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HomeMy WebLinkAbout16 - Design Report - Crossing at Baxter Meadows PH 4F - Water, Sewer, Storm J ENGINEERING N E S I S CONSULTING PLANNING NGINEERING, INC DESIGN 2 4 NO 111h AVENUE,OMEMAN,MT S9715 204 N 111'Ave BOZEMAN,MT 59715 406-581-3319 wiww g-e-i net �®NTqJq August 26,2016 It JEREMY R. Shawn Kohtz, P.E. MA`S Review Engineer tt City of Bozeman Engineering $ No.17579 PE V✓4 Re: Phase 4F of The Crossing Subdivision-Design Report Phase 4F Detail Memo S► ENSE� S�4NAL�N Dear Shawn, The majority of the water,sewer and storm water design has been discussed in the 2013 TD&H "The Crossing at Baxter Meadows Design Report"for Phases 413-41. We wanted to clarify a few items specific to Phase 4F. Water—The water infrastructure remains the same as proposed in the 2013 Report. The water model remains valid. Sewer—The sewer infrastructure remains the same as proposed in the 2013 Report. The estimate flow quantities and pipe flow calculations remain valid. Storm-The storm basins remain the same as proposed in the 2013 Report. More information is provided on the 36"x58" RCP culvert under Tschache Lane,the storm inlets at the low point in Tschache Lane and the depth of 100 year flows over Tschache Lane assuming the culvert is plugged is attached below. The attached Culvertmaster report shows that the culvert will easily handle the 51 cfs 100 year flows with a velocity of about 5.9 ft/s. The attached storm inlet model from StormCAD shows that the three inlets during a 25 year storm event. The attached Flowmaster results for a broad crested weir and open channel approximation show that the full 100 year flow of 51 cfs will flow over Tschache Lane at depths between 02.-0.3 ft. The minimum first floor elevations exceed overflow elevations by approximately 12". Pease see attached memo regarding capture of first 0.5"of precipitation. Cul-de-sac storm pond—Since the cul-de-sac grading flows away from the remainder of the proposed Tschache Lane,a separate storm pond will be required. Attached are the calculation sheets that require 146 cubic feet of temporary retention pond for the cul-de-sac. The temporary pond will be on the west edge of the cul-de-sac as shown on Sheet R- 1. The pond will be removed and replaced with a permanent detention pond when Tschache Lane is connected to Vaquero Parkway. Maintenance—Regular maintenance of storm water facilities is necessary for proper functioning of the drainage system. In general,regular mowing of grass swales and storage ponds and unclogging of inlets and outlet works will be required to prevent standing water,clogging,and the growth of weeds and wetland plants. More substantial maintenance,such as sediment removal with heavy equipment, may be required in coming decades to restore detention and retention pond volume.All maintenance and repair should be prioritized and scheduled in advance. Inlets should be visually inspected yearly. Typical maintenance items include removing obstructions,cleaning and flushing pipes, mowing grass and weeds,tree maintenance to prevent limbs from falling and blocking swales,and establishing groundcover on bare ground. 204 N. 11t1 Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net Page 1 of 2 ��1 NESIS NGINEERING,INC Floodplain—The culvert underTschache Lane was sized the same as previously modeled in the 2007 Floodplain Analysis by TD&H and therefore the floodplain should remain the same as modeled at that time. If you have any questions or need anything else,please contact me at 581-5730. Sincerely, OTeQ^/q 9 N r PE Jere ay, P.E. o��s Genesis Engineering, Inc. www.s-a-i.net H:\1139\001\DOCS\DESIGN\STORM\DESIGN REPORT MEMO.doc 204 N. 11'h Ave.,Bozeman,MT 59715 Cell:(406)581-3319 vww q-e-i net Page 2 of 2 ENGINEERING S I S CONSULTING PLANNING % NGINEERING9 INC DESIGN 204 N.11"Ave BOZEMAN,MT 59715 406-581-3319 • mm.g-a-i.net August 26, 2016 To: File Re: COB Question regarding the first 0.5 inches of precipitation The volume of direct runoff from any storm event is effected by many things. For smaller watersheds such as the one here at The Crossings, we usually look at the current event as independent of previous events which is common practice in hydrology. The total amount of rainfall available or precipitation (P) using the 10-Year 24 hour storm event in Bozeman equates to about 1.88 inches of rain over a 24 hour period according to local IDF curves and the NOAA Atlas. This total precipitation is broken into three parts as it begins to hit the ground-initial abstraction (la), direct runoff(Q), and actual retention (F)or losses which consist of depression and interception storage. We often use the SCS method to separate the total precipitation in these three components. A link to the technical release document often referenced is: littp://www.fircs.usda.gov/liitet-iiet/­FSE DOCUMENTS/stelprdb1044171.1)clf According to USDA's Urban Hydrology for Small Watersheds,the Curve Number associated with a soil type B and 1/5 acre residential lots is 80—Table 2-2a. Using the standard SCS method, S=(1000/CN)—10= 1000/80-10=2.5 inches And Initial Abstraction Is- la =0.2S = 0.2 * 2.5 inches=0.5 inches Therefore,our drainage plan includes provisions for the first 0.5 inches of rainfall from the 24-hour storm in The Crossing development to be retained in the surface depressions,ground cover vegetation, evaporation, and infiltration into soils according to USDA's SCS method. Thank you for your help with this project and should you need anything else please let us know. Sincerely, 6t;-ALZ) Chris Wasia,P.E. Genesis Engineering,Inc. www.g-e-i.net H:\1139\001\DOCS\DESIGN\STORM\Storm Response.doc 204 N. 11"'Ave.,Bozeman,MT 59715 Cell:(406)581-3319 www.q-a-i.net Page 1 of 1 Culvert Calculator Report 36X58 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,709.31 ft Headwater Depth/Height 0.95 Computed Headwater Elevation 4,707.85 ft Discharge 51.00 cfs Inlet Control HW Elev 4,707.63 ft Tailwater Elevation 4,706.22 ft Outlet Control HW Elev 4,707.85 ft Control Type Entrance Control Grades Upstream Invert 4.705.00 ft Downstream Invert 4,704,22 ft Length 96.00 ft Constructed Slope 0.008125 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth,Downstream 2.00 ft Slope Type Steep Normal Depth 1.30 ft Flow Regime N/A Critical Depth 1.65 ft Velocity Downstream 5.93 ft/s Critical Slope 0.003999 ft/ft Section Section Shape Arch Mannings Coefficient 0.013 Section Material Concrete Span 4.88 ft Section Size 58.5 x 36.0 inch Rise 300 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev 4,707.85 ft Upstream Velocity Head 0.80 ft Ke 0.50 Entrance Loss 0.40 ft Inlet Control Properties Inlet Control HW Elev 4,707.63 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 11.4 ft2 K 0.00980 HDS 5 Chart 0 M 2.00000 HDS 5 Scale 0 C 0.03980 Equation Form 1 Y 0.67000 Project Title:THE CROSSING CULVERT Project Engineer:JEREMY MAY c:\docume-1\christ-1\desktop\crossing.cvm CulvertMaster v1.0 07/28/16 02:15:58 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 � k/ \ ( \ea \ k /§ / . w ( q q q / 1- � LQ co / � / � � m m w � � o � g - - - 7 S 1.0 2 ( . co R t § j q2'/ 11 CM % �� / j k �ClW 3 $ o ƒ _ . + \ ° 0 ( � LO q � COo 2 m 6 ` ; _ o a 6 ] Rkm . 2 + mmo � y �- - - - g � \ m = � ` m i I « � � � § . 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U O O a as a a a` uo 100 YR TSCHACHE OVERFLOW Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00500 ft/ft Discharge 5100 ft'/s Section Definitions 3tettan(ft} Elevation(ft) 0+00 471000 0+33 4709.31 1+04 4709.31 2+00 471021 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,4710,00) (2+00,4710 21) 0 013 Options L;urrent F<ougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.22 ft Elevation Range 4709.31 to 4710.21 ft Flow Area 19.46 ft, Wetted Perimeter 105.15 ft Hydraulic Radius 019 ft Top Width 105.14 ft Normal Depth 0.22 ft Critical Depth 023 ft Critical Slope 000427 ft/ft Bentley Systems,Inc. Haestad Methods SdMkb%X4 wMaster V8i(SELECTseries 1) [08.11.01.03] 7/28/2016 2:30:44 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 100 YR TSCHACHE OVERFLOW Results Velocity 2.62 ft/s Velocity Head 0.11 ft Specific Energy 0.33 ft Froude Number 1.07 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Dante Upstream Depth 0.00 It Profile Description Profile Headloss 000 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.22 ft Critical Depth 023 ft Channel Slope 000500 ft/ft Critical Slope 000427 ft/ft Bentley Systems,Inc. Haestad Methods Sd)*IAk&%kdWMaster V8i(SELECTseries 1) [08.11.01.03] 7/28/2016 2:30:44 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 100YR ROAD OVERFLOW WEIR Project Description Solve For Headwater Elevation Input Data Discharge 50.00 ft3/s Crest Elevation 4709.35 ft Tailwater Elevation 4709.00 ft Crest Surface Type Paved Crest Breadth 33.00 ft Crest Length 75.00 ft Results Headwater Elevation 4709.72 ft Headwater Height Above Crest 0.37 ft Tailwater Height Above Crest -0.35 ft Weir Coefficient 2.99 US Submergence Factor 1 00 Adjusted Weir Coefficient 2.99 US Flow Area 27.58 ftz Velocity 181 ft/s Wetted Perimeter 75.74 ft Top Width 75.00 ft Bentley Systems,Inc. Haestad Methods Sdille ithIDNOmMaster V8i(SELECTseries 1) [08.11.01.03] 7/28/2016 2:32:05 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 MMI#: 1139 001 DATE: 8/25/2016 ENGINEER: JRM Cul-de-sac Pond MODIFIED RATIONAL METHOD Qp=CIA PRE-DEVELOPMENT RAINFALL FREQ= 10 YR(DURATION=1) i=A*(Tc/60)-la (CITY OF BOZEMAN) BASIN AREA PRE= Oil AC STORM EVENT S7OKM I COEFF INTENSITY YR) A B ON/HR) PRE-DEV Tc= 50 MIN 2 036 0.6 1 60 5 0.52 0.64 255 PRE-DEV C= 020 10 0.64 0.66 330 25 0.78 0.64 3 83 STORM A= 064 50 0.92 0.66 474 B= 066 100 1.01 0.67 5.34 STORM INTENSITY= 3.30 IN/HR PRE-DEV Qp= 0.07 CFS POST-DEVELOPMENT POND VOLUME: CONST.RLIZ%.SE (CITI BASIN AREA POST= Oil AC 15.18 POST-DEV Te= 5.0 MIN TRIANGLE RELEASE DETENTION (CFI POST-DEV C= 045 2937 STORM INTENSITY= 3.30 IN/HR AVERAGE VOLUME (CFI POST-DEV Qp= 0.16 CFS 22,27 OUTLET STRUCTURE DESIGN RL•-TENTION (CF) POND: Cul-de-sac Pond 146.12 REQUIRED VOL= 22.27 CF (AVG.0/W CONST&TRIANGLE RELEASE) DIAMETER= 10.00 IN LENGTH OF PIPE= 70.00 FT QPRE= 0.07 CFS HEAD WATER= 5.00 FT AREA= 0.06 SF N= 0.012 ORIFICE= 3 1/4 IN Ke= 0.50 ORIFICE FLOW= 0.62 CFS SLOPE OF PIPE= 0.005 FT/FT FLOW OUT= 473 CFS **NEED ORIFICE AVE SURF AREA= 304 SF H:\1139\001\DOCS\DESIGN\STORM\culdesac pond 1 OF 2 PRINTED: 8/2 512 0 1 6 Cul-de-sac Pond POND VOLUME CALC'S OUTLET STRUCU7'RE CALC'S Triangle Release Constant Release SLOPE01' ENERGY ORIFICE DURATION INTENSITY Qp POND VOLUME POND VOLUME PIPE FLOW OUT (MIN) (IN/HR) (CFS) (CF) (CF) (1"fll'"1') (CPS) (CFS) 475 3.41 0 17 2692 15.04 0 000 4.543 0 620 5.75 301 0 15 27.97 15.18 0.001 4.581 6.75 2.71 013 28.67 14.88 0.002 4.619 7.75 2.47 012 29.10 14.26 0.003 4.656 8.75 2.28 011 29,32 13.38 0,004 4.693 9,75 2,12 011 29,37 12.29 0.005 4.730 10.75 1.99 0.10 29.26 11.01 0,006 4.766 11.75 1.88 0.09 29.04 9.57 0.007 4.803 12,75 1.78 0.09 28,71 8.00 0,008 4.839 13.75 1.69 0.08 28.28 6.32 0.009 4.874 14.75 1.62 0.08 27,77 4.53 0.010 4.910 15.75 1,55 0.08 27.19 2.64 0,011 4.945 16.75 1.49 0.07 26.54 0.67 0.012 4.980 17.75 1.43 007 25,84 -1.37 0.013 5.015 18,75 1,38 007 25.08 -3.49 0,014 5.049 19.75 1.33 0.07 24.27 -5.66 0.015 5.083 20,75 1.29 0.06 23.41 -7-90 0.016 5,117 21,75 1.25 0,06 22.52 -10.19 0.017 5.151 22.75 1.21 0,06 21,59 -12.54 0.018 5.185 23.75 1.18 0.06 20.62 -14.93 0.019 5,218 24.75 1,15 0,06 19.61 -17,36 0.020 5.251 25.75 1.12 0.06 18.58 -19.83 0.021 5,284 26,75 1.09 0.05 17.52 -22,35 0,022 5.317 27,75 1.06 0.05 16.43 -24.89 0,023 5.349 28.75 1.04 0,05 15.31 -27.48 0.024 5.381 29,75 L02 0.05 14.17 -30,09 0.025 5.414 30.75 0.99 0.05 13.01 -32.74 0.026 5.446 31.75 0.97 0,05 1 L83 -35.42 0.027 5.477 32.75 0.95 0.05 10.62 -38.12 0,028 5.509 33.75 0.94 0.05 9.40 -40.85 0.029 5 540 3475 0.92 0.05 8.16 -43.61 0.030 5.571 35.75 0.90 004 6.90 -46.39 0,031 5.602 36.75 0.88 004 5.62 -49.19 0,032 5.633 37.75 0,87 0,04 4.33 -52.01 0,033 5.664 38.75 0.85 0.04 3,02 -54.86 0,034 5.695 39.75 0.84 0.04 1.70 -57.73 0.035 5.725 40.75 0.93 0,04 0.36 -60.61 0.036 5.755 41.75 0.81 0.04 -0,99 -63.52 0.037 5.785 42.75 0.90 0.04 -2.35 -66,44 0,038 5,815 4375 0.79 0.04 -3.72 -69 38 0.039 5,845 4475 0.78 0.04 -5.1 1 -72 33 0.040 5.874 HM 139\001\DOCS\DESIGN\STORM\culdesac pond 2 OF 2 PRINTED: 8/25/2016 Project: Phase 4F of The Crossing I' SPECTRA �tM•;WA�Ip/Ynl'.'1 N '•1•.Y4RN E• T � TENSAR INTERNATIONAL CORPORATION www.tensarcorp.com 1-800-TENSAR-1 Phase 4F of The Crossing Bozeman, Montana, United States G DESIGNER 5 oTensar International Corporation 5883 Glenridge Drive, Suite 200 W Atlanta,Georgia 30328,United States 9 a ATTN: 9 404-250-1290(TEL) b b 404-250-9185 (FAX) s N O _ • C G This document was prepared using SpectraPave3TM Software Version 3.40 ESISDeveloped by Tensar International Corporation Copyright 1998-2008,All Rights Reserved. Paoe 1 of 8 Base Course Reinforcement - Standard Method Project: Phase 4F of The Crossing Design Methodology The calculations contained in this section are based on the methodology prescribed in the AASHTO (1993) guide. When reference is made to the `AASHTO (1993) Equation', the equation concerned is that given at the top of Figure 3.1 on Page II-32 of the document. In addition to ensuring that the overall Structural Number of the pavement is at least equal to that required to carry the intended traffic load, it is also recommended to ensure that individual layers are designed in accordance with the Layered Analysis approach prescribed in Section 3.1, Part II of the AASHTO (1993)document. Design Parameters a) Pavement Layer Properties Elastic Cost Layer Drainage Layer Description modulus, E (psi) ($ICY) coefficient factor Asphalt Wearing ACC1 Course 400,000 0.40 N/A ONE LAYER ACC2 Dense-graded 400,000 040 N/A Asphalt ABC Aggregate Base 30,000 0.14 1.0Course i SBC Subbase Course 11,000 0.08 1.0 i b) Input Parameters for AASHTO (1993) Equation Parameter Value Reliability (%) 95 Standard Normal Deviate -1.645 Standard Deviation 0.49 Initial Serviceability 4.2 Terminal Serviceability 2.0 Change in Serviceability -2.2 Subgrade Resilient Modulus (psi) 3,981 a Q� d O c7 W 9 O O 9 8 x 0 0 a M�rt cC cc This document was prepared using SpectraPave3Tm Software Version 3 40 \�JIJ Developed by Tensar International Corporation RGINEERJi6)y� Copyright 1998-2008,All Rights Reserved. Paoe 2 of 8 Base Course Reinforcement - Standard Method Project, Phase 4F of The Crossing Results Table 1 - Proposed Pavement Section Layer Thickness ACC 1 & ACC2 ai mi SN (in) ARE ONE LAYER ABC gin ACC1 1.0 0.40 N/A 0.40 �t ACC2 2.0 0.40 N/A 0.80 ABC 6.0 0.14 1.0 0.84 SBC SBC 12.0 0.08 1.0 0.96 Overall Structural Number(SN) 3 Table 2a-Calculated Trafficking Based on Overall Structural Number Reinforced Allowable traffic load Unreinforced (ESAL's) BX1100 BX1200 69,000 138,000 276,000 t a 0 w 0 O 9 s 0 x N N W C O G. This document was prepared using SpectraPave3TM Software Version 3 40 1 Developed by Tensar International Corporation ] Copyright 1998-2008,All Rights Reserved. Pace 3 of 8 Base Course Reinforcement - Advanced Method Project:Phase 4F of The Crossing Design Methodology The calculations used in this design are based on the methodology prescribed in the AASHTO (1993) guide. When reference is made to the AASHTO (1993) equation, the equation is provided at the top of Figure 3.1 on Page II-32 of the document. The individual layers are designed in accordance with the layered analysis approach prescribed in Section 3.1, Part II of the AASHTO (1993) document. In the advanced layered analysis, the default TBR values are applicable for a subgrade CBR of 8% or less. If the subgrade CBR exceeds 8%, the TBR value is reduced proportionally. In contrast with the standard layered analysis, the improved elastic response of the pavement due to the presence of the geogrid is accounted for in the advanced design method by increasing the overlying layer coefficients according to the type or position of the geogrid. In addition, the improved rut damage performance of the subgrade or aggregate layers, due to the presence of the geogrid, is accounted for by applying the specified or modified TBR to the unreinforced predicted life of the overlying layers, according to the geogrid type or position. Design Parameters Table 1a) Material Properties Elastic Cost Layer Drainage Layer Description modulus, E (psi) ($ICY) coefficient factor Asphalt Wearing ACC1 Course 400,000 130 042 N/A ACC2 Dense-graded 400,000 118 040 N/A Asphalt Course ABC Aggregate Base 30,000 43 014 1.0 Course SBC Subbase Course 11,000 30 0.08 1.0 SG Subgrade 5,000 N/A N/A N/A I Table 1 b) Input Parameters for AASHTO(1993) Equation a Parameter Value Reliability (%) 95 Standard Normal Deviate -1.645 Standard Deviation 0.49 W g Initial 4.2 0 9 Terminal 20 Change in Serviceability _2 2 x a a ' A r A LJ�J This document was prepared using SpectraPave3TM Software Version-3 40 'Y Developed by Tensar International Corporation EIi�IL Copyright 1998-2008,All Rights Reserved. Paoe 5 of 8