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Home My WebLink AboutEAST RIDGE 2ND FILING - FDP - FDP160006 - REPORTS - DRAINAGE REPORTFINAL DRAINAGE REPORT East Ridge Second Filing Fort Collins, Colorado Prepared for: Hartford Homes 4801 Goodman Road Timnath, Colorado 80547 Phone: (970) 674-1109 Prepared by: Galloway & Company, Inc. 3760 East 15th Street, Suite 202 Loveland, Colorado 80538 Phone: (970) 800-3300 Contact: Herman Feissner, PE Original Preparation: September 9th, 2015 Revised: November 12th, 2015 Revised: February 1st, 2016 Revised: March 23rd, 2016 1 TABLE OF CONTENTS TABLE OF CONTENTS.......................................................................................................................... 1 I. CERTIFICATIONS .......................................................................................................................... 3 II. GENERAL LOCATION AND DESCRIPTION .................................................................................. 4 III. DRAINAGE BASINS AND SUB-BASINS ........................................................................................ 7 IV. DRAINAGE DESIGN CRITERIA ..................................................................................................... 9 V. DRAINAGE FACILITY DESIGN .................................................................................................... 17 VI. EROSION AND SEDIMENT CONTROL MEASURES ................................................................... 21 VII. CONCLUSIONS ............................................................................................................................ 22 VIII. REFERENCES .............................................................................................................................. 23 APPENDIX A - REFERENCE MATERIALS VICINITY MAP NRCS SOILS MAP FEMA FIRMETTE APPENDIX B - HYDROLOGY CALCULATIONS PROPOSED COMPOSITE RUNOFF CALCULATIONS PROPOSED STANDARD FORM SF-2 TIME OF CONCENTRATION CALCULATIONS PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 2-YEAR STORM EVENT PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 100-YEAR STORM EVENT APPENDIX C - HYDRAULIC CALCULATIONS UDFCD INLET CALCULATIONS CDOT TYPE ‘R’ CURB INLET | DEPTH AND STREET CLASSIFICATION VARIES NO. 16 COMBINATION INLETS | DEPTH AND STREET CLASSIFICATION VARIES STREET CAPACITY CALCULATIONS ALLEY SECTION MINOR AND MAJOR STORM EVENTS STREET SECTIONS MINOR AND MAJOR STORM EVENTS SWALE CAPACITY CALCULATIONS STORM DRAIN SIZING CALCULATIONS Storm Drain System A Storm Drain System B Storm Drain System C Storm Drain System D Storm Drain System E Storm Drain System G Interim Outfall | Pumping System Details Outlet Protection 2 DETENTION POND SIZING (EPA SWMM 5.0) EDB AND LID SIZING CALCULATIONS APPENDIX D – SUPPORTING DOCUMENTION LAKE CANAL AGREEMENT BARKER AGREEMENT APPENDIX D – DRAINAGE MAPS DEVELOPED CONDITION DRAINAGE MAP LID EXHIBIT 3 I. CERTIFICATIONS CERTIFICATION OF ENGINEER “I hereby certify that this report for the final drainage design of East Ridge Second Filing was prepared by me (or under my direct supervision) in accordance with the provisions of the Fort Collins Stormwater Criteria Manual for the owners thereof.” ______________________________________ Herman Feissner, PE Registered Professional Engineer State Of Colorado No. 38066 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER “Hartford Homes hereby certifies that the drainage facilities for the East Ridge Second Filing shall be constructed according to the design presented in this report. We understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that the City of Fort Collins relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with City of Fort Collins guidelines, standards, or specifications. Review by the City of Fort Collins can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities.” ____________________________________ Hartford Homes Attest: ___________________________________ (Name of Responsible Party) __________________________________ Notary Public __________________________________ Authorized Signature 4 II. GENERAL LOCATION AND DESCRIPTION LOCATION East Ridge Second Filing (hereafter referred to as “the site” or “project site”) will be located southeast of the intersection of East Vine Drive and Timberline Road. It is bounded on north by the Burlington Northern Railroad and East Vine Drive; on the south by an existing gravel mining operation (i.e., Barker Property); on the east by undeveloped agricultural land; and on the west by Timberline Road and Collins Aire Park – a mobile home park. The Larimer-Weld Canal is located north of the site, and the Lake Canal is located to the south. More specifically, the site is located in the Northeast Quarter of Section 8, Township 7 North, Range 68 West in the City of Fort Collins, County of Larimer and State of Colorado. Refer to Appendix A for a Vicinity Map. DESCRIPTION OF PROPERTY The project site consists of approximately 153.29 acres. It is currently a vacant and undeveloped tract of land. The site was used for growing alfalfa. The existing grades in the north half of the site average one percent, and existing grades in the south half are steeper, averaging three percent. The existing runoff generally flows to an existing low lying wetland area in the south central region of the site. The existing low area has no natural outfall. There are no major drainage ways passing through the project site. According to the USDA NRCS Web Soil Survey, ‘Fort Collins loam, 0 to 3 percent slopes’ covers roughly two-thirds of the project site. This soil is associated with Hydrologic Soil Group (HSG) ‘C’. HSG ‘C’ soils have a slow infiltration rate when thoroughly wet, and consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. The remainder of the site consists of a mix of HSG ‘B’ and ‘C’ soils. Refer to Appendixes A and D for additional soils information. CTL | Thompson conducted a geotechnical investigation on May 16th, 2015. The results of the preliminary geotechnical investigation are summarized in Preliminary Geotechnical Investigation ` 5 East Ridge Subdivision Fort Collins, Colorado (Project No. FC06953-115 | Dated: June 19, 2015). The soils encountered across the site “generally consisted of 9½ feet of interlayered clay and sand over relatively clean sands and gravels to the depths explored. No bedrock was encountered.” For reference, Figure 1 – Locations of Exploratory Borings and Figure 2 – Summary Logs of Exploratory Borings are provided in Appendix D, Supporting Documentation. The site is situated south of the Larimer-Weld Canal and north of the Lake Canal. In the interim, the on-site detention pond will release to the Lake Canal at a rate of 5 cfs until the ultimate outfall to Dry Creek is complete. Refer to Appendix D for a copy of the previous agreement with the Lake Canal Ditch Company. The developer is finalizing a new agreement with the Lake Canal Ditch Company to release water into the Canal. We are scheduled to attend an upcoming board meeting on April 12th, 2016 and anticipate a final agreement to follow soon after. The Barker Property, which is situated south of the site, currently receives irrigation water through the No. 10 Ditch. The irrigation ditch connecting the No. 10 Ditch and the Barker property runs south from the intersection of Vine Drive and Timberline Road across the project site, just east of Timberline Road, and to the Barker Property. This infrastructure will be abandoned and replaced with a pipe along the alignment shown on sheets UT03, UT05 and UT07. In addition to providing irrigation water to the Barker Property, the proposed irrigation line will provide water for the future irrigation pond on the City of Fort Collins Neighborhood Park site. Refer to Appendix D for a copy of an Agreement dated 12/06/2002. The developer is finalizing a new agreement; it will be provided when it is finalized. East Ridge Second Filing Subdivision will be developed in several phases. During the first phase, approximately 114.73 acres (±75%) of the total project area will be developed. Subsequent phases will develop Tract A, Tract B and Tract C as multi-family, single-family attached and single-family attached, respectively. The current phase will include a mix of single-family attached, single-family alley loaded and duplex construction. The proposed residential development will surround a City of Fort Collins Neighborhood Park (Park) and wetland/natural area. We are uncertain when the Park will develop. ` 6 During the water quality storm event, excess surface runoff captured by on-site storm drainage infrastructure will flow into one of several stormwater quality features surrounding the on-site detention pond. The stormwater quality features include: two Extended Detention Basins (EDB), Grass Buffers (GB), a Grass Swale (GS) and two Sand Filters (SF). During the minor (i.e., 2-year) and major (i.e., 100-year) storm events, runoff volume in excess of the water quality event will drain into the on-site detention pond. In the interim, a pumping system will move water from the detention pond to the Lake Canal Ditch at a maximum rate of 5cfs. The permanent outfall will drain west and south to Dry Creek. ` 7 III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION The project site is located in the Cooper Slough/Boxelder drainage basins. According to the City of Fort Collins website (http://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/boxelder-creek-cooper- slough), these basins “encompass 265 square miles, beginning north of the Colorado/Wyoming border and extend southward into east Fort Collins, where they end at the Cache la Poudre River. The basins are primarily characterized by farmland with isolated areas of mixed-use residential development and limited commercial development.” The basin hydrology was studied as part of the Boxelder Creek/Cooper Slough watershed by the City of Fort Collins and Larimer County in 1981 and 2002. In addition, a drainage master plan was prepared for the portion of the basin owned by Anheuser-Busch, Inc. in 1984 in conjunction with development of the brewery site. The 2003 update to the City of Fort Collins stormwater master plans adopted improvements for the Lower Cooper Slough Basin and identified the need for the Upper Cooper Slough as an area to be further studied. A previous final drainage report for the site, Final Drainage Report for East Ridge Second Filing Subdivision (dated: May 6, 2008), which was prepared TST, Inc. Consulting Engineers (TST), described off-site flows of 247 cfs (Larimer-Weld Canal) from a future diversion in the Upper Cooper Slough Basin. At a meeting on January 4, 2016 with the City of Fort Collins Stormwater Utility Staff, we confirmed that, because of new information and changes that will be made to the Upper Cooper Slough Master Plan, the spill from the Larimer-Weld Canal will be reduced to 0 cfs. Therefore, no off-site flow originating from the Larimer-Weld Canal was accounted for in this final drainage study. The project site is shown on FEMA Map Numbers 08069C0982F and 080690982H (refer to Appendix A for FEMA Firmettes). Neither map shows the project impacted by an existing floodplain/floodway. Refer to Appendix A for a copy of each Firmette. SUB- BASIN DESCRIPTION At the sub-basin level, a ±1.5 acre off-site area along the length of the north property line should have a negligible impact on the developed drainage design. This area spans the length ` 8 of the north property line and is comprised of native vegetation and coarse aggregate typical of a railroad grade. We do not expect this area to develop in the future. ` 9 IV. DRAINAGE DESIGN CRITERIA REGULATIONS This final drainage design presented herein is prepared in accordance with the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual (i.e., Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 [Manual]). Together, the requirements are referred to as the Fort Collins Stormwater Criteria Manual [FCSCM]. DIRECTLY CONNECTED IMPERVIOUS AREA (DCIA) We developed a strategy for implementing ‘The Four-Step Process’ for stormwater quality management. Each step is listed below along with a brief narrative describing the implementation strategy. Refer to Appendix C for the LID and EDB sizing calculations and Appendix for the LID Exhibit. The exhibit shows the location, type of each stormwater quality strategy, water surface limits, and tributary area. The following table, which is included on the LID Exhibit, summarizes basic information about each Stormwater quality strategy. The bold number preceding each strategy keys to its location on the LID Exhibit. Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. Volume Release Rate acres ac-ft cfs 1 - Grass Swale (GS) A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 - Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 4933.96 0.75 N/A 3 - Extended Detention Basin (EDB) C and D Basins 23.74 4930.99 0.61 40-Hour Drain Time 4 - Extended Detention Basin (EDB) G and H Basins (Includes: Fut- G, Fut-H and Fut-TL2) 30.61 4931.59 0.94 40-Hour Drain Time 5 - Sand Filter (SF) I Basins (Includes Fut-I and Fut-TL3) 14.28 4930.36 0.33 N/A 6 - Grass Buffer LID feature for Neighborhood Park future parking lot and impervious area around perimeter 21.31 N/A N/A N/A 7 - Detention Pond | 2-Year Site 153.29 4929.17 2.57 5 7 - Detention Pond | 100-Year Site 153.29 4935.88 35.77 5 Step 1 - Employ runoff reduction practices Three different Stormwater quality strategies were designed with Step 1 in mind. Developed runoff from the A series of basins and future developed runoff from Fut-A will flow through a ` 10 Grass Swale (GS) before entering the on-site detention facility. The UDFCD defines a Grass Swale as “Densely vegetated drainage way with low-pitched side slopes that collects and slowly conveys runoff. The design of the longitudinal slope and cross-section size forces the flow to be slow and shallow, thereby facilitating sedimentation while limiting erosion.” The proposed grass swale has low longitudinal and side slopes and a wide flat bottom (e.g., 0.25%, 5:1 and 30’, respectively). It is designed to convey 2-year storm event runoff in a slow (i.e., <1 ft/sec) and shallow manner (i.e., normal depth <1 foot). This design encourages settling and infiltration. Refer to Appendix C and sheet DT04 for additional design and construction details. Developed runoff from the B, E and F basins and future developed runoff from Fut-B will drain into a Sand Filter (SF). Likewise, developed runoff from the I basins and future developed runoff from Fut-I1, Fut-I2 and Fut-TL3 (portion of future Timberline Road alignment) will drain into a Sand Filter (SF). The UDFCD defines a Sand Filter as “A stormwater quality BMP consisting of a sand bed and underdrain system. Above the vegetated sand bed is an extended detention basin sized to capture the WQCV. A Sand Filter extended detention basin provides pollutant removal through settling and filtering and is generally suited to off-line, on- site configurations where there is no base flow and the sediment load is relatively low.” Refer to Appendix C and sheet DT04 for additional design and construction details. During storm event that exceed the water quality event, the sand filters are designed to fill to the design volume and spill excess runoff into the detention pond. The incoming runoff will spill through a weir designed to pass the 100-year incoming flows at a flow depth of 0.5’. The downstream face of each spillway will be protected with North American Green (NAG) C125BN. This Rolled Erosion Control Product (RECP) is a biodegradable jute top net/coconut fiber/jute bottom net with a longevity of 24 months. The spillway and downstream protection are designed assuming that 100-year developed runoff is entering the sand filter and passing through the respective LID/EDB weir with the downstream spillway slope exposed because the water surface elevation in the detention pond has not reached the weir elevation. Developed runoff from the lots (B-lot grading configuration) situated in the Wtlnd basin is designed to flow through a Grass Buffer (GB). These lots flank the east and west sides of the basin. The UDFCD defines a Grass Buffer as a “Uniformly graded and densely vegetated ` 11 area, typically turf grass. This BMP requires sheet flow to promote filtration, infiltration and settling to reduce pollutants.” The maximum cross slope should not exceed 10%. We anticipate that the future development within the Neighborhood Park will include a paved parking area. Parking lots are ideally suited for Grass Buffer strips. In a traditional design, runoff sheet flows to curb and gutter which collects the runoff and directs it to an inlet. An alternative design involves providing curb cuts or a zero inch curb face along the downstream edge of the parking lot. The grass buffer strip, which is adjacent to the down gradient edge of the parking lot, receives the excess surface runoff. The following table is a summary of the proposed impervious area associated with current and future development. It breaks down the total area treated by an EDB or an LID feature. Description Area acres Proposed Imperviousness % Newly Added Impervious Area acres Area Treated Using LID Area Treated Using EDB Neighborhood Park/Detention Area 21.3 ~13% 2.80 Current Developed Area 94.8 ~67% 63.2 Future Developed Area 37.2 ~77% 28.7 Total 153.3 Total 94.7 55.0 39.7 Of the newly added impervious area, 55.0 acres are tributary to an LID feature and 39.7 acres are tributary to an Extended Detention Basin (EDB). The LID requirement for this site is as follows: 50% of any newly developed area is required to be treated using LID, and 25% of any drivable surface is required to be permeable pavement (minimum paver area is 1000 square feet). Since this project is predominantly single-family residential with public alleys servicing most areas, the 25% paver obligation is not required. For the areas that are single-family attached units that are serviced by private alley/driveways, the 25% paver obligation won’t be required in those areas either. The distinction is that pavers typically required for single-family attached or multi-family dwelling units that are fronted by a parking lot configuration. Since there are no parking lots or banked parking areas greater than 100 square feet at the project site, the paver obligation is not required. Referring to the above table, the percentage of newly developed area (i.e., added impervious area per Ordinance No. 152, 2012) treated using an LID is 58% (55.0/94.7). ` 12 Step 2 - Implement BMPs that provide a Water Quality Capture Volume (WQCV) The developed runoff from the C and D basins will drain into an Extended Detention Basin (EDB). The UDFCD defines an Extended Detention Basin as “An engineered basin with an outlet structure designed to slowly release urban runoff over an extended time period to provide water quality benefits and control peak flows for frequently occurring storm events. The basins are sometimes called "dry ponds" because they are designed not to have a significant permanent pool of water remaining between storm runoff events. Outlet structures for extended detention basins are sized to control more frequently occurring storm events.” The developed runoff from the G and H basins as well as and future developed runoff from Fut-G, Fut-H and Fut-TL3 (portion of future Timberline Road alignment) will drain into an Extended Detention Basin (EDB). During storm event that exceed the water quality event, the extended detention basins are designed to fill to the design volume and spill excess runoff into the detention pond. The incoming runoff will spill through a weir designed to pass the 100-year incoming flows at a flow depth of 0.5’. The downstream face of each spillway will be protected with a Rolled Erosion Control Product (RECP) from Tensar | North American Green. The spillway and downstream protection are designed assuming that 100-year developed runoff is entering the extended detention basin and the water surface elevation in the detention pond has not reached the spillway crest. Step 3 - Stabilize drainageways Planting within the grass swale will stabilize the drainage way and prevent erosion during storm events exceeding the 2-year recurrence level. Additionally, measures will be implemented to protect the Lake Canal receiving outflow from the on-site detention pond. Step 4 - Implement site specific and other source control BMPS Site specific considerations such as material storage and other site operations are addressed in the Stormwater Management Plan (SWMP). ` 13 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The project site has no natural outfall. The interim solution involves pumping water from the on-site detention pond, at a maximum rate of 5 cfs, into the Lake Canal. The developer is working with the Lake Canal Ditch Company to finalize a new agreement to release into the Lake Canal. We are working with a pump design consultant on design that meets the City of Fort Collins requirements for pump system redundancy in a retention pond. On January 5th, 2016 we met with the City of Fort Collins Stormwater Utility to discuss a design for the permanent outfall. At a high level this system will drain west to the west side of Timberline Road, which it will follow south, and outfall into Dry Creek. HYDROLOGICAL CRITERIA For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). The Rational Method was used to estimate the peak flow at each design point. Routing calculations (i.e., time attenuation) that aggregate the basins draining to a specific design point are include in the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (Tc) A = area, acres ` 14 The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table RA-7 and Table RA-8 (refer to Appendix B). The 2-year and 100-year storm events serve as the basis for the drainage system design. The 2-year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance during any given year. The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2- year recurrence interval storm event with minimal disruption to the urban environment. The 100-year drainage system, as a minimum, must be designed to convey runoff from the 100- year recurrence interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and services. The project site is greater than 20 acres therefore EPA SWMM 5.0 was used to estimate the 2- year and 100-year detention storage requirements. Various input parameters were provided by Table RO-13 and Table RO-14. The interim detention discharge is 5 cfs. HYDRAULIC CRITERIA The on-site excess developed runoff within each tributary area begins its journey to one of the stormwater quality features and, ultimately, the on-site detention pond as overland flow from residential lot areas (i.e., roof area, concrete hardscape and landscaping). Runoff then flows from the lots to the adjoining street section. From here, the Stormwater combines with runoff in a downstream basin or is intercepted by a sump Type ‘R’ curb inlets. These inlets discharge to one of the on-site storm drain systems. There are six on-site storm drain systems: A, B, C, D, E and G. Storm Drain System (SDS) A discharges to a Sand Filter (SF); SDS B discharges to an Extended Detention Basin (EDB); SDS C to a Grass Swale (GS); SDSs D and G to a Sand Filter (SF) and SDS E to an Extended Detention Basin (EDB). ` 15 Street Capacity Analysis The maximum encroachment for gutter flow, within the respective street sections and during the minor storm (Q2) event was, used to establish the street capacity for. The maximum pavement encroachment standards presented below in Table ST-2. For example, the minor storm flows within local streets cannot overtop the curb (dmax=0.395’ w/Drive-over C&G) or the crown of the street. During the major storm event (Q100), the street capacities were estimated based on the maximum street encroachment standards presented below in Table ST-3. As an example, the depth of water, for local streets, cannot six-(6) inches at the street crown. Street capacity calculations for four-(4) different proposed ½ street sections and a range of longitudinal grades are presented in Appendix C. · Alley (Local) · Mixed Drive-Over 15’ CL to FL (Local) and Vertical C&G 15’ CL to FL (Local) · Vertical C&G 18’ CL to FL (Local) · Vertical C&G 25’ CL to FL (Collector) Table ST-2 - Pavement Encroachment Standards for the Minor Storm Street Classification Maximum Encroachment Local No curb overtopping. Flow may spread to crown of street. Collector No curb overtopping. Flow spread must leave at least one lane free of water. Table ST-3 - Street Inundation Standards for the Major (i.e., 100-Year) Storm Street Classification Maximum Depth and Inundated Area Local and Collector The depth of water must not exceed the bottom of the gutter at the median to allow operation of emergency vehicles, the depth of water over the gutter flow line shall not exceed twelve-(12) inches, and the flow must be contained within the right-of- way or easements paralleling the right-of-way. The most restrictive of the three criteria shall govern. ` 16 Table ST-4 – Allowable Cross-Street Flow Street Classification Initial Storm Flow Major (100-Year) Storm Flow Local 6 inches of depth in cross pan. 18 inches of depth above gutter flow line. Collector Where cross pans allowed, depth of flow should not exceed 6 inches. 12 inches of depth above gutter flow line. The minor storm event street capacity calculations were estimated with the Modified Manning Equation and Excel. The major storm event street capacity calculations were completed using Bentley FlowMaster. Refer to Appendix C for the alley and street capacity calculations. Inlet Capacity Analysis CDOT Type ‘R’ inlets are proposed throughout the project for removing excess developed runoff from the right-of-way. All but one inlet (i.e., DP I1) is in a sump. The minor and major storm event inlet capacities were estimated with UD-Inlet_v3.14. The street section geometry and storm event encroachment limits (i.e., street classification) established the maximum allowable ponding depth. We determined the inlet length using the rational method flows at the respective design point and the maximum allowable ponding depth. Appendix C includes capacity calculations for proposed Type ‘R’ curb inlets, which range in length from 5’ to 20’. The design calculations included in Appendix C are based on the more conservative ponding depths (i.e., encroachment of gutter flow) associated with the drive-over curb and gutter. Storm Drain Capacity Analysis The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. This software routes flows through each system by looking at the longest upstream tc at the manhole, calculating the intensity and multiplying it by the upstream CA. Detailed output for each storm drain system analysis is included in Appendix C. ` 17 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT This final design presents the detailed design of system for collecting and conveying developed runoff from current and future development at East Ridge Second Filing to the Stormwater quality features and the on-site detention pond. The existing site runoff drains to an existing wetland area in the south central region of the project site. The wetland area has no natural outfall. The proposed design matches this existing drainage pattern and includes the development of an interim outfall and plans for a permanent outfall. Typically, the on-site excess developed runoff will travel overland from residential lot areas into the adjacent right-of-way. Most of the residential lots drain to a 15’ CL to FL section with either drive-over or vertical curb and gutter. The street section conveys developed runoff to sump Type ‘R’ curb inlets. These inlets discharge to one of several the on-site storm drain systems which then discharge into a Grass Swale (LID), Sand Filters (SF) or Extended Detention Basins (EDBs), and ultimately, the on-site detention pond. SPECIFIC DETAILS On-Site Detention Pond The proposed on-site detention pond was sized using EPA SWMM5.0. The width parameter was adjusted to target unit release rate from each of the tributary areas consistent with the development and timing of runoff. Two models are included in Appendix C. The first considers runoff from the 2-year storm event and was used to estimate the 2-year storage volume (2.56 ac-ft) and water surface elevation (4929.17). This model demonstrates that the stormwater quality features function as intended during the minor storm event and do not diminish the functionality of the stormwater quality features (e.g., water wasn’t ponding back in the Grass Swale). The second model was used to estimate the 100-year storage volume (35.8 ac-ft) and water surface elevation (4935.88). In the interim, until the temporary outfall is replaced, sufficient ` 18 volume is provided in the on-site detention pond to store 2x the 100-year storage volume (71.5 ac-ft | WSEL: 4939.81) In the interim, there is no passive outfall from the detention pond. In the future, an outfall will be constructed that will receive flows from this pond. In the interim, the on-site detention pond will function as a retention facility. Since the retention facility is expected to be temporary, the City of Fort Collins requires that it be sized to capture two times the two hour 100-year storm plus one foot of freeboard. The interim design releases flows to the south at 5 cfs (2250 gpm) into the Lake Canal. Refer to Appendix D for a copy of the release agreement. The proposed 10’ x 20’ x 8.5’ concrete vault will house 3 pumps. The first would be a small maintenance pump that would handle up to 500 gpm flows and operate strictly on a float switch and would just be an on/off operation. The storage of the vault, approximately 9,000 gallons, would allow the pump to run at least 20 minutes at a time to minimize the starts per day on the motor. The second pump would pump up to 2250 gpm and would have a water level transducer set at the top of the vault. If the small maintenance pump couldn’t keep up anymore and water started to back up into the detention pond, then the larger pump would start and operate on a VFD adjusting the output flow between 500 gpm and 2250 gpm based on the level of water in the pond. The third pump would be a backup in case the 2nd pump fails. The two larger pumps would operate on a duplex system, alternating the operation between starts to keep them in running order and allow us to see if one fails so it can be repaired. A WaterTronics control system will have two separate VFD’s in one panel enclosure and an alternating relay to swap which VFD/pump is running. A level transducer will control when the pumps run (settings between high and low levels in the tank). It will include two relays in the panel for float switches – one for high level shutdown in the ditch and one for relay reset when the level returns to “normal”. Split Swale The split swale receives flow from SDS B and SDS C. Our design is intended to split flow, during the water quality storm event (up to and including the minor storm event), from two different tributary areas: the A and Fut-A Basins and the G, H, Fut-G1, Fut-G2 and Fut-H ` 19 Basins. During the water quality storm event, excess runoff must flow from each tributary area into a unique stormwater quality feature. Specifically, the A Basins flow into a Grass Swale (GS) and the G and H Basins flow into an Extended Detention Basin (EDB). The split swale accomplishes this with a 1.5’ tall berm. The capacity on either side of the berm matches the minor storm event slow from each tributary area. During the major storm event, sufficient capacity exists in the swale to convey fully developed flows entering from SDS B and SDS C with one foot of freeboard. A Basins These basins comprise approximately 21.92 acres. This area includes the north area (Tract B) set aside for future single-family attached development. The developed runoff within these basins drains into Storm Drain System C (SDS C). The system will discharge into a Grass Swale (GS) before entering the detention pond. In particular, the downstream end of the system discharges into a swale that is graded to keep 2-year flows from the A Basins and the G and H Basins separate (see above). B, E and F Basins These basins comprise approximately 37.46 acres. This area includes the north area set aside for future single-family attached (Tract D). The developed runoff within the B and F Basins drains into Storm Drain System D (SDS D). The developed runoff from the E Basins drains into Storm Drain System G (SDS G). The storm drain systems outfall into a Sand Filter (SF) before entering the detention pond. C and D Basins These basins comprise approximately 23.74 acres. The developed runoff within these basins drains to Storm Drain System E (SDS E). The system will discharge to an Extended Detention Basin (EDB) before entering the detention pond. G, H, Fut-G1, Fut-G2 and Fut-H Basins + Fut-TL2 These basins comprise approximately 30.61 acres. This area includes the area set aside for future single-family attached (Tract E) and multi-family (Tract A) development. The developed runoff within these basins drains into Storm Drain System B (SDS B). This system will discharge into an Extended Detention Basin (EDB) before entering the detention pond. In the ` 20 interim, runoff from the future developed areas was accounted for in the EDB design. These future areas are planned to be multi-family and/or commercial and will need to follow LID criteria. In particular, no less than 50% of any newly added impervious area must be treated using one or a combination of LID techniques, and no less than 25% of any newly added pavement areas must be treated using a permeable pavement technology. I, Fut-I Basins + Fut-TL3 These basins comprise approximately 14.28 acres. The developed runoff within these basins drains to Storm Drain System A (SDS A). The system will discharge to a Sand Filter (SF) before entering the detention pond. J, Fut-TL1 and Fut-TL4 The J Basins will remain largely undeveloped. The Fut-TL1 and Fut-TL4 Basins are a part of the development that will occur when Timberline Road is widened. It is unlikely the developed runoff from these basins will flow to on-site storm infrastructure. ` 21 VI. EROSION AND SEDIMENT CONTROL MEASURES A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) was prepared and is presented under separate cover. It identifies the Best Management Practices (BMPs) which, when implemented, will meet the requirements of the General Permit. ` 22 VII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this final drainage report for East Ridge Second Filing has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. VARIANCES No variances are being requested with the proposed improvements described herein. DRAINAGE CONCEPT The proposed East Ridge Second Filing storm drainage improvements should provide adequate protection for the developed site. The proposed drainage design for the site should not negatively impact the existing downstream storm drainage system. ` 23 VII. REFERENCES 1. Fort Collins Stormwater Criteria Manual (Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3), prepared by City of Fort Collins. 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, dated June 2001 (revised April 2008), and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and revised November 2010. ` APPENDIX A REFERENCE MATERIAL ` VICINITY MAP Vicinity Map - East Ridge Second Filing Not to Scale Larimer-Weld Canal Lake Canal East Ridge Second Filing Project Site Barker Property ` NRCS SOILS MAP Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 1 of 4 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 4492900 4493000 4493100 4493200 4493300 4493400 4493500 4493600 4493700 4493800 4493900 4494000 4494100 497500 497600 497700 497800 497900 498000 498100 498200 498300 497500 497600 497700 497800 497900 498000 498100 498200 498300 40° 35' 52'' N 105° 1' 49'' W 40° 35' 52'' N 105° 1' 8'' W 40° 35' 10'' N 105° 1' 49'' W 40° 35' 10'' N 105° 1' 8'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,220 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 5 Aquepts, loamy A/D 11.7 6.4% 7 Ascalon sandy loam, 0 to 3 percent slopes B 5.8 3.2% 34 Fort Collins loam, 0 to 1 percent slopes B 6.0 3.3% 35 Fort Collins loam, 0 to 3 percent slopes C 109.7 60.3% 42 Gravel pits A 10.8 5.9% 53 Kim loam, 1 to 3 percent slopes B 17.2 9.5% 73 Nunn clay loam, 0 to 1 percent slopes C 6.8 3.7% 74 Nunn clay loam, 1 to 3 percent slopes C 6.4 3.5% 94 Satanta loam, 0 to 1 percent slopes B 0.1 0.0% 102 Stoneham loam, 3 to 5 percent slopes B 7.3 4.0% Totals for Area of Interest 181.8 100.0% Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado East Ridge Subdivision Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 4 of 4 ` FEMA FIRMETTE ` APPENDIX B HYDROLOGY CALCULATIONS ` PROPOSED COMPOSITE RUNOFF COEFFICIENTS 41 Table RO-11 Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled Asphalt 0.8 Lawns, Sandy Soil: Flat <2% 0.1 Average 2 to 7% 0.15 Steep >7% 0.2 Lawns, Heavy Soil: Flat <2% 0.2 Average 2 to 7% 0.25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 2.9 Composite Runoff Coefficient Drainage sub-basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub-basin. The composite runoff coefficient is obtained using the following formula: ( ) t n i i i A C A C ∑ = = 1 * (RO-8) Where: C = Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (Ai) Ai = Area of Surface with Runoff Coefficient of Ci, acres or feet2 n = Number of different surfaces to be considered At = Total Area over which C is applicable, acres or feet2 (5) A new Section 2.10 is added, to read as follows: 42 2.10 Runoff Coefficient Adjustment for Infrequent Storms The runoff coefficients provided in tables RO-10 and RO-11 are appropriate for use with the 2-year storm event. For storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapo-transpiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. These frequency adjustment factors are found in Table RO-12. Table RO-12 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period (years) Frequency Factor Cf 2 to 10 11 to 25 26 to 50 51 to 100 1.00 1.10 1.20 1.25 Note: The product of C times Cf cannot exceed the value of 1, in the cases where it does a value of 1 must be used (6) Section 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. (8) Section 3.3 is deleted in its entirety. (9) A new Section 4.3 is added, to read as follows: 4.3 Computer Modeling Practices (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users’ Manual for appropriate modeling methodology, practices and development. The Users’ Manual can be found on the Environmental Protection Agency (EPA) website (http://www.epa.gov/ednnrmrl/models/swmm/index.htm). (c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations. 4.3.1 Surface Storage, Resistance Factors, and Infiltration Table RO-13 provides values for surface storage for pervious and impervious surfaces and the infiltration rates to be used with SWMM. Table RO-13 also lists the appropriate infiltration decay rate, zero detention depth and resistance factors, or Manning’s “n” values, for pervious and impervious surfaces to be used for SWMM modeling in the city of Fort Collins. Subdivision: East Ridge Second Filing Project Name: East Ridge Second Filing Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog INPUT User Input Date: 3/21/16 INPUT User Input Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95% 5% 62.5% 70% 75% 80% A1 0.69 95 0.39 54 20 0.30 9 0 0.00 0 0.62 A2 0.69 95 0.23 32 20 0.05 2 60 0.41 35 0.69 A3 1.45 95 0.37 24 20 0.09 1 60 0.99 41 0.67 A2+A3 2.13 95 0.60 27 20 0.14 1 60 1.40 39 0.67 A4 2.11 95 0.51 23 20 0.12 1 60 1.48 42 0.66 A5 1.96 95 0.52 25 20 0.12 1 60 1.33 41 0.67 A4+A5 4.07 95 1.03 24 20 0.24 1 60 2.80 41 0.66 A6 2.16 95 0.43 19 20 0.25 2 60 1.48 41 0.62 A7 0.99 95 0.21 20 20 0.05 1 60 0.73 44 0.65 A8 2.29 95 0.45 19 20 0.34 3 60 1.50 39 0.61 A7+A8 3.28 95 0.66 19 20 0.39 2 60 2.22 41 0.62 A9 0.30 95 0.14 43 20 0.04 3 67 0.12 27 0.73 A10 1.31 95 0.42 30 20 0.09 1 67 0.80 41 0.73 A11 1.08 95 0.28 24 20 0.02 0 67 0.79 49 0.73 A12 0.94 95 0.29 29 20 0.07 1 67 0.59 42 0.72 A13 0.98 95 0.50 48 20 0.19 4 70 0.29 21 0.73 ΣA 16.95 B1 0.82 95 0.46 54 20 0.36 9 0 0.00 0 0.62 B2 2.56 95 0.47 18 20 0.25 2 60 1.84 43 0.63 B3 2.73 95 0.47 16 20 0.22 2 60 2.04 45 0.63 B4 2.16 95 0.43 19 20 0.20 2 60 1.53 42 0.63 B5 1.35 95 0.42 29 20 0.09 1 60 0.84 37 0.68 B6 2.39 95 0.51 20 20 0.21 2 60 1.67 42 0.64 B7 1.06 95 0.22 20 20 0.11 2 60 0.72 41 0.63 B8 1.39 95 0.35 24 20 0.14 2 60 0.90 39 0.65 B9 1.34 95 0.25 18 20 0.09 1 60 1.00 45 0.64 B10 1.81 95 0.41 22 20 0.13 1 60 1.27 42 0.65 B11 0.92 95 0.28 29 20 0.10 2 67 0.54 40 0.71 B12 1.14 95 0.25 21 20 0.04 1 67 0.85 50 0.71 B13 1.43 95 0.39 26 20 0.16 2 60 0.89 37 0.65 B14 1.18 95 0.28 22 20 0.06 1 60 0.84 43 0.66 Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Lots (e.g., Single-Family, Alley Loaded) Runoff Coefficient COMPOSITE RUNOFF COEFFICIENTS Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) HFHLV0001.01 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 1 of 4 3/21/2016 95% 5% 62.5% 70% 75% 80% Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Lots (e.g., Single-Family, Alley Loaded) Runoff Coefficient Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) B15 0.95 95 0.35 35 20 0.07 1 67 0.53 38 0.74 B14+B15 2.13 95 0.62 28 20 0.13 1 63 1.37 40 0.70 B16 1.00 95 0.38 36 20 0.07 1 67 0.55 37 0.74 B5+B13+B16 3.79 95 1.19 30 20 0.32 2 62 2.28 37 0.69 B5+B13 thru B16 5.92 95 1.81 29 20 0.46 2 62 3.65 38 0.69 B17 1.08 95 0.30 26 20 0.13 2 67 0.65 40 0.69 B5+B13 thru B17 7.00 95 2.11 29 20 0.59 2 63 4.30 39 0.69 B18 0.38 95 0.29 72 20 0.09 5 0 0.00 0 0.77 ΣB 25.69 C1 1.39 95 0.34 23 20 0.08 1 60 0.98 42 0.66 C2 1.25 95 0.28 21 20 0.07 1 60 0.90 43 0.66 C1+C2 2.64 95 0.62 22 20 0.15 1 60 1.88 43 0.66 C3 1.53 95 0.39 24 20 0.09 1 60 1.05 41 0.67 C1 thru C3 4.18 95 1.01 23 20 0.24 1 60 2.93 42 0.66 C4 0.68 95 0.17 24 20 0.04 1 67 0.47 46 0.71 C5 0.69 95 0.27 38 20 0.02 0 67 0.40 39 0.77 C6 1.02 95 0.34 31 20 0.08 2 67 0.60 39 0.72 C5+C6 1.71 95 0.61 34 20 0.10 1 67 1.00 39 0.74 C7 0.73 95 0.28 37 20 0.05 1 67 0.40 36 0.75 C5 thru C7 2.45 95 0.89 35 20 0.15 1 67 1.40 38 0.74 C8 1.01 95 0.38 36 20 0.13 3 67 0.50 33 0.71 C9 1.09 95 0.24 21 20 0.07 1 67 0.78 48 0.70 C10 1.44 95 0.43 29 20 0.16 2 67 0.84 39 0.70 C11 1.41 95 0.26 17 20 0.14 2 60 1.01 43 0.62 C12 1.92 95 0.46 23 20 0.18 2 60 1.28 40 0.65 C13 1.58 95 0.29 18 20 0.15 2 60 1.15 43 0.63 C14 1.75 95 0.30 16 20 0.14 2 60 1.31 45 0.63 C15 1.04 95 0.29 26 20 0.11 2 60 0.64 37 0.66 C16 0.87 95 0.62 68 20 0.25 6 60 0.00 0 0.73 C17 1.06 95 0.45 40 20 0.15 3 60 0.46 26 0.69 C18 1.77 95 0.22 12 20 0.71 8 60 0.84 28 0.48 ΣC 22.26 D1 0.95 95 0.31 31 20 0.08 2 60 0.56 36 0.68 D2 0.54 95 0.15 26 20 0.20 7 60 0.19 21 0.55 ΣD 1.49 E1 0.92 95 0.22 22 20 0.05 1 60 0.66 43 0.66 E2 0.96 95 0.22 22 20 0.06 1 60 0.69 43 0.66 E1+E2 1.88 95 0.43 22 20 0.11 1 60 1.34 43 0.66 E3 0.53 95 0.18 32 20 0.03 1 60 0.32 36 0.69 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 2 of 4 3/21/2016 95% 5% 62.5% 70% 75% 80% Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Lots (e.g., Single-Family, Alley Loaded) Runoff Coefficient Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) ΣE 2.41 F1 0.66 95 0.24 34 20 0.06 2 67 0.36 37 0.73 F2 1.08 95 0.28 24 20 0.03 1 67 0.77 48 0.73 F3 0.69 95 0.18 25 20 0.05 2 67 0.45 44 0.71 F4 1.03 95 0.21 20 20 0.05 1 60 0.76 44 0.65 F1 thru F4 3.46 95 0.91 25 20 0.20 1 67 2.35 46 0.72 F5 0.29 95 0.18 58 20 0.05 4 67 0.06 13 0.76 ΣF 3.75 G1 0.57 95 0.41 69 20 0.16 6 60 0.00 0 0.74 G2 1.54 95 0.36 22 20 0.09 1 60 1.09 43 0.66 G3 1.21 95 0.43 34 20 0.07 1 67 0.71 39 0.74 G2+G3 2.74 95 0.79 27 20 0.16 1 63 1.80 41 0.70 G4 1.01 95 0.35 33 20 0.07 1 67 0.59 39 0.73 G1+G4 1.58 95 0.76 46 20 0.23 3 67 0.59 25 0.74 G5 1.77 95 0.80 43 20 0.27 3 67 0.70 27 0.73 G1 thru G5 6.09 95 2.36 37 20 0.65 2 65 3.09 33 0.72 G6 0.49 95 0.41 79 20 0.08 3 60 0.00 0 0.83 G7 0.82 95 0.37 43 20 0.23 6 70 0.22 19 0.67 G6+G7 1.31 95 0.78 57 20 0.31 5 70 0.22 12 0.73 ΣG 7.40 H1 0.42 95 0.34 77 20 0.08 4 70 0.00 0 0.81 H2 1.33 95 0.48 34 20 0.09 1 70 0.76 40 0.76 H3 0.92 95 0.26 27 20 0.00 0 70 0.65 50 0.77 H4 1.42 95 0.51 34 20 0.10 1 70 0.82 40 0.76 H5 0.62 95 0.34 52 20 0.07 2 70 0.21 24 0.78 H6 1.91 95 0.42 21 20 0.07 1 70 1.42 52 0.74 ΣH 6.63 I1 1.64 95 0.26 15 20 0.04 1 70 1.33 57 0.73 I2 1.04 95 0.60 55 20 0.14 3 70 0.29 20 0.78 I3 0.10 95 0.08 77 20 0.02 4 70 0.00 0 0.81 I4 0.17 95 0.14 77 20 0.03 4 70 0.00 0 0.80 I5 0.17 95 0.14 77 20 0.03 4 70 0.00 0 0.80 I6 0.74 95 0.33 43 20 0.08 2 70 0.32 31 0.76 I2+I6 1.77 95 0.94 50 20 0.22 2 70 0.62 24 0.77 I7 0.10 95 0.09 81 20 0.02 3 70 0.00 0 0.84 I3+I7 0.21 95 0.17 79 20 0.04 3 70 0.00 0 0.82 I8 0.86 95 0.38 42 20 0.14 3 70 0.34 28 0.73 I9 0.12 95 0.08 65 20 0.04 6 70 0.00 0 0.71 I10 1.75 95 0.37 20 20 0.09 1 70 1.29 52 0.73 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 3 of 4 3/21/2016 95% 5% 62.5% 70% 75% 80% Area Weighted Basin ID Total Area (ac) Runoff C2 Coefficient Area (ac) Lots (e.g., Single-Family, Alley Loaded) Runoff Coefficient Area (ac) Area Weighted Asphalt + Concrete Walks Lawns, Heavy Soil: Flat <2% Area Weighted Runoff Coefficient Area (ac) ΣI 6.67 J1 0.48 95 0.00 0 20 0.48 20 70 0.00 0 0.20 J2 0.41 95 0.00 0 20 0.41 20 70 0.00 0 0.20 J3 0.67 95 0.00 0 20 0.67 20 70 0.00 0 0.20 ΣJ 1.55 Wetland 21.31 95 0.33 1 20 18.95 18 60 2.02 6 0.25 ΣCentral Area 21.31 Fut-A 4.98 0.80 Fut-B 5.61 0.80 Fut-G1 8.05 0.85 Fut-G2 2.43 0.90 Fut-H 4.51 0.80 Fut-I1 4.23 0.80 Fut-I2 1.81 0.80 Fut-TL1 2.13 0.90 Fut-TL2 1.59 0.90 Fut-TL3 1.57 0.90 Fut-TL4 0.28 0.90 ΣFuture Dev. 37.19 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 4 of 4 3/21/2016 ` PROPOSED STANDARD FORM SF-2 TIME OF CONCENTRATION CALCULATIONS Subdivision: East Ridge Second Filing Project Name: East Ridge Second Filing Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog Date: 3/21/16 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) A1 0.69 C 0.62 0.62 0.78 15 2.00 2.7 1.8 573 0.75 20 1.7 5.5 8.2 7.3 588 13.3 8.2 7.3 A2 0.69 C 0.69 0.69 0.86 111 2.00 6.5 3.8 234 0.95 20 1.9 2.0 8.5 5.8 345 11.9 8.5 5.8 A3 1.45 C 0.67 0.67 0.83 101 2.00 6.5 4.0 486 0.75 20 1.7 4.7 11.2 8.7 587 13.3 11.2 8.7 A2+A3 2.13 C 0.67 0.67 0.84 6.5 4.0 486 0.75 20 1.7 4.7 11.2 8.7 486 12.7 11.2 8.7 A4 2.11 C 0.66 0.66 0.83 101 2.00 6.5 4.1 641 0.85 20 1.8 5.8 12.3 9.9 742 14.1 12.3 9.9 A5 1.96 C 0.67 0.67 0.84 101 2.00 6.4 4.0 708 0.80 20 1.8 6.6 13.0 10.5 809 14.5 13.0 10.5 A4+A5 4.07 C 0.66 0.66 0.83 6.4 4.0 708 0.80 20 1.8 6.6 13.0 10.6 708 13.9 13.0 10.6 A6 2.16 C 0.62 0.62 0.78 111 2.00 7.5 5.0 478 0.80 20 1.8 4.5 11.9 9.5 589 13.3 11.9 9.5 A7 0.99 C 0.65 0.65 0.82 111 2.00 7.0 4.4 369 0.75 20 1.7 3.6 10.5 8.0 480 12.7 10.5 8.0 A8 2.29 C 0.61 0.61 0.76 111 2.00 7.7 5.3 637 0.70 20 1.7 6.3 14.0 11.6 748 14.2 14.0 11.6 A7+A8 3.28 C 0.62 0.62 0.78 7.7 5.3 637 0.70 20 1.7 6.3 14.0 11.6 637 13.5 13.5 11.6 A9 0.30 C 0.73 0.73 0.91 33 2.00 3.2 1.6 214 0.70 20 1.7 2.1 5.3 3.7 247 11.4 5.3 5.0 A10 1.31 C 0.73 0.73 0.91 35 2.00 3.3 1.7 400 1.00 20 2.0 3.3 6.6 5.0 435 12.4 6.6 5.0 A11 1.08 C 0.73 0.73 0.92 77 2.00 4.8 2.4 342 0.85 20 1.8 3.1 7.9 5.5 419 12.3 7.9 5.5 A12 0.94 C 0.72 0.72 0.90 75 2.00 4.8 2.5 191 0.60 20 1.5 2.1 6.9 4.6 266 11.5 6.9 5.0 A13 0.98 C 0.73 0.73 0.91 88 3.00 4.5 2.3 309 0.60 20 1.5 3.3 7.8 5.6 397 12.2 7.8 5.6 B1 0.82 C 0.62 0.62 0.78 16 2.00 2.8 1.9 718 0.60 20 1.5 7.7 10.5 9.6 734 14.1 10.5 9.6 B2 2.56 C 0.63 0.63 0.78 101 2.00 7.1 4.7 656 0.60 20 1.5 7.1 14.1 11.8 757 14.2 14.1 11.8 B3 2.73 C 0.63 0.63 0.79 110 2.00 7.3 4.9 708 0.71 20 1.7 7.0 14.3 11.9 818 14.5 14.3 11.9 B4 2.39 C 0.63 0.63 0.79 126 2.00 7.8 5.2 583 0.60 20 1.5 6.3 14.1 11.5 709 13.9 13.9 11.5 B5 1.35 C 0.68 0.68 0.85 45 2.00 4.2 2.5 408 0.65 20 1.6 4.2 8.4 6.7 453 12.5 8.4 6.7 B6 2.39 C 0.64 0.64 0.80 111 2.00 7.2 4.7 697 0.85 20 1.8 6.3 13.5 11.0 808 14.5 13.5 11.0 B7 1.06 C 0.63 0.63 0.79 99 2.00 6.9 4.6 266 0.85 20 1.8 2.4 9.3 7.0 365 12.0 9.3 7.0 B8 1.39 C 0.65 0.65 0.81 45 2.00 4.5 2.9 501 0.70 20 1.7 5.0 9.5 7.9 546 13.0 9.5 7.9 B9 1.34 C 0.64 0.64 0.80 111 2.00 7.2 4.7 299 0.60 20 1.5 3.2 10.4 7.9 410 12.3 10.4 7.9 B10 1.81 C 0.65 0.65 0.81 48 2.00 4.6 2.9 599 0.70 20 1.7 6.0 10.6 8.9 647 13.6 10.6 8.9 B11 0.92 C 0.71 0.71 0.88 70 2.00 4.9 2.7 395 0.60 20 1.5 4.2 9.1 7.0 465 12.6 9.1 7.0 B12 1.14 C 0.71 0.71 0.89 51 2.00 4.1 2.2 312 1.00 20 2.0 2.6 6.7 4.8 363 12.0 6.7 5.0 B13 1.43 C 0.65 0.65 0.81 165 2.00 8.6 5.5 301 0.65 20 1.6 3.1 11.7 8.6 466 12.6 11.7 8.6 B14 1.18 C 0.66 0.66 0.83 111 2.00 6.9 4.3 307 0.65 20 1.6 3.2 10.0 7.4 418 12.3 10.0 7.4 B15 0.95 C 0.74 0.74 0.92 47 2.00 3.7 1.8 382 1.00 20 2.0 3.2 6.9 5.0 429 12.4 6.9 5.0 B14+B15 2.13 C 0.70 0.70 0.87 6.9 4.3 569 0.85 20 1.8 5.1 12.0 9.4 569 13.2 12.0 9.4 B16 1.00 C 0.74 0.74 0.93 36 2.00 3.2 1.5 500 0.85 20 1.8 4.5 7.7 6.1 536 13.0 7.7 6.1 B5+B13+B16 3.79 C 0.69 0.69 0.86 4.2 2.5 1282 0.70 20 1.7 12.8 17.0 15.3 1282 17.1 17.0 15.3 B5+B13 thru B16 5.92 C 0.69 0.69 0.86 4.2 2.5 1282 0.70 20 1.7 12.8 17.0 15.3 1282 17.1 17.0 15.3 B17 1.08 C 0.69 0.69 0.87 87 2.00 5.6 3.2 385 1.00 20 2.0 3.2 8.9 6.5 472 12.6 8.9 6.5 B5+B13 thru B17 7.00 C 0.69 0.69 0.86 4.2 2.5 1282 0.70 20 1.7 12.8 17.0 15.3 1282 17.1 17.0 15.3 B18 0.38 C 0.77 0.77 0.96 27 2.00 2.6 1.1 360 0.60 20 1.5 3.9 6.5 5.0 387 12.2 6.5 5.0 C1 1.39 C 0.66 0.66 0.83 75 2.00 5.6 3.5 553 1.00 20 2.0 4.6 10.2 8.1 628 13.5 10.2 8.1 C2 1.25 C 0.66 0.66 0.82 111 2.00 6.9 4.4 479 1.30 20 2.3 3.5 10.4 7.9 590 13.3 10.4 7.9 C1+C2 2.64 C 0.66 0.66 0.82 5.6 3.5 679 1.15 20 2.1 5.3 10.9 8.8 679 13.8 10.9 8.8 C3 1.53 C 0.67 0.67 0.83 47 2.00 4.4 2.7 701 0.60 20 1.5 7.5 12.0 10.3 748 14.2 12.0 10.3 C1 thru C3 4.18 C 0.66 0.66 0.83 4.4 2.7 701 0.60 20 1.5 7.5 11.9 10.2 701 13.9 11.9 10.2 C4 0.68 C 0.71 0.71 0.89 86 2.00 5.4 2.9 191 1.80 20 2.7 1.2 6.6 4.1 277 11.5 6.6 5.0 C5 0.69 C 0.77 0.77 0.96 37 2.00 3.0 1.3 302 1.80 20 2.7 1.9 4.9 3.1 339 11.9 5.0 5.0 C6 1.02 C 0.72 0.72 0.90 60 2.00 4.3 2.2 376 1.45 20 2.4 2.6 6.9 4.8 436 12.4 6.9 5.0 C5+C6 1.71 C 0.74 0.74 0.93 3.0 1.3 500 1.45 20 2.4 3.5 6.5 4.8 500 12.8 6.5 5.0 C7 0.73 C 0.75 0.75 0.93 30 2.00 2.9 1.4 260 0.90 20 1.9 2.3 5.2 3.6 290 11.6 5.2 5.0 C5 thru C7 2.45 C 0.74 0.74 0.93 3.0 1.3 500 1.45 20 2.4 3.5 6.5 4.8 500 12.8 6.5 5.0 C8 1.01 C 0.71 0.71 0.89 63 2.00 4.5 2.4 378 1.30 20 2.3 2.8 7.3 5.2 441 12.5 7.3 5.2 C9 1.09 C 0.70 0.70 0.88 31 2.00 3.3 1.8 362 1.10 20 2.1 2.9 6.2 4.7 393 12.2 6.2 5.0 C10 1.44 C 0.70 0.70 0.88 22 2.00 2.8 1.6 636 1.30 20 2.3 4.6 7.4 6.2 658 13.7 7.4 6.2 Subdivision: East Ridge Second Filing Project Name: East Ridge Second Filing Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog Date: 3/21/16 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFHLV0001.01 DATA (Tt) (URBANIZED BASINS) INITIAL/OVERLAND FINAL (Ti) TRAVEL TIME D1 0.95 C 0.68 0.68 0.85 110 2.00 6.5 3.9 271 0.60 20 1.5 2.9 9.5 6.8 381 12.1 9.5 6.8 D2 0.54 C 0.55 0.55 0.68 15 2.00 3.2 2.4 168 0.60 20 1.5 1.8 5.0 4.2 183 11.0 5.0 5.0 E1 0.92 C 0.66 0.66 0.83 111 2.00 6.9 4.3 285 0.75 20 1.7 2.7 9.6 7.0 396 12.2 9.6 7.0 E2 0.96 C 0.66 0.66 0.82 111 2.00 6.9 4.4 300 0.90 20 1.9 2.6 9.6 7.0 411 12.3 9.6 7.0 E1+E2 1.88 C 0.66 0.66 0.82 6.9 4.4 300 0.90 20 1.9 2.6 9.5 7.0 300 11.7 9.5 7.0 E3 0.53 C 0.69 0.69 0.87 21 2.00 2.8 1.6 178 0.50 20 1.4 2.1 4.9 3.7 199 11.1 5.0 5.0 F1 0.66 C 0.73 0.73 0.91 63 2.00 4.4 2.2 334 1.00 20 2.0 2.8 7.2 5.0 397 12.2 7.2 5.0 F2 1.08 C 0.73 0.73 0.91 27 2.00 2.9 1.5 421 1.15 20 2.1 3.3 6.1 4.7 448 12.5 6.1 5.0 F3 0.69 C 0.71 0.71 0.89 86 2.00 5.4 2.9 361 0.90 20 1.9 3.2 8.6 6.1 447 12.5 8.6 6.1 F4 1.03 C 0.65 0.65 0.81 111 2.00 7.0 4.5 335 0.80 20 1.8 3.1 10.1 7.6 446 12.5 10.1 7.6 F1 thru F4 3.46 C 0.72 0.72 0.90 7.0 4.5 377 0.85 20 1.8 3.4 10.4 7.9 377 12.1 10.4 7.9 F5 0.29 C 0.76 0.76 0.94 40 2.00 3.2 1.5 234 1.00 20 2.0 2.0 5.2 3.4 274 11.5 5.2 5.0 G1 0.57 C 0.74 0.74 0.93 16 2.00 2.1 1.0 631 0.65 20 1.6 6.5 8.6 7.5 647 13.6 8.6 7.5 G2 1.54 C 0.66 0.66 0.82 111 2.00 6.9 4.3 400 0.60 20 1.5 4.3 11.2 8.6 511 12.8 11.2 8.6 G3 1.21 C 0.74 0.74 0.93 35 2.00 3.1 1.5 361 1.00 20 2.0 3.0 6.1 4.5 396 12.2 6.1 5.0 G2+G3 2.74 C 0.70 0.70 0.87 6.9 4.3 660 0.70 20 1.7 6.6 13.5 10.9 660 13.7 13.5 10.9 G4 1.01 C 0.73 0.73 0.92 36 2.00 3.3 1.6 451 1.10 20 2.1 3.6 6.8 5.2 487 12.7 6.8 5.2 G1+G4 1.58 C 0.74 0.74 0.92 3.3 1.6 451 1.10 20 2.1 3.6 6.9 5.2 451 12.5 6.9 5.2 G5 1.77 C 0.73 0.73 0.91 39 2.00 3.5 1.8 570 0.90 20 1.9 5.0 8.5 6.8 609 13.4 8.5 6.8 G1 thru G5 6.09 C 0.72 0.72 0.89 6.9 4.3 660 0.70 20 1.7 6.6 13.5 10.9 660 13.7 13.5 10.9 G6 0.49 C 0.83 0.83 1.00 72 2.00 3.4 1.3 530 0.85 20 1.8 4.8 8.2 6.1 602 13.3 8.2 6.1 G7 0.82 C 0.67 0.67 0.84 86 2.00 5.9 3.5 244 0.55 20 1.5 2.7 8.6 6.3 330 11.8 8.6 6.3 G6+G7 1.31 C 0.73 0.73 0.91 5.9 3.5 244 0.55 20 1.5 2.7 8.6 6.2 244 11.4 8.6 6.2 H1 0.42 C 0.81 0.81 1.00 20 2.00 1.9 0.7 511 0.60 20 1.5 5.5 7.4 6.2 531 13.0 7.4 6.2 H2 1.33 C 0.76 0.76 0.94 68 2.00 4.2 1.9 438 0.50 20 1.4 5.2 9.4 7.1 506 12.8 9.4 7.1 H3 0.92 C 0.77 0.77 0.96 47 2.00 3.4 1.4 273 0.80 20 1.8 2.5 5.9 4.0 320 11.8 5.9 5.0 H4 1.42 C 0.76 0.76 0.94 47 2.00 3.5 1.6 392 0.50 20 1.4 4.6 8.1 6.2 439 12.4 8.1 6.2 H5 0.62 C 0.78 0.78 0.97 30 2.00 2.6 1.1 372 0.60 20 1.5 4.0 6.6 5.1 402 12.2 6.6 5.1 H6 1.91 C 0.74 0.74 0.92 89 2.00 5.1 2.5 337 0.60 20 1.5 3.6 8.7 6.1 426 12.4 8.7 6.1 I1 1.64 C 0.73 0.73 0.91 89 2.00 5.2 2.7 443 1.15 20 2.1 3.4 8.7 6.1 532 13.0 8.7 6.1 I2 1.04 C 0.78 0.78 0.97 31 2.00 2.7 1.1 554 1.10 20 2.1 4.4 7.1 5.5 585 13.3 7.1 5.5 I3 0.10 C 0.81 0.81 1.00 18 2.00 1.9 0.6 155 0.60 20 1.5 1.7 3.5 2.3 173 11.0 5.0 5.0 I4 0.17 C 0.80 0.80 1.00 18 2.00 1.9 0.6 144 0.50 20 1.4 1.7 3.6 2.3 162 10.9 5.0 5.0 I5 0.17 C 0.80 0.80 1.00 18 2.00 1.9 0.6 145 0.50 20 1.4 1.7 3.6 2.3 163 10.9 5.0 5.0 I6 0.74 C 0.76 0.76 0.95 49 2.00 3.5 1.6 577 1.00 20 2.0 4.8 8.3 6.4 626 13.5 8.3 6.4 I2+I6 1.77 C 0.77 0.77 0.96 3.5 1.6 577 1.00 20 2.0 4.8 8.3 6.4 577 13.2 8.3 6.4 I7 0.10 C 0.84 0.84 1.00 19 2.00 1.7 0.6 143 0.90 20 1.9 1.3 3.0 1.9 162 10.9 5.0 5.0 I3+I7 0.21 C 0.82 0.82 1.00 1.9 0.6 155 0.60 20 1.5 1.7 3.6 2.3 155 10.9 5.0 5.0 I8 0.86 C 0.73 0.73 0.91 30 2.00 3.0 1.5 519 0.90 20 1.9 4.6 7.6 6.1 549 13.1 7.6 6.1 I9 0.12 C 0.71 0.71 0.89 18 2.00 2.5 1.3 151 0.50 20 1.4 1.8 4.2 3.1 169 10.9 5.0 5.0 I10 1.75 C 0.73 0.73 0.91 89 2.00 5.2 2.7 380 0.90 20 1.9 3.3 8.6 6.0 469 12.6 8.6 6.0 J1 0.48 C 0.20 0.20 0.25 5.0 5.0 J2 0.41 C 0.20 0.20 0.25 5.0 5.0 J3 0.67 C 0.20 0.20 0.25 5.0 5.0 Subdivision: East Ridge Second Filing Project Name: East Ridge Second Filing Location: CO, Fort Collins Project No.: Calculated By: H. Feissner Checked By: J. Prelog Date: 3/21/16 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFHLV0001.01 DATA (Tt) (URBANIZED BASINS) INITIAL/OVERLAND FINAL (Ti) TRAVEL TIME Fut-TL4 0.28 C 0.90 0.90 1.00 10.0 10.0 NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in % Cv Tt=L/60V (Velocity From Fig. 501) 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For Urbanized basins a minimum Tc of 5.0 minutes is required. 10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20 Future Timberline Road Right-of-Way Paved areas and shallow paved swales Type of Land Surface Heavy Meadow Tillage/field Short pasture and lawns Nearly bare ground Grassed waterway H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 3 of 3 3/21/2016 ` PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 2-YEAR STORM EVENT 36 RAINFALL INTENSITY-DURATION-FREQUENCY CURVE 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 STORM DURATION (minutes) RAINFALL INTENSITY (inches/hour) 2-Year Storm 10-Year Storm 100-Year Storm Figure RA-16 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves (13) Section 5.0 is deleted in its entirety. (14) Section 6.0 is deleted in its entirety. (15) Section 7.0 is deleted in its entirety. (16) Section 7.1 is deleted in its entirety. (17) Section 7.2 is deleted in its entirety. (18) Section 7.3 is deleted in its entirety. (19) Section 8.0 is deleted in its entirety. (20) Table RA-1 is deleted in its entirety. Project Name: East Ridge Second Filing Subdivision: East Ridge Second Filing Project No.: HFHLV0001.01 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 2 Tc | 2-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS A1 0.69 0.62 8.2 0.43 2.43 1.0 A2 0.69 0.69 8.5 0.47 2.41 1.1 A3 1.45 0.67 11.2 0.96 2.16 2.1 A2+A3 2.13 0.67 11.2 1.43 2.15 3.1 A4 2.11 0.66 12.3 1.39 2.06 2.9 A5 1.96 0.67 13.0 1.31 2.01 2.6 A4+A5 4.07 0.66 13.0 2.70 2.01 5.4 A6 2.16 0.62 11.9 1.35 2.09 2.8 A7 0.99 0.65 10.5 0.65 2.21 1.4 A8 2.29 0.61 14.0 1.40 1.94 2.7 A7+A8 3.28 0.62 13.5 2.04 1.97 4.0 A9 0.30 0.73 5.3 0.22 2.82 0.6 A10 1.31 0.73 6.6 0.95 2.63 2.5 A11 1.08 0.73 7.9 0.79 2.48 2.0 A12 0.94 0.72 6.9 0.68 2.59 1.8 A13 0.98 0.73 7.8 0.71 2.48 1.8 B1 0.82 0.62 10.5 0.51 2.21 1.1 B2 2.56 0.63 14.1 1.60 1.93 3.1 B3 2.73 0.63 14.3 1.72 1.92 3.3 B4 2.39 0.63 13.9 1.51 1.95 2.9 B5 1.35 0.68 8.4 0.92 2.42 2.2 B6 2.39 0.64 13.5 1.53 1.98 3.0 B7 1.06 0.63 9.3 0.67 2.32 1.5 B8 1.39 0.65 9.5 0.90 2.31 2.1 B9 1.34 0.64 10.4 0.86 2.22 1.9 B10 1.81 0.65 10.6 1.18 2.21 2.6 B11 0.92 0.71 9.1 0.65 2.34 1.5 B12 1.14 0.71 6.7 0.81 2.62 2.1 B13 1.43 0.65 11.7 0.93 2.11 2.0 B14 1.18 0.66 10.0 0.78 2.25 1.8 B15 0.95 0.74 6.9 0.70 2.60 1.8 B14+B15 2.13 0.70 12.0 1.48 2.08 3.1 Project Name: East Ridge Second Filing Subdivision: East Ridge Second Filing Project No.: HFHLV0001.01 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 2 Tc | 2-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 3/21/16 C7 0.73 0.75 5.2 0.55 2.84 1.6 C5 thru C7 2.45 0.74 6.5 1.82 2.65 4.8 C8 1.01 0.71 7.3 0.73 2.54 1.8 C9 1.09 0.70 6.2 0.76 2.69 2.1 C10 1.44 0.70 7.4 1.01 2.53 2.5 C11 1.41 0.62 10.6 0.88 2.21 1.9 C12 1.92 0.65 9.7 1.24 2.29 2.8 C13 1.58 0.63 11.1 0.99 2.16 2.1 C14 1.75 0.63 10.0 1.10 2.26 2.5 C15 1.04 0.66 7.7 0.68 2.49 1.7 C16 0.87 0.73 10.4 0.64 2.22 1.4 C17 1.06 0.69 6.7 0.74 2.62 1.9 C18 1.77 0.48 12.0 0.86 2.08 1.8 D1 0.95 0.68 9.5 0.65 2.31 1.5 D2 0.54 0.55 5.0 0.29 2.86 0.8 E1 0.92 0.66 9.6 0.61 2.29 1.4 E2 0.96 0.66 9.6 0.63 2.30 1.5 E1+E2 1.88 0.66 9.5 1.24 2.30 2.8 E3 0.53 0.69 5.0 0.37 2.86 1.1 F1 0.66 0.73 7.2 0.48 2.56 1.2 F2 1.08 0.73 6.1 0.79 2.69 2.1 F3 0.69 0.71 8.6 0.49 2.40 1.2 F4 1.03 0.65 10.1 0.67 2.24 1.5 F1 thru F4 3.46 0.72 10.4 2.43 2.22 5.4 F5 0.29 0.76 5.2 0.22 2.83 0.6 G1 0.57 0.74 8.6 0.42 2.39 1.0 Project Name: East Ridge Second Filing Subdivision: East Ridge Second Filing Project No.: HFHLV0001.01 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 2 Tc | 2-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 3/21/16 I3 0.10 0.81 5.0 0.08 2.86 0.2 I4 0.17 0.80 5.0 0.13 2.86 0.4 I5 0.17 0.80 5.0 0.13 2.86 0.4 I6 0.74 0.76 8.3 0.56 2.42 1.4 I2+I6 1.77 0.77 8.3 1.36 2.43 3.3 I7 0.10 0.84 5.0 0.09 2.86 0.3 I3+I7 0.21 0.82 5.0 0.17 2.86 0.5 I8 0.86 0.73 7.6 0.63 2.51 1.6 I9 0.12 0.71 5.0 0.08 2.86 0.2 I10 1.75 0.73 8.6 1.27 2.40 3.0 J1 0.48 0.20 5.0 0.10 2.86 0.3 J2 0.41 0.20 5.0 0.08 2.86 0.2 J3 0.67 0.20 5.0 0.13 2.86 0.4 Wetland 21.31 0.25 71.2 5.32 0.71 3.8 Fut-A 4.98 0.80 10.0 3.98 2.26 9.0 Fut-B 5.61 0.80 10.0 4.49 2.26 10.1 Fut-G1 8.05 0.85 10.0 6.84 2.26 15.5 Fut-G2 2.43 0.90 10.0 2.19 2.26 4.9 Fut-H 4.51 0.80 10.0 3.61 2.26 8.2 Fut-I1 4.23 0.80 10.0 3.38 2.26 7.6 Fut-I2 1.81 0.80 10.0 1.44 2.26 3.3 Fut-TL1 2.13 0.90 10.0 1.92 2.26 4.3 Fut-TL2 1.59 0.90 19.7 1.43 1.63 2.3 Fut-TL3 1.57 0.90 14.0 1.41 1.94 2.7 Fut-TL4 0.28 0.90 10.0 0.25 2.26 0.6 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls ` PROPOSED STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN 100-YEAR STORM EVENT STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: East Ridge Second Filing Subdivision: East Ridge Second Filing Project No.: HFHLV0001.01 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 100 Tc | 100-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS A1 0.69 0.78 7.3 0.54 8.85 4.8 A2 0.69 0.86 5.8 0.59 9.57 5.6 A3 1.45 0.83 8.7 1.20 8.33 10.0 A2+A3 2.13 0.84 8.7 1.79 8.33 14.9 A4 2.11 0.83 9.9 1.74 7.92 13.8 A5 1.96 0.84 10.5 1.64 7.70 12.6 A4+A5 4.07 0.83 10.6 3.38 7.69 26.0 A6 2.16 0.78 9.5 1.68 8.05 13.5 A7 0.99 0.82 8.0 0.81 8.61 6.9 A8 2.29 0.76 11.6 1.75 7.38 12.9 A7+A8 3.28 0.78 11.6 2.55 7.38 18.8 A9 0.30 0.91 5.0 0.28 9.98 2.8 A10 1.31 0.91 5.0 1.19 9.96 11.8 A11 1.08 0.92 5.5 0.99 9.71 9.6 A12 0.94 0.90 5.0 0.85 9.98 8.5 A13 0.98 0.91 5.6 0.89 9.67 8.6 `` B1 0.82 0.78 9.6 0.64 8.00 5.1 B2 2.56 0.78 11.8 2.00 7.34 14.7 B3 2.73 0.79 11.9 2.15 7.31 15.7 B4 2.39 0.79 11.5 1.89 7.43 14.0 B5 1.35 0.85 6.7 1.15 9.14 10.5 B6 2.39 0.80 11.0 1.91 7.56 14.4 B7 1.06 0.79 7.0 0.83 9.00 7.5 B8 1.39 0.81 7.9 1.12 8.63 9.7 B9 1.34 0.80 7.9 1.07 8.62 9.2 B10 1.81 0.81 8.9 1.47 8.25 12.1 B11 0.92 0.88 7.0 0.81 9.02 7.3 B12 1.14 0.89 5.0 1.01 9.98 10.1 B13 1.43 0.81 8.6 1.17 8.36 9.7 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: East Ridge Second Filing Subdivision: East Ridge Second Filing Project No.: HFHLV0001.01 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 100 Tc | 100-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 3/21/16 C5+C6 1.71 0.93 5.0 1.59 9.98 15.8 C7 0.73 0.93 5.0 0.68 9.98 6.8 C5 thru C7 2.45 0.93 5.0 2.27 9.98 22.7 C8 1.01 0.89 5.2 0.91 9.87 8.9 C9 1.09 0.88 5.0 0.96 9.98 9.5 C10 1.44 0.88 6.2 1.26 9.37 11.8 C11 1.41 0.78 8.1 1.10 8.53 9.4 C12 1.92 0.81 8.3 1.56 8.49 13.2 C13 1.58 0.78 8.7 1.24 8.32 10.3 C14 1.75 0.78 7.5 1.37 8.77 12.0 C15 1.04 0.82 5.8 0.85 9.55 8.1 C16 0.87 0.92 8.9 0.80 8.25 6.6 C17 1.06 0.86 5.2 0.92 9.89 9.1 C18 1.77 0.61 10.0 1.07 7.87 8.4 D1 0.95 0.85 6.8 0.81 9.09 7.3 D2 0.54 0.68 5.0 0.37 9.98 3.7 E1 0.92 0.83 7.0 0.76 8.99 6.8 E2 0.96 0.82 7.0 0.79 9.00 7.1 E1+E2 1.88 7.0 1.55 8.99 13.9 E3 0.53 0.87 5.0 0.46 9.98 4.6 F1 0.66 0.91 5.0 0.60 9.98 6.0 F2 1.08 0.91 5.0 0.99 9.98 9.8 F3 0.69 0.89 6.1 0.61 9.41 5.8 F4 1.03 0.81 7.6 0.83 8.75 7.3 F1 thru F4 3.46 0.90 7.9 3.03 8.62 26.2 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: East Ridge Second Filing Subdivision: East Ridge Second Filing Project No.: HFHLV0001.01 Location: CO, Fort Collins Calculated By: H. Feissner Design Storm: Checked By: J. Prelog Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 100 Tc | 100-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 3/21/16 I1 1.64 0.91 6.1 1.49 9.41 14.0 I2 1.04 0.97 5.5 1.01 9.74 9.8 I3 0.10 1.00 5.0 0.10 9.98 1.0 I4 0.17 1.00 5.0 0.17 9.98 1.7 I5 0.17 1.00 5.0 0.17 9.98 1.7 I6 0.74 0.95 6.4 0.70 9.28 6.5 I2+I6 1.77 0.96 6.4 1.71 9.27 15.8 I7 0.10 1.00 5.0 0.10 9.98 1.0 I3+I7 0.21 1.00 5.0 0.21 9.98 2.1 I8 0.86 0.91 6.1 0.79 9.43 7.4 I9 0.12 0.89 5.0 0.10 9.98 1.0 I10 1.75 0.91 6.0 1.59 9.45 15.0 J1 0.48 0.25 5.0 0.12 9.98 1.2 J2 0.41 0.25 5.0 0.10 9.98 1.0 J3 0.67 0.25 5.0 0.17 9.98 1.7 Wetland 21.31 0.31 69.2 6.65 2.53 16.8 Fut-A 4.98 1.00 10.0 4.98 7.87 39.2 Fut-B 5.61 1.00 12.5 5.61 7.15 40.1 Fut-G1 8.05 1.00 12.5 8.05 7.15 57.6 Fut-G2 2.43 1.00 10.0 2.43 7.87 19.1 Fut-H 4.51 1.00 10.0 4.51 7.87 35.5 Fut-I1 4.23 1.00 10.0 4.23 7.87 33.3 Fut-I2 1.81 1.00 10.0 1.81 7.87 14.2 Fut-TL1 2.13 1.00 10.0 2.13 7.87 16.8 Fut-TL2 1.59 1.00 19.3 1.59 5.75 9.1 ` APPENDIX C HYDRAULIC CALCULATIONS ` UDFCD INLET CALCULATIONS Tributary Basins Inlet Q2 Q100 Carryover from Upstream Inlet Inlet Type Inlet Size 100-Year Capacity Approximate Depth (cfs) (cfs) (feet) (cfs) (inches) A1 Inlet C11 1.0 4.8 NO No. 16 Combination Inlet 6 9.5 7.0 A2+A3 Inlet C10.1 3.1 14.9 NO Type 'R' Curb Inlet 10 15.2 7.00 A4+A5 Inlet C7.2 5.4 26.0 NO No. 16 Combination Inlet 15 19.5 7.00 A6 Inlet C7.1A 2.8 13.5 NO Type 'R' Curb Inlet 15 21.0 7.17 A7+A8 Inlet C6.2 4.0 18.8 NO No. 16 Combination Inlet 15 12.8 6.00 A9 Inlet C6.1 0.6 2.8 NO No. 16 Combination Inlet 6 2.3 0.00 A10 Inlet C5A 2.5 11.8 NO Type 'R' Curb Inlet 10 12.8 6.50 A11 Inlet C5.1 2.0 9.6 YES No. 16 Combination Inlet 15 15.9 6.50 A12 Inlet C3.1 1.8 8.5 NO No. 16 Combination Inlet 12 10.1 6.00 A13 Inlet C2 1.8 8.6 NO Type 'R' Curb Inlet 10 10.4 6.00 B1 Inlet D17 1.1 5.1 NO No. 16 Combination Inlet 9 9.4 6.50 B2 Inlet D16 3.1 14.7 NO No. 16 Combination Inlet 12 12.6 6.50 B3 Inlet D15 3.3 15.7 NO No. 16 Combination Inlet 15 15.9 6.50 B4 Inlet D14 2.9 14.0 NO No. 16 Combination Inlet 15 15.9 6.50 B6 Inlet D13 3.0 14.4 NO No. 16 Combination Inlet 15 12.8 6.00 B7 Inlet D12 1.5 7.5 NO No. 16 Combination Inlet 12 10.1 6.00 B8 Inlet D10 2.1 9.7 NO No. 16 Combination Inlet 12 10.1 6.00 B9 Inlet D9 1.9 9.2 NO No. 16 Combination Inlet 12 10.1 6.00 B10 Inlet D7.1 2.6 12.1 NO No. 16 Combination Inlet 12 12.6 6.50 B11 Inlet D6 1.5 7.3 NO Type 'R' Curb Inlet 10 12.9 6.50 B12 Inlet D5 2.1 10.1 NO No. 16 Combination Inlet 12 10.1 6.00 B5+B13 thru B17 Inlet D4.1A 8.5 39.2 NO No. 16 Combination Inlet 15 23.7 7.50 B18 Inlet D4.2 0.8 3.7 NO Type 'R' Curb Inlet 15 20.2 7.00 C1 thru C3 Inlet E17 5.8 27.0 NO No. 16 Combination Inlet 15 15.9 6.50 C4 Inlet E16.1 1.3 6.0 NO Type 'R' Curb Inlet 15 16.7 6.50 C5 thru C7 Inlet E13.1 4.8 22.7 NO No. 16 Combination Inlet 21 18.0 6.00 C8 Inlet E12 1.8 8.9 NO No. 16 Combination Inlet 18 15.4 6.00 C9 Inlet E10 2.1 9.5 NO No. 16 Combination Inlet 12 10.1 6.00 C10 Inlet E9 2.5 11.8 NO No. 16 Combination Inlet 15 12.8 6.00 C11 Inlet E8 1.9 9.4 NO No. 16 Combination Inlet 12 10.1 6.00 C12 Inlet E7 2.8 13.2 NO No. 16 Combination Inlet 12 12.6 6.50 C13 Inlet E6 2.1 10.3 NO No. 16 Combination Inlet 12 12.6 6.50 C14 Inlet E5 2.5 12.0 NO No. 16 Combination Inlet 12 12.6 6.50 C15 Inlet E4 1.7 8.1 NO No. 16 Combination Inlet 9 9.4 6.50 C16 Inlet E3.3 1.4 6.6 NO No. 16 Combination Inlet 9 7.6 6.00 C17 Inlet E3.2 1.9 9.1 NO No. 16 Combination Inlet 12 10.1 6.00 D1 Inlet E2 1.5 7.3 NO No. 16 Combination Inlet 9 7.6 6.00 D2 Inlet E1 0.8 3.7 NO No. 16 Combination Inlet 6 6.2 6.00 E1+E2 Inlet G3 2.8 13.9 NO No. 16 Combination Inlet 12 12.6 6.50 E3 Inlet G2.1 1.1 4.6 NO Type 'R' Curb Inlet 5 6.4 6.50 F1 thru F4 Inlet D2.2 5.5 26.7 NO No. 16 Combination Inlet 15 15.9 6.50 F5 Inlet D2.1 0.6 2.7 YES No. 16 Combination Inlet 12 12.6 6.50 G1 thru G5 Inlet B9.1 8.6 41.4 NO No. 16 Combination Inlet 15 38.2 9.00 G6+G7 Inlet B9A 2.3 10.9 NO Type 'R' Curb Inlet 10 22.2 9.00 H1 Inlet B6.1 0.9 4.0 NO Type 'R' Curb Inlet 5 5.4 6.00 H2 Inlet B6A 2.3 11.3 NO No. 16 Combination Inlet 12 10.1 6.00 H3 Inlet B4.1 1.9 8.8 NO No. 16 Combination Inlet 12 10.1 6.00 H4 Inlet B3.2 2.6 12.6 NO No. 16 Combination Inlet 15 12.8 6.00 H5 Inlet B3.1 1.3 6.0 NO No. 16 Combination Inlet 9 7.6 6.00 H6 Inlet B2 3.3 16.5 NO No. 16 Combination Inlet 9 4.1 4.80 I1 Inlet A4.2 2.8 14.0 NO No. 16 Combination Inlet 9 5.4 4.80 I4 Inlet A7 0.4 1.7 NO Type 'R' Curb Inlet 15 13.5 6.00 I5 Inlet A6.1 0.4 1.7 NO No. 16 Combination Inlet 3 3.9 6.00 I2+I6 Inlet A4.1 3.3 15.8 NO Type 'R' Curb Inlet 15 13.5 6.50 I3+I7 Inlet A4A 0.5 2.1 YES No. 16 Combination Inlet 3 9.4 6.50 I8 Inlet A3.1A 1.6 7.4 NO Type 'R' Curb Inlet 10 10.4 6.00 ` CDOT TYPE ‘R’ CURB INLET DEPTH AND STREET CLASSIFICATION VARIES Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.09 7.17 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 5.84 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 7.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 9.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.06 0.06 ` NO. 16 COMBINATION INLETS DEPTH AND STREET CLASSIFICATION VARIES Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.75 1.75 Clogging Factor for Multiple Units Clog = 0.29 0.29 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 4.76 8.51 cfs Interception with Clogging Qwa = 3.37 6.03 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 15.58 17.46 cfs Interception with Clogging Qoa = 11.03 12.37 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.75 10.97 cfs Interception with Clogging Qma = 5.49 7.77 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 3.37 6.03 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.88 1.88 Clogging Factor for Multiple Units Clog = 0.24 0.24 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.91 8.69 cfs Interception with Clogging Qwa = 4.52 6.65 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 20.77 22.40 cfs Interception with Clogging Qoa = 15.89 17.14 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 9.97 12.55 cfs Interception with Clogging Qma = 7.62 9.60 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 4.52 6.65 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.05 0.05 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.88 1.88 Clogging Factor for Multiple Units Clog = 0.24 0.24 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.91 10.56 cfs Interception with Clogging Qwa = 4.52 8.08 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 20.77 23.28 cfs Interception with Clogging Qoa = 15.89 17.81 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 9.97 14.11 cfs Interception with Clogging Qma = 7.62 10.79 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 4.52 8.08 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.05 0.05 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.94 1.94 Clogging Factor for Multiple Units Clog = 0.19 0.19 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.05 10.37 cfs Interception with Clogging Qwa = 5.68 8.36 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 25.96 28.00 cfs Interception with Clogging Qoa = 20.92 22.57 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 12.18 15.34 cfs Interception with Clogging Qma = 9.81 12.36 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 5.68 8.36 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 6.50 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.94 1.94 Clogging Factor for Multiple Units Clog = 0.19 0.19 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.05 12.61 cfs Interception with Clogging Qwa = 5.68 10.16 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 25.96 29.09 cfs Interception with Clogging Qoa = 20.92 23.45 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 12.18 17.24 cfs Interception with Clogging Qma = 9.81 13.89 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 5.68 10.16 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.12 7.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.94 1.94 Clogging Factor for Multiple Units Clog = 0.19 0.19 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.05 15.11 cfs Interception with Clogging Qwa = 5.68 12.18 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 25.96 30.15 cfs Interception with Clogging Qoa = 20.92 24.30 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 12.18 19.21 cfs Interception with Clogging Qma = 9.81 15.48 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 5.68 12.18 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.75 1.75 Clogging Factor for Multiple Units Clog = 0.29 0.29 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 6.55 7.00 cfs Interception with Clogging Qwa = 4.64 4.96 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 16.58 16.80 cfs Interception with Clogging Qoa = 11.75 11.90 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 9.38 9.76 cfs Interception with Clogging Qma = 6.65 6.91 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 4.64 4.96 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 5.84 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.88 1.88 Clogging Factor for Multiple Units Clog = 0.24 0.24 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 8.13 8.13 cfs Interception with Clogging Qwa = 6.22 6.22 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 22.11 22.11 cfs Interception with Clogging Qoa = 16.91 16.91 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 12.07 12.07 cfs Interception with Clogging Qma = 9.23 9.23 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 6.22 6.22 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.05 0.05 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.84 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.94 1.94 Clogging Factor for Multiple Units Clog = 0.19 0.19 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 9.71 10.37 cfs Interception with Clogging Qwa = 7.82 8.36 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 27.64 28.00 cfs Interception with Clogging Qoa = 22.28 22.57 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 14.74 15.34 cfs Interception with Clogging Qma = 11.88 12.36 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 7.82 8.36 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.75 1.75 Clogging Factor for Multiple Units Clog = 0.29 0.29 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.00 7.00 cfs Interception with Clogging Qwa = 4.96 4.96 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 16.80 16.80 cfs Interception with Clogging Qoa = 11.90 11.90 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 9.76 9.76 cfs Interception with Clogging Qma = 6.91 6.91 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 4.96 4.96 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.06 0.06 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 6 6 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.97 1.97 Clogging Factor for Multiple Units Clog = 0.16 0.16 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 12.06 12.06 cfs Interception with Clogging Qwa = 10.08 10.08 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 33.60 33.60 cfs Interception with Clogging Qoa = 28.08 28.08 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 18.12 18.12 cfs Interception with Clogging Qma = 15.14 15.14 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 10.08 10.08 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 7 7 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.00 6.00 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.98 1.98 Clogging Factor for Multiple Units Clog = 0.14 0.14 Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 13.74 13.74 cfs Interception with Clogging Qwa = 11.80 11.80 cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 39.20 39.20 cfs Interception with Clogging Qoa = 33.66 33.66 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 20.89 20.89 cfs Interception with Clogging Qma = 17.94 17.94 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 11.80 11.80 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.33 1.33 Clogging Factor for Multiple Units Clog = 0.03 0.03 ` STREET CAPACITY CALCULATIONS ` ALLEY SECTION MINOR AND MAJOR STORM EVENTS UTILITY EASEMENT UTILITY EASEMENT BACK OF CURB TO BACK OF CURB (DRAINAGE TO ONE SIDE OR THE OTHER BASED ON GRADING SEE RD P&P FOR MORE DETAIL) Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 2-year 100-year Depth 99.93 Top of Curb Depth 100.08 @Easement Line Street Name Determination Determination A10 Private Alley 18.58 Private Alley 2.5 11.8 1.55% 9.0 1.00 9.0 Okay 24.6 1.00 24.6 Okay A11 Private Alley 18.58 Private Alley 2.0 9.6 0.80% 6.5 1.00 6.5 Okay 17.7 1.00 17.7 Okay A13 Private Alley 18.58 Private Alley 1.8 8.6 1.35% 8.4 1.00 8.4 Okay 23.0 1.00 23.0 Okay B12 Private Alley 18.58 Private Alley 2.1 10.1 1.00% 7.2 1.00 7.2 Okay 19.8 1.00 19.8 Okay B15 Private Alley 18.58 Private Alley 1.8 8.7 1.65% 9.3 1.00 9.3 Okay 25.4 0.98 24.9 Okay B16 Private Alley 18.58 Private Alley 1.9 8.8 1.10% 7.6 1.00 7.6 Okay 20.8 1.00 20.8 Okay C5 Private Alley 18.58 Private Alley 1.5 6.6 1.55% 9.0 1.00 9.0 Okay 24.6 1.00 24.6 Okay C7 Private Alley 18.58 Private Alley 1.6 6.8 0.50% 5.1 1.00 5.1 Okay 14.0 1.00 14.0 Okay C9 Private Alley 18.58 Private Alley 2.1 9.5 1.20% 7.9 1.00 7.9 Okay 21.7 1.00 21.7 Okay F2 Private Alley 18.58 Private Alley 2.1 9.8 1.25% 8.1 1.00 8.1 Okay 22.1 1.00 22.1 Okay G3 Private Alley 18.58 Private Alley 2.4 11.2 1.20% 7.9 1.00 7.9 Okay 21.7 1.00 21.7 Okay G4 Private Alley 18.58 Private Alley 1.9 9.1 1.80% 9.7 1.00 9.7 Okay 26.5 0.92 24.4 Okay G5 Private Alley 18.58 Private Alley 3.1 14.7 1.65% 9.3 1.00 9.3 Okay 25.4 0.98 24.9 Okay G7 Private Alley 18.58 Private Alley 1.3 6.4 1.10% 7.6 1.00 7.6 Okay 20.8 0.98 20.3 Okay H2 Private Alley 18.58 Private Alley 2.3 11.3 H3 Private Alley 18.58 Private Alley 1.9 8.8 0.80% 6.5 1.00 6.5 Okay 17.7 1.00 17.7 Okay H4 Private Alley 18.58 Private Alley 2.6 12.6 H6 Private Alley 18.58 Private Alley 3.3 16.5 0.60% 5.6 1.00 5.6 Okay 15.3 1.00 15.3 Problem I1 Private Alley 18.58 Private Alley 2.8 14.0 1.15% 7.7 1.00 7.7 Okay 21.2 1.00 21.2 Okay I10 Private Alley 18.58 Private Alley 3.0 15.0 0.90% 6.9 1.00 6.9 Okay 18.8 1.00 18.8 Okay Notes: 1. Capacity is Okay is in okay in H6. . Additional capacity is available on the south side Sykes Drive in Basin B18. Street Capacity Calculations Drive-Over Curb & Gutter - ALLEY Negligible Flow Negligible Flow Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Developed Q100 cfs Design Point Width FL to BOC ft Street Classification Developed Q2 cfs Longitudinal Grade, S0 % Minor Storm Event Major Storm Event Calculated Capacity (FlowMaster) 1 cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.51 ft Section Definitions Station (ft) Elevation (ft) -0+08 100.16 0+00 100.00 0+17.4173 99.65 0+18.584 99.54 0+20 99.93 0+28 100.09 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+08, 100.16) (0+28, 100.09) 0.016 Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00600 99.93 5.59 2.11 2.65 16.71 16.64 0.00600 99.98 7.85 2.18 3.61 21.71 21.64 0.00600 100.03 11.06 2.30 4.82 26.71 26.64 0.00600 100.08 15.32 2.44 6.27 31.71 31.64 0.00650 99.93 5.82 2.20 2.65 16.71 16.64 0.00650 99.98 8.17 2.26 3.61 21.71 21.64 0.00650 100.03 11.51 2.39 4.82 26.71 26.64 0.00650 100.08 15.95 2.54 6.27 31.71 31.64 Minor and Major Storm Events | Alley Section 3/20/2016 1:37:45 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 4 Minor and Major Storm Events | Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00700 99.93 6.04 2.28 2.65 16.71 16.64 0.00700 99.98 8.48 2.35 3.61 21.71 21.64 0.00700 100.03 11.95 2.48 4.82 26.71 26.64 0.00700 100.08 16.55 2.64 6.27 31.71 31.64 0.00750 99.93 6.25 2.36 2.65 16.71 16.64 0.00750 99.98 8.78 2.43 3.61 21.71 21.64 0.00750 100.03 12.37 2.57 4.82 26.71 26.64 0.00750 100.08 17.13 2.73 6.27 31.71 31.64 0.00800 99.93 6.46 2.44 2.65 16.71 16.64 0.00800 99.98 9.07 2.51 3.61 21.71 21.64 0.00800 100.03 12.77 2.65 4.82 26.71 26.64 0.00800 100.08 17.70 2.82 6.27 31.71 31.64 0.00850 99.93 6.66 2.51 2.65 16.71 16.64 0.00850 99.98 9.34 2.59 3.61 21.71 21.64 0.00850 100.03 13.16 2.73 4.82 26.71 26.64 0.00850 100.08 18.24 2.91 6.27 31.71 31.64 0.00900 99.93 6.85 2.58 2.65 16.71 16.64 0.00900 99.98 9.62 2.66 3.61 21.71 21.64 0.00900 100.03 13.55 2.81 4.82 26.71 26.64 0.00900 100.08 18.77 2.99 6.27 31.71 31.64 0.00950 99.93 7.04 2.65 2.65 16.71 16.64 0.00950 99.98 9.88 2.74 3.61 21.71 21.64 0.00950 100.03 13.92 2.89 4.82 26.71 26.64 0.00950 100.08 19.28 3.07 6.27 31.71 31.64 0.01000 99.93 7.22 2.72 2.65 16.71 16.64 0.01000 99.98 10.14 2.81 3.61 21.71 21.64 0.01000 100.03 14.28 2.96 4.82 26.71 26.64 0.01000 100.08 19.78 3.15 6.27 31.71 31.64 0.01050 99.93 7.40 2.79 2.65 16.71 16.64 0.01050 99.98 10.39 2.88 3.61 21.71 21.64 0.01050 100.03 14.63 3.04 4.82 26.71 26.64 0.01050 100.08 20.27 3.23 6.27 31.71 31.64 0.01100 99.93 7.57 2.86 2.65 16.71 16.64 0.01100 99.98 10.63 2.95 3.61 21.71 21.64 0.01100 100.03 14.98 3.11 4.82 26.71 26.64 0.01100 100.08 20.75 3.31 6.27 31.71 31.64 0.01150 99.93 7.74 2.92 2.65 16.71 16.64 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Minor and Major Storm Events | Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01150 99.98 10.87 3.01 3.61 21.71 21.64 0.01150 100.03 15.31 3.18 4.82 26.71 26.64 0.01150 100.08 21.22 3.38 6.27 31.71 31.64 0.01200 99.93 7.91 2.98 2.65 16.71 16.64 0.01200 99.98 11.10 3.08 3.61 21.71 21.64 0.01200 100.03 15.64 3.25 4.82 26.71 26.64 0.01200 100.08 21.67 3.45 6.27 31.71 31.64 0.01250 99.93 8.07 3.04 2.65 16.71 16.64 0.01250 99.98 11.33 3.14 3.61 21.71 21.64 0.01250 100.03 15.96 3.31 4.82 26.71 26.64 0.01250 100.08 22.12 3.53 6.27 31.71 31.64 0.01300 99.93 8.23 3.10 2.65 16.71 16.64 0.01300 99.98 11.56 3.20 3.61 21.71 21.64 0.01300 100.03 16.28 3.38 4.82 26.71 26.64 0.01300 100.08 22.56 3.60 6.27 31.71 31.64 0.01350 99.93 8.39 3.16 2.65 16.71 16.64 0.01350 99.98 11.78 3.26 3.61 21.71 21.64 0.01350 100.03 16.59 3.44 4.82 26.71 26.64 0.01350 100.08 22.99 3.66 6.27 31.71 31.64 0.01400 99.93 8.54 3.22 2.65 16.71 16.64 0.01400 99.98 11.99 3.32 3.61 21.71 21.64 0.01400 100.03 16.89 3.51 4.82 26.71 26.64 0.01400 100.08 23.41 3.73 6.27 31.71 31.64 0.01450 99.93 8.70 3.28 2.65 16.71 16.64 0.01450 99.98 12.21 3.38 3.61 21.71 21.64 0.01450 100.03 17.19 3.57 4.82 26.71 26.64 0.01450 100.08 23.82 3.80 6.27 31.71 31.64 0.01500 99.93 8.84 3.33 2.65 16.71 16.64 0.01500 99.98 12.41 3.44 3.61 21.71 21.64 0.01500 100.03 17.49 3.63 4.82 26.71 26.64 0.01500 100.08 24.23 3.86 6.27 31.71 31.64 0.01550 99.93 8.99 3.39 2.65 16.71 16.64 0.01550 99.98 12.62 3.50 3.61 21.71 21.64 0.01550 100.03 17.78 3.69 4.82 26.71 26.64 0.01550 100.08 24.63 3.93 6.27 31.71 31.64 0.01600 99.93 9.13 3.44 2.65 16.71 16.64 0.01600 99.98 12.82 3.55 3.61 21.71 21.64 Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] Minor and Major Storm Events | Alley Section Input Data Channel Slope (ft/ft) Water Surface Elevation (ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.01600 100.03 18.06 3.75 4.82 26.71 26.64 0.01600 100.08 25.02 3.99 6.27 31.71 31.64 0.01650 99.93 9.28 3.50 2.65 16.71 16.64 0.01650 99.98 13.02 3.61 3.61 21.71 21.64 0.01650 100.03 18.34 3.81 4.82 26.71 26.64 0.01650 100.08 25.41 4.05 6.27 31.71 31.64 0.01700 99.93 9.42 3.55 2.65 16.71 16.64 0.01700 99.98 13.22 3.66 3.61 21.71 21.64 0.01700 100.03 18.62 3.87 4.82 26.71 26.64 0.01700 100.08 25.79 4.11 6.27 31.71 31.64 0.01750 99.93 9.55 3.60 2.65 16.71 16.64 0.01750 99.98 13.41 3.71 3.61 21.71 21.64 0.01750 100.03 18.89 3.92 4.82 26.71 26.64 0.01750 100.08 26.17 4.17 6.27 31.71 31.64 0.01800 99.93 9.69 3.65 2.65 16.71 16.64 0.01800 99.98 13.60 3.77 3.61 21.71 21.64 0.01800 100.03 19.16 3.98 4.82 26.71 26.64 0.01800 100.08 26.54 4.23 6.27 31.71 31.64 0.01850 99.93 9.82 3.70 2.65 16.71 16.64 0.01850 99.98 13.79 3.82 3.61 21.71 21.64 0.01850 100.03 19.42 4.03 4.82 26.71 26.64 0.01850 100.08 26.91 4.29 6.27 31.71 31.64 0.01900 99.93 9.95 3.75 2.65 16.71 16.64 0.01900 99.98 13.97 3.87 3.61 21.71 21.64 0.01900 100.03 19.68 4.09 4.82 26.71 26.64 0.01900 100.08 27.27 4.35 6.27 31.71 31.64 0.01950 99.93 10.08 3.80 2.65 16.71 16.64 0.01950 99.98 14.15 3.92 3.61 21.71 21.64 0.01950 100.03 19.94 4.14 4.82 26.71 26.64 0.01950 100.08 27.63 4.40 6.27 31.71 31.64 0.02000 99.93 10.21 3.85 2.65 16.71 16.64 0.02000 99.98 14.33 3.97 3.61 21.71 21.64 0.02000 100.03 20.19 4.19 4.82 26.71 26.64 0.02000 100.08 27.98 4.46 6.27 31.71 31.64 3/20/2016 1:37:45 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 4 of 4 ` STREET SECTIONS MINOR AND MAJOR STORM EVENTS TRAVEL TRAVEL PARKING PARKING WALK C L PARKWAY PARKWAY WALK UTILITY EASEMENT UTILITY EASEMENT Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 27.94% Z a = 1/Sa 3.58 Za /n 223.69 Sb 9.82% Z b = 1/Sb 10.18 Zb /n 636.46 Sc 2.00% Z c = 1/Sc 50.00 Zc /n 3125.00 FL to FL Distance 15' CL to FL (DO) Select y 0.3915 water depth at flowline, ft y' 0.2766 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 84.77 10.27 29.23 11.58 56.84 Street Name Determination Determination A2 Barnstormer Street 15 Local 1.1 5.6 0.90% 8.04 1.00 8.0 Okay 21.8 1.00 21.84 Okay A3 Barnstormer Street 15 Local 2.1 10.0 0.70% 7.09 1.00 7.1 Okay 19.3 1.00 19.26 Okay A4 Yeager Street 15 Local 2.9 13.8 0.77% 7.44 1.00 7.4 Okay 20.6 1.00 20.59 Okay A5 Coleman Street 15 Local 2.6 12.6 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay A6 Yeager Street | Coleman Street 15 Local 2.8 13.5 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay A7 Navion Lane 15 Local 1.4 6.9 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay A8 Navion Lane 15 Local 2.7 12.9 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B1 Barnstormer Street 15 Local 1.1 5.1 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B2 Barnstormer Street 15 Local 3.1 14.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B3 Biplane Street 15 Local 3.3 15.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B4 Biplane Street 15 Local 2.9 14.0 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.8 Okay B5 Marquise Street 15 Local 2.2 10.5 0.70% 7.09 1.00 7.1 Okay 17.8 1.00 17.8 Okay B6 Coleman Street 15 Local 3.0 14.4 0.85% 7.82 1.00 7.8 Okay 19.3 1.00 19.26 Okay B7 Coleman Street 15 Local 1.5 7.5 0.85% 7.82 1.00 7.8 Okay 21.2 1.00 21.22 Okay B8 Supercub Lane 15 Local 2.1 9.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B9 Supercub Lane 15 Local 1.9 9.2 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B10 Conquest Street 15 Local 2.6 12.1 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay B11 Conquest Street 15 Local 1.5 7.3 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C1+C2 Conquest Street 15 Local 3.8 18.1 1.60% 10.72 1.00 10.7 Okay 29.1 1.00 29.12 Okay C3 Conquest Street 15 Local 2.1 9.9 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C11 Comet Street 15 Local 1.9 9.4 0.90% 8.04 1.00 8.0 Okay 21.8 1.00 21.84 Okay Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.39 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+26.5, 99.80) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 4.88 1.90 2.56 16.41 16.35 0.00550 5.11 2.00 2.56 16.41 16.35 0.00600 5.34 2.09 2.56 16.41 16.35 0.00650 5.56 2.17 2.56 16.41 16.35 0.00700 5.77 2.25 2.56 16.41 16.35 0.00750 5.97 2.33 2.56 16.41 16.35 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL 3/17/2016 3:40:44 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00800 6.17 2.41 2.56 16.41 16.35 0.00850 6.36 2.48 2.56 16.41 16.35 0.00900 6.54 2.55 2.56 16.41 16.35 0.00950 6.72 2.62 2.56 16.41 16.35 0.01000 6.90 2.69 2.56 16.41 16.35 0.01050 7.07 2.76 2.56 16.41 16.35 0.01100 7.23 2.82 2.56 16.41 16.35 0.01150 7.40 2.89 2.56 16.41 16.35 0.01200 7.56 2.95 2.56 16.41 16.35 0.01250 7.71 3.01 2.56 16.41 16.35 0.01300 7.86 3.07 2.56 16.41 16.35 0.01350 8.01 3.13 2.56 16.41 16.35 0.01400 8.16 3.19 2.56 16.41 16.35 0.01450 8.31 3.24 2.56 16.41 16.35 0.01500 8.45 3.30 2.56 16.41 16.35 0.01550 8.59 3.35 2.56 16.41 16.35 0.01600 8.72 3.41 2.56 16.41 16.35 0.01650 8.86 3.46 2.56 16.41 16.35 0.01700 8.99 3.51 2.56 16.41 16.35 0.01750 9.12 3.56 2.56 16.41 16.35 0.01800 9.25 3.61 2.56 16.41 16.35 0.01850 9.38 3.66 2.56 16.41 16.35 0.01900 9.51 3.71 2.56 16.41 16.35 0.01950 9.63 3.76 2.56 16.41 16.35 0.02000 9.75 3.81 2.56 16.41 16.35 3/17/2016 3:40:44 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.60 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+26.5, 99.80) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 16.28 2.34 6.95 26.77 26.50 0.00550 17.07 2.46 6.95 26.77 26.50 0.00600 17.83 2.57 6.95 26.77 26.50 0.00650 18.56 2.67 6.95 26.77 26.50 0.00700 19.26 2.77 6.95 26.77 26.50 0.00750 19.93 2.87 6.95 26.77 26.50 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL 3/19/2016 2:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Drive Over Curb C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00800 20.59 2.96 6.95 26.77 26.50 0.00850 21.22 3.05 6.95 26.77 26.50 0.00900 21.84 3.14 6.95 26.77 26.50 0.00950 22.44 3.23 6.95 26.77 26.50 0.01000 23.02 3.31 6.95 26.77 26.50 0.01050 23.59 3.40 6.95 26.77 26.50 0.01100 24.14 3.47 6.95 26.77 26.50 0.01150 24.68 3.55 6.95 26.77 26.50 0.01200 25.22 3.63 6.95 26.77 26.50 0.01250 25.74 3.70 6.95 26.77 26.50 0.01300 26.25 3.78 6.95 26.77 26.50 0.01350 26.75 3.85 6.95 26.77 26.50 0.01400 27.24 3.92 6.95 26.77 26.50 0.01450 27.72 3.99 6.95 26.77 26.50 0.01500 28.19 4.06 6.95 26.77 26.50 0.01550 28.66 4.12 6.95 26.77 26.50 0.01600 29.12 4.19 6.95 26.77 26.50 0.01650 29.57 4.26 6.95 26.77 26.50 0.01700 30.01 4.32 6.95 26.77 26.50 0.01750 30.45 4.38 6.95 26.77 26.50 0.01800 30.88 4.45 6.95 26.77 26.50 0.01850 31.31 4.51 6.95 26.77 26.50 0.01900 31.73 4.57 6.95 26.77 26.50 0.01950 32.14 4.63 6.95 26.77 26.50 0.02000 32.55 4.69 6.95 26.77 26.50 3/19/2016 2:13:59 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.60 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10.0833 99.80 0+11.5 99.40 0+12.6667 99.52 0+26.5 99.80 0+40.3333 99.52 0+41.5 99.40 0+42.9167 99.80 0+48.5 99.91 0+53 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10.0833, 99.80) 0.025 (0+10.0833, 99.80) (0+42.9167, 99.80) 0.016 (0+42.9167, 99.80) (0+48.5, 99.91) 0.025 (0+48.5, 99.91) (0+53, 100.00) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) Major Storm Event - Drive Over Curb C&G (Full Section) | 15' CL to FL 3/17/2016 3:48:00 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Drive Over Curb C&G (Full Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 32.69 2.35 13.89 53.13 53.00 0.00550 34.29 2.47 13.89 53.13 53.00 0.00600 35.81 2.58 13.89 53.13 53.00 0.00650 37.27 2.68 13.89 53.13 53.00 0.00700 38.68 2.78 13.89 53.13 53.00 0.00750 40.04 2.88 13.89 53.13 53.00 0.00800 41.35 2.98 13.89 53.13 53.00 0.00850 42.62 3.07 13.89 53.13 53.00 0.00900 43.86 3.16 13.89 53.13 53.00 0.00950 45.06 3.24 13.89 53.13 53.00 0.01000 46.23 3.33 13.89 53.13 53.00 0.01050 47.37 3.41 13.89 53.13 53.00 0.01100 48.49 3.49 13.89 53.13 53.00 0.01150 49.58 3.57 13.89 53.13 53.00 0.01200 50.64 3.64 13.89 53.13 53.00 0.01250 51.69 3.72 13.89 53.13 53.00 0.01300 52.71 3.79 13.89 53.13 53.00 0.01350 53.72 3.87 13.89 53.13 53.00 0.01400 54.70 3.94 13.89 53.13 53.00 0.01450 55.67 4.01 13.89 53.13 53.00 0.01500 56.62 4.08 13.89 53.13 53.00 0.01550 57.56 4.14 13.89 53.13 53.00 0.01600 58.48 4.21 13.89 53.13 53.00 0.01650 59.39 4.27 13.89 53.13 53.00 0.01700 60.28 4.34 13.89 53.13 53.00 0.01750 61.16 4.40 13.89 53.13 53.00 0.01800 62.03 4.46 13.89 53.13 53.00 0.01850 62.88 4.53 13.89 53.13 53.00 0.01900 63.73 4.59 13.89 53.13 53.00 0.01950 64.56 4.65 13.89 53.13 53.00 0.02000 65.38 4.71 13.89 53.13 53.00 3/17/2016 3:48:00 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00% Za = 1/Sa 0.00 Za/n 0.00 Sb 8.33% Zb = 1/Sb 12.00 Zb/n 750.30 Sc 2.00% Zc = 1/Sc 50.00 Zc/n 3125.00 FL to FL Distance 15' CL to FL (Vert.) Select y 0.43 water depth at flowline, ft y' 0.26 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 79.95 0.00 43.33 11.57 48.19 Street Name Determination Determination A1 Barnstormer Street 15 Local 1.1 4.8 0.70% 6.69 1.00 6.7 Okay 24.1 1.00 24.1 Okay A9 Conquest Street 15 Local 0.6 2.8 0.70% 6.69 1.00 6.7 Okay 24.1 1.00 24.1 Okay A10 Zeppelin Way 15 Local 2.5 11.8 1.40% 9.46 1.00 9.5 Okay 34.1 1.00 34.1 Okay B1 Barnstormer Street 15 Local 1.1 5.1 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay B2 Barnstormer Street 15 Local 3.1 14.7 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay B5+B13+B16 Marquis Street 15 Local 4.6 21.1 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay B14+B15 Marquis Street 15 Local 3.1 14.9 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay C4 Conquest Street 15 Local 1.3 6.0 1.60% 10.11 1.00 10.1 Okay 36.5 1.00 36.5 Okay C7 Quinby Street 15 Local 1.6 6.8 1.40% 9.46 1.00 9.5 Okay 34.1 1.00 34.1 Okay C10 Comet Street 15 Local 2.5 11.8 0.90% 7.59 1.00 7.6 Okay 27.4 1.00 27.4 Okay D1 Dassault Street 15 Local 1.5 7.3 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay F3 Comet Street 15 Local 1.2 5.8 0.80% 7.15 1.00 7.2 Okay 25.8 1.00 25.8 Okay F1 thru F4 2 Dassault Street 15 Local 5.5 26.7 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Problem G1 Vicot Way 15 Local 1.0 4.6 0.60% 6.19 1.00 6.2 Okay 22.4 1.00 22.4 Okay G2+G3 Vicot Way 15 Local 3.8 18.1 1.00% 8.00 1.00 8.0 Okay 28.9 1.00 28.9 Okay G4 Vicot Way 15 Local 1.9 9.1 1.00% 8.00 1.00 8.0 Okay 28.9 1.00 28.9 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. 2. Capacity is Okay. ~11 cfs approaches from the south and additional capacity is available on the west side of Dassault Street in Basin F5. Inputs Results Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.43 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+11 99.78 0+11.5 99.78 0+11.5 99.28 0+13.5 99.45 0+26.5 99.71 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+11, 99.78) 0.025 (0+11, 99.78) (0+26.5, 99.71) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 4.48 1.89 2.38 15.44 15.00 0.00550 4.70 1.98 2.38 15.44 15.00 0.00600 4.91 2.07 2.38 15.44 15.00 0.00650 5.11 2.15 2.38 15.44 15.00 0.00700 5.31 2.23 2.38 15.44 15.00 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL 3/19/2016 2:20:57 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 5.49 2.31 2.38 15.44 15.00 0.00800 5.67 2.39 2.38 15.44 15.00 0.00850 5.85 2.46 2.38 15.44 15.00 0.00900 6.02 2.53 2.38 15.44 15.00 0.00950 6.18 2.60 2.38 15.44 15.00 0.01000 6.34 2.67 2.38 15.44 15.00 0.01050 6.50 2.73 2.38 15.44 15.00 0.01100 6.65 2.80 2.38 15.44 15.00 0.01150 6.80 2.86 2.38 15.44 15.00 0.01200 6.95 2.92 2.38 15.44 15.00 0.01250 7.09 2.98 2.38 15.44 15.00 0.01300 7.23 3.04 2.38 15.44 15.00 0.01350 7.37 3.10 2.38 15.44 15.00 0.01400 7.50 3.16 2.38 15.44 15.00 0.01450 7.64 3.21 2.38 15.44 15.00 0.01500 7.77 3.27 2.38 15.44 15.00 0.01550 7.89 3.32 2.38 15.44 15.00 0.01600 8.02 3.37 2.38 15.44 15.00 0.01650 8.14 3.43 2.38 15.44 15.00 0.01700 8.27 3.48 2.38 15.44 15.00 0.01750 8.39 3.53 2.38 15.44 15.00 0.01800 8.51 3.58 2.38 15.44 15.00 0.01850 8.62 3.63 2.38 15.44 15.00 0.01900 8.74 3.68 2.38 15.44 15.00 0.01950 8.85 3.73 2.38 15.44 15.00 0.02000 8.97 3.77 2.38 15.44 15.00 3/19/2016 2:20:57 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.72 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+11 99.78 0+11.5 99.78 0+11.5 99.28 0+13.5 99.45 0+26.5 99.71 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+11, 99.78) 0.025 (0+11, 99.78) (0+26.5, 99.71) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 20.40 2.52 8.10 27.31 26.50 0.00550 21.39 2.64 8.10 27.31 26.50 0.00600 22.35 2.76 8.10 27.31 26.50 0.00650 23.26 2.87 8.10 27.31 26.50 0.00700 24.14 2.98 8.10 27.31 26.50 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL 3/19/2016 2:18:13 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Vertical C&G (Half Section) | 15' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 24.98 3.09 8.10 27.31 26.50 0.00800 25.80 3.19 8.10 27.31 26.50 0.00850 26.60 3.29 8.10 27.31 26.50 0.00900 27.37 3.38 8.10 27.31 26.50 0.00950 28.12 3.47 8.10 27.31 26.50 0.01000 28.85 3.56 8.10 27.31 26.50 0.01050 29.56 3.65 8.10 27.31 26.50 0.01100 30.26 3.74 8.10 27.31 26.50 0.01150 30.94 3.82 8.10 27.31 26.50 0.01200 31.60 3.90 8.10 27.31 26.50 0.01250 32.25 3.98 8.10 27.31 26.50 0.01300 32.89 4.06 8.10 27.31 26.50 0.01350 33.52 4.14 8.10 27.31 26.50 0.01400 34.13 4.22 8.10 27.31 26.50 0.01450 34.74 4.29 8.10 27.31 26.50 0.01500 35.33 4.36 8.10 27.31 26.50 0.01550 35.92 4.44 8.10 27.31 26.50 0.01600 36.49 4.51 8.10 27.31 26.50 0.01650 37.06 4.58 8.10 27.31 26.50 0.01700 37.61 4.65 8.10 27.31 26.50 0.01750 38.16 4.71 8.10 27.31 26.50 0.01800 38.70 4.78 8.10 27.31 26.50 0.01850 39.24 4.85 8.10 27.31 26.50 0.01900 39.76 4.91 8.10 27.31 26.50 0.01950 40.28 4.98 8.10 27.31 26.50 0.02000 40.80 5.04 8.10 27.31 26.50 3/19/2016 2:18:13 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 TRAVEL TRAVEL PARKING PARKING WALK C L PARKWAY PARKWAY WALK UTILITY EASEMENT UTILITY EASEMENT Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00% Za = 1/Sa 0.00 Za/n 0.00 Sb 8.33% Zb = 1/Sb 12.00 Zb/n 750.30 Sc 2.00% Zc = 1/Sc 50.00 Zc/n 3125.00 FL to FL Distance 18' CL to FL (Vert.) Select y 0.49 water depth at flowline, ft y' 0.32 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 125.26 0.00 61.55 20.13 83.84 Street Name Determination Determination C16 Delozier Street 18 Local 1.4 6.6 1.20% 13.7 1.00 13.7 Okay 32.4 1.00 32.4 Okay C17 Delozier Street 18 Local 1.9 9.1 1.20% 13.7 1.00 13.7 Okay 32.4 1.00 32.4 Okay H1 Vicot Way 18 Local 0.9 4.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay H2 Vicot Way 18 Local 2.3 11.3 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay H4 Zeppelin Way 18 Local 2.6 12.6 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay H5 Zeppelin Way 18 Local 1.3 6.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I2 Vicot Way 18 Local 2.1 9.8 1.20% 13.7 1.00 13.7 Okay 32.4 1.00 32.4 Okay I3 Crusader Street 18 Local 0.2 1.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I4 Crusader Street 18 Local 0.4 1.7 0.50% 8.9 1.00 8.9 Okay 20.9 1.00 20.9 Okay I5 Crusader Street 18 Local 0.4 1.7 0.50% 8.9 1.00 8.9 Okay 20.9 1.00 20.9 Okay I6 Zeppelin Way 18 Local 1.4 6.5 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I7 Crusader Street 18 Local 0.3 1.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay I8 Zeppelin Way 18 Local 1.6 7.4 0.90% 11.9 1.00 11.9 Okay 28.1 1.00 28.1 Okay I9 Zeppelin Way 18 Local 0.2 1.0 0.60% 9.7 1.00 9.7 Okay 22.9 1.00 22.9 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. Inputs Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity cfs Results Developed Q100 cfs Longitudinal Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00600 ft/ft Normal Depth 0.70 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+04.5 99.91 0+10 99.80 0+10.5 99.80 0+10.5 99.30 0+12.5 99.47 0+28.5 99.79 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+04.5, 99.91) 0.016 (0+04.5, 99.91) (0+10, 99.80) 0.025 (0+10, 99.80) (0+28.5, 99.79) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 20.91 2.52 8.31 29.23 28.50 0.00550 21.93 2.64 8.31 29.23 28.50 0.00600 22.91 2.76 8.31 29.23 28.50 0.00650 23.84 2.87 8.31 29.23 28.50 0.00700 24.74 2.98 8.31 29.23 28.50 Major Storm Event - Vertical C&G (Half Section) | 18' CL to FL 3/20/2016 12:34:05 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Vertical C&G (Half Section) | 18' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 25.61 3.08 8.31 29.23 28.50 0.00800 26.45 3.18 8.31 29.23 28.50 0.00850 27.27 3.28 8.31 29.23 28.50 0.00900 28.06 3.38 8.31 29.23 28.50 0.00950 28.82 3.47 8.31 29.23 28.50 0.01000 29.57 3.56 8.31 29.23 28.50 0.01050 30.30 3.65 8.31 29.23 28.50 0.01100 31.02 3.73 8.31 29.23 28.50 0.01150 31.71 3.82 8.31 29.23 28.50 0.01200 32.40 3.90 8.31 29.23 28.50 0.01250 33.06 3.98 8.31 29.23 28.50 0.01300 33.72 4.06 8.31 29.23 28.50 0.01350 34.36 4.14 8.31 29.23 28.50 0.01400 34.99 4.21 8.31 29.23 28.50 0.01450 35.61 4.29 8.31 29.23 28.50 0.01500 36.22 4.36 8.31 29.23 28.50 0.01550 36.82 4.43 8.31 29.23 28.50 0.01600 37.41 4.50 8.31 29.23 28.50 0.01650 37.99 4.57 8.31 29.23 28.50 0.01700 38.56 4.64 8.31 29.23 28.50 0.01750 39.12 4.71 8.31 29.23 28.50 0.01800 39.68 4.78 8.31 29.23 28.50 0.01850 40.22 4.84 8.31 29.23 28.50 0.01900 40.76 4.91 8.31 29.23 28.50 0.01950 41.30 4.97 8.31 29.23 28.50 0.02000 41.82 5.04 8.31 29.23 28.50 3/20/2016 12:34:05 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 C L TRAVEL TRAVEL PARKING PARKING WALK PARKWAY PARKWAY WALK UTILITY EASEMENT UTILITY EASEMENT BIKE LANE BIKE LANE Project: East Ridge Second Filing Calculations By: H. Feissner Date: 3/20/2016 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2 y 8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient, see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00% Za = 1/Sa 0.00 Za/n 0.00 Sb 8.33% Zb = 1/Sb 12.00 Zb/n 750.30 Sc 2.00% Zc = 1/Sc 50.00 Zc/n 3125.00 FL to FL Distance 25' CL to FL (Vert.) Select y 0.5000 water depth at flowline, ft y' 0.3334 water depth at EOP, ft S0 = See Below longitudinal slope of street, % a b b' c 0.56(Z/n)y 8/3 = 137.25 0.00 66.17 22.46 93.53 Street Name Determination Determination A12 Sykes Drive 25 Local 1.8 8.5 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay A13 Sykes Drive 25 Local 1.8 8.6 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay B5+B13 thru B16 2 Sykes Drive 25 Local 7.2 33.1 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Problem B17 Sykes Drive 25 Local 1.8 8.7 1.15% 14.7 1.00 14.7 Okay 42.8 1.00 42.84 Okay B18 Sykes Drive 25 Local 0.8 3.7 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay C6 Sykes Drive 25 Local 1.9 9.2 1.50% 16.8 1.00 16.8 Okay 48.9 1.00 48.93 Okay C8 Sykes Drive 25 Local 1.8 8.9 1.50% 16.8 1.00 16.8 Okay 48.9 1.00 48.93 Okay F1 Sykes Drive 25 Local 1.2 6.0 1.50% 16.8 1.00 16.8 Okay 48.9 1.00 48.93 Okay G5 Sykes Drive 25 Local 3.1 14.7 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay G6 Sykes Drive 25 Local 1.0 4.6 0.60% 10.6 1.00 10.6 Okay 31.0 1.00 30.95 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. 2. Capacity is Okay. Additional capacity is available on the south side Sykes Drive in Basin B18. Inputs Results Design Point Width FL to CL ft Street Classification Developed Q2 cfs Calculated Capacity cfs Developed Q100 cfs Longitudinal Grade, S0 Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00100 ft/ft Normal Depth 0.75 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+05 99.90 0+12.5 99.75 0+13 99.75 0+13 99.25 0+15 99.42 0+38 99.88 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+05, 99.90) 0.016 (0+05, 99.90) (0+12.5, 99.75) 0.025 (0+12.5, 99.75) (0+38, 99.88) 0.016 Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00500 28.25 2.53 11.15 38.64 38.00 0.00550 29.63 2.66 11.15 38.64 38.00 0.00600 30.95 2.78 11.15 38.64 38.00 0.00650 32.21 2.89 11.15 38.64 38.00 0.00700 33.43 3.00 11.15 38.64 38.00 Major Storm Event - Vertical C&G (Half Section) | 25' CL to FL 3/20/2016 12:40:53 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Major Storm Event - Vertical C&G (Half Section) | 25' CL to FL Input Data Channel Slope (ft/ft) Discharge (ft³/s) Velocity (ft/s) Flow Area (ft²) Wetted Perimeter (ft) Top Width (ft) 0.00750 34.60 3.10 11.15 38.64 38.00 0.00800 35.73 3.21 11.15 38.64 38.00 0.00850 36.83 3.30 11.15 38.64 38.00 0.00900 37.90 3.40 11.15 38.64 38.00 0.00950 38.94 3.49 11.15 38.64 38.00 0.01000 39.95 3.58 11.15 38.64 38.00 0.01050 40.94 3.67 11.15 38.64 38.00 0.01100 41.90 3.76 11.15 38.64 38.00 0.01150 42.84 3.84 11.15 38.64 38.00 0.01200 43.76 3.93 11.15 38.64 38.00 0.01250 44.67 4.01 11.15 38.64 38.00 0.01300 45.55 4.09 11.15 38.64 38.00 0.01350 46.42 4.16 11.15 38.64 38.00 0.01400 47.27 4.24 11.15 38.64 38.00 0.01450 48.11 4.32 11.15 38.64 38.00 0.01500 48.93 4.39 11.15 38.64 38.00 0.01550 49.74 4.46 11.15 38.64 38.00 0.01600 50.54 4.53 11.15 38.64 38.00 0.01650 51.32 4.60 11.15 38.64 38.00 0.01700 52.09 4.67 11.15 38.64 38.00 0.01750 52.85 4.74 11.15 38.64 38.00 0.01800 53.60 4.81 11.15 38.64 38.00 0.01850 54.34 4.87 11.15 38.64 38.00 0.01900 55.07 4.94 11.15 38.64 38.00 0.01950 55.79 5.01 11.15 38.64 38.00 0.02000 56.50 5.07 11.15 38.64 38.00 3/20/2016 12:40:53 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 ` SWALE CAPACITY CALCULATIONS Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00700 ft/ft Normal Depth 1.50 ft Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+16 96.00 0+17 96.00 0+23 97.50 0+24 97.50 0+30 96.00 0+36 96.00 0+52 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+52, 100.00) 0.035 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Discharge 94.22 ft³/s Elevation Range 96.0000 to 100.0000 ft Flow Area 28.50 ft² Wetted Perimeter 31.7386 ft Hydraulic Radius 0.90 ft Split Swale | A, G, H, Fut A, Fut-G and Fut-H Basins w/2-Year Runoff 1/25/2016 7:20:51 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Results Top Width 31.0000 ft Normal Depth 1.50 ft Critical Depth 1.17 ft Critical Slope 0.02027 ft/ft Velocity 3.31 ft/s Velocity Head 0.17 ft Specific Energy 1.67 ft Froude Number 0.61 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.0000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.50 ft Critical Depth 1.17 ft Channel Slope 0.00700 ft/ft Critical Slope 0.02027 ft/ft Split Swale | A, G, H, Fut A, Fut-G and Fut-H Basins w/2-Year Runoff 1/25/2016 7:20:51 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00700 ft/ft Discharge 311.50 ft³/s Section Definitions Station (ft) Elevation (ft) 0+00 100.00 0+16 96.00 0+17 96.00 0+23 97.50 0+24 97.50 0+30 96.00 0+36 96.00 0+52 100.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 100.00) (0+52, 100.00) 0.035 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 2.51 ft Elevation Range 96.0000 to 100.0000 ft Flow Area 64.71 ft² Wetted Perimeter 41.0281 ft Hydraulic Radius 1.58 ft Split Swale | A, G, H, Fut A, Fut-G and Fut-H Basins w/100-Year Runoff 1/25/2016 7:21:31 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Results Top Width 40.0419 ft Normal Depth 2.51 ft Critical Depth 2.07 ft Critical Slope 0.01683 ft/ft Velocity 4.81 ft/s Velocity Head 0.36 ft Specific Energy 2.87 ft Froude Number 0.67 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.0000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.51 ft Critical Depth 2.07 ft Channel Slope 0.00700 ft/ft Critical Slope 0.01683 ft/ft Split Swale | A, G, H, Fut A, Fut-G and Fut-H Basins w/100-Year Runoff 1/25/2016 7:21:31 PM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 ` STORM DRAIN SIZING CALCULATIONS ` Storm Drain System A Analysis Results Scenario: 100-Year Storm Event Network Inventory Channels 0 Wet Wells 0 Gutters 0 Pressure Junctions 0 Pressure Pipes 0 SCADA Elements 0 Catch Basins 58 Pump Stations 0 -Maximum Capacity 0 0 Variable Speed Pump Batteries -Full Capture 58 Air Valves 0 -Catalog Inlet 0 Outfall elements for network with outlet: <None> System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Label FES A 10.0 4.0 85.4 7.127 12.472 11.88 Conduit elements for network with outlet: FES A Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type Analysis Results Scenario: 100-Year Storm Event Catch Basin elements for network with outlet: FES A Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Energy (Third Edition) INLETCapture A7 (Fut Full 1.7 0.0 100.0 4,940.52 4,940.46 0.06 -I1) HEC-22 Energy (Third Edition) INLETCapture A1 Full 15.3 0.0 100.0 4,936.48 4,936.29 0.19 HEC-22 Energy (Third Edition) InletCapture A6.1 Full 1.7 0.0 100.0 4,940.60 4,940.60 0.00 HEC-22 Energy (Third Edition) INLETCapture A4 Full 2.1 0.0 100.0 4,939.60 4,939.60 0.00 HEC-22 Energy (Third Edition) INLETCapture A4.1 Full 26.0 0.0 100.0 4,939.43 4,939.31 0.12 HEC-22 Energy (Third Edition) INLETCapture A3.2 Full 1.1 0.0 100.0 4,939.39 4,939.39 0.00 HEC-22 Energy (Third Edition) INLETCapture A3.1A Full 7.5 0.0 100.0 4,939.27 4,939.27 0.00 HEC-22 Energy (Third Edition) INLETCapture A4.2 Full 0.0 0.0 100.0 4,940.02 4,940.02 0.00 Manhole elements for network with outlet: FES A Analysis Results Scenario: 100-Year Storm Event Manhole elements for network with outlet: FES A System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 10.0 4.0 70.1 7.397 11.346 9.40 HEC-22 Energy (Third Edition) SDMH A4 4,938.91 4,938.70 0.21 10.0 4.0 75.7 7.301 11.747 10.29 HEC-22 Energy (Third Edition) SDMH A3 4,937.78 4,937.62 0.16 10.0 4.0 75.2 7.247 11.973 10.29 HEC-22 Energy (Third Edition) SDMH A2 4,936.93 4,936.78 0.16 0.0 0.0 8.5 9.488 6.036 0.89 HEC-22 Energy (Third Edition) SDMH A3.1 4,939.03 4,938.79 0.24 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 4 of 4 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] ` Storm Drain System B Analysis Results Scenario: 100-Year Storm Event Network Inventory Channels 0 Wet Wells 0 Gutters 0 Pressure Junctions 0 Pressure Pipes 0 SCADA Elements 0 Catch Basins 58 Pump Stations 0 -Maximum Capacity 0 0 Variable Speed Pump Batteries -Full Capture 58 Air Valves 0 -Catalog Inlet 0 Outfall elements for network with outlet: <None> System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Label FES B 0.0 0.0 182.2 6.379 15.765 28.33 Conduit elements for network with outlet: FES B Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type Analysis Results Scenario: 100-Year Storm Event Conduit elements for network with outlet: FES B Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type CO-48 Circle Circle - 36.0 in 12.34 1 0.0097 38.2 5.41 4,936.46 4,936.34 4,942.36 4,942.32 CO-49 Circle Circle - 24.0 in 27.99 1 0.0100 11.6 3.71 4,937.62 4,937.34 4,942.54 4,942.46 CO-50 Circle Circle - 24.0 in 25.68 1 0.0097 8.9 2.82 4,936.85 4,936.60 4,940.92 4,940.88 CO-51 Circle Circle - 24.0 in 40.33 1 0.0099 12.7 4.03 4,936.92 4,936.52 4,940.81 4,940.68 CO-52 Circle Circle - 24.0 in 25.17 1 0.0103 18.2 5.80 4,936.32 4,936.06 4,940.04 4,939.87 Catch Basin elements for network with outlet: FES B Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Analysis Results Scenario: 100-Year Storm Event Manhole elements for network with outlet: FES B System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 57.6 7.094 12.609 8.05 HEC-22 Energy (Third Edition) SDMH B8.1 4,945.14 4,944.77 0.37 0.0 0.0 121.8 6.874 13.526 17.57 HEC-22 Energy (Third Edition) SDMH B8 4,943.43 4,943.13 0.30 0.0 0.0 120.1 6.780 13.915 17.57 HEC-22 Energy (Third Edition) SDMH B7 4,942.59 4,942.47 0.12 0.0 0.0 160.7 6.710 14.206 23.75 HEC-22 Energy (Third Edition) SDMH B6 4,941.88 4,941.70 0.18 0.0 0.0 160.1 6.687 14.302 23.75 HEC-22 Energy (Third Edition) SDMH B5 4,941.33 4,940.86 0.47 0.0 0.0 163.9 6.600 14.666 24.64 HEC-22 ` Storm Drain System C Analysis Results Scenario: 100-Year Storm Event Network Inventory Channels 0 Wet Wells 0 Gutters 0 Pressure Junctions 0 Pressure Pipes 0 SCADA Elements 0 Catch Basins 58 Pump Stations 0 -Maximum Capacity 0 0 Variable Speed Pump Batteries -Full Capture 58 Air Valves 0 -Catalog Inlet 0 Outfall elements for network with outlet: <None> System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Label FES C 0.0 0.0 129.3 6.705 14.228 19.13 Conduit elements for network with outlet: FES C Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type Analysis Results Scenario: 100-Year Storm Event Conduit elements for network with outlet: FES C Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type CO-70 Circle Circle - 30.0 in 55.80 1 0.0050 20.9 4.27 4,936.80 4,936.52 4,943.90 4,943.75 CO-71 Circle Circle - 18.0 in 23.17 1 0.0099 9.8 5.54 4,937.75 4,937.52 4,942.29 4,942.09 CO-72 Circle Circle - 18.0 in 11.17 1 0.0098 12.0 6.77 4,937.63 4,937.52 4,942.09 4,941.95 CO-73 Circle Circle - 18.0 in 40.96 1 0.0200 8.5 4.80 4,936.78 4,935.96 4,939.36 4,939.09 Catch Basin elements for network with outlet: FES C Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Energy (Third Analysis Results Scenario: 100-Year Storm Event Catch Basin elements for network with outlet: FES C Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Energy (Third Edition) INLETCapture C2 Full 8.7 0.0 100.0 4,937.38 4,937.21 0.17 HEC-22 Energy (Third Edition) INLETCapture C7.2 Full 25.9 0.0 100.0 4,945.43 4,945.43 0.00 Manhole elements for network with outlet: FES C System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Analysis Results Scenario: 100-Year Storm Event Manhole elements for network with outlet: FES C System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 19.5 8.331 8.630 2.33 HEC-22 Energy (Third Edition) SDMH C10 4,946.57 4,946.73 -0.16 0.0 0.0 38.6 7.572 10.615 5.06 HEC-22 Energy (Third Edition) SDMH C7.1 4,945.26 4,945.09 0.17 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 5 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] ` Storm Drain System D Analysis Results Scenario: 100-Year Storm Event Network Inventory Channels 0 Wet Wells 0 Gutters 0 Pressure Junctions 0 Pressure Pipes 0 SCADA Elements 0 Catch Basins 58 Pump Stations 0 -Maximum Capacity 0 0 Variable Speed Pump Batteries -Full Capture 58 Air Valves 0 -Catalog Inlet 0 Outfall elements for network with outlet: <None> System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Label FES D 0.0 0.0 185.6 6.077 17.410 30.30 Conduit elements for network with outlet: FES D Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type Analysis Results Scenario: 100-Year Storm Event Conduit elements for network with outlet: FES D Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type CO-18 Circle Circle - 66.0 in 189.94 1 0.0040 187.4 10.09 4,931.75 4,930.99 4,936.29 4,935.88 CO-95 Circle Circle - 36.0 in 41.75 1 0.0041 39.3 5.57 4,936.31 4,936.14 4,942.10 4,941.96 CO-96 Circle Circle - 36.0 in 62.19 1 0.0042 41.6 5.88 4,935.94 4,935.68 4,941.34 4,941.10 CO-97 Circle Circle - 24.0 in 12.74 1 0.0039 3.7 1.16 4,936.99 4,936.94 4,942.00 4,942.00 CO-102 Circle Circle - 18.0 in 25.71 1 0.0051 12.2 6.90 4,938.84 4,938.71 4,943.42 4,943.07 CO-103 Circle Circle - 30.0 in 34.33 1 0.0050 27.3 5.56 4,932.86 4,932.69 4,939.94 4,939.79 CO-104 Circle Circle - 30.0 in 28.33 1 0.0049 29.5 6.02 4,932.49 4,932.35 4,939.51 4,939.37 Catch Basin elements for network with outlet: FES D Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Analysis Results Scenario: 100-Year Storm Event Catch Basin elements for network with outlet: FES D Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Energy (Third Edition) INLETCapture D9 Full 9.4 0.0 100.0 4,944.42 4,944.32 0.11 HEC-22 Energy (Third Edition) INLETCapture D6 Full 7.4 0.0 100.0 4,942.26 4,942.13 0.13 HEC-22 Energy (Third Edition) INLETCapture D5 Full 10.2 0.0 100.0 4,941.52 4,941.39 0.14 HEC-22 Energy (Third Edition) INLETCapture D4.1A Full 39.3 0.0 100.0 4,941.64 4,941.64 0.00 HEC-22 Energy (Third Edition) INLETCapture D4.2 Full 3.7 0.0 100.0 4,941.64 4,941.64 0.00 HEC-22 Energy (Third Edition) INLETCapture D7.1 Full 12.2 0.0 100.0 4,943.42 4,943.42 0.00 HEC-22 Energy (Third Edition) INLETCapture D2.2 Full 27.3 0.0 100.0 4,939.69 4,939.69 0.00 HEC-22 Energy (Third Edition) INLETCapture D2.1 Full 2.7 0.0 100.0 4,939.60 4,939.51 0.09 Manhole elements for network with outlet: FES D System CA Analysis Results Scenario: 100-Year Storm Event Manhole elements for network with outlet: FES D System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 121.0 6.415 15.569 18.70 HEC-22 Energy (Third Edition) SDMH D7 4,942.93 4,942.56 0.37 0.0 0.0 170.5 6.283 16.286 26.91 HEC-22 Energy (Third Edition) SDMH D4 4,940.62 4,940.38 0.25 0.0 0.0 168.9 6.225 16.605 26.91 HEC-22 Energy (Third Edition) SDMH D3 4,939.71 4,939.54 0.18 0.0 0.0 188.5 6.173 16.886 30.30 HEC-22 Energy (Third Edition) SDMH D2 4,938.73 4,938.24 0.49 0.0 0.0 187.4 6.134 17.096 30.30 HEC-22 Energy (Third Edition) SDMH D1 4,937.27 4,936.29 0.98 0.0 0.0 41.6 6.460 15.325 6.38 HEC-22 ` Storm Drain System E Analysis Results Scenario: 100-Year Storm Event Network Inventory Channels 0 Wet Wells 0 Gutters 0 Pressure Junctions 0 Pressure Pipes 0 SCADA Elements 0 Catch Basins 58 Pump Stations 0 -Maximum Capacity 0 0 Variable Speed Pump Batteries -Full Capture 58 Air Valves 0 -Catalog Inlet 0 Outfall elements for network with outlet: <None> System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Label FES E 0.0 0.0 116.2 6.241 16.517 18.47 Conduit elements for network with outlet: FES E Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type Analysis Results Scenario: 100-Year Storm Event Conduit elements for network with outlet: FES E Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type CO-91 Circle Circle - 24.0 in 54.33 1 0.0040 6.6 2.11 4,934.15 4,933.93 4,939.34 4,939.30 CO-93 Circle Circle - 24.0 in 37.81 1 0.0101 22.9 7.27 4,940.07 4,939.69 4,944.18 4,943.79 CO-94 Circle Circle - 30.0 in 7.12 1 0.0042 6.1 1.24 4,941.87 4,941.84 4,947.05 4,947.05 CO-105 Circle Circle - 30.0 in 213.08 1 0.0040 13.8 2.82 4,933.73 4,932.88 4,939.19 4,938.95 CO-106 Circle Circle - 30.0 in 215.25 1 0.0040 13.1 2.66 4,932.68 4,931.82 4,938.89 4,938.67 Catch Basin elements for network with outlet: FES E Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Analysis Results Scenario: 100-Year Storm Event Catch Basin elements for network with outlet: FES E Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Energy (Third Edition) INLETCapture E4 Full 8.2 0.0 100.0 4,938.75 4,938.66 0.09 HEC-22 Energy (Third Edition) INLETCapture E2 Full 7.5 0.0 100.0 4,936.77 4,936.67 0.11 HEC-22 Energy (Third Edition) INLETCapture E1 Full 3.7 0.0 100.0 4,936.36 4,936.25 0.11 HEC-22 Energy (Third Edition) INLETCapture E3.3 Full 6.6 0.0 100.0 4,939.34 4,939.34 0.00 HEC-22 Energy (Third Edition) INLETCapture E3.2 Full 9.1 0.0 100.0 4,939.21 4,939.19 0.02 HEC-22 Energy (Third Edition) INLETCapture E13.1 Full 22.9 0.0 100.0 4,944.18 4,944.18 0.00 HEC-22 Energy (Third Edition) SDMHCapture E16.1 Full 6.1 0.0 100.0 4,947.05 4,947.05 0.00 Manhole elements for network with outlet: FES E System CA (acres) System Flow Time (min) Analysis Results Scenario: 100-Year Storm Event Manhole elements for network with outlet: FES E System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 46.6 7.269 11.879 6.35 HEC-22 Energy (Third Edition) SDMH E13 4,943.61 4,943.26 0.34 0.0 0.0 52.5 7.186 12.226 7.25 HEC-22 Energy (Third Edition) SDMH E11 4,942.56 4,942.46 0.09 0.0 0.0 115.1 6.603 14.653 17.30 HEC-22 Energy (Third Edition) SDMH E3 4,938.20 4,937.87 0.33 0.0 0.0 13.1 7.579 10.589 1.71 HEC-22 Energy (Third Edition) SDMH E3.1 4,938.91 4,938.89 0.02 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 5 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] ` Storm Drain System G Analysis Results Scenario: 100-Year Storm Event Network Inventory Channels 0 Wet Wells 0 Gutters 0 Pressure Junctions 0 Pressure Pipes 0 SCADA Elements 0 Catch Basins 58 Pump Stations 0 -Maximum Capacity 0 0 Variable Speed Pump Batteries -Full Capture 58 Air Valves 0 -Catalog Inlet 0 Outfall elements for network with outlet: <None> System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Label FES G 0.0 0.0 17.8 8.840 7.488 2.00 Conduit elements for network with outlet: FES G Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Slope (Calculated) (ft/ft) Number of Barrels Length (Unified) (ft) Conduit Description Label Section Type Analysis Results Scenario: 100-Year Storm Event Manhole elements for network with outlet: FES G System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 18.3 9.060 6.995 2.00 HEC-22 Energy (Third Edition) SDMH G1 4,937.92 4,937.56 0.36 0.0 0.0 18.2 9.039 7.042 2.00 HEC-22 Energy (Third Edition) SDMH G2 4,937.24 4,936.89 0.35 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 3 of 3 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] ` Interim Outfall | Pumping System Details www.cranepumps.com Demersible Pumps SECTION PAGE DATE A3598 Crane Co. Company USA: (937) 778-8947 • Canada: (905) 457-6223 • International: (937) 615- 65 42A DESCRIPTION: THE BREAK AWAY FITTING IS DESIGNED TO ALLOW THE SUBMERSIBLE PUMP TO BE INSTALLED OR REMOVED WITHOUT REQUIRING PERSONNEL TO ENTER THE WET WELL. 8" Break Away Fitting Models: BAF-8 Bulletin 7365 8/12 Speciﬁ cations: BAF-8; Standard 3” (76mm) Schedule 40 pipe should be used for guides. An intermediate guide pipe bracket should be used for pipe lengths of 20 feet (6M) or more. The stationary elbow is designed to be anchored to the ﬂ oor of the wet well. A stainless steel sealing face on the elbow mates with a cast iron ﬂ ange. The pump bolts to the moveable bracket and is then free to ride up and down the guide rails which are attached to the base elbow at one end and the underside of the wet well cover at the other end. The guide rails serve only to guide, they carry none of the pump weight. Model: BAF-8 P/N: 082110A www.cranepumps.com Demersible Pumps SECTION PAGE DATE A3598 Crane Co. Company USA: (937) 778-8947 • Canada: (905) 457-6223 • International: (937) 615- 66 42A 8" Break Away Fitting Models: BAF-8 Bulletin 7365 inches (mm) 8/12 www.cranepumps.com Demersible Pumps SECTION PAGE DATE A3598 Crane Co. Company USA: (937) 778-8947 • Canada: (905) 457-6223 • International: (937) 615- 54 42A Size 8T Model No. Size Dia. inches (mm) HP Volt PH Hz RPM NEMA Start Code Full Load Amps 1.2 Service Factor Amps Locked Rotor Amps Driver Frame Cord Size 7365-823-32-300 8T 10.43 (265) 25 208-230 3 60 1150 G 75.2/70.5 90.8/82.6 354.0 #4 2/4 - 18/4 7365-823-62-300 8T 10.43 (265) 25 460 3 60 1150 G 35.4 41.3 177.0 #4 8/4 - 18/4 7365-823-77-300 8T 10.43 (265) 25 575 3 60 1150 G 28.3 33.0 141.6 #4 8/4 - 18/4 7365-823-33-300 8T 11.02 (280) 30 208-230 3 60 1150 E 90.8/82.6 114.9/99.7 354.0 #4 2/4 - 18/4 7365-823-63-300 8T 11.02 (280) 30 460 3 60 1150 E 41.3 49.9 177.0 #4 8/4 - 18/4 7365-823-78-300 8T 11.02 (280) 30 575 3 60 1150 E 33.0 39.9 141.6 #4 8/4 - 18/4 7365-823-49-300 8T 12.21 (310) 40 230 3 60 1150 E 110.4 131.8 476.0 #4 2/4 - 18/4 7365-823-64-300 8T 12.21 (310) 40 460 3 60 1150 E 55.2 65.9 238.0 #4 6/4 - 18/4 7365-823-79-300 8T 12.21 (310) 40 575 3 60 1150 E 44.2 52.7 190.4 #4 8/4 - 18/4 inches (mm) #4 Frame Driver Optional Leg Kit - p/n 125506A 4” Spherical Solids Handling 7365-823 8/12 IMPORTANT ! 1.) MOISTURE AND TEMPERATURE SENSORS MUST BE CONNECTED TO VALIDATE THE CSA AND FM LISTING. 2.) A SPECIAL MOISTURE SENSOR RELAY IS REQUIRED IN THE CONTROL PANEL FOR PROPER OPERATION OF THE MOISTURE SENSORS. CONTACT CP&S FOR INFORMATION CONCERNING MOISTURE SENSING RELAYS FOR CUSTOMER SUPPLIED CONTROL PANELS. 3.) THESE PUMPS ARE CSA AND FM LISTED FOR PUMPING WATER AND WASTEWATER. DO NOT USE TO PUMP FLAMMABLE LIQUIDS. NOT SUITABLE FOR ENVIRONMENTS CONTAINING GASOLINE OR HEXANE. 4.) INSTALLATIONS SUCH AS DECORATIVE FOUNTAINS OR WATER FEATURES PROVIDED FOR VISUAL ENJOYMENT MUST BE INSTALLED IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE ANSI/NFPA 70 AND/OR THE AUTHORITY HAVING JURISDICTION. THIS PUMP IS NOT INTENDED FOR USE IN SWIMMING POOLS, RECREATIONAL WATER PARKS, OR INSTALLATIONS IN WHICH HUMAN CONTACT WITH PUMPED MEDIA IS A COMMON OCCURRENCE. 5.) A NON-SPARKING BREAKAWAY FITTING MUST BE USED TO VALIDATE THE EXPLOSION PROOF LISTING. STANDARD WITH 30’ CORD PUMPS AND MOTORS ARE FM/CSA EXPLOSION-PROOF TO CLASS I DIVSION 1 GROUPS C&D T4 RATING FEATURES A10-30, 3” X 4” RAIL SYSTEM: Connects to any pump with a 3”, 150# ANSI flanged discharge. Outlet is a 4” flanged discharge. A10-40, 4” X 4” RAIL SYSTEM: Connects to any pump with a 4”, 150# ANSI flanged discharge. Outlet is a 4” flanged discharge. A10-60, 4” X 6” RAIL SYSTEM: Connects to any pump with a 4”, 150# ANSI flanged discharge. Outlet is a 6” flanged discharge. ALL MODELS: Cast iron construction for standard applications. Optional bronze pump adapter for applications requiring a non-sparking disconnect. Standard kit contains a Base, a Pump Adapter with all required bolts and fittings and the Upper Guide Rail Positioning Bracket. Optional intermediate guide rail brackets are available in either steel or brass for non-sparking applications. Guide rails are not supplied - they may be sourced locally - 2" stainless steel guide rails recommended. Spare pump adapter kits are available for those who want a back-up pump/adapter ready for an emergency quick change. GUIDE RAIL SYSTEMS EFFLUENT AND SEWAGE TECHNICAL BROCHURE BCPCGR PAGE 2 Wastewater CentriPro NOTE: Motor Frame; Reliance - 180TY 2" 33/8" (2) 2" Pipe Guide Rails by installer 75/16" C 4" 150 PSI ANSI Flange A B 7" 12" Positioning Bracket 1" 3" AND 4" DISCHARGE GUIDE RAIL SYSTEM • Heavy duty cast iron construction. • Twin guide rails provide positive alignment with base. • No sealing devices required – pump weight provides sufficient force for proper seal. • Self cleaning design. When pump flange engages base, the shearing action wipes the sealing surfaces clean. Pump Part A B C H J Weight Discharge Number Max. 3" A10-30 49/16 333/8 22½ 6¾ 11±¼ 170 lbs. 4" A10-40 313/16 34¼ 23 7¾ 12±¼ 185 lbs. • System Components Include: • Base with integral cast elbow. • Pump adapter – guide assembly with fasteners. • Upper guide rail positioning bracket. Carbon steel bracket available as an option in stainless steel. NOTE: Guide rails not furnished by CentriPro. Lifting chains and bails ordered seperately. Intermedi- ate bracket available as seen on page 4 for pits over 11 feet. Top View Discharge 11" 11" 11" 11" 44" MIN 32" MIN (4) 7/8 Ø Holes 13" 11 /2" 1" 1" 11 PAGE 3 Wastewater CentriPro 2" 33/8" (2) 2" Pipe Guide Rails by installer 85/16" 6" 150 PSI ANSI Flange 6" A 10" 17" Positioning Bracket 393/4" 261/2" 1" 4" DISCHARGE GUIDE RAIL SYSTEM Frame Pump Part A Weight Discharge Number 210 4" A10-60 37¾ 185 lbs. Top View 250 4" A10-60 431/8 185 lbs. Discharge 11" 11" 11" 11" 44" MIN 32" MIN (4) 7 /8 Ø Holes 15" 11 /2" 23 2" /4" 11 /2" 11" Base (2) 9/16 Ø Holes 67/8" 11 ± 1/4" 73/4" Positioning Bracket PUMP ADAPTER KITS 1K340 – for A10-30 iron 1K341 – for A10-40 / A10-60 iron 1K447 – for A10-30B brass 1K448 – for A10-40B / A10-60B brass Part numbers are for repairs, component is included in the A10-30, 40 accessory. INTERMEDIATE GUIDE RAIL BRACKET A10-30 (B) standard 4K436 A10-40 (B), 60 (B) standard 4K437 A10-30 304 SS 4K631 A10-40 304 SS 4K632 Used on pits over 11 feet for extra support. Must be purchased separately. MINIMUM BASIN DIAMETER Minimum Recommended Simplex 36" 42" Duplex 48" 60" Xylem, Inc. 2881 East Bayard Street Ext., Suite A Seneca Falls, NY 13148 Phone: (866) 325-4210 Fax: (888) 322-5877 www.xyleminc.com/brands/centripro CentriPro is a trademark of Xylem Inc. or one of its subsidiaries. © 2012 Xylem, Inc. BCPCGR R12 April 2012 Pump Discharge Size Order Number ANSI Flanged Discharge Size Material of Positioning Bracket Used On These Pumps 3" A10-30 4" 150 lb. ANSI Carbon Steel 3WDA, 3DWS, 3WS, 3888D3, 3SD 3" A10-30SS Stainless Steel 3GV, 3MV, 3MK 4" A10-40 Carbon Steel 4WDA, 4DWS, 4DWN, 4WS, 3888D4, 4SD, 4NS 4GV, 4MV, 4MK 4" A10-40SS Stainless Steel 4" A10-40SS 6" 150 lb. ANSI 4" A10-60SS Carbon Steel 3" XP A10-30B 4" 150 lb. ANSI 3XWC, 3SDX, 3GVX, 3MVX, 3MKX 4" XP A10-40B 4XWC, 4XWN, 4SDX, 4GVX, 4MVX, 4MKX 4" XP A10-60B 6" 150 lb. ANSI 4XWC, 4XWN, 4XD, 4SDX, 4GVX, 4MVX, 4MKX * For 6MK units, see Conery base elbow CBE6060. ` Outlet Protection Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 129.3 cfs Circular Culvert: Barrel Diameter in Inches D = 60 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft Barrel Width (Span) in Feet Width (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4931.86 ft Outlet Elevation OR Slope Elev OUT = 4931.01 ft Culvert Length L = 213.71 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Elev Yt = ft Max Allowable Channel Velocity V = 7 ft/s Required Protection (Output): Tailwater Surface Height Yt = 2.00 ft Flow Area at Max Channel Velocity At = 18.47 ft 2 Culvert Cross Sectional Area Available A = 19.63 ft 2 Entrance Loss Coefficient ke = 0.50 Friction Loss Coefficient kf = 0.78 Sum of All Losses Coefficients ks = 2.28 ft Culvert Normal Depth Yn = 3.34 ft Culvert Critical Depth Yc = 3.25 ft Tailwater Depth for Design d = 4.13 ft Adjusted Diameter OR Adjusted Rise D a = - ft Expansion Factor 1/(2*tan(Θ)) = 5.35 Flow/Diameter 2.5 OR Flow/(Span * Rise 1.5 ) Q/D^2.5 = 2.31 ft 0.5 /s Froude Number Fr = 0.95 Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.40 Inlet Control Headwater HWI = 5.13 ft Outlet Control Headwater HWO = 4.81 Design Headwater Elevation HW = 4,936.99 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.03 Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 185.6 cfs Circular Culvert: Barrel Diameter in Inches D = 66 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft Barrel Width (Span) in Feet Width (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4931.75 ft Outlet Elevation OR Slope Elev OUT = 4930.99 ft Culvert Length L = 189.94 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Elev Yt = 4934.47 ft Max Allowable Channel Velocity V = 5 ft/s Required Protection (Output): Tailwater Surface Height Yt = 3.48 ft Flow Area at Max Channel Velocity At = 37.12 ft 2 Culvert Cross Sectional Area Available A = 23.76 ft 2 Entrance Loss Coefficient ke = 0.50 Friction Loss Coefficient kf = 0.61 Sum of All Losses Coefficients ks = 2.11 ft Culvert Normal Depth Yn = 3.97 ft Culvert Critical Depth Yc = 3.81 ft Tailwater Depth for Design d = 4.66 ft Adjusted Diameter OR Adjusted Rise D a = - ft Expansion Factor 1/(2*tan(Θ)) = 6.72 Flow/Diameter 2.5 OR Flow/(Span * Rise 1.5 ) Q/D^2.5 = 2.62 ft 0.5 /s Froude Number Fr = 0.92 Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.63 Inlet Control Headwater HWI = 6.20 ft Outlet Control Headwater HWO = 5.90 Design Headwater Elevation HW = 4,937.95 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.13 Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 117.9 cfs Circular Culvert: Barrel Diameter in Inches D = 60 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft Barrel Width (Span) in Feet Width (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4929.71 ft Outlet Elevation OR Slope Elev OUT = 4928.98 ft Culvert Length L = 180.61 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Elev Yt = 4931.99 ft Max Allowable Channel Velocity V = 7 ft/s Required Protection (Output): Tailwater Surface Height Yt = 3.01 ft Flow Area at Max Channel Velocity At = 16.84 ft 2 Culvert Cross Sectional Area Available A = 19.63 ft 2 Entrance Loss Coefficient ke = 0.50 Friction Loss Coefficient kf = 0.66 Sum of All Losses Coefficients ks = 2.16 ft Culvert Normal Depth Yn = 3.11 ft Culvert Critical Depth Yc = 3.10 ft Tailwater Depth for Design d = 4.05 ft Adjusted Diameter OR Adjusted Rise D a = - ft Expansion Factor 1/(2*tan(Θ)) = 6.69 Flow/Diameter 2.5 OR Flow/(Span * Rise 1.5 ) Q/D^2.5 = 2.11 ft 0.5 /s Froude Number Fr = 0.99 Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.60 Inlet Control Headwater HWI = 4.80 ft Outlet Control Headwater HWO = 4.53 Design Headwater Elevation HW = 4,934.51 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 0.96 Project: Basin ID: Soil Type: Supercritical Flow! Using Da to calculate protection type. Design Information (Input): Design Discharge Q = 17.8 cfs Circular Culvert: Barrel Diameter in Inches D = 24 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft Barrel Width (Span) in Feet Width (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4933.62 ft Outlet Elevation OR Slope Elev OUT = 4931.29 ft Culvert Length L = 155.35 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Elev Yt = 4934.47 ft Max Allowable Channel Velocity V = 5 ft/s Required Protection (Output): Tailwater Surface Height Yt = 3.18 ft Flow Area at Max Channel Velocity At = 3.56 ft 2 Culvert Cross Sectional Area Available A = 3.14 ft 2 Entrance Loss Coefficient ke = 0.50 Friction Loss Coefficient kf = 1.92 Sum of All Losses Coefficients ks = 3.42 ft Culvert Normal Depth Yn = 1.16 ft Culvert Critical Depth Yc = 1.52 ft Tailwater Depth for Design d = 1.76 ft Adjusted Diameter OR Adjusted Rise D a = 1.58 ft Expansion Factor 1/(2*tan(Θ)) = 6.70 Flow/Diameter 2.5 OR Flow/(Span * Rise 1.5 ) Q/D^2.5 = 3.15 ft 0.5 /s Froude Number Fr = 1.69 Supercritical! Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 2.01 Inlet Control Headwater HWI = 2.64 ft Outlet Control Headwater HWO = 1.13 Design Headwater Elevation HW = 4,936.26 ft Project: Basin ID: Soil Type: Supercritical Flow! Using Da to calculate protection type. Design Information (Input): Design Discharge Q = 99.4 cfs Circular Culvert: Barrel Diameter in Inches D = 54 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft Barrel Width (Span) in Feet Width (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4930.7 ft Outlet Elevation OR Slope Elev OUT = 4928.95 ft Culvert Length L = 156.06 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Elev Yt = 4930.86 ft Max Allowable Channel Velocity V = 5 ft/s Required Protection (Output): Tailwater Surface Height Yt = 1.91 ft Flow Area at Max Channel Velocity At = 19.88 ft 2 Culvert Cross Sectional Area Available A = 15.90 ft 2 Entrance Loss Coefficient ke = 0.50 Friction Loss Coefficient kf = 0.65 Sum of All Losses Coefficients ks = 2.15 ft Culvert Normal Depth Yn = 2.19 ft Culvert Critical Depth Yc = 2.93 ft Tailwater Depth for Design d = 3.72 ft Adjusted Diameter OR Adjusted Rise D a = 3.34 ft Expansion Factor 1/(2*tan(Θ)) = 6.63 Flow/Diameter 2.5 OR Flow/(Span * Rise 1.5 ) Q/D^2.5 = 2.31 ft 0.5 /s Froude Number Fr = 1.75 Supercritical! Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.57 Inlet Control Headwater HWI = 4.60 ft Outlet Control Headwater HWO = 3.27 Design Headwater Elevation HW = 4,935.30 ft Project: Basin ID: Soil Type: Design Information (Input): Design Discharge Q = 182.2 cfs Circular Culvert: Barrel Diameter in Inches D = 66 inches Inlet Edge Type (Choose from pull-down list) Box Culvert: OR Barrel Height (Rise) in Feet Height (Rise) = ft Barrel Width (Span) in Feet Width (Span) = ft Inlet Edge Type (Choose from pull-down list) Number of Barrels No = 1 Inlet Elevation Elev IN = 4931.6 ft Outlet Elevation OR Slope Elev OUT = 4931.01 ft Culvert Length L = 147.76 ft Manning's Roughness n = 0.013 Bend Loss Coefficient kb = 0 Exit Loss Coefficient kx = 1 Tailwater Surface Elevation Elev Yt = ft Max Allowable Channel Velocity V = 7 ft/s Required Protection (Output): Tailwater Surface Height Yt = 2.20 ft Flow Area at Max Channel Velocity At = 26.03 ft 2 Culvert Cross Sectional Area Available A = 23.76 ft 2 Entrance Loss Coefficient ke = 0.50 Friction Loss Coefficient kf = 0.47 Sum of All Losses Coefficients ks = 1.97 ft Culvert Normal Depth Yn = 3.92 ft Culvert Critical Depth Yc = 3.78 ft Tailwater Depth for Design d = 4.64 ft Adjusted Diameter OR Adjusted Rise D a = - ft Expansion Factor 1/(2*tan(Θ)) = 5.00 Flow/Diameter 2.5 OR Flow/(Span * Rise 1.5 ) Q/D^2.5 = 2.57 ft 0.5 /s Froude Number Fr = 0.93 Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.40 Inlet Control Headwater HWI = 6.11 ft Outlet Control Headwater HWO = 5.85 Design Headwater Elevation HW = 4,937.71 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.11 ` DETENTION POND SIZING (EPA SWMM 5.0) 35 (12) A new Section 4.1 is added, to read as follows: 4.1 Intensity-Duration-Frequency Curves for SWMM: The hyetograph input option must be selected when creating SWMM input files. Hyetographs for the 2-, 5-, 10-, 25-, 50-, and 100-year City of Fort Collins rainfall events are provided in Table RA-9. Table RA-9 – City of Fort Collins Rainfall Intensity-Duration-Frequency Table for Use with SWMM 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Duration (min) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) Intensity (in/hr) 5 0.29 0.40 0.49 0.63 0.79 1.00 10 0.33 0.45 0.56 0.72 0.90 1.14 15 0.38 0.53 0.65 0.84 1.05 1.33 20 0.64 0.89 1.09 1.41 1.77 2.23 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3.48 4.36 5.49 35 2.85 3.97 4.87 6.30 7.90 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.57 1.97 2.48 50 0.42 0.58 0.71 0.92 1.16 1.46 55 0.35 0.49 0.60 0.77 0.97 1.22 60 0.30 0.42 0.52 0.67 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 80 0.17 0.24 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.48 0.62 0.78 100 0.15 0.20 0.29 0.47 0.60 0.75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 0.27 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 43 Table RO-13 SWMM Input Parameters Depth of Storage on Impervious Areas 0.1 inches Depth of Storage on Pervious Areas 0.3 inches Maximum Infiltration Rate 0.51 inches/hour Minimum Infiltration Rate 0.50 inches/hour Decay Rate 0.0018 inches/sec Zero Detention Depth 1% Manning’s n Value for Pervious Surfaces 0.025 Manning’s n Value for Impervious Surfaces 0.016 4.3.2 Pervious-Impervious Area Table RO-14 should be used to determine preliminary percentages of impervious land cover for a given land-use or zoning. The final design must be based on the actual physical design conditions of the site. Table RO-14 Percent Imperviousness Relationship to Land Use* LAND USE OR ZONING PERCENT IMPERVIOUS (%) Business: T CCN, CCR, CN E, RDR, CC, LC C, NC, I, D, HC, CS 20 70 80 90 Residential: RF,UE RL, NCL LMN,NCM MMN, NCB 30 45 50 70 Open Space: Open Space and Parks (POL) Open Space along foothills ridge (POL,RF) RC 10 20 20 *For updated zoning designations and definitions, please refer to Article Four of the City Land Use Code, as amended B-Basins A-Basins G-Basins_H-Basins C-Basins I-Basins Park/Wetland F-Basins E-Basins D-Basins C1 TemporaryOutfall 1 2 3 4 J1 Out1 DetentionPond I&J_SandFilter G&H_EDB BE&F_SandFilter C&D_EDB FortCollins_2yr 09/02/2015 00:01:00 SWMM 5.1 HFHLV0001.01_SWMM_EDB-LID-2yr.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.009) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ SEP-02-2015 00:00:00 Ending Date .............. SEP-07-2015 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 12.271 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 4.381 0.349 Surface Runoff ........... 7.132 0.569 Final Storage ............ 0.796 0.063 Continuity Error (%) ..... -0.311 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 7.132 2.324 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 2.864 0.933 Flooding Loss ............ 1.584 0.516 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 2.678 0.873 Continuity Error (%) ..... 0.088 ******************************** Page 1 HFHLV0001.01_SWMM_EDB-LID-2yr.rpt Highest Flow Instability Indexes ******************************** Link TemporaryOutfall (10) Link C1 (1) ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ -------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ -------------------- B-Basins 0.98 0.00 0.00 0.29 0.62 0.53 23.60 0.632 A-Basins 0.98 0.00 0.00 0.29 0.62 0.37 16.40 0.632 G-Basins_H-Basins 0.98 0.00 0.00 0.24 0.66 0.55 26.82 0.677 C-Basins 0.98 0.00 0.00 0.29 0.62 0.37 16.94 0.632 I-Basins 0.98 0.00 0.00 0.24 0.66 0.26 13.90 0.678 Park/Wetland 0.98 0.00 0.00 0.77 0.19 0.12 7.09 0.194 F-Basins 0.98 0.00 0.00 0.27 0.65 0.07 5.50 0.663 E-Basins 0.98 0.00 0.00 0.29 0.62 0.04 3.78 0.635 D-Basins 0.98 0.00 0.00 0.26 0.66 0.03 3.02 0.675 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J1 JUNCTION 0.10 1.00 4928.00 0 00:32 1.00 Page 2 HFHLV0001.01_SWMM_EDB-LID-2yr.rpt Out1 OUTFALL 0.10 1.00 4927.00 0 00:32 1.00 DetentionPond STORAGE 0.12 2.12 4929.12 0 02:42 2.12 I&J_SandFilter STORAGE 1.35 1.45 4930.45 0 00:58 1.45 G&H_EDB STORAGE 3.57 3.65 4931.65 0 01:14 3.65 BE&F_SandFilter STORAGE 2.94 3.06 4934.06 0 00:58 3.06 C&D_EDB STORAGE 2.97 3.00 4931.00 0 01:25 3.00 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J1 JUNCTION 0.00 5.00 0 00:33 0 1.3 0.000 Out1 OUTFALL 0.00 3.70 0 00:32 0 0.933 0.000 DetentionPond STORAGE 23.21 43.36 0 00:57 0.484 1.3 -0.042 I&J_SandFilter STORAGE 13.90 13.90 0 00:40 0.257 0.257 0.216 G&H_EDB STORAGE 26.82 26.82 0 00:45 0.551 0.551 0.085 BE&F_SandFilter STORAGE 31.79 31.79 0 00:40 0.632 0.632 0.270 C&D_EDB STORAGE 19.24 19.24 0 00:40 0.4 0.4 0.004 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- J1 JUNCTION 120.00 1.000 0.000 DetentionPond STORAGE 120.00 2.116 10.884 I&J_SandFilter STORAGE 120.00 1.451 0.549 G&H_EDB STORAGE 120.00 3.647 0.353 BE&F_SandFilter STORAGE 120.00 3.063 0.937 C&D_EDB STORAGE 120.00 3.000 0.000 ********************* Node Flooding Summary ********************* Page 3 HFHLV0001.01_SWMM_EDB-LID-2yr.rpt Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Volume Node Flooded CFS days hr:min 10^6 gal 1000 ft3 -------------------------------------------------------------------------- J1 9.53 1.44 0 00:33 0.368 0.000 C&D_EDB 2.46 8.89 0 01:07 0.148 0.000 ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- DetentionPond 5.069 0 0 0 111.823 3 0 02:42 5.00 I&J_SandFilter 13.880 64 0 0 15.023 69 0 00:58 8.23 G&H_EDB 41.407 80 0 0 43.090 83 0 01:13 10.33 BE&F_SandFilter 32.624 66 0 0 34.361 69 0 00:57 19.90 C&D_EDB 28.032 99 0 0 28.355 100 0 01:06 0.36 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Out1 45.99 0.63 3.70 0.933 ----------------------------------------------------------- System 45.99 0.63 3.70 0.933 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- Page 4 HFHLV0001.01_SWMM_EDB-LID-2yr.rpt C1 CONDUIT 3.70 0 00:32 7.61 1.04 1.00 TemporaryOutfall PUMP 5.00 0 00:33 1.00 1 WEIR 10.33 0 01:14 0.00 2 WEIR 8.23 0 00:58 0.00 3 WEIR 19.90 0 00:58 0.00 4 WEIR 0.36 0 01:20 0.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- C1 9.53 9.53 9.53 9.53 9.53 *************** Pumping Summary *************** ------------------------------------------------------------------------------------ --------------------- Min Avg Max Total Power % Time Off Percent Number of Flow Flow Flow Volume Usage Pump Curve Pump Utilized Start-Ups CFS CFS CFS 10^6 gal Kw-hr Low High ------------------------------------------------------------------------------------ --------------------- TemporaryOutfall 47.87 1032 0.00 0.84 5.00 1.301 2.61 0.0 0.0 Analysis begun on: Mon Jan 25 14:49:14 2016 Analysis ended on: Mon Jan 25 14:49:15 2016 Total elapsed time: 00:00:01 Page 5 B-Basins A-Basins G-Basins_H-Basins C-Basins I-Basins Park/Wetland F-Basins E-Basins D-Basins C1 TemporaryOutfall J1 Out1 DetentionPond FortCollins_100y r 09/02/2015 00:01:00 SWMM 5.1 HFHLV0001.01_SWMM.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.009) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ SEP-02-2015 00:00:00 Ending Date .............. SEP-07-2015 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 45.660 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 7.665 0.616 Surface Runoff ........... 37.502 3.014 Final Storage ............ 0.794 0.064 Continuity Error (%) ..... -0.660 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 37.502 12.221 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 26.728 8.710 Flooding Loss ............ 10.776 3.512 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... -0.005 ******************************** Page 1 HFHLV0001.01_SWMM.rpt Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ -------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ -------------------- B-Basins 3.67 0.00 0.00 0.52 3.10 2.64 189.33 0.845 A-Basins 3.67 0.00 0.00 0.52 3.10 1.85 131.64 0.845 G-Basins_H-Basins 3.67 0.00 0.00 0.43 3.19 2.65 207.02 0.871 C-Basins 3.67 0.00 0.00 0.52 3.10 1.88 135.77 0.846 I-Basins 3.67 0.00 0.00 0.43 3.20 1.24 103.05 0.872 Park/Wetland 3.67 0.00 0.00 1.41 2.25 1.30 67.23 0.614 F-Basins 3.67 0.00 0.00 0.42 3.21 0.33 32.42 0.874 E-Basins 3.67 0.00 0.00 0.50 3.14 0.21 22.06 0.856 D-Basins 3.67 0.00 0.00 0.42 3.21 0.13 14.25 0.875 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J1 JUNCTION 0.76 1.00 4928.00 0 00:13 1.00 Out1 OUTFALL 0.76 1.00 4927.00 0 00:13 1.00 Page 2 HFHLV0001.01_SWMM.rpt DetentionPond STORAGE 4.37 8.71 4936.71 0 03:14 8.71 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J1 JUNCTION 0.00 5.00 0 00:13 0 12.2 0.000 Out1 OUTFALL 0.00 3.75 3 18:57 0 8.71 0.000 DetentionPond STORAGE 902.77 902.77 0 00:40 12.2 12.2 -0.005 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- J1 JUNCTION 120.00 1.000 0.000 DetentionPond STORAGE 120.00 8.707 3.293 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Volume Node Flooded CFS days hr:min 10^6 gal 1000 ft3 -------------------------------------------------------------------------- J1 90.75 1.44 0 00:14 3.511 0.000 ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ Page 3 HFHLV0001.01_SWMM.rpt -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- DetentionPond 605.057 21 0 0 1557.933 54 0 03:14 5.00 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Out1 75.77 3.56 3.75 8.709 ----------------------------------------------------------- System 75.77 3.56 3.75 8.709 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 CONDUIT 3.75 3 18:57 11.81 1.05 1.00 TemporaryOutfall PUMP 5.00 0 00:13 1.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- C1 90.74 90.74 90.74 90.75 90.74 *************** Pumping Summary *************** ------------------------------------------------------------------------------------ --------------------- Min Avg Max Total Power % Time Off Percent Number of Flow Flow Flow Volume Page 4 HFHLV0001.01_SWMM.rpt Usage Pump Curve Pump Utilized Start-Ups CFS CFS CFS 10^6 gal Kw-hr Low High ------------------------------------------------------------------------------------ --------------------- TemporaryOutfall 75.72 1 0.00 4.99 5.00 12.220 221.98 0.0 0.0 Analysis begun on: Mon Jan 25 14:49:26 2016 Analysis ended on: Mon Jan 25 14:49:26 2016 Total elapsed time: < 1 sec Page 5 Project: East Ridge Second Filing Project Location: Fort Collins, Colorado Date: 3/21/2016 Calculations By: H. Feissner Pond Description: Detention Pond User Input Cell: Blue Text Required Volume, ac-ft Water Surface Elevation, ft Design Point: Outfall Design Storm: WQCV Required Volume: 0 ft 3 N/A 4927.00 Design Storm: 2-year Required Volume: 111823 ft 3 2.6 4929.17 Design Storm: 1st 100-year Required Volume: 1557933 ft 3 35.8 4935.88 Design Storm 1 : 2nd 100-year Required Volume: 3115866 ft 3 71.5 4939.81 1. 2 nd 100-year storm required per Section 3.3.4 Retention Facilities of the FCSCM Contour Elevation Contour Area Depth Incremental Volume Cummulative Volume Incremental Volume Cummulative Volume Cummulative Volume ft ft 2 ft ft 3 ft 3 ft 3 ft 3 ac-ft 4927.00 676 0.0 0 0 0 0 4928.00 52186 1.0 26431 26431 19600 19600 0.4 4929.00 95939 1.0 74062 100493 72961 92561 2.1 4930.00 130753 1.0 113346 213839 112897 205458 4.7 4931.00 153575 1.0 142164 356002 142011 347469 8.0 Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length-to-Width Ratio = 1.00 L:W 0.00 676 0.00 0.00 Watershed Area = 153.29 acres 1.00 52,186 1.00 5.00 Watershed Imperviousness = 70.0% percent 2.00 95,939 2.00 5.00 Percentage Hydrologic Soil Group A = percent 3.00 130,753 3.00 5.00 Percentage Hydrologic Soil Group B = percent 4.00 153,575 4.00 5.00 Percentage Hydrologic Soil Groups C/D = 100.0% percent 5.00 199,953 5.00 5.00 6.00 248,072 6.00 5.00 User Input 17 7.00 265,848 7.00 5.00 8.00 299,738 8.00 5.00 9.00 317,685 9.00 5.00 User Input: Detention Basin Characteristics 10.00 335,725 10.00 5.00 WQCV Design Drain Time = 40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth = 0.43 0.88 1.16 1.47 2.48 3.05 in Calculated Runoff Volume = 3.476 7.670 11.202 15.030 28.056 35.813 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 3.475 7.669 11.200 15.025 28.048 35.812 acre-ft Time to Drain 97% of Inflow Volume = 8.9 18.4 26.6 35.5 66.0 84.2 hours Time to Drain 99% of Inflow Volume = 9.5 19.2 27.5 36.5 67.5 86.0 hours Maximum Ponding Depth = 2.25 3.65 4.60 5.43 7.63 8.75 ft Maximum Ponded Area = 2.394 3.338 4.163 5.049 6.588 7.187 acres Maximum Volume Stored = 2.857 6.934 10.460 14.230 27.234 34.984 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet East Ridge Second Filing Fort Collins, Colorado HFHLV0001.01_SDI_Design_Data_v1.03.xlsm, Design Data 3/22/2016, 11:28 AM Doing_Clear_Formatting Yes = CountA= 1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 100 200 300 400 500 600 700 800 900 0.1 1 10 FLOW [cfs] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 8 9 10 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV HFHLV0001.01_SDI_Design_Data_v1.03.xlsm, Design Data 3/22/2016, 11:28 AM ` EDB AND LID SIZING CALCULATIONS March 19, 2011 BIORETENTION SAND MEDIA SPECIFICATION 1 CITY OF FORT COLLINS BIORETENTION SAND MEDIA SPECIFICATION PART 1 - GENERAL A. Bioretention Sand Media (BSM) shall be uniformly mixed, uncompacted, free of stones, stumps, roots, or other similar objects larger than two inches. No other materials or substances shall be mixed or dumped within the bioretention area that may be harmful to plant growth or prove a hindrance to the facility’s function and maintenance. B. BSM shall be free of plant or seed material of non-native, invasive species, or weeds. C. Fully mixed BSM shall be tested prior to installation and meet the following criteria: 1. P-Index of less than 30 2. pH of 5.5-6.5. Should pH fall outside of the acceptable range, it may be modified with lime (to raise) or iron sulfate plus sulfur (to lower). The lime or iron sulfate must be mixed uniformly into the BSM prior to use in the bioretention facility. 3. Cation Exchange Capacity (CEC) greater than 10 4. Phosphorous (Phosphate, P2O5) not to exceed 69 ppm 5. BSM that fails to meet the minimum requirements shall be replaced at the Contractor’s expense. D. BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of piles will not be allowed. Mixing of the BSM to a homogeneous consistency shall be done to the satisfaction of the Owner. PART 2 - SOIL MATERIALS A. Sand 1. BSM shall consist of 60-70% sand by volume meeting ASTM C-33. B. Shredded Paper 1. BSM shall consist of 5-10% shredded paper by volume. 2. Shredded paper shall be loosely packed, approximate bulk density of 50-100 lbs/CY. 3. Shredded paper shall consist of loose leaf paper, not shredded phone books, and shall be thoroughly and mechanically mixed to prevent clumping. C. Topsoil 1. BSM shall consist of 5-10% topsoil by volume. 2. Topsoil shall be classified as sandy loam, loamy sand, or loam per USDA textural triangle with less than 5% clay material. 3. Onsite, native material shall not be used as topsoil. 4. Textural analysis shall be performed on topsoil, preferably at its source, prior to including topsoil in the mix. Topsoil shall be free of subsoil, debris, weeds, foreign matter, and any other material deleterious to plant health. 5. Topsoil shall have a pH range of 5.5 to 7.5 and moisture content between 25-55%. 6. Contractor shall certify that topsoil meets these specifications. D. Leaf Compost 1. BSM shall consist of 10-20% leaf compost by volume. 2. Leaf compost shall consist of Class 1 organic leaf compost consisting of aged leaf mulch resulting from biological degradation and transformation of plant-derived materials under controlled conditions designed to promote aerobic decomposition. March 19, 2011 BIORETENTION SAND MEDIA SPECIFICATION 2 3. The material shall be well composted, free of viable weed seeds and contain material of a generally humus nature capable of sustaining growth of vegetation, with no materials toxic to plant growth. 4. Compost shall be provided by a local US Composting Council Seal of Testing Assurance (STA) member. A copy of the provider’s most recent independent STA test report shall be submitted to and approved by the Owner prior to delivery of BSM to the project site. 5. Compost material shall also meet the following criteria: a. 100 percent of the material shall pass through a 1/2 inch screen b. PH of the material shall be between 6.0 and 8.4 c. Moisture content shall be between 35 and 50 percent d. Maturity greater than 80 percent (maturity indicator expressed as percentage of germination/vigor, 80+/80+) e. Maturity indicator expressed as Carbon to Nitrogen ration < 12 f. Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4 g. Minimum organic matter shall be 40 percent dry weight basis h. Soluble salt content shall be no greater than 5500 parts per million or 0-5 mmhos/cm i. Phosphorus content shall be no greater than 325 parts per million j. Heavy metals (trace) shall not exceed 0.5 parts per million k. Chemical contaminants: meet or exceed US EPA Class A standard, 40 CFR 503.13, Tables 1 & 3 levels l. Pathogens: meet or exceed US EPA Class A standard, 40 CFR 503.32(a) levels PART 3 - EXECUTION A. General 1. Refer to project specifications for excavation requirements. B. Placement Method 1. BSM material shall be spread evenly in horizontal layers. 2. Thickness of loose material in each layer shall not exceed 9-inches. 3. Compaction of BSM material is not required. Sheet 1 of 1 Designer: Company: Date: Project: Location: 1. Design Discharge for 2-Year Return Period Q2 = 27.1 cfs 2. Hydraulic Residence Time A) : Length of Grass Swale LS = 450 ft B) Calculated Residence Time (based on design velocity below) THR= 8.3 minutes 3. Longitudinal Slope (vertical distance per unit horizontal) A) Available Slope (based on site constraints) Savail = 0.0025 ft / ft B) Design Slope SD = 0.0025 ft / ft 4. Swale Geometry A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical) Z = 5 ft / ft B) Bottom Width of Swale (enter 0 for triangular section) WB = 30 ft 5. Vegetation A) Type of Planting (seed vs. sod, affects vegetal retardance factor) 6. Design Velocity (1 ft / s maximum) V2 = 0.91 ft / s 7. Design Flow Depth (1 foot maximum) D2 = 0.87 ft A) Flow Area A2 = 29.9 sq ft B) Top Width of Swale WT = 38.7 ft C) Froude Number (0.50 maximum) F = 0.18 D) Hydraulic Radius RH = 0.77 E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.70 F) Manning's n (based on SCS vegetal retardance curve D for sodded grass) n = 0.068 G) Cumulative Height of Grade Control Structures Required HD = 0.00 ft AN UNDERDRAIN IS 8. Underdrain REQUIRED IF THE (Is an underdrain necessary?) DESIGN SLOPE < 2.0% 9. Soil Preparation (Describe soil amendment) 10. Irrigation Notes: City of Fort Collins Seed Mix Design Procedure Form: Grass Swale (GS) H. Feissner Galloway January 24, 2016 East Ridge Second Filing Fort Collins, Colorado | A and Fut-A Basins Choose One Temporary Permanent Choose One Grass From Seed Grass From Sod Choose One YES NO HFHLV0001.01_UD-BMP_v3.03_Swale_A-Basins.xlsm, GS 1/24/2016, 1:11 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 68 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.68 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 0.241 watershed inches WQCV= 0.9 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 1,631,599 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 32,747 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 32,747 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 2.96 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 5.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Mimimum Filter Area (Flat Surface Area) AMin = 7277 sq ft D) Actual Filter Area AActual = 7579 sq ft E) Volume Provided VT = 32747 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 1.5 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 32,747 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2 in East Ridge Second Filing Fort Collins, Colorado | B, E, F and Fut-B Basins Design Procedure Form: Sand Filter (SF) H. Feissner Galloway January 24, 2016 Choose One Choose One 18" CDOT Class C Filter Material Other (Explain): YES NO HFHLV0001.01_UD-BMP_v3.03_SF_B E and F-Basins.xlsm, SF 1/24/2016, 1:19 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6-7. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: - Riprap is desigend at each incoming storm drain to dissipate energy - A weir with a 6" wide concrete crest is designed to convey excess flows at a flow depth of 6" Design Procedure Form: Sand Filter (SF) H. Feissner Galloway January 24, 2016 East Ridge Second Filing Fort Collins, Colorado | B, E, F and Fut-B Basins Choose One YES NO HFHLV0001.01_UD-BMP_v3.03_SF_B E and F-Basins.xlsm, SF 1/24/2016, 1:19 PM Project: East Ridge Second Filing Project Location: Fort Collins, Colorado Date: 1/23/2016 Calculations By: H. Feissner Pond Description: SF for B, E and F Basins User Input Cell: Blue Text Design Point: Outfall Design Storm: WQCV Required Volume: 32747 ft3 4933.96 ft Design Storm: 10-year Required Volume: 0 ft3 N/A ft Design Storm: 100-year Required Volume: 0 ft3 N/A ft Contour Elevation Contour Area Depth Incremental Volume Cummulative Volume Incremental Volume Cummulative Volume Cummulative Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 4931.00 7579 0.0 0 0 0 0 0.00 4932.00 9862 1.0 8721 8721 8696 8696 0.20 4933.00 12301 1.0 11081 19802 11059 19754 0.45 4934.00 14894 2.0 24756 33476 24583 33279 0.76 4935.00 17733 2.0 30033 49835 29868 49622 1.14 Sand Filter (SF) | B, E, F and Fut-B Basins Stage-Storage Calculations Required Volume Water Surface Elevation Average End Area Method: Conic Volume Method: WQCV 4931 4932 4933 4934 4935 4936 0 10000 20000 30000 40000 50000 60000 Contour Elevation, ft Cummulative Volume, ft3 Stage - Storage | Sand Filter (SF) Tributary area includes the B, E and F developed basins plus the Fut-B basins Project Description Solve For Headwater Elevation Input Data Discharge 203.40 ft³/s Crest Elevation 4933.96 ft Tailwater Elevation 4933.96 ft Weir Coefficient 3.00 US Crest Length 180.00 ft Results Headwater Elevation 4934.48 ft Headwater Height Above Crest 0.52 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 93.95 ft² Velocity 2.17 ft/s Wetted Perimeter 181.08 ft Top Width 180.26 ft Sand Filter Weir | B, E, F and Fut-B Basins - Cipolletti 3/22/2016 11:31:13 AM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Galloway Sheet 1 of 4 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 66 % B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.656 C) Contributing Watershed Area Area = 23.74 ac D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm E) Design Concept (Select EURV when also designing for flood control) F) Design Volume (1.2 WQCV) Based on 40-hour Drain Time VDESIGN = 0.61 ac-ft (VDESIGN = (1.0 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12 * Area * 1.2) G) For Watersheds Outside of the Denver Region, VDESIGN OTHER = ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d 6*(VDESIGN /0.43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER = ac-ft (Only if a different WQCV Design Volume is desired) I) Predominant Watershed NRCS Soil Group J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = (0.1878i - 0.0104)*Area EURV = ac-f t For HSG B: EURVB = (0.1178i - 0.0042)*Area For HSG C/D: EURVC/D = (0.1043i - 0.0031)*Area 2. Basin Shape: Length to Width Ratio L : W = 2.0 : 1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z = 5.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet A) Describe means of providing energy dissipation at concentrated inflow locations: Design Procedure Form: Extended Detention Basin (EDB) East Ridge Second Filing Galloway January 24, 2016 Fort Collins, Colorado | C and D-Basins H. Feissner - Riprap is designed at each incoming storm drain to dissipate energy - A weir with a 6" wide concrete crest is designed to convey excess flows at a flow depth of 6" Choose One Excess Urban Runoff Volume (EURV) Choose One A B C / D Water Quality Capture Volume (WQCV) Sheet 2 of 4 Designer: Company: Date: Project: Location: 5. Forebay A) Minimum Forebay Volume VFMIN = 0.015 ac-ft (VFMIN = 3% of the WQCV) B) Actual Forebay Volume VF = ac-ft C) Forebay Depth DF = in (DF = 18 inch maximum) D) Forebay Discharge i) Undetained 100-year Peak Discharge Q100 = cfs ii) Forebay Discharge Design Flow QF = cfs (QF = 0.02 * Q 100) E) Forebay Discharge Design F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in G) Rectangular Notch Width Calculated WN = in PROVIDE A CONSISTENT LONGITUDINAL 6. Trickle Channel SLOPE FROM FOREBAY TO MICROPOOL WITH NO MEANDERING. RIPRAP AND A) Type of Trickle Channel SOIL RIPRAP LINED CHANNELS ARE NOT RECOMMENDED. MINIMUM DEPTH OF 1.5 FEET F) Slope of Trickle Channel S = 0.0050 ft / ft 7. Micropool and Outlet Structure A) Depth of Micropool (2.5-feet minimum) DM = 2.5 ft B) Surface Area of Micropool (10 ft 2 minimum) A M = 10 sq ft C) Outlet Type D) Depth of Design Volume (EURV or 1.2 WQCV) Based on the Design H = 2.99 feet Concept Chosen Under 1.E. E) Volume to Drain Over Prescribed Time WQCV = 0.507 ac-ft F) Drain Time TD = 40 hours (Min TD for WQCV= 40 hours; Max T D for EURV= 72 hours) G) Recommended Maximum Outlet Area per Row, (Ao) A o = 1.10 square inches H) Orifice Dimensions: i) Circular Orifice Diameter or Dorifice = 1 - 1 / 8 inches ii) Width of 2" High Rectangular Orifice Worifice = inches I) Number of Columns nc = 1 number J) Actual Design Outlet Area per Row (Ao) A o = 0.99 square inches K) Number of Rows (nr) nr Sheet 3 of 4 Designer: Company: Date: Project: Location: 8. Initial Surcharge Volume A) Depth of Initial Surcharge Volume DIS = in (Minimum recommended depth is 4 inches) B) Minimum Initial Surcharge Volume VIS = cu ft (Minimum volume of 0.3% of the WQCV) C) Initial Surcharge Provided Above Micropool Vs= cu ft 9. Trash Rack A) Type of Water Quality Orifice Used B) Water Quality Screen Open Area: At = Aot * 38.5*(e -0.095D ) At = 308 square inches C) For 1-1/4"", or Smaller, Circular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen and Concrete Opening (Wopening) W opening = 12.0 inches ii) Height of Water Quality Screen (HTR) H TR = 63.9 inches iii) Type of Screen, Describe if "Other" D) For Circular Opening (greater than 1-1/4" diameter) OR 2" High Rectangular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen Opening (Wopening) W opening = ft ii) Height of Water Quality Screen (HTR) H TR = ft iii) Type of Screen, Describe if "Other" v) Cross-bar Spacing inches vi) Minimum Bearing Bar Size H. Feissner Design Procedure Form: Extended Detention Basin (EDB) January 24, 2016 East Ridge Second Filing Fort Collins, Colorado | C and D-Basins Galloway Choose One Circular (up to 1-1/4" diameter) Circular (greater than 1-1/4" diameter) OR Rectangular (2" high) Choose One S.S. Well Screen with 60% Open Area* Other (Describe): Choose One Aluminum Amico-Klemp SR Series (or equal) Other (Describe): HFHLV0001.01_UD-BMP_v3.03_EDB_C and D-Basins.xlsm, EDB 1/24/2016, 2:14 PM Sheet 4 of 4 Designer: Company: Date: Project: Location: 10. Overflow Embankment A) Describe embankment protection for 100-year and greater overtopping: B) Slope of Overflow Embankment ZE = 5.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 11. Vegetation 12. Access A) Describe Sediment Removal Procedures Notes: East Ridge Second Filing Tensar | North American Green RECP Fort Collins, Colorado | C and D-Basins Design Procedure Form: Extended Detention Basin (EDB) January 24, 2016 Galloway H. Feissner Choose One Irrigated Not Irrigated HFHLV0001.01_UD-BMP_v3.03_EDB_C and D-Basins.xlsm, EDB 1/24/2016, 2:14 PM Project: East Ridge Second Filing Project Location: Fort Collins, Colorado Date: 1/23/2016 Calculations By: H. Feissner Pond Description: EDB for C and D Basins User Input Cell: Blue Text Design Point: Outfall Design Storm: WQCV Required Volume: 26572 ft3 4930.99 ft Design Storm: 10-year Required Volume: 0 ft3 N/A ft Design Storm: 100-year Required Volume: 0 ft3 N/A ft Contour Elevation Contour Area Depth Incremental Volume Cummulative Volume Incremental Volume Cummulative Volume Cummulative Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 4928.00 0 0.0 0 0 0 0 0.00 4929.00 9492 1.0 4746 4746 3164 3164 0.07 4930.00 11778 1.0 10635 15381 10614 13778 0.32 4931.00 14170 1.0 12974 28355 12956 26734 0.61 4932.00 16831 1.0 15501 43856 15482 42216 0.97 Extended Detantion Basin (EDB) | C and D-Basins Stage-Storage Calculations Required Volume Water Surface Elevation Average End Area Method: Conic Volume Method: WQCV 4927 4928 4929 4930 4931 4932 4933 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 Contour Elevation, ft Cummulative Volume, ft3 Stage - Storage | Sand Filter (SF) Tributary area includes the C and D developed basins Project Description Solve For Headwater Elevation Input Data Discharge 117.90 ft³/s Crest Elevation 4930.99 ft Tailwater Elevation 4930.99 ft Weir Coefficient 3.00 US Crest Length 110.00 ft Results Headwater Elevation 4931.49 ft Headwater Height Above Crest 0.50 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 55.45 ft² Velocity 2.13 ft/s Wetted Perimeter 111.04 ft Top Width 110.25 ft EDB Weir | C and D Basins - Cipolletti 3/17/2016 11:19:58 AM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Galloway Sheet 1 of 4 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 75 % B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.75 C) Contributing Watershed Area Area = 30.61 ac D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm E) Design Concept (Select EURV when also designing for flood control) F) Design Volume (1.2 WQCV) Based on 40-hour Drain Time VDESIGN = 0.92 ac-ft (VDESIGN = (1.0 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12 * Area * 1.2) G) For Watersheds Outside of the Denver Region, VDESIGN OTHER = ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d 6*(VDESIGN /0.43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER = ac-ft (Only if a different WQCV Design Volume is desired) I) Predominant Watershed NRCS Soil Group J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = (0.1878i - 0.0104)*Area EURV = ac-f t For HSG B: EURVB = (0.1178i - 0.0042)*Area For HSG C/D: EURVC/D = (0.1043i - 0.0031)*Area 2. Basin Shape: Length to Width Ratio L : W = 4.0 : 1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z = 5.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet A) Describe means of providing energy dissipation at concentrated inflow locations: Design Procedure Form: Extended Detention Basin (EDB) East Ridge Second Filing Galloway January 24, 2016 Fort Collins, Colorado | G, H, Fut-G1, Fut G2 and Fut-H Basins H. Feissner - Riprap is designed at each incoming storm drain to dissipate energy - A weir with a 6" wide concrete crest is designed to convey excess flows at a flow depth of 6" Choose One Excess Urban Runoff Volume (EURV) Choose One A B C / D Water Quality Capture Volume (WQCV) Sheet 2 of 4 Designer: Company: Date: Project: Location: 5. Forebay A) Minimum Forebay Volume VFMIN = 0.023 ac-ft (VFMIN = 3% of the WQCV) B) Actual Forebay Volume VF = ac-ft C) Forebay Depth DF = in (DF = 30 inch maximum) D) Forebay Discharge i) Undetained 100-year Peak Discharge Q100 = cfs ii) Forebay Discharge Design Flow QF = cfs (QF = 0.02 * Q 100) E) Forebay Discharge Design F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in G) Rectangular Notch Width Calculated WN = in PROVIDE A CONSISTENT LONGITUDINAL 6. Trickle Channel SLOPE FROM FOREBAY TO MICROPOOL WITH NO MEANDERING. RIPRAP AND A) Type of Trickle Channel SOIL RIPRAP LINED CHANNELS ARE NOT RECOMMENDED. MINIMUM DEPTH OF 1.5 FEET F) Slope of Trickle Channel S = 0.0050 ft / ft 7. Micropool and Outlet Structure A) Depth of Micropool (2.5-feet minimum) DM = 2.5 ft B) Surface Area of Micropool (10 ft 2 minimum) A M = 10 sq ft C) Outlet Type D) Depth of Design Volume (EURV or 1.2 WQCV) Based on the Design H = 3.59 feet Concept Chosen Under 1.E. E) Volume to Drain Over Prescribed Time WQCV = 0.771 ac-ft F) Drain Time TD = 40 hours (Min TD for WQCV= 40 hours; Max T D for EURV= 72 hours) G) Recommended Maximum Outlet Area per Row, (Ao) A o = 1.44 square inches H) Orifice Dimensions: i) Circular Orifice Diameter or Dorifice = 1 - 5 / 16 inches ii) Width of 2" High Rectangular Orifice Worifice = inches I) Number of Columns nc = 1 number J) Actual Design Outlet Area per Row (Ao) A o = 1.35 square inches K) Number of Rows (nr) nr Sheet 3 of 4 Designer: Company: Date: Project: Location: 8. Initial Surcharge Volume A) Depth of Initial Surcharge Volume DIS = in (Minimum recommended depth is 4 inches) B) Minimum Initial Surcharge Volume VIS = cu ft (Minimum volume of 0.3% of the WQCV) C) Initial Surcharge Provided Above Micropool Vs= cu ft 9. Trash Rack A) Type of Water Quality Orifice Used B) Water Quality Screen Open Area: At = Aot * 38.5*(e -0.095D ) At = 495 square inches C) For 1-1/4"", or Smaller, Circular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen and Concrete Opening (Wopening) W opening = inches ii) Height of Water Quality Screen (HTR) H TR = inches iii) Type of Screen, Describe if "Other" D) For Circular Opening (greater than 1-1/4" diameter) OR 2" High Rectangular Opening (See Fact Sheet T-12): i) Width of Water Quality Screen Opening (Wopening) W opening = 1.0 ft ii) Height of Water Quality Screen (HTR) H TR = 5.9 ft iii) Type of Screen, Describe if "Other" v) Cross-bar Spacing 2.0 inches vi) Minimum Bearing Bar Size 1-3/4 inch x 3/16 inch H. Feissner Design Procedure Form: Extended Detention Basin (EDB) January 24, 2016 East Ridge Second Filing Fort Collins, Colorado | G, H, Fut-G1, Fut G2 and Fut-H Basins Galloway Choose One Circular (up to 1-1/4" diameter) Circular (greater than 1-1/4" diameter) OR Rectangular (2" high) Choose One S.S. Well Screen with 60% Open Area* Other (Describe): Choose One Aluminum Amico-Klemp SR Series (or equal) Other (Describe): HFHLV0001.01_UD-BMP_v3.03_EDB_G and H-Basins.xlsm, EDB 1/24/2016, 2:17 PM Sheet 4 of 4 Designer: Company: Date: Project: Location: 10. Overflow Embankment A) Describe embankment protection for 100-year and greater overtopping: B) Slope of Overflow Embankment ZE = 5.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 11. Vegetation 12. Access A) Describe Sediment Removal Procedures Notes: East Ridge Second Filing Tensar | North American Green RECP Fort Collins, Colorado | G, H, Fut-G1, Fut G2 and Fut-H Basins Design Procedure Form: Extended Detention Basin (EDB) January 24, 2016 Galloway H. Feissner Choose One Irrigated Not Irrigated HFHLV0001.01_UD-BMP_v3.03_EDB_G and H-Basins.xlsm, EDB 1/24/2016, 2:17 PM Project: East Ridge Second Filing Project Location: Fort Collins, Colorado Date: 1/23/2016 Calculations By: H. Feissner Pond Description: EDB for G and H Basins User Input Cell: Blue Text Design Point: Outfall Design Storm: WQCV Required Volume: 40946 ft3 4931.59 ft Design Storm: 10-year Required Volume: 0 ft3 N/A ft Design Storm: 100-year Required Volume: 0 ft3 N/A ft Contour Elevation Contour Area Depth Incremental Volume Cummulative Volume Incremental Volume Cummulative Volume Cummulative Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 4928.00 0 0.0 0 0 0 0 0.00 4929.00 2653 1.0 1326 1326 884 884 0.02 4930.00 15161 1.0 8907 10233 8052 8936 0.21 4931.00 21009 1.0 18085 28318 18005 26942 0.62 4932.00 26520 1.0 23764 52083 23711 50653 1.16 Extended Detention Basin (EDB) | G, H, Fut-G, Fut-H and Fut-TL2 Basins Stage-Storage Calculations Required Volume Water Surface Elevation Average End Area Method: Conic Volume Method: WQCV 4929 4930 4931 4932 4933 0 10000 20000 30000 40000 50000 60000 Contour Elevation, ft Cummulative Volume, ft3 Stage - Storage | Extended Detention Basin Tributary area includes the G and H developed basins plus the Fut-G, Fut-H basins and Fut-TL2 (future east half of Timberline Road) Project Description Solve For Headwater Elevation Input Data Discharge 182.20 ft³/s Crest Elevation 4931.59 ft Tailwater Elevation 4931.59 ft Weir Coefficient 3.00 US Crest Length 170.00 ft Results Headwater Elevation 4932.09 ft Headwater Height Above Crest 0.50 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 85.66 ft² Velocity 2.13 ft/s Wetted Perimeter 171.04 ft Top Width 170.25 ft EDB Weir | G, H, Fut-G1, Fut-G2, Fut-H and Fut-TL2 Basins - Cipolletti 3/17/2016 11:26:17 AM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Galloway Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 75 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.755 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 0.27 watershed inches WQCV= 0.9 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area) Area = 621,891 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 14,095 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 14,095 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV = 1.36 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 5.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Mimimum Filter Area (Flat Surface Area) AMin = 3132 sq ft D) Actual Filter Area AActual = 8935 sq ft E) Volume Provided VT = 14173 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 1.5 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 14,095 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 2 in East Ridge Second Filing Fort Collins, Colorado | I, Fut-I and Fut-TL3 Basins Design Procedure Form: Sand Filter (SF) H. Feissner Galloway January 24, 2016 Choose One Choose One 18" CDOT Class C Filter Material Other (Explain): YES NO HFHLV0001.01_UD-BMP_v3.03_SF_I and TL-Basins.xlsm, SF 1/24/2016, 1:54 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6-7. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: Design Procedure Form: Sand Filter (SF) H. Feissner Galloway January 24, 2016 East Ridge Second Filing Fort Collins, Colorado | I, Fut-I and Fut-TL3 Basins - Riprap is desigend at each incoming storm drain to dissipate energy - A weir with a 6" wide concrete crest is designed to convey excess flows at a flow depth of 6" Choose One YES NO HFHLV0001.01_UD-BMP_v3.03_SF_I and TL-Basins.xlsm, SF 1/24/2016, 1:54 PM Project: East Ridge Second Filing Project Location: Fort Collins, Colorado Date: 1/23/2016 Calculations By: H. Feissner Pond Description: SF for I and Fut-TL3 Basins User Input Cell: Blue Text Design Point: Outfall Design Storm: WQCV Required Volume: 14173 ft3 4930.36 ft Design Storm: 10-year Required Volume: 0 ft3 N/A ft Design Storm: 100-year Required Volume: 0 ft3 N/A ft Contour Elevation Contour Area Depth Incremental Volume Cummulative Volume Incremental Volume Cummulative Volume Cummulative Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 4929.00 8935 0.0 0 0 0 0 0.00 4930.00 10887 1.0 9911 9911 9895 9895 0.23 4931.00 12777 1.0 11832 21742 11819 21714 0.50 Sand Filter (SF) | I and Fut-TL3 Basins Stage-Storage Calculations Required Volume Water Surface Elevation Average End Area Method: Conic Volume Method: WQCV 4929 4930 4931 4932 0 5000 10000 15000 20000 25000 Contour Elevation, ft Cummulative Volume, ft3 Stage - Storage | Sand Filter (SF) Tributary area includes the I developed basins plus the Fut-I basins and Fut-TL3 (future east half of Timberline Road) Project Description Solve For Headwater Elevation Input Data Discharge 99.40 ft³/s Crest Elevation 4930.36 ft Tailwater Elevation 4930.36 ft Weir Coefficient 3.00 US Crest Length 90.00 ft Results Headwater Elevation 4930.87 ft Headwater Height Above Crest 0.51 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 46.30 ft² Velocity 2.15 ft/s Wetted Perimeter 91.06 ft Top Width 90.26 ft Sand Filter Weir | I and Fut-TL3 Basins - Cipolletti 3/17/2016 11:18:14 AM Bentley Systems, Inc. Haestad Methods Solution BentleCyenter FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Galloway ` APPENDIX D SUPPORTING DOCUMENTATION ` PRELIMINARY GEOTECHNICAL INVESTIGATION EAST RIDGE SUBDIVISION FORT COLLINS, COLORADO (Project No. FC06953-115 | Dated: June 19, 2015) ` LAKE CANAL AGREEMENT ` BARKER AGREEMENT ` APPENDIX E DRAINAGE MAPS ` DEVELOPED CONDITION DRAINAGE MAP BARNSTORMER STREET BIPLANE STREET COLEMAN STREET SUPERCUB LANE CONQUEST STREET SYKES DRIVE COMET STREET (B) RELIANT STREET CRUSADER STREET (B) VICOT WAY PRIVATE DRIVEAA ZEPPELINWAY PRIVATE DRIVE TIGERCATWAY NAVION LANE VICOT WAY YEAGER STREET MARQUISESTREET FAIRCHILD STREET QUINBYSTREET FAIRCHILD STREET DASSAULT STREET DELOZIERROAD SYKES DRIVE BARNSTORMER STREET BIPLANE STREET COLEMAN STREET VICOT WAY VICOT WAY CONQUEST STREET CONQUEST STREET CONQUESTWAY ALLEY A ALLEY A ALLEY A ALLEYA ALLEY A ALLEY A QUINBY STREET MARQUISESTREET CRUSADER STREET (A) ZEPPELINWAY Z EPPELINWAY SYKES DRIVE ALLEY B COMETSTRE ET (A) PRIVATE DRIVEC PRIVATE DRIVED PRIVATE DRIVE E PRIVATE D RIVEC PRIVATE DRIVE TIGERCATWAY FUTURE SINGLE-FAMILY ATTACHED (TRACT B) FUTURE SINGLE-FAMILY ATTACHED (TRACT B) FUTURE MULTI-FAMILY TRACT A CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO R # THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O www.gallowayUS.com C 2015. Galloway & Company, Inc. All Rights Reserved SHEET TITLE: Date: Drawn By: Project No: Checked By: HFHLV0001.01 03/23/16 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 NOT FOR CONSTRUCTION 03/23/16 DRAINAGE SUMMARY TABLE | DEVELOPED CONDITIONS CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner Tributary Area C2 C100 tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) A1 0.69 0.62 0.78 8.2 7.3 1.0 4.8 A2 0.69 0.69 0.86 8.5 5.8 1.1 5.6 A3 1.45 0.67 0.83 11.2 8.7 2.1 10.0 ` LID EXHIBIT 11 BARNSTORMER STREET BIPLANE STREET COLEMAN STREET SUPERCUB LANE CONQUEST STREET SYKES DRIVE COMET STREET (B) RELIANT STREET CRUSADER STREET (B) VICOT WAY PRIVATE DRIVEAA ZEPPELINWAY PRIVATE DRIVE TIGERCATWAY NAVION LANE VICOT WAY YEAGER STREET MARQUISESTREET FAIRCHILD STREET QUINBYSTREET FAIRCHILD STREET DASSAULT STREET DELOZIERROAD SYKES DRIVE BARNSTORMER STREET BIPLANE STREET COLEMAN STREET VICOT WAY VICOT WAY CONQUEST STREET CONQUEST STREET CONQUESTWAY ALLEY A ALLEY A ALLEY A ALLEYA ALLEY A ALLEY A QUINBY STREET MARQUISESTREET CRUSADER STREET (A) ZEPPELINWAY Z EPPELINWAY SYKES DRIVE ALLEY B COMETSTRE ET (A) PRIVATE DRIVEC PRIVATE DRIVED PRIVATE DRIVE E PRIVATE D RIVEC PRIVATE DRIVE TIGERCATWAY FUTURE NEIGHBORHOOD PARK (±8.0 AC) 1 A Basins (Includes: Fut-A) Tributary Area: 21.92 ac B, E and F Basins (Includes: Fut-B) Tributary Area: 37.46 ac C and D Basins Tributary Area: 23.74 ac G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) Tributary Area: 30.61 ac I- and J-Basins (Includes: Fut-I and Fut-TL-4) Tributary Area: 14.28 ac 5 4 2 3 7 2-YEAR WATER SURFACE ELEVATION 6 6 9 10 8 11 11 11 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO R # THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O www.gallowayUS.com C 2015. Galloway & Company, Inc. All Rights Reserved SHEET TITLE: Date: Drawn By: Project No: Checked By: HFHLV0001.01 03/23/16 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 NOT FOR CONSTRUCTION 03/23/16 DESIGN POINT MAJOR BASIN BOUNDARY SUB-BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) 1. BIOSWALE - LID | SEE SHEET DT07 FOR CROSS SECTIONI TRIBUTARY AREA: A-BASINS (INCLUDES FUT-A) DESIGN FLOW: Q2 ~ 27.1 CFS LENGTH: 450 FT, CHANNEL SLOPE: 0.0025 FT/FT, CHANNEL SIDE SLOPES: 5:1, BOTTOM WIDTH: 30 FT 2. SAND FILTER (SF) - LID: TRIBUTARY AREA: B-, E- AND F-BASINS (INCLUDES FUT-B) DESIGN VOLUME: 0.75 AC-FT 3. EXTENDED DETENTION BASIN (EDB) - WQCV: TRIBUTARY AREA: C- AND D-BASINS DESIGN VOLUME: 0.61 AC-FT 4. EXTENDED DETENTION BASIN (EDB) - WQCV: TRIBUTARY AREA: G- AND H-BASINS (INCLUDES FUT-G, FUT-H AND FUT-TL2) DESIGN VOLUME: 0.94 AC-FT 5. SAND FILTER (SF) - LID: TRIBUTARY AREA: I-BASINS (INCLUDES FUT-I BASINS AND FUT-TL3) DESIGN VOLUME: 0.33 AC-FT GRASS BUFFER (GB) - LID: TRIBUTARY AREA: VARIES LENGTH: 14 FT (MIN.), MAX. SLOPE=10% DETENTION POND WATER SURFACE ELEVATION: EXTENDED DETENTION BASIN (EDB) WATER QUALITY OUTLET STRUCTURE (WQOS). SEE SHEET DT04 FOR DETAIL 3 (C AND D BASINS) EXTENDED DETENTION BASIN (EDB) WATER QUALITY OUTLET STRUCTURE (WQOS). SEE SHEET DT04 FOR DETAIL 4 (G AND H BASINS) 10' x 20' x 8.5' CONCRETE VAULT W/PUMPIING INFRASTRUCTURE. ADDITIONAL DETAIL IS PROVIDED IN THE FINAL DRAINAGE REPORT EAST RIDGE SECOND FILING, DATED MARCH 23, 2016. NORTH AMERICAN GREEN C125BN ROLLED EROSION CONTROL PRODUCT (RECP). SEE SHEET DT07 FOR ADDITIONAL INFORMATION. NOTES: 1 DRAINAGE SYMBOLS: LEGEND: 2 3 4 5 6 DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) PROPOSED RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE FUTURE LOTLINE FUTURE RIGHT-OF-WAY BASIN ID MINOR (2-year) RUNOFF COEFFICIENT MAJOR (100-year) RUNOFF COEFFICIENT BASIN AREA (ACRES) EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR 4900 4900 35 7 **FOR 2,3,4 AND 5 - EACH CORRESPONDING HATCH PATTERN INDICATES THE LIMITS OF THE WATER QUALITY STORM EVENT WATER SURFACE ELEVATION. 8 9 10 2-YEAR WSEL=4933.96 WSEL=4930.99 WSEL=4931.59 WSEL=4930.36 11 Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. (Event Noted) Volume Release Rate acres ac-ft cfs 1 - Bioswale A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 - Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 WQ=4933.96 0.75 N/A 3 - Extended Detention Basin (EDB) C and D Basins 23.74 WQ=4930.99 0.61 40-Hour Drain Time 4 - Extended Detention Basin (EDB) G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) 30.61 WQ=4931.59 0.94 40-Hour Drain Time 5 - Sand Filter (SF) I Basins (Includes Fut-I and Fut-TL3) 14.28 WQ=4930.36 0.33 N/A 6 - Grass Buffer LID feature for Neighborhood Park future parking lot and impervious area around perimeter 21.31 N/A N/A N/A 7 - Detention Pond | 2-Year Site 153.29 2year =4929.17 2.57 5 7 - Detention Pond | 100-Year Site 153.29 100year =4935.88 35.77 5 LID/EDB AND DETENTION SUMMARY CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner A2+A3 2.13 0.67 0.84 11.2 8.7 3.1 14.9 A4 2.11 0.66 0.83 12.3 9.9 2.9 13.8 A5 1.96 0.67 0.84 13.0 10.5 2.6 12.6 A4+A5 4.07 0.66 0.83 13.0 10.6 5.4 26.0 A6 2.16 0.62 0.78 11.9 9.5 2.8 13.5 A7 0.99 0.65 0.82 10.5 8.0 1.4 6.9 A8 2.29 0.61 0.76 14.0 11.6 2.7 12.9 A7+A8 3.28 0.62 0.78 13.5 11.6 4.0 18.8 A9 0.30 0.73 0.91 5.3 5.0 0.6 2.8 A10 1.31 0.73 0.91 6.6 5.0 2.5 11.8 A11 1.08 0.73 0.92 7.9 5.5 2.0 9.6 A12 0.94 0.72 0.90 6.9 5.0 1.8 8.5 A13 0.98 0.73 0.91 7.8 5.6 1.8 8.6 B1 0.82 0.62 0.78 10.5 9.6 1.1 5.1 B2 2.56 0.63 0.78 14.1 11.8 3.1 14.7 B3 2.73 0.63 0.79 14.3 11.9 3.3 15.7 B4 2.39 0.63 0.79 13.9 11.5 2.9 14.0 B5 1.35 0.68 0.85 8.4 6.7 2.2 10.5 B6 2.39 0.64 0.80 13.5 11.0 3.0 14.4 B7 1.06 0.63 0.79 9.3 7.0 1.5 7.5 B8 1.39 0.65 0.81 9.5 7.9 2.1 9.7 B9 1.34 0.64 0.80 10.4 7.9 1.9 9.2 B10 1.81 0.65 0.81 10.6 8.9 2.6 12.1 B11 0.92 0.71 0.88 9.1 7.0 1.5 7.3 B12 1.14 0.71 0.89 6.7 5.0 2.1 10.1 B13 1.43 0.65 0.81 11.7 8.6 2.0 9.7 B14 1.18 0.66 0.83 10.0 7.4 1.8 8.6 B15 0.95 0.74 0.92 6.9 5.0 1.8 8.7 B14+B15 2.13 0.70 0.87 12.0 9.4 3.1 14.9 B16 1.00 0.74 0.93 7.7 6.1 1.9 8.8 B5+B13+B16 3.79 0.69 0.86 17.0 15.3 4.6 21.1 B5+B13 thru B16 5.92 0.69 0.86 17.0 15.3 7.2 33.1 B17 1.08 0.69 0.87 8.9 6.5 1.8 8.7 B5+B13 thru B17 7.00 0.69 0.86 17.0 15.3 8.5 39.2 B18 0.38 0.77 0.96 6.5 5.0 0.8 3.7 C1 1.39 0.66 0.83 10.2 8.1 2.1 9.9 C2 1.25 0.66 0.82 10.4 7.9 1.8 8.9 C1+C2 2.64 0.66 0.82 10.9 8.8 3.8 18.1 C3 1.53 0.67 0.83 12.0 10.3 2.1 9.9 C1 thru C3 4.18 0.66 0.83 11.9 10.2 5.8 27.0 C4 0.68 0.71 0.89 6.6 5.0 1.3 6.0 C5 0.69 0.77 0.96 5.0 5.0 1.5 6.6 C6 1.02 0.72 0.90 6.9 5.0 1.9 9.2 C5+C6 1.71 0.74 0.93 6.5 5.0 3.4 15.8 C7 0.73 0.75 0.93 5.2 5.0 1.6 6.8 C5 thru C7 2.45 0.74 0.93 6.5 5.0 4.8 22.7 C8 1.01 0.71 0.89 7.3 5.2 1.8 8.9 C9 1.09 0.70 0.88 6.2 5.0 2.1 9.5 C10 1.44 0.70 0.88 7.4 6.2 2.5 11.8 C11 1.41 0.62 0.78 10.6 8.1 1.9 9.4 C12 1.92 0.65 0.81 9.7 8.3 2.8 13.2 C13 1.58 0.63 0.78 11.1 8.7 2.1 10.3 C14 1.75 0.63 0.78 10.0 7.5 2.5 12.0 C15 1.04 0.66 0.82 7.7 5.8 1.7 8.1 C16 0.87 0.73 0.92 10.4 8.9 1.4 6.6 C17 1.06 0.69 0.86 6.7 5.2 1.9 9.1 C18 1.77 0.48 0.61 12.0 10.0 1.8 8.4 D1 0.95 0.68 0.85 9.5 6.8 1.5 7.3 D2 0.54 0.55 0.68 5.0 5.0 0.8 3.7 E1 0.92 0.66 0.83 9.6 7.0 1.4 6.8 E2 0.96 0.66 0.82 9.6 7.0 1.5 7.1 E1+E2 1.88 0.66 0.82 9.5 7.0 2.8 13.9 E3 0.53 0.69 0.87 5.0 5.0 1.1 4.6 F1 0.66 0.73 0.91 7.2 5.0 1.2 6.0 F2 1.08 0.73 0.91 6.1 5.0 2.1 9.8 F3 0.69 0.71 0.89 8.6 6.1 1.2 5.8 F4 1.03 0.65 0.81 10.1 7.6 1.5 7.3 F1 thru F4 3.46 0.72 0.90 10.4 7.9 5.5 26.7 F5 0.29 0.76 0.94 5.2 5.0 0.6 2.7 G1 0.57 0.74 0.93 8.6 7.5 1.0 4.6 G2 1.54 0.66 0.82 11.2 8.6 2.2 10.5 G3 1.21 0.74 0.93 6.1 5.0 2.4 11.2 G2+G3 2.74 0.70 0.87 13.5 10.9 3.8 18.1 G4 1.01 0.73 0.92 6.8 5.2 1.9 9.1 G1+G4 1.58 0.74 0.92 6.9 5.2 3.0 14.4 G5 1.77 0.73 0.91 8.5 6.8 3.1 14.7 G1 thru G5 6.09 0.72 0.89 13.5 10.9 8.6 41.4 G6 0.49 0.83 1.00 8.2 6.1 1.0 4.6 G7 0.82 0.67 0.84 8.6 6.3 1.3 6.4 G6+G7 1.31 0.73 0.91 8.8 6.7 2.3 10.9 H1 0.42 0.81 1.00 7.4 6.2 0.9 4.0 H2 1.33 0.76 0.94 9.4 7.1 2.3 11.3 H3 0.92 0.77 0.96 5.9 5.0 1.9 8.8 H4 1.42 0.76 0.94 8.1 6.2 2.6 12.6 H5 0.62 0.78 0.97 6.6 5.1 1.3 6.0 H6 1.91 0.74 0.92 8.7 6.1 3.3 16.5 I1 1.64 0.73 0.91 8.7 6.1 2.8 14.0 I2 1.04 0.78 0.97 7.1 5.5 2.1 9.8 I3 0.10 0.81 1.00 5.0 5.0 0.2 1.0 I4 0.17 0.80 1.00 5.0 5.0 0.4 1.7 I5 0.17 0.80 1.00 5.0 5.0 0.4 1.7 I6 0.74 0.76 0.95 8.3 6.4 1.4 6.5 I2+I6 1.77 0.77 0.96 8.3 6.4 3.3 15.8 I7 0.10 0.84 1.00 5.0 5.0 0.3 1.0 I3+I7 0.21 0.82 1.00 5.0 5.0 0.5 2.1 I8 0.86 0.73 0.91 7.6 6.1 1.6 7.4 I9 0.12 0.71 0.89 5.0 5.0 0.2 1.0 I10 1.75 0.73 0.91 8.6 6.0 3.0 15.0 J1 0.48 0.20 0.25 5.0 5.0 0.3 1.2 J2 0.41 0.20 0.25 5.0 5.0 0.2 1.0 Wetland 21.31 0.25 0.31 71.2 69.2 3.8 16.8 Fut-A 4.98 0.80 1.00 10.0 10.0 9.0 39.2 Fut-B 5.61 0.80 1.00 10.0 12.5 10.1 40.1 Fut-G1 8.05 0.85 1.00 10.0 12.5 15.5 57.6 Fut-G2 2.43 0.90 1.00 10.0 10.0 4.9 19.1 Fut-H 4.51 0.80 1.00 10.0 10.0 8.2 35.5 Fut-I1 4.23 0.80 1.00 10.0 10.0 7.6 33.3 Fut-I2 1.81 0.80 1.00 10.0 10.0 3.3 14.2 Fut-TL1 2.13 0.90 1.00 10.0 10.0 4.3 16.8 Fut-TL2 1.59 0.90 1.00 19.7 19.3 2.3 9.1 Fut-TL3 1.57 0.90 1.00 14.0 13.2 2.7 10.9 Fut-TL4 0.28 0.90 1.00 10.0 10.0 0.6 2.2 Tributary Basins Inlet Q2 Q100 Carryover from Upstream Inlet Inlet Type Inlet Size (cfs) (cfs) (feet) A1 Inlet C11 1.0 4.8 NO No. 16 Combination Inlet 6 A2+A3 Inlet C10.1 3.1 14.9 NO Type 'R' Curb Inlet 10 A4+A5 Inlet C7.2 5.4 26.0 NO No. 16 Combination Inlet 15 A6 Inlet C7.1A 2.8 13.5 NO Type 'R' Curb Inlet 15 A7+A8 Inlet C6.2 4.0 18.8 NO No. 16 Combination Inlet 15 A9 Inlet C6.1 0.6 2.8 NO No. 16 Combination Inlet 6 A10 Inlet C5A 2.5 11.8 NO Type 'R' Curb Inlet 10 A11 Inlet C5.1 2.0 9.6 YES No. 16 Combination Inlet 15 A12 Inlet C3.1 1.8 8.5 NO No. 16 Combination Inlet 12 A13 Inlet C2 1.8 8.6 NO Type 'R' Curb Inlet 10 B1 Inlet D17 1.1 5.1 NO No. 16 Combination Inlet 9 B2 Inlet D16 3.1 14.7 NO No. 16 Combination Inlet 12 B3 Inlet D15 3.3 15.7 NO No. 16 Combination Inlet 15 B4 Inlet D14 2.9 14.0 NO No. 16 Combination Inlet 15 B6 Inlet D13 3.0 14.4 NO No. 16 Combination Inlet 15 B7 Inlet D12 1.5 7.5 NO No. 16 Combination Inlet 12 B8 Inlet D10 2.1 9.7 NO No. 16 Combination Inlet 12 B9 Inlet D9 1.9 9.2 NO No. 16 Combination Inlet 12 B10 Inlet D7.1 2.6 12.1 NO No. 16 Combination Inlet 12 B11 Inlet D6 1.5 7.3 NO Type 'R' Curb Inlet 10 B12 Inlet D5 2.1 10.1 NO No. 16 Combination Inlet 12 B5+B13 thru B17 Inlet D4.1A 8.5 39.2 NO No. 16 Combination Inlet 15 B18 Inlet D4.2 0.8 3.7 NO Type 'R' Curb Inlet 15 C1 thru C3 Inlet E17 5.8 27.0 NO No. 16 Combination Inlet 15 C4 Inlet E16.1 1.3 6.0 NO Type 'R' Curb Inlet 15 C5 thru C7 Inlet E13.1 4.8 22.7 NO No. 16 Combination Inlet 21 C8 Inlet E12 1.8 8.9 NO No. 16 Combination Inlet 18 C9 Inlet E10 2.1 9.5 NO No. 16 Combination Inlet 12 C10 Inlet E9 2.5 11.8 NO No. 16 Combination Inlet 15 C11 Inlet E8 1.9 9.4 NO No. 16 Combination Inlet 12 C12 Inlet E7 2.8 13.2 NO No. 16 Combination Inlet 12 C13 Inlet E6 2.1 10.3 NO No. 16 Combination Inlet 12 C14 Inlet E5 2.5 12.0 NO No. 16 Combination Inlet 12 C15 Inlet E4 1.7 8.1 NO No. 16 Combination Inlet 9 C16 Inlet E3.3 1.4 6.6 NO No. 16 Combination Inlet 9 C17 Inlet E3.2 1.9 9.1 NO No. 16 Combination Inlet 12 D1 Inlet E2 1.5 7.3 NO No. 16 Combination Inlet 9 D2 Inlet E1 0.8 3.7 NO No. 16 Combination Inlet 6 E1+E2 Inlet G3 2.8 13.9 NO No. 16 Combination Inlet 12 E3 Inlet G2.1 1.1 4.6 NO Type 'R' Curb Inlet 5 F1 thru F4 Inlet D2.2 5.5 26.7 NO No. 16 Combination Inlet 15 F5 Inlet D2.1 0.6 2.7 YES No. 16 Combination Inlet 12 G1 thru G5 Inlet B9.1 8.6 41.4 NO No. 16 Combination Inlet 15 G6+G7 Inlet B9A 2.3 10.9 NO Type 'R' Curb Inlet 10 H1 Inlet B6.1 0.9 4.0 NO Type 'R' Curb Inlet 5 H2 Inlet B6A 2.3 11.3 NO No. 16 Combination Inlet 12 H3 Inlet B4.1 1.9 8.8 NO No. 16 Combination Inlet 12 H4 Inlet B3.2 2.6 12.6 NO No. 16 Combination Inlet 15 H5 Inlet B3.1 1.3 6.0 NO No. 16 Combination Inlet 9 H6 Inlet B2 3.3 16.5 NO No. 16 Combination Inlet 9 I1 Inlet A4.2 2.8 14.0 NO No. 16 Combination Inlet 9 I4 Inlet A7 0.4 1.7 NO Type 'R' Curb Inlet 15 I5 Inlet A6.1 0.4 1.7 NO No. 16 Combination Inlet 3 I2+I6 Inlet A4.1 3.3 15.8 NO Type 'R' Curb Inlet 15 I3+I7 Inlet A4A 0.5 2.1 YES No. 16 Combination Inlet 3 I8 Inlet A3.1A 1.6 7.4 NO Type 'R' Curb Inlet 10 I9 Inlet A3.2 0.2 1.0 NO No. 16 Combination Inlet 6 INLET SUMMARY TABLE Storm Drain Pipe Section Diameter or Rise x Span Riprap Type Length of Riprap Width of Riprap 2 * d50, Depth of Ripap (in) (ft) (ft) (ft) Storm Drain A Circular 54" L (d50=9 inches) 40 11 1.5 Storm Drain B Circular 66" M (d50=12 inches) 32 12 2 Storm Drain C Circular 60" M (d50=12 inches) 23 10 2 Storm Drain D Circular 66" L (d50=9 inches) 35 11 1.5 Storm Drain E Circular 60" VL (d50=6 inches) 15 8 1 Storm Drain G Circular 24" VL (d50=6 inches) 6 3 1 RIPRAP TABLE FUTURE SINGLE-FAMILY ATTACHED (TRACT E) FUTURE SINGLE-FAMILY ATTACHED (TRACT E) FUTURE MULTI-FAMILY TRACT A FUTURE NEIGHBORHOOD PARK (±8.2 AC) PROPOSED TYPE 'R' CURB INLET (TYP.) PROPOSED CONNECTION TO NO. 10 DITCH PROPOSED IRRIGATION SPLITTER BOX B6 B7 B3 B4 B2 B1 Fut-B Fut-A A1 A4 A6 B8 B9 B10 B11 C2 C4 C7 C8 C9 C10 C11 C12 C13 C14 C15 D1 D2 E2 E3 F2 F3 B16 B18 A12 A13 A11 A8 A9 A10 G5 G6 Fut-H H1 H2 H4 H5 H6 Fut-I1 I6 I5 B12 A5 A7 B5 B13 B17 C3 C1 C5 C6 C17 C16 E1 F1 Fut-G1 G1 G2 G4 G3 H3 Fut-TL3 I2 J1 J2 I4 B14 B15 Fut-I2 Fut-TL4 Fut-G2 C18 Fut-TL1 Fut-TL2 Wtlnd C14 D1 C13 C12 C11 E1 F4 F2 C10 C9 C5 C7 B10 B9 B7 C3 C2 C1 B6 B4 B3 B2 Fut-B B5 B13 B16 A3 A4 A5 A6 B14 B8 Fut-A A2 A8 I2 I1 I6 A1 B1 B15 D2 E3 F5 B18 A7 B12 Fut-TL4 C16 A11 C17 C15 C8 C6 B11 C4 F1 B17 A13 A9 Fut-I2 J3 J2 I3 I7 I9 F3 E2 J1 F4 F5 2 4 6 6 G7 J3 I3 I1 I9 I7I10 I8 PROPOSED IRRIGATION LINE FOR PARK IRRIGATION POND STORM DRAIN A STORM DRAIN B STORM DRAIN B STORM DRAIN C STORM DRAIN C STORM DRAIN C STORM DRAIN D STORM DRAIN D STORM DRAIN D STORM DRAIN E STORM DRAIN E FUTURE ULTIMATE OUTFALL TO DRY CREEK POND OUTFALL SEE SHEET SD18 PROPOSED IRRIGATION CONNECTION TO BARKER PROPERTY PROPOSED TYPE 'R' CURB INLET (TYP.) 3 5 1 7 9 10 8 2x 100-YEAR WSEL=4939.81 100-YEAR WSEL=4935.88 2-YEAR WSEL=4929.17 11 11 11 11 UNDERDRAIN (TYP.) CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO R # THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. 3760 E. 15th Street, Suite 202 Loveland, CO 80538 970.800.3300 O www.gallowayUS.com C 2015. Galloway & Company, Inc. All Rights Reserved SHEET TITLE: Date: Drawn By: Project No: Checked By: HFHLV0001.01 03/23/16 EAST RIDGE HOLDINGS 4801 Goodman Rd. Timnath, CO 80547 970.674.1109 NOT FOR CONSTRUCTION 03/23/16 DESIGN POINT MAJOR BASIN BOUNDARY SUB-BASIN BOUNDARY OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) 1. BIOSWALE - LID | SEE SHEET DT07 FOR CROSS SECTIONI TRIBUTARY AREA: A-BASINS (INCLUDES FUT-A) DESIGN FLOW: Q2 ~ 27.1 CFS LENGTH: 450 FT, CHANNEL SLOPE: 0.0025 FT/FT, CHANNEL SIDE SLOPES: 5:1, BOTTOM WIDTH: 30 FT 2. SAND FILTER (SF) - LID: TRIBUTARY AREA: B-, E- AND F-BASINS (INCLUDES FUT-B) DESIGN VOLUME: 0.75 AC-FT 3. EXTENDED DETENTION BASIN (EDB) - WQCV: TRIBUTARY AREA: C- AND D-BASINS DESIGN VOLUME: 0.61 AC-FT 4. EXTENDED DETENTION BASIN (EDB) - WQCV: TRIBUTARY AREA: G- AND H-BASINS (INCLUDES FUT-G, FUT-H AND FUT-TL2) DESIGN VOLUME: 0.94 AC-FT 5. SAND FILTER (SF) - LID: TRIBUTARY AREA: I-BASINS (INCLUDES FUT-I BASINS AND FUT-TL3) DESIGN VOLUME: 0.33 AC-FT GRASS BUFFER (GB) - LID: TRIBUTARY AREA: VARIES LENGTH: 14 FT (MIN.), MAX. SLOPE=10% DETENTION POND WATER SURFACE ELEVATION: EXTENDED DETENTION BASIN (EDB) WATER QUALITY OUTLET STRUCTURE (WQOS). SEE SHEET DT04 FOR DETAIL 3 (C AND D BASINS) EXTENDED DETENTION BASIN (EDB) WATER QUALITY OUTLET STRUCTURE (WQOS). SEE SHEET DT04 FOR DETAIL 4 (G AND H BASINS) 10' x 20' x 8.5' CONCRETE VAULT W/PUMPIING INFRASTRUCTURE. ADDITIONAL DETAIL IS PROVIDED IN THE FINAL DRAINAGE REPORT EAST RIDGE SECOND FILING, DATED MARCH 23, 2016. NORTH AMERICAN GREEN C125BN ROLLED EROSION CONTROL PRODUCT (RECP). SEE SHEET DT07 FOR ADDITIONAL INFORMATION. NOTES: 1 DRAINAGE SYMBOLS: LEGEND: 2 3 4 5 6 DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) PROPOSED RIGHT-OF-WAY PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM INLET PROPOSED LOTLINE EASEMENT LINE FUTURE LOTLINE FUTURE RIGHT-OF-WAY BASIN ID MINOR (2-year) RUNOFF COEFFICIENT MAJOR (100-year) RUNOFF COEFFICIENT BASIN AREA (ACRES) EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR 4900 4900 35 7 **FOR 2,3,4 AND 5 - EACH CORRESPONDING HATCH PATTERN INDICATES THE LIMITS OF THE WATER QUALITY STORM EVENT WATER SURFACE ELEVATION. 8 9 10 100-YEAR WSEL=4933.96 WSEL=4930.99 WSEL=4931.59 WSEL=4930.36 11 CityDate Engineer Date Date Date Date Stormwater Utility Parks & Recreation Traffic Engineer Date APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Water & Wastewater Utility City of Fort Collins, Colorado UTILITY PLAN APPROVAL Environmental Planner Stormwater Quality Strategy/Detention Tributary Basins Tributary Area WS Elev. (Event Noted) Volume Release Rate acres ac-ft cfs 1 - Bioswale A Basins (Includes: Fut-A) 21.92 N/A N/A N/A 2 - Sand Filter (SF) B, E and F Basins (Includes: Fut-B) 37.46 WQ=4933.96 0.75 N/A 3 - Extended Detention Basin (EDB) C and D Basins 23.74 WQ=4930.99 0.61 40-Hour Drain Time 4 - Extended Detention Basin (EDB) G and H Basins (Includes: Fut-G, Fut-H and Fut-TL2) 30.61 WQ=4931.59 0.94 40-Hour Drain Time 5 - Sand Filter (SF) I Basins (Includes Fut-I and Fut-TL3) 14.28 WQ=4930.36 0.33 N/A 6 - Grass Buffer LID feature for Neighborhood Park future parking lot and impervious area around perimeter 21.31 N/A N/A N/A 7 - Detention Pond | 2-Year Site 153.29 2 year=4929.17 2.57 5 7 - Detention Pond | 100-Year Site 153.29 100year=4935. 88 35.77 5 LID/EDB AND DETENTION SUMMARY = 10 number L) Total Outlet Area (Aot) A ot = 14.6 square inches M) Depth of WQCV (HWQCV) H WQCV = feet (Estimate using actual stage-area-volume relationship and VWQCV) N) Ensure Minimum 40 Hour Drain Time for WQCV TD WQCV = hours East Ridge Second Filing January 24, 2016 Galloway Design Procedure Form: Extended Detention Basin (EDB) Fort Collins, Colorado | G, H, Fut-G1, Fut G2 and Fut-H Basins H. Feissner Choose One Wall with Rect. Notch Berm With Pipe Choose One Orifice Plate Other (Describe): Choose One Concrete Soft Bottom Wall with V-Notch Weir HFHLV0001.01_UD-BMP_v3.03_EDB_G and H-Basins.xlsm, EDB 1/24/2016, 2:17 PM HFHLV0001.01_UD-BMP_v3.03_EDB_G and H-Basins.xlsm, EDB 1/24/2016, 2:17 PM = 8 number L) Total Outlet Area (Aot) A ot = 8.9 square inches M) Depth of WQCV (HWQCV) H WQCV = feet (Estimate using actual stage-area-volume relationship and VWQCV) N) Ensure Minimum 40 Hour Drain Time for WQCV TD WQCV = hours East Ridge Second Filing January 24, 2016 Galloway Design Procedure Form: Extended Detention Basin (EDB) (flow too small for berm w/ pipe) Fort Collins, Colorado | C and D-Basins H. Feissner Choose One Wall with Rect. Notch Berm With Pipe Choose One Orifice Plate Other (Describe): Choose One Concrete Soft Bottom Wall with V-Notch Weir HFHLV0001.01_UD-BMP_v3.03_EDB_C and D-Basins.xlsm, EDB 1/24/2016, 2:14 PM HFHLV0001.01_UD-BMP_v3.03_EDB_C and D-Basins.xlsm, EDB 1/24/2016, 2:14 PM 4932.00 199953 1.0 176764 532766 176255 523724 12.0 4933.00 248072 1.0 224013 756779 223581 747305 17.2 4934.00 265848 1.0 256960 1013739 256909 1004214 23.1 4935.00 299738 1.0 282793 1296532 282624 1286837 29.5 4936.00 317685 1.0 308711 1605244 308668 1595505 36.6 4937.00 335725 1.0 326705 1931949 326664 1922169 44.1 4938.00 391300 1.0 363513 2295462 363158 2285327 52.5 4939.00 456515 1.0 423908 2719369 423489 2708816 62.2 4940.00 550814 1.0 503665 3223034 502927 3211744 73.7 4941.00 784210 1.0 667512 3890546 664085 3875829 89.0 Detention Pond Stage-Storage Calculations Average End Area Method: Design Storm Required Volume, ft 3 Conic Volume Method: 1st 100-year 2nd 100-year 4926 4928 4930 4932 4934 4936 4938 4940 4942 0 500000 1000000 1500000 2000000 2500000 3000000 3500000 4000000 4500000 Contour Elevation, ft Cummulative Volume, ft3 Stage - Storage | Detention Pond Minimum Theoretical Riprap Size d50 = 12 in Nominal Riprap Size d50 = 12 in UDFCD Riprap Type Type = M Length of Protection Lp = 32 ft Width of Protection T = 12 ft Determination of Culvert Headwater and Outlet Protection East Risge Second Subdivision Storm Drain B Choose One: Sandy Non-Sandy Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.02 Minimum Theoretical Riprap Size d50 = 9 in Nominal Riprap Size d50 = 9 in UDFCD Riprap Type Type = L Length of Protection Lp = 40 ft Width of Protection T = 11 ft Determination of Culvert Headwater and Outlet Protection East Risge Second Subdivision SDS A Choose One: Sandy Non-Sandy Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.32 Minimum Theoretical Riprap Size d50 = 1 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 6 ft Width of Protection T = 3 ft Determination of Culvert Headwater and Outlet Protection East Risge Second Subdivision Storm Drain G Choose One: Sandy Non-Sandy Minimum Theoretical Riprap Size d50 = 5 in Nominal Riprap Size d50 = 6 in UDFCD Riprap Type Type = VL Length of Protection Lp = 15 ft Width of Protection T = 8 ft Determination of Culvert Headwater and Outlet Protection East Risge Second Subdivision Storm Drain E Choose One: Sandy Non-Sandy Minimum Theoretical Riprap Size d50 = 7 in Nominal Riprap Size d50 = 9 in UDFCD Riprap Type Type = L Length of Protection Lp = 35 ft Width of Protection T = 11 ft Determination of Culvert Headwater and Outlet Protection East Risge Second Subdivision Storm Drain D Choose One: Sandy Non-Sandy Minimum Theoretical Riprap Size d50 = 10 in Nominal Riprap Size d50 = 12 in UDFCD Riprap Type Type = M Length of Protection Lp = 23 ft Width of Protection T = 10 ft Determination of Culvert Headwater and Outlet Protection East Risge Second Subdivision Storm Drain C Choose One: Sandy Non-Sandy /2" 11" Base (2) 9/16 Ø Holes 67/8" H J Positioning Bracket CO-98 Circle Circle - 24.0 in 25.73 1 0.0152 14.1 4.50 4,934.66 4,934.27 4,938.36 4,938.26 CO-99 Circle Circle - 24.0 in 16.42 1 0.0152 18.3 5.82 4,934.07 4,933.82 4,937.56 4,937.45 CO-100 Circle Circle - 24.0 in 155.35 1 0.0150 18.2 5.81 4,933.62 4,931.29 4,936.89 4,935.88 CO-101 Circle Circle - 18.0 in 8.60 1 0.0198 4.6 2.62 4,934.94 4,934.77 4,938.40 4,938.38 Catch Basin elements for network with outlet: FES G Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capture Efficiency (Calculated) (%) Flow (Total Bypassed) (cfs) Flow (Captured) (cfs) Label Inlet Type HEC-22 Energy (Third Edition) INLETCapture G3 Full 14.1 0.0 100.0 4,938.36 4,938.36 0.00 HEC-22 Energy (Third Edition) INLETCapture G2.1 Full 4.6 0.0 100.0 4,938.40 4,938.40 0.00 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 2 of 3 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 31.4 7.652 10.283 4.07 HEC-22 Energy (Third Edition) SDMH E16 4,946.43 4,945.98 0.44 0.0 0.0 31.1 7.573 10.613 4.07 HEC-22 Energy (Third Edition) SDMH E15 4,944.99 4,945.12 -0.13 0.0 0.0 30.1 7.326 11.643 4.07 HEC-22 Energy (Third Edition) SDMH E14 4,944.42 4,944.23 0.19 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 4 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Energy (Third Edition) INLETCapture E17 Full 26.8 0.0 100.0 4,946.90 4,946.90 0.00 HEC-22 Energy (Third Edition) INLETCapture E12 Full 9.0 0.0 100.0 4,943.11 4,943.02 0.09 HEC-22 Energy (Third Edition) INLETCapture E10 Full 9.6 0.0 100.0 4,942.07 4,941.95 0.12 HEC-22 Energy (Third Edition) INLETCapture E9 Full 12.0 0.0 100.0 4,941.15 4,941.00 0.15 HEC-22 Energy (Third Edition) INLETCapture E8 Full 9.5 0.0 100.0 4,940.54 4,940.89 -0.35 HEC-22 Energy (Third Edition) INLETCapture E7 Full 13.4 0.0 100.0 4,940.34 4,940.25 0.09 HEC-22 Energy (Third Edition) INLETCapture E6 Full 10.4 0.0 100.0 4,939.92 4,939.82 0.11 HEC-22 Energy (Third Edition) INLETCapture E5 Full 12.2 0.0 100.0 4,939.04 4,938.92 0.12 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 3 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] CO-74 Circle Circle - 30.0 in 27.21 1 0.0044 26.8 5.47 4,941.96 4,941.84 4,946.90 4,946.79 CO-75 Circle Circle - 30.0 in 126.61 1 0.0039 31.4 6.40 4,941.64 4,941.14 4,945.98 4,945.24 CO-76 Circle Circle - 36.0 in 271.96 1 0.0040 31.1 4.40 4,940.64 4,939.55 4,945.12 4,944.53 CO-77 Circle Circle - 36.0 in 60.38 1 0.0056 30.1 4.26 4,939.35 4,939.01 4,944.23 4,944.11 CO-78 Circle Circle - 36.0 in 17.17 1 0.0070 46.6 6.59 4,938.81 4,938.69 4,943.26 4,943.18 CO-79 Circle Circle - 42.0 in 100.33 1 0.0072 53.1 5.51 4,938.19 4,937.47 4,943.02 4,942.74 CO-80 Circle Circle - 42.0 in 31.44 1 0.0073 52.5 5.46 4,937.27 4,937.04 4,942.46 4,942.38 CO-81 Circle Circle - 42.0 in 108.08 1 0.0072 59.3 6.16 4,936.84 4,936.06 4,941.95 4,941.57 CO-82 Circle Circle - 42.0 in 34.33 1 0.0055 67.8 7.04 4,936.06 4,935.87 4,941.00 4,940.84 CO-83 Circle Circle - 54.0 in 217.67 1 0.0056 75.4 4.74 4,934.87 4,933.65 4,940.89 4,940.57 CO-84 Circle Circle - 54.0 in 34.33 1 0.0058 84.3 5.30 4,933.65 4,933.45 4,940.25 4,940.19 CO-85 Circle Circle - 54.0 in 217.67 1 0.0056 92.5 5.81 4,933.45 4,932.24 4,939.82 4,939.34 CO-86 Circle Circle - 54.0 in 34.33 1 0.0041 99.7 6.27 4,932.24 4,932.10 4,938.92 4,938.83 CO-87 Circle Circle - 60.0 in 118.83 1 0.0024 105.1 5.35 4,932.10 4,931.82 4,938.66 4,938.47 CO-88 Circle Circle - 60.0 in 445.43 1 0.0044 115.1 5.86 4,931.82 4,929.84 4,937.87 4,937.00 CO-89 Circle Circle - 60.0 in 33.96 1 0.0038 115.9 5.90 4,929.84 4,929.71 4,936.67 4,936.60 CO-90 Circle Circle - 60.0 in 180.61 1 0.0040 117.9 6.01 4,929.71 4,928.98 4,936.25 4,935.88 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 2 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Energy (Third Edition) SDMH D4.1 4,941.71 4,941.34 0.36 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 5 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 100.6 6.634 14.523 15.04 HEC-22 Energy (Third Edition) SDMH D11 4,945.60 4,945.33 0.27 0.0 0.0 112.0 6.444 15.413 17.24 HEC-22 Energy (Third Edition) SDMH D8 4,943.66 4,943.31 0.34 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 4 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Label Inlet Type HEC-22 Energy (Third Edition) INLETCapture D17 Full 5.1 0.0 100.0 4,950.01 4,949.94 0.07 HEC-22 Energy (Third Edition) INLETCapture D16 Full 14.7 0.0 100.0 4,949.50 4,949.39 0.11 HEC-22 Energy (Third Edition) INLETCapture D15 Full 15.8 0.0 100.0 4,948.54 4,948.44 0.10 HEC-22 Energy (Third Edition) INLETCapture D14 Full 14.1 0.0 100.0 4,947.95 4,947.80 0.14 HEC-22 Energy (Third Edition) INLETCapture D13 Full 14.5 0.0 100.0 4,946.89 4,946.77 0.11 HEC-22 Energy (Third Edition) INLETCapture D12 Full 7.7 0.0 100.0 4,946.39 4,946.27 0.13 HEC-22 Energy (Third Edition) INLETCapture D10 Full 9.9 0.0 100.0 4,944.87 4,944.63 0.25 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 3 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] CO-1 Circle Circle - 42.0 in 53.33 1 0.0053 40.3 4.18 4,943.70 4,943.42 4,950.27 4,950.18 CO-2 Circle Circle - 42.0 in 34.33 1 0.0052 44.5 4.63 4,943.22 4,943.04 4,949.94 4,949.88 CO-3 Circle Circle - 42.0 in 197.67 1 0.0052 58.5 6.08 4,942.84 4,941.81 4,949.39 4,948.72 CO-4 Circle Circle - 48.0 in 34.85 1 0.0052 72.5 5.77 4,941.31 4,941.13 4,948.44 4,948.35 CO-5 Circle Circle - 48.0 in 217.67 1 0.0052 85.3 6.79 4,940.93 4,939.80 4,947.80 4,947.03 CO-6 Circle Circle - 54.0 in 34.33 1 0.0052 96.7 6.08 4,939.30 4,939.12 4,946.77 4,946.69 CO-7 Circle Circle - 54.0 in 160.34 1 0.0052 102.1 6.42 4,938.93 4,938.09 4,946.27 4,945.83 CO-8 Circle Circle - 54.0 in 42.30 1 0.0052 100.6 6.32 4,937.89 4,937.67 4,945.33 4,945.21 CO-9 Circle Circle - 54.0 in 34.33 1 0.0052 107.7 6.77 4,937.47 4,937.29 4,944.63 4,944.52 CO-10 Circle Circle - 60.0 in 242.80 1 0.0040 114.5 5.83 4,936.79 4,935.82 4,944.32 4,943.85 CO-11 Circle Circle - 60.0 in 53.37 1 0.0039 112.0 5.70 4,935.62 4,935.41 4,943.31 4,943.22 CO-12 Circle Circle - 60.0 in 8.62 1 0.0046 121.0 6.16 4,935.21 4,935.17 4,942.56 4,942.54 CO-13 Circle Circle - 60.0 in 123.84 1 0.0040 126.1 6.42 4,934.97 4,934.48 4,942.13 4,941.84 CO-14 Circle Circle - 60.0 in 149.41 1 0.0040 131.4 6.69 4,934.28 4,933.68 4,941.39 4,941.00 CO-15 Circle Circle - 66.0 in 137.51 1 0.0040 170.5 7.17 4,933.18 4,932.63 4,940.38 4,940.02 CO-16 Circle Circle - 66.0 in 119.45 1 0.0040 168.9 7.11 4,932.63 4,932.15 4,939.54 4,939.23 CO-17 Circle Circle - 66.0 in 100.22 1 0.0040 188.5 7.94 4,932.15 4,931.75 4,938.24 4,937.92 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 2 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Hydraulic Grade Line (In) (ft) Label 0.0 0.0 56.3 7.641 10.328 7.31 HEC-22 Energy (Third Edition) SDMH C9 4,946.18 4,946.04 0.15 0.0 0.0 55.1 7.476 11.018 7.31 HEC-22 Energy (Third Edition) SDMH C8 4,945.07 4,945.24 -0.17 0.0 0.0 90.5 7.255 11.939 12.37 HEC-22 Energy (Third Edition) SDMH C7 4,944.26 4,943.97 0.29 0.0 0.0 110.0 7.180 12.249 15.20 HEC-22 Energy (Third Edition) SDMH C6 4,942.73 4,942.49 0.24 0.0 0.0 124.7 7.116 12.517 17.39 HEC-22 Energy (Third Edition) SDMH C5 4,941.42 4,941.23 0.19 0.0 0.0 123.6 7.053 12.780 17.39 HEC-22 Energy (Third Edition) SDMH C4 4,940.37 4,939.79 0.57 0.0 0.0 127.1 6.916 13.349 18.23 HEC-22 Energy (Third Edition) SDMH C3 4,938.31 4,937.67 0.65 0.0 0.0 131.0 6.797 13.844 19.13 HEC-22 Energy (Third Edition) SDMH C1 4,936.42 4,936.26 0.16 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 4 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Edition) INLETCapture C11 Full 4.8 0.0 100.0 4,946.92 4,946.92 0.00 HEC-22 Energy (Third Edition) INLETCapture C10.1 Full 15.0 0.0 100.0 4,946.75 4,946.75 0.00 HEC-22 Energy (Third Edition) INLETCapture C7.1A Full 13.6 0.0 100.0 4,945.45 4,945.45 0.00 HEC-22 Energy (Third Edition) INLETCapture C6.2 Full 19.0 0.0 100.0 4,944.25 4,944.25 0.00 HEC-22 Energy (Third Edition) INLETCapture C6.1 Full 2.7 0.0 100.0 4,943.78 4,943.90 -0.12 HEC-22 Energy (Third Edition) INLETCapture C5.1 Full 9.8 0.0 100.0 4,942.29 4,942.29 0.00 HEC-22 Energy (Third Edition) INLETCapture C5A Full 12.0 0.0 100.0 4,942.09 4,942.09 0.00 HEC-22 Energy (Third Edition) INLETCapture C3.1 Full 8.5 0.0 100.0 4,939.36 4,939.36 0.00 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 3 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] CO-53 Circle Circle - 42.0 in 79.15 1 0.0051 38.8 4.03 4,940.21 4,939.81 4,946.68 4,946.57 CO-54 Circle Circle - 42.0 in 242.30 1 0.0050 56.3 5.85 4,939.31 4,938.10 4,946.04 4,945.28 CO-55 Circle Circle - 48.0 in 242.30 1 0.0050 55.1 4.38 4,937.60 4,936.39 4,945.24 4,944.88 CO-56 Circle Circle - 48.0 in 133.57 1 0.0050 90.5 7.20 4,936.39 4,935.72 4,943.97 4,943.44 CO-57 Circle Circle - 48.0 in 141.09 1 0.0050 110.0 8.76 4,935.72 4,935.02 4,942.49 4,941.66 CO-58 Circle Circle - 54.0 in 123.70 1 0.0040 124.7 7.84 4,934.52 4,934.02 4,941.23 4,940.73 54" Circle Circle - 54.0 in 265.49 1 0.0040 123.6 7.77 4,934.02 4,932.96 4,939.79 4,938.74 CO-60 Circle Circle - 54.0 in 13.37 1 0.0037 127.1 7.99 4,932.96 4,932.91 4,937.67 4,937.61 CO-61 Circle Circle - 60.0 in 261.80 1 0.0040 133.2 9.35 4,932.91 4,931.86 4,937.21 4,936.73 60" Circle Circle - 60.0 in 213.71 1 0.0040 131.0 9.29 4,931.86 4,931.01 4,936.26 4,935.88 CO-63 Circle Circle - 24.0 in 25.82 1 0.0050 4.8 1.54 4,941.44 4,941.31 4,946.92 4,946.91 CO-64 Circle Circle - 36.0 in 99.01 1 0.0050 19.5 2.77 4,940.31 4,939.81 4,946.73 4,946.65 CO-65 Circle Circle - 24.0 in 8.51 1 0.0047 15.0 4.79 4,941.35 4,941.31 4,946.75 4,946.72 CO-66 Circle Circle - 36.0 in 25.21 1 0.0060 25.9 3.66 4,938.26 4,938.11 4,945.43 4,945.39 CO-67 Circle Circle - 42.0 in 121.23 1 0.0059 38.6 4.02 4,937.61 4,936.89 4,945.09 4,944.91 CO-68 Circle Circle - 30.0 in 9.13 1 0.0099 13.6 2.76 4,938.70 4,938.61 4,945.45 4,945.44 CO-69 Circle Circle - 24.0 in 34.33 1 0.0050 19.0 6.04 4,937.47 4,937.30 4,944.25 4,944.01 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 2 of 5 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Energy (Third Edition) SDMH B4 4,940.21 4,940.06 0.15 0.0 0.0 174.7 6.523 14.987 26.57 HEC-22 Energy (Third Edition) SDMH B3 4,939.35 4,939.18 0.17 0.0 0.0 183.5 6.424 15.520 28.33 HEC-22 Energy (Third Edition) SDMH B1 4,937.26 4,936.17 1.08 0.0 0.0 18.6 7.613 10.446 2.43 HEC-22 Energy (Third Edition) SDMH B11 4,944.57 4,944.50 0.07 0.0 0.0 18.0 7.345 11.561 2.43 HEC-22 Energy (Third Edition) SDMH B10 4,944.32 4,944.30 0.02 0.0 0.0 68.8 7.165 12.313 9.52 HEC-22 Energy (Third Edition) SDMH B9 4,944.09 4,943.92 0.17 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 4 of 4 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] Energy (Third Edition) INLETCapture B2 Full 16.5 0.0 100.0 4,938.40 4,938.22 0.19 HEC-22 Energy (Third Edition) INLETCapture B9.1 Full 41.1 0.0 100.0 4,943.71 4,943.71 0.00 HEC-22 Energy (Third Edition) INLETCapture B9A Full 11.0 0.0 100.0 4,943.72 4,943.72 0.00 HEC-22 Energy (Third Edition) INLETCapture B6.1 Full 4.0 0.0 100.0 4,942.45 4,942.36 0.09 HEC-22 Energy (Third Edition) INLETCapture B6A Full 11.6 0.0 100.0 4,942.54 4,942.54 0.00 HEC-22 Energy (Third Edition) INLETCapture B4.1 Full 8.9 0.0 100.0 4,940.92 4,940.92 0.00 HEC-22 Energy (Third Edition) INLETCapture B3.2 Full 12.7 0.0 100.0 4,940.81 4,940.81 0.00 HEC-22 Energy (Third Edition) INLETCapture B3.1 Full 5.9 0.0 100.0 4,940.31 4,940.04 0.27 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 3 of 4 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] CO-30 Circle Circle - 42.0 in 39.27 1 0.0061 57.8 6.00 4,938.26 4,938.02 4,945.49 4,945.36 CO-31 Circle Circle - 42.0 in 329.03 1 0.0060 57.6 5.98 4,937.82 4,935.85 4,944.77 4,943.69 CO-32 Circle Circle - 60.0 in 145.01 1 0.0060 121.8 6.20 4,935.35 4,934.48 4,943.13 4,942.81 CO-33 Circle Circle - 60.0 in 106.81 1 0.0060 120.1 6.12 4,934.48 4,933.84 4,942.47 4,942.24 CO-34 Circle Circle - 66.0 in 38.93 1 0.0041 160.7 6.76 4,933.84 4,933.68 4,941.70 4,941.61 CO-35 Circle Circle - 66.0 in 147.08 1 0.0039 160.1 6.74 4,933.68 4,933.10 4,940.86 4,940.53 CO-36 Circle Circle - 66.0 in 132.92 1 0.0041 163.9 6.90 4,933.10 4,932.56 4,940.06 4,939.74 CO-37 Circle Circle - 66.0 in 124.92 1 0.0040 174.7 7.35 4,932.56 4,932.06 4,939.18 4,938.84 CO-38 Circle Circle - 66.0 in 116.44 1 0.0040 184.8 7.78 4,932.06 4,931.60 4,938.22 4,937.86 CO-39 Circle Circle - 66.0 in 147.76 1 0.0040 183.5 10.05 4,931.60 4,931.01 4,936.17 4,935.88 CO-40 Circle Circle - 36.0 in 71.59 1 0.0050 18.9 2.68 4,939.52 4,939.16 4,944.67 4,944.61 CO-41 Circle Circle - 36.0 in 176.52 1 0.0050 18.6 2.64 4,939.16 4,938.28 4,944.50 4,944.36 CO-43 Circle Circle - 36.0 in 114.88 1 0.0050 18.0 2.55 4,938.28 4,937.71 4,944.30 4,944.22 CO-44 Circle Circle - 54.0 in 59.15 1 0.0059 68.8 4.32 4,936.20 4,935.85 4,943.92 4,943.85 CO-45 Circle Circle - 42.0 in 40.89 1 0.0049 44.8 4.65 4,936.40 4,936.20 4,944.26 4,944.18 CO-46 Circle Circle - 36.0 in 13.45 1 0.0052 11.0 1.56 4,936.27 4,936.20 4,944.20 4,944.20 CO-47 Circle Circle - 36.0 in 39.45 1 0.0101 35.1 4.97 4,937.06 4,936.66 4,942.78 4,942.67 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 2 of 4 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] System CA (acres) System Flow Time (min) System Intensity (in/h) System Rational Flow (cfs) System Known Flow (cfs) System Additional Flow (cfs) Headloss Method Headloss (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Label 0.0 0.0 57.9 7.664 10.235 7.49 HEC-22 Energy (Third Edition) SDMH A6 4,940.30 4,940.08 0.22 0.0 0.0 56.6 7.495 10.936 7.49 HEC-22 Energy (Third Edition) SDMH A5 4,939.65 4,939.59 0.06 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 3 of 4 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] CO-19 Circle Circle - 42.0 in 42.89 1 0.0040 32.9 3.42 4,934.28 4,934.11 4,940.77 4,940.72 CO-20 Circle Circle - 42.0 in 7.00 1 0.0043 42.6 4.43 4,934.11 4,934.08 4,940.46 4,940.45 CO-21 Circle Circle - 48.0 in 193.45 1 0.0040 57.9 4.60 4,933.58 4,932.81 4,940.08 4,939.77 CO-22 Circle Circle - 48.0 in 110.97 1 0.0040 56.6 4.50 4,932.81 4,932.37 4,939.59 4,939.42 CO-23 Circle Circle - 48.0 in 161.04 1 0.0040 84.1 6.69 4,932.37 4,931.72 4,938.70 4,938.15 CO-24 Circle Circle - 48.0 in 96.54 1 0.0039 89.7 7.14 4,931.72 4,931.34 4,937.62 4,937.24 CO-25 Circle Circle - 48.0 in 37.20 1 0.0038 89.2 7.09 4,931.34 4,931.20 4,936.78 4,936.63 CO-26 Circle Circle - 54.0 in 156.06 1 0.0112 100.5 6.32 4,930.70 4,928.95 4,936.29 4,935.88 CO-27 Circle Circle - 36.0 in 27.00 1 0.0041 15.4 2.18 4,934.69 4,934.58 4,940.60 4,940.59 CO-28 Circle Circle - 30.0 in 25.37 1 0.0039 2.1 0.43 4,933.97 4,933.87 4,939.60 4,939.60 CO-29 Circle Circle - 30.0 in 10.30 1 0.0039 30.0 6.12 4,933.91 4,933.87 4,939.31 4,939.26 CO-135 Circle Circle - 18.0 in 24.90 1 0.0040 1.1 0.61 4,934.09 4,933.99 4,939.39 4,939.39 CO-136 Circle Circle - 18.0 in 66.43 1 0.0041 8.5 4.81 4,933.99 4,933.72 4,938.79 4,938.35 CO-137 Circle Circle - 18.0 in 9.10 1 0.0033 7.5 4.24 4,934.02 4,933.99 4,939.27 4,939.22 CO-138 Circle Circle - 18.0 in 38.62 1 0.0039 4.0 2.26 4,935.06 4,934.91 4,940.02 4,939.96 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 2 of 4 -1666 1/24/2016 Bentley StormCAD V8i (SELECTseries 4) HFHLV0001.01_StormCAD_Basins.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54] % Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Street Capacity Calculations Vertical Curb & Gutter - 25' CL to FL Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Minor Storm Event Major Storm Event Sc Grade, S0 % Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Street Capacity Calculations Vertical Curb & Gutter - 18' CL to FL Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Minor Storm Event Major Storm Event Sc cfs Developed Q100 cfs Longitudinal Grade, S0 % Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Minor Storm Event Major Storm Event Street Capacity Calculations Vertical Curb & Gutter - 15' CL to FL Sc C12 Reliant Street 15 Local 2.8 13.2 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C13 Reliant Street 15 Local 2.1 10.3 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C14 Crusader Street 15 Local 2.5 12.0 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay C15 Crusader Street 15 Local 1.7 8.1 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay D2 Dassault Street 15 Local 0.8 3.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay E1 Reliant Street 15 Local 1.4 6.8 0.65% 6.83 1.00 6.8 Okay 18.6 1.00 18.56 Okay E2 Reliant Street 15 Local 1.5 7.1 0.65% 6.83 1.00 6.8 Okay 18.6 1.00 18.56 Okay E3 Dassault Street 15 Local 1.1 4.6 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay F4 Comet Street 15 Local 1.5 7.3 0.80% 7.58 1.00 7.6 Okay 20.6 1.00 20.59 Okay F5 Dassault Street 15 Local 0.6 2.7 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay G2 Vicot Way 15 Local 2.2 10.5 0.60% 6.57 1.00 6.6 Okay 17.8 1.00 17.83 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. Design Point Width FL to CL ft Street Classification Inputs Developed Q2 cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Develope d Q100 cfs Minor Storm Event Longitudinal Grade, S0 % Calculated Capacity cfs Major Storm Event Results Allowable Capacity cfs Calculated Capacity (FlowMaster) 1 cfs Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Street Capacity Calculations Drive-Over Curb & Gutter - 15' CL to FL Sa Sb Sc Capacity cfs Calculated Capacity (FlowMaster) 1 cfs Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 8.47 8.47 cfs Interception with Clogging Qwa = 8.20 8.20 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 39.73 39.73 cfs Interception with Clogging Qoa = 38.47 38.47 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 15.77 15.77 cfs Interception with Clogging Qma = 15.27 15.27 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 8.20 8.20 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 21.00 21.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.7 18.7 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 18.03 18.03 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Seven No. 16 Combination Inlet | 25' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quad No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 3/22/2016, 11:48 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.26 7.26 cfs Interception with Clogging Qwa = 6.99 6.99 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 34.06 34.06 cfs Interception with Clogging Qoa = 32.82 32.82 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 13.52 13.52 cfs Interception with Clogging Qma = 13.03 13.03 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 6.99 6.99 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 18.00 18.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.7 18.7 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 15.39 15.39 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Six No. 16 Combination Inlet | 25' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quad No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 3/22/2016, 11:47 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 3.63 3.63 cfs Interception with Clogging Qwa = 3.43 3.43 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 17.03 17.03 cfs Interception with Clogging Qoa = 16.08 16.08 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.76 6.76 cfs Interception with Clogging Qma = 6.38 6.38 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.43 3.43 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 9.00 9.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.7 18.7 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 7.56 7.56 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Triple No. 16 Combination Inlet | 25' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quad No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 3/22/2016, 11:46 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.53 6.05 cfs Interception with Clogging Qwa = 5.29 5.78 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 28.09 28.38 cfs Interception with Clogging Qoa = 26.87 27.14 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 10.72 11.27 cfs Interception with Clogging Qma = 10.26 10.77 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.29 5.78 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.2 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 11.83 12.75 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quint No. 16 Combination Inlet | 18' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Triple No 16 Combo.xlsm, Inlet In Sump 3/22/2016, 11:52 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 4.43 4.43 cfs Interception with Clogging Qwa = 4.20 4.20 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 22.47 22.47 cfs Interception with Clogging Qoa = 21.30 21.30 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 8.58 8.58 cfs Interception with Clogging Qma = 8.13 8.13 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 4.20 4.20 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 12.00 12.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 18.0 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.39 9.39 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quad No. 16 Combination Inlet | 18' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Triple No 16 Combo.xlsm, Inlet In Sump 3/22/2016, 11:52 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 3.32 3.63 cfs Interception with Clogging Qwa = 3.14 3.43 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 16.86 17.03 cfs Interception with Clogging Qoa = 15.92 16.08 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.43 6.76 cfs Interception with Clogging Qma = 6.08 6.38 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.14 3.43 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 9.00 9.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.2 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 7.01 7.56 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Triple No. 16 Combination Inlet | 18' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Triple No 16 Combo.xlsm, Inlet In Sump 3/22/2016, 11:51 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 3.55 9.86 cfs Interception with Clogging Qwa = 3.40 9.43 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 26.77 30.10 cfs Interception with Clogging Qoa = 25.60 28.79 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 8.39 14.82 cfs Interception with Clogging Qma = 8.02 14.17 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.40 9.43 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 22.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 8.20 19.46 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quint No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quint No 16 Combo.xlsm, Inlet In Sump 3/21/2016, 10:51 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 3.55 7.82 cfs Interception with Clogging Qwa = 3.40 7.48 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 26.77 29.25 cfs Interception with Clogging Qoa = 25.60 27.98 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 8.39 13.01 cfs Interception with Clogging Qma = 8.02 12.44 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.40 7.48 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 8.20 15.89 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quint No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quint No 16 Combo.xlsm, Inlet In Sump 3/21/2016, 10:49 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 3.55 6.05 cfs Interception with Clogging Qwa = 3.40 5.78 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 26.77 28.38 cfs Interception with Clogging Qoa = 25.60 27.14 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 8.39 11.27 cfs Interception with Clogging Qma = 8.02 10.77 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.40 5.78 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 8.20 12.75 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quint No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quint No 16 Combo.xlsm, Inlet In Sump 3/21/2016, 10:50 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 2.84 6.25 cfs Interception with Clogging Qwa = 2.69 5.93 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 21.42 23.40 cfs Interception with Clogging Qoa = 20.30 22.18 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.71 10.40 cfs Interception with Clogging Qma = 6.36 9.86 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 2.69 5.93 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 12.00 12.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.51 12.62 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quad No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quad No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 3/22/2016, 11:42 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 2.84 4.84 cfs Interception with Clogging Qwa = 2.69 4.59 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 21.42 22.70 cfs Interception with Clogging Qoa = 20.30 21.52 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.71 9.01 cfs Interception with Clogging Qma = 6.36 8.54 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 2.69 4.59 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 12.00 12.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.51 10.13 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Quad No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quad No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 3/22/2016, 11:41 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 2.13 4.69 cfs Interception with Clogging Qwa = 2.01 4.43 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 16.06 17.55 cfs Interception with Clogging Qoa = 15.17 16.58 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 5.03 7.80 cfs Interception with Clogging Qma = 4.75 7.37 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 2.01 4.43 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 9.00 9.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.86 9.42 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing Triple No. 16 Combination Inlet | 15' CL to FL Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_Quad No 16 Combo-15 CL to FL.xlsm, Inlet In Sump 3/22/2016, 11:43 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.21 27.59 cfs Interception with Clogging Qwa = 6.76 25.87 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 18.10 23.69 cfs Interception with Clogging Qoa = 16.96 22.21 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 10.62 23.78 cfs Interception with Clogging Qma = 9.96 22.29 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 6.76 22.21 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 10.00 10.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 31.2 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.5 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.76 22.21 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 10' Type 'R' Curb Inlet | 25' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:36 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 14.08 21.10 cfs Interception with Clogging Qwa = 13.46 20.18 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 29.26 31.49 cfs Interception with Clogging Qoa = 27.98 30.11 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 18.88 23.97 cfs Interception with Clogging Qma = 18.05 22.92 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 13.46 20.18 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.7 22.8 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 13.46 20.18 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 15' Type 'R' Curb Inlet | 25' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:28 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 13.07 17.43 cfs Interception with Clogging Qwa = 12.50 16.67 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 28.88 30.39 cfs Interception with Clogging Qoa = 27.62 29.07 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 18.07 21.41 cfs Interception with Clogging Qma = 17.28 20.47 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 12.50 16.67 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.7 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 12.50 16.67 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 15' Type 'R' Curb Inlet | 18' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:45 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 13.07 14.08 cfs Interception with Clogging Qwa = 12.50 13.46 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 28.88 29.26 cfs Interception with Clogging Qoa = 27.62 27.98 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 18.07 18.88 cfs Interception with Clogging Qma = 17.28 18.05 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 12.50 13.46 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.2 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 12.50 13.46 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 15' Type 'R' Curb Inlet | 18' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:43 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 10.37 10.37 cfs Interception with Clogging Qwa = 9.72 9.72 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 19.26 19.26 cfs Interception with Clogging Qoa = 18.05 18.05 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 13.14 13.14 cfs Interception with Clogging Qma = 12.32 12.32 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 9.72 9.72 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 10.00 10.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 18.0 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.72 9.72 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 10' Type 'R' Curb Inlet | 18' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:46 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 5.60 5.96 cfs Interception with Clogging Qwa = 5.04 5.36 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.63 9.75 cfs Interception with Clogging Qoa = 8.67 8.78 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.83 7.09 cfs Interception with Clogging Qma = 6.15 6.38 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.04 5.36 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 18.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.2 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.04 5.36 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 5' Type 'R' Curb Inlet | 18' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:38 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 8.97 17.43 cfs Interception with Clogging Qwa = 8.58 16.67 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 27.14 30.39 cfs Interception with Clogging Qoa = 25.96 29.07 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 14.51 21.41 cfs Interception with Clogging Qma = 13.88 20.47 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 8.58 16.67 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 8.58 16.67 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 15' Type 'R' Curb Inlet | 15' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:30 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 8.80 22.41 cfs Interception with Clogging Qwa = 8.42 21.44 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 27.06 31.85 cfs Interception with Clogging Qoa = 25.88 30.46 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 14.36 24.85 cfs Interception with Clogging Qma = 13.73 23.76 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 8.42 21.44 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 14.9 23.5 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 2.1 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 8.42 21.44 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 15' Type 'R' Curb Inlet | 15' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:22 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.21 13.69 cfs Interception with Clogging Qwa = 6.76 12.83 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 18.10 20.26 cfs Interception with Clogging Qoa = 16.96 19.00 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 10.62 15.49 cfs Interception with Clogging Qma = 9.96 14.52 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 6.76 12.83 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 10.00 10.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.76 12.83 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 10' Type 'R' Curb Inlet | 15' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_10 Type R.xlsm, Inlet In Sump 3/21/2016, 10:25 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 7.21 11.14 cfs Interception with Clogging Qwa = 6.76 10.44 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 18.10 19.51 cfs Interception with Clogging Qoa = 16.96 18.29 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 10.62 13.71 cfs Interception with Clogging Qma = 9.96 12.85 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 6.76 10.44 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 10.00 10.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 18.7 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 0.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.76 10.44 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 10' Type 'R' Curb Inlet | 15' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_10 Type R.xlsm, Inlet In Sump 3/21/2016, 10:25 PM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 4.10 7.11 cfs Interception with Clogging Qwa = 3.69 6.40 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.05 10.13 cfs Interception with Clogging Qoa = 8.14 9.12 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 5.67 7.89 cfs Interception with Clogging Qma = 5.10 7.10 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.69 6.40 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 15.0 20.8 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 0.0 1.4 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.69 6.40 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.00 1.00 cfs INLET IN A SUMP OR SAG LOCATION East Ridge Second Filing 5' Type 'R' Curb Inlet | 15' CL to FL CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths HFHLV001.01_UD-Inlet_v3.14_15 Type R.xlsm, Inlet In Sump 3/21/2016, 10:32 PM I9 Inlet A3.2 0.2 1.0 NO No. 16 Combination Inlet 6 0.5 2.40 I10 Inlet A1 3.0 15.0 NO No. 16 Combination Inlet 9 5.4 4.80 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.Page xls 1 of 1 3/21/2016 Fut-TL3 1.57 1.00 13.2 1.57 6.96 10.9 Fut-TL4 0.28 1.00 10.0 0.28 7.87 2.2 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 3 of 3 3/21/2016 F5 0.29 0.94 5.0 0.27 9.98 2.7 G1 0.57 0.93 7.5 0.53 8.77 4.6 G2 1.54 0.82 8.6 1.26 8.34 10.5 G3 1.21 0.93 5.0 1.12 9.98 11.2 G2+G3 2.74 0.87 10.9 2.39 7.60 18.1 G4 1.01 0.92 5.2 0.93 9.87 9.1 G1+G4 1.58 0.92 5.2 1.45 9.88 14.4 G5 1.77 0.91 6.8 1.61 9.10 14.7 G1 thru G5 6.09 0.89 10.9 5.45 7.60 41.4 G6 0.49 1.00 6.1 0.49 9.44 4.6 G7 0.82 0.84 6.3 0.69 9.33 6.4 G6+G7 1.31 0.91 6.2 1.18 9.35 11.0 H1 0.42 1.00 6.2 0.42 9.39 4.0 H2 1.33 0.94 7.1 1.26 8.97 11.3 H3 0.92 0.96 5.0 0.88 9.98 8.8 H4 1.42 0.94 6.2 1.34 9.36 12.6 H5 0.62 0.97 5.1 0.61 9.95 6.0 H6 1.91 0.92 6.1 1.76 9.40 16.5 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 2 of 3 3/21/2016 B14 1.18 0.83 7.4 0.97 8.81 8.6 B15 0.95 0.92 5.0 0.87 9.98 8.7 B14+B15 2.13 0.87 9.4 1.85 8.06 14.9 B16 1.00 0.93 6.1 0.93 9.44 8.8 B5+B13+B16 3.79 0.86 15.3 3.25 6.49 21.1 B5+B13 thru B16 5.92 0.86 15.3 5.10 6.49 33.1 B17 1.08 0.87 6.5 0.94 9.25 8.7 B5+B13 thru B17 7.00 0.86 15.3 6.03 6.49 39.2 B18 0.38 0.96 5.0 0.37 9.98 3.7 C1 1.39 0.83 8.1 1.15 8.55 9.9 C2 1.25 0.82 7.9 1.03 8.64 8.9 C1+C2 2.64 0.82 8.8 2.18 8.29 18.1 C3 1.53 0.83 10.3 1.28 7.79 9.9 C1 thru C3 4.18 0.83 10.2 3.46 7.80 27.0 C4 0.68 0.89 5.0 0.61 9.98 6.0 C5 0.69 0.96 5.0 0.66 9.98 6.6 C6 1.02 0.90 5.0 0.92 9.98 9.2 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 3/21/16 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 1 of 3 3/21/2016 Page 3 of 3 3/21/2016 G2 1.54 0.66 11.2 1.01 2.15 2.2 G3 1.21 0.74 6.1 0.90 2.70 2.4 G2+G3 2.74 0.70 13.5 1.91 1.98 3.8 G4 1.01 0.73 6.8 0.74 2.60 1.9 G1+G4 1.58 0.74 6.9 1.16 2.60 3.0 G5 1.77 0.73 8.5 1.29 2.41 3.1 G1 thru G5 6.09 0.72 13.5 4.36 1.98 8.6 G6 0.49 0.83 8.2 0.40 2.44 1.0 G7 0.82 0.67 8.6 0.55 2.40 1.3 G6+G7 1.31 0.73 8.6 0.96 2.39 2.3 H1 0.42 0.81 7.4 0.34 2.53 0.9 H2 1.33 0.76 9.4 1.01 2.32 2.3 H3 0.92 0.77 5.9 0.71 2.73 1.9 H4 1.42 0.76 8.1 1.07 2.45 2.6 H5 0.62 0.78 6.6 0.48 2.63 1.3 H6 1.91 0.74 8.7 1.41 2.38 3.3 I1 1.64 0.73 8.7 1.19 2.39 2.8 I2 1.04 0.78 7.1 0.81 2.57 2.1 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 2 of 3 3/21/2016 B16 1.00 0.74 7.7 0.74 2.50 1.9 B5+B13+B16 3.79 0.69 17.0 2.60 1.76 4.6 B5+B13 thru B16 5.92 0.69 17.0 4.08 1.76 7.2 B17 1.08 0.69 8.9 0.75 2.37 1.8 B5+B13 thru B17 7.00 0.69 17.0 4.83 1.76 8.5 B18 0.38 0.77 6.5 0.29 2.65 0.8 C1 1.39 0.66 10.2 0.92 2.24 2.1 C2 1.25 0.66 10.4 0.82 2.22 1.8 C1+C2 2.64 0.66 10.9 1.74 2.18 3.8 C3 1.53 0.67 12.0 1.02 2.09 2.1 C1 thru C3 4.18 0.66 11.9 2.76 2.09 5.8 C4 0.68 0.71 6.6 0.48 2.64 1.3 C5 0.69 0.77 5.0 0.53 2.86 1.5 C6 1.02 0.72 6.9 0.74 2.59 1.9 C5+C6 1.71 0.74 6.5 1.27 2.65 3.4 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 3/21/16 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 1 of 3 3/21/2016 Wetland 21.31 C 0.25 0.25 0.31 360 1.40 27.0 25.0 831 0.20 7 0.3 44.2 71.2 69.2 1191 16.6 71.2 69.2 Fut-A 4.98 C 0.80 0.80 1.00 100 2.00 4.5 1.5 593 1.00 20 2.0 4.9 9.4 6.4 693 13.9 10.0 10.0 Fut-B 5.61 C 0.80 0.80 1.00 10.0 12.5 Fut-G1 8.05 C 0.85 0.85 1.00 10.0 12.5 Fut-G2 2.43 C 0.90 0.90 1.00 10.0 10.0 Fut-H 4.51 C 0.80 0.80 1.00 10.0 10.0 Fut-I1 4.23 C 0.80 0.80 1.00 10.0 10.0 Fut-I2 1.81 C 0.80 0.80 1.00 10.0 10.0 Fut-TL1 2.13 C 0.90 0.90 1.00 10.0 10.0 Fut-TL2 1.59 C 0.90 0.90 1.00 42 2.00 1.9 1.0 1705 0.60 20 1.5 18.3 20.3 19.3 1747 19.7 19.7 19.3 Fut-TL3 1.57 C 0.90 0.90 1.00 54 5.00 1.6 0.8 1155 0.60 20 1.5 12.4 14.0 13.2 1209 16.7 14.0 13.2 Future Developed Area | Tract A - Multi-Family Future Developed Area | Tract B - Single Family Attached Future Timberline Road Right-of-Way Future Developed Area | Tract A - Multi-Family Future Developed Area | Tract E - Single Family Attached Future Developed Area | Tract E - Single Family Attached Future Developed Area | Tract A - Multi-Family H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 2 of 3 3/21/2016 C11 1.41 C 0.62 0.62 0.78 111 2.00 7.5 5.0 355 0.90 20 1.9 3.1 10.6 8.1 466 12.6 10.6 8.1 C12 1.92 C 0.65 0.65 0.81 35 2.00 4.0 2.6 593 0.75 20 1.7 5.7 9.7 8.3 628 13.5 9.7 8.3 C13 1.58 C 0.63 0.63 0.78 110 2.00 7.4 4.9 352 0.60 20 1.5 3.8 11.1 8.7 462 12.6 11.1 8.7 C14 1.75 C 0.63 0.63 0.78 111 2.00 7.4 5.0 302 0.95 20 1.9 2.6 10.0 7.5 413 12.3 10.0 7.5 C15 1.04 C 0.66 0.66 0.82 61 2.00 5.2 3.3 302 0.95 20 1.9 2.6 7.7 5.8 363 12.0 7.7 5.8 C16 0.87 C 0.73 0.73 0.92 30 2.00 3.0 1.5 976 1.20 20 2.2 7.4 10.4 8.9 1006 15.6 10.4 8.9 C17 1.06 C 0.69 0.69 0.86 35 2.00 3.6 2.1 406 1.20 20 2.2 3.1 6.7 5.2 441 12.5 6.7 5.2 C18 1.77 C 0.48 0.48 0.61 184 2.00 12.4 9.9 184 1.50 20 2.4 1.3 13.6 11.2 368 12.0 12.0 10.0 STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFHLV0001.01 DATA (Tt) (URBANIZED BASINS) INITIAL/OVERLAND FINAL (Ti) TRAVEL TIME H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydrology\Rational\HFHLV0001.01_Rational_Routing.xls Page 1 of 3 3/21/2016 Survey Area Data: Version 9, Sep 22, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Apr 28, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (East Ridge Subdivision) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2015 Page 2 of 4