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HomeMy WebLinkAbout07 - Design Report - Knolls at Hillcrest - Stormwater Updated E N G I EE lir im 1 TECHNICAL MEMORANDUM To: Bob Murray, PE From: Todd S. Mitchell, PE � r Date: June 6, 2007 RE: Stormwater Design Changes for the Knolls at Hillcrest Dear Bob: Enclosed are the design drawings, data and information relating to the stormwater drainage system modifications we have made for the Knolls at Hillcrest. I had discussed these changes with you some time ago, and am providing you with this documentation for your records. The changes were necessary to accommodate existing and proposed underground gas, electric, cable and phone lines along Birchwood Lane at the Hillcrest Facilities. The plans show new inlet locations and associated piping for the stormwater drainage system. Overall, runoff in the system is still delivered to the same location, at the pond located in the northwestern corner of the development. The following is a listing of the changes we made to the drainage system and the rationale for doing so. A. We relocated Catch Inlet #21 to Station 5+07.61 on Birchwood Lane just before the area where the crown transition changes from a southerly to a northerly straight grade. The inlet was no longer needed on the west side of Pilot Knob Road as the road cross slope is warping to the northeast to match Birchwood Lane's profile. B. Catch Inlet/ STMH#22 will remain in place but will have different inlet and outlet pipe angles as shown on SD3 and SD4. C. We will add combination inlets #26 and#27 along the northerly side of Birchwood Lane. Birchwood Lane will have a straight graded cross slope to the north between Stations 4+50 and 1+75 (approx.). Catch Inlet / STMH #26 will accept flow from STMH#22 along with additional surface runoff from a portion of the Birchwood Facility to the northwest of this inlet. Catch Inlet / STMH #27 will accept flow from STMH#26 along with additional surface runoff from a portion of the Birchwood Facility to the northwest of this inlet. D. From STMH#27, runoff will be piped back across Birchwood Lane to the south into Detention Pond#2. 3991 Valley Commons Drive,Suite 200 Bozeman,Montana 59718 P•406.587.1727 F•406.587.1728 Technical Memorandum Page 2 Bob Murray, PE June 6, 2007 E. Due to the above rearrangement, we have eliminated the inlet chase along Birchwood Lane at Station 2+01.22. F. The remaining surface drainage along Birchwood Lane will be captured via the inlet chase on the south side of Hillcrest Access Drive. The following information is included with this memorandum for your review and reference: 1. Runoff calculations contributing to the new inlets. 2. Pipe capacity calculations. 3. Revised stormwater drainage system design drawings (SD3 and SD4 in plans) 4. Approved shop drawings for the new and modified inlets. I assume we won't need stamped approved plans for these modifications, and we can submit the changes with the As-Built drawings being prepared for the project. If you have any questions or need any additional information, please don't hesitate to contact me. Thank you. TSM:tsm Enclosures: Plan Sheets Calculations Shop Drawings (2 copies) 1 AYrojeclsA06"Ae Knolls WesAGenerzri Admb?0007 Lellers\Ulrorcp Bob Tech Menro Storm Uroin Revisions 6-7-07.doc Stormwater Drainage Calculations Runoff Calculations KNOLLS AT HILLCREST PIPE 22, 26 AND 27 ANALYSIS OFF SITE BASIN 2A CONTRIBUTIONS 25 YEAR EVENT April 18,2007 OVERLAND FLOW° SHALLOW CONCENTRATED FLOW t' AREA Weighted S Do to Da S v is to+% Duration Intensity Peak Qs5 BASIN (ac) I C c I (%) (If) (min.) (If) k (%) (fps) (min.) (min.) (min.) (In/hr) I (cfs) 2A-21* 1.37 1 0.74 1 0.74 13.0%1 211 1 6.78 1 165 1 20 1 4.5% 1 4.24 1 0.65 1 7.43 1 7.43 1 2.97 1 3.04 2A-26** 1.20 1 0.31 1 0.31 17.8%1 290 1 12.691 1 1 1 1 1 12.69 1 12.69 1 2.11 1 0.79 * Flow into STMH#21 used to determine pipe sizing for pipe going into STMH#22 from the west and Pipe#22 towards STMH#26 * Flow into STMH#26 used to determine pipe sizing for Pipe#26 towards STMH#27 and Pipe#27 into Pond a run-on from off site b to for overland flow estimated using the FAA,USDOT Equation ° is estimated using the Velocity Method is=Ds/60v where v=k x S'/Z(from Hydrologic Analysis and Design, Richard H. McCuen, 1998) velocity calulated using FlowMaster Note: k-coefficients used in the Shallow Concentrated Flow and Channel Flow(Velocity method)for this project were determined using an iterative process in FlowMaster and a comparison to values in Table 3-14 of Hydrologic Analysis and Design, Richard H. McCuen, 1998. 06-006 Pipe 22-27 analysis 4-18-07.xls Post-development Q Page 1 of 1 Stormwater Drainage Calculations FlowMasterTM Printouts Worksheet for Storm Pipe #21 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.50 Diameter 15.00 in Discharge 3.04 cfs Results Normal Depth 895 in Flow Area 076 ft2 Wetted Perimeter 2.21 ft Top Width 1.23 ft Critical Depth 0.70 ft Percent Full 59.6 Critical Slope 000605 ft/ft Velocity 3.98 ft/s Velocity Head 0.25 ft Specific Energy 0.99 ft Froude Number 0.89 Maximum Discharge 4.91 ft3/s Discharge Full 4.57 ft3/s Slope Full 0.00221 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 59.64 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001 4/1812007 4:42:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #21 GVF Output Data Normal Depth 8.95 in Critical Depth 0.70 ft Channel Slope 050 % Critical Slope 0.00605 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/18/2007 4:42:24 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #22 INTO STMH22 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 4.07 % Diameter 15.00 in Discharge 3.04 cfs Results Normal Depth 4.93 in Flow Area 0.35 ft2 Wetted Perimeter 1.53 ft Top Width 1.17 ft Critical Depth 0.70 ft Percent Full 32.9 % Critical Slope 0.00605 ft/ft Velocity 8.65 ft/s Velocity Head 1.16 ft Specific Energy 1.57 ft Froude Number 2.79 Maximum Discharge 14.02 ft,/s Discharge Full 13.03 ft3/s Slope Full 0.00221 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 32.87 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 4/18/2007 4:43:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #22 INTO STMH22 GVF Output Data Normal Depth 4.93 in Critical Depth 0.70 ft Channel Slope 4.07 Critical Slope 0.00605 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/1812007 4:43:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #22 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 5.97 % Diameter 15.00 in Discharge 5.30 cfs Results Normal Depth 5.99 in Flow Area 0.46 ft- Wetted Perimeter 1.71 ft Top Width 1.22 ft Critical Depth 0.93 ft Percent Full 39.9 Critical Slope 0.00818 ft/ft Velocity 11.59 ft/s Velocity Head 2.09 ft Specific Energy 2.59 ft Froude Number 3.34 Maximum Discharge 16.98 ft3/s Discharge Full 15.78 fP/s Slope Full 0.00673 ft/ft Flow Type SuperCriticai GVF Input Data Downstream Depth 0.00 in Length 000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 39.92 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4118/2007 4:43:28 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #22 GVF Output Data Normal Depth 5.99 in Critical Depth 093 ft Channel Slope 597 Critical Slope 0 00818 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 4/18/2007 4:43:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #26 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 5.92 Diameter 15.00 in Discharge 5.96 cfs Results Normal Depth 6.40 in Flow Area 0.50 ft' Wetted Perimeter 1.78 ft Top Width 1.24 ft Critical Depth 0.99 ft Percent Full 42.7 % Critical Slope 0.00913 ft/ft Velocity 11.93 ft/s Velocity Head 2.21 ft Specific Energy 2.74 ft Froude Number 3.31 Maximum Discharge 16.91 ft'/s Discharge Full 15.72 ft3/s Slope Full 0.00851 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 42.68 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/18/2007 4:43:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #26 GVF Output Data Normal Depth 6.40 in Critical Depth 099 ft Channel Slope 592 % Critical Slope 0.00913 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/18/2007 4:43:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #27 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 Diameter 15.00 in Discharge 5.96 cfs Results Normal Depth 11.37 in Flow Area 1.00 ft2 Wetted Perimeter 2.64 ft Top Width 1.07 ft Critical Depth 0.99 ft Percent Full 75.8 Critical Slope 0.00914 ft/ft Velocity 5.97 ft/s Velocity Head 0.55 ft Specific Energy 1.50 ft Froude Number 1.09 Maximum Discharge 6.95 ft3/s Discharge Full 6.46 ft3/s Slope Full 0.00851 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 75.77 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4/18/2007 4:46:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #27 GVF Output Data Normal Depth 11.37 in Critical Depth 0.99 ft Channel Slope 1.00 % Critical Slope 0.00914 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 4118/2007 4:46:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Revised Plan Sheets SD3 and SD4 \U INSTALL 53.5 LF O ;P @ 4,07% �� O -_ _--- --- __-- --- -I 6N=496942 INSTAL STMHJ9 C. o I 1 LE IN=4969.42 ` 1 STA9+STMH#22 1 IT 1 i f �'✓ I STA EL=450.98 0) m I I WSTALL 4B"LD CATCH INLET/STMH 013 L '' TBC EL=4970.98 STA 4+05.25(-15.50) INSTALL 115 5 2. OF \ 15"RCP LE.IN(S=4967.24 4 p INSTALL 36"LD CATCH INLET#19 15'RCP @ 2.70%- 15"RCP E.IN(S)= )=496 TBC EL=49B7.27 I - i/ ?f I+ I r v I I { STA 7+81 52(-15.50) - 15'RCP LE.OUT(NE)=4967,24 ( I I 15"RCP LE.IN(S)=4963.5I I I TBC EL=4974.78 - •,, 1 I I I I `5"RCP I.E.OUT(NEj=4983.53 I I 15"RCP I E-OUT=4971.03 ' I I INSTALL 48"LDICATCH INLET I STMH#12 I I PT:7+0682 ��� r - ,?' \` _ INSTALL 46"CATCH INLET/STMH#26 North N I INSTALL 36"LD CATCH IN #11 STA 2+30.00(-15.50) - / • � (SEE SHEET SD4 FOR DETAILS) a b I STA 0+46.50(-15.50) TBC EL=4996 62 I INSTALL 31.2 LF OF 15"RCP @ 1.75% i -1 O TBC EL=5002.50 - y 15"RCPI.E IN(S)=4991.18 Z I - 15"RCP I.E.OUT(N)=4998.85 - I L 15"RCP LE.OUT(N)=4991.18 iNSTALL48'I.D CATCH ��.. V INSTN.UB"CATCH INLET ISTMH#26 INLET I STMH#20 \ O\`- (SEE SHEET SD4 FOR DETAILS) •"•) D+00 -3tW. ".6+00---PO[b+64r STA 7+84.15(+15-0) TBC EL=4974.08 15"RCP IE IN(SW)=4970.36 4 15"RCP LE OU7"(N)=4970.36 1 m 1 INSTALL 35.6LFOF75"RCP�t.66S6 _W8TALL 48•LD CATCH INLET STMH III' --- - - ----- - --- - ! STA 4+22.00(+15.50) e - .1'-k- - • TBC EL=4986.67 I I INSTALL 48"LD CATCH INLET I STMH#16 9 - 15"RCP I.E.IN(W)=4982.99 SEE SHEET SD2 FOR DETAILS - • _ 15"RCP I E OUT(NE)= 982.99 i I I ¢ 4y I ly: I Ie C, CONSTRUCT SWALE ( t w INSTALL 27.8 LF OF 15'RCP @ 4.81 h I INSTALL 27.0 LF OF 18'RCP @ 10,15% __r--x-- T 1 " - ry __ -m I iI WITH 3:1 SIDE SLOPES 7 SEE LINEAR PARK MASTER _ - ^ t__ _ -�q I I / I •(SEE SHEET SD4 FOR DETAILS) - ~r o•' �' I 1 PLAN FOR DETAILS _��__--•�I" INSTAL)46"1.0 CATCH I I STMH#15 `- 1 -01 DETENTION 1 SEE SHEET SOP FOR DETAILS �e-- - .a. •r+ -n _ _ ry -r.--,, n- r. - C POND#2 I �+' J - PUBENSE�AaE - N_•H s <�< �m - PROPER.11N�, «-r -w•- -""- -- _I I >n �� ,n E 2 EXOAVATIO TYPE A BACKFILL ALL ST RM PIPE IS CLASS III RCP 5005 6006 �`` \ 1B EXISTIN GRADE Ll�_ '°(F� (CENT:RUNE) -_-- I.-- li-k- \ --- r Tf• 4995 4995 Qf ii _ NOTES: _ 1. CATCH INLET CASTINGS TO BE CITY OF BOZEMAN '- ---- 'e STANDARD(NEENAH R-3067-L,EJIW 7030,DEETER 2047L,OR D&L 1-3517). 2. TRANSITION DRIVE OVER CURB AND GUTTER TO @ \ MATCH INLET CASTINGS BEGIN TRANSITION 5-FEET --_`�- _ •s(F C� FROM EACH SIDE OF INLET. R 15• `� U 4985 4985 av J O \ FINISHE GRADE � m P� LL \ O y U. a �__ 4975 4975 -- in 2 \ U � y \ rn a - l6• CP@Z70% a 2 0 U #Y_ ",19U,,�W�II Qhu HaJWoNZ �H 86~FUr�•�m�II ���xra NIU'vI��u?IIi,II,,I�;, �wHa 86rr•Umo��mIIi l ��Fa NN�<� ` F�UFIIMnt�,n yvl, \ 46 4985 = ' Y3 c? n• MIR W v2 r - MID z,- Z z z ZIW< III Z Zz zOW< UUU»a w n �Qm f� m U 1 HJmN 4955 ; 4965 Y, yy,, 1^� t•I q m mm ttpp NN� yy�, pp po O N h N •tom, ^ � � a m •O Ol tO f0 n m � m N n ••1 W � � �1� Obi � Y I° N YO'1 A m 0 P h � � b � O) G fy p' NO pp p0q, v) Y> N pp,,• qm [V •G m N y m ^ h n lqf qN �• S O pp pO O�l1 O O O per' OI q Om, 0 O, O, O�f p� O�'1 Omi 00, p� Om, T Oml Obi Omi O^, m 0 W ^ m O Y O V O N h N O V O < ! V F O Q V V O V O F V F O a s Y O O O ° 3 -0+50 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 6+00 9+00 10+00 10+50 - 0 Y M 2 50 10o REVISION DATE: JJK REVISADJUSTMENT THE KNOLLS AT HILLCREST / 11IBI08 JJK ADJUSTMENT TO WATER PROFILE �� Scale in Feet 11/27/O6 TSM COB COMMENTS * r°DDSI HEN SHEET m 1118107 JJK ADJUST PROFILE DEPTH 8 INLET ELEV'S wicHeu01 PILOT KNOB ROAD S D s Bozeman Deaconess PROJECT ENGINEER: TSM DESIGNED BY: JJK 4/18/07 JJK REVISED STORM LAYOUT +925PE 3985VaBey Commons DAve `°•••�° '- STORM DRAINAGE PLAN AND PROFILE 3 1 Bozeman,MT 59718 Health Services CHECKED BY: TSM DRAWN N JJK (4°6)586-99� PROJECT NO: OB-006 DATE: NOVEMBER 2,2006 r o � D m m N O V O - INSTALL 24'CURB CUT, i INSTALL 115.0 LF OF EC --`--- _ _ INLET CHASE(SEE C.O.B.STANDARD 18"RCP @ 1 DO%WITH INSTALL 48"1-D.CATCH INLETISTMH#27 �ST' _ _ DRAWING#02529-14).AND DRAINAGE r F.E.T.S.AND RIP RAP STA.2+03.52(+1550) ^'A�ESS De SWALE WITH 3:1(OR FLATTER) I � ) AT OUTLET CONSTRUCT TBC EL=4961.99 - R. - --- SIDE SLOPES INSTALL 15.0 LF OF SWALE GRADED TOWARD North 15"RCP I.E.IN=4957.97 11 -- _-- INSTALL 36"I.D.OUTLET POND WITH 3:1 OR 15"RCP LE,OUT=4957.97 NOrth 16-RCP @ 1.50%WITH STRUCTURE#25 ` FLATTER SIDE SLOPES 7 - F.E.T.S.AND RIP RAP (SEE DETAILS THIS SHEET) \ _ _ �' "-i1-� `-li-�- • 1- AT OUTLET \ INSTALL 103.4 LF OF 15"7P@ 5.92% - - r`.e \ - INSTALL ae LF of 1s 1 DETENTION POND#2 INSTALL 4W I D CATCH INLETISTMH#26 - IE OUT=4957.39 /, POND DESIGN $ STA.3+2423(+15.501) I � - TBC EL=4968.11 .10T --�:� 1 TOTAL VOLUME(MINIMUM):E 13,897 CUBIC FEET DETENTION 15"RCP I.E.IN=4963,99 y MAXIMUM POND HEIGHT: 30" 15'RCP I.E.OUT=4963.99 MAXIMUM POND WATER HEIGHT: 4.4 S Is POND#1 t ' DESIGN RELEASE RATE: 4.49 CFS 10,196 C.1' _IB'RCP F.E.TS. ' CONSTRUCT SWALE INSTALL 27.4 LF OF 21"RCP MAXIMUM POND SIDE SLOPE: 3:1 - IE AT O =49BB.Ot / 13Y WITH 3:1 SIDE SLOPES S 3.90%CONNECT TO TOP OF POND ELEV: 495525 LT I SYSTEM INSTALLED WITH BOTTOM OF POND ELEV: 4952.75 _ - INSTALL 54.4 LF OF 15"RCP 5.97% �f I DETENTION I POND#2 HIGHLAND BOULEVARD _ RECONSTRUCTION OUTLET STRUCTURE DESIGN / OpD L ��r , 13,997 C.F PHASE I 7 INSTALL CATCH INLET#21 - SEE C.O.B.DESIGN STANDARDS FIGURE A-2 FOR"TYPICAL STA 5+07.61(-15.50') INSTALL 4B"I.D.CATCH yaD F' I CONCRETE OUTLET STRUCTURE FOR STORMWATER DETENTION • - -$� 1)� _ ` t TBC EL=4981.94 r!-- " PONDS" LOT 2 / SHEET801 15"RCP I E OUT(S)=49T7 87 --_'-'_ - t INLET 1 STMH#22 •- / t1 _ _ t!- TBC EL=4970.98 I� I INSTALL4B'I.D.24 OUTLET STRUCTURE#2 48"I.D.OUTLET STRUCTURE#24 15"RCP I.E.IN(W)=4967.24 r c /7 Q� REMOVE EX CULVERT , ,--• r'�rA / L 15"RCP LE.IN(S)=4987.24 (SEE DETAILS THIS SHEET) RIM ELEVATION: 4955.25 1 `� 15"RCP I.E.OUT(NE)=4967.24 INLET OPENING HEIGHT: 1 �� � I INLET OPENING WIDTH: 113/e' • p ,lg Q I 1 E,OF INLET OPENING: 4952.75 ! L -5 1 10 PEN SPAGE (� SLOT IN CENTER BAFFLE: 9 Yz" INSTALL 53 LF OF 15"RCP @ 4.07% s LOT 3 j RESHAPE EXISTING SWALE ) •1 I.E IN=4969 42 z ' p STRUCTURE OUTLET PIPE: 30.8 LF OF 21"RCP AT 3.98% WITH 3:1 SIDE SLOPES `__ L 1 E OF OUTLET PIPE: 4952.75 'a ti INSTALL 24 LF OF 15"RCP @ 0.5% b '- 15"RCP I.E.=4977.75 DETENTION POND#1 - - �` \ 1 L'OT3 6 RESHAPE EXISTING SWALE POND DESIGN WITH 3:1 OR FLATTER SIDE SLOPES TOTAL VOLUME(MINIMUM): 10,196 CUBIC FEET LOT 3 MAXIMUM POND HEIGHT: 30.1 MAXIMUM POND WATER HEIGHT: 18" LENGTHEN EXISTING DESIGN RELEASE RATE: 078 CFS .- 12"PVC BY 24 LF @ 4% \ \ LOT 4 F MAXIMUM POND SIDE SLOPE: 3:1 I.E.OUT a 4984,25 \ \ I t. I i CONSTRUCT SWALE GRADED TOWARD POND WITH 3:1 OR TOP OF POND ELEV: 4907.30 BOTTOM OF POND ELEV: 4984.80 t\ \ , i FLATTER SIDESLOPES OUTLET STRUCTURE DESIGN \ 11 c III u SEE C,O.B.DESIGN STANDARDS FIGURE A-2 FOR'TYPICAL CONCRETE 1 l •1 1 21'RCP I.E.AT OUTLET=497058 LOT 5 OUTLET STRUCTURE FOR STORMWATER DETENTION PONDS" 1 1 36"I.D.OUTLET STRUCTURE#25 RIM ELEVATION: 4986.97 L07 2 V r INLET OPENING HEIGHT: I., ) ( :i TYPE 2 EXCAVATION INLET OPENING WIDTH: 3%7 ' I.E.OF INLET OPENING: 4984.80 '( - ,i I I t ;I TYPE A BACKFILL SLOT IN CENTER BAFFLE: 1 STRUCTURE OUTLET PIPE: 15.8 LF OF 15"RCP AT 1.50°h 1 lOT b i I I INSTALL 247.5 LF OF 21"RCP @ 1.75% ALL STORM PIPE IS CLASS III RCP L 1 I I WITH F ET S.AND RIP RAP AT E,OF OUTLET PIPE: 4984 80 I I OUTLET INTO SWALE _ 1 LOT1 I t I I ) 1 r I I 1 -I I I I 1 ti I I LOY 7 I t d I to o z J a --KNOLLS "I.in SSEE SHEETS SD2 AND SD3 1 I � I O I II II t I � o LOT11 I - LOTIB 0 / rn r 0 0 0 3 o Y ® 0 l00 REVISION DATE: BY: REVISED FOR: N P 1118107 JJK ADJUST PIPE SLOPE&TBC ELEV'S THE KNOLLS A T H ILLCRE T C Scale 10 Feet V29107 JJK ADJUST OUTLET STRUCTURE RIM ELEV, SHEET EET 0 Bozeman Deaconess 4I1 B/07 JJK REVISED STORM LAYOUT * '°°° `" DETENTION POND #1 AND DETENTION POND #2 SD �''yyy T PROJECT ENGINEER: TSM DE510NED BY: JJK 14925PE . \ / L o 3965ozem Commons Drive �°r••�° ' DESIGN DETAILS 4 a Bozeman,lN'r 59nB Health Services CHECKED BY: TSM DRAWN N JJK �406)556.1922 PROJECT NO: OB-006 GATE: NOVEMBER 2,2006 c Approved Shop Drawings Modified and New Inlets W N N W P, Q A kn • V z z w A r O a W v p UU � � � a, ad C7a' N • Z OZ Q W V Q [W-i Q r n••, V U O� W � H W Z Z Z:) Z aA � O WO v00) 0 aUwpa M "° ZQ OQ W p N A O A U N V w N M N a 4 OF � 0 � m inm � WHaP4 z � � a d •. � xaa�uotaa aoaavx�,No� ' • QU M M H W A a F- Q � � Z I O� UC) � w r a cn O � C7 ��-•� A U v, U Z p A tea: � O 00 ~ Z = W x °" c • cn2 OO W 0000 J Z F— CL C� Z cn a- w U + o d Y w p Q WN _ . }} F�- • O C !' � Z�df02Id 'JIQIMV�IQ ~ W 00 u• \ Q (7 a Q a LL cam m U m p�q � � `��z Aa cA o cn Q El- kn P� � Q o U rn o � pwq + O U O O W d PW w � z Oz Oz U '�'' E� 0 HQ � WOw ¢ w Ln zz � Z v oo aA jRO � O � c7 0w, w � � � a v w w M z Q zO Q waM���'' �C C9 g N aEn 0 A u N v w W W LU N d a � N o � �a �' a u m m oco w o = co 00 9 c) 0 Q ON OE-4 Cl) w off wg 0 I��YI A 3 w O w � x uH JQ QO IT A F— Z = W w ., —� ,,, Q O C- cnre O J •�o OQ � 6- Yw OQ N = 0 co ' N • Soaro-aa OMMYXU N 0o U :a rn w � c �Lo vU W U to 'L LL � ,VsJ, IL-I t/i U �m az w N Ri A $ W N o U 0 0 W �WVW � • . o Q ZQ N � ZOWUOO O cn W � H w Z Z Z 4 0 � Lu LLJ � � U �' w �o o ,• ZZ zz Wry w pq "' oo O Q O Q N � U � NadOAU N � `� �. wN WN a rA H :. � �• xaaruoxa xoiaw.r.NoD U m m O w = W U 0 c O � W ZO O 1 I a U �� ' Q m W = a ° � w o � oU oo � Q Z0 A = J Z 2 EE 00 H z = W o a x a a Cn N J � 0 > 90 c ¢ M Z Q U) a- Yw pQ et cn W N N • cV .i v A m - V C ,•v ••. - � S�afO2ld oNiAAtl1IQ 00 • _gg c-- W � 'k U pq w m A � M �I OLLJ P., U A o w � co N ( � A A � OA v' � •. 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V] C%] 0 a a a � z 0 z ` , PL4 -<to j w W F� ^ Z Z Z zLLJ • C/] a U W LU w M Z Z Z Z oM N � W U NU Lu wIV WO Gn � In `• Lo W E� ,� pQ F, (V a. m (n m z a xamoma xosovumoo U m m O w a W Q � U � O1v O F j w o ° u Q � - � OU C J � C7 v� A U �•, 0 0 � U Z O � U � x UH � JQ Q xa tn cn � r,QJw v M J I.L LL _ Z god � Z ¢ coQ w U Y W 20 co • a �— m U .• •�c '� M :. � ,-raroxa orunnvxa . v. a U O U► I ° a m LU aZ AU G� P v O " o U Cl) Appendix C Stormwater Drainage System Analysis Stormwater Drainage System Design Pre-Development Runoff Calculation Ln RIO _ lvz /fit—�-" �All .I-------00'fT1�1It1fJ �(y,1�1'�.4lrt� x Y .00 i l I1111 t1 1111 I,I' 111 ill I s `f `_• .�`���� � /�iI�iilttllt1111111�1, �l 11111�I1t L; ��i�a °�/ . \\ \�L\ II 11�1111 1 ,�7/ / I11 / ~ _=— Z R 1 1 a i �-'• �--_jj�/��-1 J '>\� '� "��\ram =�41� I ,t •y\�\\ � 1 II( `� \\ �!!' �? =�— _��— M-I L �1 __= �_ �_ , -� '�%//I� _ LEGEND A4 W = _ ���9j0`_ DRAINAGE BASINS (ON-SITE) \\49 ��-- _ —— \ I l I 1 1 \ I t I I I I \ — \__ \1 ---- DRAINAGE BASINS (OFF-SITE) ,`T_, 5010 !r\\ \\ \\\ —� ,50� \\ \ 1 I I1I III ► _=_..also _- I` \ \ \ �\ \\S� \ 11 I } I1fl11IIllllll l —=-- _—_ _ `\ —''\ �ij !!� \\\ \\\1\\\ W °�o No 111 III I I I I I I 1; — 5005 04 \111111111t111}Il ltll l l 1 t \L \�11 111j1111 111111\ \� --- %5 \ 0 \ w IIIII }Ii�l}1Itl \ \1 1 \\\\\,`_ \ \\ \ \\ \\ \ \\ 1 111 l I \\ \ — / 11 1 \\ — N \ \\\ \ \\\\ \\ 1 a I IIII111111ts01 �\ :\ �\\\�\\ \\ \ \\ \\\\\\ 1 Illy 11\���1--� \�_--- I ` 1it111111 tIl I111 � '� \\ \ \\ \ \ 11\ 111 }'\11111�tt w } 5020I ! ollll� III, I 1 I 1 \ \ \��`f�--_--__ \ \ 1 ! I I/ // / / / �R1111 � II✓r I Z Intl III \\\\�Sis �-=�, rp � c�_ V U o \l\\Il \rlr�/� \ ( 11 \ \=\ \& ,YDRIVE V) 0 CID 3 N N c GRAPHIC SCALE (FEET) o ' 0 50 100 200 North FIGURE o A Q / The Knolls at Hillcrest Pre-development Runoff Coefficient Determination September 14, 2006 BASIN A LAND USEI C I AREA (ac) I C (weighted) open 1 0.20 0.881 0.04 cultivatedl 0.15 3.301 0.12 4.181 0.16 BASIN B LAND USEI C I AREA (ac) I C (weighted) open 1 0.20 1.791 0.02 cultivated/fallow 0.15 19.101 0.14 20.891 0.15 BASIN C LAND USEI C AREA (ac) I C (weighted) openj 0.20 Q.781 0.03 cultivated/fallow 0.15 4.151 0.13 4.931 0.16 BASIN Al (off-site) LAND USEI C I AREA(ac) I C(weighted) open 0.20 0.501 0.20 BASIN B1 (off-site) LAND USEI C I AREA (ac) I C (weighted) open 1 0.201 0.871 0.20 BASIN B2 (partial off site) LAND USEI C I AREA (ac) I C (weighted) lawn/landscaped 0.25 2.291 0.16 roof/paved 0.90 1.231 0.31 3.521 0.48 BASIN C1 (off-site) LAND USEI C I AREA(ac) I C (weighted) lawn/landscaped 0.25 0.93 0.07 open 0.20 2.18 0.13 roof 0.90 0.32 0.08 3.43 0.28 Pre Dev Runoff Coefficient Page 1 of 15 2 m ; / \ \ 2 a \C a % § / / co 7 o E : o \ _r co / \ Jo- 0 ^ o o (D \ c g 9 , @ 2 } o . :. \ I c / \ w E \ / 0 0 � a / E § S U- \ 7 a_ < � _ r > CL 7 En > _ / 2 q o \ 'R t2 .� o ® 7 coCDQ ' £ 2 ® co z z b (n ® z « 2 G \ � / \ k o ® I co 0 ° C \ *CN \ N a) 3 2 3 a 3 R § / CD G � k \ / 2 m r 6 I Q \ J $ o # 'ib k w � \ (\ / — \ � > z # r = a) (0o f ± o c o � m rs 2 0 O q qV: > m@ % a 2 0 _ a o a a o 0 o d a o E 2 § ) m k m § 4.0 2CL ^ f o C) w � n n = s E $ � § w o e \ R@ � � m # a E < 3 ¥ o « q o CV a n 6 E -0 / � cL g kca f & a) > � cf x � E V E § , 5 . & 7 , $ / t I b a / � \ � , a) a. / $ � Stormwater Drainage System Design Post-Development Runoff Calculation d H'LLCRSSTAgC£83 2A r Detention Pond#2 Detention Pond#1 �" ! _ mill9,265 s.f.at 18"deep 6,312 s.f. at 18"deep 0)2 B in 2(q) 1(P) '' J v M��I Basin 2(p) fit) 2 r V LEGEND UIf 2(1 DRAINAGE BASINS (ON-SITE) O DRAINAGE BASINS (OFF-SITE) , 2(a) Basin 2(b) a -l) CATCH INLET/ MANHOLE# W l ) 2 W r 1C - DRAINAGE SWALE x A g } STORM DRAIN PIPE 0 qS ill ) a 11J 1(a 1 Ld Q ICA JOSEPHINE LANE (� I Q cl (el ` 0 `n 0_ L I I HOLLY DRIVE ♦ / 1A,' 3A ' � o � N N GRAPHIC SCALE I / (FEET) co 0 s0 100 200 0l FIGURE North B Q The Knolls at Hillo, -2st Post-development R...ioff Coefficient Determination September 14, 2006 BASIN 1 LAND USEI C I AREA(ac) I C(weighted) lawn/landscaped 0.25 5.52 0.15 road/sdwk/roof/drivewa 0.90 3.73 0.36 pond 1.00 0.04 0.00 9.291 0.61 BASIN 1A(off-site) LAND USEI C I AREA (ac) I C (weighted) open 1 0.201 0.391 0.20 BASIN 1B (off-site) LAND USEI C I AREA(ac) I C (weighted) open 1 0.201 0.781 0.20 BASIN 1C (off-site) LAND USEI C I AREA (ac) I C (weighted) openj 0.201 0.501 0.20 BASIN 2 LAND USEI C I AREA (ac) I C (weighted) medium density- multifamily 0.35 5.07 0.09 lawn/landscaped 0.25 5.49 0.07 road/sdwk/roof/driveway 0.90 8.24 0.39 18.801 0.56 BASIN 2A(partial off site) LAND USEI C I AREA (ac) I C (weighted) lawn/landscaped 0.25 1.98 0.15 roof/paved 0.90 0.99 0.27 pond 1.00 0.30 0.03 3.271 0.46 BASIN 3 LAND USE C AREA (ac) I C (weighted) lawn/landscaped 0.25 1.961 0.15 roof/paved 1 0.90 0.441 0.12 2.401 0.27 BASIN 3A(off-site) LAND USEI C I AREA (ac) I C (weighted) lawn/landscaped 0.25 0.60 0.05 open 0.20 2.02 0.14 roof 0.90 0.32 0.10 2.941 0.29 Post Dev Runoff Coefficients Page 3 of 15 o a cfl d } U V cy' f� 47 ) N Na. ^ r M LO co to Q C} �T Ncu C a Cd rn o Y w ti a U r r M Via -- a` O N (NO O? y w v r r O O r c o- 5 (D U O II ' :r C_ CO M N II o N v ` N M04 CD N E + - O M N O O N N d N N \ " J �Y +•P v N ! M z > N N N o C a 00 U) z o v m 0 O o 0 0 J O a O U- � O O W O co a a O) U N to N 0. M M M 4N- > > U U U c00 0) O E M CV r o II v > Cl) r O C O Q Cl) co O N II J I I (/ m II o_ II 00 0 -0 W C O c CD _ f` RS C C c L- J N )—� (7; Q Y oo o LO o cg o o y N N _ ; > N N c C C cu (D umi oo N O .O O m d IL 0 (� C C .s E `fl °� N 'CO U) D (n > - f "o Cl) n O OD rn o ap U.)� p v Ln co o c w w d r uo � �, i9 U U U Z a o o U .y N ti r ti U J (n CD o Cl) f� N E W O CD CD O O w O O Q L = U O) O r O O O Il- (D (D LO ti 0) co -. d N N N � IQ llt � N N N Li. O O O O O O O O O O O 7 O` O II II N C IL �, > O o II r.+ d co Q rn ao o N 0 ti o o � v .Y rn = 3 2 °3 0 O lJJ (� N cM I� N � O M y c E O C� C C) O O O O O cor M N N N l!] p 7 0 C O N Q `r E o a� °� (D r N _Q E Q m W rt rt n r rt y rt w N N (D p O L O r Q m �� O N Q O M Q O c E X O O d Y 'g d E to y c C C r •y C w 'y C M 01 II d a) -a ice+ Q N U) U) BUJ C (E Ul C lE N � ` wp > >m U) } d m m to A m N m 0 0 m M 0 �Ul � (A (%) 0 O N m m m m m m m m m a o m d 0 d U) L - - Stormwater Drainage System Design Detention Pond Sizing The Knolls at Hillc.ist Basin 1 Detention Pond Sizing 10 Year Event September 14, 2006 Basin 1 Storm Future Duration Intensity Runoff Rate Runoff Release Required (minutcs) (in/hr) (cfs) Volume(cf) :!;,;u,~:,a(;,.) Stcrog�J-1 1 9.16 47.02 2,821 47 2775 2 5.841 29.97 3,596 94 3502 3 4.491 23.02 4,144 141 4004 4 3.721 19.10 4,583 187 4396 5 3.22 16.52 4,956 234 4722 6 2.86 14.67 5,282 281 5001 7 2.59 13.27 5,575 328 5247 8 2.37 12.17 5,842 375 5467 91 2.20 11.27 6.088 422 5666 10 2.05 10.53 6,316 468 5848 11 1.93 9.90 6,531 515 6015 12 1.82 9.35 6,733 562 6171 13 1.73 8.88 6,924 609 6315 14 1.65 8.46 7,106 656 6450 15 1.581 8.09 7,280 703 6577 16 1.511 7.76 7,446 749 6696 17 1.451 7.46 7,606 796 6809 18 1.40 7.18 7,759 843 6916 19 1.35 6.94 7,907 890 7017 20 1.31 6.71 8,051 937 7114 21 1.27 6.50 8,189 984 7206 22 1.23 6.31 8.324 1,031 7293 23 1.19 6.13 8,454 1,077 7377 24 1.16 5.96 8,581 1,124 7457 25 1.13 5.80 8,705 1,171 7534 26 1.10 5.66 8,825 1,218 7607 27 1.08 5.52 8,942 1,265 7678 28 1.05 5.391 9,057 1,312 7745 29 1.03 5.27 9,169 1,358 7810 30 1.00 5.15 9,278 1,405 7873 31 0.98 5.05 9,385 1,452 7933 32 0.96 4.94 9,490 1,499 7991 33 0.94 4.84 9,593 1,546 8047 34 0.93 4.751 9,694 1,593 8101 35 0.91 4.66 9,793 1,640 8153 36 0.89 4.58 9,890 1,686 8203 37 0.88 4.50 9.985 1,733 8252 38 0.86 4.42 10,079 1,780 8299 39 0.85 4.35 10,171 1,827 8344 40 0.83 4.28 10,261 1,874 8387 41 0.82 4.21 10,350 1,921 8430 42 0.81 4.14 10,438 1,967 8470 43 0.79 4.08 10,524 2,014 8510 441 0.781 4.02 10,609 2,061 8548 Detention Pond#1 Sizing Page 5 of 15 Basin 1 Storm Future Duration Intensity Runoff Rate Runoff Release Required (minutes) (inlhr) (cfs) Volume (cf) Volume (cf) Storage (cf) 45 0.77 3.96 10,693 2.108 8585 46 0.76 3.90 10,776 2,155 8621 47 0.75 3.85 10,857 2,202 8655 48 0.74 3.80 10,937 2,248 8689 49 0.73 3.75 11,016 2,295 8721 50 0.72 3.70 11,095 2,342 8752 51 0.71 3.65 11,172 2,389 8783 52 0.70 3.61 11,248 2,436 8812 53 0.691 3.56 11,323 2,483 8841 54 0.691 3.52 11,398 2,530 8868 55 0.681 3.48 11,471 2,576 8895 56 0.671 3.44 11,544 2,623 8920 57 0.66 3.40 11,615 2,670 8945 58 0.65 3.36 11,686 2,717 8969 59 0.65 3.32 11,756 2,764 8993 60 0.64 3.28 11,826 2,811 9015 61 0.63 3.25 11,894 2,857 9037 62 0.631 3.22 11,962 2,904 9058 63 0.621 3.18 12,029 2,951 9078 64 0.611 3.15 12,096 2,998 9098 65 0.611 3.12 12,162 3,045 9117 66 0.60 3.09 12,227 3,092 9135 67 0.60 3.06 12,291 3,138 9153 68 0.59 3.03 12,355 3,185 9170 69 0.58 3.00 12,419 3,232 9186 70 0.58 2.97 12,481 3,279 9202 71 0.571 2.94 12,543 3,326 9218 72 0.571 2.92 12,605 3,373 9232 73 0.561 2.89 12,666 3,420 9246 74 0.56 2.87 12,726 3,466 9260 75 0.55 2.84 12,786 3,513 9273 76 0.55 2.82 12,846 3,560 9286 77 0.54 2.79 12,905 3,607 9298 78 0.54 2.77 12,963 3,654 9309 79 0.54 2.75 13,021 3,701 9320 80 0.53 2.72 13,078 3,747 9331 81 0.53 2.70 13.135 3,794 9341 82 0.52 2.68 13,192 3,841 9351 83 0.52 2.66 13,248 3,888 9360 84 0.51 2.64 13,304 3,935 9369 85 0.51 2.62 13,359 3,982 9377 86 0.51 2.60 13,414 4,028 9385 87 0.50 2.58 13,468 4,075 9393 88 0.50 2.56 13,522 4,122 9400 89 0.50 2.54 13,576 4,169 9407 90 0.49 2.52 13,629 4,216 9413 91 0.49 2.51 13,682 4,263 9419 92 0.48 2.49 13,734 4,310 9425 93 0.48 2.47 13,786 4,356 9430 94 0.48 2.45 13,838 4,403 9435 95 0.47 2.44 13,889 4,450 9439 96 0.47 2.42 13,940 4,497 9443 Detention Pond#1 Sizing Page 6 of 15 Basin 1 Storm Future Duration Intensity Runoff Rate Runoff Release Required (minutes) (in/hr) (cfs) Volume (cf) Volume (cf) Storage(cf) 97 0.47 2.40 13,991 4,544 9447 98 0.47 2.39 14.041 4,591 9451 99 0.46 2.37 14,091 4,637 9454 100 0.46 2.36 14,141 4,684 9456 101 0.461 2.34 14,190 4,731 9459 102 0.45 2.33 14,239 4,778 9461 103 0.45 2.31 14,288 4,825 9463 104 0.45 2.30 14,336 4,872 9465 105 0.44 2.28 14,384 4,919 9466 106 0.44 2.27 14,432 4,965 9467 107 0.44 2.26 14,480 5,012 9467 108 0.44 2.24 14,527 5,059 9468 10.9 0.43 2.23 14,574 5,106 9468 110 0.431 2.22 14,620 5,153 9468 111 0,431 2.20 14,667 5,200 9467 112 0.43 2.19 14,713 5.246 9467 113 0.42 2.18 14.759 5,293 9466 114 0.42 2.16 14,804 5,340 9464 115 0.42 2.15 14,850 5,387 9463 116 0.42 2.14 14,895 5,434 9461 117 0.41 2.13 14.940 5,481 9459 118 0.41 2.12 14,984 5,527 9457 119 0.411 2.10 15,028 5,574 9454 120 0.411 2.09 15,073 5,621 9451 Basin 1 Detention Pond Design time of concentration = 22.61 minutes Minimum pond volume required = 9,468 cf Pond surface area at 12" depth = 9,468 sf Pond surface area at 18" depth = 6,312 sf Sediment Control Calculations: Minimum area required for settling = 145 sf per 1 cfs of flow Peak Post-development flow= 6.19 cfs Minimum pond surface area for settling = 898 sf Detention pond #1 surface area = 9,468 sf @ 12" depth Detention pond #1 surface area = 6,312 sf @ 18" depth Detention Pond#1 Sizing Page 7 of 15 The Knolls at Hillcrest Basin 2 Detention Pond Sizing 10 Year Event September 14, 2006 Basin 2 Storm Future Duration Intensity Runoff Rate Runoff Release Required (minutes) (inlhr) (cfs) Volume (cf) Volume(cf) Storage (cf) 1 9.16 111.36 6,681 270 6,412 2 5.841 70.97 8,516 539 7,977 3 4.491 54.52 9,814 809 9,005 4 3.721 45.23 10,854 1,079 9,776 5 3.221 39.12 11,736 1,348 10,388 6 2.861 34.75 12,509 1,618 10,891 7 2.591 31.43 13,203 1,888 11,315 8 2.371 28.82 13,834 2,157 11,677 9 2.20 26.70 14,416 2,427 11,990 10 2.05 24.93 14,958 2,696 12,261 11 1.93 23.43 15,465 2,966 12,499 12 1.82 22.14 15,944 3,236 12,708 13 1.73 21.02 16,397 3,505 12,891 14 1.65 20.03 16,827 3,775 13,052 15 1.58 19.15 17,239 4,045 13,194 16 1.51 18.37 17,633 4,314 13,318 17 1.45 17.66 18,011 4,584 13,427 18 1.40 17.01 18,375 4,854 13,521 19 1.35 16.43 18,726 5,123 13,602 20 1.31 15.89 19,065 5,393 13,672 21 1.271 15.39 19,393 5,663 13,731 22 1.231 14.93 19,712 5,932 13,779 23 1.191 14.51 20,021 6,202 13,819 24 1.161 14.11 20,321 6,471 13,850 25 1.131 13.74 20,613 6,741 13,872 26 1.10 13.40 20,898 7.011 13,888 27 1.08 13.07 21,176 7,280 13,896 28 1.05 12.77 21,448 7,550 13,897 29 1.03 12.48 21,713 7,820 13,893 30 1.00 12.21 21,972 8,089 13,882 31 0.981 11.95 22,225 8,359 13,866 32 0.96 11.71 22,474 8,629 13,845 33 0.94 11.47 22,717 8,898 13,819 34 0.93 11,25 22,956 9,168 13,788 35 0.91 11.04 23,190 9,438 13,752 36 0.89 10.84 23,420 9,707 13,712 37 0.881 10.65 23,645 9,977 13,668 38 0.86 10.47 23,867 10,247 13,620 39 0.85 10.29 24,085 10,516 13,569 40 0.83 10.12 24,299 10,786 13,513 Detention Pond#2 Sizing Page 8 of 15 The Knolls at Hillcvdst Basin 2 Detention Pond Sizing 10 Year Event September 14, 2006 Basin 2 Detention Pond Design time of concentration = 14.37 minutes Minimum pond volume required = 13,897 cf Pond surface area at 12"depth = 13,897 sf Pond surface area at 18" depth = 9,265 sf Sediment Control Calculations: Minimum area required for settling = 145 sf per 1 cfs of flow Peak Post-development flow= 19.70 cfs Minimum pond surface area for settling = 2,856 sf Detention pond #2 surface area= 13,897 sf @ 12" depth Detention pond #2 surface area = 9,265 sf @ 18" depth Detention Pond#2 Sizing Page 9 of 15 Stormwater Drainage System Design Sub-basin Runoff Calculations uO O � O � c7 0 >, Y w N T Y uN.. 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E � CO �o / \m _} ^ � U w ® f 7 ; „ — y LU - J > 0 3 » e 2 o k ° k } a) a) 2 � e E � o « � of w� u e U) �% LL ƒ J ] ) § / 02 — 22 m c ■ CD a ee E § r o g 3 CO ■ / gym $ c Stormwater Drainage System Design Stormwater Inlet Calculations The Knolls at Hillcrdst Inlet Calculations September 14, 2006 BYPASS SURFACE FLOW BASIN TOTAL FLOW IN FROM SURFACE SURFACE FLOW BYPASSED UPSTREAM FLOW TO FLOW AT INTERCEPTED FROM INLET# INLET INLET INLET BY INLET INLET 1 0.00 2.24 2.24 1.78 0.46 2 0.00 2.95 2.95 2.19 0.76 4 0.00 0.45 0.45 0.45 0.00 5 0.00 0.64 0.64 0.64 0.00 6 0.76 1.47 2.23 1.89 0.34 7 0.46 3.31 3.77 2.85 0.92 8 0.92 0.92 1.84 1.57 0.27 9 0.27 2.01 2.28 1.86 0.42 10 0.00 1.60 1.60 1.42 0.18 11 0.00 3.49 3.49 2.37 1.12 12 1.12 3.86 4.98 3.32 1.66 13 1.66 0.78 2.44 2.07 0.37 14 0.00 1.90 1.90 1.68 0.22 15 1.01 0.36 1.37 1.29 0.08 17 0.08 0.47 0.55 0.55 0.00 18 0.00 0.33 0.33 0.33 0.00 19 0.18 0.87 1.05 1.04 0.01 20 0.00 1.29 1.29 1.22 0.07 21 0.01 0.29 0.30 0.30 0.00 22 0.07 0.46 0.53 0.53 0.00 " Flow bypassed from Inlet#1 will be captured in Inlet#7 on Knolls Lane V')- s lbw hA LZ �G Inlets Page 14 of 15 Worksheet for Storm Inlet #1 • Project Description _ Solve For Efficiency Input Data Discharge 2.24 ft3/s Slope 1.73 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 79.58 % Intercepted Flow 1.78 W/s Bypass Flow 0.46 ft'/s Spread 5.23 ft Depth 0.31 ft Flow Area 0.56 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 3.99 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.09 Grate Flow Ratio 0.78 Equivalent Cross Slope 0.09508 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 12.71 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 813012006 2:30:41 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #2 Project Description Solve For Efficiency Input Data Discharge 2.95 ft3/s Slope 1.92 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 000 Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 74.40 % Intercepted Flow 2.19 ft'/s Bypass Flow 0.76 ft3/s Spread 5.94 ft Depth 0.33 ft Flow Area 0.68 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.32 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.08 Grate Flow Ratio 0.72 Equivalent Cross Slope 0.09107 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 15.11 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 813012006 2:37:50 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #4 Project Description Solve For Efficiency Input Data Discharge 0.45 ft3/s Slope 4.79 Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 100.00 % Intercepted Flow 0.45 ft3/s Bypass Flow 0.00 ft3/s Spread 1.37 ft Depth 0.15 ft Flow Area 0.10 ftz Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.50 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.07 Grate Flow Ratio 1.00 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 6.24 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 8130/2006 2:38:65 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #5 Project Description Solve For Efficiency Input Data Discharge 0.64 W/s Slope 3.00 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 99.99 % Intercepted Flow 0.64 ft3/s Bypass Flow 0.00 ft3/s Spread 1.71 ft Depth 0.18 ft Flow Area 0.16 ft' Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.12 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.08 Grate Flow Ratio 1.00 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 8.30 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 8/30/2006 2:39:20 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #6 Project Description Solve For Efficiency Input Data Discharge 2.23 ft3/s Slope 3.00 % Gutter Width 24.00 in Gutter Cross Slope 10.60 Road Cross Slope 3.00 Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 84.97 Intercepted Flow 1.89 ft3/s Bypass Flow 0.34 ft'/s Spread 4.37 ft Depth 0.28 ft Flow Area 0.44 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 5.09 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.06 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.09967 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 14.55 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 8/30/2006 2:":36 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #7 Project Description Solve For Efficiency Input Data Discharge 3.77 ft'/s Slope 4.45 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 Roughness Coefficient 0.015 Local Depression 0.00 in Local-Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 75.73 Intercepted Flow 2.85 ft3/s Bypass Flow 0.92 ft3/s Spread 5.38 ft Depth 0.31 ft Flow Area 0.59 ftz Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 6.43 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 0.98 Side Flow Factor 0.04 Grate Flow Ratio 0.76 Equivalent Cross Slope 0.09423 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 21.11 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00) 8/30/2006 2:55:61 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #8 Project Description Solve For Efficiency Input Data Discharge 1.84 ft3/s Slope 2.09 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 85.54 % Intercepted Flow 1.57 W/s Bypass Flow 0.27 ft'/s Spread 4.33 ft Depth 3.38 in Flow Area 0.43 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.24 fus Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.08 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.09985 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 12.03 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 9:22:08 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #9 Project Description Solve For Efficiency Input Data Discharge 2.28 ft3/s Slope 2.22 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 81.57 % Intercepted Flow 1.86 ft3/s Bypass Flow 0.42 ft3/s Spread 4.89 ft Depth 3.59 in Flow Area 0.51 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.46 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.07 Grate Flow Ratio 0.80 Equivalent Cross Slope 0.09692 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 13.64 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 8:51:43 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #10 Project Description Solve For Efficiency Input Data Discharge 1.60 ft'/s Slope 2.22 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 88.80 % Intercepted Flow 1.42 W/s Bypass Flow 0.18 ft3/s Spread 3.83 ft Depth 3.20 in Flow Area 0.37 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.30 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.08 Grate Flow Ratio 0.88 Equivalent Cross Slope 0.10218 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 11.39 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/112006 8:55:07 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #11 • Project Description Solve For Efficiency Input Data Discharge 3.49 ft3/s Slope 1.40 Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 67.82 % Intercepted Flow 2.37 ft'/s Bypass Flow 1.12 W/s Spread 7.06 ft Depth 4.37 in Flow Area 0.90 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 3.88 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.09 Grate Flow Ratio 0.64 Equivalent Cross Slope 0.08505 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 15.36 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 8:56,40 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #12 Project Description Solve For Efficiency Input Data Discharge 4.96 ft'/s Slope 5.06 % Gutter Width 24.00 in Gutter Cross Slope 10.60 Road Cross Slope 3.00 Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 66.72 Intercepted Flow 3.32 ft'/s Bypass Flow 1.66 ft'/s Spread 6.07 ft Depth 4.01 in Flow Area 0.71 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 7.06 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 0.92 Side Flow Factor 0.03 Grate Flow Ratio 0.71 Equivalent Cross Slope 0.09035 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 25.29 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 8:57:40 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #13 Project Description Solve For Efficiency Input Datai � �.,1;. ._ �..r� r• c _ Discharge 2.44 ft3/s Slope 3.58 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 84.81 % Intercepted Flow 2.07 ft'/s Bypass Flow 0.37 ft/s Spread 4.37 ft Depth 3.40 in Flow Area 0.44 ftz Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 5.56 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.05 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.09965 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 15.93 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 911/2006 8:58:17 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 1 Worksheet for Storm Inlet #14 • Project Description Solve For Efficiency Input Data Discharge 1.90 W/s Slope 3.10 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 88.47 % Intercepted Flow 1.68 ft3/s Bypass Flow 0.22 ft3/s Spread 3.84 ft Depth 3.21 in Flow Area 0.37 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 5.08 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.06 Grate Flow Ratio 0.88 Equivalent Cross Slope 0.10212 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 13.54 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91112006 9:02:17 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #15 Project Description Solve For Efficiency Input Data Discharge 1.37 ft'/s Slope 3.43 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 94.44 Intercepted Flow 1.29 ft'/s Bypass Flow 0.08 ft3/s Spread 2.76 ft Depth 2.82 in Flow Area 0.27 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 5.14 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.06 Grate Flow Ratio 0.94 Equivalent Cross Slope 0.10546 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 11.93 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/112006 9:04:35 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #17 Project Description Solve For Efficiency Input Data Discharge 0.55 W/s Slope 3.00 % Gutter Width 24.00 in Gutter Cross Slope 10.60 Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 100.00 Intercepted Flow 0.55 ft3/s Bypass Flow 0.00 ft3/S Spread 1.62 ft Depth 2.06 in Flow Area 0.14 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 3.97 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.09 Grate Flow Ratio 1.00 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 7.79 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 9:07:09 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #18 Project Description Solve For Efficiency Input Data Discharge 0.33 ft3/s Slope 3.00 % Gutter Width 24.00 in Gutter Cross Slope 10.60 Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 100.00 Intercepted Flow 0.33 ft'/s Bypass Flow 0.00 ft3/s Spread 1.34 ft Depth 1.70 in Flow Area 0.09 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 3.49 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.11 Grate Flow Ratio 1.00 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 6.28 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00) 911/2006 9:06:10 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #19 • Project Description Solve For Efficiency Input Data Discharge 1.05 ft/S Slope 3.59 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 99.25 Intercepted Flow 1.04 fN/s Bypass Flow 0.01 ft3/s Spread 1.99 ft Depth 2.53 in Flow Area 0.21 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.99 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.06 Grate Flow Ratio 0.99 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 10.78 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 9:17:11 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #20 Project Description Solve For Efficiency Input Data Discharge 1.29 ft3/s Slope 2.96 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 94.31 Intercepted Flow 1.22 ft3/s Bypass Flow 0.07 ft3/s Spread 2.80 ft Depth 2.83 in Flow Area 0.27 ft2 Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 4.78 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.07 Grate Flow Ratio 0.94 Equivalent Cross Slope 0.10540 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 11.13 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 9:17:20 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #21 Project Description _.,� :-..1. 4. - ••.- _ .' ix Solve For Efficiency Input Data _ Discharge 0.30 ft'/s Slope 2.55 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 100.00 Intercepted Flow 0.30 W/s Bypass Flow 0.00 ft3/s Spread 1.33 ft Depth 1.69 in Flow Area 0.09 ftz Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 3.21 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.13 Grate Flow Ratio 1.00 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 It Length Factor 0.00 Total Interception Length 5.75 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 9:19:15 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 1 Worksheet for Storm Inlet #22 Project Description Solve For Efficiency Input Data. Yr,`` '' Discharge 0.53 ft'/s Slope 2.55 % Gutter Width 24.00 in Gutter Cross Slope 10.60 % Road Cross Slope 3.00 % Roughness Coefficient 0.015 Local Depression 0.00 in Local Depression Width 0.00 ft Grate Width 20.00 in Grate Length 26.00 in Grate Type Curved Vaned Clogging 0.00 % Curb Opening Length 26.00 in Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 100.00 Intercepted Flow 0.53 W/s Bypass Flow 0.00 ft'/s Spread 1.64 ft Depth 2.09 in Flow Area 0.14 ftz Gutter Depression 0.15 ft Total Depression 0.15 ft Velocity 3.70 ft/s Splash Over Velocity 6.20 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.10 Grate Flow Ratio 1.00 Equivalent Cross Slope 0.10600 ft/ft Active Grate Length 2.17 ft Length Factor 0.00 Total Interception Length 7.30 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 911/2006 9:21:14 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Stormwater Drainage System Design Stormwater Pipe Calculations The Knolls at Hillc dst Storm Sewer Pipe Summary September 14, 2006 MAXIMUM PEAK FLOW LENGTH SIZE VELOCITY PIPE # Q25 (cfs) (If) (inches) PIPE SLOPE (fps) 1 1.78 73.1 12 2.04% 5.90 2 1 2.19 33.3 12 1.00% 4.77 3 3.97 252.0 15 4.38% 9.58 4 4.42 184.9 15 3.17% 8.76 5 5.06 27.0 15 1.00% 5.83 6 6.95 102.0 18 1.00% 6.35 7 2.85 62.5 12 1.00% 5.04 8 1.57 147.5 12 1.00% 4.39 9 1.86 27.0 12 1.00% 4.59 10 3.28 72.0 15 2.99% 7.91 11 2.37 180.0 15 4.26% 8.20 12 5.69 171.3 15 4.47% 10.62 13 7.76 31.2 15 1.75% 7.89 14 9.44 27.8 15 4.81% 12.36 15 10.73 27.0 18 1.00% 6.77 16 14.01 106.9 18 3.47% 12.04 17* 0.62 27.0 15 1.00% 3.33 18 14.96 230.0 21 1.52% 8.95 19 1.04 34.4 15 3.88% 6.25 20 2.26 115.5 15 2.85% 7.01 21 5.17 27.0 15 1.00% 5.85 21 A** 4.87 17.5 15 5.87% 11.25 22 7.96 121.9 15 6.08% 12.98 23 7.96 13.0 15 7.26% 13.87 24 23.66 43.5 21 3.00% 12.84 25 7.48 15.8 15 1.50% 7.33 * Includes 0.07 cfs from catch inlet#31 on Highland Boulevard ** Pipe leading into storm manhole#21 from Sub-basin 2(p) N ✓ (01IV cam, 0 Q u j a ' U -AC Pipes Page 15 of 15 Worksheet for Storm Pipe #1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.04 % Diameter 12.00 in Discharge 1.78 cfs Results Normal Depth 4.90 in Flow Area 0.30 ft= Wetted Perimeter 1.39 ft Top Width 0.98 ft Critical Depth 0.57 ft Percent Full 40.8 % Critical Slope 0.00656 ft/ft Velocity 5.90 ft/s Velocity Head 0.54 ft Specific Energy 0.95 ft Froude Number 1.88 Maximum Discharge 5.47 ft3/s Discharge Full 5.09 ft'/s Slope Full 0.00250 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 40.85 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/14/2006 3:46:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #1 GVF Output Data Normal Depth 4.90 in Critical Depth 0.57 ft Channel Slope 2.04 % Critical Slope 0.00656 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1412006 3:46:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Diameter 12.00 in Discharge 2.19 ft/s Results Normal Depth 6.80 in Flow Area 0.46 ft2 Wetted Perimeter 1.70 ft Top Width 0.99 ft Critical Depth 0.63 ft Percent Full 56.7 % Critical Slope 0.00714 ft/ft Velocity 4.77 ft/s Velocity Head 0.35 ft Specific Energy 0.92 ft Froude Number 1.23 Maximum Discharge 3.83 ft'/s Discharge Full 3.56 ft3/s Slope Full 0.00378 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 56.68 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91112006 2:38:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #2 GVF Output Data Normal Depth 6.80 in Critical Depth 0.63 ft Channel Slope 1.00 % Critical Slope 0.00714 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/112006 2:38:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #3 • Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 4.38 % Diameter 15.00 in Discharge 3.97 cis Results Normal Depth 5.57 in Flow Area 0.41 ft2 Wetted Perimeter 1.64 ft Top Width 1.21 ft Critical Depth 0.81 ft Percent Full 37.1 Critical Slope 0.00675 ft/ft Velocity 9.58 ft/s Velocity Head 1.43 ft Specific Energy 1.89 ft Froude Number 2.88 Maximum Discharge 14.54 ft/s Discharge Full 13.52 ft/s Slope Full 0.00378 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 37.11 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00] 9/1412006 3:47:14 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #3 GVF Output Data Normal Depth 5.57 in Critical Depth 0.81 ft Channel Slope 438 % Critical Slope 0.00675 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1412006 3:47:14 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #4 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.17 Diameter 15.00 in Discharge 4.42 cis Results Normal Depth 6.45 in Flow Area 0.50 ft2 Wetted Perimeter 1.79 ft Top Width 1.24 ft Critical Depth 0.85 ft Percent Full 43.0 % Critical Slope 0.00717 ft/ft Velocity 8.76 ft/s Velocity Head 1.19 ft Specific Energy 1.73 ft Froude Number 2.42 Maximum Discharge 12.37 ft3/s Discharge Full 11.50 ft3/s Slope Full 0.00468 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 42.99 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1412006 3:47:39 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #4 GVF Output Data ' ` �' ' Normal Depth 6.45 in Critical Depth 0.85 ft Channel Slope 3.17 Critical Slope 0.00717 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9114/2006 3:47:39 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 2 of 2 Worksheet for Storm Pipe #5 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Diameter 15.00 in Discharge 5.06 ft3/s Results Normal Depth 9.99 in Flow Area 0.87 ft2 Wetted Perimeter 2.39 ft Top Width 1.18 ft Critical Depth 0.91 ft Percent Full 66.6 % Critical Slope 0.00788 ft/ft Velocity 5.83 ft/s Velocity Head 0.53 ft Specific Energy 1.36 ft Froude Number 1.20 Maximum Discharge 6.95 ft3/s Discharge Full 6.46 ft3/s Slope Full 0.00614 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 66.62 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1/2006 2:39:04 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #5 GVF Output Data Normal Depth 9.99 in Critical Depth 0.91 ft Channel Slope 1.00 Critical Slope 0.00788 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/112006 2:39:04 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #6 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 Diameter 18.00 in Discharge 6.95 ft3/s Results Normal Depth 10.69 in Flow Area 1.09 ftZ Wetted Perimeter 2.64 ft Top Width 1.47 ft Critical Depth 1.02 ft Percent Full 59A % Critical Slope 0.00674 ft/ft Velocity 6.35 ft/s Velocity Head 0.63 ft Specific Energy 1.52 ft Froude Number 1.30 Maximum Discharge 11.30 ft/s Discharge Full 10.50 ft3/s Slope Full 0.00438 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 59.41 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/5/2006 4:12:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #6 GVF Output Data Normal Depth 10.69 in Critical Depth 1.02 ft Channel Slope 1.00 % Critical Slope 0.00674 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:12:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #7 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Diameter 12.00 in Discharge 2.85 ft'/s Results Normal Depth 8.12 in Flow Area 0.57 ft2 Wetted Perimeter 1.93 ft Top Width 0.94 ft Critical Depth 0•72 ft Percent Full 67.6 % Critical Slope 0.00838 ft/ft Velocity 5.04 ft/s Velocity Head 0.39 ft Specific Energy 1.07 ft Froude Number 1.14 Maximum Discharge 3.83 ft3/s Discharge Full 3.56 ft3/s Slope Full 0.00640 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 67.64 %, Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/5/2006 4:15:00 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #7 GVF Output Data , ;`b :.M��.,r,.:.._- ..aR+"a�3�.�..-:.:resat-.:.' -=L•_y-._:_, Normal Depth 8.12 in Critical Depth 0.72 ft Channel Slope 1.00 Critical Slope 0.00838 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:15:00 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #8 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 Diameter 12.00 in Discharge 1.57 ft3/s Results Normal Depth 5.58 in Flow Area 0.36 ft2 Wetted Perimeter 1.50 ft Top Width 1.00 ft Critical Depth 0.53 ft Percent Full 46.5 Critical Slope 0.00632 ft/ft Velocity 4.39 ft/s Velocity Head 0.30 ft Specific Energy 0.76 ft Froude Number 1.29 Maximum Discharge 3.83 ft3/s Discharge Full 3.56 ft/s Slope Full 0.00194 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 46.46 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00) 9/512006 4:16:18 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #8 GVF Output Data Normal Depth 5.56 in Critical Depth 0.53 ft Channel Slope 1.00 % Critical Slope 0.00632 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/5/2006 4:16:18 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #9 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Diameter 12.00 in Discharge 1.86 ft3/s Results Normal Depth 6.16 in Flow Area 0.41 ft2 Wetted Perimeter 1.60 ft Top Width 1.00 ft Critical Depth 0.58 ft Percent Full 51.3 Critical Slope 0.00667 ft/ft Velocity 4.59 ft/s Velocity Head 0.33 ft Specific Energy 0.84 ft Froude Number 1.27 Maximum Discharge 3.83 ft/s Discharge Full 3.56 ft'/s Slope Full 0.00273 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 51.29 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/5/2006 4:17:20 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #9 GVF Output Data Normal Depth 6.16 in Critical Depth 0.58 ft Channel Slope 1.00 % Critical Slope 0.00667 ft/ft Bentley Systems,Inc. 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Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/512006 4:18:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #10 GVF Output Data Normal Depth 5.57 in Critical Depth 0.73 ft Channel Slope 2.99 % Critical Slope 0.00621 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/512006 4:18:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #11 Project Description Friction Method Manning Formula Solve For Normal Depth c Input Data r # +5� . w»W Roughness Coefficient 0.013 Channel Slope 4.26 % Diameter 15.00 in Discharge 2.37 ft3/s Results Normal Depth 4.28 in Flow Area 0.29 ftz Wetted Perimeter 1.41 ft Top Width 1.13 ft Critical Depth 0.62 ft Percent Full 28.6 % Critical Slope 0.00566 ft/ft Velocity 8.20 ft/s Velocity Head 1.04 ft Specific Energy 1.40 ft Froude Number 2.86 Maximum Discharge 14.34 ft'/s Discharge Full 13.33 ft3/s Slope Full 0.00135 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 28.56 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:19:23 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #11 GVF Output Data Normal Depth 4.28 in Critical Depth 0.62 ft Channel Slope 4.26 % Critical Slope 0.00566 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:19:23 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 2 of 2 Worksheet for Storm Pipe #12 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 4.47 Diameter 15.00 in Discharge 5.69 ft°/s Results Normal Depth 6.75 in Flow Area 0.54 ft2 Wetted Perimeter 1.84 ft Top Width 1.24 ft Critical Depth 0.97 ft Percent Full 45.0 % Critical Slope 0.00872 ft/ft Velocity 10.62 ft/s Velocity Head 1.75 ft Specific Energy 2.31 ft Froude Number 2.85 Maximum Discharge 14.69 ft3/s Discharge Full 13.66 ft3/s Slope Full 0.00776 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 45.02 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 915/2006 4:20:48 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #12 GVF Output Data Normal Depth 6.75 in Critical Depth 0.97 ft Channel Slope 4.47 % Critical Slope 0.00872 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91512006 4:20:48 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #13 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.75 Diameter 15.00 in Discharge 7.76 ft3/s Results Normal Depth 11.21 in Flow Area 0.98 ft2 Wetted Perimeter 2.61 ft Top Width 1.09 ft Critical Depth 1.10 ft Percent Full 74.7 % Critical Slope 0.01294 ft/ft Velocity 7.89 ft/S Velocity Head 0.97 ft Specific Energy 1.90 ft Froude Number 1.46 Maximum Discharge 9.19 ft3/S Discharge Full 8.55 ft3/s Slope Full 0.01443 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 74.75 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:21:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #13 GVF Output Data Normal Depth 11.21 in Critical Depth 1.10 ft Channel Slope 1.75 Critical Slope 0.01294 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/512006 4:21:36 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #14 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 4.81 % Diameter 15.00 in Discharge 9.44 ft3/s Results Normal Depth 8.95 in Flow Area 0.76 ftz Wetted Perimeter 2.21 ft Top Width 1.23 ft Critical Depth 1.17 ft Percent Full 59.7 % Critical Slope 0.01846 ft/ft Velocity 12.36 ft/s Velocity Head 2.37 ft Specific Energy 3.12 ft Froude Number 2.76 Maximum Discharge 15.24 ft/s Discharge Full 14.17 ft3/s Slope Full 0.02136 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 59.69 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:22:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #14 GVF Output Data Normal Depth 8.95 in Critical Depth 1.17 ft Channel Slope 4.81 Critical Slope 0.01846 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:22:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #15 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data _ Roughness Coefficient 0.013 Channel Slope 1.00 Diameter 18.00 in Discharge 10.73 ft'/s Results Normal Depth 15.13 in Flow Area 1.59 ft2 Wetted Perimeter 3.48 ft Top Width 1.10 ft Critical Depth 1.26 ft Percent Full 84.0 % Critical Slope 0.01005 ft/ft Velocity 6.77 ft/s Velocity Head 0.71 ft Specific Energy 1.97 ft Froude Number 0.99 Maximum Discharge 11.30 ft3/s Discharge Full 10.50 ft3/s Slope Full 0.01044 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 84.05 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/512006 4:28:30 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #15 GVF Output Data Normal Depth 15.13 in Critical Depth 1.26 ft Channel Slope 1.00 % Critical Slope 0.01005 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:28:30 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-765-1666 Page 2 of 2 Worksheet for Storm Pipe #16 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data - Roughness Coefficient 0.013 Channel Slope 3.47 Diameter 18.00 in Discharge 14.01 ft3/s Results lam. WWI Normal Depth 11.26 in Flow Area 1.16 ft2 Wetted Perimeter 2.74 ft Top Width 1.45 ft Critical Depth 1.38 ft Percent Full 62.6 % Critical Slope 0.01544 ft/ft Velocity 12.04 ft/s Velocity Head 2.25 ft Specific Energy 3.19 ft Froude Number 2.37 Maximum Discharge 21.05 ft3/s Discharge Full 19.57 ft3/s Slope Full 0.01779 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 62.58 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/612006 4:29:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #16 ry�„rn .. �.���ry��,p.�-,:.cite-.,-:r�p,,t. . _ .T.s,,.�,�, t �• GVF Output Data + . Normal Depth 11.26 in Critical Depth 1.38 ft Channel Slope 3.47 % Critical Slope 0.01544 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/612006 4:29:04 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #17 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Diameter 15.00 in Discharge 0.62 cfs Results Normal Depth 3.14 in Flow Area 0.19 ft2 Wetted Perimeter 1.19 ft Top Width 1.02 ft Critical Depth 0.31 ft Percent Full 20.9 % Critical Slope 0.00525 ft/ft Velocity 3.33 ft/s Velocity Head 0.17 ft Specific Energy 0.43 ft Froude Number 1.37 Maximum Discharge 6.95 ft/s Discharge Full 6.46 ft3/s Slope Full 0.00009 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0 00 in Length 000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 20.93 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91712006 4:23:23 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #17 GVF Output Data Normal Depth 3.14 in Critical Depth 0.31 ft Channel Slope 1.00 % Critical Slope 0.00525 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9f712006 4:23:23 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #18 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.52 % Diameter 21.00 in Discharge 14.96 cfs Results Normal Depth 13.77 in Flow Area 1.67 ftz Wetted Perimeter 3.30 ft Top Width 1.66 ft Critical Depth 1.43 ft Percent Full 65.6 Critical Slope 0.00893 ft/ft Velocity 8.95 ft/s Velocity Head 1.24 ft Specific Energy 2.39 ft Froude Number 1.57 Maximum Discharge 21.01 ft3/s Discharge Full 19.53 ft3/s Slope Full 0.00892 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 65.57 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91712006 4:26:32 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #18 GVF Output Data Normal Depth 13.77 in Critical Depth 1.43 ft Channel Slope 1.52 Critical Slope 0.00893 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 917/2006 4:25:32 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #19 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.88 % Diameter 15.00 in Discharge 1.04 fN/s Results Normal Depth 2.90 in Flow Area 0.17 ft2 Wetted Perimeter 1.14 ft Top Width 0.99 ft Critical Depth 0.40 ft Percent Full 19.3 % Critical Slope 0.00521 ft/ft Velocity 6.25 ft/s Velocity Head 0.61 ft Specific Energy 0.85 ft Froude Number 2.68 Maximum Discharge 13.69 ft3/s Discharge Full 12.72 ft'/s Slope Full 0.00026 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 19.33 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:33:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #19 GVF Output Data Normal Depth 2.90 in Critical Depth 0.40 ft Channel Slope 3.88 % Critical Slope 0.00521 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/612006 4:33:54 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #20 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.85 % Diameter 15.00 in Discharge 2.26 ft°/s Results Normal Depth 4.63 in Flow Area 0.32 ft2 Wetted Perimeter 1.47 ft Top Width 1.16 ft Critical Depth 0.60 ft Percent Full 30.9 Critical Slope 0.00561 ft/ft Velocity 7.01 ft/s Velocity Head 0.76 ft Specific Energy 1.15 ft Froude Number 2.34 Maximum Discharge 11.73 ft'/s Discharge Full 10.90 ft3/S Slope Full 0.00122 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 30.89 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 915/2006 4:34:29 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #20 GVF Output Data Normal Depth 4.63 in Critical Depth 0.60 ft Channel Slope 2.85 % Critical Slope 0.00561 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:34:29 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #21 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 Diameter 15.00 in Discharge 5.17 ft/s Results Normal Depth 10.15 in Flow Area 0.88 ft2 Wetted Perimeter 2.42 ft Top Width 1.17 ft Critical Depth 0.92 ft Percent Full 67.7 % Critical Slope 0.00801 ft/ft Velocity 5.85 ft/s Velocity Head 0.53 ft Specific Energy 1.38 ft Froude Number 1.19 Maximum Discharge 6.95 ft3/s Discharge Full 6.46 ft3/s Slope Full 0,00641 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 67.68 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:35:01 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #21 GVF Output Data Normal Depth 10.15 in Critical Depth 0.92 ft Channel Slope 1.00 Critical Slope 0.00801 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 915/2006 4:36:01 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #21A Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 5.87 Diameter 15.00 in Discharge 4.87 ft'/s Results Normal Depth 5.75 in Flow Area 0.43 ft2 Wetted Perimeter 1.67 ft Top Width 1.22 ft Critical Depth 0.89 ft Percent Full 38.3 % Critical Slope 0.00765 ft/ft Velocity 11.25 ft/s Velocity Head 1.97 ft Specific Energy 2.45 ft Froude Number 3.32 Maximum Discharge 16.83 ft3/s Discharge Full 15.65 ft3/s Slope Full 0.00568 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 38.32 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/5/2006 4:35:45 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #21A GVF Output Data Normal Depth 5.75 in Critical Depth 0.89 ft Channel Slope 5.87 % Critical Slope 0.00765 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 916/2006 4:35:45 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-765-1666 Page 2 of 2 Worksheet for Storm Pipe #22 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 6.08 % Diameter 15.00 in Discharge 7.96 ft3/s Results Normal Depth 7.50 in Flow Area 0.61 ft2 Wetted Perimeter 1.96 ft Top Width 1.25 ft Critical Depth 1.11 ft Percent Full 50.0 % Critical Slope 0.01350 ft/ft Velocity 12.98 ft/s Velocity Head 2.62 ft Specific Energy 3.24 ft Froude Number 3.27 Maximum Discharge 17.13 ft/s Discharge Full 15.93 ft3/s Slope Full 0.01519 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 49.97 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/5/2006 4:36:52 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #22 GVF Output Data Normal Depth 7.50 in Critical Depth 1.11 ft Channel Slope 6.08 % Critical Slope 0.01350 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/5/2006 4:36:62 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Worksheet for Storm Pipe #23 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 7.26 Diameter 15.00 in Discharge 7.96 ft/s Results Normal Depth 7.12 in Flow Area 0.57 ft' Wetted Perimeter 1.90 ft Top Width 1.25 ft Critical Depth 1.11 ft Percent Full 47.5 Critical Slope 0.01349 ft/ft Velocity 13.87 ft/s Velocity Head 2.99 ft Specific Energy 3.58 ft Froude Number 3.61 Maximum Discharge 18.72 ft3/s Discharge Full 17.40 ft3/s Slope Full 0.01519 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 000 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 47.46 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/512006 4:37:13 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Storm Pipe #23 GVF Output Data Normal Depth 7.12 in Critical Depth 1.11 ft Channel Slope 7.26 % Critical Slope 0.01349 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00) 9/5/2006 4:37:13 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Worksheet for Pond #1 Outlet Structure Inlet Orifice Project Description Solve For Opening Width Input Data Discharge 0.78 cis Headwater Elevation 18.00 in Centroid Elevation 3.00 in Tailwater Elevation 3.18 in Discharge Coefficient 0.60 Opening Height 6.00 in Results Opening Width 3.50 in Headwater Height Above Centroid 1.25 ft Tailwater Height Above Centroid 0.02 ft Flow Area 0.15 ftz Velocity 5.35 ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/612006 4:12:57 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Pond #1 Outlet Structure Weir Project Description Solve For Crest Length Input Data Discharge 0.78 cfs Headwater Elevation 18.00 in Crest Elevation 0.00 in Tailwater Elevation 3.18 in Weir Coefficient 3.33 US Number Of Contractions 0 Results Crest Length 1.58 in Headwater Height Above Crest 1.50 ft Tailwater Height Above Crest 0.27 ft Flow Area 0.20 ft2 Velocity 3.96 ft/s Wetted Perimeter 3.13 ft Top Width 0.13 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/6/2006 4:10:13 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 1 Worksheet for Pond #1 Outlet Structure Outlet Pipe (Q10) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.50 % Diameter 15.00 in Discharge 0.78 cfs Results Normal Depth 3.18 in Flow Area 0.19 ft2 Wetted Perimeter 1.20 ft Top Width 1.02 ft Critical Depth 0.35 ft Percent Full 21.2 % Critical Slope 0.00521 ft/ft Velocity 4.10 ft/s Velocity Head 0.26 ft Specific Energy 0.53 ft Froude Number 1.68 Maximum Discharge 8.51 ft3/s Discharge Full 7.91 ft'/s Slope Full 0.00015 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 21.21 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91712006 9:09:11 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Pond #1 Outlet Structure Outlet Pipe (Q10) GVF Output Data Normal Depth 3.18 in Critical Depth 0.35 ft Channel Slope 1.50 Critical Slope 0.00521 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/7/2006 9:09:11 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Pond #1 Outlet Structure Outlet Pipe (025) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.50 Diameter 15.00 in Discharge 7.48 cfs Results Normal Depth 11.62 in Flow Area 1.02 ft2 Wetted Perimeter 2.69 ft Top Width 1.04 ft Critical Depth 1.09 ft Percent Full 77.5 % Critical Slope 0.01222 ft/ft Velocity 7.33 ft/s Velocity Head 0.84 ft Specific Energy 1.80 ft Froude Number 1.31 Maximum Discharge 8.51 ft3/s Discharge Full 7.91 ft3/s Slope Full 0.01341 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 77.46 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/7/2006 9:08:33 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Pond #1 Outlet Structure Outlet Pipe (025) GVF Output Data Normal Depth 11.62 in Critical Depth 1.09 ft Channel Slope 1.50 % Critical Slope 0.01222 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9f712006 9:08:33 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Pond #2 Outlet Structure Inlet Orifice Project Description Solve For Opening Width Input_Data, '1_ 4 Discharge 4.49 cfs Headwater Elevation 18.00 in Centroid Elevation 6.00 in Tailwater Elevation 5.74 in Discharge Coefficient 0.60 Opening Height 12.00 in Results Opening Width 11.19 in Headwater Height Above Centroid 1.00 ft Tailwater Height Above Centroid -0.02 ft Flow Area 0.93 ft2 Velocity 4.81 ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 91612006 4:13:22 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Pond #2 Outlet Structure Weir Project Description Solve For Crest Length Input Data Discharge 4.49 cfs Headwater Elevation 18.00 in Crest Elevation 0.00 in Tailwater Elevation 5.74 in Weir Coefficient 3.33 us Number Of Contractions 0 Results Crest Length 9.51 in Headwater Height Above Crest 1.50 ft Tailwater Height Above Crest 0.48 ft Flow Area 1.19 ft2 Velocity 3.78 ft/s Wetted Perimeter 3.79 ft Top Width 0.79 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/612006 4:10:24 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Pond #2 Outlet Structure Outlet Pipe (Q10) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.00 Diameter 21.00 in Discharge 23.66 cfs Results Normal Depth 15.04 in Flow Area 1.84 ft2 Wetted Perimeter 3.53 ft Top Width 1.58 ft Critical Depth 1.66 ft Percent Full 71.6 Critical Slope 0.01932 ft/ft Velocity 12.84 ft/s Velocity Head 2.56 ft Specific Energy 3.81 ft Froude Number 2.09 Maximum Discharge 29.52 ft/s Discharge Full 27.44 ft3/s Slope Full 0.02230 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 71.62 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/7/2006 9:09:25 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for Pond #2 Outlet Structure Outlet Pipe (4210) GVF Output Data Normal Depth 15.04 in Critical Depth 1.66 ft Channel Slope 3.00 Critical Slope 0.01932 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 917/2006 9:09:25 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Pond #2 Outlet Structure Outlet Pipe (Q25) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.00 % Diameter 21.00 in Discharge 23.66 cis Results Normal Depth 15.04 in Flow Area 1.84 ft2 Wetted Perimeter 3.53 ft Top Width 1.58 ft Critical Depth 1.66 ft Percent Full 71.6 % Critical Slope 0.01932 ft/ft Velocity 12.84 ft/s Velocity Head 2.56 ft Specific Energy 3.81 ft Froude Number 2.09 Maximum Discharge 29.52 ft3/s Discharge Full 27.44 ft3/s Slope Full 0.02230 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 71.62 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08,01.066.00] 9M2006 9:08:36 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Pond #2 Outlet Structure Outlet Pipe (025) GVF Output Data Normal Depth 15.04 in Critical Depth 1.66 ft Channel Slope 3.00 Critical Slope 0.01932 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/712006 9:08:36 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Appendix D Roadway Design and Deviations Roadway Design Deviations And Stopping Sight Distances KNOLLS AT HILLCREST ROAD DESIGN DEVIATIONS AUGUST 10, 2006 1) Kenyon Drive "T" intersection at Birchwood Lane [see Sheets A and A-1]. a. Deviation: Length of tangent at intersection is less than 100 feet. Response: Birchwood Lane is merely a widening of an existing driveway with adjoining parking spaces for the Hillcrest facilities. To change the alignment would entail significant modifications to the existing parking lot. In addition, the intersection meets the vision triangle requirements set forth in UDO 18.44.100 and provides a 200 foot minimum sight distance from the stop bar on Kenyon Drive. b. Deviation: The grade of Birchwood Lane within 150 feet east of the Kenyon Drive "T" intersection exceeds 3% (4.09%). Response: West bound Birchwood Lane meets or exceeds the City of Bozeman and AASHTO stopping site distance (SSD) of 209 feet for a downhill grade of 4% (A). 2) Deviation: K for the crest vertical curve at station 9+53.73 of Birchwood Lane is less than 50 (K=20.64) [see Sheets A and A-1]. Response: Birchwood Lane is merely a widening of an existing driveway with adjoining parking spaces for the Hillcrest facilities. To change the profile would entail significant modifications to the existing parking lot. In addition, the crest vertical curve exceeds the AASHTO recommended minimum K of 19 (B). Furthermore, this vertical curve meets or exceeds the City of Bozeman and AASHTO recommended SSD of 209 feet along the curve tested at 50 foot increments per AASHTO methodology 3) Deviation: K for the crest vertical curve at station 5+25.90 of Birchwood Lane is less than 50 (K=24.61) [see Sheets A and A-1]. Response: Birchwood Lane is merely a widening of an existing driveway with adjoining parking spaces for the Hillcrest facilities. To change the profile would entail significant modifications to the existing parking lot. In addition, the crest vertical curve exceeds the AASHTO recommended minimum K of 19 (8). Furthermore, this vertical curve meets or exceeds the City of Bozeman and AASHTO recommended SSD of 209 feet along the curve tested at 50 foot increments per AASHTO methodology 4) Pilot Knob Road "T" intersection at Birchwood Lane [see Sheet A] a. Deviation: Length of tangent at intersection is less than 100 feet (east side is approximately 32 feet). Response: Birchwood Lane is merely a widening of an existing driveway with adjoining parking spaces for the Hillcrest facilities. To change the alignment would entail significant modifications to the existing parking lot. In addition,the intersection meets the vision triangle requirements set forth in UDO 18.44.100 and provides a 200 foot minimum sight distance from the stop bar on Pilot Knob Road. b. Deviation: The profile grade within 150 feet of the intersection exceeds 3% (7.96%). Response: The vertical curve meets the City of Bozeman and AASHTO recommended SSD/HSD (headlight sight distance) of 223 feet for a downgrade of 8% and 181 feet for an upgrade of 8% (A). I:\Projects\06-006 The Knolls West\Reports\06-006 Deviations August 7 2006.doc Page 1 of 3 5) Deviation: The Length of tangent is less than 100 feet at the Birchwood Lane and Hillcrest Access Drive intersection [see Sheet A]. Response: This is an existing intersection that is being improved and widened. The intersection meets the vision triangle requirements set forth in UDO 18.44.100. 6) Kenyon Drive and Josephine Lane intersection [see Sheets B and B-1]. a. Deviation: The length of tangent of Kenyon Drive at this intersection is less than 100 feet Response: Kenyon Drive is shifted to the east through The Knolls at Hillcrest to allow for a greater buffer between the subdivision and Burke Park. Due to this "shift", the road does not directly align with the proposed alignment of Kenyon Drive to the south of the property boundary. This being said, the maximum deflection between the curve and the chord along the curve through the intersection is only 2.25 degrees (an offset of 3.1 feet) with a radius of 1,000 feet. In addition, the intersection meets the vision triangle requirements set forth in UDO 18.44.100 and provides a 200 foot minimum sight distance from,stop bars on Josephine Lane. b. Deviation: The grade within 150 feet south of the intersection exceeds 3%. Response: Due to the proposed vertical design of Kenyon Drive for the Amended Lots 1- A, 2-A, 3-A, and 4-A, Block 2-A of a Plat of LeClairs Rearrangement to the south of The Knolls at Hillcrest boundary, we were unable to create a road profile that met the minimum grade within 150 feet of intersecting centerlines without adding excessive amounts of fill. Any greater fill than proposed along this segment of the proposed Kenyon Drive would degrade the ridgeline views from areas west of the subdivision. The sight distances through this intersection meet or exceed the AASHTO recommended minimum values for sag vertical curves (D) at a design speed of 30 mph. Notwithstanding this, measures to slow traffic may need to be implemented in order to make the Kenyon Drive and Josephine Lane intersection safe. 7) Deviation: The grade along Kenyon Drive within 150 feet north of the "T" intersection with Knolls Lane slightly exceeds 3% [see Sheets B and B-1]. Response: The crest vertical curve exceeds the City of Bozeman and AASHTO recommended stopping sight distance of 200 feet and K=50. 8) Deviation: The grade along Pilot Knob Road within 150 feet south of Knolls Lane exceeds 3% (4.65%) [see Sheets C and C-1]. Response: The sag vertical curve exceeds the AASHTO recommended SSD of 212 feet for a downgrade of 5%(A) (approaching from south) and K=35. 9) Deviation: The grade along Knolls Lane within 150 feet east of the Pilot Knob Road intersection slightly exceeds 3% (3.37%) [see Sheets D and D-1]. Response: The SSD along Knolls Lane approaching Pilot Knob Road from Highland Boulevard greatly exceeds the City of Bozeman and AASHTO recommended design values. In addition, the K-values for the sag vertical curve along Knolls Lane east of Pilot Knob Road and the crest vertical curve through the intersection exceed the City of Bozeman and AASHTO minimum values. I:\Projects\06-006 The Knolls West\Reports\06-006 Deviations August 7 2006.doc Page 2 of 3 REFERENCES (A) AASHTO Geometric Design of Highways and Streets, Exhibit 3-2, Page 115 (B) AASHTO Geometric Design of Highways and Streets, Exhibit 3-72, Page 272 (c) AASHTO Geometric Design of Highways and Streets, Exhibit 3-8, Page 129 (D) AASHTO Geometric Design of Highways and Streets, Exhibit 3-75, Page 277 I:\Projects\06-006 The Knolls West\Reports\06-006 Deviations August 7 2006.doc Page 3 of 3 r � 0 N $ O 3 Wr RMCHWOOD iLOT3 / �/ P1:3+63.86 / PT:9+41.18 PT:6H1.85 PC:4 r88.38 3-00 4-00 --j/ / w0p9LA1.." 6+0o- 1 I tor, � r 1 OI'4 { I I r ;e.� ° h Tom. 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KENYON DRIVE J ( ---- I r-----� L J L L-----J ,�� North I ry I I I la I p �- rp I r I r I I 0 I I py I0 I l a I I I o I I w I I I J II II I —————7 r----- I L-----J L----J L----J L-----J p ti IO I 19 I IO Q 12.31 N i I LJ— ' r - II I—F ------- PVI STA:1+36.75 PVI ELEV:5023-26 K:47.61 LVC: .95 N P+ W Z $ K u: PVI STA:7+57.62 w (A ui PVI STA:4+1Z17 PVI ELEV:500948tii Ili U U =!Q Z > PVI ELEV:5015.47 K:49.98 �a m PVI STA:9.97.34 3 K:7B,12 w LVC:15250'm <0 W w w LVC:8567 PVI K:35.0LM 99B.01 K: a4 % w U U U U > > 618 O m m W W O m W W W uq� vp� yob rpQ Q -2.83% q -1.739G m m 4.79 -3.00% 3.00°h 6b m W (HSD)=HEADLIGHT SIGHT DISTANCE s NOTE:STOPPING SIGHT DISTANCE(IN FEET)FROM 3.5 FEET TO 2.0 FEET Z a 0 3 s m Ea 9 v REVISION DATE: BY: REVISED FOR: SHEET i �� _ THE KNOLLS AT HILLCREST • Scale in Feet Bozeman Deaconess - - - KENYON DRIVE qq PROJECT ENGINEER: TSM DESIGNED BY: JJK B 9 3985°�►�°°�°��"° 1}y DEVIATIONS AND SSD CALCULATIONS 1J a Bozeman,MT 59718 Health Services _CHECKED BY: TSM DRAWN BY: JJK _ o Uo6)586-9922 PROJECT NO: 06-006 DATE: AUGUST 10,2006 U 5 v Z I m I _ _ r n C Z r � O I I I I I I I D I I I II o lI s l I �s I I O I s l l II r NOrth s I I I I" I I 1> �� a ------------- 1+00 r — — — 2+00 3+00 4+00 5+00 6+00 7M0 8W0 PC•.0+93.48 9W0 _ C;0+86.54 L ----- _ _ PTs+44a IV 1 I KENYON DRE I 1 'Do — I r / I s I I s I I o f a _ L - - J — J L — � L - - J �12+3423 PVI STA:1+ .75 1 PVI ELEV:5013.26 K:47.61 v 4 5 qp 5040 040 [y>� LLI 6i LLI w w m m 5030 \ 5030 PVI ;TA;4+12.17 PVI E.EV:5015-47 78.12 .85.37- . _ lii PVI S A:7+57.62 U PVI LEL_V:500948 5020 - - K 49.98 5020 \ �1E LV :15250' FI IISHED GRAD r ( =NTERLINE) z mJi mini ui - > > _ _ •L73% m M w w K:3 00 EXIS ING GRADE PVI ELEV 4990 01 ( NTERLINE) - \ LVC: 2.48' p w c> > LL m m w w a & Z w 5000 w 5000 -.F w \ a > yy� w Z w Q Z II p v Y O II Z J II U Oi II II \ ° pw 2 W S > N Z Z> \ O W Q J InN w w Z w u 7 4990 cp pp a y� pp lNV pp N mm yy�, p, yy tt7� �,pp mm II�� NN �mI {{rr�� 4990 Q N N q OI itOl O q t0 Itf N D m O m q q Q O O N O i f I/f d O C6 O 16 N N ' � p�p p Op O p, 0 O O N O p Oo g � Obi Oml Oqi � q � Oqi m 0 OI Obi p 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 12+34 3 0 REVISI°"DATE: BY: REVISEDFOR: THE KNOLLS AT HILLCREST SHEET Scale in Feet KENYON DRIVE 9985 Valley Co ons Bozeman Deaconess PROJECT ENGINEER: TSM DESIGNED BY: JJK B-1 mm Bozmemaneman,MT 59'718 Health Services CHECKED BY: TSM DRAWN BY: JJK PLAN AND PROFILE a U (4o6)586-9922 PROJECT NO: 06-006 DATE: AUGUST 10,2006 j r r_ _� i-----i ----- o a O i - I O EP:0+44A9 _ x + W I r I x I c I I o I I o I o I I o I a PT:7+08.62 •I I lu I I W ! � I I u I I "' I I I I � I r� 6+� I II p ! I L_____J L____J L____J L----_J p North "ILI- C 0+00 1+00 2+00 3+00 4+00 I 5+00 �� ro I PILOT KNOB ROAD I 0 r I I r r I r I I r I I r ( I r I I r I II c r S I I I I I L____J L----J L—___J L--_—J L————J L--_—J I L—_--JL_----� r f ° I Zm r i PUBLIC OPEN SPACE I >n ( I l m jJ i 1 PVI STA:1+49,89 44 S4 PVI ELEV:5002.32 2g m w a 7 K:50.00 LVC:296.34' j6 y� tii w w m m PVI STA:6+0427 PVI STA:3+85.78 , pVl ELEV:498223 l m PVI STA:7+55,94 a 4 $ PVI ELEV:4988.47 � e < PVI ELEV.4974,69 K:35.00 e w w w LVC598°72' w w ul K:35.00 w ,ii LVC:119.46' w (yyJ m m w �u m m LVC:�� S y m m W W N �QyV O � 5 W 3.00% 3.00% h 3.w% m R T w 8 as c6 t/1 w NOTE:STOPPING SIGHT DISTANCE(IN FEET)FROM 3.5 FEET TO 2.0 FEET 0 m _z E E 3 ® 5° ,� REVISION DATE: 9Y: REVISED FOR: � - THE KNOLLS AT HILLCREST Scale - SHEET v Bozeman Deaconess PROJECT e/WINEwL. 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