepared by Tighe & Bond, Inc. Page 66 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Reach 4R: VegSwale Avg. Depth=0.55' Max Vet=6.67 fps Inflow=18.11 cfs 3.018 of n=0.035 L=40.0' S=0.0875 '/' Capacity=60.12 cfs Outflow=18.12 cfs 3.018 of Pond 1 P: Spreader Peak EIev=160.83' Storage=313 cf Inflow=18.11 cfs 3.022 of Outflow=18.11 cfs 3.018 of Pond 3P: Proposed DetentiPeak Elev=212.39' Storage=34,401 cf Inflow=42.43 cfs 3.580 of Discarded=1.61 cfs 0.550 of Primary=18.12 cfs 3.023 of Outflow=19.73 cfs 3.573 of Pond CB19: Peak Elev=215.42' Inflow=0.81 cfs 0.054 of 12.0" x 11.0' Culvert Outflow=0.81 cfs 0.054 of Pond CB20: Peak Elev=215.43' Inflow=1.82 cfs 0.123 of 12.0" x 25.0' Culvert Outflow=1.82 cfs 0.123 of Pond CB21: Peak Elev=215.42' Inflow=1.08 cfs 0.079 of 12.0" x 25.0' Culvert Outflow=1.08 cfs 0.079 of Pond CB22: Peak Elev=214.54' Inflow=0.55 cfs 0.036 of 12.0" x 18.0' Culvert Outflow=0.55 cfs 0.036 of Pond CB23: Peak EIev=214.60' Inflow=1.18 cfs 0.096 of 12.0" x 12.0' Culvert Outflow=1.18 cfs 0.096 of Pond CB24: Peak Elev=215.32' Inflow=1.08 cfs 0.074 of 12.0" x 18.0' Culvert Outflow=1.08 cfs 0.074 of Pond CB25: Peak Elev=215.32' Inflow=1.06 cfs 0.073 of 12.0" x 18.0' Culvert Outflow=1.06 cfs 0.073 of Pond CB26: Peak Elev=215.54' Inflow=0.82 cfs 0.059 of 12.0" x 15.0' Culvert Outflow=0.82 cfs 0.059 of Pond CB27: Peak Elev=215.54' Inflow=0.87 cfs 0.061 of 12.0" x 21.0' Culvert Outflow=0.87 cfs 0.061 of Pond CB28: Peak Elev=215.63' Inflow=0.49 cfs 0.033 of 12.0" x 18.0' Culvert Outflow=0.49 cfs 0.033 of Pond CB29: Peak Elev=217.29' Inflow=0.53 cfs 0.038 of 12.0" x 18.0' Culvert Outflow=0.53 cfs 0.038 of ~~ ~, ~) ~~ ~_~ _. Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 100-YR Rainfall=7.00" ,, Prepared by Tighe & Bond, Inc. Page 67 r-; HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond CB30: Peak EIev=218.30' Inflow=3.58 cfs 0.289 of 12.0" x 10.0' Culvert Outflow=3.58 cfs 0.289 of Pond CB31: Peak EIev=216.64' Inflow=0.17 cfs 0.012 of 12.0" x 18.0' Culvert Outflow=0.17 cfs 0.012 of Pond CB32: Peak EIev=215.98' Inflow=1.27 cfs 0.103 of 12.0" x 10.0' Culvert Outflow=1.27 cfs 0.103 of Pond CB33: Peak EIev=216.01' Inflow=1.42 cfs 0.121 of 12.0" x 1.0.0' Culvert Outflow=1.42 cfs 0.121 of Pond CB34: Peak Elev=217.33' Inflow=1.37 cfs 0.111 of 12.0" x 19.0' Culvert Outflow=1.37 cfs 0.111 of Pond CB35: Peak Elev=217.38' Inflow=1.66 cfs 0.142 of 12.0" x 11.0' Culvert Outflow=1.66 cfs 0.142 of Pond CB36: Peak Elev=217.93' Inflow=1.67 cfs 0.136 of 12.0" x 18.0' Culvert Outflow=1.67 cfs 0.136 of Pond CB37: _ Peak EIev=218.07 Inflow=2.76 cfs 0.231 of 12.0" x 10.0' Culvert Outflow=2.76 cfs 0.231 of Pond DMH-20: Peak Elev=215.63' Inflow=4.29 cfs 0.372 of 18.0" x 170.0' Culvert Outflow=4.29 cfs 0.372 of I ~}, Pond DMH09: Peak EIev=215.40' Inflow=7.75 cfs 0.637 of '~-~~ 18.0" x 104.0' Culvert Outflow=7.75 cfs 0.637 of ~~ Pond DMH10: Peak Elev=215.41' Inflow=1 89 cfs 133 of 0 . . 15.0" x 25.0' Culvert Outflow=1.89 cfs 0.1.33 of (~~ I ~ Pond DMH11: Peak Elev=214.54' Inflow=42.23 cfs 3.534 of 36.0" x 76.0' Culvert Outflow=42.23 cfs 3.534 of '' Pond DMH12: Peak Elev=215.12' Inflow=35.96 cfs 3.023 of ,_~ 36.0" x 141.0' Culvert Outflow=35.96 cfs 3.023 of ,I~ Pond DMH13: Peak EIev=215.31' Inflow=13.36 cfs 1.046 of 24.0" x 36.0' Culvert Outflow=13.36 cfs 1.046 of ~~ I~ Village Hill-Rev061207-JJCrev011808 Type l/l 24-hr 700-YR Rainfall=7.00" Prepared by Tighe & Bond, Inc. Page 68 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/'I 1/2009 Pond DMH14: Peak Elev=215.45' Inflow=11.22 cfs 0.899 of 24.0" x 169.0' Culvert Outflow=11.22 cfs 0.899 of Pond DMH15: Peak Elev=215.53' Inflow=5.71 cfs 0.492 of 18.0" x 89.0' Culvert Outflow=5.71 cfs 0.492 of Pond DMH16: Peak Elev=213.56' Inflow=42.23 cfs 3.534 of 36.0" x 2.0' Culvert Outflow=42.23 cfs 3.534 of Pond DMH17: Peak Elev=212.72' Inflow=42.23 cfs 3.534 of 36.0" x 60.0' Culvert Outflow=42.23 cfs 3.534 of Pond DMH18: Peak Elev=176.69' Storage=39 cf Inflow=18.12 cfs 3.023 of 30.0" x 115.0' Culvert Outflow=18.11 cfs 3.022 of Pond DMH19: Peak Elev=162.32' Storage=44 cf Inflow=18.11 cfs 3.022 of 30.0" x 6.0' Culvert Outflow=18.11 cfs 3.022 of Pond DMH21: Peak Elev=215.68' Inflow=3.98 cfs 0.339 of 18.0" x 20.0' Culvert Outflow=3.98 cfs 0.339 of Pond DMH22: Peak Elev=216.50' Inflow=3.98 cfs 0.339 of 15.0" x 66.0' Culvert Outflow=3.98 cfs 0.339 of Pond DMH23: Peak Elev=216.51' Inflow=0.17 cfs 0.012 of 15.0" x 63.0' Culvert Outflow=0.17 cfs 0.012 of Pond DMH24: Peak Elev=215.35' Inflow=16.24 cfs 1.340 of 30.0" x 87.5' Culvert Outflow=16.24 cfs 1.340 of Pond DMH25: Peak Elev=215.96' Inflow=10.09 cfs 0.845 of 18.0" x 77.0' Culvert Outflow=10.09 cfs 0.845 of Pond DMH26: Peak Elev=216.57' Inflow=7.44 cfs 0.620 of 15.0" x 79.0' Culvert Outflow=7.44 cfs 0.620 of Pond DMH27: Peak Elev=217.28' Inflow=7.44 cfs 0:620 of 15.0" x 58.0' Culvert Outflow=7.44 cfs 0.620 of Pond DMH28: Peak Elev=217.86' Inflow=4.42 cfs 0.367 of 15.0" x 209.0' Culvert Outflow=4.42 cfs 0.367 of '~ J ~. ) Village Hill-Rev061207-JJCrev011808 Type 11124-hr 100-YR Rainfall=7.00" Prepared by Tighe & Bond, Inc. Page 69 ~~ HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11 /2009 ~_ 1 Pond STUB: Peak Elev=216.23' Inflow=6.31 cfs 0.495 of 12.0" x 30.0' Culvert Outflow=6.31 cfs 0.495 of ~f Pond STUB10: Peak Elev=215.86' Inflow=4.84 cfs 0.381 of ~l 12.0" x 30.0' Culvert Outflow=4.84 cfs 0.381 of Pond STUB11: Peak Elev=215.36' Inflow=4.77 cfs 0.378 of 12.0" x 40.0' Culvert Outflow=4.77 cfs 0.378 of Pond STUB14: Peak EIev=216.50' Inflow=5.59 cfs 0.407 of 12.0" x 30.0' Culvert Outflow=5.59 cfs 0.407 of Pond STUBI4A: Peak EIev=0.00' 6.0" x 30.0' Culvert Primary=0.00 cfs 0.000 of Total Runoff Area = 20.845 ac 'Runoff Volume = 7.806 of Average Runoff Depth = 4.49" 40.49% Pervious Area =.8.441 ac 59.51 % Impervious Area = 12.404 ac ~~ L it I, ~~ ~J ~~ Village Hill-Rev061207-JJCrev011808 Type Ill 24-hr 10-YR Rainfall=4.50" Prepared by Tighe & Bond, Inc. Page 70 HydroCAD® 8.00 s/n 003772 ©2006 H droCAD Software Solutions LLC 2/11/2009 Pond 3P: Proposed Detention Pond #3 Hydrograph : ~ ~ E~3lnflow : ~ ~ 21 81 cfs _... .. : ~ Outflow Inflow Area=10L283' a - ~ ®Discarded 24. ;~r' O Primary P - ak ~lev=2'~ 0;57' - - 22- e - . _: 20 Stora a=1 G,567 cf . g: 18= _ ~. 16- : ~ , 14 ~ ~ ~ .9;:76 cfs ; a 1z= ~-;T 8 63 .cfs s= ~ '' ';, ,, s . _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 .22 23 Time (hours) ('~ ~'~ Village Hill-Rev061207-JJCrev011808 Type 11124-hr 25-YR Rainfall=5.25" Prepared by Tighe & Bond, Inc. Page 71 HydroCAD® 8.00 s/n 003772 ©2006 HydroCAD Software Solutions LLC 2/11/2009 Pond 3P: Proposed Detention Pond #3 Hydrograph , ~ ;. : ~ ~ ~ Inflow , : '. ~ 27:79:cfs : .: , . , ®outflow - f'nflow Area=10;283 a' ~ - ; ®Discarded : : : : : : ~ ~ ~ ~F Primary 30 ~' , 26= ~ . P.ea{~ Elev=2'~ 1 X19.' ; ~ .; . 26_ ~ Storage=21,$81 cf za= :.., G :. , : zz= , : ~ ~ : ,- -~~ ,~ ~, 16 ; ~ ,~ , 12.12 cfs < • ' - : ` ,:. .... _ 3 ~_ ; : ~ i f , : - : ~ - ~ :::10:83 cfs ' ` ~ ~ ~ . ~ ' .. 12 . ~ • ~ ~ ~ ~'~ ~ , • ~ ~ : ~ : , : Y. , , . 6. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 Time (hours) Village Hill-Rev061207-JJCrev011808 Type 111 24-hr 100-YR Rainfall=7.00" Prepared by Tighe & Bond, Inc. Page 72 HydroCAD® 8.00 s/n 003772 ©2006. HydroCAD Software Solutions LLC 2/11/2009 Pond 3P: Proposed Detention Pond #3 Hydrograph ' ~ 42 43 efs ~ inflow ID Outflow - - " --. - . _ ~ - ~ - - -- _ Inflow Area=10 28~~~a ' ®Discarded - . - : : ~ Primary 45 Peak ~lev=21-2;39". ~ - ~ -:- ~: - : ,. :. ; . ~ .-: - 40 Storage=34,401 cf 35- : t : : ~ 30 ~ - ~ ~ 19.73 cfs~ ; 25 15- ~'~ f' ' : - : ~,, - - - - ~ l 1~ T '-1- T -1' ~ ~T~ r i iTi 11 !Tf I! ITI ! 1 !T! ~ ~ 1'~'I ~ ~ Prl t l ITI ~ !,'I I I Irf ITI ! ~ 1TI ! I Py9 I f ITI I I t~"1 11 ITI f! ITI 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Rational (HydraFlow) r ~ , ~ ~;__I a L j-1 J I ~~ I~ O r' i~ l~ [~~ L L~~ r3 I'~ ,__~ i i I ,o `-•-~^ v / Q n (O r N-~~M d' O N N ~~ r Z 2 2 _ 2 _ 2 2 2 N 2 2 M O N Ci ~ tD 2 ~ r O ~ ~ cG c _._. _ Z ~ ~ ~ rG rG 2 2 2 2~- ,L 2 ^ O 2 0 ~ o O o 0 0 0 0 0 0 0 0 ^ ^ ^ ^ ^ ^ ^ r ~ ^ ~ n cD r N M ~a• ~n o r N ch o 0 0 0 0 0 o r o J r 2 r S r 2 r S r 2 r 2 r 2 N~ 2 N 2 N 2 N 2 N j '"' N "r m N N ~ ~ r ~ ~ . ~ ~ cG ~ ~ ~ . rG ~ . ~ C0 - CD F- m _ m m _ m {-- _ f- c V _ CO p ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ U U UJ U U U U (n fA U N ao 0 o m m o m n m o rn O m o rn rn n n m m cD y C r t!7 In M l!') 00 r CO r to ti M r Ln n n CO CO r r M N W 0 ~ M d' ~ In CO CO N ~ M M N M M M CV CV (A ~ Ctj 00 !C'j O O N r N r N r N N N N N N N N N N N N N N N N N N N N N r N r N r N r N r N ~ ILS ~ O O O CO CO CO n CO O O o n N O O ao I,C) ~L7 O N n ^ ~ l!7 l1y M tf7 W r Cp r l17 n M Ci] CO ~ N ~ O O M r r C ~ _ ~ '~i' '~!' 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N ~ ~ V ~ O O O O O O O O O O O O O O O O ~O O O O O E p v O O O O O O O O O O O O O O O O O O O O O (C Q F"' O O O O O. O O O O O O O O O O O O O O O O ~ C m C V O Z _ y „ v O O (O M h O O O O O V h m W to ' t0 h h tT O7 M h p O .0.. O O r r N O O O O O V 1~ ~I7 M V• O) r r o~ O '7 ~ h O O O O O O O O O O O O O O O O O O O O r ~ N d ~ ~ O r m c0 O ~O r ~ O h Oj O O N h O O r N u7 O) M O ~ oD II J CO N N V' O) N h t0 t h O) h h l0 O N aD r O r r of r O O M M N M N O d' O r O) N O O. •y ~ C H C N' M M N h a0 O) O O O CO N h •~ V C O J V' N N N N `7 N N N M M M M M N N l0 to M M N L y ~ W .. R.. O F-. N = N M d' tLi O h' 00 O) O N M V t0 f0 h c0 O O N Z Z j N N N N N N N N M M M M M M M M M M ti' V ~' 0 N 3 rn 0 0 m v` d l6 a ^ L 3 /~ A LL ,vTwJ - I ~ ~ ~ N ~ _ m o e o J N M CO U ~ o N i d ~ O W O ~ O E N ~ m _ rn ~ II L Q ~ ~ c C7 N d ~ $ ~ W N J 2 O. ~ ~ ~ N d' N M V ~ ~ f~7 h C d W N O d _ N .C C ~ ~ ~ 7 Z N O. O p c O d p. N "~ `" N a ~ N 5 ~ m 3 ~ 0 ~_ > ~ d' 0 v u~ v d ' ~ ri E 3 O ~ M ~ ~- l4 C i O h _ ~~ . ~ .. N .~ °o o F u ~ e ' v 0 _ ~ ~ •c o_ c V o ° 0 ~ K m l - o ~ L o Q v °r° `° o c o < ~ ~ ° ~ ~ ~ c c v c ~ ti = p + c °~ w ° m ~ a ~ p L ~ N ci u v o z - O c :~ N o a r 0 N _ J ~ O ~ 7 a o u .~ "T' p, E N m o c ~ ~ m U ~ o J N ~ f/j r N C p Z H .1 M 'd' Z 0 N 3 0 0 v` I APPENDIX C Construction Quantities /% North Roads Hospital Hill Development, LLC Northampton, MA Engineer :Tighe & Bond Opionion of Probable Construction Costs ITEM DESCRIPTION OF ITEM UNITS QUANTITY UNIT PRICE SUBTOTAL Base Bid 748. 5% MOBILIZATION & DEMOBILIZATION LS 1 $ 65,781.75 $ 65,781.75 101.1 CLEARING SITE LS 1 $ 10,000.00 $ 10,000.00 120.1 UNCLASSIFIED EXCAVATION CY 1,500 $ 20.00 $ 30,000.00 141.1 TEST PIT FOR EXPLORATION CY 75 $ 60.00 $ 4,500.00 144. CLASS B ROCK EXCAVATION CY 100 $ 120.00 $ 12,000.00 150. ORDINARY BORROW CY 1,200 $ 20.00 $ 24,000.00 151.01 GRAVEL BURROW CY 1,700 $ 25.00 $ 42,500.00 152.00 PROCESSED GRAVEL CY. 500 $ 25.00 $ 12,500.00 170. FINE GRADING AND COMPACTING SY 6,500 $ 3.00 $ 19,500.00 201. CATCH BASIN EA 12 $ 2,500.00 $ 30,000.00 202. MANHOLE EA 9 $ 2,600.00 $ 23,400.00 210. SANITARY SEWER MANHOLE EA 8 $ 3,400.00 $ 27,200.00 241.12 12 INCH REINFORCED CONCRETE PIPE LF 215 $ 52.00 $ 11,180.00 241.15 15 INCH REINFORCED CONCRETE PIPE LF 480 $ 50.00 $ 24,000.00 241.18 18 INCH REINFORCED CONCRETE PIPE LF 285 $ 60.00 $ 17,100.00 250.06 6 INCH PVC SANITARY SEWER PIPE & FITTINGS LF 850 $ 50.00 $ 42,500.00 250.08 8 INCH PVC SANITARY SEWER PIPE & FITTINGS LF 870 $ 60.00 $ 52,200.00 303.06 6 INCH DUCTILE IRON PIPE AND FITTINGS (MECHANICAL JOINT) LF 75 $ 50.00 $ 3,750.00 303.08 8 INCH DUCTILE IRON PIPE AND FITTINGS (MECHANICAL JOINT) LF 1,000 $ 55.00 $ 55,000.00 303.12 12 INCH DUCTILE IRON PIPE AND FITTINGS (MECHANICAL JOINT) LF 215 $ 65.00 $ 13,975.00 309 DUCTILE IRON FITTINGS FOR WATER PIPE LB 700 $ 5.00 $ ~ 3,500.00 347.1 1 INCH COPPER TUBING TYPE K LF 625 $ 40.00 $ 25,000.00 350.06 6 ]NCH GATE VALVE AND BOX EA 4 $ 1,600.00 $ 6,400.00 350.08 8 INCH GATE VALVE AND BOX EA 3 $ 2,000.00 $ 6,000.00 350.12 12 INCH GATE VALVE AND BOX EA 1 $ 2,500.00 $ 2,500.00 363.1 1 INCH CORPORATION COCK EA 30 $ 250.00 $ 7,500.00 376 HYDRANT EA 2 $ 4,500.00 $ 9,000.00 381 SERVICE BOX EA 25 $ 165.00 $ 4,125.00 384 CURB STOP EA 25 $ 230.00 $ 5,750.00 402.12 DENSE GRADED CRUSHED STONE FOR SHOULDERS CY 15 $ 45.00 $ 675.00 460 HOT MIX ASPHALT TON 650 $ 90.00 $ 58,500.00 460.1 HOT MIX ASPHALT DENSE BINDER TON 575 $ 90.00 $ 51,750.00 472. HOT MIX ASPHALT FOR MISCELLANEOUS WORK TON 25 $ 125.00 $ 3,125.00 506 GRANITE CURB TYPE VB -STRAIGHT LF 1,900 $ 35.00 $ 66,500.00 I ~ ~ !_J , ?~-~N\N0592\DO 19 North Roads\Estimate\Estimate.xls ._~ 2/12/2009 ITEM DESCRIPTION OF ITEM UNITS QUANTITY UNIT PRICE SUBTOTAL 506.1 GRANITE CURB TYPE VB -CURVED LF 525 $ 40.00 $ 21,000.00 509 GRANITE TRANSITION CURB FOR WHEELCHAIR RAMP -STRAIGHT LF 60 $ 45.00 $ 2,700.00 509.1 GRANITE TRANSITION CURB FOR WHEELCHAIR RAMP -CURVED LF 100 $ 50.00 $ 5,000.00 697. SEDIMENTATION FENCE FT 1,380 $ 5.00 $ 6,900.00 701 CEMENT CONCRETE SIDEWALK SY 1,200 $ 65.00 $ 78,000.00 701.1 CEMENT CONCRETE SIDEWALK AT DRIVEWAYS SY 300 $ 70.00 $ 21,000.00 701.2 CONCRETE WHEELCHAIR RAMP SY 125 $ 85.00 $ 10,625.00 751. LOAM BURROW CY 900 $ 40.00 $ 36,000.00 756. STORMWATER POLLUTION PREVENTION PLAN LS 1 $ 7,500.00 $ 7,500.00 765. SEEDING SY 4,300 $ 3.50 $ 15,050.00 767.8 BALES OF HAY FOR EROSION CONTROL EA 400 $ 12.00 $ 4,800.00 DURATHERM CROSSWALKS SY 60 $ 13.00 $ 780.00 TREE (3-3.5" CALIPER) EA 69 $ 775.00 $ . 53,475.00 DECORATIVE STREET LAMP, CONDUIT, & WIRE INSTALLATION EA 18 $ 6,500.00 $ 117,000.00 ELECTRIC TRANSFORMER FOUNDATION EA 5 $ 2,100.00 $ 10,500.00 ELECTRIC SWITCHING MODULE FOUNDATION EA 2 $ 1,725.00 $ 3,450.00 HEAVY DUTY ELECTRIC HAND HOLE EA 1 $ 1,375.00 $ 1,375.00 ELECTRIC SECONDARY HAND HOLES EA 10 $ 950.00 $ 9,500.00 ELECTRIC PULL BOX EA 5 $ 1,150.00 $ 5,750.00 801.34 3 INCH ELECTRICAL CONDUIT -TYPE NM (4 BANK) LF 3,000 $ 30.00 $ 90,000.00 801.44 4 INCH ELECTRICAL CONDUIT -TYPE NM (4 BANK) LF 800 $ 35.00 $ 28,000.00 1-3" CABLE CONDUIT LF 1,400 $ 13.00 $ 18,200.00 COMCAST CABLE VAULT -INSTALL ONLY EA 8 $ 1,350.00 $ 10,800.00 2-4" TELEPHONE CONDUIT LF 1,400 $ 21.00 $ 29,400.00 TELEPHONE HAND HOLE/PULL BOX -INSTALL ONLY EA 8 $ 975.00 $ 7,800.00 EXCAVATION AND BACKFILL FOR GAS MAIN LF 1,400 $ 11.00 $ 15,400.00 SUBTOTAL : $ 1,381,a17 10% CONSTRUCTION CONTINGENCY : $ 138,142 TOTAL OPINION OF PROBABLE CONSTRUCTION COSTS : $ 1,519,sss J:\N\N0592\DO 19 North Roads\Estimate\Estimate.xls 2/12/2009~~ APPENDIX D Form C (~i i ;~I '~ CG. ~; r ji', Success n l I Page 1 of 2 ._ Zoning and Planning Boards Application (use THIS as the form you .print) Do NOT leave this ~~;e until von are sure that EVERYTHING on it has e printed!!!! ~ ~'f'o~i'~ct~ ~'i(,~-eve;~o•~r~e•n'~ LGc. Owner [pipe: 1] Hospital Hill Develo ~Y ; ~ Q S~Q e~.vS~S BV~ve(o~, ~~r~~' Address: 160 Federal Street, Boston, Massachusetts 02110 ~h a hc~ ~~.ert cY Owner Signature-I authorize the City to inspect this property: j Applicant: [pipe: 19] Hospital Hill Develo/Hospital Hill Development LL Address: 160 Federal Sheet, Boston, Massachusetts 02110 800-445-8030, emuxphy@massdevelopinentcom Applicant Signature-I represent that under the pains and penalties of perjury: 1: Two copies of the application (EXCEPT fox ANRplans) have already been delivered to DPW. 2. The required sign has ALREADYbeen posted on the property. 3. The information included herein is accurate G ~y'= 'E Jc~e c~vkrr-e VL csL. ~Y~S z d-en'f' .-Qfar- "ISY: r'10.55G~cttvy~C', .(rev-e(o~t'Yt•ent" ~''in~~ .-~1 er~cY Work Location: Prince Street, Northampton 01060 ~ ~~ ~S-,7~.--. Map ID: Map 31C, Block 017, Lot 00'1, Deed: Book 6925, Pa a 302, Zon`n :Zoning: PV ~ ~ic~cr~ ev~d•er~i'1, ~X~cu-E'ive Permit(s) Requested: DEFINITIVE SUBDIVISION (Greater of $3,000 OR $10/linear foot of new 'fot'`~ roadway; $4,600 OR $14/foot if no preliminary; $400 PLUS $10/foot for one lot minor subdivisions; $500 for Amendments) Regulations: Chapter 209 Subdivision of Land Project: Definitive subclivison plan to create 1220 feet of new roadway and 26 lots on the North Campus of Village Hill PERMIT CRITERIA (IGNORE "pipe;' it refers to permits you have not applied fox.) Finding c~itexia [pipe: 245] [pipe: 246) Appeal of Building Commissioner [pipe: 252] [pipe: 118] Comprehensive 40B Permit [pipe: 197] [pipe:.196] Vauance Application: [pipe: 249] [pipe: 251] Special Permit and Site Plan Ciitexia: [pipe: 253]: [pipe: 82] (pipe: 254]: [pipe:•87] (pipe: 255]: [pipe: 91] pipe: 257]: [pipe: 96] [pipe: 256]: [pipe: 102] [pipe: 258]: [pipe: 105] [pipe: 259]: [pipe: 100] [pipe: 156] [pipe: 261] (pipe: 198] tC~. (t'~~7toS-cr~~ a ~ ~'f'~-E'~e, ~ http://fsl2.formsite.com/fs12_app/FormSite 2/12/2009 _-a--~---~_r._~_ _~__.------._------_e___.___------~_.__ _--------_Y__..__ .~_. ~~ i Success Page 2 of 2 [pipe: 199] , Reduested Site Plan Waivers: [pipe: 210] I have AT.RF.AT~y posted the REQUIRED sign so it is visible from a public way C77YCLEItB USE: SrfbmitkA.• _/~08 Derbran: _/_/08 INSTRUCTIONS to fil~our application View Results http://fsl2.formsite.com/fs12_app/FormSite 2/12/2009 APPENDIX E Abutters List `~ i i' _ ,~I h I ~~~ n ~, N o 1 ~ ~ o U V' M M M M O O M O O O O O O O O O M M M O +y 0 0 0 0 0 0 0 0 0 0 ~ +ti t0 ~O t0 l0 l0 l0 1O 10 tD lD l0 l0 t0 t0 t0 l0 t0 l0 tO .-I t0 tD .-a .-I .-i .-i ri ri rl rl rl 1 ~ ~ N a+-~ooooo00000000000000~ oo•-~+-{+-~+-~~•-i •-+•1•-i N N .--I rl r-I ri ri ~-i ri ri '-I .--I .-1 rl rl r-1 .-1 r-I ri r-I .-i N +y .-1 N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 y f L _ zzzzzzzzzzzzzzzzzzz zz 0000000000000000000 00 aaaaaaaaaaaaa Ca aaan aa ' I _ . J I a a a a a a a a a a a a a a a a a a a a z Q a z z z z z z z z z ~ ~ ~ ~ ~ O ~ ~ O O O O O O O O O O F ~ H H ~ ~ ~ ~ ~ ~ ~ ~ H ~ (~ a K K 2 d d K d a K d d cL a K a' a' d' [L (n C K VI (n N to N (~ N N N U m z z z z z z z z z z z z z z z z z z z m z z m m m m m m m m m :,~ 'I o r,° v ¢aa ~~ v Z Z Z Z z z Z ~ ~t ~t ~ ~t w w a' w 0 0 0 O ~t <t d' F- I- I- F- !- I- I- F- F- I- C~ J ~ J J J J J J~~ J~~ ~ I ! I , j W W W W U U ` J Ot J J} J J J 4 J J4 J4 IJ) H H H Q a a Q H s s s~ ~~~ N N N ~ ~ r1 = J M L.i. L.[. L.[. S S s s LL 3 W W W W Q Q W a (q IA to 0 ~ 0 O (A W W W k H Y .1 ~ 0 ~ ~ 0 0 0 0 O 0 UN J CJ W W W W~~ W~~~ ? a a a a 3 J J J lwi m~ LL lW W IWi li LL LL lwi LL L r 0 O O m O ~ ~ 0 l A t M O O .1 ~ O ~O O .-a O O O l D O O ~ t D ~ ~ ~ ~ ~ O Q U~j O O O O ~ M N U U U U~ d' U N rl H H N N r-i ri ri U U U H ~ N H ~-I 01 ~-I '-I N ri ri ri , L J W > W U) a U ~ a N Z z J L U s w¢ ~ w ~ m p 0 = L ~ z w~ ~ =as a . ~ t /1~ u~i°~ aOadS a N c2S W o2S J M M c2f z g d ~wwww°~Q ~~2~z~ga w ~ ; ~wwww}s w~U'~ Q~~ w s ~ ~ QI J J J J^ H Q LL E K ~ ~ s O a c O O O O N~ w w m W 0 x f V W O W?j ~ ~ ~a0~ U' ~ ~n . E ~~z~o v~igw = ~ ~ j~ ~~~~~~m~ ~°mm~~o W N J Q J J J J J "'~ J J ~ H ~-" ~ ~ ~--' F-' f- ~ ~- Z ~- ~"' ~_.. O W N W W W W W W W W J J aS a as aaa as s z O ~ »> ~ O F O 0 0 O O O•W O O ~ C7 a a a O > a a > > ~ > > > > > > W J ww azzzzzz zzzz ~- w I- fww~www O D O W W W W W W W O Or D z 0 O N a 0 ~ J 0 0 0 Q~ ~~ ~ Q: ~ O~~ N O O~ J J z ~-- J J ~""~ J J J J J J ' ~n ~n /1~ l:J O W W W W O y~ y y y~ W~ W W W H H Q~ H H s H H H H N H s s s s s s s s s s ~~~ a O w O ~n ~n cn cn cn ~n ~ N ¢ Q¢¢~ ~ ~~ ~~ u' 0 0 0 0 0 O O 0=_= W O O ~ J J g z J J U' J J J J J J o LL.aaaaaaUafn(nInO~DOmUU¢¢aaawaa aaa aaa r ~ ~ r gr } } a a a. a.~ a, a's~~~~¢¢¢¢~ssQaaFS-Oaa ~}a'~~ a'~ ~~~~ O ~+ ~ a V1 fn K N N> N v1 N N v1 N v a ~ O O O O O~+ O o~ N 0 O ~ ~ _ = O O O O l ~ [L1 (n V1 l0 s 2 z If S s s S S '"~ Q ll'1 If1 L!1 V V V (n N ~ ~ ri N N r 1 I ~ J Q ` I ~ ~ U .--I ~.-~ rf ri ri .-i .--I r-I r-I r-I ri H ~-i rl rl ri rl ri ri H .-i ri r-I N N ~-i ri 'i ri N ri 'i rl L U1 ~ O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ( a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L~ I~ d' I!1 l0 n O O1 .-I N N M [h OJ O~ O ri N M t!1 lO I~ !n n W d' lf1 ~O i~ W O O ~ N ~ O N O l0 l0 l0 lD ~D l0 I~ 1~ OJ OJ CO O O rl ri r1 rl ri ri .~-I OJ OJ OJ O O O O O O .-1 rl .-i J v f~ O N N N N N N N N N N N O O O O O O O O O O O O r-I rl rl .-I .-i ri .-i r-1 .-i i ~ ~ ~ ~ i i t i t i t i i i i ~ ~ ~ i i t ~ ~ UU U v a o a¢ o ~ UUU U aaaaaaa¢aaa a¢a¢aau ~ aa¢ o ,1 .1 ,1 ,~ .-i r+ ~ .-r .-i .~ ,-i ~ .-i H .~ ,-i ,-i ,-i ~ ,-+ m o~ co co co m co m m m m co .-~ a M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M = O N m T-~ Y d ~ Q~ I U O m M ~ U ti rl ri rl ri '-I r-i .-/ ri rl ri .-~ ri ri .1 .--I .-~ ri rl ri ri rl rl .-~ .-~ ri ri .-I .-i r-I ri '-I r-I M s {/~ ~~ m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i N a m pNj O a f+' ~ O i O yl n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n U .-i r-i .--I .~ .1 H .~-~ e-I rl ri .-~ r1 ri r-I .-~ rl rl 'i ri N ri ,-i ri rl H rl rl ri ri rl N ri N 3 CO M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~~ Q i~ O C y - o m .O U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U ~ ti ,-i ti ~ ,-~ .-i a .1 ~ ,-i ti .1 .-i ti ,1 .1 ~ ~ ,1 ,1 ,-~ .1 ~ .1 .1 ~ .-i ,~ ,-~ ~ -~ -i -a m m o `- M d> CO a J , . . . fA M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M t'°o ~+ i H Q O C v fl. a N N u .~ C N f--l ..~ APPENDIX F Lot Dimensions ' ~~ ~, i ~ ~ Village Hill _ Bend , ,I_- Moser Street Subdivision ~ ~ TABLE 1 L-~ Lot Dimensions Lot No. Area Frontage ~, A2 8,436 48.54 ~ A3 5,016 46.12 A4 7,762 43.44 ~~ I A5 4,400 44.00 _J A6 7,223 44.00 A7 4,400 44.00 Ag 6,681 44.00 LLL~~~111 Ag 4,400 44.00 A10 6,145 44.00 A11 4,400 44.00 I I A12 6,806 54.00 L JJJ A13 4,400 44.00 - A14 5,995 54.00 ~ ; j A15 4,400 44.00 A16 4,284 44.00 A17 4,400 44.00 A18 3,745 44.00 A19 4,378 41.86 A20 5,369 78.91 ~f A21 12,632 173.80 IJ q22 10,507 151.31 A23 '4,500 41.30 A24 A25 4,500 4,497 45.00 45.00 A26 4,448 45.05 ' A27 21,839 191.50 ~J LJ ' rlI J ~~ U ~~ ~~ J:\N\N0592\DO 19 North Roads\DATA\lotdimensions.xls 2/12/2009