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HomeMy WebLinkAbout2007-08-08 Response Comments to VHB Review 5/29/07 haj Professional Land Surveyors &Civil Engineers ESSEX SURVEY SERVICE 1958- 1986 OSBORN PALMER 1911 - 1970 May 29, 2007 BRADFORD&WEED 1885- 1972 Mr. Timothy McIntosh, PE VHB, Inc. 101 Walnut Street Watertown, MA, 02472 RE: Application for Site Plan Review Special Permit—Peer Review Property: F14562 • 1820-1830 Turnpike St. N. Andover, MA. VAolp,NGpCp�R�M N� Owner/Applicant: GPM General Contracting Co. pNN VHB No. 09280.27 Dear Mr. McIntosh: The following responses are offered to outstanding follow-up comments offered by VHB in a Memorandum to the Planning Board dated May 21, 2007: General Comments/Standard Engineering Practice 7. Details have been prepared by the Project Architect, copies of which accompany this letter; 21. A lighting analysis is to be provided by the Project Landscape Architect under separate cover; Drainage Comments 27. The invert elevations for Structures 101, 102 and 103 have been adjusted so that a minimum slope of 1.00 percent will be provided. A printout of Hydrograph 22 accompanies this letter; 28. A copy of the drainage plan with the area to the proposed culvert highlighted accompanies this letter; 36. Printouts of Hydrographs 14, 15, 16, 17, 19 and 20 accompany this letter. As to the modeling of reservoir outflows, it was done manually as follows: (a). As to infiltration capacity, a computation was done for each bed based on a conservative exfiltration rate (6 inches per hour) over the bottom area only for each bed. (See Sheets 1, 2 and 3 in Infiltration Bed Sizing Calculations section of the report); 104 LOWELL STREET PEABODY, MASS. 01960 TELEPHONE: 978-531-8121 FAX: 978-531-5920 I (b). Overflow capacities for the four inch overflow manifolds were calculated based on an orifice calculation using a coefficient of 0.60. A copy of calculations for a 4 inch pipe accompanies this letter. The orifice capacity was added to the bed exfiltration capacity for the stage from 2.0 to 2.5 feet in each bed. Also, please note that at the Applicant's request, the driveway at the northwest corner of the site has been modified. Please do not hesitate to contact the undersigned or Clayton A. Morin, PR if there are any questions relative to this letter. Very truly yours, ames H. MacDowell JHM:aly Attachments CC: Town of N. Andover Planning Board Attorney John Smolak Ms. Lisa Eggleston, PE Mr. Gino Fodera (letter only) &ggon 1+amd knn Lob(DA61oo9 h& 1 BAY STATE s D .EsIG N May 23, 2007 Mr. James H. MacDowell Eastern Land Survey 104 Lowell Street Peabody, MA 01960 Reference: 1812 Turnpike Street North Andover, MA Dear Jim: Enclosed are sketches SKA-1 and SKA-2 which responds to VHB's May 21" review comment number 7. Please include with your other responses. Should you require anything else,please let us know. Sincerely, BAY STATE DESIGN ASSOCIATES, INC. .\ 7D Brian P. O'Donnell, AlA Vice President B-y Sila� � l T �G S(b�� 1�C(s$1�t��m�� {tti9crz3C7��i �°Pni-L, Woburn, NIA 01801 TEL: (78!) 932-2467 FAX: (781) 93 2-97 71 Architects • Lngit}eers +Pro', trio, 2738.006 Client: GI P 0 FOD RA ra'ect: 1 N E 1 1812 TURNPIKE STREET b 0013 30b HV9 Ol Ln vZ jtg—,L H O N Z ? z 4 0 W O W 1Q Q U W O 0- < m J V W H U- LLJ° O � L.L V O — — o U o . I Z EI =1 I=III=1 11- v II—Illy V) III llll oZD W n Cq LLJ ---- F r — W LL E>j z Ld W BAY STATE Dar But* Dalan Drawing Title Drawn By Scale Ref. Doc. AMMMIALM In*, Q E S I ON ArohlirM.•941nom SECTION AT ECD 3/4„ = 1'-0° Y burn,Tower Office CURB Rev'd By Date Dwg. No. Phone. M-i1Ci2-0167 Pax: 701-9SY-11"I BPO 05/23/07 SK-1 r Proj. Wo. 2738.006 Client: GINO FODERA Project; 1812 TURNPIKE STREET J O — — — — U a w a fy cy 66 �6 zz : -j 0 14- oo Q w cn w 0z E- I r � m wx _j mEd �- Cn �- U w o U w,n Q Q � %Z 'Xb'►N 3dO-lS SS080 I s— J O — — — U J O U BAY STATE BOY Bow D�s1rn Drawing Title Drown By Scale Ref. Doc. E)E:S I G N a iM.:au�11"In.m [WCD 1 2" = i'—p.� ACCESSIBLE CURB / e Tow MAC"OIMI rk CUT DETAIL Rev'd By Date Dwg. No. Phontt 981-93E-2469 wx: 'Bi-x►B-rrrt BPO 05/23/07 SK-2 4 Hydrograph Plot Hydraflow Hydrographs by intellsolve Hyd. No. 14 INFILTRATION Hydrograph type = Diversion1 Peak discharge = 0,26 cfs Storm frequency = 1 yrs Time interval = 2 min Inflow hydrograph = 5 2nd diverted hyd. = 15 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=2,659 cult 14 - Diversion9 - I Yr - Qp = 0.26 cfs 0.30 0.25 0.20 0.15 Qr 0.10 0.05 0.00 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 16.2 21.6 24,O Time (hrs) Hyd. 5 / Hyd. 15 ® Hyd. 14 Hydrograph Plot Hydratlow Hydrographs by Intellsolve Hyd. No. 14 INFILTRATION Hydrograph type = Diversionl Peak discharge = 0.26 cfs Storm frequency = 2 yrs Time interval - 2 min Inflow hydrograph = 5 2nd diverted hyd. = 15 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume 3,287 cult 14 - Diversionl - 2 Yr - Op = 0.26 cfs 0.30 0.25 0.20 a 0.15 0.10 0.05 0.00 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 5 / Hyd. 15 ® Hyd. 14 Hydrograph Plot Hydratlow Hydrographs by Intellsolve Hyd. No. 14 INFILTRATION Hydrograph type = Diversion Peak discharge = 0.26 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hydrograph = 5 2nd diverted hyd, = 15 Diversion method = Constant Q Constant Q = 0,26 cfs Hydrograph volume=5,191 euft 14 - Diversion1 - 10 Yr - Qp 0.26 cfs 0,30 0.25 0.20 0.10 0.05 0.00 0.0 2.4 4.8 7.2 9.6 12.014.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 5 / Hyd. 15 ® Hyd. 14 7 M 7 I Hydrograph Plot Hydraflow Hydrographs by intetisolve j Hyd. No. 14 INFILTRATION Hydrograph type = Diversionl Peak discharge 0.26 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hydrograph = 5 2nd diverted hyd. = 15 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=8,136 euft 14 w Diversionl - 100 Yr - Qp 0.26 cfs 0.4 0.3 0 0.2 Cl 0.1 000/ 0.0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 5 / Hyd. 15 / Hyd. 14 Hydrograph Report Page 1 Hydraflow Hydrographs by Intel{solve Hyd. No. 15 OVERFLOW Hydrograph type = Diversion2 Peak discharge = 0.07 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hydrograph = 5 2nd diverted hyd. = 14 Diversion method : Constant Q Constant Q = 0.26 cfs Hydrograph Volume 126 tuft Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.37 0.27 0.26 << 0.01 12.40 0.29 0.26 << 0.03 12.43 0.31 0.26 << 0.05 12.47 0.32 0.26 << 0.06 12.50 0.33 0.26 << 0.07 12.53 0.33 0.26 << 0.07 12.57 0.33 << 0.26 << Q.07 << 12.60 0.33 0.26 << 0.07 12.63 0.33 0.26 << 0.07 12.67 0.33 0.26 << 0.07 12.70 0.32 0,26 << 0.06 12.73 0.32 0,26 << 0.06 12.77 0.32 0.26 << 0.06 12.80 0.31 0.26 « 0.05 12.83 0.31 0.26 << 0,05 12.87 0.30 0.26 << 0.04 12.90 0.30 0.26 << 0.04 12.93 0.29 0.26 << 0.03 12.97 0,29 0.26 << 0.03 13.00 0.28 0,26 << 0,02 13.03 0.28 0,26 << 0.02 13.07 0.27 0.26 << 0.01 13.10 0.27 0.26 << 0.01 ...End l g Hydrograph Plot Hydrafiow Hydrographs by Intellsolve Hyd. No. 16 INFILTRATION Hydrograph type = Diversion1 Peak discharge = 0.26 cfs Storm frequency = 1 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 17 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=2,984 cult 16 - Diversion'i - 1 Yr - Qp = 0.26 cfs 0.30 0.25 0.20 0,15 CY 0.10 0.05 0.00 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 11 / Hyd. 17 ® Hyd. 16 Hydrograph Plot Hydragow Hydrographs by IntetlsoNe Hyd. No. 16 INFILTRATION Hydrograph type = Diversionl Peak discharge = 0.26 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 17 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=3,610 cuff 16 - Diversionl - 2 Yr - Qp = 0.26 cfs 0.30 0.25 0.20 0.15 CY 0.10 0.05 0.00 0.0 2.4 4.8 7.2 9.6 12.014.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 11 / Hyd. 17 / Hyd. 16 Gt 1 Hydrograph Plot Hydraflow Hydrographs by Intellsolve Hyd. No. 16 INFILTRATION Hydrograph type = Diversion1 Peak discharge = 0.26 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 17 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume 5,493 cuff 16 - Diversioni - 10 Yr - Qp 0.26 cfs 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 11 / Hyd. 17 ® Hyd. 16 la- Hydrograph Plot Hydra[fow Hydrographa by€ntel€so€ve Hyd. No. 16 INFILTRATION Hydrograph type = Diversionl Peak discharge = 0.26 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 17 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=8,411 cult 16 - Diversionl - 100 Yr - Qp = 0.26 cfs 0.4 0.3 0.2 0.1 0.0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 11 / Hyd. 17 ® Hyd. 16 /-3 I Hydrograph Report Page 1 Hyd€afiow Hyd€ographs by Intellsolve Hyd. No. 17 OVERFLOW Hydrograph type = Diversion2 Peak discharge - 0.00 cfs Storm frequency = 1 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 16 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=4 cult Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 11.80 0.26 << 0.26 << 0.00 << 11.83 0.26 << 0.26 << 0.00 << 11.87 0.26 << 0.26 << 0.00 << 11.90 0.26 << 0.26 << 0,00 << 11.93 0.26 << 0.26 << 0.00 << 11.97 0.26 << 0.26 << 0.00 << 12.00 0,26 << 0.26 << 0.00 << 12,03 0.26 << 0.26 << 0.00 << 12.07 0.26 << 0.26 << 0.00 << 12.10 0.26 << 0.26 << 0.a0 << 12.13 0.26 << 0.26 << 0.00 << 12,17 0.26 << 0.26 << 0,00 << 12.20 0.26 << 0.26 << 0.00 << 12.23 0.26 << 0.26 << 0.00 << 12,27 0.26 << 0.26 << 0.00 << 12.30 0.26 << 0.26 << 0.00 << 12,33 0,26 << 0.26 << 0.00 << 12.37 0.26 << 0.26 << 0.00 << 12.40 0.26 << 0.26 << 0.00 << 12.43 0.26 << 0,26 << 0.00 << 12.47 U6 << 0.26<< 0.p0 << 12.50 0.26 << 0.26 << 0.00 << 12.53 0.26 << 0.26 << 0,00 << 12.57 0.26 << 0.26 << 0.00 << 12.60 0.26 << 0.26 << 0.00 << 12.63 0.26 << 0.26 << 0.00 << 12.67 0.26 << 0,26 << 0.00 << 12.70 0.26 << 0.26 << 0.00 << 12.73 0.26 << 0.26 << 0.00 << 12.77 0.26 << 0.26 << 0,00 « 12.80 0.26 << 0,26 << 0.00 << 12.83 0.26 << 0.26 << 0.00 << 12.87 0.26<< 0.26 << 0,00 << 12.90 0.26 « 0.26 << 0.00 << 12.93 0.26<< 0.26 << 0.00 << 12.97 0.26 << 0.26 << 0.00 << 13.00 0.26 << 0,26 << 0.00 << 13,03 0.26 << 0.26 << 0.00 << Continues on next page... 1� t OVERFLOW Page 2 Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (h rs) cfs GfS cf s 13.07 0.26 << 0.26 << 0.00 << 13.10 0.26 << 0.26 << 0.00 << 13.13 0.26 << 0.26 << 0.00 << 13,17 0.26 << 0.26 << 0.00 << 13,20 0.26 << 0.26<< 0,00 << ...End i I Hydrograph Report Page 1 Hydraflow Hydrographs by Inkellsolve Hyd. No, 17 OVERFLOW Hydrograph type = Diversion2 Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 16 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume=1 cult Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 11.77 0.26 << 0.26 << 0.00 << 11.80 0.26 << 0.26 << 0.00 << 11.83 0.26 << 0.26 << Q.00 << 11.87 0.26 << 0.26 << 0.00 << 11.90 0,26 << 0,26 << 0.00 << 11.93 0.26 << 0.26 << 0.00 << 11,97 0,26 << 0.26 << 0.00 << 12.00 0.26 << 0.26 << 0.00 << 12.03 0.26 << 0,26 << 0.00 << 12.07 0.26 << 0,26 << 0.00 << 12.10 0.26 << 0,26 << 0.00 << 12.13 0.26 << 0.26 << 0.00 << 12.17 0.26 << 0,26 << 0.00 << 12,20 0,26 << 0,26 << 0.00 << 12.23 0.26 << 0.26 << 0.00 << 12,27 0.26 << 0,26 << 0.00 << 12.30 0.26 << 0.26 << 0.00 << 12.33 0.26 << 0.26 << 0.00 << 12.37 0.26 << 0.26 << 0,00 << 12.40 0.26 << 0.26 << 0.00 << 12.43 0.26 << 0.26 << 0,00 << 12.47 0,26 << 0.26 << 0.00 << 12.50 0.26 << 0.26 << 0.00 << 12.53 0,26 << 0,26 << 0.00 << 12.57 0.26 << 0.26 << 0.00 << 12.60 0.26 << 0.26 << 0.00 << 12.63 0.26 << 0.26 << 0.00 << 12.67 0.26 << 0.26 << 0.00 << 12.70 0.26 << 0.26 << 0.00 << 12.73 0.26 << 0.26 << 0.00<< 12.77 0.26 << 0.26 << 0.00 << 12.80 0.26 << 0.26 << 0.00 << 12.83 0.26 << 0.26 << 0.00 << 12.87 0.26 << 0,26 << 0.00 << 12.90 0.26 << 0.26 << 0.00 << 12.93 0.26 << 0.26 << 0.00 << 12.97 0.26 << 0.26 << 0.00 << 13.00 0,26 << 0,26 << 0.00 << Continues on next page.., I OVERFLOW Page 2 Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 13.03 0.26 << 0.26 << 0.00<< 13.07 0.26 << 0.26 << 0.00 « j 13.10 0.26 << 0.26 << 0.00 << 13.13 0.26 << 0.26 << 0.00 « 13.17 0.26 << 0.26 << 0.00 << 13.20 0.26 << 0.26 << 0.00 << 13.23 0.26 << 0.26 << 0.00<< 13.27 0.26 << 0.26 << 0.00 << 13.30 0.26 << 0.26 << 0.00 << 13.33 0.26 << 0.26 << 0.00 << 13.37 0.26 << 0.26 << 0.00 << 13.40 0,26 << 0.26 « 0.00 << 13.43 0.26 << 0.26 << 0.00 << 13.47 0.26 << 0.26 << 0.00 « 13.50 0.26 << 0.26 << 0.00 << 13.53 0.26 << 0.26 << 0.00 << 13.57 0.26 << 0.26 << 0.00 << ...End i 17 Hydrograph Report Page 1 Hydraflow Hydrographs by Intellsolve Hyd. No. 17 OVERFLOW Hydrograph type = Diversion2 Peak discharge = 0.00 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 16 Diversion method = Constant Q Constant Q = 0.26 cfs Hydrograph Volume 1 tuft Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (h rs) cfs cfs cfs 11.67 0.26 << 0.26 << 0.00 << 11.70 0.26 « 0.26 << 0.00 << 11,73 0.26 << 0.26 << 0.00 << 11.77 0.26 << 0.26 << 0.00 << 11.80 0.26 << 0.26 << 0.00 << 11.83 0.26 << 0.26 << 0.00 << 11.87 0.26 << 0.26 << 0.00 << 11.90 0.26 << 0.26 << 0.00 << 11.93 0.26 << 0.26 << 0.00 << 11.97 0,26 « 0.26 << 0.00 << 12.00 0.26 << 0.26 << 0.00 << 12.03 0.26 << 0.26 << 0.00 << 12.07 0.26<< 0,26 << 0.00 << 12.10 0.26 << 0.26 << OM << 12.13 0.26 << 0.26 << 0.00 << 12.17 0.26 << 0.26 << 0,00<< 12.20 0.26 << 0.26 << 0,00 << 12.23 0.26<< 0.26 << 0.00 << 12.27 0.26 << 0.26 << 0.00 << 12.30 0.26 << 0.26 << 0.00 << 12.33 0.26 << 0,26 << 0.00 << 12.37 0.26<< 0.26 << 0.00 << 12.40 0,26 << 0.26 << 0.00 << 12.43 0.26 << 0.26 << 0.00 << 12.47 0.26 << Q,26 << 0.00 << 12.50 0.26 << 0,26 << 0.00 << 12.53 0.26 << 0.26 << 0.00 << 12.57 0.26 << 0.26 << 0.00 << 12,60 0.26 << 0.26<< 0.00 << 12.63 0.26 << 0.26 << 0.00 << 12.67 0.26 << 0.26 << 0.00 << 12.70 0.26 << 0.26<< 0.00 << 12.73 0.26 << 0.26 << Q00 << 12.77 0.26 << 0.26 << 0.00 << 12.80 0.26 << 0,26 << 0.00 << 12,83 0.26 << 0.26 << 0.00 << 12.87 0.26 << 0.26 << 0.00 << 12.90 0.26 << 0.26 << 0.00 << Continues on next page... OVERFLOW page 2 Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) c€s cfs cfs 12.93 0.26 << 0.26 << 0.00 << 12.97 0.26 << 0.26 << 0.00 << 13.00 0.26 << 0.26 << 0.00 << 13.03 0.26 << 0.26 << 0.00 << 13.07 0.26 << 0.26 << 0.00 << 13.10 0.26 << 0.26 << 0.00 << 13.13 0.26 << 0.26<< 0.00 << 13.17 0.26 << 0.26 << 0.00 << 13.20 0.26 << 0.26 << 0.00 << 13.23 0.26 << 0.26 << 0,00 << 13.27 0.26 << 0.26 << O.OD << 13.30 0.26 << 0.26 << 0.00 << 13.33 0.26 << 0.26 << 0.00 << 13.37 0.26 << 0,26 << 0.00 << 13.40 U6 << 0.26 << 0.00 « 13.43 0.26 << 0.26 << 0.00 << 13.47 0.26 << 0.26 << p,00 << 13.50 0.26 << 0.26 << 0.00 << 13.53 0.26 << 0.26 << 0.00 << 13.57 0.26 << 0.26 << 0.00 << 13.60 0.26 << 0.26 << 0.00 << 13.63 0,26 << 0.26 << 0.00 << 13.67 0.26 << 0.26 << 0.00 << 13-.70 0.26 << 0.26 << 0.00 << 13.73 0.26 << 0.26 << 0.00 << 13.77 0.26<< 0.26 << 0.00 << 13.80 0.26 << 0.26 << 0.00 << 13.83 0.26 << 0.26 << 0.00 << 13.87 0.26 << 0.26 << 0.00 << 13.90 0.26 << 0.26 << 0.00 << 13.93 0.26 << 0.26 « 0.00 << 13.97 0.26 << 0.26 << p.00 << 14.00 0.26 << 0.26 << 0.00 << 14.03 0.26 << 0.26 << 0.00 << 14.07 0.26 << 0.26 << 0.00 << 14.10 0.26 << 0.26 << 0.00 << 14.13 0.26 << 0.26 << 0.00 << 14.17 0.26 << 0.26 << 0,00 << 14.20 0.26 << 0.26 << 0.00 « 14.23 0.26 << 0.26 << 0.00 << 14.27 0.26 << 0.26 << 0.00 « 14.30 0.26 << 0.26 << 0.00 << 14.33 0.26 << 0.26 << Q,00 << 14.37 0.26 << 0.26 << 0.00 << 14.40 0.26 << 0.26 << 0.00 << 14.43 0,26 << 0.26 << 0.00 << 14.47 0.26 << 0.26 << 0.00 << 14.50 0.26 << 0.26 << 0.00 << 14.53 0.26 << 0.26 << 0.00 << 14.57 0.26 << 0.26 << 0,00 << 14.60 0.26 << 0.26 << 0.00 << Continues on next page... C'� 'OVEOLOW Page a Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfS cfS 14,63 0.26 << 0,26 << 0,00 << 14,67 0.26 << 0.26 << 0.00 << 14.70 0,26 << 0.26 << 0.00 << 14.73 0.26 << 0.26 << 0.00 14.77 0.26 << 0.26 << 0.00 << 14.80 0.26 << 0.26 << 0.00 << 14.83 0.26 << 0.26 << 0.00 << 14.87 0.26 << 0.26 << 0.00 << 14.90 0,26 << 0.26 << 0.00 << 14.93 0.26 << 0.26 << 0.00 << ...End Hydrograph Report Page 1 HydraHow Hydrographs by Intellsolve Hyd. No. 17 OVERFLOW Hydrograph type = Diversion2 Peak discharge W 0.06 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hydrograph = 11 2nd diverted hyd. = 16 Diversion method Constant Q Constant Q = 0.26 cfs Hydrograph Volume T 102 cult Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.40 0.28 0.26 << 0.02 12.43 0.30 0.26 << 0.04 12.47 0.31 0.26 << 0.05 12,50 0.32 0.26 << 0.06 12.53 0.32 0.26 << 0.06 12.57 0.32 << 0.26 << 0.06 << 12.60 0.32 0.26 << 0.06 12.63 0.32 0.26 << 0.06 12,67 0,32 0.26 << 0.06 12,70 0.31 0.26 << 0.05 12.73 0.31 0.26 << 0.05 12.77 0,31 0.26 << 0.05 12.80 0.30 0.26 << 0.04 12.83 0.30 0.26 << 0.04 12.87 0.29 0.26 << 0.03 12.90 0.29 0.26 << 0.03 12.93 0.29 0.26 << 0.03 12,97 0.28 0.26 << 0,02 13.00 0.28 0.26 << 0.02 13.03 0.27 0,26 << 0.01 13.07 0.27 0,26 << 0.01 ...End i ,Hydrograph Plot Hydrai'low Hydrographs by Intellsolve Hyd. No. 19 INFILTRATION Hydrograph type = Diversionl Peak discharge = 0.06 cfs Storm frequency = 1 yrs Time interval = 2 min Inflow hydrograph = 13 2nd diverted hyd. = 20 Diversion method = Constant Q Constant Q = 0.06 cfs Hydro graph Volume=679 cult 19 - Diversionl - 1 Yr - Qp = 0.06 cfs 0.06 0.05 0.04 CY 0.03 0.02 0.01 0,00 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 13 / Hyd. 20 ® Hyd. 19 I ,Hydrograph Plot Hydratfow Hydrographs by Intelisoive Hyd. No. 19 INFILTRATION Hydrograph type = Diversionl Peak discharge = 0.06 cfs Storm frequency = 2 yrs Time interval = 2 min Inflow hydrograph = 13 2nd diverted hyd. = 20 Diversion method = Constant Q Constant Q = 0.06 cfs i Hydrograph Volume=737 cuff 19 - Diversionl - 2 Yr - Qp ~ 0.06 cfs 0.06 0.05 O.D4 0.03 O.D2 0.01 0.00 0.0 2.4 4.8 7.2 9.6 IiO 14.4 16.8 19.2 21.6 24.0 Time (hrs) I Hyd. 13 / Hyd. 20 ® Hyd. 19 Hydrograph Plot HydrafEow Hydrographs by Intellsolve Hyd. No. 19 INFILTRATION Hydrograph type = Diversion1 Peak discharge = 0.06 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hydrograph = 13 2nd diverted hyd. = 20 Diversion method = Constant Q Constant Q = 0.06 cfs Hydrograph Volume=1,223 tuft 19 - Diversion1l - 10Yr - Qp = 0.06ds 0.06 0.05 0.04 a 0.03 0.02 0.01 0.00 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 16.2 21 .6 24.0 Time (hrs) Hyd. 13 / Hyd. 20 ® Hyd. 19 Hydrograph Plot Hydraflow Hydrographs by Intellsotve Hyd. No. 19 INFILTRATION Hydrograph type = Diversionl Peals discharge = 0.06 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hydrograph = 13 2nd diverted hyd. = 20 Diversion method = Constant Q Constant Q = 0.06 cfs Hydrograph Volume=1,834 cult 19 - Diversion's - 100 Yr - Qp = 0.06 cfs 0.20 0.15 0.10 rl0.05 1.0000 0.00 0.0 2.4 4.8 7,2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 13 / Hyd. 20 ® Hyd. 19 �i ,Hydrograph Report Page 1 Hydratlow Hydro graphs by Intellsolve Hyd. No. 20 OVERFLOW Hydrograph type = Diversion2 Peak discharge = 0.14 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hydrograph = 13 2nd diverted hyd. = 19 Diversion method = Constant Q Constant Q = 0.06 cfs Hydrograph Volume=187 cult Hydrograph Discharge Table Time Inflow 2nd Diverted Ou flow (hrs) cfs cfs cfs 12.20 0.11 0.06 0.05 12.23 0.15 0.06 << 0.09 12.27 0.18 0.06 << 0.12 12.30 0.19 0.06<< 0.13 12.33 0.20 << 0.06<< 0.14 << 12.37 0.20 0.06 << 0.14 12.40 0.19 0.06 << 0.13 12.43 0.18 0.06 << 0.12 12.47 0.17 0.06 << 0.11 12.50 0.16 0.06 << Q.10 12.53 0.15 0.06 << 0.09 12.57 0.13 0.06 << 0.07 12.60 0.12 0.06 0.06 12.63 0.11 0.06 0.05 12.67 0.10 0.06 0.04 12.70 0.09 0.06 0.03 12.73 0.09 0.06 0.03 12.77 0.08 0.06 0.02 12.80 0.08 0.06 0.02 12.83 0.07 0.06 0.01 12.87 0.07 0.06 0.01 ...End i ORIFICE OUTFLOW CAPACITIES FOR 4" PIPE Orifices W.. English Units Civil Tools for Mhdows (08-07-200i, 08:09:33) Flowrate Area Coeff Headwater Center Taiiwater afs sf --- ft ft ft 0.297 0.087 0. 60,0 0.5p0 0.000 0.000 0. 420 0.087 0.'600 1.000 0.000 0.000 0.515 0.087 0. 600 1.500 0.000 0.000 0.594 0.087 0.600 2.000 0.000 0.000 0. 728 0.087 0.600 3.000 0.000 0.000 0. 786 0.087 0. 600 3.500 0.000 0.000 0. 841 0.087 0. 600 4.000 0.000 0.000 0. 892 0.087 0. 600 4.500 0.000 0.000 0. 940 0.087 0. 600 5.000 0.000 0.000 0. 986 0.087 0.600 5.500 0.000 0.000 1.030 0.087 0. 600 6.000 0.000 0.000 1. 072 0.087 0.600 6.500 0.000 0.000 1.112 0.087 0.600 7.000 0.000 0.000