Loading...
HomeMy WebLinkAbout02 - Design Report - Laurel Glen Ph 1 - Stormwatern n 0 LAUREL GLEN SUBDIVISION STORMWATER MASTER PLAN AND PHASE I STORMWATER FACILITIES DESIGN REPORT Prepared By Paul J. Sanford, P.E. Allied Engineering Services, Inc. Prepared For Chuck Hinesley July 23, 2002 u r LAUREL GLEN SUBDIVISION STORMWATER MASTER PLAN AND PHASE I DESIGN REPORT TABLE OF CONTENTS SECTION DESCmPTION u A Stormwater Master Plan and Phase I Stormwater Facilities Design Report a. Figure 1 - Major Drainage Features b. Figure 2 - Phase I Detention Ponds - Conceptual c. Figure 3 - Typical Detention Pond Detail d. Figure 4 - Phase I Storm Sewer System e. Figure 5 - Phase I Storm Sewer System f. Figure 6 - Phase I Storm Drain Inlet Basins B Appendix I - Culvert Calculations a. Culvert #1 i. 10-Year Event ii. 25-Year Event iii. 100-Year Event b. Culvert #2 i. 10-Year Event ii. 2 5-Year Event iii. 100-Year Event c. Culvert #3 i. 10-Year Event ii. 25-Year Event iii. 100-Year Event d. Culvert #4 i. 100-Year Event e. Culvert #5 i. 25-Year Event ii. 100-Year Event C Appendix II - Phase I Detention Pond Calculations a. Detention Pond #1 i. Detention Pond Sizing ii. Outlet Calculations b. Detention Pond #2 i. Detention Pond Sizing ii. Outlet Calculations c. Detention Pond #3 i. Detention Pond Sizing ii. Outlet Calculations d. Detention Pond #4 i. Detention Pond Sizing ii. Outlet Calculations e. Detention Pond #5 i. Detention Pond Sizing July 23, 2002 TC-1 LAUREL GLEN SUBDIVISION STORMWATER Project 00-185 / 0 LAUREL GLEN SUBDIVISION STORMWATER MASTER PLAN AND PHASE I DESIGN REPORT TABLE OF CONTENTS SECTION DESCMPTION ii. Outlet Calculations f. Detention Pond #6 i. Detention Pond Sizing ii. Outlet Calculations g. Detention Pond #7 i. Detention Pond Sizing ii. Outlet Calculations D Appendix III - Storm Sewer Facilities Maintenance Plan E Appendix TV - Phase I Storm Sewer Calculations a. Inlet Basins Calculation Summary b. Storm Sewer Calculations Summary (25-Year Storm) - Detention Pond #1 c. Stonn Sewer Calculations Summary (25-Year Storm) - Detention Pond #2 d. Stonn Sewer Calculations Summary (25-Year Storm) - Detention Pond #4 e. Storm Sewer Calculations Summary (25-Year Storm) - Detention Pond #5 f. Stomi Sewer Calculations Summary (25-Year Storm) - Detention Pond #6 g. Stonn Sewer Calculations Summary (25-Year Storm) - Detention Pond #7 u July 23, 2002 TC-2 LAUREL GLEN SUBDIVISION STORMWATER Project 00-185 r\ 0 0 LAUREL GLEN SUBDIVISION - STORMWATER MASTER PLAN AND PHASE I STORMWATER FACILITIES DESIGN REPORT A. General The project is located on a large alluvial fan known as the Bozeman Fan that emanates from the mountains to the south. The Bozeman Fan is a large gently sloping landfomi with typical slopes in the project area being about one percent to the north/northwest. Two perennial waterways, Baxter Creek and a tributary to Aajker Creek, meander through the eastern half and southwestern comer of the site, respectively. Narrow wetland environments lie adjacent to each of these natural creek channels. Most of the Stormwater from the development will ultimately discharge to these two waterways. A third surface water feature, the Baxter Ditch, crosses the most northeastern tip of the site. Baxter Creek and Baxter Ditch are both classified as a "stream/ditch" by the Montana Fish, Wildlife and Parks (MFWP) since it is sourced by both irrigation and natural drainage. The tributary to Aajker Creek is classified as a stream by MFWP. A wetland area approximately 450 feet west of the intersection of Oak Street and Laurel Parkway will receive stonnwater from Phase II and the northern portion of Phase I. This wetland is the upstream end of a small tributary to Aajker Creek. Figure 1 shows the existing site features and drainage patterns. The following references were used in the surface water and stormwater facilities design: a. COB Design Standards and Specifications Guide, 2001 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS) c. City Subdivision Regulations d. City adopted MPWSS and Adopted Addenda e. COB Stonn Water Master Plan, 1982 f. Montana Department of Transportation (MDT) Consultant Design Manual B. Surface Water 1. Flood Hazard Evaluation - Baxter Creek The proposed subdivision adds four new culvert crossings on Baxter Creek in addition to removal and replacement of the existing culvert under Durston Road. A flood hazard evaluation was completed for Baxter Creek and is included in Part 8 of the Laurel Glen Subdivision Design Report. 2. Culvert Design Culverts were designed to convey the 25-year frequency flow of their tributary drainage basin with a headwater depth less than 1.5 times the culvert diameter. Section V.C.7.b (page 46) of the COB Design Standards and Specifications Guide, 2001 requires an emergency overflow path above culverts. Because of topographic and road design constraints, we were not always able to design a road sag which would serve as the overflow path above the culvert crossings. To account for this, at culvert crossing locations without roadway sags we sized the culverts to pass the 100-year event with a headwater depth less than 1.5 times the diameter of the culvert. 1 r L. 111008.000' W 10 .\ -\ \ ^ 7i \ ?• ^ \ % •ft. \I '^ S ^ ^ \ p-i I ^ tA. yi y -fi n 1 7) 111°07,000' W 111° % I '•< •rt ' ^ 0 LEGEND ^ 0 -ft s~o pgs »!™":l"'»:fc"i r*- -^ '^ y> EXISTING GROUND CONTOUR (S' INTERVAL) ^ i»^:' ^ 0 ^ 0 q » « \ ,?' s \ N w ® PHASE I CULVERT IDENTIFICATION NUMBER ^ STREET ^ 0 OAK .maui&fi.UBU—E m m -4- ^ <m LOT ZONING DESCRIPTION R4, Bl (ALL OTHER LOTS R-2, R-5, OR R-.5A) R4 tf R4 R4 s AAJKER CREEK a ,s" CL, < .< I, \JI » PHASE 2 t -^ • R4 m ^ PHASE LINE (I /R4 § s K a r m PMASE 4 ^ TRIOITARY TO y AAJtER CREEK L^ '^. ^ •^. ^' R4 R4 LAJJREL GLEN:;,;:!|g ' .sfeewsiO^"* 160 ACRES „ S;, 0 0 NOTES: 1. DETENTION POND LOCATIONS AND SHAPES SHOWN ARE CONCEPTUAL. I—^ Js^l ^ ^ DETAILED GRADING DESIGN TO BE COMPLETED WTH A LATER SUBMITTAL RNAL SHAPE TO BE CURVIUNEAR AND DESIGNED TO BE CONDUCTIVE TO THE NORMAL USE AND MAINTENANCE OF THE PARK OR OPEN SPACE. 6 \ \ GLENELLEN DRIVE 2. DETENTION POND FOOTPRINT SHOWN ASSUMES POND LOCATED IN "CUr (I.E. NO BERMS/FILL REQUIRED) WTO 4H:1V SIDE SLOPES AND A TOTAL DEPTH OF 2.5 FEET. DESIGN POND FOOTPRINT WLL CHANGE FROM THE CONCEPTUAL FOOTPRINT SHOWN ON THIS RGURE AND WU. UKELY INCREASE. DETENTION POND f5: t" > \ 2,120 CUBIC FEET' << N 0 1.5' DEPTH APPROXIMATELY 22' X 6S' DETENTION POND «6: 3,920 CUBIC FEET" 0 1.5' DEPTH APPROXIMATELY 30' X 89' & z 0 k 11 / / GLENELLEN DRIVE z ^ co » A ^ 1 0 3 DETENTION POND DRAINAGE BASIN fS: AREA - 6.9 ACRES PRE-DEVELOPMENT 010 • 1.25 CFS POST-DEVELOPMENT 010 - 2.47 CFS / / DETCNT10N POND DRAINAGE BASIN f6: \ < AREA - 6.9 ACRES 1 / PRE-DEVELOPMENT Q10 POST-DEVELOPMENT Q10 1.24 CFS \ / m 4.30 CFS DETENTION POND |1: 16,140 CUBIC FEET 0 1.5' DEPTH \ APPROXIMATELY 60' X 180' \ u z / 0 >-) < ANNIE STREET / / ANNIE STREET 4 \ \ \ DETENTION POND 14: 5,040 CUBIC FEET 0 1.5' DEPTH \ APPROXIMATELY M" X 100" \ DETENTION POND DRAINAGE BASIN f\: AREA - 34.2 ACRES ^PRE-DEVELOPMENT Q10 - 4.53 CFS { ^ DETENTION POND DRAINAGE BASIN »4: \ POST-DEVELOPMENT Q10 - 12.21 CFS AREA - 9.1 ACRES PRE-DEVELOPMENT Q10 - 1.22 CFS POST-DEVELOPMENT Q10 - 3.61 CFS DETENTION POND f3: 470 CUBIC FEET 0 1.5' DEPTH APPROXIMATELY 10' X 31" •$>. \ &. ^ ^ \ / <^^ ^ « \ \ \ Q \ \ t" \ M 1-x ) ^ n n r Flared end sections or headwalls with wingwalls will be provided at each culvert. Appendix I (Culvert Outlet Riprap Apron) of Chapter nine (Culverts) of the Montana Department of Transportation (MDT) Consultant Design Book will be used to design the outlet riprap apron if required. An outlet riprap apron is only required if the outlet velocity at the 10-year flow is above 10 feet per second. Trash racks are used for all culverts greater than 100-feet in length. All culverts were designed with a minimum slope of 0.5 %. The culverts were designed to have a velocity between three feet per second (fps) and 12 fps at the 25-year flow. All culverts are RCP and at least 24 inch equivalent diameter. Where headwalls are not specified, culvert lengths are adequate to provide a minimum 4H:1V side slope from pipe inverts to the finished street section. All culverts will be specified to withstand H-20 loading (see the MDT Consultant Design Book Appendix F of Chapter Nine for table specifying minimum cover for RCP pipes). For cover depths of less than two feet, Class III RCP will be specified. Class II RCP may be used for cover depths of two feet or more. All culverts were modeled using the computer program "Culvert Master" by Haestad Methods. Full output listings and reports for the culvert designs are presented in Appendix I. Table 1 shows a summary of the culvert design parameters for each culvert. Note, the culvert numbers in the table below refer to the culverts shown in Figure 1. Table 1. Summary of Culvert Analysis. Culvert(s) Type Size (in) Length (feet) Slope (ft/ft) QlOO (cfs) Q25 (cfs) Vout25 (fps) VoutlO (fps) HW^s^D ^ft) HW,oo^> (ftl 1 RCP 24 80 0.013 | 20.3 15.7 6.4 5.7 1.2 1.5 2 RCP 24 82 0.013 | 20.3 15.7 6.4 5.7 1.2 1.5 3 RCP 24 82 0.014 20.3 15.7 6.4 5.7 1.2 1.5 4 RCPA 88x54 80 0.013 169.0 1.1 5 RCPA 58.5x36 75 0.010 74.8 68.1 6.1 1.2 1.2 Where: RCPA = Reinforced Concrete Pipe Arch Qz5 = calculated flow for 25-year event Vout25 = calculated flow velocity at outlet for 25-year event voutio= calculated flow velocity at outlet for 10-year event HW25 = calculated headwater above upsfa-eam invert for 25-year event HWioo = calculated headwater above upstream invert for 100-year event a. Baxter Creek Culverts 1. Durston Road will be improved in conjunction with Phase I of the subdivision. An 88 x 54 inch RCPA culvert is planned for the Baxter Creek crossing. As shown in Table 1, the proposed culvert passes the 100-year event with a headwater to diameter ratio less than 1.5 (HWioo/D = 1.1) which compensates for the fact that the crossing does not have an overflow path (roadway sag). Since the outlet velocity for the 100-year event is less than 10 feet/second (and hence the 10-year event), no outlet riprap apron is required. The 10 and 25-year flows were not calculated for the culvert analysis, as the culvert met the design criteria (outlet velocity < 10 fps; HW25/D < 3 r- r\ 1.5) for the 100-year event. calculations. Please refer to the Flood Hazard Evaluation for the hydrologic A 24-inch RCP culvert is also planned approximately 200 feet east of the Baxter Creek crossing with Durston Road. This culvert is not relied upon to convey Baxter Creek but simply provides a hydraulic connection between the wetlands north and south ofDurston Road. Culverts at Baxter Creek road crossings for future phases of the subdivision will be provided as recommended in the flood hazard evaluation: ( c 1. Two 48-inch RCP culverts, or 2. Two 58.5 x 36 inch reinforced concrete pipe arch (RCPA) culverts, or 3. One 88 x 54 inch RCPA culvert b. Tributary to Aajker Creek Culverts Three roadway crossings are associated with the subdivision and all of them occur in conjunction with Phase I of the development. The rational method was used to detennine the 10, 25, and 100 year flow events. As shown in Figure 1, most of the 54 acre drainage basin lies within the Valley West Subdivision located south of Laurel Glen Subdivision. A "C" value of 0.35 was used in the analysis since the drainage basin lies within R-2 (Valley West Subdivision) and R-3 (Laurel Glen Subdivision) zoning. An overland travel time of 48 minutes was detennined using the City ofBozeman (COB) Design Standards and Specifications Policy, July 2001, Figure 1-1 (page 26). The following values were used to determine the overland travel time: » Slope = 0.012 ft/ft » Overland flow length * C= 0.35 1200 feet A channel travel time of 7.5 minutes was conservatively estimated using the following inputs: * Intensity = 0.90 in/hr, (@ Tc = 48 minutes, 25-year event) • Q=CiA=0.35(0.90)(54.1)=17.0cfs V = 3.1 fps (Trapezoidal Channel with 4-foot bottom & 1H:1V side slopes) Channel flow length =1380 feet Travel time = 1380 feet/ 3.1 Q)S * 1/60 = 7.4 minutes The computer program Culvert Master was used to calculate the magnitude of the respective flow events (see Appendix A) using the following inputs: C= 0.35 Area =54.1 acres Tc = overland travel time + channel flow time = 48 + 7.4 = 55.4 minutes IDF equations per COB As shown in Table 1, 24-inch RCP culverts are adequate for the three roadway crossings. 4 0 c. Baxter Ditch Culverts An existing 24-inch CMP culvert conveys Baxter Ditch under Durston Road. This culvert will be replaced with a 58.5 x 36 inch RCPA culvert in conjunction with the improvement ofDurston Road as part of Phase I. Eventually, a culvert will also be required at the proposed Oak Street Crossing. The hydrologic analysis by Morrison Maierle, Inc. in their document "Valley West Subdivision PUD Preliminary Plan Application & Preliminary Plat Application for Valley West Subdivision - Phase I", November 2001 (Volume I of II, Section 11, page 9), was used to size the culvert at the Durston Road crossing. Morrison Maierle calculated the capacity of the existing 43.75 x 26.63 inch RCPA under Cottonwood Road as 45.3 cfs. To this they added the post-development flow from the Valley West Subdivision downstream of the Cottonwood culvert. They calculated a 25 and 100 year flow of 68.1 and 74.8 cfs, respectively, at the downstream end of Valley West Subdivision. C. Stormwater Facilities 1. General Desi.^ Criteria The stonnwater drainage design limits stormwater runoff from the development site to the pre- development mnoff rates by using detention ponds. To the extent possible, the stormwater drainage design utilizes vegetated swales to remove solids, silt, oils, and other pollutants prior to discharge to the receiving water body. Storm sewer alignment between manholes is straight. To prevent sedimentation, stonn sewers are designed to maintain a minimum velocity of three feet per second (fps) at the design flow or when flowing full. Erosion protection is provided to protect pond inlet and outlet piping. RCP storm drain pipe with a minimum 15-inch diameter is provided for the stomi mains and 12-inch minimum diameter RCP laterals are provided to convey flow from the inlet stmctures to the storm mains. The storm sewer facilities have been designed to handle a 25-year stomi event. The inlets and manholes have nine-inch sumps to collect sediment. 2. Storm Drainage Plan Figure 1 shows the major storm drainage flow patterns and drainage system for the development. The ultimate destination of stormwater runoff from the project is either the tributary to Aajker Creek on the projects southwest comer, the tributary to Aajker Creek on the north end of the project, Baxter Creek, and Baxter Ditch. As shown in Figure 2, seven detention ponds will be constructed in conjunction with Phase I. Impacts to water quality are minimized by designing the detention ponds to settle out, at a minimum, particles 40 microns and larger, and providing vegetated drainage swales wherever possible. Design calculations for the Phase I detention ponds are provided in Appendix II and are summarized in Table 2. 0 5 n n I.J Table 2. Summary of Phase I Detention Pond Design Calculations. Detention Pre-Devel Post-Devel Pre-Devel Post-Devel Pre-Devel Post-Devel Post-Devel Post-Devel Required Pond Composite Composite Area Te Tc Qic Qio Qz5 Qioo Storage Basin # C C (acres) (minutes) (minutes) (cfs) (cfs) (cfs) (cfs) (ft3) 1 2 3 4 5 6 7 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.39 0.35 0.35 0.44 0.35 0.49 0.67 34.21 10.35 1.56 9.08 6.86 6.94 1,17 57 36 34 56 35 36 10 35 24 29 35 29 21 11 4.53 1.85 0.29 1.22 1.25 1.24 0.48 12.21 4.24 0.56 3.61 n n ) partition wall) condition calculated from "Culvert Master" (headwater calculated by "Culvert Master" to convey the 10-year pre-development flow rate through the outlet pipe). c. Size the length of the partition wall (and therefore inner diameter of outlet structure) to convey the 25-year post-development flow rate: Using weir calculations in the computer program "Flowmaster" by Haestad Methods, determine length of partition wall to convey the 25-year post-development flow with a headwater (pond water level) depth of less than or equal to two-feet. d. Size length of spillway to pass 100-year post-development flow rate with a headwater (pond water level) less than or equal to 2.5 feet. Spillway crest is at two-feet above the pond bottom. Assume outlet pipe is plugged or non-operational. e. Size required length of "open front" on discharge structure to pass the 25-year post- development flow with a headwater (pond water level) less than or equal to 2.1 feet with a tailwater (water level upstream of partition wall) of two feet. All of the detention ponds except detention pond #1 were designed following the above steps. Because the post-development 25-year flow rate for detention pond #1 is so high, the outlet piping in combination with the emergency spillway will be used to convey the post-development 25-year flow rate. For all the other detention ponds (except #1) the outlet piping is capable of conveying the 25-year post development flow rate at a pond water level of two feet. Refer to Figure 3 for a typical detention pond and outlet configuration detail. Please refer to Appendix II for hydraulic calculations for the outlet structures. The ponds will either be flat or slightly sloped toward the low level outlet depending upon area and grade constraints. Table 3 shows a summary of discharge structure dimensional constraints. Table 3. Summary of Phase I Detention Pond Outlet Structure Constraints. Detention Pond Outlet Structure # Minimum Low Level Minimum Outlet Pipe(s) Minimum Open Face Slot Width Partition Wall Diameter Spillway Length (feet) (feet) Length (feet) (inches) Length (ft) 1 2 3 4 5 6 7 1 2.47 2.60 1.37 2.40 1.99 2.60 1.71 1.36 0.75 0.37 0.57 0.60 0.58 0.41 I NA' 4.54 0.68 3.82 2.63 4.65 r^\. n 0 A ^ 1^ DETENTION POND LENGTH = 5 x WIDTH ^ WETLAND ^ ^ TWO STAGE OUTLET STRUCTURE (SEE FIG. A-2 IN COB DESIGN STANDARDS AND SPECIFICATION POLICY, JULY 2001) RECEIVING WATERCOURSE ^A VEGETATED SWALE L" ^^ -p- 00 -orTi rr' OUTLET PIPE —\ 6% og 0 c _A g§ Q ^ FLO^ ^EROSION PROTECTION 6" - 8" COBBLES (TYP.) 0 L^ \ VEGETATED SWALE ^ i/B J \ / ^ EMERGENCY SPILLWAY A PLAN OUTLET STRUCTURE EXISTING GROUND-^ WATER LEVEL FOR 25-YEAR STORM 2.5' EXISTING GROUND- 4 1 •VARIES^ <-7 ^0^^pp^ s\o^ 0?^- 2' ^ 1.5': •^ ^ ^ VARIES DESIGN WATER LEVEL (10-YEAR STORM) r6" TOPSOIL ^. \^/ ^ '] <-7 EXISTING GROUND ^^>^^/^/^^/^y/^/^y/~^y^/^/^/^^^y> '— DEPTH VARIES SECTION B-B SECTION A-A 1 r c GLENELLEN DRIVE / STORM SEWER SYSTEM f5 STORM SEWER SYSTEM 16 / NORTH^ SYSTEM STORM SEWER SYSTEM f\ ANNIE STREET STORM SEWER SYSTEM ]f4 SOUTH SYSTEM STORM SEWER SYSTEM f2 ^ ^- ¥ Q. GLENWOOD DRIVE ^ $ DURSTON ROAD STORM SEWER SYSTEM ]j!7 STORM SEWER SYSTEMS SCALE: 1 INCH = 400 FEET NOTE: 1. STORM SEWER SYSTEM ,|l CORRESPONDS TO THE DETENTION POND H (SEE FIGURE 2) TO WHICH THE SYSTEM DISCHARGES. 2. NO STORM SEWER SYSTEM IS ANTICIPATED FOR DETENTION POND fl. STORMWATER WILL LIKELY BE ROUTED TO DETENTION POND i»3 VIA VEGETATED SWALES AND SURFACE FLOW. 3. ALL STORM SEWER PIPE IS RCP. w ^ ^ ^ « ^ Q fe"^ . § 7 ^ •^ 0 •^. ^ m w K 0 ^, (X, 0 7 7^ ^ 7i % ^ •^ y> 15" c-a? n 0 5. Estimation ofRunoff The rational method was used to determine peak runoff rates from the subdivision. Table 4 shows the runoff coefficients (C) used for the subdivision. Table 4. Runoff Coefficients. Land Use Open Land c 0.20 Low to Medium Density Residential Dense Residential 0.35 0.50 Commercial Neighborhood Streets 0.60 0.90 In general, streets were lumped in with the applicable zoning designation to determine the C value (0.35, 0.50, or 0.60). However, for basins whose sole source of storm water is from streets, the street C value (0.90) was used to calculate mnoff rates. Time of concentration is the summation of overland flow time and channel flow time. Overland flow time was estimated using the COB Design Standards and Specifications Guide, 2001 nomograph in Figure 1-1 (page 26) for overland flow lengths of 1,200 feet and less. For overland flow lengths greater than 1,200 feet, Manning's kinematic solution was used for sheet flow (first 300 feet) and Manning's kinematic solution was used for shallow concentrated flow (after the first 300 feet). Flow velocity in gutters was assumed at 1.5 feet per second (fps) to determine the channel portion of the time of concentration. Figure 2 shows the flow paths used to determine the time of concentration for the detention ponds. Storm intensity was calculated using the COB Intensity vs. Duration vs. Frequency (IDF) equations given in Figure 1-2 (page 27) of the COB Design Standards and Specifications Guide, 2001. A 10-year design rainfall frequency was used to size the detention ponds based upon residential/commercial land use. Runoff rates and volumes where calculated using the modified rational method as outlined in the COB Stormwater Master Plan (1982). Refer to Table 2 for a summary of the design calculations and detention pond sizing. D. Storm Sewer Design 1. Storm Sewer Utility Design Reinforced concrete pipe (RCP) storm sewer with a minimum diameter of 15 inches for mains and 12 inches for services will be used for the portions of the stonn sewer system located within public right of way. Other materials may be used for storm sewer pipe located out of public right. Manhole spacing and sizing criteria were taken from the COB Design Standards and Specifications Guide, 2001 and are shown in Tables 5 and 6. .^ 10 n u (' Table 5. Maximum Manhole Spacing. Storm Sewer Pipe Diameter (inches) 15-36 42-60 66 and larger Maximum Manhole Spacing (feet) 400 500 750 Table 6. Minimum Manhole Barrel Size. Storm Sewer Pipe Diameter (inches) Manhole Barrel Size* (feet) 15-18 20-28 30-48 4 5 6 Multiple pipe penetrations may require larger manhole barrels Manholes will be provided wherever a change in size, direction, elevation, grade occur or at storm sewer main junctions. A minimum vertical clearance of 1.5-feet and horizontal clearance of 10-feet will be maintained between stonn sewer mains and water mains. A straight alignment between all manholes will be maintained. Stonn inlets will be standard as shown in the COB Standard Drawing No. 02721-2 unless otherwise specified on the plans. Inlets were oversized by at least 50-percent to accommodate plugging. A worst case analysis was run using "Flowmaster" in which the double combination inlet on grade #1 (see Figure 6 for inlet numbering) was analyzed at 50% clogging at the 25-year post-development flow rate. At 50% clogging, the inlet bypassed 0.84 cfs at a flow depth of 3.2 inches to the sag inlet #3. At 50% clogging, inlet #3 intercepts it's tributary flow plus the bypassed flow from inlet #1 at a flow depth of 3.4 inches, well below the top of curb height. See Appendix IV for the "Flowmaster" output sheets. The storm sewer facilities were designed to convey the initial 25-year storm event with no surcharging. The computer program "Hydraflow" Storm Sewers" version 8.0 was used to design the storm drain sewer pipes and inlets. Please refer to Appendix IV for a summary of the hydraulic calculations. Figures 4 and 5 shows a plan view of the storm drain system for Phase I along with the size of each line. Figure 6 shows a plan view of the storm drain system with the tributary areas and flow paths for each inlet shown. 11 r INLET 15" 15" INLET ^ 12" GLENELLEN DRIVE c' I I INLET C3^ cS^ 15" 4 ^ ^ ^ & ,A V ^ ^ ^ 0 ^ y. ^ ^. ^ 0 -^ '^. ^ ^ I I I 15" 5" MANHOLE 12" 15" INLET STORM SERVICE STUB INLET 15" 15" 1 STORM SERVICE STUB y z < J ^ 0 n u t- z > 0 c; 1-1 73 pl t^ hd > 73 0 0 u ^ ^ -fORM-10 26.210 aq.ft. 0.60 TORM-17 U.103 tq.ft. -h t& n_. »» 5TORM.19 57,662 «q.K. 1.32 acres \ GLENELLEN D 1-1 lk i-rt i N <LETS FUTUR^PHASE) \ ^ t t GLENELLEN DRIVE 2 > f) < STORM-9 STORM-7 65.880 aq.ft. s: 31,215 sq.ft. / 0.72 acrea STORM-18 244,307 aq.ft. 5.61 acres STORM-16 \ 268.810 sq.ft. z 6.17 acres \ / 1.51 ocr / 0 ^ ^ f co t x (I 1 0 ^ 0 m STORM-8 ^ 16,813 sq.ft. 0.59 gem z 0 1-1 STORfltl-lS 37,585 ^q.ft. ,- ^fs STORM-6 17.186 sq.K. 1 STORM-4 0.39 =4 5S.872 sq.ft. STORM-2.39,688 sq.14 ft. -I A fte^%- 1.35 acres I; T s. ANNIE STREET acrw \ \ 3TORM-S 07,395 •q.ti { ^ 2.47 acna ^ & ^> ^ / \ / ^ /. "! 3 in / \ \ ^ Q \ STORM-13 u > M 118,233 sq.ft. 2.71 acru >-1 r 1< r> E. Conclusion Runoff from Phase I will be collected in drainage swales or the Phase I storm drain system, transported to detention ponds and then released to the natural drainages located in the subdivision. Flow will be released out of the detention ponds at the 10-year pre-development flow rate. The detention ponds are also equipped with outlets (pipes and/or spillway) capable of discharging the 25-year post-development flow rate. An emergency spillway in combination with the outlet pipes can discharge the 100-year post-development flow rate from the detention ponds without overtopping the ponds. The drainage system meets the City of Bozeman design criteria and specifications. Future Phases of the subdivision will also utilize drainage swales as well as stonn drain inlets and mains to catch and route runoff to detention/retention ponds. Detention ponds will release flow at the 10-year pre-development flow rate to the natural drainages located in the subdivision. ,u 15 0 n n 0 APPENDIX I Culvert Calculations u Culvert #1 0 n n 10-Year Event 0 r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Durston Road culvert Analysis Component Storm Event Design Discharge 12.87 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 10 year 12.87 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 10 year 12,87 cfs 0.923 hr 0.67 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 12.87 cfs 0.84 ft Bottom Elevation Velocity 4,738.30 ft 3.15 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 12.87cf3 N/A 4,740.97ft N/A 5.73 ft/s N/A Title: 00-185 Laurel Glen Subdivision s:\..,\hydrology-hydraulics\culvert master.cvm 07/22/02 02:33:51 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Durston Road culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,740.97 ft Inlet Control HW Elev. 4,740.84 ft Outlet Control HW Elev. 4,740.97 ft Headwater Depth/Height 1.07 Discharge Tailwater Elevation Control Type 12.87 cfs 4,739.14 ft Entrance Control Grades Upstream Invert Length 4,738.84 ft 80.00 ft Downstream Invert Constructed Slope 4,737.80 ft 0.013000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 5.73 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.34 ft 1.00 ft 1.29 ft 0.005773 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise Outlet Control Properties 0.013 2.00 ft 2,00 ft Outlet Control HW Elev. Ke 4,740.97 ft 0 n n 25-Year Event u ^- Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Durston Road culvert Analysis Component Storm Event Design Discharge 15.67 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 25 year 15.67 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 25 year 15.67 cfs 0.923 hr 0.82 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 15.67 cfs 0.95 ft Bottom Elevation Velocity 4,738.30 ft 3.34 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 15.67cf3 4,741.26ft 6.44 ft/s N/A N/A N/A u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:45:36 PM © Haest.ad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Durston Road culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,741.26 ft Inlet Control HW Elev. 4,741.16ft Outlet Control HW Elev. 4,741.26 ft Headwater Depth/Height 1.21 Discharge Tailwater Elevation Control Type 15.67 cfs 4,739.25 ft Entrance Control Grades Upstream Invert Length 4,738.84 ft 80.00 ft Downstream Invert Constructed Slope 4,737.80 ft 0.013000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 6.44 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.45 ft 1.13 ft 1.43 ft 0.006513 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise Outlet Control Properties 0.013 2.00 ft 2.00 ft Outlet Control HW Elev. Ke 4,741.26 ft Upstream Velocity Head 0.66 ft 0.50 Entrance Loss 0.33 ft 0 n 0 100-Year Event u Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Durston Road culvert Analysis Component Storm Event Design Discharge 20.34 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 100 year 20.34 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 100 year 20.34 cfs 0.923 hr 1.07 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 20.34 cfs 1.10 ft Bottom Elevation Velocity 4,738.30 ft 3.62 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24inch Circular Not Considered 20.34cf3 4,741.84ft 8.99 ft/s N/A N/A N/A u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:34:32 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Durston Road culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,741.84ft Inlet Control HW Elev. 4,741.84ft Outlet Control HW Elev. 4,741.76 ft Headwater Depth/Height 1.50 Discharge Tailwater Elevation Control Type Grades 20.34 cfs 4,739.40 ft Inlet Control Upstream Invert Length 4,738.84 ft 80.00 ft Downstream Invert Constructed Slope 4,737.80 ft 0.013000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 8.99 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.35 ft 1.34 ft 1.62 ft 0.008276 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise Outlet Control Properties 0.013 2.00 ft 2,00 ft Outlet Control HW Elev. Ke 4,741.76 ft 0.50 n n rI Culvert #2 n n n 10-Year Event 0 u r\ n Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Shadow Glen Drive culvert Analysis Component Storm Event Design Discharge 12.85 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 10 year 12.85 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 10 year 12.85 cfs 0.925 hr 0.67 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 12.85 cfs 0.84 ft Bottom Elevation Velocity 4,734.92 ft 3.15 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 12.85cf3 N/A 4,737.65 ft N/A 5.73 ft/s N/A u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:35:12 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Shadow Glen Drive culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,737.65 ft Inlet Control HWEIev. 4,737.52 ft Outlet Control HW Elev. 4,737.65 ft Headwater Depth/Height 1.06 Discharge Tailwater Elevation Control Type 12.85 cfs 4,735.76 ft Entrance Control Grades Upstream Invert Length 4,735.52 ft 82.00 ft Downstream Invert Constructed Slope 4,734.42 ft 0.013415 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream Composites 1S2 Steep N/A 5.73 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.34 ft 0.99 ft 1.29 ft 0.005768 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise 0.013 2.00 ft 2.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,737.65 ft Upstream Velocity Head 0.56 ft n n n 25-Year Event C) 0 r> Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Shadow Glen Drive culvert Analysis Component Storm Event Design Discharge 15.65 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 25 year 15.65 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 25 year 15.65 cfs 0.925 hr 0.82 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 15.65 cfs 0.95 ft Bottom Elevation Velocity 4,734.92 ft 3.34 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 15.65cf3 4,737.94ft 6.43 ft/s N/A N/A N/A u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\hydrology-hydraulics\culvert master.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0202:45:53PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 n Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Shadow Glen Drive culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,737.94 ft Inlet Control HW Elev. 4,737.84 ft Outlet Control HW Elev. 4,737.94 ft HeadwaterDepth/Height 1.21 Discharge Tailwater Elevation Control Type 15.65 cfs 4,735.87 ft Entrance Control Grades Upstream Invert Length 4,735.52 ft 82.00 ft Downstream Invert Constructed Slope 4,734.42 ft 0.013415 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 6.43 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.45 ft 1.11 ft 1.43 ft 0.006507 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise 0.013 2.00 ft 2.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,737.94 ft n n 0 100-Year Event 0 u r, Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Shadow Glen Drive culvert Analysis Component Storm Event Design Discharge 20.31 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 100 year 20.31 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 100 year 20.31 cfs 0.925 hr 1.06 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 20.31 cfs 1.10 ft Bottom Elevation Velocity 4,734.92 ft 3.62 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 20.31 cfs N/A 4,738.51 ft N/A 9.09 ft/s N/A u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:35:46 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Shadow Glen Drive culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,738.51 ft Inlet Control HWEIev. 4,738.51 ft Outlet Control HW Elev. 4,738.44 ft HeadwaterDepth/Height 1.50 Discharge Tailwater Elevation Control Type Grades 20.31 cfs 4,736.02 ft Inlet Control Upstream Invert Length 4,735.52 ft 82.00 ft Downstream Invert Constructed Slope 4,734.42 ft 0.013415 ft/ft hlydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 9.09 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.34 ft 1.32 ft 1.62 ft 0.008262 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise Outlet Control Properties 0.013 2.00 ft 2.00 ft Outlet Control HW Elev. Ke 4,738.44 ft ^ f Culvert #3 0 n 10-Year Event 0 u ^"'I r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Gleenwood Drive culvert Analysis Component Storm Event Check Discharge 12.85 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 10 year 12.85 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 10 year 12.85 cfs 0.925 hr 0.67 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 12.85 cfs 0.84 ft Bottom Elevation Velocity 4,733.28 ft 3.15 ft/s \ Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 12.85cf8 N/A 4,736.02 ft N/A 5.73 ft/s N/A Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:36:10 PM © Haestad Methods, Inc. Allied Engineering Sen/ices, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 1 of 2 n 0 Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Gleenwood Drive culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,736.02 ft Inlet Control HW Elev. 4,735.89 ft Outlet Control HW Elev. 4,736.02 ft Headwater Depth/Height 1.06 Discharge Tailwater Elevation Control Type 12.85 cfs 4,734.12 ft Entrance Control Grades Upstream Invert Length 4,733.89 ft 82.00 ft Downstream Invert Constructed Slope 4,732.78 ft 0.013537 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 5.73 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.34 ft 0.99 ft 1.29 ft 0.005768 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise 0.013 2.00 ft 2.00 ft Outlet Control Properties Outlet Control HW Elev. Ke n n 25-Year Event u Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Gleenwood Drive culvert Analysis Component Storm Event Check Discharge 15.65 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 25 year 15.65 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 25 year 15.65 cfs 0.925 hr 0.82 in/hr Area Subwatershed(acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 15.65 cfs 0.95 ft Bottom Elevation Velocity 4,733.28 ft 3.34 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 15.65 cfs N/A 4,736.31 ft N/A 6.43 ft/s N/A Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:46:13 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Gleenwood Drive culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,736.31 ft Inlet Control HW Elev. 4,736.21 ft Outlet Control HW Elev. 4,736.31 ft Headwater Depth/Height 1.21 Discharge Tailwater Elevation Control Type 15.65 Cfs 4,734.23 ft Entrance Control Grades Upstream Invert Length 4,733.89 ft 82.00 ft Downstream Invert Constructed Slope 4,732.78 ft 0.013537 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 6.43 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.45 ft 1.11 ft 1.43 ft 0.006507 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise Outlet Control Properties 0.013 2.00 ft 2.00 ft Outlet Control HW Elev. Ke 4,736.31 ft Upstream Velocity Head 0.66 ft n n n 100-Year Event 0 u '> r: Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Gleenwood Drive culvert Analysis Component Storm Event Check Discharge 20.31 cfs Peak Discharge Method: Rational Design Return Period Design Peak Discharge Total Area Rational Coefficient 100 year 20.31 cfs 54.10 acres 0.35 Check Return Period Check Peak Discharge Time of Concentration Intensity 100 year 20.31 cfs 0.925 hr 1.06 in/hr Area Subwatershed (acres) c 1 54.10 0.35 Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 20.31 cfs 1.10 ft Bottom Elevation Velocity 4,733.28 ft 3.62 ft/s Name Description Discharge hlW Elev. Velocity Culvert-1 Weir 1-24 inch Circular Not Considered 20.31 cfs 4,736.88ft 9.12ft/s N/A N/A N/A u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:36:50 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Proposed tributary to Aajker Creek/Gleenwood Drive culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,736.88 ft Inlet Control HW Elev. 4,736,88 ft Outlet Control HW Elev. 4,736.81 ft Headwater Depth/Height 1.50 Discharge Tailwater Elevation Control Type 20.31 cfs 4,734.38 ft Inlet Control Grades Upstream Invert Length 4,733.89 ft 82.00 ft Downstream Invert Constructed Slope 4,732.78 ft 0.013537 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 9.12 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.33 ft 1.32 ft 1.62 ft 0.008262 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise 0.013 2.00 ft 2.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,736.81 H Upstream Velocity Head 0.87 ft Culvert #4 n 100-Year Event /y u r Analysis Component Storm Event Culvert Designer/Analyzer Report Proposed Baxter Creek/Durston Road Culvert Design Discharge 169.00 cfs Peak Discharge Method: User-Specified Design Discharge 169.00 cfs Check Discharge 0.00 cfs Tailwater properties: Irregular Channel Roughness Segments Start Station End Station Mannings Coefficient 0+00 0+95 0+95 1+07 1+07 4+12 0.045 0.040 0.045 Natural Channel Points Station (ft) Elevation (ft) 0+00 0+18 0+52 0+78 0+88 0+95 0+95 0+96 1+01 1+04 1+06 1+06 1+07 1+17 1+44 1+80 2+71 3+49 4+12 4,746.71 4,745.90 4,744.13 4,743.18 4,743.69 4,743.09 4,742.28 4,740.53 4,740.53 4,740.53 4,741.50 4,742.33 4,742.90 4,743.22 r' Culvert Designer/Analyzer Report Proposed Baxter Creek/Durston Road Culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,745.91 ft Inlet Control HWEIev. 4,745.61 ft Outlet Control HW Elev. 4,745.91 ft Headwater Depth/Height 1.08 Discharge Tailwater Elevation Control Type 169.02 cfs 4,743.10 ft Entrance Control Grades Upstream Invert Length 4,741.07 ft 80.00 ft Downstream Invert Constructed Slope 4,740.03 ft 0.013000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 8.53 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 3.07 ft 1.80 ft 2.74 ft 0.003829 ft/ft Section Section Shape Section Material Section Size Number Sections Arch Concrete 88.0x54.0[nch 1 Mannings Coefficient Span Rise 0.013 7.33 ft 4.50 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,745.91 ft Upstream Velocity Head 1.40 ft r Culvert Designer/Analyzer Report Proposed Baxter Creek/Durston Road Culvert Component:Weir Hydraulic Component(s): Roadway Discharge Roadway Width Low Point Discharge Coefficient (Cr) Tailwater Elevation 0.00 cfs 120.00 ft 4,748.31 ft 2.90 4,743.10 ft Allowable HW Elevation Overtopping Coefficient Headwater Elevation Submergence Factor (Kt) 4,745.91 ft 2.90 US N/A ft 1.00 Sta (ft) Elev. (ft) 0.00 411.66 4,748.31 4,748.31 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:39:01 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 of 3 «•" Culvert #5 25-Year Event u r; Culvert Designer/Analyzer Report Proposed Baxter Ditch/Durston Road culvert Analysis Component Storm Event Design Discharge 68.10 cfs Peak Discharge Method: User-Specified Design Discharge 68.10 cfs Check Discharge 74.80 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 68.10 cfs 2.33 ft Bottom Elevation Velocity 4,747.00 ft 4.63 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-58.5 x 36.0 inch Arch Weir Not Considered 68.10cf3 4,750.73ft 6.09 ft/s N/A N/A N/A 0 u Title: 00-185 Laurel Glen Subdivision s:\,..\hydrology-hydraulics\culvert master.cvm 07/22/02 02:40:01 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 n ) Culvert Designer/Analyzer Report Proposed Baxter Ditch/Durston Road culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,750.73 ft Inlet Control HW Elev. 4,750.56ft Outlet Control HW Elev. 4,750.73ft Headwater Depth/Height 1.16 Discharge Tailwater Elevation Control Type 68.10 cfs 4,749.33 ft Entrance Control Grades Upstream Invert Length 4,747.25 ft 75.00 ft Downstream Invert Constructed Slope 4,746.50 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 6.09 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 2.83 ft 1.46 ft 1.94 ft 0.004662 ft/ft Section Section Shape Section Material Section Size Number Sections Arch Concrete 58.5x36.0inch 1 Mannings Coefficient Span Rise 0.013 4.88 ft 3.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,750.73 ft Upstream Velocity Head 1.03 ft n 0 100-Year Event u rI (' Culvert Designer/Analyzer Report Proposed Baxter Ditch/Durston Road culvert Analysis Component Storm Event Check Discharge 74.80 cfs Peak Discharge Method: User-Specified Design Discharge 68.10 cfs Check Discharge 74.80 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 74.80 cfs 2.45 ft Bottom Elevation Velocity 4,747.00 ft 4.75 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-58.5x36.0 inch Arch Weir Not Considered 74.80cf3 4,750.98ft 6.58 ft/s N/A N/A N/A 0 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:40:25 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Proposed Baxter Ditch/Durston Road culvert Component:Culvert-1 Culvert Summary Computed Headwater Eleva 4,750.98 ft Inlet Control HW Elev. 4,750.92 ft Outlet Control HW Elev. 4,750.98ft Headwater Depth/Height 1.24 Discharge Tailwater Elevation Control Type 74.80 cfs 4,749.45 ft Entrance Control Grades Upstream Invert Length 4,747.25 ft 75.00 H Downstream Invert Constructed Slope 4,746.50 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream CompositeS1S2 Steep N/A 6.58 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 2.95 ft 1.56 ft 2.05 ft 0.004988 ft/ft Section Section Shape Section Material Section Size Number Sections Arch Concrete 58.5x36.0 inch 1 Mannings Coefficient Span Rise 0.013 4.88 ft 3.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,750.98 ft Upstream Velocity Head 1.12 ft n n 0 APPENDIX II Phase I Detention Pond Calculations u / Table Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Outlet Structure - Open F Type Sharp Crested Rectangul Solve For Crest Length Input Data HeadwaterElevatice.10 ft Crest Elevation 0.00 ft Tailwater Elevation 2.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment Discharge (cfs) 0.00 5.25 0.25 |Discharge] (cfs) Crest Length (ft) Velocity (ft/s) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 N/A 1.23 1.30 1.37 1.44 1.51 1.58 1.64 1.71 1.78 1.85 1.92 1.99 2.06 2.12 2.19 Table Rating Table for Broad Crested Weir Project Description Worksheet Type Solve For Emergency Spil Broad Crested W Crest Length Input Data Headwater Eleva 2.50 ft Crest Elevation 2.00 ft Tailwater Elevati 0.00 ft Crest Surface Ty ravel Crest Breadth 9.00 ft Attribute Minimum Maximum Increment ./ Discharge (cfs) 0,00 19.50 0.25 Discharge) (cfs) Crest Length (ft) Velocity (ft/s) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00 6.25 6.50 6.75 7.00 7.25 7.50 7.75 8.00 8.25 8.50 r r\ Table Rating Table for Broad Crested Weir r' |Dischargej (cfs) Crest Length (ft) Velocity (ft/s) 9.00 9.25 9.50 9.75 10.00 10.25 10.50 10.75 11.00 11.25 11.50 11.75 12.00 12.25 12.50 12.75 13.00 13.25 13.50 13.75 14.00 14.25 14.50 14.75 15.00 15.25 15.50 15.75 16.00 16.25 16.50 16.75 17.00 17.25 17.50 17.75 18.00 18.25 18.50 18.75 19.00 19.25 19.50 9.45 9.71 9.98 10.24 10.50 10.76 ^~ ^-~ Detention Pond #1 0 n n Detention Pond Sizing 0 u 00-185 Laurel Glen by Paul Sanford July 22, 2002 Calculation of Required Volume for Storm Detention Pond Pond ID I Accepts flow from basins (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq. IDF coefficient a 0.64 IDF coefficient b 0.00 IDF coefficient n 0.65 |B Year (see page III - 5 of master plan) Pre-development Calculations Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: c 0.20 0.35 0.50 0.60 0.80 0.80 1,490,290 total area: composite C: Overland t; average slope: travel distance: tc1 (fig. 22): Channel 4 channel tc Total t,:: intensity at tc (fig 23): pre-devel peak runoff: 34.2124 0.20 acres percent I feet I minutes minutes 57 minutes 0.66 in/hr 4.53 cfs Post-development Calculations Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: u 1,490,290 c Detention Pond Calculations: ^ design depth of pond max side slope length/width ratio min. particle removed settling velocity of particle min. pond to settle particle horizontal to 1.00 vertical Bi microns (1 micron = 1 x feet/second 656 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 60 feet length 180 feet Area 10,758 square feet Volume held between contours: To Be Designed at a Later Time Cumulative Contour Area (ft2) Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft3) =|o For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets from AutoCAD Land Development hydrology program. u detention pond.xls 0 r Detention Pond #1 Tc.txt Sheet Flow Description ..................... Sheet Flow Manning's n ..................... Flow Length ..................... Two Yr, 24 hr Rainfall.......... Land Slope ...................... Computed Sheet flow time .... Shallow Concentrated Flow 0.150 300.00ft 1.2000in 0.01 ft/ft .................> 43.8209min Description ............ Surface .............. Flow Length .......... Watercourse Slope Velocity ................. ....... Shallow Flow Unpaved 1280.34ft 0.01 ft/ft 1.597fp5 Computed Shallow flow time .....................> 13.3600 min ****>|<»*»********4.*<.*<.+*4,*** Total Time of Concentration .........................> 57.1809 min »***!|.**+!|:+***t************** u Page 1 0 r-i Outlet Calculations (J r- Culvert Designer/Analyzer Report Detention Pond #1 - Outlet Pipe Analysis Component Storm Event Design Discharge 4.53 cfs Peak Discharge Method: User-Specified Design Discharge 4.53 cfs Check Discharge 14.80 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 4.53 cfs 0.49 ft Bottom Elevation Velocity -0.20 ft 1.53 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 2-15 inch Circular Not Considered 4.53 cfs N/A 0.95ft N/A 5.29 ft/s N/A 0 u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/23/0212:06:14PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r r' Culvert Designer/Analyzer Report Detention Pond #1 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.95 ft Inlet Control HWEIev. 0.86 ft Outlet Control HW Elev. 0.95 ft Headwater Depth/Height 0.76 Discharge Tailwater Elevation Control Type 4.53 cfs 0.29 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 5.29 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.48 ft 0.44 ft 0.60 ft 0.003320 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 2 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.95 ft Upstream Velocity Head 0.50 Entrance Loss 0.23 ft 0.12 ft u retention Pond #1 - Low Level Outlei. Slot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #1 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 4.53 cfs Headwater Elevatiol.50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.95 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 1.36 ft Headwater Height Abov1.SO ft Tailwater Height Above 0.95 ft Flow Area 2.0 ft2 Velocity 2.22 ft/s Wetted Perimeter 4.36 ft Top Width 1.36 ft s:\...\stormwater\storm.fm2 07/23/02 12:06:45 PM € Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMaster v6.1 [614o] (203) 755-1666 Page 1 of 1 Detention Pond #2 u 0 0 n Detention Pond Sizing u n r 00-185 Laurel Glen by Paul Sanford July 22, 2002 Calculation of Required Volume for Storm Detention Pond Accepts flow from basins ||gj|||g||^gig|||gg|||^|§| (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq.BI IDF coefficient a 0.64 IDF coefficient b 0.00 IDF coefficient n 0.65 llg year (see page III - 5 of master plan) Pre-development Calculations Areas (ft2): open space med. res. S.r^i9h. comm:do;:n: Post-development Calculations c • 0.20 0.35 0.50 0.60 0.80 0.80 Total: 450,962 Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: c ii 0.20 BB MB 0.35 0.50 0.60 0.80 0.80 total area: composite C: Overland tc average slope: travel distance: tc1(ffg.22):j Channel t<; channel tc: I Total t^: intensity at t^ (fig 23): pre-devel peak run off: 10.3527 0.20 acres HIIS^SSB percent i minutes B minutes 36 minutes 0.89 in/hr 1.85 cfs n Detention Pond Calculations: design depth of pond max side slope length/width ratio min. particle removed settling velocity of particle min. pond to settle particle Bl feet horizontal to 1.00 vertical microns (1 micron = 1 x 10'6 meters) feet/second 268 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 28 feet length 83 feet Area 2,300 square feet Volume held between contours: Contour Area (ft2) Cumulative Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft) •• 0 ] For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets from AutoCAD Land Development hydrology program. u detention pond.xls n n n Outlet Calculations 0 u r n Culvert Designer/Analyzer Report Detention Pond #2 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.85 cfs Peak Discharge Method: User-Specified Design Discharge 1.85 cfs Check Discharge 5.12 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 1.85 cfs 0.30 ft Bottom Elevation Velocity -0.20 ft 1.17 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 1.85cf8 N/A 0.85ft N/A 5.05ft/s N/A 0 Title: 00-185 Laurel Glen Subdivision Project Engineer Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:25:22PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r r- Culvert Designer/Analyzer Report Detention Pond #2 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.85 ft Inlet Control HW Elev. 0.76 ft Outlet Control HW Elev. 0.85 ft Headwater Depth/Height 0.68 Discharge Tailwater Elevation Control Type 1.85 cfs 0.10 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 5.05 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.42 ft 0.40 ft 0.54 ft 0.003209 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0,010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.85 ft Upstream Velocity Head 0.21 ft 0.50 Entrance Loss 0.10 ft Inlet Control Properties Inlet Control HW Elev. 0.76 ft Flow Control u L^cention Pond #2 - Low Level Outlet olot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #2 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.85 cfs Headwater Elevatiol .50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.85 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 0.75 ft Headwater Height Abov1.50 ft Tailwater Height Above 0.85 ft Flow Area 1.1 ft2 Velocity 1.65 ft/s Wetted Perimeter 3.75 ft Top Width 0.75 ft s:\...\stormwater\storm.fm2 07/22/02 04:14:40 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 1 of 1 r Culvert Designer/Analyzer Report Detention Pond #2 - Outlet Pipe Analysis Component Storm Event Check Discharge 5,12 cfs Peak Discharge Method: User-Specified Design Discharge 1.85 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. 5.12 cfs Discharge Depth 5.12 cfs 0.53 ft Bottom Elevation Velocity -0.20 ft 1.59 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 5.12cf3 N/A 1.57ft N/A 6.49 ft/s N/A u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2-0 [2005a] 07/22/0205:25:32PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r r Culvert Designer/Analyzer Report Detention Pond #2 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 1.57 ft Inlet Control HW Elev. 1.53 ft Outlet Control HW Elev. 1 .57 ft Headwater Depth/Height 1.26 Grades Discharge Tailwater Elevation Control Type 5.12 cfs 0.33 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 6.49 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.77 ft 0.70 ft 0.92 ft 0.004702 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 1.57ft Upstream Velocity Head 0.44ft 0.50 Entrance Loss 0.22 ft Inlet Control Properties Inlet Control HWEIev. 1.53ft Flow Control u L-cention Pond #2 - Internal Overflow irt/eir Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #2 - Internal Overfl Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 5.12 cfs HeadwaterElevatic2.DO ft Crest Elevation 1.50 ft Tailwater Elevation 1.57 ft Discharge CoefficieS.33 US Number of Contrac 2 Results Crest Length 4.54 ft Headwater Height AbovO.50 ft Tailwater Height Above 0.07 ft Flow Area 2.3 ft2 Velocity 2.25 ft/s Wetted Perimeter 5.54 ft Top Width 4.54 ft s:\...\stormwater\storm.fm2 07/22/02 04:15:03 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203)755-1666 Page 1 of 1 Detention Pond #3 n n 0 Detention Pond Sizing u 0 00-185 Laurel Glen by Paul Sanford July 22, 2002 Calculation of Required Voiyme for Storm Detention Pond Accepts flow from basins (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq. j year (see page III - 5 of master plan) IDF coefficient a 0.64 IDF coefficient b 0.00 IDF coefficient n 0.65 Pre-development Calculations Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: c • 0.20 0.35 0.50 0.60 0.80 0.80 Post-development Calculations 68,159 total area: 1,5647 acres composite C: 0.20 Overland tc Channel 4 Total tc: 34 minutes intensity at tc (fig 23): 0.93 in/hr pre-devel peak runoff: 0.29 cfs B minute s Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: total area: 1,5647 composite C: 0.35 Overland 4 Channel 4 channel tc. Total t,;: 29 intensity at t,: (fig 23): 1.03 post-devel peak runoff: 0.56 c 0.20 0.35 0.50 0.60 0.80 IBS 0.80 68,159 acres percent n Detention Pond Calculations: design depth of pond length/width ratio min. particle removed j|jj|||^@||||j microns (1 micron =1x10 meters) settling velocity of particle feet/second horizontal to 1.00 vertical min. pond to settle particle 42 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 10 feet length 31 feet Area 316 square feet Volume held between contours: Contour Area (ft2) Cumulative Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft3) = 0 ] For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets fromAutoCAD Land Development hydrology program. I u detention pond.xls D n n Outlet Calculations u ) Culvert Designer/Analyzer Report Detention Pond #3 - Outlet Pipe Analysis Component Storm Event Design Discharge 0.29 cfs Peak Discharge Method: User-Specified Design Discharge 0.29 cfs Check Discharge 0.68 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 0.29 cfs 0.11 ft Bottom Elevation Velocity -0.20 ft 0.62 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-6 inch Circular Not Considered 0.29 cfs N/A 0.44ft N/A 3.49 ft/s N/A u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:25:45PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Detention Pond #3 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.44 ft Inlet Control HW Elev. 0.40 ft Outlet Control HW Elev. 0.44 ft Headwater Depth/Height 0.87 Discharge Tailwater Elevation Control Type 0.29 cfs -0.09 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 3.49 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.22 ft 0.22 ft 0.27 ft 0.004773 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 6 inch 1 Mannings Coefficient Span Rise 0.010 0.50 ft 0.50 ft Outlet Control HW Elev. Ke 0.44 ft Upstream Velocity Head 0.11 n 0.50 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 0.40 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart u etention Pond #3 - Low Level Out> Slot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #3 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 0.29 cfs HeadwaterElevatiol.50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.44 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 0.37 ft HeadwaterHeightAbov1.SO ft Tailwater Height Above 0.44 ft Flow Area 0.6 ft2 Velocity 0.52 ft/s Wetted Perimeter 3.37 ft Top Width 0.37 ft s:\...\stormwater\storm.fm2 07/22/02 04:15:47 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 1 of 1 Culvert Designer/Analyzer Report Detention Pond #3 - Outlet Pipe Analysis Component Storm Event Check Discharge 0.68 cfs Peak Discharge Method: User-Specified Design Discharge 0.29 cfs Check Discharge 0.68 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 0.68 cfs 0.17 ft Bottom Elevation Velocity -0,20 ft 0.84 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-6 inch Circular Not Considered 0.68 cfs N/A 0.81 ft N/A 4.22 ft/s N/A 0 Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/02 05:26:04 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Detention Pond #3 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.81 ft Inlet Control HW Elev. 0.81 ft Outlet Control HW Elev. 0.77 ft Headwater Depth/Height 1.62 Grades Discharge Tailwater Elevation Control Type 0.68 cfs -0.03 ft Inlet Control Upstream Invert Length 0.00 ft 20.00 ft Downstream Invert Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.22 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.38 ft 0.38 ft 0.42 ft 0.008440 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 6 inch 1 Mannings Coefficient Span Rise 0.010 0.50 ft 0.50 ft Outlet Control HW Elev. Ke 0.77 ft Upstream Velocity Head 0.23 ft 0.50 Entrance Loss 0.12 ft u .ention Pond #3 - Internal Overflo\ /eir Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #3 - Internal Overfl Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 0.68 cfs Headwater Elevatice.OO ft Crest Elevation 1.50 ft Tailwater Elevation 0.81 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 0.68 ft Headwater Height Abov 0.50 ft Tailwater Height Above -0.69 ft Flow Area 0.3 ft2 Velocity 2.01 ft/s Wetted Perimeter 1.68 ft Top Width 0.68 ft s:\...\stormwater\storm.fm2 07/22/02 04:16:10 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMaster v6.1 [614o] (203)755-1666 Page 1 of 1 /" n Detention Pond #4 u F) n ("} Detention Pond Sizing 0 n n ("" 00-185 Laurel Glen by Paul Sanford July 22, 2002 Calculation of Required Volume for Storm Detention Pond Pond ID I Accepts flow from basins I (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq. IDF coefficient a 0.64 IDF coefficient b 0.00 IDF coefficient n 0.65 i year (see page III - 5 of master plan) Pre-development Calculations Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: total area: composite C: Overland tc average slope: travel distance: tc1 (fig. 22): j Channel t<; channel tc. Total t,: intensity at tc (fig 23): pre-devel peak runoff: nail 395,507 9.0796 acres 0.20 percent feet minutes minutes 56 minutes 0.67 in/hr 1.22 cfs c 0.20 0.35 0.50 0.60 0.80 0.80 Post-development Calculations Areas (ft): open space med, res. dense res. comm. neigh, i comm. down. industrial Total: Bfi •a 395,507 n n Detention Pond Calculations: design depth of pond max side slope length/width ratio min. particle removed settling velocity of particle min. pond to settle particle —feet horizontal to 1.00 vertical g|l||||| microns (1 micron = 1 x 10'6 meters) KHBIIfeet/second 176 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 33 feet length 100 feet Area 3,361 square feet Volume held between contours: Contour Area (ft ) Cumulative Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft3) •• 0 For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets from AutoCAD Land Development hydrology program. 0 detention pond.xls 0 n F) Outlet Calculations 0 Culvert Designer/Analyzer Report Detention Pond #4 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.22 cfs Peak Discharge Method: User-Specified Design Discharge 1.22 cfs Check Discharge 4.38 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 1.22 cfs 0.24 ft Bottom Elevation Velocity -0.20 ft 1.02 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 1.22 cfs N/A 0.68ft N/A 4.57 ft/s N/A 0 Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:26:22PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page! of 2 r Culvert Designer/Analyzer Report Detention Pond #4 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed hleadwater Eleva 0.68 ft Inlet Control HW Elev. 0.60 ft Outlet Control HW Elev. 0.68 ft Headwater Depth/Height 0.54 Discharge Tailwater Elevation Control Type 1.22 cfs 0.04 ft Entrance Control Grades Upstream Invert Length 0.00 ft 20.00 ft Downstream Invert Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.57 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.34 ft 0.32 ft 0.44 ft 0.003103 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1,25 ft 1.25 ft Outlet Control HW Elev. Ke 0.68 ft Upstream Velocity Head 0.16 ft u L .ention Pond #4 - Low Level Outle. <ot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #4 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.22 cfs Headwater Elevatiol .50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.68 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 0.57 ft Headwater Height Abov 1.50 ft Tailwater Height Above 0.68 ft Flow Area 0.9 ft2 Velocity 1.42 ft/s Wetted Perimeter 3.57 ft Top Width 0.57 ft s:\... \sto rmwatertsto rm, fm2 07/22/02 04:16:40 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6,1 [614o] (203)755-1666 Page 1 of 1 Culvert Designer/Analyzer Report Detention Pond #4 - Outlet Pipe Analysis Component Storm Event Check Discharge 4.38 cfs Peak Discharge Method: User-Specified Design Discharge 1.22 cfs Check Discharge Tailwater properties: Trapezoidal Channel 4.38 cfs Tailwater conditions for Check Storm. Discharge Depth 4.38 cfs 0.49 ft Bottom Elevation Velocity -0.20 ft 1.52 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 4.38 cfs N/A 1.42ft N/A 6.22 Ws N/A u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:26:42 PM © Haestad Methods, Inc. Project Engineer; Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r Culvert Designer/Analyzer Report Detention Pond #4 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 1.42 ft Inlet Control HW Elev. 1.35ft Outlet Control HW Elev. 1.42 ft Headwater Depth/Height 1.13 Grades Discharge Tailwater Elevation Control Type 4,38 cfs 0.29 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert 20.00 ft Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 6.22 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.70 ft 0.64 ft 0.85 ft 0.004222 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 1.42 ft Upstream Velocity Head 0.38 ft 0.50 Entrance Loss 0.19 ft Inlet Control Properties u L antion Pond #4 - Internal Overflow Yeir Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #4 - Internal Overfl Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 4.38 cfs Headwater Elevatio2.00 ft Crest Elevation 1.50 ft Tailwater Elevation 1.42 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 3.82 ft Headwater Height Abov 0.50 ft Tailwater Height Above -0.08 ft Flow Area 1.9 ft2 Velocity 2.29 ft/s Wetted Perimeter 4.82 ft Top Width 3.82 ft s:\...\stormwater\storm.fm2 07/22/02 04:17:04 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 1 of 1 Detention Pond #5 D n C~) Detention Pond Sizing u n n 00-185 Laurel Glen by Paul Sanford July 22, 2002 Calculation of Required Volume for Storm Detention Pond Accepts flow from basins (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq. IDF coefficient a 0.64 IDF coefficient b 0.00 IDF coefficient n 0.65 year (see page III - 5 of master plan) Pre-development Calculations Post-development Calculations Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: c 0.20 0.35 0.50 0.60 0.80 0.80 298,913 total area: 6.8621 acres composite C: Overland t; average slope: travel distance: tc'(fig.22): Channel t<: channel tc Total tc: intensity at tc (fig 23): pre-devel peak runoff: 0.20 tc1 (fig. 22): I feet Sail minutes minutes 35 minutes 0.91 in/hr 1.25 cfs Areas (ft): open space med. res. dense res. comm. neigh. comm. down. industrial Total: total area: 6.8621 composite C: 0.35 Overland 4 average slope: j|| travel distance: ||| tc1(fig.22):j D n Detention Pond Calculations: feet horizontal to 1.00 vertical design depth of pond max side slope length/width ratio min. particle removed |||1|j|jj|| microns (1 micron = 1 x 10'6 meters) settling velocity of particle feeVsecond min. pond to settle particle 181 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 22 feet length 65 feet Area 1,414 square feet Volume held between contours: Contour Area (ft ) Cumulative Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft3) =| Q | 1 For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets from AutoCAD Land Development hydrology program. u detention pond.xls n n F) Outlet Calculations u r \ Culvert Designer/Analyzer Report Detention Pond #5 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.25 cfs Peak Discharge Method: User-Specified Design Discharge 1.25 cfs Check Discharge 2.98 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 1.25 cfs 0.24 ft Bottom Elevation Velocity -0.20 ft 1.03 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-12 inch Circular Not Considered 1.25cf3 N/A 0.75ft N/A 4.71 ft/s N/A u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:26:57PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r^ Culvert Designer/Analyzer Report Detention Pond #5 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.75 ft Inlet Control HWEIev. 0.67ft Outlet Control HW Elev. 0.75 ft Headwater Depth/Height 0.75 Discharge Tailwater Elevation Control Type 1.25 cfs 0.04 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.71 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.37 ft 0.35 ft 0.47 ft 0.003553 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 12 inch 1 Mannings Coefficient Span Rise 0.010 1.00 ft 1.00 ft Outlet Control HW Elev. Ke 0.75 ft Upstream Velocity Head 0.50 Entrance Loss 0.18 ft 0.09 ft Inlet Control Properties 0 Detention Pond #5 - Low Level Outlet Slot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #5 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.25 cfs Headwater Elevatiol .50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.75 ft Discharge Coefficie3,33 US Number of Contrac 2 Results Crest Length 0.60 ft HeadwaterHeightAbov1.SO ft Tailwater Height Above 0.75 ft Flow Area 0.9 ft2 Velocity 1.40 ft/s Wetted Perimeter 3.60 ft Top Width 0.60 ft s:\...\stormwater\storm.fm2 07/22/02 04:17:33 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMaster v6.1 [614o] (203)755-1666 Page 1 of 1 r-. r\ Culvert Designer/Analyzer Report Detention Pond #5 - Outlet Pipe Analysis Component Storm Event Check Discharge 2.98 cfs Peak Discharge Method: User-Specified Design Discharge 1.25 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. 2.98 cfs Discharge Depth 2.98 cfs 0.39 ft Bottom Elevation Velocity -0.20 ft 1.36 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-12 inch Circular Not Considered 2.98 cfs N/A 1.27ft N/A 5.85 ft/s N/A u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:27:07PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 0 Culvert Designer/Analyzer Report Detention Pond #5 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 1.27 ft Inlet Control HW Elev. 1.24 ft Outlet Control HW Elev. 1.27ft Headwater Depth/Height 1.27 Grades Discharge Tailwater Elevation Control Type 2.98 cfs 0.19 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 5.85 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.62 ft 0.58 ft 0.74 ft 0.005134 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 12 inch 1 Mannings Coefficient Span Rise 0.010 1.00 ft 1.00 ft Outlet Control HW Elev. Ke 1.27ft Upstream Velocity Head 0.36ft 0.50 Entrance Loss 0.18 ft Inlet Control Properties Inlet Control HW Elev. 1 .24 ft Flow Control Inlet Type Square edge w/headwall Area Full u Detention Pond #5 - Internal Overflow Weir Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #5 - Internal Overfl Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 2.98 cfs Headwater Elevatice.OO ft Crest Elevation 1.50 ft Tailwater Elevation 1.27 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 2.63 ft Headwater Height Abov 0.50 ft Tailwater Height Above -0.23 ft Flow Area 1.3 ft2 Velocity 2.27 ft/s Wetted Perimeter 3.63 ft Top Width 2.63 ft s:\...\stormwater\storm.fm2 07/22/02 04:17:53 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [6140] (203)755-1666 Page 1 of 1 n n n Detention Pond #6 n 0 0 Detention Pond Sizing 0 0 n 00-185 Laurel Glen by Paul Sanford July 22, 2002 Calculation of Required Volume for Storm Detention Pond PondlD||||B|B|||^ Accepts flow from basins |^^j|||JJ|§iJB|||||| (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq. IDF coefficient a 0.64 IDF coefficient b 0.00 IDF coefficient n 0.65 || year (see page III - 5 of master plan) Pre-development Calculations Areas (ft2): open space med. res. dense res. comm. neigh. comm. down. industrial Total: c 0.20 0.35 0.50 0.60 0.80 0.80 Post-development Calculations 302,204 Areas (ft2): open space med. res. ^l|||||g|| dense res. comm. neigh. ^8BB!BIII comm. down. industrial Total: 302,204 c 0.20 0.35 0.50 0.60 0.80 0,80 Overland 4 total area: composite C: 6.9377 0.20 acres average slope: percent travel Channel 4 channeltc: I Total 4: 36 intensity at t,: (fig 23): 0.89 pre-devel peak runoff: 1.24 minutes minutes minutes n 0 Detention Pond Calculations: design depth of pond max side slope length/width ratio min. particle removed settling velocity of particle horizontal to 1.00 vertical microns (1 micron =1x10 meters) I feet/second min. pond to settle particle 179 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 30 feet length 89 feet Area 2,611 square feet Volume held between contours: Contour Area (ft ) Cumulative Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft3) =| Q | For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets from AutoCAD Land Development hydrology program. u detention pond.xls 0 n 0 Outlet Calculations u r^ \ Culvert Designer/Analyzer Report Detention Pond #6 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.24 cfs Peak Discharge Method: User-Specified Design Discharge 1.24 cfs Check Discharge Tailwater properties: Trapezoidal Channel 5.19 cfs Tailwater conditions for Design Storm. Discharge Depth 1.24 cfs 0.24 ft Bottom Elevation Velocity -0.20 ft 1.03 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 1.24cf3 N/A 0.68ft N/A 4.59 ft/s N/A u Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:27:25PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r\ ^ Culvert Designer/Analyzer Report Detention Pond #6 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.68 ft Inlet Control HW Elev. 0.60 ft Outlet Control HW Elev. 0.68 ft Headwater Depth/Height 0.54 Grades Discharge Tailwater Elevation Control Type 1.24 cfs 0.04 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert 20.00 ft Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.59 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.34 ft 0.32 ft 0.44 ft 0.003106 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.68 ft Upstream Velocity Head 0.50 Entrance Loss 0.16 ft u Detention Pond #6 - Low Level Outlet Slot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #6 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.24 cfs Headwater Elevatid .50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.68 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 0.58 ft Headwater Height Abov1.50 ft Tailwater Height Above 0.68 ft Flow Area 0.9 ft2 Velocity 1.43 ft/s Wetted Perimeter 3.58 ft Top Width 0.58 ft s:\...\stormwater\storm.fm2 07/22/02 04:18:21 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMastervS.1 [614o] (203) 755-1666 Page 1 of 1 rA Culvert Designer/Analyzer Report Detention Pond #6 - Outlet Pipe Analysis Component Storm Event Check Discharge 5.19 cfs Peak Discharge Method: User-Specified Design Discharge 1.24 cfs Check Discharge 5.19 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 5.19 cfs 0.53 ft Bottom Elevation Velocity -0.20 ft 1.60 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 5.19cf3 N/A 1.59ft N/A 6.51 ft/s N/A u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:27:43 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page! of 2 r^ Culvert Designer/AnaIyzer Report Detention Pond #6 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed hleadwater Eleva 1.59 ft Inlet Control HW Elev. 1.55ft Outlet Control HW Elev. 1.59ft Headwater Depth/Height 1.27 Grades Discharge Tailwater Elevation Control Type 5.19 cfs 0.33 ft Entrance Control Upstream Invert Length 0.00 ft 20.00 ft Downstream Invert Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 6.51 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.77 ft 0.71 ft 0.92 ft 0.004754 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 1.59ft Upstream Velocity Head 0.44ft u Detention Pond #6 - Internal Overflow Weir Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #6 - Internal Overfl Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 5.19 cfs HeadwaterElevatio2.DO ft Crest Elevation 1.50 ft Tailwater Elevation 1.59 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 4.65 ft Headwater Height AbovO.50 n Tailwater Height Above 0.09 ft Flow Area 2.3 ft2 Velocity 2.23 ft/s Wetted Perimeter 5.65 ft Top Width 4.65 ft s:\...\stormwater\storm.fm2 07/22/02 04:18:44 PM © Haestad Methods, Inc. Project Engineer: Scott R. Smith Allied Engineering Services, Inc. FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 r Detention Pond #7 0 n n Detention Pond Sizing u n r 00-185 Laurel Glen by Paul Sanford July 22,2002 Calculation of Required Volume for Storm Detention Pond PondlDgBKiSr Accepts flow from basins |^||g||||0||Jg|g (Reference: Bozeman Stormwater Master Plan -1982) Design Rainfall Freq. Ill year (see page III - 5 of master plan) IDF coefficient a IDF coefficient b IDF coefficient n 0.64 0.00 0.65 Pre-development Calculations Areas (ft^): open space med. res. dense res. comm. neigh. comm. down. industrial pavement Total: total area: composite C: Overland t<: average slope: i| travel distance: tc1 .22):B Channel tc channel tc: Total 4: intensity at tc (fig 23): pre-devel peak runoff: c 0.20 0.35 0.50 0.60 0.80 0.80 0.90 Post-development Calculations 50,950 Areas (ft ): open space med. res. dense res. comm. neigh. comm. down. industrial pavement Total: c 0.20 0.35 0.50 0.60 0.80 0.80 n n 0 Detention Pond Calculations: design depth of pond feet max side slope horizontal to 1.00 vertical length/width ratio min. particle removed microns (1 micron = 1 x 10~6 meters) settling velocity of particle feet/second min. pond to settle particle 70 square feet pond dimentions assuming vertical side slopes (actual pond footprint will be larger) width 12 feet length 37 feet Area 457 square feet Volume held between contours: Contour Area (ft2) Cumulative Delta V (ft3) Volume (ft3) 0 0 0 0 0 0 0 0 0 0 0 0 Design storage at 1.5' depth (ft3) =| Q | 1 For overland flow lengths greater than 1200 feet, Manning's kinematic solution used for sheet flow (first 300 feet) and Manning's kinematic solution used for shallow concentrated flow (after the first 300 feet). See attached output sheets from AutoCAD Land Development hydrology program. detention pond.xls D n 0 Outlet Calculations u r^ 0 Culvert Designer/Analyzer Report Detention Pond #7 - Outlet Pipe Analysis Component Storm Event Design Discharge 0.48 cfs Peak Discharge Method: User-Specified Design Discharge 0.48 cfs Check Discharge 1.93 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 0.48 cfs 0.14 ft Bottom Elevation Velocity -0.20 ft 0.75 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-8 inch Circular Not Considered 0.48 cfs N/A 0.51 ft N/A 3.88 ft/s N/A 0 Title; 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:27:55PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r-\ (' Culvert Designer/Analyzer Report Detention Pond #7 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.51 ft Inlet Control HW Elev. 0.47 ft Outlet Control HW Elev. 0.51 ft Headwater Depth/Height 0.77 Discharge Tailwater Elevation Control Type 0.48 cfs -0.06 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 3.88 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.26 ft 0.25 ft 0.32 ft 0.004099 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 8 inch 1 Mannings Coefficient Span Rise 0.010 0.67 ft 0.67 ft Outlet Control HW Elev. Ke 0.51 ft Upstream Velocity Head 0.13 H 0.50 Entrance Loss 0.06 ft Inlet Control Properties Inlet Control HWEIev. 0.47 ft Flow Control r. (J Detention Pond #7 - Low Level Outlet Slot Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #7 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 0.48 cfs HeadwaterElevatiol.50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.51 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 0.41 ft Headwater Height Abov 1.50 ft Tailwater Height Above 0,51 ft Flow Area 0.6 ft2 Velocity 0.78 ft/s Wetted Perimeter 3.41 H Top Width 0.41 ft s:\...\stormwater\storm.fm2 07/22/02 04:19:42 PM S Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMastervS.1 [614o] (203)755-1666 Page 1 of 1 r^ Culvert Designer/Analyzer Report Detention Pond #7 - Outlet Pipe Analysis Component Storm Event Check Discharge 1.93 cfs Peak Discharge Method: User-Specified Design Discharge 0.48 cfs Check Discharge 1.93 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Check Storm. Discharge Depth 1.93 cfs 0.31 ft Bottom Elevation Velocity -0.20 ft 1.19 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-8 inch Circular Not Considered 1.93cf3 N/A 1.66ft N/A 5.70 ft/s N/A (J Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:28:06PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 r r Culvert Designer/Analyzer Report Detention Pond #7 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 1.66 ft Inlet Control HW Elev. 1 .66 ft Outlet Control HW Elev. 1 .46 ft Headwater Depth/Height 2.49 Grades Discharge Tailwater Elevation Control Type 1.93 cfs 0.11 ft Inlet Control Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft hlydraulic Profile Profile CompositeM2PressureProfile Slope Type Mild Flow Regime Subcritical Velocity Downstream 5.70 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.62 ft N/A ft 0.62 ft 0.013052 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 8 inch 1 Mannings Coefficient Span Rise 0.010 0.67 ft 0.67 ft Outlet Control HW Elev. Ke 1.46 ft Upstream Velocity Head 0.48 ft 0.50 Entrance Loss 0.24 ft Inlet Control Properties Inlet Control HW Elev. 1.66ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form r 0 Detention Pond #7 - Internal Overflow Weir Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #7 - Internal Overfl Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.93 cfs Headwater Elevatice.OO ft Crest Elevation 1.50 ft Tailwater Elevation 1.66 ft Discharge Coefficie3.33 US Number of Contrac 2 Results Crest Length 1.88 ft Headwater Height AbovO.50 ft Tailwater Height Above 0.16 ft Flow Area 0.9 ft2 Velocity 2.06 ft/s Wetted Perimeter 2.88 ft Top Width 1.88 ft s:\...\stormwater\storm.fm2 07/22/02 04:20:00 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMastervS.1 [614o] (203)755-1666 Page 1 of 1 n n 0 (~) APPENDIX III Storm Sewer Facilities Maintenance Plan 0 n 0 STORM SEWER FACILITIES MAINTENANCE PLAN The storm drainage control facilities for Laurel Glen Subdivision consists of stonn sewer collection systems which direct storm mnoff to on-site detention ponds. The stormwater drainage design will limit stonnwater mnoff from the development site to the pre-development mnoff rates. The stormwater drainage design will utilize vegetated swales upstream and downstream of the detention ponds, whenever possible to remove solids, silt, oils, and other pollutants prior to discharge to the receiving water body. The ultimate destination of stormwater runoff from the project is either the tributary to Aajker Creek, a natural drainage swale located approximately 800 feet west of Baxter Creek on the projects northern border, Baxter Ditch, and Baxter Creek. Impacts to water quality are minimized by designing the detention ponds to settle out at a minimum particles 40 microns (1/635 of an inch) and larger. The City of Bozeman will be responsible for maintaining storm sewer facilities located within the public right-of-way. Operation and maintenance responsibilities of the City should include the following (Thomas, Dean & Hoskins, 1982): Cleaning inlets, manholes, and storm sewer pipes. Street sweeping and cleaning to remove debris to reduce the sediment loading to detention ponds and thereby reduce the amount of particulate discharged to receiving streams. City administration as needed to assure the proper operation of the storm drain utility. The Home-Owners or Property Owners Association shall be responsible for maintenance of the detention ponds and other storm drainage facilities not located in the public right-of-way. Operation and maintenance responsibilities shall include the following: Cleaning, mowing, and maintenance of outfall ditches/swales. Cleaning, mowing, and maintenance of detention ponds. Cleaning and maintenance of outlet stmctures and outlet pipes To retain the capacity of the detention ponds, the Home-Owners or Property Owners Association shall remove any fill or other materials placed in the ponds and any accumulated sediment. The Home-Owners or Property Owners Association should at a minimum, perform bi-aimual inspections of the detention ponds, outfall ditches/swales, and outlet structures and pipes and maintain them as needed. 0 0 n r APPENDIX IV Storm Sewer Calculations 0 '^J 0 I y El s\ il s\ II il ioo50f^ cnio oo) or^- 1-10 t-aicsjco looo cor^- coco (DOO NO M 0 -d- »- >- CN h~ <D a> (D a> A|c\i •tt: -^ T- 0 0 til h-cono^o h-o I.?rs) csiCNjCsiT—r^n c*.! T— T—•^- r". 0 ss ^s co o r^i o ^^ rsi d CO 1^- ^ ^- n t- •<- sco CO 0 •a- 0 •<• •<- 1~- ^ 0 N 10 g0 m a, g |^-||SSSO£Z <^^s ? 0< !-1 §s CM |SS|F:^S'5;S E^ Sfe gg ?:g »^ 1° < §|m2 ro'-NO ^o oio 100 coo ^^ g ?^i CM n ^: i • •15§^. 2 ;r u .1 h- — SBSJI Si8 B! ^ ig ga s 0 s a ?iN - i=" •s "- £ 'CMsiC- 0 s 0 ^ ". • ? ^ 5 Bl H§ Corn. .iation Inlet @ 50% Clogging -Stori., Inlet#1 Worksheet for Combination Inlet On Grade Project Description Worksheet Combination Inlet - on-g Type Combination Inlet On G Solve For Efficiency Input Data Discharge Local Depression Local Depression W Slope Gutter Width Gutter Cross Slope Road Cross Slope Mannings Coefficie Curb Opening Leng Grate Width Grate Length Grate Type Clogging 3.56 cfs 2.5 in 1.50 ft 0.010000 ft/ft 1.50 ft 0.062100 ft/ft 0.030000 ft/ft 0.015 5.50 ft 1.48 ft 5.92 ft x100mm(P-1-7/8"-4") 50.0 % Options Calculation Opti Use Both Grate Flow Opti lude None Results Efficiency 0.76 Intercepted Flow 2.72 cfs Bypass Flow 0.84 cfs Spread 8.58 ft Depth 3.2 in Flow Area 0.8 ft2 Gutter Depression 0.6 in Total Depression 3.1 in Velocity 2.84 ft/s Splash Over Velocity 6.06 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.27 Grate Flow Ratio 0.51 Equivalent Cross Slop105543 ft/ft Active Grate Length 2.96 ft Length Factor 0.21 Total Interception Len 12.30 ft u s:\...\stormwater\storm.fm2 07/23/02 01:44:36 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith u Corn. -lation Inlet @ 50% Clogging - Stor>.. Inlet #3 Worksheet for Combination Inlet In Sag Project Description Worksheet Type Solve For Combination Inlet- In Combination Inlet In S Spread Input Data Discharge Local Depression Local Depression W Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Leng Opening Height Curb Throat Type Grate Width Grate Length Grate Type Clogging 5.99 cfs 2.5 in 1.50 ft 1.50 ft 0.062000 ft/ft 0.030000 ft/ft 2.75 ft 5.0 in Horizontal 1.48 ft 2.96 ft mm (P-1-1/8") 50.0 % Options Calculation Optise Both Results Spread 7.79 ft Throat Incline Angle 0.00 degree Depth 3.4 in Gutter Depression 0.6 in Total Depression 3.1 in Open Grate Area 1.3 ft2 Active Grate Weir Le 4.44 ft s:\...\stormwater\storm.fm2 07/23/02 01:44:07PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMaster v6.1 [614o] (203)755-1666 Page 1 of 1 Detention Pond #1 - Storm Se^er System u 0 n n North System 0 / I r) s rsj CM n r~~ I M w w 0 i I • CN u. Q m E s ^ -a) i^ LL Q I <1) > c (0 Q- ll •a >^1 E ^ ^ t; 0 tt iu II t rr Q I ^lie ii] s s ^ o6 cd ^ I I I 3 Q s i IN 0 ai zl£ ^ ^5 .ts 3-siS. £ S 8 0 T- n n 5 d o i5 5 10 in CM s ai I r p Q. 0 ± £1 I ® > c ® 0 (0 E co b ~0 > •? l^a. g £ui ~ llg '3'v" l^£w— g ?° (D s s ^F ^ s g 0 0 Hydraflow Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 2 1.01 0.64 15 c 15 c 27.0 56.0 4725.64 4725.88 4725.78 4726.16 0.517 0.500 4726.04 4726.25 4726.18 4726.48 0.07 0.10 End 1 Project File: #1 North.stm 1-D-FFile: Bozeman.lDF Total No. Lines: 2 Run Date: 07-22-2002 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; * Indicates surcharge condition. ! Q i •3 i, iu E •a. I 5 g s g s s § ^ s ^ § I I ^ I -I u x s v s g i i t: <§ g s g s ^ ^ ^ co ^ I R u-i •<r s m 10 ^ ^ N s I 1 I I t i s I I I g Is II 1 ® a) s I s I ." r>i II & £ r Q a <D a: +rf (D c 0 L •D > I §£o m- = z I u: •a sg I. •o I 0 s^ tO ,81 sg ,1 i I sg ^? II rag I I -1? £i n o,& j °s s u 0£< i 3 S 0^ I u II I < a 3 1° 32 's s s 0 s. s CO -tf •d- r^- 0 0 0 0 0 0 §> s. 0) c s a, i 6 0 0 c d) •a 2 0 0 23 •D > 3: ^ 2 T3 > Is Sg ^ s- s- d- I ^ u II 3 5 I I Q 0 I 1 •3 §i I S S r7 d l^g ^ ^ g I (3 « s~ °^ ID "5 £. ^ ijg g " ? p > £. £ £ < (I 0 I s ^ ^ £ £ s 0 ^p ? ±-5E. ^ llc ? ? ^ s .? ^ s|g g ^•a jg S " In > £. £. S 0 0 ! £ 3 -0 0 20 a. c 0 % +^ 3 Q. E 0 0 0 I 3: 1: •p > I ro Is ii .Q. i ? •D II co l! 51 s •i-^ E.s li II s s Ill Ill Ill Ill ii! Hi 1%^ i^s Ill £' ••£ ^ ill ill |i| I ig Ill Ill ti!- l!s 8II 11^ lli ^£S co £ ^3 I a. 2 n n South System 0 < ) I I s ?0 ^ rsl r~~ 0 I I > c Q- I •p >1 rsj -T co •^- CD ^-1 iin 1^- v 0) _J d Q I, 11 as i^: LL Q s.\ 0 03 n JV ii=; -G <u ! Q .1 ri ^Eu a Eg •o- RR •a- ? RP cn 1- ?T- ^ I I s 's I I '! a. ^.: iig § ;|s 1^ •3S .Is 3-s s. 0 rororo ro n ro n 00 5 00 00 0 0 0 0 0 0 0 UOU (J 0 UU in ^ ?. in 1~~ 8 £ 's I E I t: Q Q. ® ± £• +d c a) > c ^ 0 </) E I co b L •a >> t?l.£iu 0. ig "-' s.- Hydraflow Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 2 3 4 5 6 7 17.89 17.03 14.62 6.76 2.95 7.86 1.99 24 c 24 c 24 c 15 c 15 c 21 c 15 c 24.0 45.0 98.0 96.0 56.0 260.8 's Q I £ .1 •o u 5 g s g g g ^ §h~ •f p n co r^ •4- f g g ^ § j § S g s i g § rri co R s •d- t 01 T- T- I I I a: s i3 I 5 g s g s I ui s g s g ^ ?. l~- cd ?! S •<t- •<• ?0 cn ci CM n 1^- tt- 9 § s § i I ^ s co ^ •^- P! S ^ cn F° y- s s s s n s s Tf ^ ^ ^F ^ 5, ^ i 10 I '$ s ^ ^ o l^- cd ! t: Q Q. 0 a: +rf 0 c b 1: T3 > ss0 I ig g-~ Is T3 I 0 d ^1 §? .w °! £- i I sg -'? it ^ £ I 0 ^c £l i! °i I 0°. i g 5. 0 £' S' g £ ^ i 00 3. u i II i £'s £. < a I 3 5 S -5- A gs. c^ CM tD co tD F:S8 5 9 i?§ cocio> co u3 n 0) £ <n c s Q. E 6 0 0 c 0 s 0 0 23 •u >t 3: ? 5 t 11 c ^s 2 u I u E I I s c I 0 I I E'S &scc l^g ^ s? slg ^jg ^ I s i < IE a '"' slg IN £• S' s? "I? 1U 0 -^ ^jg ^ I 11 § E "3: 1c •0 =. IN I ci d ci ciodci ci S Kg fc ^s?9 Detention Pond #2 - Storm Sewer System ^ ) / / F) CM I > c (U CL I J •a >» s ^ ^ r- r\l U) (D c d Q c (D E 8 d) ^ i»= LL Q I <" U) ro ^: a. s Q) I >i= t ! { Q •3 %u^ lia£ m c S' s s s ^ ^ '$ ICM r<J ^ s s s s •n ." s. ^.: 11g Z|S 1& 35 II? 3 'in S. s s 0 T- co ro q o 0 0 U 0 10 r\l CM I 's I E I t p Q. <D ± £< s 0 > 0 0 0) E co b »: -D > •Co. llg £ UJ '"' ^- llg in ?£ Eu ?g •:- fe S Hydraflow Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 2 0 5.39 4.60 15 c 12 c 24.5 31.0 4733.85 4734.22 4733.97 4734.53 0.490 0.999 4735.10 4735.37* 4735.22 4735.89* 0.15 0.53 End 1 Project File: #2 - Phase 1 .stm 1-D-FFile: Bozeman.lDF Total No. Lines: 2 Run Date: 07-22-2002 NOTES: c= circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. !> £ Q •3 iUJ E a I s g s c s s ? fe ^ ^ i^ K ^ ^ § ^ oi I a. I -1 u x s g s g i i 5 g s g ? E^ 10 ^F co ^ s s s s ^F ^ S Ri S c? ^ ^ s co ^ rsl s I I I I I s ^ c Is I ! g 0 u-i II sI I ." s s £ t: p (S +rf 0 c b v •o > ill Q. I EZ jg Is •a I (S .1 d s?. ,w£. 2l •s ^ I 5g -J£ IS I I -1C xl I! ^ I °S I °1 I 0 n.< -s2 ou 3. 0 II I < 9 g ss -5- 2. II . ^ Eo r"i ^ 0 0 0 0 0 0 § CM CM s d ci s s w w s' w c 0 »d +rf 3 Q. E 0 0 <D c 0 s 0 0 23 •o _> I I •a > II £ it 's ? ix £ u II sc E II 0 I I Ijg lij ^-- |Sig 35 ? slg ^jg ^ I < I I s a '" gig IN c S5 s? s|g ^jg ^ I 11 I Q g ~ "£v X 'U •=- IN i ^ s Detention Pond #4 - Storm Sewer System r> CM 0 > c (0 D- b •'™ •o >. r\i 0 0 04 CSl ^ t~- 0 r\l in 0) 0 Q c CD E I a.? ^ LL Q I (" a> ro ^ Q- I s ^ I s ) Q I 3 %u~ lig ££' r^ F^ 00 ^ ^ § CM I I •n !y Q. II. s ;|£ is. •3S .^s •3^-^ S 8 n ro 5 d o 5 5 in CM r\l I -s I E I -i- 0 Q. 0) ± £• I <a> > c <D 0 0) E Q I co ^" •p > T lis £ui ¥_°. -' u a. .E^S. w j^£u] g — Hydraflow Summary Report Page 1 Dns line No. Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) 1 2 3.25 0.66 15 c 12 c 24.5 45.0 4725.39 4725.76 4725.51 4726.21 0.488 1.000 4726.19 4726.42 4726.30 4726.55 0.12 0.12 End 1 Project File: #4 - Phase 1 .stm 1-D-F File: Bozeman.lDF Total No. Lines: 2 Run Date: 07-22-2002 NOTES: c= circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. 's Q I s UJ E a: 0 5 g s g ^ ?: i r^. ! ^ i^ ^ s 00 •<t I I I ec iUJ -J u x § g ^ g s 1E 5 g s g 0) 8 s ^ ^ s s s s ^ ^ ?in ! S 10 •t •^- '°. ^ M I 's I E I I I I 3 i s I I I g 01 ^ "3 I I s s ! r 0 Q. <D ± % c g •D > I ^a. li I u: sg te- I u d d ^v .w °1 £- s I §g -lc "^ £^ I I -Jg I=. IS ^ I 0s i S 5- °11 s "< i o5 S. 0 -c- II I < Q .1 •3 .^ 3Z I si F- tD n -^ n o ^ ": 0 0 0 0 0 0 I I ! w c s QL 0 0 <u c 0) 2 0 0 23 ^ 5 ^ •D > ll ' I g u '"' -g ^ u E In I 3 s I I ji« |S5g % ? (3 j) uj -3 £. ^]g jI s i < ^. I- slg Ilg ^•s=. c S5 ^ "^c ill "S =• ^jg s I 11 t- slc llg £ O- 0 iw I I •E- Detention Pond #5 - Storm Sewer System ) ) r c\ (\ c\ (\ 1~~. rr) ^ 0 I > c (0 Q- I J T3 >1 I CM co ^ u- Q c: 03 E s d) ]w ii= u- Q I I <" w ro X: a. %1 0} II >4= t\ ! Q £ •3 £>lic ui u-> ^ ^CM F ^ s I I js ^.: i§g u 2|s £ i£ 3^ Is: '3 'm •• R S S 0 -r- •^-' co co co 000 u u u 10 in rsl n I •s I I t: 0 Q. <y ± £' Q c <1> > c ^ <D M E Q co t ^ •D > I c.°- l^g £ S '"' its l^£ui g ~- s ? ? r\j CM c\j rsi rsi ^F ^ •^- 5 9 S 0 0 T- Hydraflow Summcary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 2 3 3.47 3.47 0.85 15 c 15 c 12 c 24.5 77.1 31.0 4721.63 4721.83 4722.39 4721.73 4722.14 4722.70 0.409 0.402 1.000 4722.52 4722.78 4723.35 4722.62 4723.03 4723.36 's a I 3 s E E iZ u s g a. 3 v ^ s s 10 ^ ^ ^ r^ •vt in in rsj 1^. •y ;<t :st- I I I i " 5 g s g I iiu 5 g ^ g N ri ^ ^ rsi r\^ ) n n ^ ^ CN ^F r^ ^ § •fl- § •q- p ?' •fl- ? s sf*^ ^ co s I's I I i I 3 i s I I I g r^ s U-) II I" (D I1 I & s t: 0 Q. <1> a: 1 c b i: ill I Is is ^£ I u ,1 d 5? .w£. si ® Iu ?g -<£• s? s^. i •s s -"? £-£• II o^ I 0^ i s -^ o| I II ^ £ 0(3 S. u T II £ S E^ I < Q I ri .^ ^2 g~ s i . s i § ^ ^ d co T- 000 oop 000 8 S S c^ 0 0 0 § g g 0) §) I <n c s Q. I 6 0 (D c -J 0 2 0 0 23 •a > s 2 •D >> II s ^ 2 u I E In I 3 s I ! 0 I I 11 ID ^ — g l^g ^ ? -J u uj "3 E. ijg ^ I <ns I t Q s '"" slg Ilg £^v c •w ^ u^c ^jg ^ g 11 I s a "1c— Ig Ilg Detention Pond #6 - Storm Sewer System r C\l 0 ^0 ^ r\j ^ co M <<• m (U 0 Q c (0 I w. i*= LL. a I > c ro a. b J >1 E -K a? w (0 J= Q- sl JU >*= 13 OJ_ 's ( Q I •3 S,UJ IEg a "" ? s § s u-i ^ ^ r\i ^ ^ I I I s Q Js llg ;»= z|s 1^ 35 is 3-5 £ 0 ^- T-' co co ro co 0 0 0 0 0 t— ^ ^ ^ 0 U 0 U 10 in 10 CM I 's Si I t: Q Q. 0 ± £' +rf c a> > c I<D (0 E co b ir -D > t:0. 13C £ui lig "w ^" l?£ UJ g -;- •fl- s ^ £Ni ^ Hydraflow Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 2 3 4 5.69 5.69 5.69 1.40 15 c 15 c 15 c 12 c 21.0 40.1 79.0 31.0 4721.06 4721.24 4721.50 4722.07 4721.14 4721.40 4721.82 4722.30 0.381 0.398 0.405 §> s. Q j •3 I Q; T3 0 5 g s g -r\ ^s •q- u-i ^t- s s s u-i I-s ' ? g in u-i ^ ^ ^ g g ^ ^ ^ '? -n- I I I Q; s UJ -I 0 x <§ c ^ g I IV 5 g s g ^? m. R rsi rs; K •t- •* 5 S i co s ^ r\l ?CM ' s •<r ^ 5 ^ ^ ^ ^ s ^ g s •»-^ r^i 1^. ^ ^ 5 ?' P! •<t I!- s I •^ s s r p Q. 0 a; +rf 0) c 0 ir •a >t X. ^CD s = Z I Ig §g -0 I t3 .1 d ^? ,w 21 £- i I sg -^£ "II £' % £ •s 3 0 -^v £l 1§ "I I 0^ i SS -2- °11 o^ i i 0 I! i •Es E. < a I 3 So 3Z s' Is FNl n 8 8 0 0 (D s in r\i 8 § S u d ci ci ci ! w c s Q. i 6 0 0 c 0 2 0 0 I •p > I s 2 •D > 3: li g ^ 2 u I 0 E I (0 s I ! 0 I £ Jls |S5g S5 5? slg ^-jg 0 » In ^ £ s i Is slg IN ^ lw g "^£- LU "u ^jg "3 "35' ^ e 11 tg Q i|g llg I / r", Detention Pond #7- Storm Sewer System r c:> I > c (0 a. b T3 >t CsJ 0 0^ r\l ^ ^- 0 in (U 0 u- Q c ns E I <p u ip LL Q E -K <" w ro J= D. r^- tt w it= -G 0 ! -r-\y . g I 3 t: 0 ^ £' s 0 > c 0 <u 0) E p co § L: T3 >t £.UJ IEg s ~ s CN II- 8 I 0 •n Iy a. :^ 5 "^ i£ •J^ co 0 0 0 is- 3-a ^. CM Us £ ui'" I tD 1 •3 i-7 p s ci l^£ ES g =' s i^i sSE 0 I I !IIs fcit:- 0 °' n E£ Q n r»- Hydraflow Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 1.81 12 c 44.4 4739.19 4739.63 0.991 4739.71 4740.20 0.24 End Project File: #7 - Phase 1 .stm 1-D-F File: Bozeman.lDF Total No. Lines: 1 Run Date: 07-22-2002 NOTES: c= circular; e = elliptical, b = box; Return period = 25 Yrs.; * Indicates surcharge condition. s. )- Q E 3 I E i5 13 (3 ^ g s g s ? r^ •fl- n 0>J ! I I Q: i -I u x 5 g ^ g I. t: j <§ g ^ g r^ ^ sI cn s I s I I I I I s s I I I g i t^ i~m II II s ro ." s I II I s s t: p (Q. S .&li I jg s ^£c I u d d Sg .w£. s I s s 2 0 §g -'£- si feA I e u -I? £l II o,& i 0u i s Ja 0IIA 0§ S u T II I I£ c\i co d § 0 0 g I I Q: § 0 g w 00 •^ g c\i s •s I s s " <n c s Q. i 0 0 a> c -I 0) 2 0 u 23 •p > s 2 •o > I g ^ 2 u I A: u II 3 s I 0 I i 3 Is, £§££ l^g 35 g 0 ill "3£• ^-jg 0 ^ I 11 I Q s ~ slg its g ^ s? s|g ^jg ^ I I < A i I . & £ slg IN £ ^ ci |JlIQ£E£2IlfiE^ |J AU5 2 f'- 2C02 g) UEo^BUTFElI I I ALLIED ENGINEEmNG SERVICES, INC. August 27,2002 Bob Murray, PE Project Engineer CityofBozeman P.O. Box 1230 Bozeman, MT 59771-1230 RE: Laurel Glen Design Report Review Comment Responses J.O. 00-185 Dear Bob: Attached please find our responses to your review comments for the Laurel Glen Design Report. Please review the submitted material at your earliest convenience. If you have any questions or need additional information regarding this project please feel free to contact us at 582-0221. Sincerely, Allied Engineering Services, Inc. ^ Chris G. Budeski, PE Senior Civil Engineer enc: Laurel Glen Design Report review comments responses ec: Chuck Hinesley, Owner file » I S:\ProjectsV2000\00-185 Laurel Glen Sub\Design Report\Bob Murray Letter 08-27-02.doc 32 Discovery Drive • Bozeman, MT 59718 • (406)582-0221 • Fax(406)582-5770 I 1 1 1 1 1 1 ] ] ] ] 1 Storm Sewer: 8. The entrance losses on your culverts for the detention pond outlets seem to be excessively high. For instance, the 15" pipe on detention pond 2 is conveying 1.85 cfs. A 15" pipe flowing at this rate would have a depth of .42' which is what the downstream depth is showing in your output. The output shows a headwater of .85' or double the depth at the inlet. This seems excessive from a practical standpoint. It does cause your culvert to get larger, which is of no concern to me, but the headwater calculation is also used in the weir sizing. If the headwater is excessive, the weir -will be artificially large, and as a result convey more than the predevelopment storm. Check your inlet conditions, and provide me with sample input as well as justification for the input values. The "Culvert Master" computer program by Haestad Methods requires the following input for culvert hydraulic analysis: a. Section Information: shape, material, size, number of barrels. Mannings coefficient. b. Inlet Information: inlet type, entrance loss coefficient (Ke). c. Geometry: invert elevations, length of pipe d. Hydrologic Data e. Tailwater Infonnation: method (shape), channel slope. Mannings coefficient, bottom elevation, bottom width All of the above with the exception of some of the tailwater information is included in the "Culvert Master" reports in Appendix II of the Surface Water and Stormwater Facilities Report. The following inputs were used to calculate the tailwater condition: trapezoidal channel shape, channel slope = 0.005 ft/ft, Mannings coefficient = 0.35, 4:1 side slopes, bottom width = 4 feet. As shown on the reports, a "square edge with headwall" inlet type was used which corresponds to an entrance loss coefficient of 0.5. This is the most conservative inlet type available in the "Culvert Master" computer program. Given the inlet configuration of the COB typical outlet stmcture (Fig. A-2 in Design Standards and Specifications Policy) and changes in flow direction required as water moves from the vertical outlet slot to the outlet pipe we feel justified in using the most conservative inlet type. As a check on the effect that Ke has on the computed headwater elevation, we ran "Culvert Master" (see Appendix A) with the least conservative Ke value of 0.2. As shown in Table 2, this only lowered the computer headwater by 0.07 feet at most. To check the effect that the low-level outlet weir tailwater (headwater of outlet culvert) condition has on the required slot width, we used the computer program "Flowmaster" by Haestad Methods to compute a rating table in which the tailwater elevation was varied from the normal depth in the outlet culvert to the tailwater used in our report (see Table 2 and Appendix B). Page 3 of 6 Table 2. Summary ofLow-Level Slot Width Sensitivity Analysis. ] ] ] ] ] ] I Detention Pond # Tailwater' Elevation Ke = 0.5 (feet) 1 2 0.95 0.85 Tailwater2 Elevation Ke = 0.2 (feet) 0.88 0.79 Tailwater3 Elevation @ normal depth (feet) 0.44 0.40 Required Slot Width Ke = 0.5 (feet) Required Slot Width Ke = 0.2 (feet) Required Slot Width @ normal depth (feet) 1.36 0.75 1.31 0.73 1.10 0.64 3 4 0.44 0.68 0.40 0.63 0.22 0.32 0.37 0.58 0.37 0.57 1 1 1 1 1 1 1 1 1 1 1 1 I ] ] APPENDIX A DETENTION POND OUTLET CULVERT CALCULATIONS WITH Ke = 0.2 & RETURN FREQUENCY = 10 YEARS Culvert Designer/Analyzer Report Detention Pond #1 - Outlet Pipe Analysis Component Storm Event Design Discharge 4.53 cfs Peak Discharge Method: User-Specified Design Discharge 4.53 cfs Check Discharge Tailwater properties: Trapezoidal Channel 14.80 cfs Tailwater conditions for Design Storm. Discharge Depth 4.53 cfs 0.49 ft Bottom Elevation Velocity -0.20 ft 1.53 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 2-15 inch Circular Not Considered 4.53 cfs N/A 0.88ft N/A 5.29 ft/s N/A I I Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 08/20/02 11:00:12 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page! of2 1 Culvert Designer/Analyzer Report Detention Pond #1 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.88 ft Inlet Control HW Elev. 0.84 ft Outlet Control HW Elev. 0.88 ft Headwater Depth/Height 0.71 Discharge Tailwater Elevation Control Type 4.53 cfs 0.29 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 5.29 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.48 ft 0.44 ft 0.60 ft 0.003320 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 2 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.88 ft Upstream Velocity Head 0.23 ft 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 0.84 ft Flow Control Inlet Type Beveled ring, 33.7° bevels Area Full K 0.00180 HDS 5 Chart Culvert Designer/Analyzer Report Detention Pond #2 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.85 cfs Peak Discharge Method: User-Specified Design Discharge 1.85 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. 5.12 cfs Discharge Depth 1.85 cfs 0.30 ft Bottom Elevation Velocity -0.20 ft 1.17 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 1.85cf3 N/A 0.79ft N/A 5.05ft/s N/A I ] I I Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 08/20/02 11:00:49 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Detention Pond #2 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.79 ft Inlet Control HWEIev. 0.74ft Outlet Control HW Elev. 0.79 ft HeadwaterDepth/Height 0,63 Grades Discharge Tailwater Elevation Control Type 1.85 cfs 0.10 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 5.05 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.42 ft 0.40 ft 0.54 ft 0.003209 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.79 ft Upstream Velocity Head 0.21 ft 0.20 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 0.74 ft Flow Control Inlet Type Beveled ring, 33.7° bevels Area Full K 0.00180 HDS 5 Chart Culvert Designer/Analyzer Report Detention Pond #3 - Outlet Pipe Analysis Component Storm Event Design Discharge 0.29 cfs Peak Discharge Method: User-Specified Design Discharge 0.29 cfs Check Discharge 0.68 cfs Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. Discharge Depth 0.29 cfs 0.11 ft Bottom Elevation Velocity -0.20 ft 0.62 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-6 inch Circular Not Considered 0.29 cfs N/A 0.40ft N/A 3.49 Ws N/A A I I Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertM aster v2.0 [2005a] 08/20/02 11:19:08 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page1of2 Culvert Designer/Analyzer Report Detention Pond #3 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.40 ft Inlet Control HW Elev. 0.38 ft Outlet Control HW Elev. 0.40 ft Headwater Depth/Height 0.81 Discharge Tailwater Elevation Control Type 0.29 cfs -0.09 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert 20.00 ft Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 3.49 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.22 ft 0.22 ft 0.27 ft 0.004773 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 6 inch 1 Mannings Coefficient Span Rise 0.010 0.50 ft 0.50 ft Outlet Control HW Elev. Ke 0.40 ft Upstream Velocity Head 0.11 ft 0.20 Entrance Loss 0.02 ft Inlet Control Properties Inlet Control HWEIev. 0.38ft Flow Control Culvert Designer/Analyzer Report Detention Pond #4 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.22 cfs Peak Discharge Method: User-Specified Design Discharge 1.22 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. 4.38 cfs Discharge Depth 1.22 cfs 0.24 ft Bottom Elevation Velocity Name Description Discharge HW Elev. Velocity -0.20 ft 1.02 ft/s Culvert-1 Weir 1-15 inch Circular Not Considered 1.22 cfs 0,63 ft 4.57 ft/s N/A N/A N/A I Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 08/20/02 11:20:31 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 1 1 1 Culvert Designer/Analyzer Report Detention Pond #4 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.63 ft Inlet Control HW Elev. 0.59 ft Outlet Control HW Elev. 0.63 ft Headwater Depth/Height 0.50 Discharge Tailwater Elevation Control Type 1.22 cfs 0.04 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert 20.00 ft Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.57 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.34 ft 0.32 ft 0.44 ft 0.003103 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.63 ft Upstream Velocity Head 0.16 ft Culvert Designer/Analyzer Report Detention Pond #5 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.25 cfs Peak Discharge Method: User-Specified Design Discharge 1.25 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. 2.98 cfs Discharge Depth 1.25 cfs 0.24 ft Bottom Elevation Velocity -0.20 ft 1.03 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-12 inch Circular Not Considered 1.25 cfs N/A 0.69ft N/A 4.71 ft/s N/A Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 08/20/02 11:21:11 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 t Culvert Designer/Analyzer Report Detention Pond #5 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.69 ft Inlet Control HW Elev. 0.66 ft Outlet Control HW Elev. 0.69 ft Headwater Depth/Height 0.69 Grades Discharge Tailwater Elevation Control Type 1.25 cfs 0.04 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert 20.00 ft Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.71 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.37 ft 0.35 ft 0.47 ft 0.003553 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 12 inch 1 Mannings Coefficient Span Rise 0.010 1.00 ft 1.00 ft Outlet Control HW Elev. Ke 0.69 ft Upstream Velocity Head 0.18 ft 0.20 Entrance Loss 0.04 ft i Culvert Designer/Analyzer Report Detention Pond #6 - Outlet Pipe Analysis Component Storm Event Design Discharge 1.24 cfs Peak Discharge Method: User-Specified Design Discharge 1.24 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. 5.19 cfs Discharge Depth 1.24 cfs 0.24 ft Bottom Elevation Velocity -0.20 ft 1.03 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-15 inch Circular Not Considered 1.24 cfs N/A 0.63ft N/A 4.59 ft/s N/A ^ i I I I Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMasterv2.0 [2005a] 08/20/02 11:02:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Detention Pond #6 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed Headwater Eleva 0.63 ft Inlet Control HW Elev. 0.60 ft Outlet Control HW Elev. 0.63 ft Headwater Depth/Height 0.51 Discharge Tailwater Elevation Control Type 1.24 cfs 0.04 ft Entrance Control Grades Upstream Invert Length 0.00 ft Downstream Invert 20.00 ft Constructed Slope -0.20 ft 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 4.59 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.34 ft 0.32 ft 0.44 ft 0.003106 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 15 inch 1 Mannings Coefficient Span Rise 0.010 1.25 ft 1.25 ft Outlet Control HW Elev. Ke 0.63 ft Upstream Velocity Head 0.16 ft 0.20 Entrance Loss 0.03 ft Inlet Control Properties Jl 1 1 Culvert Designer/Analyzer Report Detention Pond #7 - Outlet Pipe Analysis Component Storm Event Design Discharge 0.48 cfs Peak Discharge Method: User-Specified Design Discharge 0.48 cfs Check Discharge Tailwater properties: Trapezoidal Channel Tailwater conditions for Design Storm. 1.93 cfs Discharge Depth 0.48 cfs 0.14 ft Bottom Elevation Velocity -0.20 ft 0.75 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 Weir 1-8 inch Circular Not Considered 0.48 cfs N/A 0.48ft N/A 3.88 ft/s N/A J 1 ] I Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 08/20/02 11:22:15 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 1 I Culvert Designer/Analyzer Report Detention Pond #7 - Outlet Pipe Component:Culvert-1 Culvert Summary Computed hleadwater Eleva 0.48 ft Inlet Control HW Elev. 0.45 ft Outlet Control HW Elev. 0.48 ft Headwater Depth/Height 0.71 Grades Discharge Tailwater Elevation Control Type 0.48 cfs -0.06 ft Entrance Control Upstream Invert Length 0.00 ft Downstream Invert -0.20 ft 20.00 ft Constructed Slope 0.010000 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 3.88 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.26 ft 0.25 ft 0.32 ft 0.004099 ft/ft Section Section Shape Section Material Section Size Number Sections Outlet Control Properties Circular PVC 8 inch 1 Mannings Coefficient Span Rise 0.010 0.67 ft 0.67 ft Outlet Control HW Elev. Ke 0.48ft Upstream Velocity Head 0.13ft 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HW Elev. 0.45 ft Flow Control Inlet Type Beveled ring, 33.7° bevels Area Full 1 1 1 1 1 1 1 1 1 I ] } ] i 1 1 I j I APPENDIX B LOW-LEVEL OUTLET WEIR RATING TABLE SLOT WIDTH vs. TAILWATER ELEVATION RETURN FREQUENCY = 10 YEARS I I Detention Pond #1 Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #1 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 4.53 cfs HeadwaterElevatid.50 ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment Tailwater Elevation (ft 0.40 0.95 0.05 Tailwater Elevation (ft) Crest Length (ft) 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 Velocity (ft/s) 1.10 1.11 1.13 1.15 1.16 1.18 1.21 1.23 1.26 1.29 1.32 1.36 2.74 2.71 2.67 2.64 2.59 2.55 2.50 2.45 2.40 2.34 2.28 2.22 s:\...\stormwater\storm.fm2 08/20/02 10:43:21 AM © Haestad Methods, Inc. i Detention Pond #2 - Low Level Outlet Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #2 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.85 cfs Headwater Elevatiol .50 ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment t I J 1 ] 1 ] ] I I ] 1 1 Tailwater Elevation (ft 0.40 0.85 0.05 Tailwater Elevation (ft) Crest Length (ft) Velocity (ft/s) 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.64 0.65 0.65 0.66 0.67 0.69 0.70 0.71 0.73 0.75 1.93 1.91 1.89 1.86 1 1 Detention Pond #3 - Low Level Outlet Rating Table for Sharp Crested Rectangular Weir ] ] 1 1 I I I I Project Description Worksheet Detention Pond #3 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 0.29 cfs Headwater Elevatiol.50 ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 I Attribute Minimum Maximum Increment Tailwater Elevation (ft 0.20 0.45 0.05 Tailwater! Elevation (ft) Crest Length (ft) Velocity (ft/s) 0.20 0.25 0.30 0.35 0.40 0.45 0.35 0.36 0.36 0.36 0.37 0.37 0.55 0.54 0.54 0.53 0.53 0.52 s:\...\stormwater\storm.fm2 08/20/02 10:46:36 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMastervS.1 [614o] (203)755-1666 Page 1 of 1 Detention Pond #4 - Low Level Outlet Rating Table for Sharp Crested Rectangular Weir I Project Description Worksheet Type Solve For Detention Pond #4 - Low Level Ou Sharp Crested Rectangular Weir Crest Length Input Data Discharge 1.22 cfs HeadwaterElevatio1.SO ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment Tailwater Elevation (ft 0.30 0.70 0.05 ] Tailwater Elevation (ft) Crest Length (ft) Velocity (ft/s) 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.52 0.52 0.53 0.54 0.54 0.55 0.56 0.57 0.58 1.57 1.56 1.54 1.52 1.50 1.48 1.46 1.43 1.40 ] ] ] I I » Detention Pond #5 - Low Level Outlet Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #5 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.25 cfs Headwater Elevatiol .50 ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment Tailwater Elevation (ft 0.35 0.75 0.05 Tailwater Elevation (ft) Crest Length (ft) Velocity (ft/s) 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.53 0.53 0.54 0.55 0.56 0.56 0.57 0.58 0.60 1.58 1.56 1.54 1.52 1.50 1.48 1.45 1.43 1.40 s:\...\stormwater\storm.fm2 08/20/02 10:48:47 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMastervS.1 [614o] (203)755-1666 Page 1 of 1 ] J J J ] J j J J j Detention Pond #6 - Low Level Outlet Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #6 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 1.24 cfs HeadwaterElevatiol.50 ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment Tailwater Elevation (ft 0.30 0.70 0.05 i Tailwater Elevation (ft) Crest Length (ft) Velocity (ft/s) 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.52 0.53 0.53 0.54 0.55 0.55 0.56 0.57 0.58 1.59 1.57 1.55 1.53 1.51 1.49 1.47 1,45 1.42 1 Detention Pond #7 - Low Level Outlet Rating Table for Sharp Crested Rectangular Weir Project Description Worksheet Detention Pond #7 - Low Level Ou Type Sharp Crested Rectangular Weir Solve For Crest Length Input Data Discharge 0.48 cfs Headwater Elevatiol .50 ft Crest Elevation 0.00 ft Discharge Coefficie3.33 US Number of Contrac 2 Attribute Minimum Maximum Increment Tailwater Elevation (ft 0.25 0.50 0.05 Tailwater Elevation (ft) Crest Length (ft) Velocity (Ws) 0.25 0.30 0.35 0.40 0.45 0.50 0.39 0.39 0.40 0.40 0.41 0.41 0.82 0.82 0.81 0.80 0.79 0.78 i ] ] I I I I s:\...\stormwater\storm.fm2 08/20/02 10:51:17 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203)755-1666 Page 1 of 1 1 I 1 1 "1 1 1 1 1 1 1 1 1 ] 1 1 ] J J J J 1 J J J J J 1 ] ] 1 APPENDIX C STORM SEWER SYSTEM #1 NORTH REVISED OUTPUT SHEETS FOR RETURN FREQUENCY OF 25 YEARS Hydraflow Summary Report Page 1 Line No. Line ID Flow rate (cfs) Line size (in) Line length (ft) Invert ELDn (ft) Invert EL Up (ft) Line slope (%) HGL down (ft) HGL up (ft) Minor loss (ft) Dns line No. 1 ] ] 1 ] ] j 1 ] ] ] 1 1 1 1 1 2 2.00 1.24 15 c 15 c 27.0 56.0 4725.64 4725.88 4725.78 4726.16 ! Q I •3 s i5 E •a d s g ^ g g 11 s i ^ I I I D; s UJ -I u I <§ c s g i t s s g 5- g r^ Csl i5 ! ! s s ^ ^ LD 10 ^ s •o- M- s (D s s ^ ^F rM s 's I I I I I s s .s s I I I g Is II I .i I II ! t: p Q. 0 ± % c I 2 f 1:15 co = z I jg g-"" I. -C3 I 0 st st §^ .w °! £- 's £ I §g -'£- m£ £1 I ^c •£ 3 u ^g £l I! °1 -a i 0°. i s ^ °11 ii < £ o5 £ u r~ I! i -c--5 E. < Q •3 1° Z]Z s' £ I £ I ^ ?' •^ iri 00 0 0 s' £ (n c 0 s Q. E 6 0 <y c 0) •a 2 (D u 23 "D _>> II I -D > I ll ? c^ ^ ^1 s" Ci. I ^ 0 I I I =1 5 III I rj jig @ l^g ^ S3 s? S y u > c- 6) uj "u E- •a ^jg co ^ SI g I i < &. (D- 1« s? "±-IE- ffl£ ? INK- ? £ c. si g £ v^v uj "S s- s- ^]g g 5' ?r > ££ g I I e ! 2 3 -D <D u Q- c 0 s Q. E 0 0 0 I I 2 **- -D > .i •5:% -0 01 II cn a) 1£ Is ^8 11 E" £^ J3 ^•1 st i! ?>' ? . " g 0) Pl -Ill .U) g>c0 j3| 3 ill It! IS% i§"m ti^ IIS ill s.y 115 .-£ l£i £ro :E£^ .£ Ill ?-^as Ill ?ffls ^11 tii lis 8|| Ill "•Kg ^-£S m 2 I3 I Q. 2 a> c <u u (U £ s I I I I I I CD I a. 6 '° ra i I ro Q- g m 5 I I I ^ 8 S ? 8 s I I I IU s. ^ c s (NJ d) s ^ I .£ I s co t § •fl- 1 I ro -" ." £ 's I I + ^ I (D £ i I .!» ." i I (D s •s £ I i I CD i I co I 0 •g I I 10 s m £ -^ i I i j-^s? 3 I £ a> ^ . -J ° " E £ I & I 'K I ^ ^ i ^ " to I I(U •S £ t ^ ^ E co I ^ F= i^ FLU F s" ro 11 ~m 11 ~0 ~0 ~0 000 •o u 8. d (D 1^ ° ^ u 0 p s n -5 u^ i I (0 a> £ •s I s 3 ^ ^ I 11 11 I •§ i I I- co 0) CM i I" s? s + 10 -0 ?! 11 s " > + •s m a) I ^ .E ^ ^ ai S ^ .s 03 s I § w i £ <u i U) I I I •s I s ® 0) ^ ^ ^ ^ (D 11 II I ^ n> 11 1 % s % £ (U I ro I i i s ffl CM co I I -£ £ I 0 -s I -? 11 £ g " r §- I . ^ £ 1 ill I _i J ® I j S IS 1 E s s £ •d- £ -0 ^ s c: 1 ^ » s UJ -s I 11 •s 's ^ s mm'" TO i I s i I s- s co 3 i E I £ s <u ? § ^ ro s s 1 ^ I I ^ .t 8 10 t0 1^- ^ t ^ s co "0 '0 6 0 •o "5 "5 "5 0000 ~0 ~0 ~0 0 o -o "5 u u s' -5 u + •;)- §. 11 ^ t ^ ^ I i S £ E <u i= It! ra w 0) s •S £. .! -s s 0) CT >^ s s ^ •S E I u £ I I 11 5 i 11 ^ I 0 £ -§ s % i t i I ^ & I ra ^ ^ ^^ ^ I s ^ i I -0 -J u LU i I i " & J" s ?r -5 u x 8 rsi s I '^ ^ 5 § i fc GO s' >t s: ^ I» I (U (D (U s. I I I I s IU) ^ ^ 's is ro 0) £ s I " ro ."? co :i s 111 S S 3 s in & CM II =3 o "5 0 o 0 ~0 ~0 0 U U I? I! il 0 0 in 0 i g s Q S-lc £ IN £ o I S I s s s 0 ^-' 00 n 0 s 0 ? 9 co 0 0 g g o d ^ s ^ ^ in M r; d ci s s 5 9 ci ci 0 0 m s s ^ ^F s " s s ^ ^ o q ^i S s g •^ "- 0 9 s s s ^ ^ o d s s CO M 0 0 g fc 0 0 ?J $ s ^ r^l s ^ I^in 8 ^ N I- 10 in rsi I 3 I I Q: nj £ I I Ia ^ u_ I 0 z s " iZ I- Q. i I I I t I s t ^ ro g H g CD II I0'ai I I s .'" Iw 0 0 0 0 I I Q: s r\] CM s ci d g s 5 d d ? ? g g rsi rsi r^ I •s I E I g g o d !" S r\i c\i p ° in in I I u u ? s ci d s <^ d - § § d o d - Q I I i s § s d d $ s r\i T- 0 0 o r>- 0 T- CN I I s s I LL I I0 ^: w I "€ i" >- s I II I s < s' 0 + <u " ^ 0 t II g n ? I s t -g I •s' Osl 5 0 II s I I Iw s cn ^ s I II I s 0 < s- 0 £ + s ci II I Iw c 0 +rf 03 3 ^ I(D co E co b s •p >t I .1 ^ i £ w •~' s i- ^ I Ss g II I 1; -=- ^ i I 11 r^ 10 0 0 LO 10 £8 S co c\i S fe •fl: •<T g ^ C\i T- '- ^ n q r^ i^- 0 ° 0 N- Q m ^ s u x I I ti£ 5s 5- I ra I ^ ? ^ s 5 s s- .£ I 00 g ^ I 0) 0 S 5. 0 0 0 0 s 0 E ^0 s ? I I z s s I u- CM 0.517 0.500 4726.22 4726.45 4726.35 4726.61 0.10 0.15 End 1 Project File; #1 North.stm 1-D-F File: Bozeman.lDF Total No. Lines: 2 Run Date: 08-20-2002 NOTES: c= circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. s:\...\stormwater\storm.fm2 08/20/02 10:49:53 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 1 of 1 s:\...\stormwater\storm.fm2 08/20/02 10:47:25 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06706 USA Project Engineer: Scott R. Smith FlowMastervS.1 [614o] (203)755-1666 Page 1 of 1 1.83 1.80 1.77 1.73 1.69 1.65 s:\...\stormwater\storm.fm2 08/20/02 10:44:40 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 1 of 1 Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203)755-1666 Page 1 of 1 K 0.00180 HDS 5 Chart M 2.50000 HDS 5 Scale C 0.02430 Equation Form Y 0.83000 Unsubmerged 0.3 ft2 3 B 1 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:22:15AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 Inlet Control HW Elev. 0.60 ft Flow Control Inlet Type Beveled ring, 33.7° bevels Area Full K 0.00180 HDS 5 Chart M 2.50000 HDS 5 Scale C 0.02430 Equation Form Y 0.83000 Unsubmerged 1.2 ft2 3 B 1 I I Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:02:29 AM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 1 ] Inlet Control Properties Inlet Control HW Elev. 0.66 ft Flow Control Unsubmerged Inlet Type Beveled ring, 33.7° bevels Area Full 0.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:21:11 AM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HWEIev. 0.59ft Flow Control Inlet Type Beveled ring, 33.7° bevels Area Full K 0.00180 HDS 5 Chart M 2.50000 HDS 5 Scale C 0.02430 Equation Form Y 0.83000 Unsubmerged 1.2 ft2 3 B 1 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:20:31 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMasterv2.0 [2005a] +1-203-755-1666 Page 2 of 2 Inlet Type Beveled ring, 33.7° bevels Area Full K 0.00180 HDS 5 Chart M 2.50000 HDS 5 Scale C 0.02430 Equation Form Y 0,83000 Unsubmerged 0.2 ft2 3 B 1 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:19:08AM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 M 2.50000 HDS 5 Scale C 0.02430 Equation Form Y 0.83000 Unsubmerged 1.2 ft2 3 B 1 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:00:49 AM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 M 2.50000 HDS 5 Scale C 0.02430 Equation Form Y 0.83000 Unsubmerged 2.5 ft2 3 B 1 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 08/20/02 11:00:12AM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 0.35 0.52 5 6 7 0.75 0.68 0.51 0.69 0.63 0.48 0.35 0.32 0.25 0.60 0.58 0.41 0.58 0.57 0.41 0.53 0.52 0.39 Tailwater used in low level weir analysis is equal to the computed headwater for the outlet culvert. The outlet culvert was calculated with an entrance loss coefficients of 0.5. Tailwater used in low level weir analysis is equal to the computed headwater for the outlet culvert. The outlet culvert was calculated with an entrance loss coefficients of 0.2. 3Tailwater used m low level weir analysis is equal to the nonnal depth for the outlet culvert. As can be seen from Table 2, the slot width is relatively insensitive to the entrance loss coefficient used for the outlet culvert calculations. For all but detention pond #1, the slot width varied by less than 0.10 feet for the highest tailwater elevation (Ke = 0.5) and the lowest tailwater elevation (normal depth of outlet culvert). In summary, we feel that the slot widths in our report are reasonable. P. The north system storm calculations were made using a return frequency of 2 years. Revise for 25 years. Thank you for catching this oversight. Calculations for the Storm Sewer System #1 North were revised using a return frequency of 25 years. The analysis detennined that the pipe sizes shown on Figure 5 of the Siu-face Water and Stormwater Facilities Report are still adequate. Revised output sheets are included in Appendix C. Asphalt Design: 10. The ESAL value seemed to be an assumption. This is low compared to what has been used in other places for collector and arterial type facilities. Justijy this number for the collector and arterial facilities using the traffic study that was done for the project. Based on the information provided in the project's Traffic Impact Analysis Report, prepared by Robert Peccia & Associates in Febmary, 2002, we have re-calculated the ESAL values for the subdivision's collector and arterial roads assuming a 20-year design life. According to our calculations, which are detailed below, Laurel Parkway and Annie Street shall be designed for 350,000 ESALs, while 500,000 ESALs is the design value for Page 4 of 6 g $ s I~~ 0 s tp 0 I g 0 I u: 5 I s 0 01 n ^ s 's I i fe 0 s8 sI ^ 5 § 0 I0 s ci s •<r Q i ® d u: 5 d K 0 I 0> s ^ 00 CM I I Q. » "' ir s •s' I ^ I I { I I I (D g I I® 0) I I I IM >° s CM 0 in I J3 g 0 ro 8 0 m IQ m ir LL 0 ?3 CM q I I0 ^ I Ul 1 ^ s I I s 0 < s 0 I + I ?' d II I ^ n II ^ D) £ I I .s' 0 c b L: •o >t z: < Q •! 1° 3Z I 1^ I s 0- & ® I •u. CM 0 0 i II " Iw 0 g < 0 £ + s d ? I I " c 0 +d (0 3 n <0 ^ ® co E p co ? 2 •o > ± -I 3: I - s m i w ? =. ^ i St I II g .s &: ^ •" 11 11 s 0 n 10 tf s ri So n CM q 0 u- Q I -a s iZ u x £ < I g II a S u- I 0) E Q 5 Iw 5 ? ^ s I I v ,°£ '3 I •3 s 0 s 0 is 0 r>- r- tT £ s. I £ fc £ f Q- |o.2 ^ ^ § d •E .5' < i& ^^ I u It! 0 11c 3^=. •<*: 5 Us UJ 5i § ^ g I I I I Q II s s I s s s I c- rr> n ci ci ci o S S S 8 0 1- 1- S ^= 2 5 n (q o o o ci ci !£ S S S 1^- 1^ 1^ 000 0 ?U-: ) LO p: ^ ? ci 0 ci ci co ^ n co CsJ ci d ci ci •<r ^ -^ T- R S S S •<- i- T- ci ^ CM' ^ ri s 5 S s ^ ^ r^ i^ ^i •t •fl- ? 5 CN co ^ ^ ^ p t- 0 F^i •<• 0 0 rr> r~- i^. r- T- 0 0 0 0 S ? ? fc ^ s s ^ s s s g 0 0 0 0 s s s s •^r •T -^ T- 0 s s s § co ^' CO ^' R ^ S c^ g S N ^ Fi R! ^ ^ ^ ^ u-i uj in T- in in CM in n CN •st I I & D; •t I 's I E I fe II ^ 0 I s s ^ I I I I u { I ro g 1 ^? II I" <u 1 I s g to 0000 o q ci ci d ci 8 § S fsi r^ § 0 0 0 0 § 8 S S 0 0 ^- T- 0 ™ o m ci ci w tfl 0 0 T- T- 0 ci rsi CN 0 0 T- T- § d § LD r^~ s C\i CM q 0 q p q o in in I I I I Q 0 0 0 §888 d ci o d § 8 S 5 00^-- § 8 § 8 ci ci ci o d o tf T- S 8 S $ 0 0 0 0 d d - M q q c! c! <- T- 0 0 CM i- (D o d in T- r^ n •T I I I ec t 10 •s I E I I Ia s s I % s £ I i I0 ^ V) i ^ II E & E I i 8 < 0 I + i R 0 t II s g n II •s- 0) s t -g I .s' CM 5 0 I I s Iw 's I I I I I s ^ s I I I g s CN II I'0; I I s ! 2 >- II s. E ^ s 0 8 < 0 + ^ R 0 t I m c 0 •4-* 03 3 ^ ro I0 (0 E p co 5 2 > 3: .1 •5. & i ^ :w s == . j I uS I II g .E i2; •c- I" & ^ s. I 11 0 0 9 0 0 ? in 10 in CM S 2 •fl- •«r •<r T- s & ro •fl: s •^ n s g u-i iri s ? 10 T- Ip in in n (M ^ ^ F^i ?< o q CM »- o q 0 0 q q ?N ^- LL Q I a s LL u x In I I II s I r 0) s ? o S. I I s £• I £.^ 1-^ •3 5 ^ co n 5 ID n o § § ci d m £ fsj 0 § g o d g ^ 0 0 <0 (0 3 (0 CM co s s o d (D 10 -^ 0 ?^i d •fl- q q n UJ i- CM rsi n ro •q- I s a. s ® LL t 0.742 4722.31* 4722.81* 4723,40* 4724.52* 4722.47* 4723.12* 4724.01* 4724.56* 0.33 0.28 0,50 0.05 End 1 2 3 Project File: #6 - Phase 1 .stm 1-D-F File: Bozeman.lDF Total No. Lines: 4 Run Date: 07-22-2002 NOTES: c= circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. r^ i-~- r>- •^r •q- -<r S ? 9 i? 0000 OsJ ?! S S S •fl- ^t •fl- •^- I I u. lli 1l2 a: u fs? a te-5- 0 0 0 0 0 0 ?i ^ § 8 g $ ci o ci ci 8 S £ S o o iri T- 0 i I ® $ Li: I .5' 5 l°i •s. I! It! .^te ^^=- lu 5S 8 S 8 8 ci ci o ci x J3 J3 E E 2(0 30 0 s0 0 ° s s ? ^ 2 0 S 2 CM Tt [^- CO tU Cs) CM n n •ST I I D. s ^ i •2- ^-u =- i ^ s s 000 !2 S 8 0 r- - 2 1^- 3 5 0 § 0 r*s ^ s s o d o M- n o ci ci ci ^ rsi o"s ) •<!- -^ s ^ s 0 0 0 ? ^ s n n T- 0 0 0 000 s s s s s s s ? s ^ s s tf in T- o ?1 S § 9 cn n odd ^ s R !? ^ ^ C7) (N i- 000 ic 5 g P-i CO T- s § s 0^-0 ci o ci s s s r0 ^ ^ ^ s s s CM' ^ ^ rM ^ n n o 10 LO CM CM n s ^ & I I co s •s I I a i I ® ^ LL I s CL s " I ir i E I I s { 1 E s t I I I g i II Ia> I (U s ! Iw q m d CO M s ? ? d - ^- 8 S S 0 CM' C\i d - - § s s ci r\i rsi 000 0 LO LD x I ^3 J2 I 0 U § § § 000 S 3 S 0 oj ci 8 S § ci ci o s s s 0 N 0 000 8 R! ^ d r- rsi 0 ° 0 0 0 o n T- 8 d [^ (D 0 I S! 5 I Q: n I •s I E I LL Q I s ai JS LL LL r>j n I s a. s " i ir I I0 ^ I i» > s I I s ci § < 0 + <u '^= s s 0 II I ^ co I] 2 I £ I I .°» (N q 0 I i " w § ^ iQ I II I s 0 g < 0 £ + ?' 0 t I w c 0 <<-* (0 3 J3 (0 Ia> 0) p co 5 & £ 1 r s w -' s ^ I j g 31 a. I II s 5: ^~ ^ 1^ i w I 11 5 ? § 0 ci i- 10 IT> CM n co T- n o •^ •<t s n ^ ^ s 0 CM c\i in N '3- q o s s ? 0 S 0 § 0 § Q a s Li: 5 ».., f u Ix I s 11 ce o ~^ s <8 r 0) s -" .•5 s s ? s. ^ c I °i h-3 1 CN CM 0 8 ? ^ 0 CM 0 s s s ci o ci s s s (D tD 0 1~~ 0 ID 0 in T- o s UJ -^ CN< rsi co I s a. ^ s I LL 0.16 0.32 0.04 End 1 2 Project File: #5 - Phase 1 .stm 1-D-FFile: Bozeman.lDF Total No. Lines: 3 Run Date: 07-22-2002 NOTES: c= circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. s ^ s •fl- •^- •^ s Q I sg-i Ill II" IIS o q 0 ° 0 0 CO T- 8 S g 0 0 0 s ^ s 0 (0 0 u- a I I s Q l°i ^. ^ 8 8 s 0 1 < I! rli •3£ i?g ^ I 2 Q = Z Is J3 J3 E E S 0 0 0 0 S 0 p 5 ^ ° 10 q ro LU r\i CM n I s f s £ I u- CM FM d d d -• tO 5 i ? •<!- 0 sN 0 r^- ^ o d I i I Q; s 5 Eo s s ?' ci ci g n u~> r^-. r« 3 ^ 0 0 ? ^ 0 0 N s 's I E I in s U~) s sr^ ^r K N s s ^ ^F in o s ^ •^ ° 0 0 5 5 s s ^ ^ o d a n 0) a m ^ LL LL 3 E d d s s o d ro 9 (0 ^ ^ s>* s s ^ 10 ^ n o LO (M CM i s a. s -® IiZ IIs I 0 I Is -0 I •5 g 01 I g s a) 0) s I I Im I a; s Csi OJ s d o S g cn 03 w m ? ? g s CJ C\i rsl I •s I E I R !° rj rsj 0 0 in in I ja n I u u § 8 ci o s s c\i ci 8 8 0 0 g s c\i d Q m ® s LL d o N CO r\i 0 ° ^' ^ LO ci M ^ I Q- s ® IiZ I i s ro I0 I •I ^ II ? s. I s d g < 0 I + s K 0 t II s g n II ? I £ t -g ." U) N 5 0 s I " r " c I 0 +rf (0 3 •2 I<D (0 0 co ^ ^ •D >^ & 1 5 g w '-' .1 •£- =. i I <Q.3l _ I II I 1: -=- ^ % i S! I 11 9 8 0 in CM g fe n t- K •tf n s s n d csf r\i q o s ?' p o s ?' Q II s $ ^ s I II & I s d 8 < 0 + ^ s 0 I Iw u x I s s II s I I Q ,1 I ^ 's s c § I w c ,°, I 3 5 CM 0 n c^ d 9 s d o s s tO 0 g s 10 0 10 0 ?i 'S LU -^- FM I I 3 & I I S CN I 10 I 9 S d - s s s s ^ ^ 3 Q I I0 £ S ^|?*: 2 0) '0- Q n ^ 0 0 ^ ^ 0 0 s g s 10 0 a I I ^ s %as |-5 s § d d I < I! m <B Ijg ll.° io 3z s -° •° s 0 0 p p 0 10 0 ^ LU CM s. § $ £ I LL o d g § 0 T- oa K d o s ^ (0 tD 0 i- 3 ?= ID 0 i- C\ I I I r^ LD s s ^F ^ 0 0 •q: in s s ci CN I •s I I R iri '•q- s, s n ^ ^ ID q (D 0 i- 11 9 g 0 0 s g •<r in IQ ^ s ci s § 0 fe § 10 i g R! ^ s co ^^ ' u-i •<: 10 CM (N I i s •s I IIs I {s I ~m g 10 •^r II I I I s I Iin 5 ? § g CM 10 c\i in p ° LO t0 I J3 J3 I 0 U S 8 d o s g 0 •fl: S 8 0 0 s s d •<i; d d § ? CM T- 0 ° ? ^ ^ s ci cn r, I I Q: CM s 's I ! Q s I " u: s rsl I I D. s i 1 t I I0 I ^ i i" >- s II g. I s d < § d I + ^ pi d II I ^ co Iw £ I I ." r>4 0 0 I I i I co I I s 0 g < 0 £ + ^ 0 t II I Iw c 0 +-» 03 3 lre Q d> co E GO b L •p > 3: .1 E 1 ^ i w ~ I g ^ g <3l I II I i; •=- >" H 11 ? g 0 ^- 10 CM s s •^ iri s s •tf n s § 10 t ^ "^ CNj 0 •d- CM 0 0 ? ^ D CD ^ s LL 0 Ix I i II Q; u s ~ £ < I 0) 's ? ^ s I I j c I .°1 3 s s co n 0 ro s s 0 ci 2 2 1^ cn 0 0) in q ?1 £ . rsi I s a- s ^ ir ! s s SF ^ 5 S d - I I u: lli IN K 0 ?s? 5 ^ 20 ^ s d o s & s ci o> Q II s u_ l°i ^ ^ s § d o I •E < I! it! ro. ^^c =. lis Is I ^3 J2 I 0 0 8 §0 10 0 ro ^ IU -^ rsj I s s ^ I rsi •<r oi i- dcio ci d do §!"? " S ^S (Din ^ 0) r^ r^o d cio o cioci § f^- o d co 10 •fl- p r\i (N 0 g 000 •tf cd cn o r\i rsi n co co ^- ^ •t •y- g s?^ S g^S ci cici ci ciod ?9i8 § 9 ^S in in •fl: io N ni- ??? 2 s? s (0 CO Cr> T- CN i- r^ oj CM -r- '<- T~ T- y SK s s^s •<!- •<t -^- & ss g ° n s ^ ^ ^ ^^^^ pq p q o^_q ^ i?§g E8 S^ §!$^ S S §S ip in ^r OICM CN q ci cid d cidci 00 s s ^ !^ s s ^ ^ ^ cn T- psi ^ro F f2 •y r^ d cioo d do in 10 •<• LO rsi n -^- ??? ? S^ S c-in ri T- T- rMi- 0 CM C\i CM T- T- -^T- n r~~ cd r^j 9 S 8 n •<T •^t- r^. •fl- (D (\i t~- •T- 10 10 -^ rsl CM n •q- ID t0 10 I~~ § § g I I t^- 1 I ^ Q i I ^ $ u: I I s ^I IIs I { I -5 g s ^ II I s I s (U s Iw ocicio ci ci o 000 0 0 0 cicici ci o cio SS8S 2 3 S 0000 0 0 0 0000000 -s' w 8 co 00 s g w d § § ? .? d ci w (fl 5^§^ 5 ^ ^ Csir^io in io oj r^ 00 0 T- T- S S 8 CM r^ d in in r\i r\i oop 10 in o 0 0 0 0 in in in lo I I s s T 1111 U U 0 U §88 d ci o s s s s o ci d 5 o r\i o CO CN l^i T- 8 S § o ^- d S S S 8 ci ci d ci ID d^-oiri n in in ^i- - ocicid o o ci i?5SS S 5 ^ CN'i- 0 i- T- T- C\i ?oo ^§s q ^ o a op ? 1-) OCM ci?: co a-i T- I I I Q: 1^ I 's I E I Q s LL u- CM n •<t in CD [^ I I 5 s J® IiZ I 's 0 ^ tf) "i i" >- s II & I s 0 g 0 I + i I II .^ I s g CO II I ^ fs c: 2 .? CN 0 0 II w I s IM ^co F ^ ^ 11 § t0 I " ^ g ^ cd § i 1^ w -5 I I I i " s I I I g & § II I" I 0) s " " >- s B s. I s d 8 < + t". s ci II I Iw c 0 -+rf os 3 £1 _(0 I<u 0) p co s 2 TO >» ^ 1 ~ 2 w 11 ^ I 51 a. £ II I 1: T ^ w .1 i 11 s' 9 ci d 5 g 0 -^ 5 0 0 in ^ ^in S9£ S ??. 3 u-i LO •<r' in CM n s 553 ^ ^ § S§§ S S £§S (D CN Is- T- n co n n ro •<t 10 CM cq^rcq co oo o 0 pp p pq q 0 CM CM C^-^ Q I s s ir u x <10 s I 1 II a; u 2 '"' I I Q I I I I 5 c I I w c .°1 •3 CM' co S S S 9So (0 c\i •t 0 cicici n r\i n d '<t 0000000 ^ r»- "'--''; co CM -^ 0 " Q o CN'O •?: ID a-i 'r- opo o q,-j o ^$gs s s s? ? r^ 04 ro n •^- •<r 10 co ID (0 1^ I I 5 " t Li: 45.0 4725.97 4726.17 4726.45 4729.54 4730.60 4727.09 4728.63 4726.07 4726.35 4726.84 4730.50 4731.16 4728,13 4728.86 0.415 0.400 0.398 1.000 1.000 0.399 0.511 4727.97* 4728.37* 4729.31 * 4730.64 4732.42* 4730.06* 4730.95* 4728.12* 4728.63* 4729.72* 4731.58 4732.53* 4730.70* 4730.99* 0.25 0.69 0.34 0.83 0.09 0.25 0.04 End 1 2 3 4 3 6 Project File: #1 South.stm 1-D-F File: Bozeman.lDF Total No. Lines: 7 Run Date: 07-22-2002 NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. Ifg in j^£ ui g •:-' 5 S ^ ^ ^ !? tD ^ ^ (D n ?S CN CM s' ^ 0 0 9 § 0 ^-' S 5 S 0 0 fe r- u-§ i ^ Ioi s •fl- s g s r~- rci ^ ^ ^ I I u: £ 1.•£ 1i !IN fc (gs u P's? <5^ §p ^ 0 s 0 FM 000 l~~ n d ^ n -^ § s 0 0 8 S o d ci 0 ci % ^ 0 CN I £ (D 0-i T- Q I m L: LL tas ^: a 8 8 ci ci § s 0 0 8 8 § o d o I 5 I! stl Ji Ui Is I J3 J3 I U 0 i J3 II I I 5 0 0 u I § 0 q 0 i s s q S _ q s 0 0 10 ^i •<r q o g s ° 0 ° 04 LU CM CM co n •<• •t 10 n (D (0 1^ I 5 s ® iZ f a. 0) c a> 0 S co S- I I i I Si s ra a. s ." s •o I 3 ri -s i I S JS s u> .1 g m '" 3 o y l I I i 8 g g> 3 'a5 I •° £ £ I s 1 <U (U CM ° ° 0 U I E I CB i I I I ^ •s s I s s co a 0) s 11 •st- .! I I 10 .<" £ •s I g £ .!" ^ .!" I t0 s '(fl + ! 11 11 I I I i I i 8 ? I J& (U 5 t: I E ^ u I ^ 01 ^ i mI •s ^ c: s T3 i ^ co I E £ (D -g .S. £ '°- s ^ ^ •s g ^ £ 0) II % £ If I £ '° I ~m I! c: j I 1^ p 5 n s i I I ? i i I I -S S' 11 1 I I I I t ~0 ~0 U 0 ^ '0 ^ o o 0 <u 00 ° ° 0 o > cn ro- s + in 1 I I ro "55 0 I .t 2 11 s j s I U jj ! 0 Cfl I £ <u i ffl a I I I 2 I 0) I I ffl <u 1 11 § m " .fe £ I E In I ^ 's I I VI 5 i » :^ g i '^ 'ai ^ ^ (U (^ D ^ s .^ 1 £ s I ? •s J3 ? £ g E S I ^ I j -I u 1 x s -I s D) u •5: <u I £ I 11 i s I I 0) £ •s •s £ X) § 's I ? iii ^ >^ = s s ^ " i 5 I I I! 1 ^ •sI s CM co T in s (13 (0 (D I: .0 ! -5 I I I 6 ^ (D r^ s- s + ^ i I I I s u E I i I -5 1' i I t g" > co 0) I .5 "5 11 >. -s I I I I I i cn I t ^ I I t 1 § -p w i I i I ^ -^ 5 ? E CD II " s- s ro (D I w Ic I <u CD E i" ^ (^ D 0 0 U 0 0 ^ •° u u -5 -o U 0 •o 0 CM ° ° 0 0 ! ^ s ^- i I s I I i —I p & s s c7 s x 8 c N I I 3 I x 11 TO s s < s 8 <" | t ,1 s ^ 2- "m 's' E I (0 I ^ s s f ••£ -2 U) (U ^ co I I m £ s I .!" ^ TO " cd 5 x •5 u J" s I I i! I? II •o-0 '0 '° u u •o u II sf I S £ i g s g|g s s s 0 0 S 8 0 T- co 0 $ 11£ £ s s ^ " 0 0 ? s '^ 't 0 0 s g s <0 i CO 0 0 0 C\i CM ^ s 0 0 r^ n o d ro ? g § s ?° s (0 0 0 K g E? S ^ °^ 0 0 co s s r^I . •<d- ? s o d CM' CN ?1 d d d ci s s s s ^ ^ s s§ s s ^ ^ I s I s d 10 LO CM -n- I 1 I f^ s ^ •s I .1 Q d (U I a d IT I f z 5 " I u: I t -g I 0 1 I CD g Is II I-" 0) ^ I s ! Iw rsl g § 0 0 s s 0 0 0 0 g g CN CM' § § 0 0 R s PJ FNl p o in in 11 0 0 8 S o d i^ S 0 0 § d d ! d d § s d ci g ^ d o q o r~ in 0 T- CN -0. I I I a; 04 tO •s I E I a II £ s I I £ ^ I I i I0 £ I I s" >- rsi II .1 g. I s d s < I + I s •^ f I] g n II ^~ 0) Is .5' t/) CM 5 d II s I " I cd & I s 0 8 < 0 + i" s ^ II ^ I I w c 0 ;s 3 ^ _ro 0) 0) (0 E Q co s .1 a: & 1' S w '"' m .s =£ . ^ 5 S5 s II I .E 1; -c- ^ 11 (/) 11 CM 10 ci 0 tf) 10 CNJ r\i ^ '»• p 0 GO CO o d n p r^ ^- p p 6 r- Q i " s L: 2 tl •p > u Ix I I II s I 0) E Q 5 ? ,° "- ! I s Iw v ^1 .j •3 cn 0 S 5 0 0 g g 0 0 UO £ 0 T- 0 0 1< rM E I ^ z * " £ t CM I^10 s s I I i.£ -1i s II- Ill 0 ° o r^ d o 6 - Q I ^ s LL 1°? ^ ^ § § d o I ° 5 I! s?I 11c ^^=. 11 a = d 1 5S 11 U 0 p s ° 0 o q Ki g ^ LU <- N I ^ z s " iZ f a. FlowMastervS.1 [614o] (203) 755-1666 Page 1 of 1 £ B BK m s 0 w s l^•s. s t s ?ll in iSiBSE! SB B a 6 s s lul^SSSS g - |ci o cid s s ci d 0 in d® 00 00 00 N~ Bia £ IBS S 5 c • s •E i ^ < 5 .= c t ? ? s a: >»E < 5 5S.~ .E Q: 'cl ^t- M s^- 1° g° I-g^'- - ^ z 1^ s sS' IBM 1° < • M !»» s i9 £ !S ggl m r I .£ E 0 (U E F •s I .£ I Y 0,67000 Submerged 0.3 ft2 1 1 1 0 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:28:06 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 N/A 0.3 ft2 1 1 1 0 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:27:55 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.90 50,950 1.1697 acres 0.20 percent feet minutes minutes 10 minutes 2.05 in/hr 0.48 cfs total area: composite C: Overland t<: average slope: travel distance: tc1 (fig. 22): Channel t<; channel tc: Total 4: intensity at tc (fig 23): post-devel peak runoff: 1.1697 0.67 acres 1 percent j feet minutes S minutes 11 minutes 1.93 in/hr 1.51 cfs Storm Duration (minutes) u 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 Intensity (in/hr) 1.93 1.73 1.58 1.45 1.35 1.27 1.19 1.13 1.08 1.03 0.98 0.94 0.91 0.88 0.85 0.82 0.79 Future Runoff Rate (cfs) 1.51 1.36 1.24 1.14 1.06 1.00 0.94 0.89 0.85 0.81 0.77 0.74 0.71 0.69 0.67 0.64 0.62 Runoff Volume (cf) 1000 1060 1115 1164 1211 1254 1294 1333 1369 1404 1437 1469 1499 1529 1557 1585 1611 Release Volume (cf) Required Storage (cf) 317 374 432 489 547 605 662 720 777 835 892 950 1008 1065 1123 1180 1238 required storage 683 686 683 675 664 649 632 613 592 569 544 519 492 464 434 404 373 686 Jft3 detention pond.xls 0.50 Entrance Loss 0.22 ft Inlet Control Properties Inlet Control HW Elev. 1.55ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Transition 1.2 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:27:43 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury. CT 06708 USA Project Engineer: Paul J. Sanford CulvertMasterv2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.08 ft Inlet Control Properties Inlet Control HW Elev. 0,60 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 N/A 1.2 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...'\stormwater\phase i storm drain, cvm 07/22/02 05:27:25 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755.1666 Page 2 of 2 in/hr cfs total area: composite C: Overland 4 average slope: travel distance: tc1 (fig. 22): Channel t<: channel tc: Total t^: intensity at t<; (fig 23): post-devel peak runoff: 6.9377 0.49 acres percent feet minutes minutes 21 minutes 1.27 in/hr 4.30 cfs Storm Duration (minutes) 21 23 25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 Intensity (in/hr) Future Runoff Rate (cfs) 1.27 1.19 1.13 1.08 1.03 0.98 0.94 0.91 0.88 0.85 0,82 0.79 0.77 0.75 0.73 0.71 0.69 4.30 4.06 3.84 3.65 3.49 3.34 3.21 3.09 2.98 2.88 2.79 2.70 2.62 2.55 2.48 2.42 2.36 Runoff Volume (cf) 5422 5597 5763 5921 6070 6214 6351 6483 6611 6734 6853 6968 7080 7188 7294 7397 7497 Release Volume (cf) Required Storage (cf) 1560 1708 1857 2005 2154 2302 2451 2599 2748 2896 3045 3193 3342 3490 3639 3787 3936 3,862 3,889 3,907 3,915 3,917 3,912 3,901 3,884 3,863 3,837 3,808 3,774 3,738 3,698 3,655 3,609 3,561 required storage = (,,'EI:ri:3:i91;7liJ||ft3 u detention pond.xls K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Transition 0.8 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:27:07 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbur/, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 Inlet Control HWEIev. 0.67ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 0.8 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:26:57 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 Channel 4 channel 4 Total tc: 29 intensity at t; (fig 23): 1.03 post-devel peak runoff: 2.47 c 0.20 0.35 0.50 0.60 0.80 0.80 298,913 acres minutes minutes in/hr cfs Storm Duration (minutes) Intensity (in/hr) Future Runoff Rate (cfs) Runoff Volume (cf) Release Volume (cf) Required Storage (cf) 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 59 61 1,03 0.98 0.94 0.91 0.88 0.85 0.82 0.79 0.77 0.75 0.73 0.71 0.69 0.68 0.66 0.65 0,63 2.47 2.36 2.27 2.18 2.10 2.03 1.97 1.91 1,85 1.80 1.75 1.71 1.67 1.63 1.59 1.55 1.52 4290 4392 4489 4582 4672 4759 4843 4925 5004 5080 5155 5228 5298 5368 5435 5501 5566 2170 2319 2469 2618 2768 2918 3067 3217 3367 3516 3666 3815 3965 4115 4264 4414 4564 2,121 2,073 2,020 1,964 1,904 1,841 1,776 1,708 1,637 1,564 1,489 1,412 1,333 1,253 1,171 1,087 1,002 required storage = jggg^|||ft3 u detention pond.xls inlet Control HW Elev. 1.35 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 1,2 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:26:42 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HWEIev. 0.60ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 1.2 ft2 1 1 1 0 Title: 00-185 Laurel Glen Subdivision Project Engineer: Paul J. Sanford s:\...\stormwater\phase i storm drain.cvm Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 07/22/0205:26:22PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 c 0.20 0.35 0.50 0.60 0.80 0.80 total area: 9.0796 composite C: 0.44 Overland t<: average slope: travel distance: il tc1 (fig. 22): I Channel tc channel tc: Total t,:: intensity at tc (fig 23): post-devel peak runoff: acres S percent saa •feet 1^ minutes IJ minutes 35 minutes 0.91 in/hr 3.61 cfs Storm Duration (minutes) Intensity (in/hr) Future Runoff Rate (cfs) Runoff Volume (cf) Release Volume (cf) Required Storage (cf) 35 37 39 41 43 45 47 49 51 53 55 57 59 61 63 65 67 0.91 0.88 0.85 0.82 0.79 0.77 0.75 0.73 0.71 0.69 0.68 0.66 0.65 0.63 0.62 0.61 0.60 3.61 3.49 3,37 3.26 3.16 3.07 2.98 2.90 2.83 2.76 2.69 2.63 2.57 2.52 2.47 2.42 2.37 7591 7740 7884 8023 8158 8289 8416 8539 8660 8777 8892 9004 9113 9220 9324 9427 9528 2553 2698 2844 2990 3136 3282 3428 3574 3719 3865 4011 4157 4303 4449 4595 4740 4886 5,038 5,041 5,039 5,033 5,022 5,007 4,988 4,966 4,940 4,912 4,881 4,847 4,810 4,771 4,730 4,687 4,641 required storage = |g:::x:::|5,041,;:|g||ft 0 detention pond.xls Inlet Control Properties Inlet Control HW Elev. 0.81 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Submerged 0.2 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:26:04 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 0.2 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:25:45 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 I feet I minutes minutes minutes in/hr cfs Storm Duration (minutes) Intensity (in/hr) Future Runoff Rate (cfs) Runoff Volume (cf) Release Volume (cf) Required Storage (cf) 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 59 61 1.03 0.98 0.94 0.91 0.88 0.85 0.82 0,79 0.77 0,75 0.73 0.71 0.69 0.68 0.66 0.65 0.63 0.56 0.54 0.52 0.50 0.48 0.46 0.45 0.44 0.42 0.41 0.40 0.39 0.38 0.37 0.36 0.35 0.35 978 1001 1024 1045 1065 1085 1104 1123 1141 1158 1175 1192 1208 1224 1239 1254 1269 504 539 574 608 643 678 713 747 782 817 852 887 921 956 991 1026 1060 474 463 450 436 422 407 392 375 359 341 324 305 287 268 248 229 209 required storage = (i j, ^474: u detention pond.xls Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Transition 1.2 ft2 1 1 1 0 Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:25:32 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 1.2 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/22/02 05:25:22 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 total area: 10.3527 composite C: 0.35 Overland t<: average slope: travel distance: tc1 (fig. 22): I Channel t; channel tc: Total 4: 24 intensity at tc (fig 23): 1.16 post-devel peak runoff: 4.24 450,962 acres I minutes I minutes minutes in/hr cfs Storm Duration (minutes) Intensity (in/hr) Future Runoff Rate (cfs) Runoff Volume (cf) Release Volume (cf) Required Storage (cf) 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 1.16 1,10 1.05 1.00 0.96 0.93 0.89 0.86 0.83 0.81 0.78 0.76 0.74 0.72 0.70 0.69 0.67 4.24 4.03 3.84 3.67 3.52 3.38 3.26 3.15 3.04 2.95 2.86 2.78 2.70 2,63 2.57 2.50 2.45 6109 6283 6448 6605 6756 6901 7041 7175 7305 7431 7553 7671 7786 7898 8008 8114 8218 2660 2881 3103 3325 3546 3768 3989 4211 4433 4654 4876 5098 5319 5541 5763 5984 6206 3,449 3,401 3,345 3,281 3,210 3,133 3,051 2,964 2,872 2,777 2,677 2,574 2,467 2,358 2,245 2,130 2,012 required storage = ^•'|j5,4.49|||]ft3 u detention pond.xls Inlet Control Properties Inlet Control HW Elev. 0.86 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 2.5 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\stormwater\phase i storm drain.cvm 07/23/02 12:06:14 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.20 0.35 0.50 0.60 0.80 0.80 total area: 34.2124 acres composite C: Overland t; average slope: travel distance: tc1 (fig. 22): Channel t; channel t;: Total to: intensity at tc (fig 23): post-devel peak runoff: 0.39 percent feet minutes minutes 35 minutes 0.91 in/hr 12.21 cfs Storm Duration (minutes) Intensity (in/hr) Future Runoff Rate (cfs) Runoff Volume (cf) Release Volume (cf) Required Storage (of) 35 37 39 41 43 45 47 49 51 53 55 57 59 61 63 65 67 0.91 0.88 0.85 0.82 0.79 0.77 0.75 0.73 0.71 0.69 0.68 0.66 0.65 0.63 0.62 0.61 0,60 12.21 11.78 11.38 11.02 10.68 10.37 10.08 9.81 9.56 9.32 9.10 8.89 8.70 8.51 8.33 8.17 8.01 25644 26148 26634 27105 27560 28002 28432 28849 29256 29653 30040 30418 30787 31148 31502 31848 32188 9508 10051 10595 11138 11681 12225 12768 13311 13855 14398 14941 15485 16028 16571 17115 17658 18201 16,136 16,097 16,040 15,967 15,879 15,778 15,664 15,538 15,402 15,255 15,098 14,933 14,759 14,577 14,387 14,191 13,987 required storage = | % 1fi,'l36 detention pond.xls 11.03 11.29 11.55 11.82 12.08 12.34 12.60 12.87 13.13 13.39 13.65 13.92 14.18 14.44 14.70 14.97 15.23 15.49 15.75 16.02 16.28 16.54 16.80 17.07 17.33 17.59 17.85 18.12 18.38 18.64 18.90 19.17 19.43 19.69 19.95 20.22 20.48 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 u s:\...\stormwater\storm,fm2 07/23/02 12:02:19 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 2 of 2 8.75 N/A 0.26 0.53 0.79 1.05 1.31 1.58 1.84 2.10 2.36 2.63 2.89 3.15 3.41 3.68 3.94 4.20 4.46 4.73 4.99 5.25 5.51 5.78 6.04 6.30 6.56 6.83 7.09 7.35 7.61 7.88 8.14 8.40 8.66 8.93 9.19 N/A 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90 s:\...\stormwater\storm.fm2 07/23/02 12:02:19 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Scott R. Smith FlowMasterv6.1 [614o] (203) 755-1666 Page 1 of 2 2.26 2.33 2.40 2.47 2.53 2.60 N/A 0.10 0.18 0.26 0.33 0.39 0.45 0.51 0.56 0.60 0.64 0.68 0.72 0,75 0.78 0.81 0.84 0,87 0.89 0.92 0.94 0.96 u Project Engineer: Scott R. Smith s:\...\stormwater\storm.fm2 Allied Engineering Services, Inc. FlowMaster v6.1 [614o] 07/23/0212:05:01PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 0.50 Entrance Loss 0.56 ft Inlet Control Properties Inlet Control HW Elev. 4,750.92 ft Flow Control Inlet TypSquare edge w/headwall (arch) Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0,03980 Equation Form Y 0.67000 Transition 11.4 ft2 0 0 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:40:25 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 0.50 Entrance Loss 0.51 ft Inlet Control Properties Inlet Control HWEIev. 4,750.56ft Flow Control Inlet Typgquare edge w/headwall (arch) Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 11.4 ft2 0 0 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:40:01 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 0.50 Entrance Loss 0.70 ft Inlet Control Properties Inlet Control HW Elev. 4,745.61 ft Flow Control Inlet TypSquare edge w/headwall (arch) Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 N/A 25.7 ft2 0 0 1 u Title: 00-185 Laurel Glen Subdivision s;\...\hydrology-hydrau]ics\culvert master.cvm 07/22/02 02:39:01 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 3 4,742.61 4,743.19 4,742.56 4,742.82 4,745.04 Tailwater conditions for Design Storm. Discharge Velocity 169.00 cfs 1.80 ft/s Actual Depth 2.57 ft Name Description Discharge HW Elev. Velocity Culvert-1 Weir Total 1-88.0x54.0 inch Arch Roadway 169.02cf3 0.00 cfs 169.02cf3 4,745.91 ft 4,745.91 ft 4,745.91 ft 8.53 ft/s N/A N/A Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:39:01 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 3 0.50 Entrance Loss 0.43 ft Inlet Control Properties Inlet Control HW Elev. 4,736.88 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Submerged 3.1 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:36:50 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.50 Entrance Loss 0.33 ft Inlet Control Properties Inlet Control HW Elev. 4,736.21 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Transition 3.1 ft2 1 1 1 0 Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:46:13 PM © Haestad Methods, Inc. Project Engineer: Paul J. Sanford Allied Engineering Services, Inc. CulvertMaster v2.0 [2005a] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 4,736.02 ft Upstream Velocity Head 0.56 ft 0.50 Entrance Loss 0,28 ft Inlet Control Properties Inlet Control HWEIev. 4,735.89ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 3.1 ft2 1 1 1 L Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:36:10 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.50 Upstream Velocity Head Entrance Loss 0.87 ft 0.43 ft Inlet Control Properties Inlet Control HW Elev. 4,738.51 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDSSChan M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Submerged 3.1 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:35:46 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.50 Upstream Velocity Head Entrance Loss 0.66 ft 0.33 ft Inlet Control Properties Inlet Control HWEIev. 4,737.84ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Transition 3.1 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:45:53 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.50 Entrance Loss 0.28 ft Inlet Control Properties Inlet Control HWEIev. 4,737.52ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 3.1 ft2 1 1 1 L Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:35:12 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 Upstream Velocity Head Entrance Loss 0.87 ft 0.43 ft Inlet Control Properties Inlet Control HW Elev. 4,741.84 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Submerged 3.1 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:34:32 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1 -203-755-1666 Page 2 of 2 Inlet Control Properties Inlet Control HW Elev. 4,741.16ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Transition 3.1 ft2 1 1 1 u Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master, cvm 07/22/02 02:45:36 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMaster v2.0 [2005a] +1-203-755-1666 Page 2 of 2 0.50 Upstream Velocity Head Entrance Loss 0.56 ft 0.28 ft Inlet Control Properties Inlet Control HW Elev. 4,740.84 ft Flow Control Inlet Type Square edge w/headwall Area Full K 0.00980 HDS 5 Chart M 2.00000 HDS 5 Scale C 0.03980 Equation Form Y 0.67000 Unsubmerged 3.1 ft2 1 1 1 Title: 00-185 Laurel Glen Subdivision s:\...\hydrology-hydraulics\culvert master.cvm 07/22/02 02:33:51 PM © Haestad Methods, Inc. Allied Engineering Services, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Paul J. Sanford CulvertMasterv2.0 [2005a] +1-203-755-1666 Page 2 of 2 u x I ^ / ^ 0 ^ STORM-WS.S99 KlA 3 0 ^-1 \L. y / ^ y % 5 Q N 9.271 acres IMMANUEL WAY ^ § 1-i \ \ 1 / LEGEND ^ i, u (d H Ih z ^ w. ec ^ \ ^ ft? ^ ^ 0 w CK » \ < CK s «? ^ ^ ta ; INLET DRAINAGE BASIN \/ ^ CO a? \ 7 / GAIL DRIVE ^ a, \ « 0 u 5 z / 3TORM-12 \ / 3 s FLOW DIRECTION ARROW \ 42.163 aa.fti \ DEVELOPMENT HYDRAULIC FLOW LENGTH u.y/ acres iy POST GLENWOOD DRIVE ~t GLENWOOD DRIVE STORN-2 468,,561 »<j.ft. 10.75 STORM-# C "(.ft. t acrea INLET BASIN i * AREA \ STORI^-l 294.780 ^q.ft. 6.77 ac^a \ g STORIM-ll \ ? 408,7991 •q.ft. 9.38 dcrw \ I < s SHADOW GLEN DRIVE BROOKSIDE LANE < / ? u ^ a 01 I STORM-20 / 50.950 |»q.ft. t \ 1:17 I ? 0 '-SBSBk NO. REVISIONS ORAWN BY I DATE 100 200 PROJECT t 01-241 SCALE: 1 INCH - 200 FEET 0 LAUREL GLEN SUBDIVISION PHASE I STORM DRAIN INLET BASINS BOZEMAN, MONTANA Civil Engineering Land Surveying Geotechnical Engineering Structural Engineering 32 DISCOVERY DMVE DATE: 07-23-02 FIGURE 6 BOZBMAN.MT 59718 PHONE (406) 582-0221 FAX (406) 582-5770 D-DRAINAGE ALLIED ENGINEERING PROJECT OVERALL SHEET 6 OF 6 ENQNEER: CBG DRAWN BY: PJS LAUREL GLEN DESIGNED BY; PJS REVIEWED BY: CBG VICES, IN INLET BASINS ^ ^ 3-. K; 24" ANNIE STREET INLET 24" S-S3 MANHOLE 24- INLET 15" 21" 12" 15" 12" 15" u STORM SERVICE STUB s DOUBLE INLET rt 0 > w ^1 x 0 1-1 [N): tl ?1 il I 11 Jl II NO. REVISIONS DRAWN BY DATE 100 SCALE: 1 INCH = 100 FEET 150 PROJECT ENGINEER: CBG DESIGNED BY: PJS DRAWN BY: PJS REVIEWED BY: CBG LAUREL GLEN SUBDIVISION PHASE I STORM SEWER SYSTEM BOZEMAN, MONTANA ALLIED ENGINEERING Civil Engineering Land Surveying Gsotechnical Engineering Structural Engineering 32 DISCOVERY DRIVE BOZEMAN.MT 59718 PHONE (406) 582-0221 FAX (406) 582-5770 PROJECT a- 01-241 DATE: 07-23-02 D-DRAINAGE FIGURE 5 OVERALL SHEET 5 OF 6 LAUREL GLEN STORM SEWER 12" INLET GLEWVOOD DRIVE irs^i » M g ^ < SHADOW GLEN DRIVE M I" < u f-^ m w ^ ft? [/ ^ 12" DURSTON ROAD INLET [Nj i j I I i NO. REVISIONS DRAWN BY DATE 100 SCALE: 1 INCH = 100 FEET ISO PROJECT ENGINEER: CBG DESIGNED BY: PJS DRAWN BY: PJS REVIEWED BY: CBG LAUREL GLEN SUBDIVISION PHASE I STORM SEWER SYSTEM BOZEMAN, MONTANA ^-, ALLIED ENGINEERING SERVICES, INC. Civil Engineering Land Surveying Geotechnical Engineering Structural Engineering 32 DISCOVERY DRIVE BOZEMAN.MT 59718 PHONE (406) 582.0221 FAX (406) 582-5770 PROJECT if: 01-241 DATE: 07-23-02 D-DRAINAGE FIGURE 4 OVERALL SHEET 4 OF 6 LAUREL GLEN STORM SEWER 1 A N.T.S. i[ !l Ij[ s\ s II (/i NO. REVISIONS DRAWN BY I DATE NOT TO SCALE PROJECT ENGINEER: CGB DESIGNED BY: PJS DRAWN BY: RFC. PJS REVIEWED BY: CBG LAUREL GLEN SUBDIVISION TYPICAL DETENTION POND DETAIL BOZEMAN, MONTANA ^s« ENGINEERING Civil Engineering Land Su-veying Geoteclmical Engineering Structural Engineering 32 DISCOVERY DRIVE BOZEMAN.MT 59718 PHONH (406) 582-0221 FAX (406) 582-5770 SERVICES, I PROJECT I: 00-185 DATE: 07/22/2002 Detention Pond Detail,dwg FIGURE LAURELGLEN DRTKN'1'ION POND DETAIL 1.88 15(2) 15 6 15 12 15 8 20.48 7.35 1.05 6.30 4.20 7.35 2.63 Combination of outlet pipe and spillway convey 25-year post-development flow. 8 2.47 4.30 1.51 14.80 5.12 0.68 4.38 2.98 5.19 1.82 19.48 6.82 0.90 5.77 3.95 6.94 2.47 16,136 3,449 474 5,041 2,121 3,917 686 A storm drainage facilities maintenance plan is included in Appendix HI. 3. Storage/Treatment Facilities The Phase I detention ponds will be either located in common open space owned by the Homeowners Association or in park land. Outflow from the detention ponds is controlled using engineered outlet stmctures. The simplified routing technique required by the City of Bozeman was used to size the detention ponds. For sediment control, a minimum basin area of 145 square feet per one cubic foot per second (cfs) release rate is required. In all cases, hydrologic routing controlled the detention pond size and resulted in pond dimensions significantly larger than those required using the sediment control criteria (145 ft per cfs). The design water depth in the detention ponds is 1.5 feet with a maximum basin depth of 2.5 feet (i.e. 12 inches of freeboard for design stonn). The ponds are designed to serve as landscape features with irregular shapes and side slopes less than or equal to 4H.-1V. To maximize particle settling, basin length is at least three times the width. 4. Discharge Structures The detention pond outlet structures will be individually designed for each detention pond but will follow the concept of the typical (Fig. A-2) in the COB Design Standards and Specification Policy. The outlet structures contain low level outlets (vertical rectangular slots in the partition wall) for controlling the discharge to the pre-development 10-year flow rate along with emergency free-flowing overflows (partition wall weir) in combination with spillways capable of conveying up to a 100-year post-development storm event. Outlet piping will discharge to vegetated swales which flow into one of the receiving watercourses. In general, the outlet structures were designed using the following steps: a. Size outlet pipe(s) for 25-year post-development storm: Using the computer program "Culvert Master" by Haestad Methods, size outlet pipe such that the headwater (water in outlet structure downstream of partition wall) is approximately 1.5 feet or less at the 25-year post-development flow rate. b. Size low level outlet to restrict flow to the pre-development rate for storm events with a frequency of 10-years or less. Using weir calculations in the computer program "Flowmaster" by Haestad Methods, size vertical rectangular outlet slot to pass the 10- year pre-development flow rate at a headwater (water level upstream of partition wall, i.e. pond water level) of 1.5 feet using a tailwater (water level downstream of 7 DETENTION POND DRAINAGE BASIN <ES: ; ^ 0 AREA - 1.6 ACRES PRE-DEVELOPMENT 010 - 0.29 CFS POST-DEVELOPMENT 010 - 0.56 CFS 0 ^ >-? ^ ^ IMMANUEL WAY / % ^ 5 Q z t y LEGEND \ % 0 J / H I / w ec •^ >>, ^ » « •o? ^ DETENTION POND »2: ^ 3,470 CUBIC FEET 0 1.5' DEPTH APPROXIMATELY 28" X 83' 0 it? E-< & fa CO DETENTION POND DRAINAGE BASIN a; GAIL DRIVE a, "^, u s FLOW DIRECTION ARROW \ H ^ 2 \ \ \ t t I s I 0 § s / / as ^ ^ <y \ POST-DEVELOPMENT HYDRAULIC FLOW LENGTH PRE-DEVELOPMENT HWRAULIC FLOW LENGTH ^ GLENWOOD DRIVE (SSNWOOD DRIVE 7 I f \ • \ » 1 DETENTION POND DRAINAGE BASIN f2: AREA - 10.8 ACRES PRE-DEVELOPMENT QIC - 1.85 CFS POST-DEVELOPMENT Q10 - 4.24 CFS T -—Y--^- I' I g \ § ? > t, < I w (-< SHADOW GLEN DRIVE BROOKSIDE LANE ?4 . < ? u b DETENTION POND fl: 690 CUBIC FEET ft 1.5' DEPTH APPROXIMATCLY 12' X 37' ec I / \ DETENTION POND DRAINAGE BASIN f!: AREA • 1.2 ACRES PRE-DEVELOPMENT 010 - 0.48 CFS POST-DEVELOPMENT Q10 »• 1.51 CFS \ > NO. PROJECT t 01-241 REVISIONS DRAWN BY DATE 0 100 200 LAUREL GLEN SUBDIVISION PHASE I DETENTION PONDS - CONCEPTUAL BOZEMAN, MONTANA Civil Engineering Land Surveying Geotechnical Engineering Structural Engineering 32 DISCOVERY DRIVE DATE: 07-19-02 FIGURE 2 BOZEMAN,MT 59718 PHONE (406) 582-0221 FAX (406) 582-5770 SCALE: 1 INCH - 200 FEET D-DRAINAGE PROJECT ENGINEER: C8G DRAWN BY: PJS ALLIED OVERALL SHEET 2 OF 6 ENGINEERING LAUREL GLEN DESIGNED BY; PJS REVIEWED BY: CBG SERVICES, INC. DETENTION PONDS » m « t^ia ROAD I 1^» [RS ""Ste.. d 0 » 0 (~1 ?» r" :si ?5i \ v r-( 'I » *!.:.! w •/• Bl ,,/T-SPARK 0 M ^ PARK Ln •t -m. 11 ^ r 181 ^ <"" I PEtASE 1 —-'^--- Y '^ -^ / \ ^\ / s I'M.,.,:a ^. x ^ hi •y ^ DRAiSAGE BASIN: T^BUTARY TO AASKER CREEK 54 ACRES ....,»»-""'*•'"'''••€«» ^ Bl R4J ^ 0 01 i&r ^ 7 ^'^. w ^ s ^'^ >, ^ ^ ^m y. ^\/ .'? W2f s HUFII r^ANE oi u ^ ':::JP:|^<q|| w s 0 i:Jit. ,ila*X, ^i Ill 7i ^^ ^ ®.l; a,' I y. d % s x...{3) PHASE 3 F^3 0. '^ b m ^s Q < >-) \ 0 rrl:^ v 0 !gte.:.,::fe"i g .fl? ^) t ^ -!; < \ VICINITY MAP < (2} *-; SCALE: 1 INCH = 2000 FEET ^fi^-— i A? ^ 4~ — STTR'STOT.f-KOAD w 0' I ^ f-1' / >- •? a? [N] i I j| s\ s st 's. i/i NO. REVISIONS DRAWN BY DATE 0 200 400 600 SCALE: 1 INCH = 400 FEET PROJECT ENGINEER; CBG DESIGNED BY; PJS DRAWN BY: PJS REVIEWED BY: CBG LAUREL GLEN SUBDIVISION MAJOR DRAINAGE FEATURES BOZEMAN, MONTANA •tsm^. ENGINEERING SERVICES. IMC. Civil Engineering Land Surveying Geotechnical Engineering Structural Engineering 32 DISCO VERY DRIVE BOZEMAN.MT 59718 PIIONE (406) 582-0221 FAX (406) 582-5770 DATE: 07-22-2002 D-DRAINAGE FIGURE 1 OVERALL SHEET 1 OF _6_ LAUREL GLEN EX. FEATURES_