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Home My WebLink About16 - Design Report - West Winds Southwest - Storm Drainage Storm Drainage Design Report West Winds Southwest Bozeman, Montana April 15, 2016 Prepared For: Haystack Development PO Box 1793 Bozeman, MT 59771 RORY SCOTT ROfv�Y ' F1o.40M i q —15—2-016 _ J PREPARED BY: ALLIED ENGINEERING SERVICES,INC. Civil Engineering . Geotechnical Engineering Land Surveying �<<'erse P[oNe_ 32 Discovery Drive Bozeman.Montana 59718 Ph: .0 14061 Haystack Development Project:16-003 April 15,2016 Contents 1 Introduction and Overview...................................................................................................................3 2 Description of Site/Background Data ...................................................................................................3 3 Past Studies...........................................................................................................................................4 3.1 Overview of Past Improvements...................................................................................................5 3.2 Site Usage and Flow/Demand Generation....................................................................................8 4 Post development hydrology..............................................................................................................10 4.1 Proposed land use/density and generation of flow/demand.....................................................10 5 Hydraulic Modeling/Conveyance sizing..............................................................................................11 5.1 Inlet and Gutter Capacity............................................................................................................11 5.2 Pipe Capacity...............................................................................................................................12 5.3 Pond Areas..................................................................................................................................13 5.4 Outfall to Existing facilities..........................................................................................................13 6 Maintenance Plan............................................................................................................................... 14 7 Conclusion/Summary of Results.........................................................................................................14 Table 3-1- Drainage Basin Summary............................................................................................................8 Table3-2- Pipe Summary Table...................................................................................................................9 Table5-1- Inlet Summary...........................................................................................................................11 Table5-2- Pipe Summary........................................................................................................................... 12 Table5-3 - Minimum Pipe Grades.............................................................................................................. 12 Table5-4- Pond Outlet Structure............................................................................................................... 13 Table5-5 -Outfall Summary.......................................................................................................................13 Figure 3-1- Phasing Overview(from HKM report).......................................................................................4 Figure 3-2 - Phase 4 Improvements (from HKM report)...............................................................................5 Figure 3-3- Phase 5 Improvements (from HKM report)...............................................................................6 Figure 3-4- Phase 6 Improvements (from HKM report)...............................................................................7 Figure 3-5 -Drainage Basin and Pipe Overview (from HKM report).............................................................9 Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 1 Haystack Development Project:16-003 April 15,2016 Exhibit 1.1—Location Map 2.1—Pre-Development Overview 4.1—Post Development Drainage Basins 5.1—Infrastructure Overview Plan 5.2—Model Overview Plan Appendix A—Post Development Hydrology—Model Outputs and Supplemental Information Appendix B—Post Development Hydraulics—Model Outputs and Supplemental Information Appendix C- Plans Appendix D—Past Reports by HKM Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 2 Haystack Development Project:16-003 April 15,2016 1 Introduction and Overview The following report addresses storm water management for the subject property, a location map is provided on Figure 1. A number of surrounding improvements have been made as part of the original West Winds Planned Community Development. The property addressed by this report was included with the planning for overall storm drainage improvements. Section 3 provides a description of the planning and design of the improvements associated with the development surrounding the subject property. The proposed development will be completed in two phases. The first phase will include the condo lots located north of Breeze Lane. The second phase will involve subdivision of the area south of Breeze Lane. Storm drainage conveyance infrastructure will be installed with phase 1 of the improvements. Breeze Lane and all north south streets north of Breeze will be constructed with curb and gutter stubbed to the south to accommodate storm drainage infrastructure located in New Holland. 2 Description of Site/Background Data The site is currently bare of any structures with the exception of a small building at the southeast corner of the site near the intersection of West Oak and Windward Avenue. An existing overview is provided on Figure 2.1 showing existing infrastructure surrounding the site. A large excavated area approximately 120 feet by 330 feet is located in the center of the site. The excavated area has a standing water surface due to groundwater. The excavation is planned to be filled to allow for development. A geotechnical report completed by Allied Engineering Services, Inc. (AESI) provides criteria for filling the area. The site is bounded by Davis Lane to the west, West Oak to the south, Windward Avenue to the east, and Winter Park Street to the north. Storm drainage stubs have been provided to this property. The capacity and planning of the surrounding development are discussed in more detail in the following sections. Regional detention ponds have been included as part of the overall West Winds Development and will serve the subject property. Capacity of existing stubs and design criteria used for the regional pond are the governing factors for the stormwater discharge from the site. Therefore pre-development hydrology is not required. Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Page 3 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Haystack Development Project:16-003 April 15,2016 3 Past Studies The improvements surrounding the site and the planning associated with the subject property was a part of West Winds Planned Community development. Design was completed in a total of eight phases with the subject property falling within phases 4 and 5. The phases of design significant to this project include phases 3 through 6. The phase 3 Stormwater Investigation is dated October 2006, the phase 6 Stormwater Investigation is the latest design on file and is dated November 2013. Phasing of the stormwater improvements through the span of the original project included temporary detention and conveyance facilities later replaced by permanent infrastructure. The following is a summary of the past design and improvements along with descriptions of infrastructure originally planned that was not installed. Figure 3.1 is taken from the Phase 3 Stormwater Investigation by HKM and shows the phasing plan for the overall development. 1 r3 FLU"Y LXE i N p,5 VI — 51 SUBJECT PROPERTY XX Figure 3-1-Phasing Overview(from HKM report) i Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 4 1 Haystack Development Project:16-003 April 15,2016 3.1 Overview of Past Improvements Phase 3 of the improvements provided a brief overview of the storm drainage plan for the overall development with detailed calculations provided for conveyance infrastructure and a detention pond located east of the project site. Stormwater infrastructure referenced in the phase 3 report is not impacted by the subject property. Phase 4 included permanent and temporary improvements within or adjacent to the project site along Windward Way, Breeze Lane, and Winter Park Street. While major components of the conveyance infrastructure were completed, a number of improvements were not made. Figure 3-2 was pulled from the Phase 4 Stormwater Investigation by HKM and has been marked up to clarify improvements within the project site which were not installed. / 11 TEMPORARY STORMWATER--' -� _ _�_,�. *=• (( \ �I DETENTION POND 1 \ \ V=20.462 CF AT WSE TEMPORARY DITCHES \ �\ PROVIDED FOR STORM \ \ �J WATER CONVEYANCE TO PONDS AND RELEASE ` TEMPORARY STORM I INTO HARMON DITCH (TYP,) WATER DETENTION \ POND 2 V=11,405 CF AT WSE. REVISED IN J �. DAVIS LANE WINTER PARK STREETINLETS AND I I--L-1 L-2 ., PIPE INSTALLED \ \`-7 \\ I BASIN 5B TEMPORARY S• I I L-4 BASIN 4E b \ AREA=2.87 AC \ \ STORMWATER AREA=4.16 AC — ! RETENTION POND 3 I \ FL-6 1�Y 1 i V=18,774 CF AT WSE BASIN 4D I ;•"��'` \ AREA=6.14 AC I I L-3 I ' BREEZEl � NOT INSTALLED BASIN BASIN 48 I AREA=1.99 AC ti t11� I. REA=0.62 AC � I I BREEZE LANE IMPROVEMENTS NOT COMPLETED BASIN SA BA AREAS15.23CAC I WINDWARD I• AREA=4 78 AC I iI I I / — - - -- — F — 11 BASIN 3B ! AREA=9.46 AC BASIN 4A II I 1 AREA=0.88 AC - I 1 I WEST OAK STREET Figure 3-2-Phase 4 Improvements(from HKM report) Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 5 Haystack Development Project:16-003 April 15,2016 Phase 5 improvements included abandoning temporary facilities within the subject property (which were never constructed) and installing additional conveyance infrastructure and a permanent detention pond. All storm drainage within the subject property was planned to be conveyed to the north through phase 4 and 5 piping, and the temporary swale north of phase 5 to the permanent stormwater detention pond #1 (East Master Pond). Figure 3-3 showing the improvements overview was pulled from the Phase 5 Stormwater Investigation report. -. - 1 1 6A5N GB f i� ARCA-2.01 AC 1 BARN 5A I ' I 1A9N sC I ARCAN.)6 AC � I AREA•07A AC I 1 I ICtwvrA�.lOt t I - ` 1 ' t I .r L-2�� NOT INSTALLED i 11 I 1ASN x .I i AREA.6.52 AC C 1 5 •C I AREA-1.65 AC 1A0 ARCM1•005 ACC BREEZE LANE NOT AREA-6oaw Ac CONSTRUCTED y' � ^ASIN 5K ` I, 'll I 1ASR1 SH 'I--- NCa•0(7 ACC' -_ _r_ ---- .I ARCA-00d AC L-5 \ L_ -_ -_-- r— 1 9N x I 1 1 1—05 1 ' L I •JA EA•O.12 AC I 1 ; AACW0.45 AC PMD II I OETEN710t1 (EASI WASM POND)) CG.IJJ LY At n5C ---- ----- A911 GA '�` AACa.1.J9 AC �1A9N 61 1 \ 'I tt Atn AVJ ARCA.I.2J AC IN PLA E \ 1 00.<taw cats Figure 3-3-Phase 5 Improvements(from HKM report) Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 6 Haystack Development Project:16-003 April 15,2016 Phase 6 improvements included additional conveyance infrastructure primarily along Windward and Hunter's way and the West Master Pond. Figure 3-4 is pulled from the phase 6 report and shows the improvements overview. 34 -�11 -� -- — — — — -- — — --- -_ BASIN DL " 71_ AREA=264 AC t I' I--BASIN 8L-1 AREA-0.33 AC - BASIN 5 AREA-2.79 AC!l' a,ill. illll Ir L-18 III �l j' I CC PROJECT SITE Ic I �I �I� I I BASIN 9L-2 AREA=0.24 AC 10 I I JS► I r- U I�II 1j� STORMWATER BASIN 60 T11 DETENTION POND#1 AREA�1.45 AC -CD III Ii (WEST MASTER POND) t� I O 1. III II I V-35.516 CF AT WSE ly ! oRl —14 zi II JI I' BASIN PONDS m AREA=2.44 AC BASIN FUTURE PHASES BASIN IP,.I� L-15 1 AREA i2.BB ACBASIN -AREA=1.56 AC'' L-16 L—t7NINDINDWARD AVENUE �.:- I AREA 0.633A 1„�. 1 r L t I \ (�wux t�H --- - BASIN 12 60 �AREM0.50 AC / I I ' STORMWATER BASIN 6N j N AREA-0.59 AC M Il I EXISTING DETENTION POND BASN 6M ,� (EAST-3 141 C MASTER POND)T WS AREA AC Co BA61N 6J AR e 1, EA=AAC ---BASIN 6K AREA-0.65 BASIN 6L AR EA-2.28 AC I` D - _ _ _ _ LA I I Z i C=3 L-'. L T _ j L2 I I—� I I BASIN 60 - L-7 .. - -Y 1B AREA-0,6/ AC// BASIN 6H �L-8A L �a 11A AREA-0.58 AC -8B BASIN 6D �. ^� BASIN OR. BASIN AREA-0.52 AC '- �� ' (AREA-0.18 AC� i � I AREA-0.510.51 AC BASIN 61 i / •�'//, 8 N BC'! AREA-1.11 AC J BASIN 6A I •AREA.0.42 AC AREA-0.31 AC AREA 0.33 AC / I 1 BASIN 6F - BASIN\ AREA-0.32 AC 1 REA=0.57 AAEA .57 AC Figure 3-4-Phase 6 Improvements(from HKM report) Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 7 Haystack Development Project:16-003 April 15,2016 3.2 Site Usage and Flow/Demand Generation As discussed in the previous sections, the subject property was included in the conveyance and pond sizing for the overall development. Phase 4 of the Stormwater Investigation completed by HKM Engineering defined the drainage basins for the subject property. Table 3-1 provides an overview of the drainage basins from the phase 4 and 5 reports. Table 3-1-Drainage Basin Summary Basin Area (acres) Weighted"C"Value 4A 0.88 0.60 4B 0.62 0.60 4C 5.23 0.62 4 D 6.14 0.62 5A 4.78 0.61 5 B 2.87 0.62 Basins 4A and 4B were anticipated to discharge directly to Windward Avenue, the remaining basins conveyed from the site via two storm drainage stubs from Winter Park storm drain lines. Temporary ponds were defined in phase 4 to serve the area until final buildout. Phase 5 included the permanent detention pond "East Master Pond" which will permanently serve the area. Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 8 Haystack Development Project:16-003 April 15,2016 �L-5 ' " A L-2 \\ l BASIN 58 \\ \ TEMPORARY �<< —4' --''AS N 4 \ C L B I E I AREA-2.87 A - STORMWATER `. AREA=4.16 AC /S RETENTION POND 3 V=18,774\ CF AT�WSE i \ i \ BASIN 4D AREA=6.14 AC I' �\\ L-3 I! - - — — —— — — — — - - ---- —�-- � — BASIN 3A BASIN 4B, A !) L' •AREA=0.62 AC ) E AREA-'T:99 AC iA j I BASIN I 4C 1 BASIN 5A AREA=5.23 AC j AREA=4,78 AC-.' \ ( I BASIN 38 AREA=9.46 AC BASIN 4A f AREA=0.88 AC - - Figure 3-5-Drainage Basin and Pipe Overview(from HKM report) Conveyance facilities within Winter Park Street and Windward Avenue were sized based on the 25-year storm event for the basins as shown in Figure 3-5 (from Stormwater Investigation Report Phase 4). Table 3-2 provides a summary of the capacity of storm drain pipes and their contributing basins. Table 3-2-Pipe Summary Table 25-year Post- Pipe Drainage Diameter Contributing Weighted Tc Link Development Capacity Area (In') Runoff Rate (cfs) (cfs) Basins (acres) C (min.) L-1 27 14.41 19.59 4C, 4D, 5A, 5B 15.84 0.64 23.3 L-2 27 14.88 19.59 4C,41), 5A, 5B 16.88 0.64 24.4 L-3 18 4.57 6.64 3A,4A,4B 3.49 0.69 15.0 L-4 18 5.30 13.70 4A,413, 3A,4D 4.21 0.68 15.6 L-5 27 18.93 19.59 3A,4A,413,4C, 21.89 0.65 25.9 4D, 5A, 5B Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 9 Haystack Development Project:16-003 April 15,2016 4 Post development hydrology 4.1 Proposed land use/density and generation of flow/demand The proposed development is denser than typical residential subdivisions;therefore the standard City of Bozeman runoff coefficient values (Table 1-1 Design Standards) were not used. A weighted runoff coefficient was determined for the condo development area (north of Breeze Lane) and for the future development area south of Breeze Lane. The condo site plan has been established, the impervious area is approximately 4.14 acres and pervious area is approximately 2.90 acres. The weighted runoff coefficient for the condo sites north of Breeze Lane is then 0.61. This is considered conservative as landscape pond and swale features will be utilized on site and would provide additional means of infiltration. For the future subdivision to the south, typical lot and building sizes were considered to determine an average impervious vs. pervious area. The impervious area within each lot is expected to be 1,800 square feet including the structure and driveway. Average lot sizes are approximately 4,550 square feet. The road areas were considered impervious as limited boulevards are expected to be utilized. The weighted runoff coefficient south of Breeze Lane for the anticipated development is 0.57. From Table I- 1 of the City of Bozeman Design Standards the recommended runoff coefficients fall near Dense Residential (C=0.5) and Commercial Neighborhood (C=0.6). Time to concentration for each basin was determined based on overland flow (City of Bozeman Design Standards) and from gutter flow time (HEC-22 Third Edition gutter flow calculations). Supplemental information is provided in Appendix A. The rainfall data utilized in the hydrologic model is based on the City of Bozeman rainfall intensity — duration curves. The 25-year design event was the only storm considered as conveyance infrastructure will be the only design constraint. Offsite facilities will convey and provide storage for the project site as previously discussed in Section 3. Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 10 I. Haystack Development Project:16-003 April 15,2016 5 Hydraulic Modeling/Conveyance sizing The modeling software Autodesk Storm and Sanitary Analysis 2015 was utilized for the hydrologic and hydraulic modeling for the proposed conveyance facilities. Design criteria are based on the City of Bozeman Design Standards (updated 8/26/13). 5.1 Inlet and Gutter Capacity Inlets were evaluated in the hydraulic model for both sag and on-grade conditions. Bypass links routed bypass flow for on-grade inlets to the next downstream inlet in order to maintain continuity. Inlet calculations in the model are based on HEC-22. A summary of the inlet hydraulics is provided in Table 5.1. Based on the COB design guidelines the maximum allowable gutter depth is 0.15 feet below the back of curb; or 0.3 feet deep over the flow line. All inlets are shown to convey the peak flow rates within the allowable depth. The peak flow rates for the inlets are also the peak flow rates considered for gutter conveyance. Hand calculations based on HEC-22 are provided for street gutter and inlet capacity. With an allowable spread width of 9.5 feet, the street capacity at minimum grade (0.5%) is 3.6 cfs. The capacity of a single inlet is 2.4-cfs, a double grate is 3.7-cfs. See Appendix B for supporting calculations and model outputs. The only two sag inlets that would not overtop local high points in the street and continue to flow downstream are located on Road A and Road B. In the event that the inlets located in Road A clog and are unable to convey the observed flow, the curb will overtop and drainage will be conveyed through the west condo pond areas and eventually to the storm drain piping in New Holland or to the New Holland road surface. The peak flow rate based on the 25-year event for the Road B inlets is 0.69-cfs. The capacity of a single inlet on sag is 2.4-cfs, more than double the required capacity. Table 5-1-Inlet Summary Inlet ID Location Number of Peak Flow Peak Intercepted Peak Bypass Max. Grates (cfs) (cfs) (cfs) Depth (ft) BR14+80N On Grade 1 0.42 0.34 0.08 0.11 BR14+80S Sag 2 2.44 N/A N/A 0.20 BR16+05N On Grade 1 0.39 0.32 0.07 0.10 BR16+05S Sag 2 3.41 N/A N/A 0.26 NH17+OOE On Grade 2 1.97 1.56 0.41 0.20 NH17+OOW On Grade 2 2.70 2.04 0.66 0.23 NH2O+75E Sag 1 1.12 N/A N/A 0.15 NH2O+75W Sag 1 1.36 N/A N/A 0.17 RDA20+10E Sag 1 0.72 N/A N/A 0.10 RDA20+10W Sag 1 1.46 N/A N/A 0.18 RDB18+50E Sag 1 0.69 N/A N/A 0.10 RDB18+50W Sag 1 0.60 N/A N/A 0.09 Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 11 Haystack Development Project:16-003 April 15,2016 5.2 Pipe Capacity As required in the COB Design Standards, pipes shall be designed to flow at a minimum of 3-fps when full and pass the 25-year design event without surcharging the pipe. A summary of the pipe hydraulics is provided in Table 5.2. The hydraulic modeling outputs are provided in Appendix B. Table 5-2-Pipe Summary Pipe Grade Dia. Peak Flow Max.depth to total Max. Flow Surcharged Name N (in) (cfs) depth ratio Depth (ft) Y/N SD-BR-1 0.49 12 0.30 0.70 0.70 N SD-BR-2 0.46 15 3.56 0.79 0.98 N SD-BR-3 0.47 15 2.45 0.71 0.89 N SD-BR-4 1 0.41 12 0.33 0.51 0.51 N SD-NH-1 0.34 24 12.63 0.72 1.44 N SD-NH-2 0.45 24 12.64 0.85 1.70 N SD-NH-3 0.49 12 1.31 0.87 0.87 N SD-NH-4 0.45 12 1.08 0.89 0.89 N SD-NH-5 1 0.40 24 10.43 0.79 1.58 N SD-NH-6 0.80 12 2.70 0.83 0.83 N SD-NH-7 0.77 18 8.77 0.84 1.26 N SD-NH-8 0.62 15 3.52 0.82 1.02 N SD-NH-9 0.42 15 2.04 0.76 0.95 N SD-RDA- 1 0.41 12 1.45 0.58 0.58 N SD-RDA- 2 1.08 15 2.17 0.51 0.63 N SD-RDB- 1 0.37 15 1.85 0.47 0.59 N SD-RDB- 2 0.38 15 1.21 0.51 0.64 N SD-RDB- 3 1.39 8 0.82 0.76 0.51 N The minimum grade required for a minimum of 3-fps pipe velocity at pipe full flow is provided in Table 5.3 (Table 7-7 HEC-22). The table is based on a pipe roughness of 0.012 as storm drainage piping will be smooth interior walled PVC. All pipes are set at a grade greater than the minimum required. Table 5-3-Minimum Pipe Grades Pipe Size(inches) Minimum Slope(ft/ft) Minimum Grade (%) 8 0.0064 0.64 12 0.0037 0.37 15 0.0028 0.28 18 0.0022 0.22 24 0.0015 0.15 Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 12 Haystack Development Project:16-003 April 15,2016 5.3 Pond Areas Esthetic ponds are provided within the open areas at the center of the two condo lots. While the ponds will provide some degree of treatment and peak runoff control; they have not been included with the hydraulic model. Small outlet pipes will be provided to drain the areas and an outlet structure to throttle outflow. The outlet structure is a 36 inch concrete structure including a weir wall in the center with the top of the wall 1 foot above the pond bottom and a 3 inch orifice set at the pond bottom elevation. The peak inflow to the pond for the 25-year event is 2.7-cfs, the stage-discharge relationship is provided in Table 5-4. Larger events exceeding the capacity of the outlet structure will overtop into a shallow Swale, flowing north and discharging to New Holland Drive before inundating any structures. Table 5-4-Pond Outlet Structure Elevation (ft) Depth (ft) Orifice Flow(cfs) Weir Flow(cfs) Total Outflow(cfs) 4739.0 0.0 0.00 0.00 0.00 4739.5 0.5 0.17 0.00 0.17 4740.0 1.0 0.24 0.00 0.24 4740.5 1.5 0.29 3.53 3.45* 4741.0 2.0 0.33 9.99 3.45* 4741.5 2.5 0.37 18.35 3.45* *12 inch outlet pipe capacity at pipe full, surcharged capacity is greater 5.4 Outfall to Existing facilities Two storm drainage connections will be made to the existing storm mains located within Winter Park Street. The west connection will involve coring into an existing manhole with a 24 inch pipe, the existing outlet pipe is 27 inch PVC. The east connection will require the placement of an additional structure for the connection to the existing 27 inch storm main. Table 5.5 provides a summary of the peak flowrates at the connection to the existing facilities. The capacity allocated to the 27 inch line from the subject property was 14.9-cfs as described in Section 3 above (past HKM reports). An additional peak flow rate of approximately 1.7-cfs was assumed to discharge directly to Windward Avenue in the past reports. Table 5-5-Outfall Summary Description Peak Flow Rate(cfs) Proposed West Outfall 12.63 Proposed East Outfall 1.85 Combined Outfall 14.48 Allowable Discharge to Ex. 27 inch Main 14.88 Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 13 Haystack Development Project:16-003 April 15,2016 6 Maintenance Plan Storm drainage facilities will be maintained by both the City of Bozeman and the Homeowners Association (HOA) for the condo development. In general, infrastructure located within the right-of-way or public utility easement will be maintained by the City, the remaining infrastructure will be maintained by the HOA. Inlet and junction structures will have a minimum sump depth of 9-inches. The sumps will collect large debris requiring removal. Inlets are located within public right-of-ways and public utility easements and will be maintained by the COB. The esthetic pond areas will collect sediment over time. While the ponds are not required to meet City stormwater management standards (because the project is served by an existing stormwater pond to the north), pipe inlet and outlet areas will need to be kept clear to maintain flow and adequately drain the ponds. The east pond collects drainage from within the condo lot areas only and is expected to accommodate minimal sediment once the landscape areas have been stabilized. The west pond collects runoff from Road A and is expected to accumulate sediment. A trash rack is to be provided on the inlet of the outlet pipe and should be kept clear of sediment and debris. The outlet pipe flows to an outlet control structure which utilizes an orifice for flow control. The sump in the outlet structure should keep sediment from clogging the orifice but will need to be cleaned periodically. Before final stabilization is reached for all landscape areas, structures and pond areas will need to be visually inspected for sediment and debris collection. The areas should be inspected in the spring and every few months during construction of the condo structures as additional construction related debris is collected. After final stabilization of landscape areas and once construction is complete, inspections may be reduced to once in the spring. 7 Conclusion/Summary of Results The development area is located within the original West Winds Development. The engineering was completed by HKM and design reports provided for each phase of development. The project site is located within portions of phase 4 and 5 of the original development and was included with planning and design of conveyance and storage infrastructure for the overall development. A permanent detention pond servicing the project site and other surrounding areas is located at the north end of the original West Winds Development directly south of Baxter Lane. Existing storm mains were designed to convey drainage from the developed project site to the existing pond. The peak discharge from the project site under a fully developed condition is less than the flow rate accounted for in the original report by KHM; proposed peak flow of 14.5-cfs compared to original allocation of 14.9-cfs. The actual capacity of the existing main is greater but conveys other surrounding areas. The capacity of on-site infrastructure was evaluated using Autodesk Storm and Sanitary Analysis and additional supporting calculations have been included within the appendices. Bozeman Office . 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley,North Dakota 58784 . Stanley Ph:(701)629-0245 Page 14 ka�1t7rYIf J�1 pT �I f � •�I�' rlrrrF� ��F f � ', i �44 ?y1 o PROJECT SITE b VIM r xlT11 4�1r:� � 1 a Q 71 ur -- - - E i Z�T�T), �f.ff:Yr f,fJslf [T P:rfT71 !1`1� lwtttti', "7 r'r t t Ct•. o n r r + r o r 0 500 1,000 1,500 ; �.I 'I _ `., �.lf r :� f '' SCALE (FEET) N 6 WEST WINDS DEVELOPMENT Civil Engineering � FIGURE 1.1 Geotechnical Engineering RSR VICINITY MAP Lanai Surveying ALLIED L L DRAWN BY: /2 T� 7� 1� 7�7 32 DISCOVERY DRIVE BOZEMAN,MT 5g710 E ENGINEERING � DATE: 04/13/2016 BOZEMAN MONTANA PHONE(406)502-0221 FAX(406)562-5770 vxvrr� PROJECT #:16-003 1 w .alliedenglneenng.wm •/r„„P,o1•°`e VICINITY MAP 27' 27 SD yi I Rr x y 15" SD " - N M " " CURB INLET - � 'Aw>, _ CURB INLET ' 'CURB 18"SD 21" SD STUB AT 0.5% INLET I 27" SD 15" SD STUB AT 0.5% �" <<• CURB INLET CURB INLET - [ M N CURB INLET T • N •; W N ' CURB INLET i a ' o U - c \ S -- s s s E 7. AIM Esc Ir 'i 1 ~ 0 100 200 300 SCALE (FEET) N j U WEST WINDS DEVELOPMENT Civil Engineering FIGURE 2.1 Geotechnical Engineering ur DRAWN BY: RSR EXISTING STORM DRAIN OVERVIEW Land Surveying ALL DATE: 07/22/2016 32 DISCOVERY DRIVE BOZEMAN,MT5g718 EIVQINEEIPINO BOZEMAN MONTANA PHONE(408)582-0221 FAX(408)582.5770 �� PROJECT k:16-003 1 wa .elliedengineedrg,wm ei,° °`�� EXISTING DAVIS LANE hd d� -- -- -- __ 0 BR14+80S I 4146 din 45 RDA20+low 4 q). ROAD A _ _ d�`'� I 4j4- - RDA20+10E -- _ s I tj p a I s APPROX. FLOW PATH(TYP.) 4 -4 BR14+80N , I N vN a -^ nV n� a a V M I WEST CONDO z �b ^b b' I I NH17+OOW I ab j �a4 L _ - NMO+75W -_- NEW HOLLAND DRIVE—_ o so so so So so o SD 0 0 NH2O+75E �i NH17+0DE I 1 e I 4 ( n I � s i a EAST CONDO N yam, O p¢ r I � 9° 42 a s2 p� F9 BR16+055 � I 4> S' BR16+05N 4>5p ( d^d RDB18+50W I a I - ROAD B 4js� s ----- - _ 4> I R 7 ap 4 4 RDB18+50E - - --- i E s _\ g WINDWARD AVE � it NO- REVISIONS DRAWN BY DATE 5p 100 150 PROJECT 16-003 WEST WINDS SR�V # SHEET B DISCOVERY DRIVE DATE: 04/15/2016 ��_�•9 BOZEMAN,M759718 Civil Engineering 1 SCALE (FEET) POST' DEVELOPMENT' DRAINAGE BASINS PHONE(406)682-0221 Geotechnical Engineering � POST DEV. DRAINAGE FAX(406)592.6770 ALLIED PROJECT ENGINEER:PJS DRAWN BY: RSR, BDA, ASG WW .ellledenglneedngxom Land Surveying ENGINEERING BOZEMAN MOI'TAN�TA Y g >;��,� WEST WINDS SW DESIGNED BY: RSR, BDA REVIEWED BY: PJS 1 °°....P.=Po• POST DEVELOPMENT DAVIS LANE --------- ----- — ------ FT 4146 1 745 A 4744 L RDA20+10E RDA20+1 "3 COMBINATION INL T — — —48' COMBINATION INLET 6" COMBINATION INL — SD-RDA-1 18.26-FT of 12" A-2000 PVC 0 0.61% 7 SD-RDA-2 d117.01-FT of 15" A-2000 PVC 0 0.41% 4743 SD-NH-6 N 7.36-FT,of 12' A-2000 PVC 0 0.80% -117 1 1 — INV OUT"=,4739ff SD-BR-4 '9.50-FT of 12" A-2000 PVC 0 0.46% INV. IN 4739.00� BR14+80S D I SD-NH-5 UAL GRATE INLET 64.77-FT of 24" A-2000 PVC 0 0.43% BR14+8ON F;14 36" COMBINATION IN NH20+75W NH17+OOW 36" FRAME INLET DUAL GRATE INLET i I I -�- SD-NH-3 I -SD-BR-3 22.35-FT of 12" A-2000 PVC 0 0.60% 63.43-FT of 15" A-2000 PVC a 0.50% — SDMH - (3) SD-NH-9 I I Ili J-<I I SD-NH-7 60 SDMH W/SO COVER 29.51-FT of 15" A-2000 PVC 0 0.47% 288.90-FT of 18" A-2000 PVC 0 0.78% SD-NH-2 z NEW HOLLAND DRIVE 19.84-FT of 15" A-M PVC a 0 76% SD so SO—SO �38.08-!`T of 24" A-2000 PVC 0 0.43% So 1 =SD�H (15) H W/SD COVER '0 S� -7- — NH17+OOE SDMH - (4) SDMH - (19) 1�1 \ DUAL GRATE INLET 60. SDMH W/SO C�O�VER— —SO' SDMH W/SD COVER SD-NH-1 SD-BR-2 1 1 1.+1 BR16+05N -FT of 24" A-2000 PVC 0 0.34% 0 5158-FT of 15" A-2000 PVC @ 0 50% 36" COMBINATION INLET 53.6 1 6 \ I IBR16+05S .' D- -SBR-1 cn DUAL GRATE INLET 4%-29.51-FT of 12" A-2000 PVC 0 0.5 INV. OUT= 4736.35 SD-NH-4 7.19-FT of 12" A-2000 PVC 0 0.76% NH20+75E 474/ 36" FRAME INLET SD-`RDB-3 -FT of 8 A-2000 PVC 0 1.36%95.04 " T o SD�-RDB-2 RDE118+50W 18.34-FT of 15" A-2000 PVC @ 0.46% -A;t- COMBINATION INLET- -ROA-D-B SDMH - (18) 60" SDMH W/V-GRATE Qo SD-RDB-1 RD8+50E i 108.61-FT of 15" A-2000 PVC @ 0.36% 48" COMBINATION INLET E WINDWARD AVE NO REVISIONS DRAWN BY DATE 0 50 100 150 PROJECT#: -003 WEST WINDS SW 32 DISCOVERY DRIVE Civil Engineering DATE: 04/2 5016 SHEET SCALE (FEET) BOZEMAN,MT 59718 POST EX-5.1 POST DEVELOPMENT DRAINAGE BASINS PHONE(406)582-0221 Geotechnical Engineering FAX(406)582-5770 ALLIED PROJECT ENGINEER:PJS DRAWN BY: RSR, BOA, ASG �.altledanglneedng.co' Land Surveying ENGINEERING BOZEMAN,MONTANA WEST WINDS SW DESIGNED BY: RSR, BOA REVIEWED BY: PJS POST DEVELOPMENT s d b� �L Aa n' S. �r { Fri FF a 3 � N G Q R g .0 N a 0 Q Appendix A Post Development Hydrology ')iscovery Drive Civil Engineering /-eman, MT 59718 otechnical Engineering (406) 582-0221 Land Surveying - J 120 S. Main St., PO Box 1251 Construction Testing& Inspection ALL/LSD ND 58784 Stanley, Wa ,,�., �� S+ar,n ENGINEERING Project: SERVICES,INC. �� (701) 628-0221 rsePr oj www.alliedengineering.com Project#: LI-7-2016 Date: �- -4. 14� a r-ic ! �- -- 2,� acejeg-IQ 2 ` 0.1 mi , V lotI U. I i ' r 4C.r c 4 r,c�"I' +/, �a EL fr r� R re,�: j ak �c Orel:�+ i3� -' ��o a--Ic3 0 f0 veil ; 31000 6 0 560 0 A a 4-MG r _ S 2e To. `7 f I___j__I — 10 �� f '�V's u'E�zl r', �+ • Ja FF _ pe�vous; 2?75 s — - - -- Sao - - - --i- I - L p-1y--;- - - - /r D Qf /l t1T 1 _ i I � un , ov .�er -- -'1._bdv. 11 , u ; e, ,, T i I -- ' C C m N m N m Vl 00 lC m m u F u U L V1 V1 N m V O 111 Ill O O m Ill 3 Y m lD O H n Vl 00 a N O m n tw O c LL � N 9 0 0 0 O O O O O O O O O W 0 0 0 0 0 0 0 0 0 0 0 0 S E 0 N o m M n o o In m ci 'i m � c a kq o rV O m N N rl O .-I O O O � a M o O o o o o o o o 0 0 o m a c E m m m 00 m w a to ul a ul In f= v m a .,,,r-I rl c4 '-I rl '4 rl e-I '-I .-I .i .4 H c � m d o O U h u m F C � 3 > o A O w N o m m n o o In w H m v v a M It 0 0 m o n �q m m o0 Ifl m o m m n n to o n N vl m m m In M m H v, a m N ro o0 H t (V lV .i '-1 rl N N N fV IV N .i ei C .G Vl N w V1 O w O H n n 00 m Ill vl li N M N N N 1- .i '-I 'i N N F O O o 0 0 0 0 0 0 0 0 0 0 0 C E m m i V CO n N m 0 0 H m V u F m > 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u m .0 mwmmmm oN N I N H W m n �q m v v It rn n Ip O N O M lV .-I O O O O O O O O a Q m V o ei w N w m vl � O m N 'i N m n m In a m In z z l w w 3 w 3 w o 0 c $ `3^ n 'o^ z o m m o o O n + + + 0 O m + o 0 0 m u w a w w w w w w w w w w w w m m a z F r z z z z z z z z z z z z Appendix 6 Post Development Hydraulics 12 Discovery Drive Civil Engineering zeman, MT 59718 :eotechnical Engineering ' (406) 582-0221 Land Surveying AL 120 S. Main St., PO Box 1251 Construction Testing&Inspection Stanley, ND 58784 ENGINEERING ° Project: ! ; 'Jc S ln) - c vr►� SERVICES,INC. �� (701) 628-0221 ) TersePro* S www.alliedengineei-ing.com Project#: i Oo2 1 ply Date: 411 �T I I 1 -- - 1_ 7 —� - - N Qr a! 0 , r _. AI owa6le I 0 3►� f+ v_ver �I QJ--? ! -I- - -- -- ? v f F'°'ve ' -- — -- _� ! S, ,11— I — 0• 7 2 I Z -3 - I L> T a iifta4illl le s - 4.ig81-c�FS I i - j� I Nee a tk' -7�Ul �_ _ �— —I I-T $.'HZ D�Z-7 D � 61 o L ! ,I ,— Y--I— ------- - - ,— -- - -1 i - ---�- -:--T '? Discovery Drive Civil Engineering _ zeman, MT 59718 Jeotechnical Engineering °� �' (406) 582-0221 Land Surveying L 120 S. Main St., PO Box 1251 Construction Testing&Inspection AL LI D o Stanley, ND 58784 ENGINEERING Project: SERVICES,INC. O�J (701) 628-0221 .y Okerse Prd)e www.alliedengineering.com Project#: Date: �-I ! -Z016 1-F I-- 4a i-4LI Gu Q — r •rx Sk _ f( 0. 5 nu li5 U 4 As i I i ` — --r- - - � Ut l' P1^ ro 0 . b•5 0 Q - , .4ovJ r 7e C S I Sid -r_ -- - -A E�r!4a- �-e-br�- —I � Q� — ��•5 j�� I i i I I - I- --1 -_ JJ '19 Discovery Drive Civil Engineering -eman, MT 59718 eotechnical Engineering Amw (406) 582-0221 Land Surveying 120 S. Main St., PO Box 1251 Construction Testing& inspection ACM5 Stanley, ND 58784 ENGINEERING ° Project: SERVICES,INC. O�J (701) 628-0221 OIllerse Proleo�S www.alliedengineering.com Project#: 16 00 9 Date: 'I- 14-2016 ---- �'�e ' VUT IIle i FONDa � o!I'.- _ ` _-U�1P —- C 2 _ - tJ I I I I (a I- a. ) to I * z 1�5 _ IliiI I w I si ! i •I j �j ! I - i - i f T ' - � — — — r — I, i!•Si�l !L 37 ! T --- - -- - -- -' - ' -- - --� - - -� _ --- -I- - - - I i � I I I 1 Project Options FlowUnits............................................................................. CFS Elevation Type...................................................................... Elevation Hydrology Method.................................................................Rational Time of Concentration(TOC)Method.................................. User-Defined Link Routing Method.............................................................Hydrodynamic Enable Overflow Ponding at Nodes......................................YES Skip Steady State Analysis Time Periods............................ NO Analysis Options Start Analysis On.................................................................. Mar 11,2016 00:00:00 End Analysis On................................. ............................... Mar 12,2016 00:00:00 Start Reporting On.............................:..................................Mar 11,2016 00:00:00 Antecedent Dry Days............................................................0 days Runoff(Dry Weather)Time Step..........................................0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step........................................ 0 00:05:00 days hh:mm:ss Reporting Time Step............................................................ 0 00:05:00 days hh:mm:ss Routing Time Step................................................................30 seconds Rainfall Details ReturnPeriod........................................................................ 25 year(s) Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days hh•mm:ss) 1 EAST-CONDO 0.72 0.6100 0.47 0.29 0.21 0.83 0 00:15:00 2 SUB-BR14+80N 0.26 0.6100 0.39 0.24 0.06 0.42 0 00:09:00 3 SUB-BR14+80S 2.63 0.5700 0.52 0.29 0.77 2.44 0 00:19:00 4 SUB-BR16+05N 0.28 0.6100 0.42 0.26 0.07 0.39 0 00:11:00 5 SUB-BR16+05S 3.17 0.5700 0.47 0.27 0.85 3.42 0 00:15:00 6 SUB-NH17+OOE 1.98 0.5700 0.50 0.28 0.56 1.97 0 00:17:00 7 SUB-NH17+OOW 2.81 0.5700 0.51 0.29 0.81 2.70 0 00:18:00 8 SUB-NH20+75E 0.66 0.6100 0.45 0.27 0.18 0.83 0 0013:00 9 SUB-NH20+75W 0.76 0.6100 0.44 0.27 0.20 1.01 0 00:12:00 10 SUB-RDA20+10E 0.48 0.6100 0.41 0.25 0.12 0.72 0 00:10:00 11 SUB-RDA20+10W 0.98 0.6100 0.41 0.25 0.24 1.47 0 00:10:00 12 SUB-RDB18+50E 0.49 0.6100 0.42 0.26 0.13 0.69 0 00:11:00 13 SUB-RDB18+50W 0.43 0.6100 0.42 0.26 0.11 0.61 0 00:11:00 14 WEST-CONDO 0.70 0.6100 0.47 0.29 0.20 0.81 0 00:15:00 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft') (cis) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 EAST-PND Junction 4738.92 4742.00 4738.92 0.00 0.00 0.83 4739.58 0.00 2.42 0 00:00 0.00 0.00 2 Jun-01 Junction 4743.70 4745.00 0.00 0.00 0.00 0.67 4743.89 0.00 1.11 0 00:00 0.00 0.00 3 Jun-02 Junction 4743.70 4745.00 0.00 0.00 0.00 0.44 4743.86 0.00 1.14 0 00:00 0.00 0.00 4 PND-WEST Junction 4738.84 4741.50 4739.00 0.00 0.00 2.73 4739.59 0.00 1.91 0 00:00 0.00 0.00 5 SDMH-(15) Junction 4736.63 4740.39 4736.63 4740.39 0.00 12.64 4738.27 0.00 2.13 0 00:00 0.00 0.00 6 SDMH-(19) Junction 4737.59 4741.20 4737.59 4741.20 0.00 10.47 4738.99 0.00 2.21 0 00:00 0.00 0.00 7 SDMH-(3) Junction 4736.95 4740.54 4736.95 4740.54 0.00 12.64 4738.70 0.00 1.84 0 00:00 0.00 0.00 8 SDMH-(4) Junction 4739.93 4744.24 4739.93 4744.24 0.00 8.81 4741.15 0.00 3.08 0 00:00 0.00 0.00 9 OUT-1 Outfall 4736.35 12.63 4737.60 10 OUT-2 Outfall 4736.75 1.85 4737.29 Inlet Summary SN Element Inlet Manufacturer Inlet Number of Catchbasin Max(Rim) Initial Forded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Guter ID Manufacturer Pad Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev. Number Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (fl) (a) (fi) (M (cfs) (cfs) (ds) N (fi) (a) (0) 1 BR14+80N FHWA HEC-22 GENERIC NIA On Grade 1 60.88 4743.97 4740.88 NIA 0.42 0.34 0.08 81.38 7.00 3.53 4744.06 2 BR14+80S FHWA HEC-22 GENERIC NIA On Sag 2 4740.50 4743.89 4740.50 10.00 2.44 WA NIA NIA 7.00 5.25 4744.09 3 BR16+05N FHWA HEC-22 GENERIC WA On Grade 1 4740.65 4744.01 4740.85 NIA 0.39 0.32 0.07 81.39 7.00 3.37 4744.11 4 BR16+05S FHWA HEC-22 GENERIC NIA On Sag 2 4740.44 4743.92 4740.44 10.00 3.41 WA NIA NIA 7.00 7.01 4744.17 5 NH17+OOE FHWA HEC-22 GENERIC NIA On Grade 2 4740.33 4744.54 4740.33 NIA 1.97 1.56 0.41 79.28 7.00 6.69 4744.75 6 NH17+00W FHWA HEC-22 GENERIC NIA On Grade 2 4740.57 4744.54 4740.57 NIA 2.70 2.04 0.66 75.51 7.00 7.52 4744.77 7 NH2O+75E FHWA HEC-22 GENERIC NIA On Sag 1 4737.75 4740.22 4737.75 10.00 1.12 WA NIA NIA 7.00 3.66 4740.37 8 NH2O+75W FHWA HEC-22 GENERIC NIA On Sag 1 4737.85 4740.30 4737.85 10.00 1.36 NIA NIA NIA 7.00 4.36 4740.47 9 RDA20+10E FHWA HEC-22 GENERIC NIA On Sag 1 4739.55 4742.78 4739.55 10.00 0.72 NIA NIA NIA 7.00 2.37 4742.88 10 RDA20+10W FHWA HEC-22 GENERIC NIA On Sag 1 4739.92 4742.83 4739.92 10.00 1.46 NIA NIA NIA 7.00 4.67 4743.01 11 RDB18+50E FHWA HEG22 GENERIC WA On Sag 1 4737.14 4739.99 4737.14 10.00 0.69 NIA NIA NIA 7.00 2.26 4740.09 12 RDB18+50W FHWA HEC-22 GENERIC NIA On Sag 1 4737.23 4739.99 4737.23 10.00 0.60 NIA NIA NIA 7.00 2.00 4740.08 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in) 1 EAST-PND 4738.92 4742.00 3.08 4738.92 0.00 0.00 -4742.00 0.00 28.91 2 Jun-01 4743.70 4745.00 1.30 0.00 -4743.70 0.00 -4745.00 0.00 11.29 3 Jun-02 4743.70 4745.00 1.30 0.00 -4743.70 0.00 -4745.00 0.00 11.29 4 PND-WEST 4738.84 4741.50 2.66 4739.00 0.16 0.00 -4741.50 0.00 16.92 5 SDMH-(15) 4736.63 4740.39 3.76 4736.63 0.00 4740.39 0.00 0.00 21.16 6 SDMH-(19) 4737.59 4741.20 3.61 4737.59 0.00 4741.20 0.00 0.00 24.22 7 SDMH-(3) 4736.95 4740.54 3.59 4736.95 0.00 4740.54 0.00 0.00 19.69 8 SDMH-(4) 4739.93 4744.24 4.31 4739.93 0.00 4744.24 0.00 0.00 33.68 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 EAST-PND 0.83 0.83 4739.58 0.66 0.00 2.42 4738.95 0.03 0 00:15 0 00:00 0.00 0.00 2 Jun-01 0.67 0.00 4743.89 0.19 0.00 1.11 4743.71 0.01 0 00:19 0 00:00 0.00 0.00 3 Jun-02 0.44 0.00 4743.86 0.16 0.00 1.14 4743.71 0.01 0 00:18 0 00:00 0.00 0.00 4 PND-WEST 2.73 0.81 4739.59 0.75 0.00 1.91 4738.86 0.02 0 00:10 0 00:00 0.00 0.00 5 SDMH-(15) 12.64 0.00 4738.27 1.64 0.00 2.13 4736.69 0.06 0 00:16 0 00:00 0.00 0.00 6 SDMH-(19) 10.47 0.00 4738.99 1.40 0.00 2.21 4737.64 0.05 0 00:16 0 00:00 0.00 0.00 7 SDMH-(3) 12.64 0.00 4738.70 1.75 0.00 1.84 4737.01 0.06 0 00:16 0 00:00 0.00 0.00 8 SDMH-(4) 8.81 0.00 4741.15 1.22 0.00 3.08 4739.97 0.04 0 00:17 0 00:00 0.00 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cis) 1 SD-BR-1 33.00 4740.85 0.00 4740.69 0.25 0.16 0.4900 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 SD-BR-2 57.08 4740.44 0.00 4740.18 0.25 0.26 0.4600 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 SD-BR-3 67.92 4740.50 0.00 4740.18 0.25 0.32 0.4700 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 SD-BR-4 33.00 4740.88 0.00 4740.75 0.25 0.14 0.4100 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 SD-NH-1 53.66 4736.53 -0.10 4736.35 0.00 0.18 0.3400 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 SD-NH-2 38.08 4736.80 -0.15 4736.63 0.00 0.17 0.4500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 7 SD-NH-3 26.34 4737.93 0.08 4737.80 0.85 0.13 0.4900 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 8 SD-NH-4 11.18 4737.85 0.10 4737.80 0.85 0.05 0.4500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 9 SD-NH-5 69.76 4737.18 -0.41 4736.90 -0.05 0.28 0.4000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 10 SD-NH-6 125.00 4738.84 0.00 4737.84 0.25 1.00 0.8000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 11 SD-NH-7 293.88 4739.93 0.00 4737.68 0.09 2.25 0.7700 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 12 SD-NH-8 24.33 4740.33 0.00 4740.18 0.25 0.15 0.6200 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 13 SD-NH-9 33.00 4740.57 0.00 4740.43 0.10 0.14 0.4200 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 14 SD-RDA-1 26.88 4739.92 0.00 4739.80 0.25 0.11 0.4100 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 15 SD-RDA-2 66.36 4739.55 0.00 4738.84 0.00 0.71 1.0800 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 16 SD-RDB-1 105.75 4737.14 0.00 4736.75 0.00 0.39 0.3700 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 17 SD-RDB-2 22.30 4737.23 0.00 4737.14 0.00 0.08 0.3800 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 18 SD-RDB-3 104.42 4738.92 0.00 4737.48 0.25 1.45 1.3900 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cis) (days hh:mm) (cfs) (fUsec) (min) (ft) (min) 1 SD-BR-1 0.30 0 00:11 2.69 0.11 1.45 0.38 0.70 0.70 0.00 Calculated 2 SD-BR-2 3.56 0 00:15 4.75 0.75 3.50 0.27 0.98 0.79 0.00 Calculated 3 SD-BR-3 2.45 0 00:19 4.80 0.51 3.10 0.37 0.89 0.71 0.00 Calculated 4 SD-BR-4 0.33 0 00:09 2.48 0.14 1.90 0.29 0.51 0.51 0.00 Calculated 5 SD-NH-1 12.63 0 00:16 17.73 0.71 5.21 0.17 1.44 0.72 0.00 Calculated 6 SD-NH-2 12.64 0 00:16 22.31 0.57 4.45 0.14 1.70 0.85 0.00 Calculated 7 SD-NH-3 1.31 0 00:13 2.71 0.48 2.66 0.17 0.87 0.87 0.00 Calculated 8 SD-NH-4 1.08 0 00:14 2.58 0.42 2.31 0.08 0.89 0.89 0.00 Calculated 9 SD-NH-5 10.43 0 00:16 23.59 0.44 3.97 0.29 1.58 0.79 0.00 Calculated 10 SD-NH-6 2.70 0 00:11 3.45 0.78 3.95 0.53 0.83 0.83 0.00 Calculated 11 SD-NH-7 8.77 0 00:17 9.95 0.88 5.75 0.85 1.26 0.84 0.00 Calculated 12 SD-NH-8 3.52 0 00:18 5.53 0.64 3.54 0.11 1.02 0.82 0.00 Calculated 13 SD-NH-9 2.04 0 00:18 4.52 0.45 2.40 0.23 0.95 0.76 0.00 Calculated 14 SD-RDA-1 1.45 0 00:10 2.48 0.59 3.06 0.15 0.58 0.58 0.00 Calculated 15 SD-RDA-2 2.17 0 00:10 7.26 0.30 3.48 0.32 0.63 0.51 0.00 Calculated 16 SD-RDB-1 1.85 0 00:11 4.26 0.43 3.24 0.54 0.59 0.47 0.00 Calculated 17 SD-RDB-2 1.21 0 00:14 4.32 0.28 2.06 0.18 0.64 0.51 0.00 Calculated 18 SD-RDB-3 0.82 0 00:15 1.54 0.53 2.88 0.60 0.51 0.76 0.00 Calculated Inlet Input SN Element Inlet Manufacturer Inlet Number of Catchbasin Max(Rim) Inlet Initial Initial Ponded Grate ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging Number Elevation Elevation Depth Factor (ft) (ft) (ft) (ft) (ft) (ft') (°/) 1 BR14+80N FHWA HEC-22 GENERIC N/A On Grade 1 4740.88 4743.97 3.09 4740.88 0.00 N/A 0.00 2 BR14+80S FHWA HEC-22 GENERIC N/A On Sag 2 4740.50 4743.89 3.40 4740.50 0.00 10.00 0.00 3 BR16+05N FHWA HEC-22 GENERIC N/A On Grade 1 4740.85 4744.01 3.16 4740.85 0.00 N/A 0.00 4 BR16+05S FHWA HEC-22 GENERIC N/A On Sag 2 4740.44 4743.92 3.48 4740.44 0.00 10.00 0.00 5 NH17+OOE FHWA HEC-22 GENERIC N/A On Grade 2 4740.33 4744.54 4.21 4740.33 0.00 N/A 0.00 6 NH17+OOW FHWA HEC-22 GENERIC N/A On Grade 2 4740.57 4744.54 3.98 4740.57 0.00 N/A 0.00 7 NH20+75E FHWA HEC-22 GENERIC N/A On Sag 1 4737.75 4740.22 2.47 4737.75 0.00 10.00 0.00 8 NH20+75W FHWA HEC-22 GENERIC N/A On Sag 1 4737.85 4740.30 2.45 4737.85 0.00 10.00 0.00 9 RDA20+10E FHWA HEC-22 GENERIC N/A On Sag 1 4739.55 4742.78 3.23 4739.55 0.00 10.00 0.00 10 RDA20+10W FHWA HEC-22 GENERIC N/A On Sag 1 4739.92 4742.83 2.91 4739.92 0.00 10.00 0.00 11 RDB18+50E FHWA HEC-22 GENERIC N/A On Sag 1 4737.14 4739.99 2.85 4737.14 0.00 10.00 0.00 12 RDB18+50W FHWA HEC-22 GENERIC N/A On Sag 1 4737.23 4739.99 2.77 4737.23 0.00 10.00 0.00 Roadway& Gutter Input SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable ID Longitudinal Cross Manning's Cross Width Depression Spread Slope Slope Roughness Slope (ft/ft) (fuft) (ft/ft) (ft) (in) (ft) 1 BR14+80N 0.0074 0.0300 0.0130 0.0300 1.50 0.0000 7.00 2 BR14+80S N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 3 BR16+05N 0.0070 0.0300 0.0130 0.0300 1.50 0.0000 7.00 4 BR16+05S N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 5 NH17+OOE 0.0100 0.0300 0.0130 0.0300 1.50 0.0000 7.00 6 NH17+OOW 0.0100 0.0300 0.0130 0.0300 1.50 0.0000 7.00 7 NH2O+75E N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 8 NH2O+75W N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 9 RDA20+10E N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 10 RDA20+10W N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 11 RD1318+50E N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 12 RDB18+50W N/A 0.0300 0.0130 0.0640 1.25 0.0000 7.00 Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow (cfs) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 BR14+80N 0.42 0.42 0.34 0.08 81.38 3.53 4744.08 0.11 0 00:19 0.00 0.00 2 BR14+80S 2.44 2.44 N/A N/A N/A 5.25 4744.09 0.20 0 00:19 0.00 0.00 3 BR16+05N 0.39 0.39 0.32 0.07 81.39 3.37 4744.11 0.10 0 00:15 0.00 0.00 4 BR16+055 3.41 3.41 N/A N/A N/A 7.01 4744.17 0.26 0 00:15 0.00 0.00 5 NH17+OOE 1.97 1.97 1.56 0.41 79.28 6.69 4744.75 0.20 0 00:18 0.00 0.00 6 NH17+OOW 2.70 2.70 2.04 0.66 75.51 7.52 4744.77 0.23 0 00:18 0.00 0.00 7 NH20+75E 1.12 0.83 N/A N/A N/A 3.66 4740.37 0.15 0 00:16 0.00 0.00 8 NH20+75W 1.36 1.01 N/A N/A N/A 4.36 4740.47 0.17 0 00:16 0.00 0.00 9 RDA20+10E 0.72 0.72 N/A N/A N/A 2.37 4742.88 0.10 0 00:10 0.00 0.00 10 RDA20+10W 1.46 1.46 N/A N/A N/A 4.67 4743.01 0.18 0 00:10 0.00 0.00 11 RDB18+50E 0.69 0.69 N/A N/A N/A 2.28 4740.09 0.10 0 00:11 0.00 0.00 12 RDB18+50W 0.60 0.60 N/A N/A N/A 2.00 4740.08 0.09 0 00:11 0.00 0.00 Appendix C Plans (Pending, available upon request) Appendix D Past Reports by Others (hard copies available upon request)