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HomeMy WebLinkAbout44 Drozd 2D Homes 4160 SH6 S2D HOMES SITE PLAN 2DHOMES DRAINAGE REPORT Prepared By: Urban Design Group P .O. Box 10153 College Station, Texas 77840 Prepared For: Victor & Mark Drozd 2702 Wildflower Drive Bryan, Texas 77805 OCTOBER 1997 DRAINAGE REPORT APPROVED FOR CONSTRUCTION OCT 3 1 1997 COLLEGE STATION ENGINEERING /)./k~~ 2D HOMES SITE PLAN TABLE OF CONTENTS I. Certification II. General Location and Description III. Drainage Basins IV. Drainage Design Criteria V . Drainage Facility Design Table 1. Figure 1 Figure 2 Appendix A AppendixB Appendix C AppendixD AppendixE AppendixF Appendix G AppendixH Appendix I Appendix J 97-338 .doc Flow Comparison Location Map Drainage Area Map Subasin Characteristics & Lag Calculations HEC-1 Analysis (EXISTING & DEVELOPED) Inlet Drainage Area Flow Calculations Storm Sewer Pipe Sizing Calculations Outlet Size Calculations (#1 & #2) Development Permit Application HEC RAS Cross Sections & Profile (existing) HEC RAS Cross Sections & Profile (developed) Cross Section Map GRADING/DRAINAGE PLAN (folded) 2 DRAINAGE REPORT 2D HOMES SITE Pl.AN DRAINAGE REPORT L CERTIFICATION I hereby certify that this report for the drainage design of improvements for the 2D Homes Site Plan, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards, for the owners thereof. Registered Professional Engineer State of Texas No. 68243 97-338 .doc 3 2D HOMES SITE PLAN DRAINAGE REPORT II. GENERAL LOCATION AND DESCRIPTION A. Location This project is located on the west side of State Highway 6 South just south of Barron Road . The property has frontage on State Highway 6 as well as Barron Road . The project site is bounded by Barron Road and Wilson Plumbing to the north , State Highway 6 frontage road to the east, a vacant tract to the south, and Shenandoah Phase II to the west . The project includes the construction of five commercial buildings and associated parking and utility improvements . Public improvements include the construction of a waterline within the limits of the property, and a sewer manhole within the right of way . No other publk improvements are proposed with the site plan. Access to the site is via an approved curb cut off of the State Highway 6 frontage road. A secondary future access is planned through the 30 ' access easement across the west end of the property to Barron Road . A master preliminary plat for the parent tract and a final plat for the single lot has been submitted and has been reviewed by the staff. The tract is located within the Lick Creek Watershed . The closest primary drainage system is located north of the property crossing the frontage road . FEMA Firm Panel 48041C0205C indicates no portion of the property lies within the limits of the 100 year floodplain . B . Description of Property The area proposed for development is approximately 2.48 acres . There are no existing structures located on the subject tract. The land cover is primarily grass with sparse trees . Runoff from the proposed development currently is in a north and east direction . The proposed runoff will be in a similar direction, generally from the west to the east traveling to the existing ditches within the frontage road that lead to the primary system . The project improvements consist of the construction of an parking lot, concrete drive entrances, and landscaping. A twenty foot fire lane has been included in the site . III. DRAINAGE BASINS AND SUB-BASINS A. Primary Basin Description As stated previously in this report, the primary drainage basin is the Lick Creek Watershed . There are finish floor requirements for this basin above the floodplain , however, there is not floodplain on the property. The finish floors have been set slightly elevated above the natural grade for onsite drainage considerations . 97-338.doc 4 2D HOMES SITE PLAN DRAINAGE REPORT B. Secondary Drainage Basin Description Runoff from the proposed building will flow to the proposed drive (towards the east) and enter the existing ditches (secondary drainage system) along the west frontage road . Cross sections and profiles have been included in this report from the subject property to the primary system (South Fork of Lick Creek). Field investigations and review of previous drainage reports indicate there is no offsite runoff entering the property from Shenandoah Phase II Subdivision, adjacent to the tract. Howev er, there is offsite flow from the adjacent vacant church tract that flows onto the subject tract. A drainage area map has been provi ded to show the offsite flow. IV. Drainage Design Criteria A. Regulations To our knowledge, no deviations from the optional criteria listed in the Drainage Policy and D esign Standards were used for any calculations within this study . B. Development Criteria Reference and Constraints For the site plan proposed, a portion of the site drains to the existing roadside ditches along the frontage road . The remaining portion of the site drains toward the north into existing ditches along Barron Road . C. Hydrologic Criteria A 10 year design storm was used to size facilities within the site. A 25 year design storm was used to analyze the ditches within the right of way. The SCS rainfall -runoff method was used to calculate hydrographs for the existing and proposed development conditions. The time of concentration values were calculated using velocities determined from Table III of the Drainage Policy and Design Standards, however a minimum of 10 minutes as recommended, has been provided. Subasin characteristics and lag time calculations are provided in the Appendix. The S variable in the chart in the appendix represents the maximum retention, and is calculated as follows : S = (1000/CN) -10 A HEC-1 analysis was performed to determine flows and hydrograph characteristics for the site. The table below provides a summary of the results of the HEC-1 analysis. AREA 1-12 (Proposed) C* (Existin ) TABLE 1. Comparison of Flows (Existing vs. Developed) 2YR 75 76 5YR 118 120 lOYR 148 152 25YR 185 189 50YR 211 215 lOOYR 242 247 * C represents the composite area contributing to the North Fork of Lick Creek from Barron Road , including Barron Road (existing conditions) From the table above, the developed flows do not exceed the existing flows at the study point. 97-338.doc 5 2D HOMES SITE PLAN DRAINAGE REPORT D. Hydraulic Criteria The outlet structures # 1 and # 2 that handle the runoff from the two proposed parking areas were sized using thelO year return period . Velocities of the runoff exiting each of these two outlet were calculated using the proposed slopes of the outlets, and compared to the exi sting runoff velocities . The calculations for the flows and velocities are provided in the Appendix . The velocity calculated from outlet# 1 is 3 .94 ft/sec (compared to the existing velocity of 4 .5 ft/sec). The exit velocity from outlet # 2 (slotted cmb opening) is 3.30 ft/sec . The existing velocities range from 2 .5 ft/sec to 3 .5 ft/sec using exi sting slopes . Therefore, the proposed velocities do not increase at either location, from the pre-developed velocities . The existing and developed flows from the subject tract onto the Exxon site are provided in the Appendix . The developed flows are less than the pre-developed flows, as a portion of the subject tract drains into the proposed storm sewer. The storm sewer inlets along the proposed private drive were sized for the 10 year return period. Similarly, the storm sewer pipes were sized for the 10 year return period using the proposed slopes and a Manning's n value of .014 . Inlet capacities were calculated using the City 's DPDS formula , Q = 3 .0 L y3 12 where: Q is the flow in cfs L is the length of opening in ft y is the head on the inlet in ft For the inlet sizing, a maximum 6 inches of head was assumed for the proposed cmb and gutter private drive. The contributing drainage areas to the inlets is Basin 3 and part of 4 . Basin 3 was assumed grass (CN 75) and the part of Basin 4 assumed commercial (CN 91). Using these factors , the 10 year and 100 year flows are 14 .7 and 24 .1 cfs , respectively. The culvert under the proposed drive (within state right of way) was sized for the 25 year return period . The contributing drainage area to this structure is Basin I and 2. Flows for each of these areas were calculated assuming grass cover (CN 75). The 25 and 100 year flows are 12 and 16 cfs , respectively. The upstream side of the proposed culvert has a proposed reinforced concrete headwall structure. The downstream side has skewed concrete wingwall proposed to facilitate the 24" RCP from the site that enters the ditch . For the pipes and culverts, a 10% clogging factor was used to oversize the structures. The calculations for the pipes and culvert are included in the Appendix . V. DRAINAGE FACILITY DESIGN A. General Concept As stated previously, a portion of the site drains to the east into the existing ditches along the frontage road . The remaining portion drains to the north east. For this area, no detention is proposed within the parking lot, as the net effect of the development and routing of the flows through the existing ditches , does not increase the flows under Barron Road . VI. CONCLUSIONS With the construction of the proposed buildings, parking lot and drive improvements as shown on the site plan and accompanying construction documents, the development meets the requirements of the City of College Station Drainage Ordinance and Design Policy . 97-338 .doc 6 ,.,.; r I \ \ \ \ I I I I I I 1 I I I I I I I I I I I I I I I , . I t ' SCALE: 1" = 200 1 .... (') -2D HOMES SITE PLAN SUBASIN CHARACTERISTICS LAG TIME CALCULATIONS BASIN AREA LENGTH SLOPE CN EXIST CN DEV s EXIST NO . (acres) (feet) (%) 1 0.33 440 0 .87 75 75 3.333333 2 2.11 640 1 .82 75 75 3.333333 3 2.23 560 1.33 75 75 3.333333 4a 1 .36 450 1.00 75 94 3 .333333 5 0.24 170 1.82 75 75 3.333333 6 0 .56 260 2 .00 98 98 0.204082 7 1.80 480 2.22 94 94 0.638298 10 1 .32 240 2 .00 94 94 0.638298 9 0.42 530 1 .00 75 94 3.333333 8 8.41 1450 2.85 91 91 0.989011 4b 0 .78 200 1 .5 75 94 3 .333333 11 17.28 1100 2 .5 75 75 3.333333 12 1 .03 900 2 .5 75 75 3 .333333 URBAN DESIGN GROUP S LAG TIME LAG TIME DEV EXIST DEV 3.333333 0 .205128 0 .205128 3 .333333 0.191395 0.191395 3.333333 0.201209 0 .201209 0.638298 0.194801 0 .098603 3.333333 0.066274 0.066274 0.204082 0.036238 0 .036238 0.638298 0.069685 0.069685 0.638298 0.042167 0.042167 0 .638298 0 .222046 0 .112394 0.989011 0 .170594 0.170594 0 .638298 0 .083138 0.042082 3 .333333 0.251864 0 .251864 3.333333 0.214509 0 .214509 LINE 2 3 *** FREE *** 4 s 6 7 8 9 10 11 12 13 14 1S 16 17 18 19 20 21 22 23 24 2S 26 27 28 29 30 31 32 33 34 3S 36 37 38 39 40 41 **** FLOOD HYDROGRAPH PACKAGE HEC -1 (IBM XT S12K VERSION) -FEB 1,198S U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 9S616 **** THIS HEC-1 VERSION CONTAINS ALL OPTIONS EXCEPT ECONOMICS, AND THE NUMBER OF PLANS ARE REDUCED TO 3 HEC-1 INPUT PAGE ID .•••... 1 ......• 2 .•..... 3 ..•.... 4 ..•.... S ....... 6 ....... 7 ....... 8 ....... 9 ....•• 10 ID DROZD COMMERCIAL SUBDIVISION ID 2D HOMES ID URBAN DESIGN GROUP IT S 03SEP97 0000 300 IO s 0 0 JR PREC 11.0 9.8 8.8 7.4 6.2 4.S KK DA1 BA .ooos PB IN 30 03SEP97 0000 PC .OOS3 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .osss .0632 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .162S .1808 PC .2042 .23S1 .2833 .6632 .73S1 .7724 .7989 .8197 .8380 .8S38 PC .8676 .8801 .8914 .9019 .911S .9206 .9291 .9371 .9446 .9S19 PC .9S88 .96S3 .9717 .9777 .9836 .9892 .9947 1.000 LS 0 7S 0 UD 0.21 KK R1 RM 1 .064 .20 KK DA2 BA .0033 LS 0 7S 0 UD .191 KK PS HC 2 KK R2 RM 1 .019 .20 KK DA3 BA .003S LS 0 7S 0 UD .201 KK DA4a BA .00208 LS 0 94 0 UD .099 KK DAS BA .0004 LS 0 7S 0 UD .066 KK P6 HC 4 1 HEC-1 INPUT PAGE 2 LINE ID .• -.... 1 ....•.. 2 ...•... 3 •..... _4 .•.•.•. 5. -..... 6 ... -.. _7 ....... 8 ....... 9 .....• 1D 42 1(1( R3 43 RH 1 _024 .20 44 1(1( DA6 45 BA .0009 46 LS 0 98 0 47 UD .036 4B KK DA4b 49 BA .00122 50 LS 0 94 0 51 UD .042 52 KK R4 53 RH 1 .027 .20 54 KK P7 55 HC 3 56 KK RS 57 RH 1 .026 .20 SB KK DA7 59 BA .002B 60 LS 0 94 0 61 UD .070 62 KK PB 63 HC 2 64 KK DAB 65 BA .013B 66 LS 0 91 0 67 UD .171 6B KK R6 69 RH 1 .022 .20 70 KK DA9 71 BA .0001 72 LS 0 94 0 73 UD .112 74 KK P10 75 HC 2 76 KK R7 77 RH 1 .02 .20 HEC-1 INPUT PAGE 3 LINE ID ..•.... 1 ...•••. 2 ••...•. 3 ....... 4 ...•... 5 ...•. -.6 .. ·-... 7 ....... B .•....• 9 •..... 10 7B KK DA10 79 BA .0021 BO LS 0 94 0 B1 UD .042 B2 KK P11 B3 HC 2 84 KK RB BS RH 1 .014 .20 B6 KK PB 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 5 IO IT HC 2 KK R10 RM 1 .0278 .20 KK D11 BA .027 LS 0 75 0 UD .252 KK R9 RM 1 .10 .20 KK P12 HC 2 KK D12 BA .00161 LS 0 75 0 UD 0.215 KK PS HC 2 zz **** FLOOO HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** DROZD COMMERCIAL SUBDIVISION 2D HOMES URBAN DESIGN GROUP OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION !DATE 3SEP97 STARTING DATE !TIME 0000 STARTING TIME INTERVAL NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 4SEP97 NDTIME 0055 COMPUTATION INTERVAL TOT AL Tl ME BASE ENDING DATE ENDING TIME .08 HOURS 24.92 HOURS ENGLISH UNITS JP MULTI-PLAN OPTION NP LAN 1 NUMBER OF PLANS JR MULTI -RATIO OPTION RATIOS OF PRECIPITATION 11.00 9.80 8.80 7.40 6.20 4.50 WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARN I NG *** Tl HE INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG PEAK FLOW AND STAGE CEND -OF -PERIOO) SUMMARY FOR MULTIPLE PLAN -RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE HILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RAT IO S RATIO 6 11.00 9.80 8.80 7.40 6.20 4 .SO HYDROGRAPH AT DA1 . 00 FLOW 2 . 2. 2. 1. 1. 1. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 ROUTED TO R1 .00 FLOW 2. 2. 1. 1. 1. 1. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.67 HYDROGRAPH AT DA • 00 FLOW 14 . 12. 10. 8. 6. 4. TIME 11.SO 11.S8 11.S8 11.S8 11.S8 11.S8 2 COMBINED AT PS .00 FLOW 16. 13. 12. 9 . 7. 4. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 ROUTED TO R2 .00 FLOW 16. 14. 12. 9. 7. 4. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 HYDROGRAPH AT t DA3 . 00 FLOW 14 . 12. 11. 8. 7. 4. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 HYDROGRAPH AT DA4a .oo FLOW 11. 10. 9. 7. 6. 4. TIME 11.SO 11.SO 11.SO 11.SO 11.SO 11.SO HYDROGRAPH AT t DAS . 00 F LOIJ 2 . 2. 1. 1. 1. 1. TIME 11 .so 11.SO 11 .SO 11.SO 11.SO 11.SO 4 COMBINED AT t P6 . 01 FLOW 42 . 37. 32. 26. 20. 12. TIME 11.SO 11.SO 11.SO 11.SO 11.SO 11.SO ROUTED TO ~ R3 .01 FLOIJ 42. 36. 31. 2S. 20. 12. TIME 11.SO 11.SO 11.SO 11.SO 11. so 11.S8 HYDROGRAPH AT DA6 . 00 HYDROGRAPH AT DA4b . 00 ROUTED TO R4 . 00 3 COMBINED AT P7 • 01 ROUTED TO RS • 01 HYDROGRAPH AT DA • 00 2 COMBINED AT PS . 01 HYDROGRAPH AT DAS . 01 ROUTED TO R6 .01 HYDROGRAPH AT DA9 .00 2 COMBINED AT + P10 • 01 ROUTED TO + R7 • 01 HYDROGRAPH AT + DA10 .00 2 COMBINED AT + P11 .02 ROUTED TO + RS . 02 2 COMBINED AT + PS . 03 ROUTED TO + R10 .03 HYDROGRAPH AT + D11 . 03 FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLO\J TIME FLOW TIME FLOW TIME 5. 11.50 7 . 11.50 7 • 11.50 53. 11.50 52 . 11.50 15 . 11.50 67 . 11.50 69 . 11.50 69. 11.50 1. 11.50 69 . 11.50 69 . 11.SS 11. 11.50 so. 11.50 79 . 11.50 146 . 11.50 144. 11.50 105 . 11.SS 4 . 11.50 6. 11.50 6. 11.50 46 . 11.50 45. 11.50 13. 11.50 59. 11.50 62. 11.50 61. 11.50 0. 11.50 61. 11.50 61. 11.SS 10. 11.50 71. 11.50 70. 11.50 129. 11.50 126. 11.50 91. 11.SS 4. 11.50 5. 11.50 5. 11.50 41. 11.50 40. 11.50 12. 11.50 52. 11.50 55. 11.50 54. 11.50 0. 11.50 55. 11.50 54. 11.SS 9. 11.50 63. 11.50 63. 11.50 114. 11.50 112. 11.50 7S. 11.SS 3. 11.50 4. 11.50 4. 11.50 33. 11.50 32. 11.50 10. 11.50 42. 11.50 46. 11.50 45. 11.50 0. 11.50 45. 11.50 45. 11.SS s. 11.50 52. 11.50 52. 11.50 94. 11.50 92. 11.50 61. 11.SS 3. 11.50 4. 11.50 4. 11.50 26. 11.50 25. 11.50 s. 11.50 34. 11.50 37. 11.50 37. 11.50 0. 11.50 37. 11.50 37. 11.5S 6. 11.50 43. 11.50 43. 11.50 76. 11.50 75. 11.50 47. 11.SS 2. 11.50 3. 11.50 3. 11.50 17. 11.50 16. 11.50 6. 11.50 22. 11.50 26. 11.50 26. 11.50 0. 11.50 26. 11.50 26. 11.SS 4. 11.50 30. 11.50 30. 11.50 52. 11.50 51. 11.50 27. 11.SS ROUTED TO R9 .03 FLOW 101. 87. 75. 59. 45. 26. TIME 11.67 11.67 11.67 11.67 11.67 11.67 2 COMBINED AT P12 . 06 FLOW 236. 205 • 180. 145. 115. 73. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT D12 • 00 FLOW 7. 6. 5 . 4. 3. 2 • TIME 11.58 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT PS .06 FLOW 242. 211. 185. 148 . 118. 75. TIME 11.58 11.58 11.58 11.58 11.58 11.58 *** NORMAL END OF HEC ·1 *** **** FLOOD HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** THIS HEC-1 VERSION CONTAINS ALL OPTIONS EXCEPT ECONOMICS, AND THE NUMBER OF PLANS ARE REDUCED TO 3 HEC-1 INPUT PAGE 1 LINE ID .•.•••• 1 •.••••• 2 .••.... 3 .•.•.•• 4 ••..••. 5 ••••••• 6 •••.••• 7 ••••••• 8 •••••.• 9 •••••• 10 ID DROZD COMMERCIAL SUBDIVISION 2 ID 2D HOMES 3 ID URBAN DESIGN GROUP *** FREE *** 4 IT 5 03SEP97 0000 300 5 10 5 0 0 6 JR PREC 11.0 9.8 8.8 7.4 6.2 4.5 7 KK DA1 8 BA .0306 9 PB 10 IN 30 03SEP97 0000 11 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 12 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 13 PC .2042 .2351 .2833 .6632 . 7351 .7724 .7989 .8197 .8380 .8538 14 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 15 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.000 16 LS 0 86 0 17 UD 0.15 18 KK R10 19 RM 1 .0278 0.20 20 KK D11 21 BA .027 22 LS 0 75 0 23 UD .252 24 KK R9 25 RM 1 .10 .20 26 KK P12 27 HC 2 28 KK D12 29 BA .00161 30 LS 0 75 0 31 UD 0.215 32 KK PS 33 HC 2 34 zz **** FLOOD HYDROGRAPH PACKAGE HEC·1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** DROZD COMMERCIAL SUBDIVISION 2D HOMES URBAN DESIGN GROUP 5 10 OUTPUT CONTROL VARIABLES IT IPRNT 5 PRINT CONTROL !PLOT QSCAL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION !DATE 3SEP97 STARTING DATE IT I ME 0000 STARTING TIME INTERVAL NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 4SEP97 ENDING DATE NDTIME 0055 ENDING TIME COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENG LI SH UN ITS JP MULTI-PLAN OPTION NP LAN 1 NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 11.00 9.80 8.80 7.40 6.20 4 .50 \.IARNING *** TIME INTERVAL IS GREATER THAN .29*LAG \.IARNING *** TIME INTERVAL IS GREATER THAN .29*LAG \.IARNING *** TIME INTERVAL IS GREATER THAN .29*LAG PEAK FLOY AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOYS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9 .80 8 .80 7.40 6.20 4.50 HYDROGRAPH AT DA1 . 03 FLOY 152 • 134. 118. 97. 78. 52. TIME 11.50 11.50 11.50 11.50 11.50 11.50 ROUTED TO R10 • 03 FLOY 150 • 132. 117. 95. 77. 51. TIME 11.50 11.50 11.50 11.50 11.50 11.50 HYDROGRAPH AT D11 . 03 FLOY 105 . 91. 78. 61. 47. 27. TIME 11.58 11.58 11.58 11.58 11.58 11.58 ROUTED TO R9 • 03 FLOY 101 . 87. 75. 59. 45. 26. TIME 11.67 11.67 11.67 11.67 11.67 11.67 2 COMBINED AT P12 .06 FLOY 241. 210 . 184. 148. 117. 74. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT D12 .00 FLOY 7. 6 . 5 . 4. 3. 2 . TIME 11. 58 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT + PS *** NORMAL END OF HEC -1 *** • 06 FLOIJ TIME 247 . 11.58 215. 11.58 189. 11.58 152. 11.58 120. 11.58 76. 11.58 ---------------------------------------------------------------- I e Name -DROZD Date 09/30/97 ·oj. Leader DEBBIE Client DROZD Job 97-342 Hise. Note -COHHERCIAL DEVELOPMENT .. --.-.-------.. ---------------------------------------------------------------- •Type SCS Desc. AREA INLETS 10 YR ·ea 2.3 ac •. ·Time of Concent. 10 min. Freq. 10.0 yrs CN 78 Dist Type 11 Len 24 hrs Precip. 7.40 --------------------------------------------------------------------------- ,Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min cfs --------------------------------------------------------------------------- :12 0.0 8:27 0.1 10:42 0.5 12:57 1.2 -6:15 0.0 8:30 0.1 10:45 0.5 13:00 1.1 . 6: 18 0.0 8:33 0.1 10:48 0.5 13:03 1.1 :21 0.0 8:36 0.1 10:51 0.5 13:06 1.1 :24 0.0 8:39 0.1 10:54 0.6 13:09 1.0 6:27 0.0 8:42 0.1 10:57 0.6 13: 12 1.0 :30 0.0 8:45 0.1 11:00 0.6 13: 15 0.9 :33 0.0 8:48 o. 1 11:03 0.6 13:18 0.9 :36 0.0 8:51 0.1 11:06 0.7 13:21 0.9 6:39 0.0 8:54 0.1 11:09 0.7 13:24 0.9 :42 0.0 8:57 0.1 11:12 0.7 13:27 0.8 :45 0.0 9:00 0.1 11:15 0.8 13:30 0.8 :48 0.0 9:03 0.1 11:18 0.8 13:33 0.8 6:51 0.0 9:06 0.2 11:21 0.8 13:36 0.8 :54 0.0 9:09 0.2 11:24 0.9 13:39 0.7 :57 0.0 9: 12 0.2 11:27 1.0 13:42 0.7 :00 0.0 9: 15 0.2 11 :30 1.0 13:45 0.7 7:03 0.0 9: 18 0.2 11:33 1.1 13:48 0.7 ·06 0.0 9:21 0.2 11 :36 1.6 13:51 0.7 09 0.0 9:24 0.2 11 :39 2.7 13:54 0.7 12 0.0 9:27 0.2 11 :42 3.7 13:57 0.7 7:15 0.0 9:30 0.2 11:45 4.3 14:00 0.7 18 0.1 9:33 0.2 11:48 4.7 14:03 0.7 21 0.1 9:36 0.2 11:51 6.4 14:06 0.7 24 0.1 9:39 0.2 11:54 9.5 14:09 0.7 7:27 0.1 9:42 0.2 11 :57 12.2 14:12 0.7 30 0.1 9:45 0.2 12:00 13.9 14:15 0.7 33 0. 1 9:48 0.2 12:03 14.7 14:18 0.7 •• 36 0.1 9:51 0.2 12:06 13.1 14:21 0.7 7:39 0.1 9:54 0.2 12:09 9.2 14:24 0.7 42 0.1 9:57 0.2 12:12 5.9 14:27 0.7 45 0.1 10:00 0.2 12:15 4.2 14:30 0.7 .48 0.1 10:03 0.2 12:18 3.4 14:33 0.7 1:51 0.1 10:06 0.3 12:21 2.9 14:36 0.7 54 0.1 10:09 0.3 12:24 2.4 14:39 0.7 57 0.1 10: 12 0.3 12:27 2.0 14:42 0.7 .oo 0.1 10:15 0.3 12:30 1.8 14:45 0.7 !1:03 0. 1 10:18 0.3 12:33 1.8 14:48 0.6 06 0.1 10:21 0.3 12:36 1.7 14:51 0.6 09 0.1 10:24 0.3 12:39 1.6 14:54 0.6 .12 0.1 10:27 0.3 12:42 1.5 14:57 0.6 !:15 0.1 10:30 0.4 12:45 1.4 15:00 0.6 18 0.1 10:33 0.4 12:48 1.4 15:03 0.6 21 0.1 10:36 0.4 12:51 1.4 15:06 0.6 :24 o. 1 10:39 0.4 12:54 1.3 15:09 0.6 Continued on next page from previous page \If,:-·-~~15~12 0.6 16:06 0.5 17:00 0.4 17:54 0.4 15 0.6 16:09. 0.5 17:03 0.4 17:57 0.4 18 0.6 16:12 0.5 17:06 0.4 18:00. 0.2 .. :r.:2r . 0.6 16:15 0.5 17:09 0.4 18:03 0.1 ,,\;.15:24: 0.6 16:18 0.5 17:12 0.4 18:06, 0.3 21·'· 0.6 16:21 0.5 17:15 0.4 18:09 0.2 30· 0.6 16:24 0.5 17: 18 0.4 18:12 0.1 .,..-·i-s:n 0.6 16:27 0.5 17:21 0.4 18:15 0.1 f; 15:36 0.6 16:30 0.5 17:24 0.4 18:18 0.3 l3_9 0.6 16:33 0.5 17:27 0.4 18:21 0.2 142 0.6 16:36 0.5 17:30 0.4 18:24 0.1 15:45 0.6 16:39 0.5 17:33 0.4 18:27 0.0 :.. 15':48 0.6 16:42 0.5 17:36 0.4 18:30 0.3 ~51 0.6 16:45 0.5 17:39 0.4 18:33 0.2 '!54 0.5 16:48 0.5 17:42 0.4 18:36 0.1 15:51 0.5 16:51 0.5 17:45 0.4 18:39 0.0 16:00 0.5 16:54 0.5 17:48 0.4 r.03 r 0.5 16:57 0.5 17:51 0.4 1 Volune of rU'lOff = 0.90 ec. ft. Depth of runoff = 4.66 in. _:1:.:. ;.,<• '·1 •:., . i --------------------------------------------------------------------------- i le Name • DROZD Date 09/30/97 . Leader DEBBIE Client DROZD Job 97·342 Misc. Note • COMMERCIAL DEVELOPMENT ------------------~---.;· ___ ------------------------------------------------------ ; .Type SCS Desc. AREA INLETS 100YR 2.3 ac. Time of Concent. 10 min. Freq. 100.0 yrs CN 78 Dist Type II Len 24 hrs Precip. 11.00 --------------------------------------------------------------------------- Time Flow Time Flow Time Flow Time Flow :min cf s hr:min cfs hr:min cfs hr:min cf s --------------------------------------------------------------------------- :42 0.0 6:57 0.2 9:12 0.4 11:27 1.8 4:45 0.0 7:00 0.2 9: 15 0.4 11 :30 1.9 :48 o.o 7:03 0.2 9:18 0.4 11:33 2.0 :51 0.0 7:06 0.2 9:21 0.4 11:36 2.8 :54 0.0 7:09 0.2 9:24 0.4 11 :39 4.7 4:57 0.0 7:12 0.2 9:27 0.4 11:42 6.5 :00 0.0 7:15 0.2 9:30 0.4 11:45 7.5 :03 0.0 7:18 0.2 9:33 0.4 11:48 8.2 :06 0.0 7:21 0.2 9:36 0.4 11:51 10.4 5:09 0.0 7:24 0.2 9:39 0.5 11:54 15.4 :12 o.o 7:27 0.2 9:42 0.5 11 :57 20.0 :15 o.o 7:30 0.2 9:45 0.5 12:00 22.7 : 18 0.1 7:33 0.2 9:48 0.5 12:03 24.1 5:21 0.1 7:36 0.2 9:51 0.5 12:06 22.2 :24 0.1 7:39 0.2 9:54 0.5 12:09 15.9 :27 0.1 7:42 0.2 9:57 0.5 12: 12 10. 1 5:30 0.1 7:45 0.2 10:00 0.5 12:15 7.0 5:33 0.1 7:48 0.2 10:03 0.5 12: 18 5.6 :36 0.1 7:51 0.2 10:06 0.5 12:21 4.7 :39 0.1 7:54 0.2 10:09 0.6 12:24 3.9 5:42 0.1 7:57 0.2 10:12 0.6 12:27 3.3 5:45 0.1 8:00 0.2 10:15 0.6 12:30 2.9 48 0.1 8:03 0.2 10:18 0.6 12:33 2.8 :51 0.1 8:06 0.2 10:21 0.6 12:36 2.7 5:54 0.1 8:09 0.2 10:24 0.7 12:39 2.5 5:57 0.1 8:12 0.2 10:27 0.7 12:42 2.4 ~oo 0.1 8:15 0.2 10:30 0.7 12:45 2.3 03 0.1 8:18 0.3 10:33 0.8 12:48 2.2 6:06 0.1 8:21 0.3 10:36 0.8 12:51 2.2 :09 0.1 8:24 0.3 10:39 0.9 12:54 2.0 12 0.1 8:27 0.3 10:42 0.9 12:57 1.9 ·15 0.1 8:30 0.3 10:45 1.0 13:00 1.8 6:18 0.1 8:33 0.3 10:48 1.0 13:03 1.8 ·21 0.1 8:36 0.3 10:51 1.0 13:06 1.7 :24 0.1 8:39 0.3 10:54 1.1 13:09 1.6 ·27 0.1 8:42 0.3 10:57 1.2 13:12 1.5 6:30 0.1 8:45 0.3 11:00 1.2 13:15 1.5 ·33 0.1 8:48 0.3 11:03 1.2 13:18 1.5 :36 0.1 8:51 0.3 11:06 1.3 13:21 1.4 39 0.1 8:54 0.3 11:09 1.3 13:24 1.4 6:42 0.1 8:57 0.3 11:12 1.4 13:27 1.3 45 0.1 9:00 0.3 11:15 1.5 13:30 1.3 0.1 9:03 0.3 11:18 1.5 13:33 1.3 51 0.1 9:06 0.4 11:21 1.6 13:36 1.2 6:54 0.1 9:09 0.4 11 :24 1.7 13:39 1.2 Continued on next page I. i I I 1inued from previous page J.3:42 1.2 14:36 1.1 15:30 0.9 16:24 0.8 :45 1.2 14:39 1.1 15:33 0.9 16:27 0.8 ~:48 1.2 14:42 1.0 15:36 0.9 16:30 0.3 13:51 1.2 14:45 1.0 15:39 0.9 16:33 0.1 :54 1.2 14:48 1.0 15:42 0.9 16:36 0.7 :57 1.2 14:51 1.0 15:45 0.9 16:39 0.5 1.2 14:54 1.0 15:48 0.9 16:42 0.3 1.1 14:57 1.0 15:51 0.9 16:45 0.1 1.1 15:00 1.0 15:54 0.9 16:48 0.7 :09 1.1 15:03 1.0 15:57 0.9 16:51 0.5 :12 1.1 15:06 1.0 16:00 0.9 16:54 0.3 -14: 15 1.1 15:09 1.0 16:03 0.8 16:57 0.1 :18 1.1 15:12 1.0 16:06 0.8 17:00 0.7 :21 1.1 15:15 1.0 16:09 0.8 17:03 0.5 :24 1.1 15:18 1.0 16: 12 0.8 17:06 0.3 14:27 1.1 15:21 1.0 16: 15 0.8 17:09 0.1 :30 1.1 15:24 0.9 16:18 0.8 :33 1.1 15:27 0.9 16:21 0.8 Volune of runoff = 1.47 ac. ft. Depth ·of rt.nof f = 7.56 in. L. Circular Channel Analysis & Design Solved with Manning's Eqliation Open Channel • Uniform flow Uorlcsheet Name: Cocrment: 18 11 RCP across private drive Solve For Full Flow Capacity Given Input Data: Diameter •••••••••• Slope ••••.•••••••• Manning's n ••••••• Discharge .•••••••• Cocrputed Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••••••••• Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• QHAX Q.94D •••••••• Froude Nuiber ••••• 1.50 ft 0.0120 ft/ft 0.014 10.69 cfs 10.69 cfs 1.50 ft 6.05 fps 1. 77 sf 1.25 ft 0.0116 ft/ft 100.00 x 10.69 cfs 11.49 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 -c.. ' .4. ~.. t. "I.' t;, ;-• .• cirC'uf sr ·chamel ·Anal~(; '&.D·e ~ign Solved with Manning's E~ation . . • ( -: .I': Open Char:inel -un i f~,:m flow Conment : 24" RCP to DITCH olve For Full Flow Capacity Input Data: Diameter •••••••••• Slope ••••••••••••• Manning's n ••.•••• Discharge ••••••••• pnl>uted Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••••••••• Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• QHAX m.94D •••••••• Froude Nurber ••••• 2.00 f .t 0.0075 ft/ft 0.014 18.19 cfs 18. 19 cfs 2.00 ft 5.79 fps 3.14 sf 1.54 ft 0.0085 ft/ft . 100.00 " 18. 19 cfs 19.57 cfs FULL Open Channel Flow Module , Version 3.2 Cc) 1990 Haestad Methods, Inc. * 37 Brookside Rd * ~aterbury, Ct 06708 '; i I 'I Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Uorksheet Name: drozd Coornent: 24" CULVERT UNDER PROPOSED DRIVE Solve For Full Flow Capacity Given Input Data: Diameter •••••••••• Slope ••••••••••••• Manning's n ••••••• Discharge ••••••••• CCllllJUted Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••••••••• Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• OHAX Q.94D •••••••• Froude Nurber ••••• 2.00 ft 0.0120 ft/ft 0.014 23.01 cfs 23.01 cfs 2.00 ft 7.32 fps 3. 14 sf 1. 71 ft 0.0112 ft/ft 100.00 x 23.01 cfs 24.75 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 ------------------------------------------------------------------------------ File Name -DROZD Date 10/18/97 roj. Leader DEBBIE Client DROZD Job 97-342 . Hise. Note -COMMERCIAL DEVELOPMENT ------------------------------------------------------------------------------ 15 Type SCS Desc. EX DRAINAGE TO EXXON rea 1.8 -ac. Time of Concent. 10 min. Freq. 100.0 yrs CN 75 tonn Dist Type I I Len 24 hrs Precip. 11.00 ------------------------------------------------------------------------------ Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min cfs -----------------------------------------------------~------------------------- 5:27 0.0 7:42 0.1 9:57 0.3 12:12 6.9 5:30 0.0 7:45 o. 1 10:00 0.3 12:15 5.0 5:33 o.o 7:48 0.1 10:03 0.3 12:18 4.0 5:36 0.0 7:51 0.1 10:06 0.4 12:21 3.4 5:39 0.0 7:54 0.1 10:09 0.4 12:24 2.8 5:42 0.0 7:57 0.1 10:12 0.4 12:27 2.4 5:45 0.0 8:00 0.1 10:15 0.4 12:30 2.2 5:48 o.o 8:03 0.1 10: 18 0.4 12:33 2.1 5:51 0.0 8:06 0.1 10:21 0.4 12:36 2.0 5:54 0.0 8:09 0.1 10:24 0.4 12:39 1.8 5:57 o.o 8:12 0.1 10:27 0.5 12:42 1.7 6:00 0.0 8:15 0.1 10:30 0.5 12:45 1.7 6:03 0.0 8:18 0.1 10:33 0.5 12:48 1.7 6:06 0.0 8:21 0.2 10:36 0.5 12:51 1.6 6:09 0.0 8:24 0.2 10:39 0.6 12:54 1.5 6: 12 0.0 8:27 0.2 10:42 0.6 12:57 1.4 6:15 0.0 8:30 0.2 10:45 0.6 13:00 1.3 6:18 0.1 8:33 0.2 10:48 0.7 13:03 1.3 6:21 0.1 8:36 0.2 10:51 0.7 13:06 1.3 6:24 0.1 8:39 0.2 10:54 0.7 13:09 1.2 6:27 0.1 8:42 0.2 10:57 0.8 13:12 1.1 6:30 0.1 8:45 0.2 11:00 0.8 13:15 1.1 6:33 0.1 8:48 0.2 11:03 0.8 13:18 1.1 6:36 0.1 8:51 0.2 11:06 0.9 13:21 1.1 6:39 0.1 8:54 0.2 11:09 0.9 13:24 1.0 6:42 0.1 . 8:57 0.2 11:12 1.0 13:27 1.0 6:45 0.1 9:00 0.2 11:15 1.0 13:30 1.0 6:48 0.1 9:03 0.2 11:18 1.0 13:33 1.0 6:51 0.1 9:06 0.2 11:21 1.1 13:36 0.9 . 6:54 0.1 9:09 0.2 11:24 1.2 13:39 0.9 6:57 0.1 9:12 0.2 11:27 1.3 13:42 0.9 7:00 0.1 9:15 0.3 11:30 1.3 13:45 0.9 7:03 0.1 9:18 0.3 11:33 1.4 13:48 0.9 7:06 0.1 9:21 0.3 11:36 2.1 13:51 0.9 7:09 0.; 9:24 0.3 11:39 3.5 13:54 0.9 7:12 0.1 9:27 0.3 11:42 4.7 13:57 0.9 7:15 0.1 9:30 0.3 11:45 5.4 14:00 0.9 7:18 0.1 9:33 0.3 11:48 5.9 14:03 0.9 7:21 0.1 9:36 0.3 11:51 8.0 14:06 0.9 7:24 0.1 9:39 0.3 11:54 11.8 14:09 0.8 7:27 0.1 9:42 0.3 11 :57 15.0 14:12 0.8 7:30 0.1 9:45 0.3 12:00 16.9 14:15 0.8 7:33 o. 1 9:48 0.3 12:03 17.7 14: 18 0.8 7:36 0.1 9:51 0.3 12:06 15.6 14:21 0.8 7:39 0.1 9:54 0.3 12:09 10.8 14:24 0.8 Continued on next page ; . ; ~ ~·•:/,, .. continued from previous page ~· ....... ·~:.· 14:27 0.8 15:21 0.7 16:15 0.6 17:09 0.5 fi' .14:30 0.8 15:24 0.7 16:18 0.6 17:12 0.2 ~ -14:33 0.8 15:27 0.7 16:21 0.6 17:15 0.1 ... 14:36 0.8 15:30 0.7 16:24 0.6 17:18 0.5 14:39 0.8 15:33 0.7 16:27 0.6 17:21 0.3 14:42 0.8 15:36 . 0.7 16:30 0.6 17:24 0.2 14:45 0.8 15:39 0.7 16:33 0.6 17:27 0.1 14:48 0.8 15:42 0.7 16:36 0.6 17:30 0.5 14:51 0.8 15:45 0.7 16:39 0.6 17:33 0.3 14:54 0.8 15:48 0.7 16:42 0.6 17:36 0.2 14:57 0.8 15:51 0.7 16:45 0.6 17:39 0.1 15:00 0.8 15:54 0.6 16:48 0.5 17:42 0.4 15:03 0.7 15:57 0.6 16:51 0.5 17:45 0.3 15:06 0.7 16:00 0.6 16:54 0.5 17:48 0.2 15:09 0.7 16:03 0.6 16:57 0.5 17:51 0.1 15:12 0.7 16:06 0.6 17:00 0.5 17:54 0.4 15:15 0.7 16:09 0.6 17:03 0.5 15:18 0.7 16:12 0.6 17:06 0.5 Volune of runoff = 1.09 ac. ft. Depth of runoff = 7.28 in. ~:· .. : ... · ---------------------------------------------------------------------------- e Name -DROZD ', Date 10/18/97 . h -,L.f!.ader. OEBB .IE . Client DROZD Job 97~342 Misc. Note -COMMERCIAL DEVELOPMENT. ----------------------------------------------------------------------------. 1;_ . . Type SCS Desc. PROP DRAINAGE TO EXXON !._ ea 1.3 tie:: Time of Concent. 10 -min. Freq. 100~0 yrs CN 94 torrn Dist Type 11 Len 24 hrs Precip. 11.00 ---------------------------------------------------------------------------- Time Flow Time Flow Time Flow Time Flow r:min cfs hr:rnin cfs hr:rnin cfs hr:min cfs ------------------------------------------------------------------------------ 1:24 0.0 3:39 0.1 5:54 0.2 8:09 0.3 1:27 o.o 3:42 0.1 5:57 0.2 8:12 0.3 1:30 0.0 3:45 0.1 6:DO 0.2 8:15 0.3 1:33 0.0 3:48 0.1 6:03 0.2 8: 18 0.3 1:36 0.0 3:51 0.1 6:06 0.2 8:21 0.3 1 :39 o.o 3:54 0.1 6:09 0.2 8:24 0.3 1 :42 0.0 3:57 0.1 6:12 0.2 8:27 0.3 1:45 o.o 4:00 0.1 6:15 0.2 8:30 0.4 1:48 0.0 4:03 0.1 6:18 0.2 8:33 0.4 1:51 o.o 4:06 . 0.1 6:21 0.2 8:36 0.4 1:54 0.0 4:09 0.1 6:24 0.2 8:39 0.4 1 :57 0.0 4: 12 0.1 6:27 0.2 8:42 0.4 2:00 0.0 4: 15 0.1 6:30 0.2 8:45 0.4 2:03 0 .0 4:18 0.1 6:33 0.2 8:48 0.4 2:06 0.0 4:21 0.1 6:36 0.2 8:51 0.4 2:09 0.1 4:24 0.2 6:39 0.2 8:54 0.4 2:12 0.1 4:27 0.2 6:42 0.2 8:57 0.4 2: 15 0.1 4:30 0.2 6:45 0.2 9:00 0.4 2:18 0.1 4:33 0.2 6:48 0.2 9:03 0.4 2:21 0.1 4:36 0.2 6:51 0.2 9:06 0.4 2:24 0.1 4:39 0.2 6:54 0.2 9:09 0.4 2:27 0.1 4:42 0.2 6:57 0.2 9:12 0.4 2:30 0 .1 4:45 0.2 7:00 0.2 9:15 0.4 2:33 0. 1 4:48 0.2 7:03 0.2 9: 18 0.4 2:36 0.1 4:51 0.2 7:06 0.2 9:21 0.4 2:39 o. 1 4:54 0.2 7:09 0.2 9:24 0.4 2:42 0.1 4:57 0.2 7:12 0.2 9:27 0.4 2:45 0.1 5:00 0.2 7:15 0.2 9:30 0.4 2:48 0.1 5:03 0.2 7:18 0.2 9:33 0.4 2:51 0.1 5:06 0.2 7:21 0.2 9:36 0.4 2:54 0.1 5:09 0.2 7:24 0.2 9:39 0.5 2:57 0.1 5:12 0.2 7:27 0.2 9:42 0.5 3:00 0.1 5:15 0.2 7:30 . 0.2 9:45 0.5 3:03 0.1 5:18 0.2 7:33 0.2 9:48 0.5 3:06 0.1 5:21 0 .2 7:36 0.2 9:51 0.5 3:09 0.1 5:24 0.2 7:39 0.2 9:54 0.5 3:12 0.1 5:27 0.2 7:42 0.2 9:57 0.5 3:15 0.1 5:30 0.2 7:45 0.2 10:00 0.5 3:18 0.1 ' 5:33 0.2 . 7:48 0.3 10:03 0.5 3:21 0.1 5:36 0.2 7:51 0.3 10:06 0.5 3:24 0.1 5:39 0.2 7:54 0.3 10:09 ·o.5 3:27 0.1 5:42 0.2 7:57 0.3 10:12 0.5 3:30 0.1 5:45 0.2 8:00 0.3 10:15 0.5 3:33 -0.1 5:48 0.2 8:03 0.3 10:18 0.5 3:36 0.1 5:51 0.2 8:06 0.3 10:21 0.6 Continued on next page 1 -,_(;:se;.,_. . J inued from previous page ,, :24 0.6 11:18 1.2 12:12 6.0 13:06 0.8 0:27 0.6 11 :21 1.2·'· 12:15 4.2 13:09 .. 0.7 0:30 0.6 11:24 1.3 12:18 3.3 13:12 0.7 10:33 0.6 11:27 1.4 12:21 2.8 13:15 0.7 0:36 0.7 11 :30 1.4 12:24 2.3 13:18 0.7 0:39 0.7 11:33 1.5 12:27 1.9 13:21 0.7 0:42 0.8 11 :36 2.1 12:30 1.8 13:24 0.7 10:45 0.8 11 :39 3.5 12:33 1.7 13:27 0.6 0:48 0.8 11:42 4.7 12:36 1.6 13:30 0.5 0:51 0.8 11:45 5.3 12:39 1.5 13:33 0.3 0:54 0.9 11:48 5.7 12:42 1.4 13:36 0.1 10:57 0.9 11:51 7.2 12:45 1.4 13:39 0.6 1:00 1.0 11:54 10.4 12:48 1.3 13:42 0.4 1 :03 1.0 11 :57 13.1 12:51 1.3 13:45 0.3 11:06 1.0 12:00 14.5 12:54 1.2 13:48 0.1 11:09 1.1 12:03 15.0 12:57 1.1 13:51 0.6 1:12 1.1 12:06 13.5 13:00 0.8 11:15 1. 1 12:09 9.5 13:03 0.8 Volune of runoff = 0.87 ac. ft. Depth of runoff = 8.06 in. ;\, ----------------------------------------------------------------ame -DROZD Date 09/26/97 -Leader DEBBIE Client DROZD Job 97-342 Hise. Note -COMMERCIAL DEVELOPMENT ~-------------------------------------------------------------------------I scs Desc. AREA CXJTLET # 1 0.4 ac. Time of Concent. 10 min. Freq. 10.0 yrs CN 98 Len 24 hrs Precip. 7.40 -------------------------------------------------------------------------Flow Time Flow Time Flow Time Flow :min cfs hr:min cfs hr:min cfs hr:min cfs -------------------------------------------------------------------------8 0.0 3:03 0.0 5:18 0.0 7:33 0.1 1 o.o 3:06 0.0 5:21 o.o 7:36 0.1 :54 0.0 3:09 0.0 5:24 o.o 7:39 0.1 7 0.0 3:12 0.0 5:27 0.0 7:42 0.1 0 0.0 3:15 o.o 5:30 o.o 7:45 0.1 3 o.o 3:18 0.0 5:33 0.0 7:48 0.1 :06 0.0 3:21 0.0 5:36 0.0 7:51 0.1 9 0.0 3:24 0.0 5:39 0.0 7:54 0.1 2 0.0 3:27 0.0 5:42 0.0 7:57 0.1 5 o.o 3:30 o.o 5:45 0.0 8:00 0.1 18 0.0 3:33 0.0 5:48 o.o 8:03 0.1 0.0 3:36 0.0 5:51 0.0 8:06 0.1 0.0 3:39 0.0 5:54 0.0 8:09 0.1 0.0 3:42 0.0 5:57 0.0 8:12 0.1 30 0.0 3:45 0.0 6:00 0.0 8:15 0.1 0.0 3:48 0.0 6:03 0.0 8:18 0.1 '6 0.0 3:51 0.0 6:06 0.0 8:21 0.1 ~9 0.0 3:54 o.o 6:09 0.0 8:24 0.1 42 0.0 3:57 o.o 6:12 0.,. 8:27 0.1 0.0 4:00 o.o 6:15 0.1 8:30 0. 1 0.0 4:03 0.0 6:18 0.1 8:33 0.1 0.0 4:06 0.0 6:21 0.1 8:36 0.1 o.o 4:09 o.o 6:24 0.1 8:39 0.1 o.o 4:12 0.0 6:27 0.1 8:42 0.1 0.0 4:15 0.0 6:30 0.1 8:45 0.1 )3 0.0 4: 18 0.0 6:33 0.1 8:48 0.1 ~ 0.0 4:21 0.0 6:36 0.1 8:51 0.1 0.0 4:24 0.0 6:39 0.1 8:54 0.1 0.0 4:27 0.0 6:42 0.1 8:57 0.1 15 0.0 4:30 0.0 6:45 0.1 9:00 0.1 0.0 4:33 o.o 6:48 0.1 9:03 0.1 0.0 4:36 0.0 6:51 0.1 9:06 0.1 0.0 4:39 o.o 6:54 0.1 9:09 0.1 !7 0.0 4:42 0.0 6:57 0.1 9:12 0.1 0.0 4:45 0.0 7:00 0.1 9: 15 0.1 o.o 4:48 o.o 7:03 0.1 9:18 0.1 0.0 4:51 0.0 7:06 0.1 9:21 0.1 i9 0.0 4:54 0.0 7:09 0.1 9:24 0.1 0.0 4:57 0.0 . 7:12 0.1 9:27 0.1 0.0 5:00 0.0 7:15 0.1 9:30 0.1 0.0 5:03 0.0 7:18 0.1 9:33 0.1 0.0 5:06 0.0 7:21 0.1 9:36 0.1 0.0 5:09 0.0 7:24 0.1 9:39 0.1 0.0 5:12 0.0 7:27 0.1 9:42 0.1 0.0 5: 15 0.0 7:30 0.1 9:45 0.1 Continued on next page ,c. f' ~~~~~~~~~~~~~~~~~~~~~~~~~~-~ ~ - ,. ~:.. ·~, - ed from previous page , . 0.1 10:42 0.2 11:36 0.4 12:30 0.3 0.1 10:45 . 0.2 11 :39 0.7 12:33 0.2 4 0.1 10:48 0.2 11:42 0.9 12:36 0.2 0 .1 10:51 0.2 11:45 1.1 12:39 0.2 0.1 10:54 0.2 11:48 1.2 12:42 0.2 0.1 10:57 0.2 11:51 1.4 12:45 0.2 0.1 11:00 0.2 11:54 2. 1 12:48 0.2 r 0.1 11 :03 0.2 11:57 2.6 12:51 0.2 f 0 .1 11:06 0.2 12:00 2.9 12:54 0.2 ·; 15 0.1 11:09 0.2 12:03 3.1 12:57 0.1 18 0.1 11: 12 0.2 12:06 2.8 13:00 0.1 0.1 11:15 0.2 12:09 2.0 13:03 0.0 0.1 11:18 0.2 12:12 1.3 13:06 0.2 ~7 0.1 11:21 0.2 12:15 0.9 13:09 0.1 so 0.1 11 :24 0.3 12: 18 0.7 13: 12 0.1 0.1 11 :27 0.3 12:21 0.6 13: 15 o.o 0.1 11 :30 0.3 12:24 0.5 39 0.2 11 :33 0.3 12:27 0.4 olune of runoff = 0.17 ac. ft. Depth of runoff = 5.24 in. . I ---- _J''l Rectangular Channel Arlalysis & Design Open Channel -Uniform flow Uorksheet Name: DROZD CO!rment: CXJTLET # 1 Solve For Depth Given Input Data: Bottom Uidth ••••• Manning's n •.•••• Channel Slope •••• Discharge_ •••••••• COIT'pUted Results: Depth •••.•••••••• Velocity ••••••••• Flow Area .••••••• Flow Top Uidth ••• Vetted Perimeter. Critical Depth ••• Critical Slope ••• Froude Nl.ITber •••• 4.00 ft 0.012 0.0100 ft/ft 3.10 cfs 0.20 ft 3.94 fps 0.79 sf 4.00 ft 4.39 ft 0.27 ft 0.0039 ft/ft FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow \lorksheet Name: Conment: OUTLET # 2 Solve For Depth Given Input Data: Bottom \lidth ••••• Manning's n ••..•. Channel Slope •.•. Discharge •••••••• <;; Ccxrputed Results: Depth .••.••.....• Velocity •••.••.•. Flow Area ••..•.•. Flow Top \lidth .•. \letted Perimeter. Critical Depth ••. Critical Slope .•. Froude Nurber •.•. 8.00 ft 0.012 0. 0075 ft/ft 4.70 cfs 0. 18 ft 3.30 fps 1.43 sf 8.00 ft 8.36 ft 0.22 ft 0.0037 ft/ft 1.38 (flow is Supercritical) Open Channel Flow Module, Version 3.2 Cc) 1990 Haestad Methods, Inc. * 37 Brookside Rd * \laterbury, Ct 06708 ~ l ---------------------------------------------------------------------------I .e Name • DROZD Date 10/18/97 '• Leader DEBBIE client DROZD Job 97-342 Hise. Note -COMMERCIAL DEVELOPMENT ---------------------------------------------------------------------------Type SCS Desc. AREA OUTLET #2 0.6 ac. Time of Concent. 10 min. Freq. 10.0 yrs CN 92 m Dist Type II Len 24 hrs Precip. 7.40 L-------------··································-----·-·······-------------Time Flow Time Flow Time Flow Time Flow :min cfs hr:min cfs hr:min cfs hr:min cfs ---------------------------------------------------------------------------:39 o.o 4:54 0.0 7:09 0.1 9:24 0.1 2:42 0.0 4:57 0.0 7:12 0.1 9:27 0.1 :45 0.0 5:00 0.0 7:15 0.1 9:30 0.1 :48 0.0 5:03 0.0 7:18 0. 1 9:33 0.1 :51 0.0 5:06 0.0 7:21 0.1 9:36 0.1 2:54 0.0 5:09 0.0 7:24 0.1 9:39 0.1 :57 0.0 5: 12 0.0 7:27 0.1 9:42 0.1 :00 0.0 5:15 0.0 7:30 0. 1 9:45 0.1 :03 0.0 5: 18 0.0 7:33 0. 1 9:48 0.1 3:06 0.0 5:21 0.0 7:36 0.1 9:51 0.1 :09 o.o 5:24 0.0 7:39 0. 1 9:54 0.1 :12 0.0 5:27 0.0 7:42 0. 1 9:57 0.1 :15 0.0 5:30 0.0 7:45 0.1 10:00 0.1 ~: 18 0.0 5:33 0.0 7:48 0.1 10:03 0.1 : 21 0.0 5:36 0.0 7:51 0. 1 10:06 0.1 :24 0.0 5:39 0.0 7:54 0.1 10:09 0.1 3:27 0.0 5:42 0.0 7:57 0.1 10: 12 0.1 3:30 0.0 5:45 0.0 8:00 0.1 10: 15 0.2 -::33 0.0 5:48 0.0 8:03 0. 1 10: 18 0.2 :36 0.0 5:51 0.0 8:06 0.1 10:21 0.2 3:39 0.0 5:54 0.0 8:09 0.1 10:24 0.2 ,:42 0.0 5:57 0.0 8:12 0.1 10:27 0.2 :45 0.0 6:00 0.0 8: 15 0.1 10:30 0.2 :48 o.o 6:03 0.0 8:18 0.1 10:33 0.2 3:51 0.0 6:06 0.0 8:21 0.1 10:36 0.2 :54 0.0 6:09 0.0 8:24 0.1 10:39 0.2 :57 o.o 6:12 0.0 8:27 0.1 10:42 0.2 :00 0.0 6:15 0.0 8:30 0.1 10:45 0.2 -4:03 0.0 6:18 o. 1 8:33 0.1 10:48 0.2 :06 0.0 6:21 0.1 8:36 0.1 10:51 0.2 :09 o.o 6:24 0.1 8:39 0.1 10:54 0.3 :12 0.0 6:27 0. 1 8:42 0.1 10:57 0.3 4:15 0.0 6:30 0.1 8:45 0.1 11:00 0.3 •18 0.0 6:33 0.1 8:48 0.1 11:03 0.3 :21 o.o 6:36 0.1 8:51 0.1 11:06 0.3 :24 0.0 6:39 0.1 8:54 0.1 11:09 0.3 4:27 0.0 6:42 0.1 8:57 0.1 11:12 0.3 :30 o.o 6:45 0. 1 9:00 0.1 11:15 0.3 :33 0.0 . 6:48 0.1 9:03 0.1 11:18 0.3 :36 o.o 6:51 0.1 9:06 0.1 11:21 0.4 4:39 0.0 6:54 0.1 9:09 0.1 11:24 0.4 :42 0.0 6:57 0. 1 9:12 0.1 11:27 0.4 :45 o.o 7:00 0.1 9:15 0.1 11:30 0.4 :48 0.0 7:03 0. 1 9:18 0.1 11:33 0.4 : 1 4:51 0.0 7:06 0.1 9:21 0. 1 11 :36 0.6 Continued on next page I I 11 I :1 I • ! i I ontinued from previous page 11:39 1.1 12:33 0.5 13:27 0.2 14:21 0.2 I 11:42 1.4 12:36 0.5 13:30 0.2 14:24 0.2 11:45 1.6 12:39 0.5 13:33 0.2 14:27 0.1 11:48 1.7 12:42 0.4 13:36 0.2 14:30 0.1 11:51 2.2 12:45 0.4 13:39 0.2 14:33 0.0 11:54 3.2 12:48 0.4 13:42 0.2 14:36 0.2 11:57 4.1 12:51 0.4 13:45 0.2 14:39 0.1 12:00 4.5 12:54 0.4 13:48 0.2 14:42 0.1 12:03 4.7 12:57 0.4 13:51 0.2 14:45 0.0 I 12:06 4.2 13:00 0.3 13:54 0.2 14:48 0.2 12:09 2.9 13:03 0.3 13:57 0.2 14:51 0.1 12:12 1.8 13:06 0.3 14:00 0.2 14:54 0.1 12:15 1.3 13:09 0.3 14:03 0.2 14:57 0.0 12: 18 1.0 13:12 0.3 14:06 0.2 15:00 0.2 12:21 0.9 13: 15 0.3 14:09 0.2 15:03 0.1 12:24 0.7 13:18 0.3 14: 12 0 .2 15:06 0.1 12:27 0.6 13:21 0.3 14:15 0.2 12:30 0.6 13:24 0.3 14: 18 0 .2 Volune of runoff = 0.27 ac. ft. Depth of runoff = 5.30 in. Figure Xll Development Permit City of College Station, Texas Si~~alD~cription : __ D_r_o_z_d __ s_u_~_i_v_i_s_i_·o~n_,_L_o_t_l ____________ ~ 2D Homes S.t 0 Victor Drozd 1 e wner: ------------- Architect/ Engineer: Urban Design Group Contractor: ------------- 2702 Wildflower Drive Address : Bryan, Texas 77805 Telephone: 77 4-1257 Add P.O.Box 10153 CS, TX 77842 ress : ------------- Telephone No : _6_9_6_-_9_6_5_3_..;__ __ _ Address : ------------~ Telephone No : ----------- Date Application Filed: September 30 ' 1997 Approved :------------ ; Application is hereby made for the following development specific waterway alterations : construction of commercial development including par.king, drainage, utilities, etc. 0 Application Fee QJ Signed Certifications Q Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. (j: Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------- . ACKNOWLEDGMENTS : I, fl,;i~ , design engineer/owner, hereby acknowledge or affirm that : DeHorah e ng · The informa~o==nclusions contained in the above plans and supporting documents comply with the · current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the e Station City Code. Contractor ., "j i 285 280 §: c: 275 0 +;:; ro > Q) w 270 Drozd Subdivision drainage 0 100 200 300 400 500 600 700 800 Main Channel Distance (ft) --v- WS1 • Invert HEC-RAS Plan: Plan 11 Reach: drainage -'.~@t @~:tjJ##Mi' ?1il.MmM@lJ'M@!w.% ibW.#.:~iwn@~~i¥\W'fa -tlt@iltilii¥i @W#.:mm 'lw.i.W:Nff@ t#.i>i.Wl~t :~,,~: wmmmmmm =Mlrtiirutmi: :MilNnmmm: mmmm:wrn mmr:mrnmm mrniw.mmr rnm®.nHM rnwtN.#lmm: KMi~J~rnm: mmmMmM: mmmmmmm t.~t~til:Mt 16.00 261.10 262.99 263.04 o.omss 1.82 8.80 13.61 o.40 f.@.,'®~fWW 16.00 261.30 262.12 262.15 0.010086 1.48 10.19 15.14 o.31 .· . .-1Mimmrn 21.53 261.00 262.21 262.32 o.039460 2.61 6.26 13.66 o.59 ::::t~¥%fiMi 21.59 260.00 281.11 261.33 0.011436 3.28 6.41 15.21 0.18 281.06 0.007096 2.39 11.54 17.08 0.51 ----~¥t~ii%ii 27.59 ----. -----------, ftt»@~.\i@I 34.601 280.93 0.003972 2.07 16.71 19.79 0.40 -~f@@:1 34.601 260.89 0.000910 1.27 27.32 22.61 0.20 ~iiIWW!i 280.65 279.23 280.87 0.000446 1.09 37.88 23.07 0.25 ~iM§it'ffM ~'@HlWK 276.62 278.86 0.001352 1.75 26.36 17.07 0.25 ~tJ-.:~MiW 276.76 278.83 0.001885 1.89 24.47 18.62 0.29 IAA!-~:tMMt 278.71 278.79 0.002993 2.21 22.25 20.23 0.36 ;ijUJWWfJ 278.71 278.74 0.000739 1.37 36.23 23.n 0.19 ~w:4mmw 276.71 276.63 278.73 0.000296 1.02 51.91 26.28 0.40 ~AAJMff@# MM!t:&rnt: 276.90 276.99 0.003794 2.36 23.23 21.44 0.40 @it~@mrm:= 276.33 276.61 0.020973 4.20 13.94 20.03 0.89 ~i~;m.l@:ffa 275.94 276.14 0.013394 3.58 16.33 21.26 0.72 ~~itwnrnrnm 275.27 275.27 275.62 0.026714 4.76 13.04 18.54 1.00 ~1w.W:im1? 275.06 275.17 0.005908 2.65 23.47 25.73 0.49 ~¥H#ik'' 275.06 275.10 0.001165 1.54 43.67 33.09 0.23 rnt»t:imin 275.00 273.31 275.07 0.001069 2.16 69.50 31.27 0.22 j\W;ftlii@fo H~#:mrnn 272.11 272.18 o.oooan 2.09 93.64 43.09 0.22 iVd.<!lfflfaM 272.11 272.15 0.000558 1.67 121.63 58.66 0.18 @W:i.t%WF 272.10 272.13 0.000458 1.52 158.68 73.97 0.16 iM~~Mmii 272.09 272.12 0.000378 1.43 150.11 54.06 0.15 ~Mli¥fff 272.00 269.n 272.09 0.001200 2.44 99.17 33.92 0.25 HEC-RAS Plan: Plan 11 Reach: drainage IWiJ~rnr ::!Jl;~·u~~lY?: ::iw».nmwl rx!TijJI.i.il ::e~¥®.K §f'-i.Wl.l®.l!.: ~1m9~~~¥ttrn ::?H#:iji.fujf :mu=mm.1:m: ttw.~w.mm1i rnmiim::i::mtm mHHmu;mm rwmmrnn:r •m:mmn:mmn ;mm:t#.umm:: ::::=:::mumtrnt :1;na~1iitrnt ;nmt@iHMl w1tg1mr: m1m:mlMMl ti'i:ummw 283.04 282.99 o.05 0.28 0.01 16.00 13.61 t.$.@.§.il@M 282.15 282.12 o.o3 o.43 0.01 16.00 o.oo 15.14 UJ.AiWMmi 282.32 282.21 0.11 o.98 0.01 21.53 13.66 iltitmmm: 281.33 281.11 0.11 0.25 0.02 21.59 15.21 ~i~lt4Mt'\ 281.06 280.91 o.o9 0.12 0.01 21.59 11.oa i'~~urnrn 280.93 280.87 0.01 o.o4 0.01 34.60 19.79 D.!t.'RMt:W 280.89 280.86 o.o3 0.01 o.oo 34.58 0.02 22.81 m:~um;mm 280.81 280.85 0.02 o.oo o.oo 40.80 0.20 23.01 dfil.JJ@jj@j Culvert ll~D.lti!':l!iil 218.861 218.821 0.051 o.031 0.001 I 46.151 I 11.01 18.62 lt~~NtEf 278.83 278.78 0.06 0.05 0.00 46.15 i.itll'-MHW 278.79 278.71 0.08 0.03 0.01 48.77 0.141 20.23 ~1~mm 278.74 278.71 0.03 0.01 0.00 48.48 0.431 23.77 J.•~J.J.iW:=M!! 278.73 278.71 0.02 0.00 0.00 51.33 0.671 26.28 ~mwmm Culvert M!t.'-'l!Mld 276.99 276.90 0.09 0.36 0.02 55.31 21.44 ®.~H@@m. 276.61 276.33 0.27 0.45 0.02 58.50 20.03 ttimMmii 276.14 275.94 0.20 0.50 0.02 58.50 21.26 ff.f.~tiMiifl 275.62 275.27 0.35 0.24 0.07 62.11 18.54 fi.t.~J.J.!MM! 275.17 275.06 0.11 0.05 0.02 62.11 25.73 ®.~tl.i%Mf 275.10 275.06 0.04 0.03 0.00 66.95 0.051 33.09 ltl~HMlM 275.07 275.00 0.07 0.00 0.00 143.86 2.141 31.27 Ht+Mmrnn Culvert Ui:D.Ml%K 272.18 272.11 0.06 0.02 0.01 25.11 152.77 43.09 MlttttilMi 272.15 272.11 0.04 0.01 0.00 53.83 124.05 58.66 ff.~U1@%Mi. 272.13 272.10 0.03 0.01 0.00 94.57 113.01 73.97 :.J.jE.fiMfa 272.12 272.09 0.03 0.02 0.01 81.61 125.97 54.06 ®.inwi~:;mn:• 272.09 272.00 0.09 0.00 0.00 242.00 33.92 Drozd Subdivision Drozd Dra ina ge Riv Sta = 7 41.98 287 286 285 g c 284 0 ., ~ [ij 283 282 28 1 +-~~~~~~~~~~~~~~~~~~~ ·25 -20 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 698 .13 284 g c 0 ·p ~ [ij 283 282 -25 -20 -15 -1 0 -5 0 5 10 15 Station (ft) -----v-- WS 1 -G<OW>d • Barie Sta g c 'i [ij -----v-- WS1 -G<OW>d • Bank Sta g c 0 ., j UJ 288 285 284 283 282 Drozd Subdivision Riv Sta= 720 .055* 281+-~~~~~~~~~~~~~~~~~~~ -25 -20 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 657.44 282.0 [!] Sia 28 1.5 28 1.0 280.5 Station (ft) Drozd Subdivision Drozd Subdivision Riv Sta= 633 .874* Drozd Drainage Riv Sta= 610 .31 282.5 --..,-283 .0 [!] WS1 --Ground • 282.5 Bank Sta Sta 282.0 282.0 281 .5 281 .5 g g c 281 .0 c 281 .0 0 ·i .,, ~ iii 280.5 280.5 280.0 280.0 279.5 279.5 279.0 -20 -15 -10 -5 0 5 10 15 -25 -20 -15 -10 .5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Riv Sta = 588 .824* Drozd Drainage Riv Sta= 567.34 282.0 --..,-281 .0 [!] WS1 --Ground 281 .5 • S.r«Sla 280.5 Sta 281 .0 280.0 280.5 279.5 g g c 280.0 c 0 0 .,, .,, ~ ~ 279.0 iii iii 279.5 278.5 279 .0 278.5 278.0 278.0 277.5 ·20 .15 -10 .5 0 5 10 15 -15 -10 .5 0 5 10 15 Station (ft) Station (ft) Droz d Su bd ivision Upstream Inside Riv Sta= 531.55 281 .0 280.5 280.0 279.5 g c 0 ., ~ 279.0 iii 278.5 278.0 277.5+-~~~~~~~~~~~~~~~~~~~ -15 -10 0 5 10 15 Station (ft) Droz d Subdivis ion Drozd Drainage Riv Sta= 495 .76 279 g c 278 0 ""' ~ iii 277 278 -15 -10 -5 0 5 10 15 Station (ft) --WS1 -Ground • Bank Sta --WS1 -Ground • B•nk Sta 281 280 279 g c 278 0 ., ~ iii 277 -15 279 g c 0 "' !? ., iii 278 277 -15 Drozd Subdivision Downstream Inside Riv Sta = 531.55 ·10 -10 -5 0 5 Station (ft) Drozd Su bd ivisi on Riv Sta= 476 .59* -5 0 5 Station (ft) 10 10 15 15 Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 457.42 Riv Sta = 435 .950" 280.0 __..,_ 280 ~ WSI G<oood • 279.5 Bank Sta Sia 279 279.0 278 278.5 g g c c 0 .!2 ,, ~ 278 .0 j w 277 277.5 276 277 .0 276 .5 275 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 414 .48 Upstream Inside Riv Sta = 382 .64 280 __..,_ 280 ~ WSI G<oood • Bank Sta Sia 279 279 278 278 g g c c 0 0 ,, "" j "' ~ w 277 w 277 276 276 275 -h.....,rrrrr-rr-rT-r.,..,.+,-.....,.....,rrrrr-rrrT-r.,..,..,..,.,.., 275 -h.....,..,-..,-,-..-,,..,.......,..,.....,...,.,..,.,,...,...,,..,........,..,..,..,..,.,.., .15 -10 .5 0 5 10 15 20 -15 -10 .5 0 5 10 15 20 Station (ft) Station (ft) Drozd Subdivision Downstream Inside Riv Sta = 382 .64 278.5 278.0 277.5 277.0 g c 276.5 0 ,, z w 276.0 275.5 275 .0 27 4 .5 +,..,.-,...,-rrr,-rr"T"T-r-T-r->..,.-,..,.-,...,-.-r-rr..-rTTTT-r-T-,-, -20 -15 -10 -5 0 5 10 15 Slation (ft) Drozd Subdivision Drozd Drainage Riv Sta= 302.59 276.0 g c 0 ,, j w 275 .5 -20 -15 -10 -5 0 5 10 15 Slation (ft) --v-- WS1 Ground • Bank Sta --v-- WS 1 Ground • Bank Sta g c 0 j w g c 0 ,, ~ w Droz d Su bdivision Drozd Drainage Riv Sta= 350 .08 278.5 278.0 277 .5 277.0 276.5 276.0 275.5 275.0 27 4. 5 -hrr-rrTT-,-,-,-,rr-rrTT-,-,-,-...,-,..,..TT-,-,rr-rrTT-,-,-r-, -20 -15 -10 276.5 276.0 275.5 275.0 274 .5 -5 0 5 Slation (ft) Drozd Su bdivision Riv Sta= 275 .594* 10 15 27 4.0 +T""T-Y-~-.---.--r~~~-Y-~-Y-T""T-Y-T""T-Y-T""T-.---.--r-.-. -15 -10 -5 0 5 10 15 Slation (ft) Drozd Subdivision Drozd Drainage Riv Sta = 248 .60 276.0 275.5 275.0 g c 0 .. , j w 274.5 274.0 273 .5+-~~rT~~.......,~.......,r.-~-.-~-.-~~rT~~~ -15 -10 -5 0 5 10 15 Station {ft) Drozd Subdivision Drozd Drainage Riv Sta = 205 .51 274.5 g c 274.0 0 .,, j w 273.5 -15 -10 -5 0 5 10 15 20 25 Station (ft) -..,-- WS1 Ground • Bar* Sta g c 0 ., !? " Ui g c 0 1 Ui 276.0 275.5 275.0 274 .5 274 .0 273.5 Drozd Subdivision Riv Sta= 227.055* 273 .0-h-.-~~-.-. ........ -.-~~-.-.~-.-r-r~.......,-.-~~-.-.....-. -15 -10 -5 0 5 10 15 20 Stati on (ft) Drozd Subdivision Drozd Drainage Riv Sta = 178.83 273.5 273.0 272.5 -15 -10 -5 0 5 10 15 20 Station {ft) Drozd Subdivision Drozd Subdivision Upstream Inside Riv Sta= 149.44 Downstream Inside Riv Sta ,. 149.44 275 275 ~ Gr""1d • 274 274 Sank St-a Sia 273 273 272 272 g g c 271 c 271 ._g 0 "' j ~ w ijj 270 270 269 269 268 268 267 267 -15 -10 -5 0 5 10 15 20 -40 -30 -20 -10 0 10 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 119.44 Riv Sta= 91.7749* 275 275 ~ WSI -Gr""1d 274 • 274 Ba'* Sia 273 273 272 272 g g c 271 c 271 0 .g .,, j ~ w ijj 270 270 269 269 268 268 267 267 -40 -30 -20 -10 0 10 20 -50 -40 -30 -20 -10 0 10 20 30 Station (ft) Station (ft) Drozd Subdivision Drozd Dra inage Riv Sta = 64 .11 274 g l5 272 l 271 270 269 268 -80 -60 -40 -20 0 20 Station (ft) Drozd Subd ivis ion Drozd Dra inage Riv Sta= 000 276 275 274 273 272 g c j 271 w 270 269 268 267 -20 -10 0 10 20 30 Station (ft) __..,._ WS 1 --Gr""'1d • Bank St a g c 0 ., ~ 40 __..,._ WS 1 --Gr""'1d • Ba nk S\a 40 27 6 275 274 273 272 27 1 270 -40 -30 -20 Drozd Subdivision Riv Sta = 32.oss· -10 0 10 Station (ft) 20 30 285 280 2 -c: 275 0 +;; ro > Cl) w 270 Drozd Subdivision drainage 0 100 200 300 400 500 600 700 800 Main Channel Distance {ft) ~ WS1 • Invert HEC-RAS Plan: Plan 1 O Reach: drainage fflw.i'il¥.iiifa 'iiVt.tt.#.@@M!lt@9J.MMt H~~JHtfo' MW.#.WiMfa ;:nt~4~~rn \ttM'iili~~n @Y#@®.lfat :;;:m#:W:# Wt¥.;~l \ii#~JO~tm mmmmmmm ttMt~wrn :~mmm~mrnt mmmmm~rn Mt:Himimm rnmai.'j:mmr ·nmamm :mmtW.#1lM\'. rnwmJ~>:tmi: mmmm:miw mmmmmmw t.~N!ii'l:'.i:lttW 16.00 281.10 283.05 283.09 0.002053 1.40 11.41 14.93 o.28 t!\Ml:MMMW 16.00 281.30 283.05 283.06 o.ooos31 o.89 18.24 18.n 0.15 ~wrn:mm 22.53 280.55 283.05 281.48 283.06 o.oocxl32 0.19 29.43 20.18 1.01 fM:MWK=Mm culvert 'ijjtJ.\)ml@h 28.59 280.06 281.07 281.07 281.33 0.003745 4.09 7.00 13.87 1.01 .tl.~Klb 28.59 279.62 281.00 281.08 0.006913 2.39 11.97 17.~ 0.51 ~:«jf::f:@WW 35.60 279.18 280.90 280.96 0.003842 2.06 17.28 20.13 0.39 ~M~ifiWiW 35.60 278.47 280.89 280.92 0.000898 1.28 27.98 22.95 0.20 -~~mmm 42.00 277.77 280.88 279.24 280.90 0.000443 1.10 38.55 23.07 0.25 n.n~mwmr Culvert i!~!M'MiiW:W 47.15 275.73 278.83 278.88 0.001371 1.77 26.64 17.17 0.25 ~tt@MiWit 47.15 276.15 278.80 278.85 0.001903 1.90 24.78 18.73 0.29 ~i.-~MW@ 49.91 276.57 278.73 278.80 0.002987 2.23 22.58 20.36 0.36 ~~M@fa%ii 49.91 275.79 278.73 278.76 0.000746 1.38 36.62 23.83 0.19 #.f~#.'n=rnm 53.00 275.01 278.73 276.65 278.75 0.000300 1.03 52.34 26.33 0.41 ®.M:<rmmm Culvert @.it;OO:tM=iN 57.31 274.73 276.92 277.01 0.003646 2.41 23.73 21.67 0.41 M~ftMt@:: 60.50 274.94 276.35 276.63 0.020962 4.23 14.30 20.29 0.89 #~~@m: 60.50 274.40 275.96 276.16 0.013222 3.59 16.83 21.58 o.n ~w,=m;n=i 64.11 273.86 275.28 275.28 275.64 0.027327 4.64 13.24 18.69 1.01 ~1,~~~iWW 64.11 273.32 275.06 275.17 0.006403 2.75 23.33 25.69 0.51 ~~~nmmm 67.00 272.78 275.06 275.10 0.001185 1.54 43.67 33.09 0.23 trtt.fMWM 146.00 271.60 275.00 273.31 275.07 0.001069 2.16 69.50 31.27 0.22 ~M;~WHW Culvert ~~~~'Hrnm~ 177.68 267.43 272.11 272.16 0.000877 2.09 93.64 43.09 0.22 ~'M14~f.dM 177.68 267.83 272.11 272.15 0.000558 1.67 121.63 58.66 0.18 ~~WiiM~Wi 207.58 268.24 272.10 272.13 0.000458 1.52 156.68 73.97 0.16 #.'Jl.Mftdf: 207.58 267.68 272.09 272.12 0.000376 1.43 150.11 54.06 0.15 ®.@trnrnm 242.00 267.53 272.00 269.77 272.09 0.001200 2.44 99.17 33.92 0.25 HEC-RAS Plan: Plan 10 Reach: drainage IW~$.tiW:t ll~;g{~~Wi Mt~=•I IY.i:fiiii.I :a~t•l i@lil~l®i.i: lmfj.mif!Wi lfii.ijifilif Wfi.ilfi@im~ :;J:iilMiif :mmmrnMm mmmtt11mw: mmrnmrnww rni@Mlmmn mminmmmm tmmmim;im :;rrnoc~m:mrn: mmt«.~umt Hmllii'iMm mrnroommm tit~!im:rnm 283.09 283.os o.o3 0.02 0.01 16.00 14.93 t.~it'Qlijt\@:~ 283.06 283.05 0.01 0.00 0.00 15.89 0.11 18.72 w.1a1mmm 283.06 283.05 0.01 o.oo o.oo 22.37 0.16 20.18 litt.~U@HW Culvert u.r~+tmmmi 281.33 281.07 0.26 0.12 0.05 28.59 13.87 fiJJiiMM1 281.08 281.00 0.09 0.12 0.01 28.59 17.40 !1f.~'.\1l@lfa(I 280.96 280.90 0.07 0.03 0.01 35.60 20.13 Dt~J.m;;m1 280.92 280.89 0.03 0.01 0.00 35.57 0.03 22.95 ;fl.D.@!ll@!ll 280.90 280.88 0.02 0.00 0.00 41.77 0.23 23.07 fii~li!M@I Culvert !iii.t~imii1m1 278.88 278.83 0.05 0.03 0.00 47.15 17.17 i1J.i.~~tMliU1 218.85 278.80 0.06 0.05 0.00 47.15 18.73 IBiiJ.liN!i!D 218.80 278.73 0.08 0.03 0.01 49.75 0.16 20.36 li.Hi.~!11@1 . 218.76 278.73 0.03 0.01 0.00 49.45 0.46 23.83 1~!a1m;mm 278.75 278.73 0.02 0.00 0.00 52.30 0.70 26.33 B.il.i~U~::rnm1 cu1vert ~~:~mmrn1 277.01 276.92 0.09 0.36 0.02 57.31 21.67 1~~rnmmn 276.63 276.35 0.28 0.44 0.02 60.50 20.29 n~iiiUlMI 216.16 275.96 0.20 0.51 0.02 60.50 21.58 tiiD:rnmmi 275.64 275.28 0.36 0.25 0.07 64.11 18.69 ift~~M@=J 215.11 275.06 0.12 0.05 0.02 64.11 25.69 ~~f.~jifiI)if) 275.10 275.06 0.04 0.03 0.00 66.95 0.05 33.09 11m111mmm1 275.07 275.00 0.07 0.00 0.00 143.86 2.14 31.27 1c1~g;mmm Culvert 11~m:mrn 272.18 272.11 0.06 0.02 0.01 25.11 152.77 43.09 H~i!m@t 272.15 272.11 0.04 0.01 0.00 53.83 124.05 58.66 1turnmmm 272.13 272.10 0.03 0.01 0.00 94.57 113.01 73.97 t11t1mm:w 272.12 272.09 0.03 0.02 0.01 81.61 125.97 54.06 ®.i:trn!:rnm·· 272.09 272.00 0.09 0.00 0.00 242.00 33.92 Drozd Subdivision Drozd Drainage Riv Sta= 741 .98 287 286 285 g c 284 0 .,, j w 283 282 281+--.-~~,--~~-.-~~..---,---.-~~,--~~-.---. -25 -20 -15 -10 -5 0 5 10 15 Station (fl) Drozd Subdivision Drozd Drainage Riv Sta= 698.13 286 285 284 g c 283 0 .,, j w 282 281 280-l--.---.~,-~~~~~..---r--.---.~,-~~-.---. -2 5 -20 ·15 ·10 -5 0 5 10 15 Station (ft) ___.,,..___ WS1 --Gr..m • Bank Sta ___.,,..___ WS1 --Gr..m • Bank Sta g c 0 . ., ~ iii g c 0 1 w 286 285 284 263 282 Drozd Subdivision Riv Sta = 720.055* -25 -20 -15 -10 0 5 Station (fl) Drozd Subdivision Upstream Inside Riv Sta= 677.85 286 285 284 283 282 281 10 15 280-1--.-~~r-..---r--r--.~..-~~~~~..---r--.--, -25 -20 -15 -10 -5 0 5 10 15 Station (fl) 282.5 282.0 281 .5 g c 0 ., ~ 281 .0 280.5 280.0 -15 282.5 282.0 281 .5 g c 281 .0 .g 1 w 280.5 280.0 279.5 -20 Drozd Subdivision Downstream Inside Riv Sta= 677 .85 -10 .5 0 5 10 Station (It) Drozd Subdivision Riv Sta= 633 .874* -15 -10 .5 0 5 10 Station (ft) 15 15 ~ WS1 -Grcx.nd • Bank Sia ~ WS1 -Grcx.nd • Bank Sta Drozd Subdivision Drozd Drainage Riv Sta = 657.44 282.0 281 .5 g c 281 .0 ~ ~ Lii 280.5 280.0 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 610 .31 283.0 ~ 282.5 Sta 282.0 281.5 g c 281 .0 0 ., 1 w 280.5 280.0 279 .5 279.0 -25 -20 -15 -10 .5 0 5 10 15 Station (It) Drozd Subdivisi on Drozd Subdivision Riv Sta = 588.824* Droz d Drainage Riv Sta= 567.34 282.0 __..,.._ 281 .0 ~ WS 1 ---Gr""1d 281 .5 • Bank St a 280.5 Sia 281.0 280.0 280.5 279 .5 g g c 280.0 c 0 ~ . .,, ~ 279.0 w w 279.5 278.5 279.0 278.5 278.0 278.0 277.5 -20 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivi sion Drozd Subdivision U pstream Inside Riv Sta= 531 .55 Downstream Inside Riv Sta= 531 .55 28 1.0 __..,.._ 281 ~ vvs 1 ---Gr""1d • 280.5 Bar* Si a Sia 280 280.0 279 279 .5 g g c c 27 8 0 0 .,, 1 j 279.0 w w 277 278 .5 278.0 27 6 277.5 275 -15 -10 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Statio n (ft) Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 495 .76 281 ~ WS1 QO<.rld • BarW< Sta 279 g c: 278 0 .,, ] w 277 276 275 ·15 ·10 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 457 .42 280.0 ~ WS1 --GrOl.nd • 279.5 Bank Sta 279.0 278.5 g c: ~ ~ 278.0 w 277.5 277.0 276.5 -15 -10 -5 0 5 10 15 Station (ft) 281 280 279 g c: 0 .,, ~ w 278 277 276 -15 -10 280 279 278 g c: 0 .,, ~ w 277 276 275 -15 -10 Drozd Subdivision Riv Sta = 476 .59• -5 0 5 Station (ft) Drozd Subdivision Riv Sta = 435 .950· -5 0 5 Station (ft) 10 15 ~ Sia 10 15 Drozd Subdivis ion Drozd Subdivision Drozd Dra inage Riv Sta= 414 .48 Upstream Ins ide Riv Sta • 382 .64 280 __...,._ 280 WS I ---GrOL<ld • Bank Sta 279 279 278 278 g g c c 0 0 ,., .,, ~ ~ (jj 277 (jj 277 276 276 275 2 7 5 +,~~TT,..-,.,.-,~~..-..,..-,.,.-,~~TT,..-,.,.-,~~T"T..,...., -15 -10 -5 0 5 10 15 20 -15 -10 -5 0 5 10 15 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Downstream Inside Riv Sta = 382 .64 Drozd Dra inage Riv Sta = 350 .08 278.5 __...,._ WSI GrOL<ld 278.0 • Bar« Sta 278.5 ~ 276.0 Sta 277.5 277.5 277.0 277.0 g c 276.5 0 ,, ~ (jj g c 276.5 .g ~ " (jj 276.0 276 .0 275 .5 275.5 275.0 275 .0 274.5 ·20 -15 -10 .5 0 5 10 15 -20 -15 -10 -5 0 5 10 15 Station (ft) Stati on (ft) Drozd Subdivision Drozd Dra inage Riv Sta = 302 .59 276.0 g c 0 ., ~ [ij 275.5 -20 -1 5 -10 -5 0 5 10 15 Station (ft) Drozd Subdivisi on Drozd Drainage Riv Sta = 248 .60 276.0 275.5 275.0 g c 0 ., .i w 274 .5 274 .0 273 .5-+-~-~~~~~~~~~~-~-~-~~ -15 -10 -5 0 5 10 15 Station (ft) ~ WS1 G<Ol.nd • Bank Sta g c 0 ·~ [ij g c 0 ·~ [ij 276.5 276.0 275.5 275.0 274 .5 Drozd Subdivision Riv Sta= 275.594* 274 .o +~~~~.-.,-,..,rr,..,..,....,..,..,...~..,...~~~~~......, -15 -10 275.0 274.5 274.0 273.5 -15 -10 -5 -5 0 5 Station (ft) Drozd Subd ivis ion Riv Sta= 227 .055* 0 5 10 Station (ft) 10 15 15 20 Drozd Subdivision Drozd Drainage Riv Sta= 205 .51 275.5 275.0 274.5 g c 274 .0 0 ., i w 273.5 273.0 272.5+~~-~~~~-~~~~~-~~~~~ -15 -10 -5 0 5 10 15 20 25 Station (ft) Drozd Subdivision Upstream Inside Riv Sta = 149.44 275 274 273 272 g c 271 0 .,, ~ iii 270 269 268 -15 -10 -5 0 5 10 15 20 Station (ft) ~ WS1 Groood • Bank Sta -Gr<><M • Ba nk Sta Drozd Subdivision Drozd Drainage Riv Sta= 178 .83 275 .0 274.5 274 .0 273.5 g c 0 ., i 273.0 iii 272.5 272.0 271 .5+~~~~~~~~~~~~~~~~~~~ -15 -10 -5 0 5 10 15 20 Station (ft) Drozd Subdivision Downstream Inside Riv Sta= 149.44 275 274 273 272 g c 271 ,g j w 270 269 268 -40 -30 -20 -10 0 10 20 Station (ft) Drozd Subd ivision Drozd Subdivision D rozd Drainage Riv Sta = 119.44 Riv Sta = 91 . 77 49• 275 275 ~ WSI --274 274 • -Sia 273 273 272 272 g g c 271 c 271 0 0 ., ~ ~ " w w 270 270 269 269 268 268 267 267 -40 -30 -20 -10 0 10 20 .so -40 -30 -20 -10 0 10 20 30 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta = 64 .11 Riv Sta = 32 .oss· 276 ~ 276 ~ WS1 Grolrod 275 • 275 S.nk SI • Sia 274 274 273 273 272 g g c 272 c 0 -~ ., ~ ~ 271 w w 271 270 270 269 269 268 268 267 ~o -60 -40 -20 0 20 40 -40 -30 -20 -10 0 10 20 30 Station (ft) Station (ft) 276 275 274 273 272 g c 0 .,, i 271 Ui 270 269 268 267 -20 Drozd Subdivision Drozd Drainage Riv Sta = 000 -10 0 10 20 station (ft) 30 40 --WS1 --Grot.rld • Boric Sta 20 Homes Site Plan JOB # 97-342 Drainage Report Drainage Report Addendum Prepared By : Urban Design Group .:J09 Southwest Parkway East, Suite E College Station, Texas 77840 (979) 696-9653 ph (979) 696-9752 fax dkeating@udgcs .com Prepared for: Victor and Mark Drozd 2702 Wildflower Drive Bryan, Tx 77805 September 2000 page 1 20 Homes Site Plan Drainage Report page 2 TABLE OF CONTENTS I. Certification II. Purpose Ill. Revisions Figure 1. Location Map Figure 2. Revised Area to Exxon property JOB # 97-342 20 Homes Site Plan Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for the 2D Home Site Plan, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Des ign Standards , for the owners thereof. Registered Professional Engineer State of Texas No . 68243 JOB # 97-342 20 Homes Site Plan Drainage Report page 4 II. PURPOSE The purpose of this report is to address minor rev1s1ons to the previously approved drainage report for the Drozd (2D Homes) commercial development. The project is located on the west feeder road of State Highway 6 , just south of Barron Road . A location map has been provided . After the plans were approved , one of the build ings (Building D) was relocated for the proposed tenant. A full set of construction plans accompanies this drainage report. Each plan sheet has been revised with the correct background (building location), however, only the grading and drainage sheet have been revised . Ill. Revisions -Drainage to Exxon Property and Drainage from Region 9 The existing and developed drainage areas are included in this report . The grading with the drainage area to the adjacent Exxon property was revised to accommodate the parking area north of the building . The area still drains to the northeast corner of the Drozd property and exits at the same point (onto the ad j acent existing concrete parking lot). The previous approved drainage study included a hydrologic and hydraulic analysis of the receiving ditch , and the deve lopment was approved with no detention . From the original report , the dra inage area to the Exxon property will remain the same , although the build ing and parking area within this drainage area have been moved . There is no inc rease in developed area , no increase in building size , and no increase in park ing area . The rear drive exiting to Barron road is proposed for construction now as opposed to a future phase . All other drainage areas remain unchanged . A. Hydrologic Criteria Rainfall/runoff calculation method described and calculations provided The So il Conservation Service Curve Number Procedure was used to determine the runoff rates . Curve Numbers were estimated using Table 111-4 of the DPDS . 24 hour rainfall depths were estimated using Table 111 -3 of the DPDS . A minimum time of concentration of ten minutes was used i n the calculations. The results (hydrographs) for the peak runoff for the pre-and post-developed areas are included in the appendix. Existing Basin Area Q2 Q5 Q10 Q25 Q50 Q100 (-) (Acre) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) To Exxon 1.8 17 .7 Access Rd .4 1.2 2.0 2 .6 3.2 3.7 4.3 JOB # 97-342 20 Homes Site Plan Drainage Report page 5 Develo~ed Basin Area Q2 Q5 Q10 Q25 Q50 Q100 (-) (SF) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) To Exxon 1.3 5 .7 8 .1 9 .9 11 .8 13 .2 14 .9 Access Rd .4 .7 .9 1 .1 1.4 1.5 1.7 8. Hydraulic Criteria The runoff from the revised drainage areas will be collected via storm sewer and exit the property at the same location as before . Two storm sewer inlets are proposed as well as a trench drain in the loading bay to collect runoff north of Building D . The calculations for inlet and pipe sizing are provided. The 10 year storm was used as the design storm per the City 's Drainage Policy and Design Standard (DPDS). The following formula was used for siz ing the inlets : Q = 3.0 L Y 1·5 where : Q is the capacity in cfs L is the length of the opening Y is the total depth of the water Capacities were calculated using the 10 year storm for inlets and the 25 yr storm for f lumes. 0Reguired Oca12aci!Y Length of o~ening cfs cfs ill} Flume 1.5 1.6 1.5 ' Inlet 1 2.4 5 .3 5 ' Inlet 2 3 .8 5 .3 5' Trench Drain 0 .1 0 .2 0.5 ' Calculations for pipe sizing is provided in the following pages . C. CONCLUSIONS The revisions to the drainage concepts remain the same as the originally approved drainage report and should not adversely affect adjacent property owners. JOB # 97 -342 ~ LOCATJClt IMP ... \ustat ion\97-342\drovcnty.dgn Sep . 18, 2000 10:06:46 . " I II! ~~-- z:\ustation\97-342\exexxon2.dgn Sep. 18, 2000 14 :46:08 EX AREA TO EXXON AREA 1.79 AC CN 75 ------ie::J 110 115 ICM.!• 1• ... Gr---- DRAINAGE AREA TO EXXON PROPERTY (EX I STING l .. .::. •··•· ~;~r::~~~::z:::r:=:~:;::;:.J;.~;:;:~:::::i~::z~::::::;~z:;~~~~~~~~:... ..... 1: ·~~ PROPOSED AREA TO EXXON l •• AREA 1. 30 AC I :: CN 9-1 r. .· • ' ,,If ,,If ,,If ,,If ,,If z:\ustation\97-342\prexxon2.dgn Sep . 18, 2000 14:48:50 ,,If ICllLE.1 ,. •IO' ' ' ,,If ,,If DRAINAGE AREA TO EXXON PROPERTY (PROPOSED) Circular Channel Analysis & De sign Solved with Ma nni ng's Equation Open Channel -Uniform flow Worksheet Name : Comment: inlet 1 storm sewer Solve For Full Flow Diameter Given Input Data: Slope ............ . Manning's n ...... . Disc harge ........ . Computed Results: Full Flow Diameter .... . Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 0 .0100 ft /ft 0.013 2 .40 cfs 0 .86 ft 0.86 ft 4.11 fps 0.58 sf 0.69 ft 0 .0105 ft/f t 100.00 % 2.40 cfs 2.58 cfs FULL Open Channel Flow Module, Version 3 .2 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circu l ar Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : Comment: inlet 2 storm sewer pipe Solve For Full Flow Capacity Given Input Data : Diameter ......... . Slope ............ . Ma n ning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity .... . Full Fl o w Dep t h ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Nu mber .... . 1. 00 ft 0.0100 ft /ft 0.0 1 2 3 .86 cfs 3.86 cfs 1.00 ft 4.91 fps 0.79 sf 0 .84 ft 0.0097 ft/ft 100 .00 % 3.86 cfs 4 .15 cfs FUL L Open Channel Flow Module , Version 3 .2 (c) 1990 Haestad Methods , Inc. * 37 Brookside Rd * Waterbury, Ct 06708 File Name -drozd Proj. Leader BMB Client Drozd Misc. Note -1 Type SCS Desc. DV 2 yr to Exxon Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II lo Time hr:min 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 Date 08/22/00 Job 97-342 Freq. 2.0 yrs CN 92 Len 24 hrs Precip. 4.50 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.7 1.2 1.6 1. 9 2.0 2.5 3.7 4.8 5.4 5.7 5.4 3.9 2.5 1.7 1.3 1.1 0.9 0.8 0.7 0.7 0.6 0.6 0.6 0.5 ontinued from previous page 12:48 0.5 13:42 0 .3 14:36 0.3 15:30 0.2 12:51 0.5 13 :45 0 .3 14:39 0.3 15:33 0 .1 12:54 0.5 13:4 8 0.3 14:42 0.2 15:36 0.0 12:57 0.4 13:5 1 0.3 14:45 0 .2 1 5 :3 9 0.2 13:00 0.4 13:5 4 0.3 14:4 8 0.2 1 5:42 0.1 13:03 0.4 13:5 7 0.3 14:51 0.2 1 5:45 0.1 13:06 0 .4 14:00 0.3 14 :54 0.2 15:48 0 .0 13:09 0.4 14:0 3 0.3 14:57 0.2 15:51 0.2 13:12 0.4 14:0 6 0.3 15:0 0 0.2 1 5 :54 0.1 13 :15 0.4 14:0 9 0 .3 15:03 0.2 15:57 0.1 13:18 0.3 14:1 2 0 .3 15:06 0.2 16:00 0.0 13:21 0 .3 14:15 0.3 15:09 0 .2 16:03 0 .2 13:24 0.3 14:18 0 .3 15:12 0 .2 16:06 0 .1 13:27 0.3 14:21 0 .3 15:15 0 .2 16:09 0.1 13:30 0.3 14:24 0 .3 15:18 0 .2 16:12 0 .0 13:33 0 .3 14:27 0 .3 15 :21 0.2 16:15 0.2 13:36 0 .3 14:3 0 0 .3 15:24 0 .2 13:39 0.3 14:33 0.3 15 :27 0.2 Volume of runoff = 0 .35 ac. ft. Depth of runoff 3.20 in. File Name -drozd Proj. Leader BMB Client Drozd Misc. Note -2 Type SCS Desc. dv 5yr to Exxon Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II A! Time hr:min 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 Time hr:min 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 7:21 7:i4 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 Date 08/22/00 Job 97-342 Freq. 5.0 yrs CN 92 Len 24 hrs Precip. 6.20 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.8 1.2 1.9 2.5 2.8 3.0 ontinued from previous page 11:51 4.0 12 :45 0.7 13 :39 0 .4 14:33 0 .4 11:54 5.8 12 :48 0.7 13 :42 0 .4 14:36 0 .4 11:5 7 7.2 12:51 0.7 13:45 0.4 14 :39 0 .2 1 2:00 7 .9 1 2:54 0 .7 13:48 0.4 14 :42 0.1 12 :03 8 .1 1 2:57 0.6 13 :51 0 .4 14 :45 0 .3 12 :06 7 .1 1 3:00 0 .6 13:54 0 .4 14:48 0.2 1 2:09 4.9 13 :03 0 .6 13 :57 0 .4 14 :51 0 .1 1 2 :12 3 .1 1 3 :06 0 .6 14:00 0.4 14:54 0 .1 12:15 2.2 13 :09 0.5 14:03 0 .4 14:57 0 .3 12 :18 1. 8 13 :12 0.5 14 :06 0.4 15:00 0.2 12:21 1 .5 13:15 0 .5 14:09 0 .4 15:03 0.1 12 :24 1.2 13 :18 0 .5 14:12 0.4 15:06 0 .0 12:2 7 1 .1 1 3:21 0 .5 14:15 0.4 15:09 0 .3 12 :30 1 .0 13 :24 0 .4 14:18 0 .4 15:12 0.2 12:33 0 .9 13:27 0 .4 14:21 0.4 15:15 0 .1 12 :36 0 .9 13 :30 0 .4 14:24 0.4 15:18 0.0 12 :39 0.8 13 :33 0 .4 14:27 0 .4 12 :42 0.8 13 :36 0 .4 14:30 0.4 Volume of runoff = 0.49 ac. ft. Depth of runoff 4 .53 in. File Name -drozd Proj. Leader BMB Cli e nt Drozd Misc. Note - 3 Type SCS Desc. dv 10 to Exxon Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:27 2:30 2 :33 2:36 2 :3 9 2:42 2 :45 2:48 2 :51 2 :54 2:57 3:00 3:03 3:06 3 :09 3:12 3 :15 3:18 3 :21 3:24 3 :27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4 :15 4:18 4:21 4:24 4:30 4:33 4:36 4:39 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 Time hr:min 4:42 4 :45 4 :4 8 4 :51 4 :54 4 :57 5 :00 5 :03 5 :06 5:09 5 :1 2 5 :15 5:18 5:21 5 :24 5 :27 5:30 5:33 5:36 5:39 5 :42 5 :45 5 :48 5 :51 5:54 5 :57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6 :27 6:30 6 :33 6 :3 6 6:39 6:45 6:48 6:51 6 :54 Flow cf s 0 .1 0 .1 0 .1 0 .1 0 .1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0 .1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 Time hr:min 6:57 7:00 7:03 7:06 7 :09 7 :1 2 7 :1 5 7:18 7:21 7:24 7:27 7:30 7:3 3 7:36 7:39 7:4 2 7:45 7:48 7:51 7:54 7:57 8:00 8 :0 3 8 :06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8 :48 8:51 8:54 9:00 9:03 9:06 9:09 Date 08/22 /00 Job 97-342 Freq. 10.0 yrs CN 92 Len 24 hrs Precip. 7 .40 Flow cf s 0.1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0.2 0 .2 0.2 0 .2 0.2 0.2 0.2 0.2 Time hr:min 9:12 9:15 9:18 9 :21 9:24 9 :27 9 :30 9:33 9:36 9 :39 9:42 9:45 9 :4 8 9:51 9 :5 4 9 :57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10 :24 10:27 10:30 10:3 3 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 15 4 11:15 11:18 11:21 11:2 4 Continued on next page Flow cf s 0.2 0.2 0.2 0 .2 0.2 0.2 0 .2 0 .3 0.3 0.3 0.3 0.3 0.3 0 .3 0 .3 0 .3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0 .3 0 .4 0.4 0.4 0.4 0.4 0 .4 0.5 0.5 0.5 0.5 0 .6 0.6 0.6 0.6 0.6 0 .2 0 .7 0.7 0 .8 0.8 ontin ue d from p revious page 11 :2 7 0 .9 12 :21 1.8 1 3 :15 0.6 1 4:09 0.5 11 :30 0.9 12 :24 1.5 13 :18 0.6 1 4 :12 0.5 11 :33 0 .9 12:27 1 .3 13 :21 0.6 1 4 :15 0 .5 11 :36 1.4 1 2 :30 1 .2 13 :24 0.5 1 4 :18 0.2 11 :39 2.3 12 :33 1.1 13 :27 0 .5 1 4:21 0 .1 11:42 3.0 1 2:36 1 .1 1 3:30 0.5 1 4:24 0 .4 11 :45 3 .4 1 2 :39 1.0 13:33 0.5 1 4:2 7 0 .3 11 :48 3 .7 1 2 :42 0.9 1 3 :36 0 .5 1 4 :30 0 .2 11 :51 4.7 12:45 0 .9 1 3:39 0.5 1 4:33 0.1 11 :54 6 .8 12 :48 0 .9 1 3:42 0 .5 1 4:36 0.4 11:57 8 .6 1 2:51 0 .9 13 :45 0 .5 14:39 0 .3 12:00 9 .5 12 :54 0 .8 13:48 0.5 14 :42 0 .2 12:03 9 .9 12:57 0.7 13:51 0 .5 14:45 0 .1 12:06 8 .7 13 :00 0.7 13:54 0.5 14:48 0.4 12:09 6 .1 13 :03 0 .7 13:57 0 .5 1 4:51 0.3 12 :12 3.9 13 :06 0.7 14 :00 0 .5 14:54 0.2 12:15 2 .7 13:09 0.6 14:03 0 .5 12:18 2.2 13:12 0.6 14:06 0 .5 Volume o f runoff = 0 .59 ac. ft. Depth of runoff 5 .42 in. ;. File Name -drozd Proj . Leader BMB Cli ent Droz d Misc. Note - 4 Type SCS Desc. dv 25 yr to Exxon Area 1.3 ac . Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:03 2 :06 2 :09 2 :12 2 :15 2:18 2 :21 2:24 2:27 2 :30 2:33 2:36 2 :39 2:42 2 :45 2 :48 2 :51 2:54 2:57 3 :00 3:03 3:06 3:09 3:12 3 :15 3:18 3 :2 1 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3 :45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 Flow cf s 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 Time hr:min 4:18 4:21 4:24 4 :27 4 :30 4:33 4:36 4:39 4:42 4:45 4 :48 4:51 4:54 4:57 5:00 5 :03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 Flow cf s 0 .1 0.1 0.1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.2 0.2 0 .2 0 .2 Time hr: rrfin 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6 :54 6 :57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7 :36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 Date 08/22/00 Job 97-342 Freq . 25.0 yrs CN 92 Len 24 hrs Precip. 8.80 Flow cf s 0 .2 0 .2 0.2 0 .2 0.2 0.2 0.2 0 .2 0 .2 0 .2 0 .2 0 .2 0 .2 0 .2 0.2 0.2 0 .2 0.2 0.2 0.2 0 .2 0.2 0 .2 0 .2 0 .2 0 .2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0.3 0.3 0.3 0 .3 0.3 0.3 Time hr:min 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9 :1 8 9:21 9:24 9 :27 9:30 9 :33 9:36 9 :39 9:42 9:45 9:48 9 :51 9:54 9:57 10:00 10:03 10:06 10:0 9 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10 :48 10:51 10:54 10:57 11:0 0 Continued on next page Flow cf s 0.3 0 .3 0.3 0 .3 0.3 0 .3 0 .3 0.3 0.3 0.3 0.3 0 .3 0 .3 0 .3 0 .3 0 .3 0.3 0 .3 0 .3 0.3 0 .4 0 .4 0 .4 0.4 0.4 0.4 0 .4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 ontinued from previous page 11:03 0 .7 11:57 10.2 12:51 1.0 13:45 0.6 11:06 0.8 12:00 11.3 12:54 0.9 13:48 0.6 11:09 0.8 12:03 11.8 12:57 0.9 13:51 0.6 11:12 0 .8 12:06 10.7 13:00 0.8 13:54 0.6 11:15 0 .9 12:09 7.6 13:03 0 .8 13:57 0.6 11:18 0 .9 12:12 4.8 13: d6 0 .8 14:00 0 .1 11:21 0.9 12:15 3.4 13:09 0.8 14:03 0.5 11:24 1.0 12:18 2.7 13:12 0.7 14:06 0.4 11:27 1.0 12:21 2.2 13:15 0.7 14:09 0.2 11:30 1.1 12 :24 1.8 13:18 0.7 14:12 0.1 11:33 1.1 12:27 1.5 13:21 0 .7 14:15 0 .5 11:36 1.6 12:30 1.4 13:24 0 .6 14:18 0.4 11:39 2.6 12:33 1.3 13:27 0 .6 14:21 0.2 11 :42 3.6 12:3 6 1.3 13:30 0 .6 14:24 0.1 11 :45 4.1 12 :39 1.2 13:33 0 .6 14:27 0 .5 11:48 4.4 12:42 1 .1 13:36 0.6 14:30 0.3 11:51 5.5 12:45 1.1 13:39 0.6 11:54 8.0 12:48 1.1 13:42 0.6 Vo lume of runoff = 0.70 ac . ft. Depth of runo ff 6 .48 in. File Name -drozd Proj. Leader BMB Client Dro zd Misc. No te - 5 Type SCS Desc. dv 50yr to Exxon Area 1 .3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 1:51 1:54 1:57 2 :00 2 :03 2 :06 2:09 2 :12 2 :15 2 :18 2 :21 2 :24 2:27 2:30 2:33 2:36 2 :39 2 :42 2:45 2 :48 2:51 2 :5 4 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4 :00 4 :03 Flow cf s 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 Time hr:min 4:06 4:09 4:12 4:15 4:18 4 :21 4:24 4 :27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4 :54 4 :57 5:00 5:03 5:06 5 :09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6 :00 6:03 8 :21 6:09 6 :12 6:15 6:18 Flow cf s 0.1 0 .1 0 .1 0 .1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0 .3 0.2 0 .2 0.2 0.2 Time hr: rrl in 6:21 6:24 6 :27 6 :30 6 :33 6:36 6:39 6 :42 6:45 6:48 6 :51 6 :54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 10:36 8:24 8:27 8:30 8:33 Date 08/22/00 Job 97 -342 Freq. 50.0 yrs CN 92 Len 24 hrs Precip. 9. 80 Flow cf s 0.2 0.2 0 .2 0 .2 0.2 0.2 0.2 0 .2 0.2 0 .2 0 .2 0 .2 0.2 0.2 0 .2 0 .2 0 .2 0 .2 0 .2 0 .2 0.2 0.2 0.2 0.2 0.2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0.2 0.2 0.2 0.2 0.6 0 .3 0.3 0.3 0.3 Time hr:min 8:36 8:39 8:42 8 :45 8 :48 8:51 8:54 8:57 9:00 9 :03 9:06 9:09 9 :12 9 :15 9:18 9:21 9:24 9:27 9 :30 9 :3 3 9 :36 9 :39 9 :42 9 :45 9 :48 9 :51 9:54 9:57 10:00 10:03 10:0 6 10:0 9 10:1 2 10:15 10:18 10:21 10 :24 10:27 10:30 10:33 10:39 10 :42 10:45 10:4 8 Continued o n n ext page Flow cf s 0.3 0.3 0.3 0.3 0 .3 0.3 0 .3 0 .3 0.3 0 .3 0 .3 0 .3 0.3 0 .3 0 .3 0.4 0 .4 0.4 0 .4 0 .4 0 .4 0 .4 0 .4 0 .4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0 0.6 0.7 0.7 0.7 'ontinue d from previous page 10 :51 0.7 11:45 4.6 12:39 1.3 13:33 0.7 10 :5 4 0.8 11:48 4.9 12:42 1.2 13:36 0.7 10:57 0.8 11:51 6.2 12:45 1.2 13:39 0.7 11:00 0.8 11:54 9.0 12 :48 1.2 13:42 0.7 11:03 0.8 11:57 11.4 12:51 1 .1 13:45 0 .7 11:06 0.9 12:00 12.7 12: S4 1.1 13:48 0 .7 11:09 0.9 12:03 13 .2 12:57 1. 0 13:51 0.6 11:12 1. 0 12:06 12.0 13:00 0.9 13:54 0.4 11:15 1. 0 12:09 8.5 13:03 0.9 13:57 0 .3 11:18 1.0 12:12 5 .4 13:06 0.9 14:00 0.1 11:21 1.0 12:15 3.7 13:09 0.8 14:03 0.6 11:24 1.1 12:18 3.0 13:12 0 .8 14:06 0.4 11:27 1.2 12:21 2.5 13:15 0 .8 14:0 9 0.2 11:30 1.2 12:24 2.0 13:18 0.8 14:1 2 0 .1 11:33 1.3 12:27 1.7 13:21 0 .7 14:15 0.6 11 :36 1.8 12:30 1.6 13:24 0.7 14:1 8 0 .4 11:39 3 .0 12:33 1.5 13:27 0 .7 11:42 4.0 12:36 1.4 13:30 0.7 Volume of runoff = 0 .78 ac . ft. Depth of runoff 7.20 in. File Name -drozd Proj. Leader BMB Client Drozd Misc . Note - 6 Type SCS Desc . dv lOOyr t o exxon Area 1.3 ac . Time of Concent. 10 min. Storm Dist Type II Time hr:min 1:42 1:45 1 :48 1:51 1:54 1 :57 2:00 2:03 2:06 2:09 2 :12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2 :39 2:42 2:45 2:48 2:51 2:54 2:5 7 3:00 3 :03 3:06 3:09 3:12 3 :15 3 :1 8 3:2 1 3:24 3:2 7 3:30 3 :33 3:36 3 :39 3 :42 3 :45 3 :48 3:51 3:54 Flow cf s 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0 .1 0.1 0.1 0.1 0 .1 0 .1 0 .1 0.1 0 .1 0.1 0 .1 0.1 0.1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0 .1 0.1 0 .1 Time hr:min 3 :57 4:00 4:03 4:06 4:09 4:12 4 :15 4:18 4 :21 4:24 4:27 4:30 4 :33 4 :36 4:39 4:42 4:45 4:48 4:51 4:54 4 :57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5 :2 7 5:30 5:33 5:36 5:39 5 :42 5:45 5 :48 5:51 5:54 5:57 6:00 6:03 6 :06 6 :09 Flow cf s 0 .1 0.1 0.1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0 .2 0 .2 0 .2 0 .2 0 .2 0 .2 0.2 0.2 0 .2 0 .2 0.2 0 .2 0.2 0 .2 0.2 0.2 0.2 0 .2 0.2 Time h r :rrlin 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6 :33 6:36 6:39 6:42 6:45 6:48 6:51 6 :54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7 :18 7 :21 7 :24 7 :27 7:30 7 :33 7:36 7 :39 7:42 7 :45 7:48 7 :51 7 :54 7 :57 8 :00 8:03 8 :06 8:09 8 :12 8:15 8 :18 8:21 8 :24 Date 08/22/00 Job 97-342 Freq. 100.0 yrs CN 92 Len 24 hrs Precip . 11.00 Flow cf s 0.2 0.2 0 .2 0.2 0.2 0 .2 0.2 0.2 0.2 0.2 0 .2 0.2 0.2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0 .2 0 .2 0.2 0.2 0.2 0 .2 0.2 0.2 0.2 0 .2 0 .2 0 .2 0.2 0.2 0.2 0.2 0.3 0 .3 0.3 0 .3 0 .3 0.3 Time hr :min 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9 :54 9:57 1 0:00 10 :0 3 1 0:06 1 0:09 1 0:12 1 0 :15 10 :18 10:21 10 :24 10:27 10 :30 10:33 10 :36 10:39 Continued on next page Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0 .4 0.4 0.4 0.4 0.4 0 .4 0 .4 0.4 0 .4 0.4 0 .4 0.4 0 .4 0 .5 0 .5 0 .5 0.5 0.5 0.5 0.5 0 .5 0 .5 0 .5 0.5 0.5 0.5 0.5 0 .6 0 .6 0.6 0.6 0.7 0.7 ontinued from previ o us page 10 :42 0.8 11:36 2 .2 12:30 1 .7 13:24 0.7 10:45 0.8 11:39 3 .5 12:33 1 .7 13:27 0.7 10:48 0 .8 11:42 4 .7 12:36 1.6 13:3 0 0.7 10:51 0.8 11:45 5 .2 12:39 1.5 13:33 0.7 10:54 0.9 11:48 5 .7 12:4 2 1.4 13:36 0.7 10 :57 0 .9 11 :51 7 .3 12:4'5 1.3 13:39 0.7 11:00 0.9 11:54 1 0.5 12:4 8 1.3 13:4 2 0.3 11:03 1.0 11:57 1 3.1 12:51 1 .3 13:45 0.1 11:06 1.0 12:00 14.4 12:5 4 1 .2 13:48 0.6 11 :09 1.1 12:03 1 4 .9 12:57 1.1 13:5 1 0.4 11:12 1.1 12:06 13 .1 13:00 1.1 13:54 0 .3 11 :15 1.1 12:09 9.1 13:03 1 .0 13:57 0.1 11:18 1.1 12:1 2 5.7 1 3:06 1 .0 14:00 0.6 11 :21 1.2 12:15 4 .1 13:09 0 .9 14:03 0.4 11 :24 1.3 12 :18 3 .3 1 3:12 0 .8 14 :06 0 .3 11:27 1.4 12:21 2.7 13:15 0 .7 14:0 9 0 .1 11:30 1.4 12:24 2.2 13 :18 0 .7 11:33 1.5 12:27 1.9 13 :21 0 .7 Volume of runoff = 0.87 ac . ft . Depth of runoff 8.0 1 in . File Name -drozd Proj. Leader BMB Client Drozd Misc. Note -Date 08/23/00 Job 97-342 --------------------------------------------------------------------------------7 Type SCS Desc. back drive proposed 2 yr Area 0.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 Freq. 2.0 yrs CN 91 Len 24 hrs Precip. 4.50 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 Flow cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.4 0.4 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 Volume of runoff 0.02 ac. ft. Depth of runoff = 1.83 in. -<! File Name -drozd Proj . Leader BMB Client Drozd Misc. Note -8 Type SCS Desc. back drive proposed 5 yr Area 0.1 ac. Time of Concent. 10 min. Storm Dist Type II ~ Time hr:min 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 Flow cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 Date 08/23/00 Job 97-342 Freq. 5.0 yrs CN 91 Len 24 hrs Precip. 6.20 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.4 0.5 0.6 0.6 0.6 0.4 0.3 0.2 ontinued from previous page 12:18 0 .1 12:30 0.1 12:42 0.1 12:54 0.1 12:21 0 .1 12:33 0.1 12:45 0 .1 12:57 0.0 12:24 0.1 12:36 0.1 12:48 0.1 13:00 0.0 12:27 0.1 12:39 0 .1 12:51 0.1 13:03 0.0 Volume of runoff = 0.03 ac. ft. ' Depth of runoff 3.12 in. = -------------------------------------------------------------------------------- File Name -drozd Proj. Leader BMB Client Drozd Misc. Note - 9 Type SCS Desc . back drive proposed 10 yr Area 0 .1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3 :27 3:30 3 :33 3:36 3:3 9 3:42 3:45 3 :48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 Flow cf s 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time h r:min 5:0 3 5:0 6 5:0 9 5:1 2 5:15 5:1 8 5:21 5:2 4 5:27 5:3 0 5:33 5:36 5:3 9 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:0 3 6:06 6:0 9 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 Flow cf s 0.0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:n'tin 7:1 8 7:21 7:24 7:27 7:30 7:33 7 :36 7:39 7:42 7:45 7:48 7:51 7 :54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8 :18 8:21 8 :24 8:27 8 :3 0 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8 :57 9:00 9 :0 3 9 :06 9 :0 9 9:12 9 :15 9:18 9 :21 9:24 9:2 7 9:30 Date 08/23/00 Job 97 -342 Freq. 10.0 yr s CN 91 Len 24 hrs Prec ip. 7.40 Flow cf s 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 9 :3 3 9 :36 9:39 9 :42 9:45 9 :48 9:51 9 :54 9 :57 10:00 10:03 10:06 1 0:09 10:12 10:15 10:18 10:21 10:24 10 :27 10:30 1 0 :33 10:36 1 0 :3 9 10:42 10:45 10:48 10 :51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11 :24 1 1:27 11:30 11:33 11:36 11:3 9 11:42 11:4 5 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0 .2 0.2 0.3 ontinued from previous page 11:48 0.3 12:09 0 .5 12:30 0.1 12:51 0.1 11:51 0.3 12 :12 0 .3 12 :33 0.1 12:54 0.1 11:54 0.5 12 :15 0 .2 12:36 0.1 12:57 0.1 11:57 0.6 12 :18 0.2 12:39 0 .1 13:00 0 .1 12:00 0 .7 12:21 0.1 12:42 0.1 13:03 0.1 12:03 0.8 12:24 0.1 12 :45 0.1 13:06 0 .1 12:06 0.7 12:27 0.1 12 :48 0.1 13:09 0 .0 Volume of runoff = 0.03 ac . ft. Depth of runoff = 4.12 in. File Name -drozd Proj. Leader BMB Client Drozd Misc. Note - Date 08/23/00 Job 97-342 -------------------------------------------------------------------------------- 10 Type SCS Desc. back drive proposed 25 yr Area 0.1 ac. Time of Concent. 10 min . Storm Dist Type II Time hr :min 2:24 2 :27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3 :15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 4:39 4:42 4:45 4:4 8 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:3 0 5:33 5:3 6 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6 :48 6:51 Flow cf s 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:rnin 6 :54 6:57 7:00 7:03 7:06 7 :09 7:12 7 :15 7:18 7:21 7 :2 4 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8 :03 8:06 8:09 8:12 8:15 8:18 8:21 8 :24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8 :51 8 :54 8:57 9:00 9:03 9:06 Freq. 25.0 yrs CN 91 Len 24 hrs Precip . 8.8 0 Flow cfs 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 Time hr:min 9:09 9:12 9:15 9:18 9 :21 9:24 9 :27 9 :30 9:33 9 :3 6 9:39 9 :42 9:45 9 :48 9 :51 9:54 9 :57 1 0 :00 10:03 10:06 10:09 10:12 10:15 10 :18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11 :09 11:12 11:15 11:18 11:21 Continued on next page Flow cf s 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ontinued from previous page 11:24 0.1 11:54 0.7 12 :24 0.1 12:54 0.1 11:27 0.1 11:57 0.8 12:27 0.1 12:57 0.1 11 :30 0.1 12:00 0.9 12:30 0 .1 13:00 0.1 11:33 0 .1 12:03 0 .9 12:33 0 .1 13 :03 0.1 1 1:36 0.1 12:06 0 .8 12:36 0 .1 13:06 0.1 11:39 0 .2 12:09 0.5 12:19 0 .1 13:09 0 .1 11:42 0 .3 12 :12 0 .3 12:42 0 .1 13:12 0 .1 11 :45 0 .3 12 :15 0.2 12:45 0.1 13:15 0.1 11:48 0.3 12:18 0.2 12 :48 0.1 13:18 0.1 11:51 0.5 12 :21 0 .2 12:51 0 .1 13:21 0.1 Volume of runoff = 0.04 a c. f t . Depth of runof f = 5 .2 6 in . --------------------------------------------------------------------------------File Name -drozd Proj. Client Drozd Job 97-342 Misc. Note -11 Type SCS Desc. back drive proposed 50 yr Area 0.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr :nhn 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 6:27 8:45 8:48 8:51 Date 08 Freq. 50.0 yrs CN 91 Len 24 hrs Precip. 9.80 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Continued on next page <! ontinued from previous page 11:09 0.1 11:48 0.4 12:27 0.1 13:06 0.1 11:12 0.1 11:51 0.5 12:30 0.1 13:09 0.1 11:15 0.1 11:54 0.7 12:33 0.1 13:12 0.1 11:18 0.1 11:57 0.9 12:36 0.1 13:15 0.1 11:21 0.1 12:00 1. 0 12:39 0.1 13:18 0.1 11:24 0.1 12:03 1.0 12:42 0.1 13:21 0.1 11:27 0.1 12:06 0.9 12:45 0.1 13:24 0.1 11:30 0.1 12:09 0.6 12:48 0.1 13:27 0.1 11:33 0.1 12:12 0.4 12:51 0.1 13:30 0.1 11:36 0.1 12:15 0.3 12:54 0.1 13:33 0.1 11:39 0.2 12:18 0.2 12:57 0.1 13:36 0.1 11:42 0.3 12:21 0.2 13:00 0.1 13 :39 0.1 11:45 0.4 12:24 0.2 13:03 0.1 13 :4 2 0 .1 Volume of runoff = 0 .05 ac. ft . Depth of runoff = 6.25 in. File Name -drozd Proj. Leader BMB Client Drozd Misc. Note -12 Type SCS Desc. back drive proposed 100 yr Area 0.1 ac. Time of Concent. 10 min. Storm Dist Type II <! Time hr:min 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 Date 08/23/00 Job 97-342 Freq. 100.0 yrs CN 91 Len 24 hrs Precip. 11.00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 ontinued from previous page 10 :57 0 .1 11 :42 0 .4 12 :27 0 .1 13 :12 0 .1 11:00 0.1 11:45 0 .4 12:30 0 .1 13:15 0 .1 11:03 0 .1 11:4 8 0 .4 12:3 3 0 .1 1 3 :1 8 0.1 11 :06 0.1 11:51 0 .6 12:36 0 .1 13:21 0.1 11:09 0.1 11:54 0.8 12:39 0 .1 13:24 0.1 11:12 0.1 11:57 1 .0 1 2 :42 0 .1 13:27 0.1 11:15 0.1 12 :00 1 .1 12:4 5 0.1 13:3 0 0.1 11:18 0.1 12:03 1 .1 12:48 0 .1 13:33 0.1 11:21 0.1 12:06 1 .0 12:5 1 0.1 13:3 6 0.1 11 :24 0.1 12 :09 0 .7 12:54 0 .1 13:3 9 0.1 11:27 0.1 12:12 0 .4 12:57 0 .1 13 :4 2 0.1 11 :30 0.1 12 :1 5 0 .3 13:00 0.1 13 :45 0 .1 11:33 0.1 12:18 0 .3 1 3 :03 0.1 13:4 8 0 .1 11 :36 0.2 12 :21 0 .2 13:06 0 .1 13:5 1 0.1 11:39 0.3 12:24 0 .2 13:09 0 .1 13:5 4 0 .0 Volume of runoff = 0.06 ac. ft . Depth of runo ff = 7 .04 in . ------------------------------------------------------------------------------- File Nam e -drozd Proj . Leader BMB Client Drozd Misc . Note - 7 Type SCS Desc. back drive proposed 2 yr Area 0.2 ac . Time of Concent . 10 min . Storm Dist Type II Time hr:min 4 :09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4 :36 4:39 4 :42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5 :24 5 :2 7 5:30 5:33 5 :36 5:39 5 :42 5:4 5 5:48 5 :5 1 5:54 5:57 6 :00 6 :03 6 :06 6 :09 6 :12 6 :1 5 6:18 6:21 Flow cf s 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0 .0 Time hr :min 6:24 6:27 6:30 6 :33 6 :36 6 :39 6 :42 6 :45 6 :48 6 :51 6:54 6:57 7:00 7 :03 7 :06 7:09 7:12 7 :15 7:18 7:21 7:24 7 :27 7 :30 7:33 7:36 7 :39 7 :42 7:4 5 7 :4 8 7:5 1 7:54 7:5 / 8: or 8 :0 8 :0 8 :0 9 8 :12 8:15 8:1 8 8 :21 8:24 8 :2 7 8:30 8:33 8 :36 Flow cf s Time hr:rrtin 0 .0 8:39 0.0 8:42 0.0 8 :45 0 .0 8 :48 0.0 8:51 0.0 8 :54 0.0 8:57 0.0 9:00 0 .0 9:03 0 .0 9:06 0.0 9 :09 0.0 9:12 0.0 9 :15 0 .0 9:18 0 .0 9:21 0.0 9:24 0 .0 9:27 0.0 9 :30 0.0 9:33 0.0 9:36 0.0 9:39 0.0 9:42 0.0 9 :45 0.0 9 :48 0 .0 9:51 0.0 9 :54 0.0 9:57 -1 rn~ in .oo l 4 0. 0 '7 0 .0 1 0:30 0.0 10:33 0.0 10 :36 0 .0 10:39 0.0 10 :42 0.0 10 :45 0.0 10:48 0.0 10 :51 Date 08/28/00 Job 97-342 Freq . 2.0 yrs CN 91 Len 24 hrs Precip. 4 .50 Flow cf s 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0 .0 Time h r:min 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11 :21 11:24 11:27 11 :30 11:33 11 :36 11:3 9 11:4 2 11:45 11 :48 11:51 11:54 11:57 12 :00 12:03 12:06 12 :09 12:12 1 2:15 12 :18 12:21 1 2:24 1 2:27 12 :30 1 2 :33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 Flow cf s 0 .0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.1 0 .1 0 .1 0 .1 0.1 0.2 0.2 0 .2 0 .3 0.4 0 .5 0 .6 0.7 0 .6 0.4 0 .3 0 .2 0.2 0 .1 0.1 0.1 0 .1 0.1 0 .1 0.1 0 .1 0 .1 0 .1 0 .1 0 .1 0.1 0 .0 0 .0 0.0 Volume of runoff 0 .03 ac . ft. Depth of runoff = 2.16 in. File Name -drozd roj. Leader BMB Client Drozd Misc. Note -8 Type SCS Desc. back drive proposed 5 yr rea 0.2 ac. Time of Concent. 10 min. 'Storm Dist Type II ~ Time hr:min 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr: rrl'in 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8 8. 8: 8: 8: 8: 8: 8:: 9: ( 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 Date 08/28/00 Job 97-342 Freq. 5.0 yrs CN 91 Len 24 hrs Precip. 6. 20 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ,q J ma' u.U 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 : 48 51 54 57 00 03 )6 )9 .2 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.4 0.6 0.8 0.9 0.9 0.8 0.6 0.4 0.3 ontinued from previous page 12:18 0.2 12:36 0.1 12:54 0.1 13:12 0 .1 12:21 0 .2 12:39 0 .1 12:57 0 .1 13 :15 0 .1 12:24 0 .1 12:4 2 0.1 13:00 0.1 13:18 0 .1 12:27 0.1 12:45 0.1 13 :03 0 .1 13:21 0.1 12:30 0 .1 12:48 0.1 13:06 0.1 13:24 0 .1 12 :33 0 .1 12 :51 0.1 13: 0'9 0 .1 13:27 0.0 Volume of runoff = 0.04 ac . ft. Depth of runoff = 3.50 in. ~- File Name -drozd ~roj. Leader BMB Client Drozd Misc. Note -9 Type SCS Desc. back drive proposed 10 yr ~rea 0.2 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min Flow cfs Time hr:min Flow cf s Time hr: m'in 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7 . .-, I Date 08/28/00 Job 97-342 Freq. 10.0 yrs CN 91 Len 24 hrs Precip. 7.40 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 Flow cf s 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 8 8: 8: 8: {. ( 1110.( 10:00 p:o3 ) : 06 :09 :12 1: 15 18 21 24 27 ~o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 t: 8 : ~ 8:1 8: 2 .L 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 . \} 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 Continued on next page ntinued fr om previous page 11 :48 0.4 12:3 0 0.1 13:12 0 .1 13:54 0.1 11:51 0 .5 12:33 0 .1 13:1 5 0 .1 13:57 0.1 11:54 0.8 12:36 0 .1 13:18 0.1 14 :00 0.1 11:57 1. 0 12:39 0 .1 13:21 0.1 14:03 0.1 12:00 1.1 12:42 0.1 13:24 0 .1 14:06 0.1 12 :03 1.1 12:45 0 .1 1 3:2'7 0 .1 14 :09 0 .1 12:06 1.0 12:4 8 0 .1 13:30 0.1 14:12 0 .1 12:09 0.7 12:51 0 .1 13:33 0.1 14:15 0.1 12 :12 0 .5 12:5 4 0 .1 1 3 :36 0.1 14 :1 8 0.1 12:15 0.3 12 :57 0.1 13 :39 0 .1 14:21 0.1 12 :18 0.3 13:00 0.1 13:42 0.1 14:24 0.1 12 :21 0 .2 13:0 3 0.1 13 :45 0 .1 14 :27 0.1 12 :24 0 .2 13 :06 0.1 13:4 8 0 .1 14:30 0 .1 12 :27 0.2 13:09 0 .1 1 3:51 0 .1 14 :33 0.1 Volume of runoff = 0 .06 ac . ft. Depth o f runoff = 5 .01 in . File Name -drozd Proj. Leader BMB Client Drozd Misc. Note -10 Type SCS Desc. back drive proposed 25 yr 1Area O. 2 ac. Time of Concent. 10 min. 'storm Dist Type I I <! Time hr:min 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I . u.u 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:m'in 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 mt1f 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 Date 08/28/00 Job 97-342 Freq. 25.0 yrs CN 91 Len 24 hrs Precip. 8.80 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ontinued f rom previous page 11:24 0 .1 12:15 0 .4 13 :06 0 .1 13 :57 0.1 11 :27 0.1 12:18 0 .3 13:09 0 .1 14 :00 .1 11:3021 0 .2 13:12 0 .1 14 :03 0.1 11 :33 0 .1 12 :24 0.2 13:15 0.1 14:06 0 .1 11:36 0.2 12:27 0.2 13 :18 0.1 14:09 0 .1 11: 39 0 .3 12 :30 0.2 13: 2':1. 0.1 14:12 0.1 11 :42 0.4 12:33 0.2 13 :24 0.1 14:15 0.0 11 :45 0.5 12 :36 0.1 13 :27 0 .1 14:18 0 .0 11:48 0 .5 12:39 0 .1 13 :30 0.1 14:21 0 .1 11:51 0 .7 12:42 0 .1 13 :33 0 .1 14:24 0 .0 11:54 1.0 12:45 0 .1 13 :36 0.1 14:2 7 0.0 11:57 1.2 12:48 0.1 13 :39 0.1 14:30 0 .0 12:00 1.3 12:51 0 .1 13 :42 0.1 14:33 0.1 12:03 1 .4 12:54 0.1 13 :45 0.1 14:36 0.0 12:06 1.2 12:57 0 .1 13:48 0.1 14:39 0 .0 12:09 0 .8 13:00 0 .1 13:51 0.1 14:4 2 0 .0 12:12 0.5 13:03 0.1 13:54 0.1 14:4 5 0 .1 Volume of runoff = 0.07 ac. ft. Depth of runoff = 5 .80 in. -------------------------------------------------------------------------------- File Name -drozd Proj . Leade r BMB Cli e nt Drozd Misc. Note - Dat e 0 8/28/00 Job 9 7-3 4 2 -------------------------------------------------------------------------------- 11 Type S CS Desc. back drive p r opose d 50 yr Area 0 .2 ac. Time o f Con ce nt. 10 mi n. Storm Dist Type I I Time hr:min 2 :09 2:12 2 :1 5 2 :18 2 :21 2:24 2 :27 2 :30 2:33 2 :36 2 :39 2 :42 2 :45 2 :48 2:51 2 :54 2:57 3 :00 3 :03 3 :06 3 :09 3:12 3:15 3:18 3:21 3 :24 3:2 7 3:30 3 :33 3:36 3 :39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 Flow cf s 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 4:24 4:27 4:30 4:3 3 4:36 4:3 9 4:42 4:4 5 4:48 4:51 4:5 4 4:5 7 5:0 0 5:0 3 5:0 6 5:0 9 5:1 2 5:1 5 5:1 8 5 :21 5:24 5:27 5 :3 0 5:3 3 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6 :36 Fl o w c f s 0.0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0 .0 Time hr: rrtin 6:39 6:42 6:45 6 :4 8 6 :51 6 :54 6 :5 7 7 :00 7:03 7:06 7 :09 7 :12 7 :15 7 :18 7 :2 1 7 :24 7:2 7 7 :30 7:33 7:36 7:39 7:42 7:4 5 5:33 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8 :33 8:36 8:39 8 :42 8:45 8 :48 8:51 Freq . 50.0 yrs CN 9 1 Len 24 hrs Pre cip. 9.8 0 Flow cf s 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 Ti me hr:mi n 8 :54 8:57 9 :00 9 :03 9 :06 9 :09 9 :1 2 9:15 9 :18 9 :2 1 9 :24 9:27 9 :30 9 :33 9 :36 9 :39 9 :42 9 :45 9 :48 9 :51 9 :5 4 9 :5 7 1 0:00 1 0 :03 10 :0 6 10 :09 10:12 10:15 10:18 10:21 10:24 10:27 10:3 0 1 0 :3 3 10:3 6 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:0 6 Co ntinued on n ext p a ge Flow cf s 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0 .0 0 .0 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0.1 0 .1 0.1 0.1 0 .1 0 .1 0.1 0.1 ontinued from previous page 11:09 0 .1 12:03 1.5 12:5 7 0 .1 13:51 0.1 11:12 0 .1 12:06 1.4 13:00 0.1 13 :54 0.1 11:15 0.1 12:09 0 .9 13:03 0.1 13 :57 0.1 11:18 0 .1 12 :12 0 .6 13:06 0.1 14 :00 0.1 11:21 0 .1 12:15 0 .4 13:09 0 .1 14 :0 3 0.1 11:24 0 .1 12 :18 0.3 13: 1'2 0.1 14:06 0.0 11:2 7 0.1 12:21 0.3 13:15 0.1 14 :09 0.0 11 :30 0.1 12 :24 0 .2 13:18 0.1 14:12 0 .1 11:33 0.1 12:27 0.2 13:2 1 0 .1 14:15 0 .0 11 :36 0.2 12:30 0.2 13:24 0.1 14:18 0 .0 11 :39 0.4 12:33 0.2 13:27 0.1 14 :21 0 .0 11:42 0.5 12:36 0 .2 13 :30 0.1 14:24 0.1 11:45 0.5 12 :39 0.2 13 :33 0 .1 14:27 0 .0 11:48 0 .6 12:42 0 .1 13 :36 0.1 14 :30 0.0 11:51 0 .7 12:45 0 .1 13:39 0.1 14:33 0 .0 11:54 1 .1 12:48 0.1 13 :42 0 .1 14:36 0 .1 11:57 1.3 12:51 0.1 13:45 0 .1 12:00 1.5 12:54 0 .1 13:48 0 .1 Volume of runoff = 0.08 ac. ft. Depth of runoff 6 .30 in. --------------------------------------------------------------------------------File Name -drozd I , d ProJ. Lea er BMB Client Drozd Misc. Note -Date 08/28/00 Job 97-342 --------------------------------------------------------------------------------12 Type SCS Desc. back drive proposed 100 yr rea 0.2 ac. Time of Concent. 10 min. Storm Dist Type II ,. Time hr:min 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 Flow cf s Time hr:m'in 0.0 6:27 0.0 6:30 0.0 6:33 0.0 6:36 0.0 6:39 0.0 6:42 0.0 6:45 0.0 6:48 0.0 6:51 0.0 6:54 0.0 6:57 0.0 7:00 0.0 7:03 0.0 7:06 0.0 7:09 0.0 7:12 0.0 7:15 0.0 7:18 0.0 7~21 I· 1 rr1a}.( 0.0 7:51 0.0 7:54 0.0 7:57 0.0 8:00 0.0 8:03 0.0 8:06 0.0 8:09 0.0 8:12 0.0 8:15 0.0 8:18 0.0 8:21 0.0 8:24 0.0 8:27 0.0 8:30 0.0 8:33 0.0 8:36 0.0 8:39 Freq. 100.0 yrs CN 91 Len 24 hrs Precip. 11.00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ntinued from previous page 10:57 0.1 11:51 0.8 12 :45 0 .2 13:39 0 .1 11:00 0 .1 11:54 1.2 12 :48 0 .2 13:42 0 .1 11 :03 0.1 1 1 :57 1.5 12:51 1 .5 12 :51 0 .1 11:09 0 .1 12 :03 1 .7 12 :57 0.1 13 :51 0.1 11 :12 0.1 12 :06 1 .5 13:00 0.1 13 :54 0.0 11:15 0 .1 12 :09 1.1 13: 0•3 0 .1 13 :57 0 .0 11 :18 0 .1 12 :12 0.7 13:06 0 .1 14 :00 0.1 11:21 0.1 1 2:15 0.5 13:09 0 .1 14:03 0.1 11:24 0.1 12 :18 0.4 13:12 0.1 14 :06 0.0 11 :2 7 0.2 12:21 0 .3 13:15 0 .1 14:09 0.0 11:30 0.2 12 :24 0 .3 13:18 0 .1 14:12 0.1 11:33 0.2 12:27 0.2 13:21 0.1 14:15 0.1 11:36 0.2 12:30 0 .2 13:24 0 .1 14:18 0.0 11:39 0.4 12 :33 0 .2 13:27 0.1 14:21 0.0 11:42 0.5 12:36 0 .2 13:30 0.1 14:24 0.1 11:45 0.6 12 :39 0 .2 13:33 0.1 11 :48 0.7 12:42 0.2 13:36 0.1 Volume of runoff = 0.09 ac. ft. Depth of runoff 7.32 in . File Name -drozd Proj. Leader BMB 13 Type SCS Desc. ramp Client Drozd Misc. Note -~rea 0.0 ac. Time of Concent. 10 min. Storm Dist Type II ~ Time hr:min 0:36 0:39 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 Date 08/22/00 Job 97-342 Freq. 100.0 yrs CN 98 Len 24 hrs Precip. 11.00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 Continued on next page Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ontinued from previous page 9 :36 0.0 10:15 0.0 10:54 0.0 11 :33 0 .0 9:39 0.0 1 0 :1 8 0.0 10:57 0.0 11:36 0.0 9:42 0.0 1 0:21 0.0 11:00 0.0 11:39 0.0 9:45 0.0 10:2 4 0.0 11:03 0.0 11 :42 0 .0 9:48 0.0 10:27 0.0 11:06 0.0 11 :45 0.0 9:51 0.0 10:30 0.0 ll:a9 0.0 11:48 0.0 9:54 0.0 10:33 0.0 11:12 0.0 11 :51 0.1 9:5 7 0 .0 10:36 0.0 11:15 0.0 11 :54 0.1 10:00 0 .0 10:39 0.0 11:18 0.0 11 :57 0 .1 10:03 0 .0 10 :42 0.0 11:21 0.0 12 :00 0.1 10:06 0.0 10 :45 0 .0 11:24 0 .0 12:03 0.1 10:09 0.0 10:48 0 .0 11:27 0 .0 12 :06 0 .1 10:12 0.0 1 0:51 0 .0 11:30 0 .0 12 :09 0 .1 Volume of runoff = 0 .00 ac . ft . Depth of runoff = 3.47 in . . ( c..:f s: !ft'!. 15:15 0.1 15:51 ------------------------------------------------File Name -drozd Proj . Leader BMB Client Drozd Misc. Note -7 Type SCS Desc. back drive existing 2 yr Area 0.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min Flow cf s Time hr:min Flow cf s Time hr:n1in Date 08/22/00 Job 97-342 Freq. 2.0 yrs CN 77 Len 24 hrs Precip. 4.50 Flow cf s Time hr:min Flow cf s --------------------------------------------------------------------------------8:55 0.0 9:52 0.0 10:49 0.0 11:46 0.1 8:58 0.0 9:55 0.0 10:52 0.0 11:49 0.1 9:01 0.0 9:58 0.0 10:55 0.0 11:52 0.2 9:04 0.0 10:01 0.0 10:58 0.0 11:55 0.3 9:07 0.0 10:04 0.0 11:01 0.0 11:58 0.4 9:10 0.0 10:07 0.0 11:04 0.0 12:01 0.4 9:13 0.0 10:10 0.0 11:07 0.0 12:04 0.4 9:16 0.0 10:13 0.0 11:10 0.0 12:07 0.4 9:19 0.0 10:16 0.0 11:13 0.0 12:10 0.2 9:22 0.0 10:19 0.0 11:16 0.0 12:13 0.2 9:25 0.0 10:22 0.0 11:19 0.0 12:16 0.1 9:28 0.0 10:25 0.0 11:22 0.0 12:19 0.1 9:31 0.0 10:28 0.0 11:25 0.0 12:22 0.1 9:34 0.0 10:31 0.0 11:28 0.0 12:25 0.1 9:37 0.0 10:34 0.0 11:31 0.0 12:28 0.1 9:40 0.0 10:37 0.0 11:34 0.0 12:31 0.1 9:43 0.0 10:40 0.0 11:37 0.0 12:34 0.1 9:46 0.0 10:43 0.0 11:40 0.1 12:37 0.1 9:49 0.0 10:46 0.0 11:43 0.1 12:40 0.0 Volume of runoff = 0.02 ac. ft. Depth of runoff = 1.24 in. ·~{ <! File Name -dro zd Proj. Leader BMB Client Drozd Misc . Note - 8 Type SCS Desc. back drive existing 5 yr Area 0.1 ac. Time of Concent . 10 min. Storm Dist Typ e II Time hr:min 7:24 7:27 7 :30 7 :33 7:36 7 :39 7 :42 7:45 7:48 7:51 7 :54 7:5 7 8:0 0 8 :03 8 :06 8 :0 9 8 :12 8:15 8:18 8 :21 8 :24 8 :27 8:30 8:33 8:36 8 :39 8 :42 8:45 8:48 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 Time hr:mi n 8:51 8:54 8 :57 9:00 9 :0 3 9:06 9 :0 9 9 :12 9 :15 9 :18 9 :21 9 :2 4 9 :27 9:30 9 :3 3 9 :36 9 :39 9 :42 9 :45 9:48 9 :51 9 :5 4 9:57 10:00 10:03 10:06 10:09 10:12 10:15 Flow cf s 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 Time hr :m in 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10 :54 10 :57 11 :00 11:0 3 11 :06 11 :09 11 :12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 Date 08/2 2/0 0 Job 97-342 Freq. 5.0 yrs CN 77 Len 24 hrs Precip. 6.20 Flow cfs 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0.1 0.1 0.2 Time hr:min 11:4 5 11:4 8 11:51 11 :54 11:57 12 :00 12:03 12:06 12:09 12:12 12:15 12:1 8 12 :21 12:24 12 :27 12 :30 12:33 12:36 12 :39 12:42 12:45 12:48 12:51 12 :54 12:57 13:00 13:0 3 13:06 13:09 Flow cf s 0.2 0 .2 0 .3 0.4 0 .6 0.7 0 .7 0.6 0.4 0.3 0.2 0.2 0 .1 0 .1 0 .1 0.1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 Volume of runoff = 0.03 ac. ft. Depth of runoff = 2.31 in . File Name -drozd Proj. Leader BMB Client Drozd Misc. Note - 9 Type SCS Desc. back drive existing 10 yr Area 0.1 ac . Time of Concent. 10 min. Storm Dist Type II Time hr :min 6 :3 6 6:39 6:42 6:45 6:48 6:51 6 :5 4 6 :57 7:00 7:03 7 :06 7 :09 7 :12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8 :06 8:09 8 :1 2 8 :1 5 8:18 Flow cf s 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0 .0 Time hr:min 8 :21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8 :54 8:57 9:00 9 :03 9:06 9:09 9:12 9:15 9:18 9:21 9 :24 9:27 9:30 9:33 9:36 9 :39 9:42 9:45 9:48 9:51 9:54 9 :57 10:00 10:03 Flow cf s 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 Time hr:rnin 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10 :45 10 :48 10 :51 10:54 10 :57 11:00 11:03 11 :06 11:09 11:12 11:15 11:18 11:21 11:24 11:2 7 11 :30 11:33 11 :36 11:39 11:42 11 :45 11:48 Date 08/22/00 Job 97-342 Freq. 10 .0 yrs CN 77 Le n 24 hrs Precip. 7 .40 Flow cf s 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.3 Time hr :min 11:51 11 :54 11:57 12:00 12:03 12:06 12:09 12 :12 12:15 12:18 12 :21 12:24 12:27 12 :30 12:33 12:36 12:39 12 :42 12:45 12:48 12:51 12 :54 12:57 13:00 13:03 13:06 13:09 13 :12 13:15 13:18 13:21 13:24 13 :27 13:30 13:33 Flow cf s 0.4 0.6 0.7 0.8 0.9 0 .8 0.6 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 Volume of runoff = 0 04 ac. ft . Depth of runoff = 3.29 in . fJ1tJV .q File Na me -dro zd Proj. Leader BMB Client Drozd Mi sc. Note - 10 Type SCS De s c. back drive ex i s t ing 25 yr Area 0 .1 a c . Time of Co n cent. 10 min. Storm Dist Type II Time hr :min 5 :5 7 6 :00 6 :03 6:06 6:09 6:12 6:15 6 :18 6 :21 6 :24 6 :27 6 :30 6 :33 6 :36 6 :39 6 :42 6:45 6 :48 6:51 6 :54 6:57 7:00 7:03 7 :06 7:09 7:12 7:15 7 :1 8 7 :2 1 7:24 7:27 7:3 0 7 :3 3 7:36 7:39 7:42 7:45 7 :48 7 :5 1 7 :5 4 7:5 7 8:00 8 :0 3 8:06 F low cf s 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr :min 8 :09 8:12 8:15 8 :18 8:21 8:24 8 :27 8:30 8:33 8 :36 8:39 8 :42 8 :45 8:48 8 :51 8:54 8:57 9 :00 9:03 9 :06 9:09 9:12 9 :15 9:18 9 :2 1 9 :24 9 :2 7 9 :30 9 :3 3 9 :3 6 9:39 9 :42 9 :45 9 :48 9 :5 1 9:5 4 9 :57 1 0 :00 1 0 :03 1 0 :06 1 0:09 1 0 :12 10 :15 10 :18 Flow cf s 0 .0 0 .0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0 . Cl O.C 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 Time hr:min 10:21 10 :24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10 :51 10:54 10:57 11:00 11:03 11:06 11 :09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11 :33 11:36 11 :39 11 :42 11 :4 5 11 :48 1-2 :18 12:2 1 12 :2 4 12:2 7 12 :30 Date 08/22/00 Job 97-342 Freq. 25.0 yrs CN 77 Le n 24 hrs Precip. 8.80 Flow cf s 0.0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .1 0 .1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.2 0.3 0.3 ~ l u . 0 .3 0 .2 0.2 0.2 0.1 Time hr :min 12:33 12:36 12 :39 12 :42 12 :45 12 :48 12:51 12:54 12:57 13:00 13:03 13 :06 13:09 13 :12 13:15 13:18 13:21 13:24 13:27 13:30 13 :33 13:36 13 :39 13:42 13 :4 5 13 :48 13 :51 13 :5 4 1 3 :5 7 14 :0 0 1 4 :0 3 14 :0 6 14 :09 14:12 14 :15 14 :18 14:21 14 :24 14 :2 7 14 :30 14 :33 14 :36 14 :39 14 :42 Flow cfs 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0 .1 0 .1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 0 .1 0.1 Vo lume of runo f f = 0 .06 a c . ft . Depth o f runoff = 4.90 in. File Name -drozd Proj. Leader BMB Client Drozd Misc. Note - 11 Type SCS Desc. back drive existing 50 yr Area 0.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 7:45 7:4 8 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8 :36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 Flow cf s 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:nhn 10:00 10:03 10:06 10 :09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 Date 08/22/00 Job 97-342 Freq. 50.0 yrs CN 77 Len 24 hrs Precip. 9. 80 Flow cf s Time hr:min 0.0 12:15 0.0 12:18 0.0 12:21 0.0 12:24 0.0 12:27 0.0 12:30 0.0 1 2 :33 0 .0 12:36 0.0 12:39 0.0 12:42 0.0 1 2 :45 0.0 12 :48 0.0 12:51 0.0 12:54 0.0 1 2 :57 0.0 13:00 0.0 13:03 0.0 13:06 0 .1 13:09 0.1 13:12 0.1 13:15 m~{ /.3 V.l .r: .':1:-:J 0.1 13:48 0.1 13:51 0.2 13:54 0.3 13:57 0.4 14:00 0.4 14:03 0.5 14:06 0.8 14:09 1.1 14:12 1.2 14:15 1.3 14:18 1.2 14:21 0.9 14:24 0.6 14:27 Continued on next page Flow cf s 0.4 0.3 0 .3 0 .2 0.2 0.2 0 .2 0 .1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0 .1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ontinued from previo us page 14 :30 0.1 14:4 8 0.1 15:06 0 .1 15:24 0.1 14:33 0.1 14:51 0 .1 15:09 0 .1 15:27 0.1 14:36 0.1 14:5 4 0.1 15 :12 0 .1 1 5 :30 0 .1 14:39 0.1 14:57 0.1 15:15 0 .1 15:3 3 0.1 14:42 0.1 15:00 0.1 15:18 0.1 15:36 0.1 14 :45 0.1 15:03 0.1 15:21 0 .1 15 :39 0.0 Volume of runoff = 0.08 ac. ft. Depth of runoff = 6 .1 4 in. File Name -drozd Proj. Leader BMB Client Drozd Misc . Note - 12 Type SCS Desc . back drive existing 100 yr Area 0 .1 ac . Time of Concent . 10 min . Storm Dist Type II Time hr :min 5:03 5:06 5:09 5:12 5:15 5 :18 5:21 5:24 5:27 5 :30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5 :57 6:00 6:03 6:06 6:09 6:12 6:15 6 :18 6 :21 6:24 6:27 6:30 6 :33 6:3 6 6 :39 6 :42 6:45 6 :4 8 6:51 6 :54 6 :5 7 7 :0 0 7:03 7:06 7:0 9 7:12 7:15 Flow cf s 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0.0 0 .0 0.0 Time hr:min 7 :18 7:21 7:24 7 :27 7:30 7:33 7 :36 7 :39 7:42 7:45 7:48 7:51 7 :54 7:57 8 :00 8 :03 8:06 8 :09 8 :12 8:15 8:18 8:21 8 :24 8:27 8 :30 8 :33 8 :36 8:39 8:42 8:4 5 8:48 8 :51 8:5 4 8:5 7 9:00 9:03 9:06 9:09 9:12 9:15 9 :18 9:21 9:24 9:2 7 9 :30 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 Time hr:nh n 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9 :54 9:57 10 :00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10 :39 10:42 .il :l2 11:15 11 :18 11 :21 11:24 11 :27 11 :30 11 :33 11:36 11:39 11:42 11:45 Date 08/22/00 Job 97-342 Freq . 100 .0 yrs CN 77 Len 24 hrs Precip. 11 .00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0 .1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 0.1 0 .1 0 .1 0 .1 0.2 0 .3 0.4 0 .5 Time hr :min 11 :48 11 :51 11:54 11:57 12 :00 12 :03 12 :06 12 :09 12 :12 12:15 12:18 12:21 12 :24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13 :30 13:33 13 :36 13:39 13:42 13:45 13:48 13 :51 13 :54 13 :57 14:00 Continued on next page Flow cf s 0.5 0.7 1. 0 1 .3 1.4 1. 5 1. 3 1. 0 0.6 0.4 0.3 0.3 0 .2 0 .2 0.2 0.2 0 .2 0.2 0 .1 0 .1 0 .1 0.1 0.1 0.1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0 .1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0 .1 0.1 0 .1 0.1 0 .1 0 .1 ontinued from p reviou s page 14 :03 0.1 1 4: 39 0.1 15:15 0 .1 15 :51 0 .1 14:06 0.1 14:42 0.1 15:18 0.1 15 :54 0 .1 14 :09 0.1 14:45 0.1 15:21 0.1 15:57 0.1 14:12 0.1 14:4 8 0.1 15:24 0.1 16 :00 0.1 14:15 0.1 14:5 1 0.1 15:27 0 .1 16 :03 0.1 14 :18 0.1 14:5 4 0 .1 15 :30 0.1 16 :06 0.1 16:06 0 .1 14 :21 0 .1 15:33 0.1 16:09 0.1 14 :24 0.1 1 5 :0 0 0 .1 15:36 0.1 16:12 0.1 14 :27 0.1 15:03 0 .1 15:39 0 .1 16:15 0.1 14 :30 0.1 15:0 6 0 .1 15:42 0 .1 16 :18 0.1 14 :33 0 .1 15:09 0.1 15:45 0 .1 16:21 0.1 14:36 0.1 15:12 0.1 15:48 0 .1 16:24 0 .0 Volume of runoff = 0.09 ac. ft. Depth of runoff = 7.45 i n . File Name -drozd Proj . Leader BMB 19 Type SCS Desc. region 9 2 yr Client Drozd Misc. Note -Area 0.4 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 8:55 8:58 9:01 9:04 9:07 9:10 9:13 9:16 9:19 9:22 9:25 9:28 9:31 9:34 9:37 9:40 9:43 9:46 9:49 9:52 9:55 9:58 10:01 10:04 10:07 10:10 10:13 10:16 10:19 10:22 10:25 10:28 10:31 10:34 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 10:37 10:40 10:43 10:46 10:49 10:52 10:55 10:58 11:01 11:04 11:07 11:10 11:13 11:16 11:19 11:22 11:25 11:28 11:31 11:34 11:37 11:40 11:43 11:46 11:49 11:52 11:55 11:58 12:01 12:04 12:07 12:10 12:13 12:16 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.4 0.6 0.8 1.0 1.2 1.2 1.0 0.7 0.4 0.3 Time hr:rrlin 12:19 12:22 12:25 12:28 12:31 12:34 12:37 12:40 12:43 12:46 12:49 12:52 12:55 12:58 13:01 13:04 13:07 13:10 13:13 13:16 13:19 13:22 13:25 13:28 13:31 13:34 13:37 13:40 13:43 13:46 13:49 13:52 13:55 13:58 Date 08/31/00 Job 97-342 Freq. 2.0 yrs CN 77 Len 24 hrs Precip. 4.50 Flow cf s 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 14:01 14:04 14:07 14:10 14:13 14:16 14:19 14:22 14:25 14:28 14:31 14:34 14:37 14:40 14:43 14:46 14:49 14:52 14:55 14:58 15:01 15:04 15:07 15:10 15:13 15:16 15:19 15:22 15:25 15:28 15:31 15:34 15:37 15:40 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 Volume of runoff = 0.07 ac. ft. Depth of runoff = 1.93 in. <\ Fil e Na me -drozd Proj . Leader BMB 18 Type SCS Desc . region 9 5 yr Client Drozd Misc. Note - Area 0.4 ac . Time of Concent. 10 min. Storm Dist Type II Time hr :mi n 7:24 7:27 7 :30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8 :15 8 :18 8 :21 8:24 8:27 8 :30 8:33 8:36 8 :39 8:42 8:45 8:48 8:51 8:54 8:57 9 :00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9 :27 9:30 9:33 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 9 :39 9:42 9 :45 9 :48 9:51 9:54 9 :57 10 :00 10 :03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10 :33 10:36 10:39 10 :42 10:45 10:48 10:51 10 :5 4 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 1 1:36 11:3 9 11:42 11:45 11:48 Flow cf s 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0 .1 0.1 0.1 0 .1 0 .1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0 .5 0.5 0 .6 Time hr: m'i n 11 :54 11:57 12:00 12:03 12 :06 12 :09 12 :12 12 :15 12 :18 12 :21 12 :24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12 :48 12:51 12:54 12:57 1 3:00 1 3 :03 1 3:06 1 3:09 13:12 13:15 13:18 13:21 13:24 1 3 :2 7 13:30 1 3 :33 13:36 13:39 13 :42 13:45 13:48 13 :51 13:54 13:57 1 4 :0 0 14:03 Date 08/31/00 Job 9 7 -342 Freq. 5.0 yrs CN 77 Len 24 hrs Precip. 6.20 Flow cf s 1.3 1.6 1.9 2 .0 1.8 1 .2 0 .8 0 .6 0.5 0 .4 0 .3 0.3 0.3 0.2 0 .2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .6 Time hr:min 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14 :48 14:51 14 :54 14:57 15 :00 15 :03 15 :06 15:09 15:12 15:15 15:18 15 :21 15:24 15:27 15:30 15:33 15:36 15:39 15:42 15:45 15:48 15:51 15 :54 15:57 16:00 16:03 16:06 16:09 16:12 16:15 14:03 Flow cf s 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 Continued on next page ontinued from previous page 16:24 0.1 16:51 0.1 17:18 0.1 17:45 0.1 16:27 0.1 16:54 0.1 17:21 0.1 17:48 0.1 16:30 0.1 16:57 0.1 17:24 0.1 17:51 0.1 16:33 0.1 17:00 0.1 17:27 0.1 17:54 0.1 16:36 0.1 17:03 0.1 17:30 0.1 17:57 0.1 16:39 0.1 17:06 0.1 17: 313 0.1 18:00 0.1 16:42 0.1 17:09 0.1 17:36 0.1 18:03 0.1 16:45 0.1 17:12 0.1 17:39 0.1 18:06 0.0 16:48 0.1 17:15 0.1 17:42 0 .1 18:09 0.0 Volume of runoff = 0.12 ac. ft. Depth o f runo ff = 3.55 in. File Name -drozd Proj. Leader BMB Client Drozd Misc. Note - 17 Type SCS Desc. region 9 10 yr Area 0.4 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 6 :3 6 6 :39 6:42 6:45 6:48 6 :51 6 :54 6:57 7:00 7:03 7 :06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 Time hr:min 8 :51 8 :54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9 :33 9:36 9:39 9:42 9 :45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10 :33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr :nfin 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 Date 08/31/00 Job 97-342 Freq. 10 .0 yrs CN 77 Len 24 hrs Precip. 7.40 Flow cf s 0 .1 0.1 0.1 0.1 0.1 0.1 0 .2 0.2 0 .2 0.2 0.3 0.5 0.6 0.7 0.8 1.1 1 .6 2.1 2 .4 2.6 2.3 1.6 1.0 0 .7 0 .6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0 .2 0.2 0 .2 0.2 0.2 0 .2 0.2 0 .2 0.2 0.2 Time hr:min 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14:48 14:51 14:54 14:57 15:00 15:03 15:06 15:09 15:12 15:15 15:18 15:21 15:24 15:27 15:30 15:33 Continued on next page Flow cf s 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 ontinued from previous page 15:36 0.1 16:21 0 .1 17:06 0 .1 17:51 0.1 15 :39 0 .1 16:24 0 .1 17:09 0.1 17:54 0 .1 15:42 0.1 16:27 0.1 17:12 0.1 17:57 0.1 15:45 0 .1 16:30 0.1 17 :15 0.1 18:00 0.1 15:48 0 .1 16:33 0.1 17 :18 0 .1 18:03 0.1 15:51 0 .1 16:36 0.1 17 :2'1 0.1 18:06 0.1 15:54 0.1 16:39 0.1 17:24 0.1 18 :09 0 .1 15:57 0.1 16:42 0.1 17:27 0.1 18 :12 0 .1 16:00 0.1 16:45 0.1 17:30 0 .1 18:15 0.1 16:03 0 .1 16 :48 0 .1 17:33 0.1 18:18 0 .1 16:06 0.1 16:51 0.1 17:36 0.1 18:21 0.1 16:09 0.1 16:54 0.1 17:39 0.1 18:24 0.1 16:12 0.1 16:57 0.1 17:42 0.1 18:27 0.0 16:15 0.1 17:00 0.1 17:45 0.1 18:30 0.1 1 6:18 0.1 17:03 0.1 17:48 0.1 18:33 0.0 Volume of runoff = 0.15 ac. ft. Depth of runoff = 4.43 in. File Name -drozd Proj. Leader BMB Client Drozd Misc. Note - 16 Type SCS Desc. region 9 25 yr Area 0.4 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5 :57 6 :00 6:03 6:06 6:09 6 :12 6 :1 5 6 :18 6 :21 6:24 6:27 6:30 6:33 6 :36 6:39 6 :42 6:45 6:48 6 :51 6 :54 6 :57 7:00 7 :03 7:06 7:09 7:12 7 :15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:0 :1 5 8:03 8:06 8:09 Flow cf s 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Time hr:min 8:12 8:15 8:18 8:21 8 :2 4 8:27 8:30 8 :33 8:36 8 :39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9 :12 9 :15 9:18 9 :21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10 :00 10:03 10:06 10:09 10:12 12:30 10:18 10:21 10:24 Flow cf s 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0 .0 0.0 0.0 0 .0 0.0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.4 0 .1 0.1 0.1 Time hr:rrlin 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10 :51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11 :39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 14:45 12:33 12:36 12:39 Date 08/31/00 Job 97-342 Freq. 25.0 yrs CN 77 Len 24 hrs Precip. 8.80 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0 .1 0 .2 0.2 0.2 0.2 0.2 0.2 0 .2 0 .2 0.2 0 .3 0.6 0.8 0.9 1. 0 1. 4 2.0 2.6 3.0 3.2 2.9 2.1 1.3 0.9 0.8 0.6 0.5 0.4 0.1 0.4 0.4 0.3 Time hr:min 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13 :03 13 :06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13 :30 13 :33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:48 14:51 14:54 Continued on next page Flow cf s 0 .3 0.3 0 .3 0.3 0 .3 0.3 0 .2 0 .2 0 .2 0.2 0 .2 0 .2 0.2 0 .2 0.2 0.2 0 .2 0 .2 0.2 0.2 0 .2 0 .2 0.2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.4 0.1 0.1 0.1 ontinued from previous page 14:57 0 .1 15 :51 0.1 16 :45 0 .1 17 :39 0.0 15:00 0 .1 15:54 0 .1 16:48 0.1 17:42 0 .0 15 :03 0 .1 15:57 0 .1 16 :51 0.1 17:45 0 .1 15 :06 0 .1 16:00 0 .1 16:54 0.1 17:48 0 .1 15:09 0.1 16:03 0 .1 16 :57 0 .1 17:51 0.0 15:12 0.1 16:06 0.1 1 7 : o'o 0 .1 17:54 0 .0 15:15 0 .1 16:09 0.1 17 :03 0.1 17:57 0.1 15:18 0 .1 16:12 0 .1 17:06 0.1 18:00 0 .1 15:21 0 .1 16:15 0.1 17:09 0.1 18:03 0.0 15:24 0 .1 16:18 0 .1 17:12 0.1 18:06 0 .0 15:27 0.1 16:21 0 .1 17:15 0.1 18:09 0.1 15:30 0.1 16:24 0.1 17:18 0.1 18:12 0.1 15:33 0.1 16:27 0 .1 17 :21 0.1 18:15 0 .0 15:36 0.1 16:30 0.1 17 :24 0.1 18:18 0.0 15:39 0 .1 16 :33 0.1 17:27 0.1 18:21 0.1 15 :42 0.1 16:36 0 .1 17 :30 0.1 18:24 0.1 15:45 0.1 16 :39 0.1 17:33 0.1 15:48 0.1 16:42 0.1 17:36 0.1 Volume of runoff = 0.19 ac. ft. Depth o f runoff 5.43 in. File Name -drozd Proj. Leader BMB 15 Type SCS Desc. region 9 50yr Client Drozd Misc. Note -Area 0.4 ac. Time of Concent. 10 min. Storm Dist Type II ~ Time hr:min 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:diin 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 Date 08/31/00 Job 97-342 Freq. 50.0 yrs CN 77 Len 24 hrs Precip. 9.80 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.7 0.9 1.1 1.2 1. 5 2.3 3.0 3.4 3.7 3.4 2.5 1.6 Time hr:min 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 Continued on next page Flow cf s 1.1 0.9 0.7 0.6 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 ontinue d from previous p a g e 14:30 0.2 15 :21 0 .1 16 :12 0.1 1 7:03 0.1 14 :33 0.2 15 :24 0.1 1 6 :15 0 .1 17:06 0.1 14 :36 0.2 15:2 7 0.1 1 6 :1 8 0 .1 1 7 :0 9 0 .1 14 :39 0.2 15:30 0.1 1 6 :21 0 .1 1 7:12 0 .1 14 :42 0.2 1 5 :33 0.1 1 6 :24 0.1 17:15 0.1 14 :4 5 0.2 15:36 0 .1 1 6 :1 7 0.1 17:1 8 0 .0 14 :48 0.2 15 :39 0 .1 1 6:30 0 .1 17:2 1 0 .0 14 :51 0.2 15 :42 0.1 16 :33 0 .1 17 :24 0 .1 14 :54 0.2 15 :4 5 0 .1 16 :36 0.1 1 7 :27 0.1 14 :5 7 0.2 15:48 0 .1 16 :39 0 .1 17:30 0.0 15 :00 0 .2 15:51 0.1 16 :42 0 .1 17:33 0.0 15:03 0 .2 15:54 0.1 16 :45 0 .1 17 :36 0.1 15 :06 0.2 15:57 0.1 1 6:48 0 .1 1 7:39 0 .1 15 :09 0.2 16 :00 0.1 16 :51 0.1 1 7:42 0.0 15 :12 0 .2 16:03 0.1 16:54 0 .1 17:45 0 .0 15:15 0.2 16 :06 0.1 1 6 :5 7 0 .1 1 7 :48 0 .1 15:18 0.1 16 :09 0.1 1 7 :00 0 .1 17:51 0.1 Volume of runoff = 0.22 ac. ft. Depth of runoff = 6.38 in . File Name -drozd Proj. Leader BMB Client Drozd Misc. Note -14 Type SCS Desc. region 9 lOOyr Area 0.4 ac. Time of Concent. 10 min. Storm Dist Type II ~-Time hr:min 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:rdin 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 Date 08/31/00 Job 97-342 Freq. 100.0 yrs CN 77 Len 24 hrs Precip. 11.00 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.5 0.8 1.1 1.3 Time hr:min 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 Continued on next page Flow cf s 1.4 1. 9 2.8 3.6 4.0 4.3 3.8 2.7 1.7 1.2 1.0 0.8 0.7 0.6 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 ontinued from previous page 14:03 0.2 14:54 0.2 15:45 0.2 16:3 6 0.1 14 :06 0.2 14 :57 0.2 1 5 :48 0 .2 1 6:39 0 .1 14:09 0 .2 15 :00 0.2 15:51 0.2 1 6:42 0.1 14:12 0 .2 15:03 0.2 15:54 0.2 1 6:45 0.1 14:15 0.2 15 :06 0.2 15:57 0.2 1 6:48 0 .1 14:18 0 .2 15:09 0.2 1 6 :do 0 .2 16:51 0.1 14:21 0.2 15:12 0 .2 16:03 0 .2 16:54 0.0 14:24 0.2 15:15 0 .2 16:06 0 .1 16:57 0 .1 14:27 0.2 15:18 0 .2 16:09 0.1 17:0 0 0 .1 14:30 0.2 15:21 0.2 16:12 0 .1 17:03 0.1 14 :33 0 .2 15:24 0.2 16:15 0 .1 17:06 0 .0 14:36 0 .2 15:27 0 .2 16:18 0 .1 17:09 0 .1 14 :39 0.2 15:30 0 .2 16:21 0 .1 17 :12 0.1 14 :42 0.2 15 :33 0 .2 16 :24 0.1 17:15 0.0 14:45 0.2 15:36 0 .2 16 :27 0 .1 17:1 8 0 .0 14 :48 0.2 15:39 0 .2 16 :30 0.1 17:21 0 .1 14 :51 0.2 15:42 0.2 16:33 0 .1 17:24 0.1 Volume of runoff = 0.26 ac. ft. Depth o f runoff = 7.39 in . ~- 2D HOMES SITE PLAN DRAINAGE REPORT 2D HOMES _., ..__• DRAINAGE REPORT Prepared By: Urban Design Group P .O . Box 10153 College Station, Texas 77840 Prepared For: Victor & Mark Drozd 2702 Wildflower Drive Bryan, Texas 77805 OCTOBER 1997 APPROVED FOR CONSTRUCTION OCT 3 1 1997 COLLEGE STATION ENGINEERING fJ!.lU~ 2D HOMES SITE PLAN TABLE OF CONTENTS I. Certification II. General Location and Description III. Drainage Basins IV. Drainage Design Criteria V. Drainage Facility Design Table 1. Figure 1 Figure 2 Appendix A AppendixB Appendix C AppendixD AppendixE AppendixF Appendix G AppendixH Appendix I Appendix J 97-338.doc Flow Comparison Location Map Drainage Area Map Subasin Characteristics & Lag Calculations HEC-1 Analysis (EXISTING & DEVELOPED) Inlet Drainage Area Flow Calculations Storm Sewer Pipe Sizing Calculations Outlet Size Calculations (#1 & #2) Development Permit Application HEC RAS Cross Sections & Profile (existing) HEC RAS Cross Sections & Profile (developed) Cross Section Map GRADING/DRAINAGE PLAN (folded) 2 DRAINAGE REPORT 2D HOMES SITE PLAN DRAINAGE REPORT L CERTIFICATION I hereby certify that this report for the drainage design of improvements for the 2D Homes Site Plan, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards, for the owners thereof. Registered Professional Engineer State of Texas No . 68243 97-33 8.doc 3 2D HOMES SITE PLAN DRAINAGE REPORT IL GENERAL LOCATION AND DESCRIPTION A. Location This project is located on the west side of State Highway 6 South just south of Barron Road . The property has frontage on State Highway 6 as well as Barron Road . The project site is bounded by Barron Road and Wilson Plumbing to the north, State Highway 6 frontage road to the east, a vacant tract to the south, and Shenandoah Phase II to the west. The project includes the construction of five commercial buildings and associated parking and utility improvements. Public improvements include the construction of a waterline within the limits of the property, and a sewer manhole within the right of way. No other public improvements are proposed with the site plan. Access to the site is via an approved curb cut off of the State Highway 6 frontage road . A secondary future access is planned through the 30 ' access easement across the west end of the property to Barron Road. A master preliminary plat for the parent tract and a final plat for the single lot has been submitted and has been reviewed by the staff. The tract is located within the Lick Creek Watershed . The closest primary drainage system is located north of the property crossing the frontage road. FEMA Firm Panel 48041C0205C indicates no portion of the property lies within the limits of the 100 year floodplain . B. Description of Property The area proposed for development is approximately 2.48 acres . There are no existing structures located on the subject tract. The land cover is primarily grass with sparse trees . Runoff from the proposed development currently is in a north and east direction . The proposed runoff will be in a similar direction, generally from the west to the east traveling to the existing ditches within the frontage road that lead to the primary system . The project improvements consist of the construction of an parking lot, concrete drive entrances, and landscaping. A twenty foot fire lane has been included in the site . III. DRAINAGE BASINS AND SUB-BASINS A. Primary Basin Description As stated previously in this report, the primary drainage basin is the Lick Creek Watershed. There are finish floor requirements for this basin above the floodplain , however , there is not floodplain on the property. The finish floors have been set slightly elevated above the natural grade for onsite drainage considerations. 97-338 .doc 4 2D HOMES SITE PLAN DRAINAGE REPORT B. Secondary Drainage Basin Descri1ltion Runoff from the proposed building will flow to the proposed dri ve (towards the east) and enter the existing ditches (secondary drainage system) along the west frontage road . Cross sections and profiles have been included in this report from the subject property to the primary system (South Fork of Lick Creek). Field investigations and review of previous drainage reports indicate there is no offsite runoff entering the property from Shenandoah Phase II Subdivision, adjacent to the tract. However, there is offsite flow from the adjacent vacant church tract that flows onto the subject tract. A drainage area map has been provided to show the offsite flow . IV. Drainage Design Criteria A. Regulations To our knowl edge, no deviations from the optional criteria listed in the Drainage Policy and Design Standards were used for any calculations within this study . B. Development Criteria Reference and Constraints For the site plan proposed , a portion of the site drains to the existing roadside ditches along the frontage road . The remaining portion of the site drains toward the north into existing ditches along Barron Road . C. Hydrologic Criteria A 10 year design storm was used to size facilities within the site. A 25 year design storm was used to analyze the ditches within the right of way . The SCS rainfall -runoff method was used to calculate hydrographs for the existing and proposed development conditions . The time of concentration values were calculated using velocities determined from Table III of the Drainage Policy and Design Standards, however a minimum of IO minutes as recommended, has been provided . Subasin characteristics and lag time calculations are provided in the Appendix . The S variable in the chart in the appendix represents the maximum retention , and is calculated as follows : S = (1000/CN) -10 A HEC-1 analysis was performed to determine flows and hydrograph characteristics for the site. The table below provides a summary of the results of the HEC-1 analysis. AREA 1-12 (Proposed) C* (Existing) TABLE 1. Comparison of Flows (Existing vs . Deve loped) 2 YR 75 76 5YR 118 120 10 YR 148 152 25 YR 185 189 50YR 211 215 lOOYR 242 247 * C represents the composite area contributing to the North Fork of Lick Creek from Barron Road, including Barron Road (existing conditions) From the table above , the developed flows do not exceed the existing flows at the study point. 97-338 .doc 5 2D HOMES SITE PLAN DRAINAGE REPORT D. Hydraulic Criteria The outlet structures # I and # 2 that handle the runoff from the two proposed parking areas were si zed using thelO year return period . Velocities of the runoff exiting each of these two outlet were calculated using the proposed slopes of the outlets, and compared to the existing runoff velocities . The calculations for the flows and velocities are provided in the Appendix . The velocity calculated from outlet# 1 is 3 .94 ft/sec (compared to the existing velocity of 4 .5 ft/sec). The exit velocity from outlet # 2 (slotted curb opening) is 3 .30 ft/sec . The existing velocities range from 2 .5 ft/sec to 3.5 ft/sec using existing slopes . Therefore, the proposed velocities do not increase at either location , from the pre-developed velocities . The existing and developed flows from the subject tract onto the Exxon site are provided in the Appendix . The developed flows are less than the pre-developed flows , as a portion of the subject tract drains into the proposed storm sewer. The storm sewer inlets along the proposed private drive were sized for the 10 year return period . Similarly, the storm sewer pipes were sized for the 10 year return period using the proposed slopes and a Manning 's n value of .014 . Inlet capacities were calculated using the City 's DPDS formula , Q = 3 .0 L y3 12 where : Q is the flow in cfs L is the length of opening in ft y is the head on the inlet in ft For the inlet si z ing, a maximum 6 inches of head was assumed for the proposed curb and gutter private drive . The contributing drainage areas to the inlets is Basin 3 and part of 4 . Basin 3 was assumed grass (CN 75) and the part of Basin 4 assumed commercial (CN 91). Using these factors , the 10 year and 100 year flows are 14 .7 and 24. l cfs , respectively . The culvert under the proposed dri ve (within state right of way) was si zed for the 25 year return period . The contributing drainage area to this structure is Basin l and 2 . Flows for each of these areas were calculated assuming grass cover (CN 75). The 25 and 100 year flows are 12 and 16 cfs , respectively . The upstream side of the proposed culvert has a proposed reinforced concrete headwall structure . The downstream side has skewed concrete wingwall proposed to facilitate the 24 " RCP from the site that enters the ditch . For the pipes and culverts , a 10 % clogging factor was used to oversi ze the structures . The calculations for the pipes and culvert are included in the Appendix . V. DRAINAGE FACILITY DESIGN A. General Concept As stated previously , a portion of the site drains to the east into the existing ditches along the frontage road . The remaining portion drains to the north east. For this area , no detention is proposed within the parking lot , as the net effect of the development and routing of the flows through the existing ditches , does not increase the flows under Barron Road. VL CONCLUSIONS With the construction of the proposed buildings, parking lot and drive improvements as shown on the site plan and accompanying construction documents , the development meets the requirements of the City of College Station Drainage Ordinance and Design Policy . 9 7-33 8.do c 6 ,,1 ( I \ I \ \ I I I I I I I I I I I I I I I I I I I I I .. ,. ' ' t 1" = 200' SCALE: 2D HOMES SITE PLAN SUBASIN CHARACTERISTICS LAG TIME CALCULATIONS BASIN AREA LENGTH SLOPE CN EXIST CN DEV s EXIST NO. (acres) (feet) (%) 1 0 .33 440 0 .87 75 75 3.333333 2 2.11 640 1.82 75 75 3.333333 3 2.23 560 1.33 75 75 3.333333 4a 1.36 450 1.00 75 94 3.333333 5 0.24 170 1.82 75 75 3.333333 6 0 .56 260 2.00 98 98 0.204082 7 1 .80 480 2.22 94 94 0.638298 10 1.32 240 2 .00 94 94 0.638298 9 0.42 530 1.00 75 94 3.333333 8 8.41 1450 2.85 91 91 0.989011 4b 0.78 200 1.5 75 94 3.333333 11 17 .28 1100 2.5 75 75 3.333333 12 1 .03 900 2.5 75 75 3 .333333 URBAN DESIGN GROUP S LAG TIME LAG TIME DEV EXIST DEV 3.333333 0.205128 0.205128 3.333333 0.191395 0.191395 3.333333 0.201209 0.201209 0.638298 0.194801 0.098603 3.333333 0.066274 0.066274 0.204082 0.036238 0.036238 0.638298 0.069685 0.069685 0.638298 0.042167 0.042167 0.638298 0.222046 0.112394 0.989011 0.170594 0.170594 0 .638298 0.083138 0.042082 3.333333 0.251864 0.251864 3.333333 0.214509 0 .214509 **** FLOOO HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** THIS HEC-1 VERSION CONTAINS ALL OPTIONS EXCEPT ECONOMICS, AND THE NUMBER OF PLANS ARE REDUCED TO 3 HEC·1 INPUT PAGE 1 LINE ID ..•.... 1. ...... 2 .•••••. 3 •...... 4 ...•.•• 5 ••••••. 6 .....•• 7 .•.••.. 8 ..•..•• 9 .••••• 10 ID DROZD COMMERCIAL SUBDIVISION 2 ID 2D HOMES 3 ID URBAN DESIGN GROUP *** FREE *** 4 IT 5 03SEP97 0000 300 5 10 5 0 0 6 JR PREC 11.0 9.8 8.8 7.4 6 .2 4.5 7 KK DA1 8 BA .ooos 9 PB 1 10 IN 30 03SEP97 0000 11 PC .OOS3 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .osss .0632 12 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .162S .1808 13 PC .2042 .23S1 .2833 .6632 .73S1 . 7724 .7989 .8197 .8380 .8S38 14 PC .8676 .8801 .8914 .9019 .911S .9206 .9291 .9371 .9446 .9S19 1S PC .9S88 .96S3 .9717 .9777 .9836 .9892 .9947 1.000 16 LS 0 75 0 17 UD 0.21 18 KK R1 19 RM 1 .064 .20 20 KK OA2 21 BA .0033 22 LS 0 75 0 23 UD .191 24 KK PS 2S HC 2 26 KK R2 27 RM 1 .019 .20 28 KK DA3 29 BA .003S 30 LS 0 7S 0 31 UD .201 32 KK DA4a 33 BA .00208 34 LS 0 94 0 3S UD .099 36 KK DAS 37 BA .0004 38 LS 0 75 0 39 uo .066 40 KK P6 41 HC 4 HEC-1 INPUT PAGE 2 LINE ID ....••• 1 ..••••• 2 ......• 3 •....•. 4 •....•. 5 ....... 6 ....... 7 ....... B .•..... 9 ..•.•• 10 42 1(1( R3 43 RM 1 .024 .20 44 1(1( DA6 45 BA .0009 46 LS 0 9B 0 47 uo .036 4B 1(1( DA4b 49 BA .00122 50 LS 0 94 0 51 UD .042 52 1(1( R4 53 RM 1 .027 .20 54 1(1( P7 55 HC 3 56 1(1( RS 57 RM 1 .026 .20 SB 1(1( DA7 59 BA .002B 60 LS 0 94 0 61 UD .070 62 1(1( PB 63 HC 2 64 1(1( DAB 65 BA .013B 66 LS 0 91 0 67 UD .171 68 1(1( R6 69 RM 1 .022 .20 70 1(1( DA9 71 BA .0001 72 LS 0 94 0 73 UD .112 74 1(1( P10 75 HC 2 76 1(1( R7 77 RM 1 .02 .20 HEC·1 INPUT PAGE 3 LINE ID .••.... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... B ....... 9 ...... 10 7B 1(1( DA10 79 BA .0021 BO LS 0 94 0 B1 UD .042 B2 1(1( P11 B3 HC 2 84 1(1( RB BS RM 1 .014 .20 86 1(1( PB 5 10 IT JP JR 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 U.S. HC 2 KK R10 RM 1 .0278 .20 KK D11 BA .027 LS 0 75 0 LIO .252 KK R9 RM 1 • 10 .20 KK P12 HC 2 KK D12 BA .00161 LS 0 75 0 uo 0.215 KK PS HC 2 zz **** FLOOD HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1, 1985 ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, **** DROZD COMMERCIAL SUBDIVISION 2D HOMES URBAN DESIGN GROUP OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL !DATE 3SEP97 STARTING DATE !TIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 4SEP97 ENDING DATE NDTIME 0055 ENDING TIME COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS MULTI-PLAN OPTION NP LAN MULTI-RATIO OPTION 1 NUMBER OF PLANS RATIOS OF PRECIPITATION 11.00 9.80 8.80 7.40 6.20 4.50 WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG DAVIS, CA. 95616 WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG 1 PEAK FLOW AND STAGE (END-OF -PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO S RATIO 6 11.00 9.80 8.80 7.40 6.20 4.SO HYDROGRAPH AT + DA1 .00 FLOW 2. 2. 2. 1. 1. 1. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 ROUTED TO + R1 • 00 FLOW 2 • 2. 1. 1. 1. 1. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.67 HYDROGRAPH AT + DA . 00 FLOW 14. 12. 10. 8. 6 • 4. TIME 11.SO 11.S8 11.S8 11.S8 11.S8 11.S8 2 COMBINED AT + PS .00 FLOW 16. 13. 12. 9. 7. 4. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 ROUTED TO + R2 .00 FLOW 16. 14. 12. 9. 7 . 4. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 HYOROGRAPH AT + DA3 .00 FLOW 14. 12. 11. 8. 7. 4. TIME 11.S8 11.S8 11.S8 11.S8 11.S8 11.S8 HYDROGRAPH AT + DA4a .00 FLOW 11. 10. 9. 7. 6. 4. TIME 11.SO 11.SO 11.SO 11.SO 11.SO 11.SO HYDROGRAPH AT + DAS .00 FLOW 2. 2. 1. 1. 1. 1. TIME 11.SO 11.SO 11.SO 11.SO 11.SO 11.SO 4 COMBINED AT + P6 .01 FLOW 42. 37. 32. 26. 20. 12. TIME 11.SO 11.SO 11.SO 11.SO 11.SO 11.SO ROUTED TO + R3 .01 FLOW 42. 36. 31. 2S. 20. 12. TIME 11.SO 11.SO 11.SO 11.SO 11.SO 11.S8 HYDROGRAPH AT + HYDROGRAPH AT + ROUTED TO + 3 COMBINED AT + ROUTED TO + HYDROGRAPH AT + 2 COMBINED AT + HYDROGRAPH AT + ROUTED TO + HYDROGRAPH AT + 2 COMBINED AT + ROUTED TO + HYDROGRAPH AT + 2 COMBINED AT + ROUTED TO + 2 COMBINED AT + ROUTED TO + HYDROGRAPH AT + DA6 DA4b R4 P7 RS DA PS DAS R6 DA9 P10 R7 DA10 P11 RS PS R10 D11 . 00 . 00 . 00 . 01 . 01 . 00 .01 .01 .01 .00 .01 .01 .00 .02 .02 .03 .03 .03 FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME FLOIJ TIME 5. 11.50 7 . 11.50 7 • 11.50 53. 11.50 52 . 11.50 15 . 11.50 67. 11.50 69. 11.50 69. 11.50 1. 11.50 69. 11.50 69. 11.SS 11. 11.50 so. 11.50 79. 11.50 146. 11.50 144. 11.50 105. 11.5S 4. 11.50 6. 11.50 6. 11.50 46. 11.50 45. 11.50 13. 11.50 59. 11.50 62. 11.50 61. 11.50 0. 11.50 61. 11.50 61. 11.5S 10. 11.50 71. 11.50 70. 11.50 129. 11.50 126. 11.50 91. 11.5S 4. 11.50 5. 11.50 5. 11.50 41. 11.50 40. 11.50 12. 11.50 52. 11.50 55. 11.50 54. 11.50 0. 11.50 55. 11.50 54. 11.5S 9. 11.50 63. 11.50 63. 11.50 114. 11.50 112. 11.50 7S. 11.5S 3. 11.50 4. 11.50 4. 11.50 33 . 11.50 32. 11.50 10. 11.50 42. 11.50 46. 11.50 45. 11.50 0. 11.50 45. 11.50 45. 11.5S s. 11.50 52. 11.50 52. 11.50 94. 11.50 92. 11.50 61. 11.5S 3. 11.50 4. 11.50 4. 11.50 26. 11.50 25. 11.50 s. 11.50 34. 11.50 37. 11.50 37. 11.50 0. 11.50 37. 11.50 37. 11.5S 6. 11.50 43. 11.50 43. 11.50 76. 11.50 75. 11.50 47. 11.5S 2 • 11.50 3. 11.50 3. 11.50 17. 11.50 16. 11.50 6. 11.50 22. 11.50 26. 11.50 26. 11.50 0. 11.50 26. 11.50 26. 11.5S 4. 11.50 30. 11.50 30. 11.50 52. 11.50 51. 11.50 27. 11.5S ROOTED TO + R9 . 03 FL~ 101. 87. 75. 59. 45. 26 . TIME 11.67 11.67 11.67 11.67 11.67 11.67 2 COMBINED AT + P12 . 06 FL~ 236. 205. 180. 145. 115 . 73. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT + D12 .00 FL~ 7. 6. 5. 4. 3. 2. TIME 11.58 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT + PS .06 FL~ 242. 211. 185. 148. 118. 75. TIME 11.58 11.58 11.58 11.58 11.58 11.58 *** NORMAL END OF HEC-1 *** LINE 1 2 3 *** FREE *** 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 **** FLOOD HYDROGRAPH PACKAGE HEC-1 (IBM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** THIS HEC-1 VERSION CONTAINS ALL OPTIONS EXCEPT ECONOMICS, AND THE NUMBER OF PLANS ARE REDUCED TO 3 HEC-1 INPUT PAGE ID •••••.• 1 ••••••• 2 ••••••• 3 ••••••• 4 ••••••• 5 ••••••• 6 ••••••• 7 ••••••• 8 ••••••• 9 •••••• 10 ID DROZD COMMERCIAL SUBDIVISION ID 2D HOMES ID URBAN DESIGN GROUP IT 5 03SEP97 0000 300 10 5 0 0 JR PREC 11.0 9.8 8.8 7.4 6 .2 4.5 KK DA1 BA .0306 PB 1 IN 30 03SEP97 0000 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 PC .0712 .0797 .D887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 PC .2042 .2351 .2833 .6632 • 7351 .7724 .7989 .8197 .8380 .8538 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519 PC .9588 .9653 .9717 .9m .9836 .9892 .9947 1.000 LS 0 86 0 UD 0.15 KK R10 RM 1 .0278 0.20 KK D11 BA .027 LS 0 75 0 UD .252 KK R9 RM 1 .10 .20 KK P12 HC 2 KK D12 BA .00161 LS 0 75 0 UD 0.215 KK PS HC 2 zz **** FLOOD HYDROGRAPH PACKAGE HEC -1 (I BM XT 512K VERSION) -FEB 1,1985 U.S. ARMY CORPS OF ENGINEERS, THE HYDROLOGIC ENGINEERING CENTER, 609 SECOND STREET, DAVIS, CA. 95616 **** DROZD COMMERCIAL SUBDIVISION 1 2D HOMES URBAN DESIGN GROUP 5 10 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 3SEP97 STARTING DATE !TIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 4SEP97 ENDING DATE NDTIME 0055 ENDING TIME COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS JP MULTI-PLAN OPTION NP LAN 1 NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 11.00 9.80 8.80 7 .40 6.20 4.50 ~ARNING *** TIME INTERVAL IS GREATER THAN .29*LAG ~ARNING *** TIME INTERVAL IS GREATER THAN .29*LAG ~ARNING *** TIME INTERVAL IS GREATER THAN .29*LAG 1 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9.80 8.80 7.40 6.20 4.50 HYDROGRAPH AT + DA1 . 03 FLOW 152. 134. 118. 97. 78. 52 • TIME 11.50 11.50 11.50 11.50 11.50 11.50 ROUTED TO + R10 . 03 FLO\J 150 . 132. 117. 95. n. 51. TIME 11.50 11.50 11.50 11.50 11.50 11.50 HYDROGRAPH AT + D11 .03 FLOW 105. 91. 78. 61. 47. 27. TIME 11.58 11.58 11.58 11.58 11.58 11.58 ROUTED TO + R9 .03 FLOW 101. 87. 75. 59. 45. 26. TIME 11.67 11.67 11.67 11.67 11.67 11.67 2 COMBINED AT + P12 . 06 FLOW 241 . 210. 184. 148. 117. 74. TIME 11.58 11.58 11.58 11.58 11.58 11.58 HYDROGRAPH AT + D12 . 00 FLOW 7. 6 . 5. 4 . 3. 2. TIME 11.58 11.58 11.58 11.58 11.58 11.58 2 COMBINED AT + PS *** NORMAL END OF HEC-1 *** .06 FLO\J TIME 247 . 11.58 215. 11.58 189. 11.58 152. 11.58 120. 11.58 76. 11.58 .....,.... l,'.·, /.:/ •f't le Name -DROZD p~J. Leader DEBBIE Client DROZD ----------------------------------------------------------------Date 09/30/97 Job 97-342 ll{ '1.-Hi SC. Note -COHHERCIAL DEVELOPMENT "'> #-,-,-. .,-_----------------------------------------------------------------------~7 Type SCS Desc. AREA INLETS 10 YR Ar~a 2.3 ac. ·. Time of Concent. 10 min. ~pnn Dist Type 11 Freq. 10.0 yrs Len 24 hrs Precip. CN 78 7.40 ------------------------------------------------------------------------------~~;Time Flow Time Flow Time Flow Time Flow .~hr:min cfs hr:min cfs hr:min cfs hr:min cfs -~----------------------------------------------------------------------------~·6:12 0.0 8:27 0.1 10:42 0.5 12:57 1.2 •, .s:6: 15 0.0 8:30 0.1 10:45 0.5 13:00 1.1 <)·6:18 0.0 8:33 0.1 10:48 0.5 13:03 1.1 _s,6:21 0.0 8:36 0.1 10:51 0.5 13:06 1.1 :.·6":24 o.o 8:39 0.1 10:54 0.6 13:09 1.0 ,, ~-6:27 0.0 8:42 0.1 10:57 0.6 13:12 1.0 -.'. 6:30 0.0 8:45 0.1 11:00 0.6 13:15 0.9 ~ 6:33 0.0 8:48 0.1 11:03 0.6 13:18 0.9 -6:36 0.0 8:51 0.1 11:06 0.7 13:21 0.9 '.!I o;6:39 0.0 8:54 0.1 11:09 0.7 13:24 0.9 <6:42 o.o 8:57 0.1 11:12 0.7 13:27 0.8 •.6:45 0.0 9:00 0.1 11:15 0.8 13:30 0.8 6:48 0.0 9:03 0.1 11:18 0.8 13:33 0.8 " 6:51 0.0 9:06 0.2 11:21 0.8 13:36 0.8 6:54 0.0 9:09 0.2 11:24 0.9 13:39 0.7 6:57 0.0 9:12 0.2 11:27 1.0 13:42 0.7 7:00 0.0 9:15 0.2 11:30 1.0 13:45 0.7 7:03 0.0 9:18 0.2 11:33 1.1 13:48 0.7 . 7:06 0.0 9:21 0.2 11:36 1.6 13:51 0.7 7:09 0.0 9:24 0.2 11 :39 2.7 13:54 0.7 .. 7:12 0.0 9:27 0.2 11:42 3.7 13:57 0.7 7:15 0.0 9:30 0.2 11:45 4.3 14:00 0.7 7:18 0.1 9:33 0.2 11:48 4.7 14:03 0.7 7:21 0.1 9:36 0.2 11:51 6.4 14:06 0.7 ... 7:24 0.1 9:39 0.2 11:54 9.5 14:09 0.7 7:27 0.1 9:42 0.2 11:57 12.2 14:12 0.7 . 7:30 0.1 9:45 0.2 12:00 13.9 14:15 0.7 7:33 0.1 9:48 0.2 12:03 14.7 14:18 0.7 .. ·7:36 0.1 9:51 0.2 12:06 13.1 14:21 0.7 ~7:39 0.1 9:54 0.2 12:09 9.2 14:24 0.7 ~:7:42 0.1 9:57 0.2 12:12 5.9 14:27 0.7 '7:45 0.1 10:00 0.2 12:15 4.2 14:30 0.7 -7:48 0.1 10:03 0.2 12:18 3.4 14:33 0.7 l· 1:51 0.1 10:06 0.3 12:21 2.9 14:36 0.7 . 7:54 0.1 10:09 0.3 12:24 2.4 14:39 0.7 7:57 0.1 10: 12 0.3 12:27 2.0 14:42 0.7 3 8:00 0.1 10:15 0.3 12:30 1.8 14:45 0.7 ~ 8:03 0.1 10: 18 0.3 12:33 1.8 14:48 0.6 ; 8:06 0.1 10:21 0.3 12:36 1.7 14:51 0.6 8:09 0. 1 10:24 0.3 12:39 1.6 14:54 0.6 -8:12 0.1 10:27 0.3 12:42 1.5 14:57 0.6 8:15 0.1 10:30 0.4 12:45 1.4 15:00 0.6 8:18 0.1 10:33 0.4 12:48 1.4 15:03 0.6 8:21 0.1 10:36 0.4 12:51 1.4 15:06 0.6 ..,. 8:24 0.1 10:39 0.4 12:54 1.3 15:09 0.6 Continued on next page ~ . •.I :, t ti!: . . ? ... , .. from prevtous'"s)age " 0.6 16:06 0.5 17:00 0.4 17:54 0.4 ·0.6 16:09 . 0.5 17:03 0.4 17:57 0.4 '0.6 16:12 0.5 17:06 0.4 18:00 0.2 ·o.6 16:15 0.5 17:09 0.4 18:03 0.1 0.6 16:18 0.5 17:12 0.4 18:06 . 0.3 0.6 16:21 0.5 17:15 0.4 18:09 0.2 0.6 16:24 0.5 17:18 0.4 18:12 0.1 0.6 16:27 0.5 17:21 0.4 18:15 0.1 0.6 16:30 0.5 17:24 0.4 18:18 0.3 0.6 16:33 0.5 17:27 0.4 18:21 0.2 0.6 16:36 0.5 17:30 0.4 18:24 0.1 0.6 16:39 0.5 17:33 0.4 18:27 0.0 0.6 16:42 0.5 17:36 0.4 18:30 0.3 0.6 16:45 0.5 17:39 0.4 18:33 0.2 0.5 16:48 0.5 17:42 0.4 18:36 o. 1 0.5 16:51 0.5 17:45 0.4 18:39 o.o 0.5 16:54 0.5 17:48 0.4 0.5 16:57 0.5 17:51 0.4 0.90 ec. ft. Depth of runoff = 4.66 in. -~---------------------------------------------------------------------------.Ff le Name -DROZD Date 09/30/97 ~· Leader DEBBIE Client DROZD Job 97-342 . Misc. Note -COHHERCIAL DEVELOPMENT ____ ._.;. __ ~ .. ___ :.;_··::.:~?---------------------------------------------------------1T .Type SCS Desc. AREA INLETS 100YR -•-~~~~-~~~~~~----~:~-~:_:~~~~:~--:~-~:~~----~~;:~~~~;~~~~~~~~:_:~~~~~-.. . Time Flow Time Flow Time Flow Time Flow ~=~~~------~~~-----~~=~~~-----~~~------~~=~~~-----~~~------~~=~~~------~~~--~:42 0.0 6:57 0.2 9:12 0.4 11:27 1.8 4:45 0.0 7:00 0.2 9:15 0.4 11 :30 1.9 1:48 0.0 7:03 0.2 9:18 0.4 11:33 2.0 :51 O.D 7:06 0.2 9:21 0.4 11:36 2.8 ~=54 o.o 7:09 0.2 9:24 0.4 11:39 4.7 4:57 0.0 7:12 0.2 9:27 0.4 11:42 6.5 1:00 0.0 7: 15 0.2 9:30 0.4 11:45 7.5 :03 0.0 7: 18 0.2 9:33 0.4 11:48 8.2 ;:1:06 o.o 7:21 0.2 9:36 0.4 11:51 10.4 5:09 o.o 7:24 0.2 9:39 0.5 11:54 15.4 1:12 o.o 7:27 0.2 9:42 0.5 11:57 20.0 :15 0.0 7:30 0.2 9:45 0.5 12:00 22.7 :>:18 0.1 7:33 0.2 9:48 0.5 12:03 24.1 5:21 0.1 7:36 0.2 9:51 0.5 12:06 22.2 1:24 0.1 7:39 0.2 9:54 0.5 12:09 15.9 :27 0.1 7:42 0.2 9:57 0.5 12:12 10.1 5:30 0.1 7:45 0.2 10:00 0.5 12:15 7.0 5:33 0.1 7:48 0.2 10:03 0.5 12: 18 5.6 1:36 0.1 7:51 0.2 10:06 0.5 12:21 4.7 :39 0.1 7:54 0.2 10:09 0.6 12:24 3.9 5:42 0.1 7:57 0.2 10:12 0.6 12:27 3.3 5:45 0.1 8:00 0.2 10: 15 0.6 12:30 2.9 1:48 0.1 8:03 0.2 10:18 0.6 12:33 2.8 :51 0.1 8:06 0.2 10:21 0.6 12:36 2.7 5:54 0.1 8:09 0.2 10:24 0.7 12:39 2.5 5:57 0.1 8:12 0.2 10:27 0.7 12:42 2.4 1:00 0.1 8:15 0.2 10:30 0.7 12:45 2.3 :03 0.1 8:18 0.3 10:33 0.8 12:48 2.2 6:06 0.1 8:21 0.3 10:36 0.8 12:51 2.2 6:09 0.1 8:24 0.3 10:39 0.9 12:54 2.0 1:12 0.1 8:27 0.3 10:42 0.9 12:57 1.9 :15 o. 1 8:30 0.3 10:45 1.0 13:00 1.8 6:18 o. 1 8:33 0.3 10:48 1.0 13:03 1.8 ~:21 0. 1 8:36 0.3 10:51 1.0 13:06 1.7 :24 0. 1 8:39 0.3 10:54 1.1 13:09 1.6 _:27 0.1 8:42 0.3 10:57 1.2 13:12 1.5 6:30 0. 1 8:45 0.3 11:00 1 .2 13:15 1.5 -:33 0.1 8:48 0.3 11:03 1.2 13:18 1.5 :36 0.1 8:51 0.3 11:06 1.3 13:21 1.4 :39 0.1 8:54 0.3 11:09 1.3 13:24 1.4 6:42 0.1 8:57 0.3 11:12 1.4 13:27 1.3 -:45 0.1 9:00 0.3 11:15 1.5 13:30 1.3 :48 0.1 9:03 0.3 11:18 1.5 13:33 1.3 ._:51 0.1 9:06 0.4 11:21 1.6 13:36 1.2 6:54 0.1 9:09 0.4 11:24 1.7 13:39 1.2 I Continued on next page I I I ) .. :::.- I: lfn.ied from previous page 13:42 1.2 14:36 1.1 15:30 0.9 16:24 0.8 1.1 15:33 0.9 16:27 0.8 1.0 15:36 0.9 16:30 0.3 13:45 1.2 14:39 . ~:48 1.2 14:42 13:51 1.2 14:45 1.0 15:39 0.9 16:33 0.1 1.0 15:42 0.9 16:36 0.7 1.0 15:45 0.9 16:39 0.5 1.0 15:48 0.9 16:42 0.3 fi:54 1.2 14:48 :57 1.2 14:51 . _4:00 1.2 14:54 14:03 1.1 14:57 1.0 15:51 0.9 16:45 0.1 1.0 15:54 0.9 16:48 0.7 1.0 15:57 0.9 16:51 0.5 1.0 16:00 0.9 16:54 0.3 14:06 1.1 15:00 ~:09 1.1 15:03 .. 4:12 1.1 15:06 14:15 1.1 15:09 1.0 16:03 0.8 16:57 0.1 1.0 16:06 0.8 17:00 0.7 1.0 16:09 0.8 17:03 0.5 1.0 16:12 0.8 17:06 0.3 14:18 1.1 15:12 ~:21 1.1 15:15 ,:24 1.1 15:18 14:27 1.1 15:21 1.0 16: 15 0.8 17:09 0.1 0.9 16:18 0.8 0.9 16:21 0.8 f :30 1.1 15:24 . :33 1.1 15:27 Volune of runoff = 1.47 ac. ft. Depth·of rlilOff = 7.56 in. 1. I 1~ r ·-"' _I J _I .I l l I Circular Chamel Analysis l Design Solved with Manning's Equation Open Channel -Uniform flow \lorksheet Name: Coarnent: 18 11 RCP across private drive -r solve For Full Flow capacity l Given Input Data: Diameter •••••••••• Slope ••••••••••••• Manning's n ••••••• Discharge ••••••••• C~ted Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••••••••• Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• QKAX Q.94D •••••••• 1.50 ft 0.0120 ft/ft 0.014 10.69 cfs 10.69 cfs 1.50 ft 6.05 fps 1.n sf 1.25 ft 0.0116 ft/ft 100.00 x 10.69 cfs 11.49 cfs Froude Nuiber..... FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Hethods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 cir~fa i "ch~~f ~l~li 1&.~'e ~·i;n · Solved with' H0aming's EqUation . ~ • ~ t"' • I ..J r"i : J' • .• •' • , Open channel -Unif~~ flow ~orksh~~t N~: wfooinent: .24" RCP to DITCH '~olve For Full Flow Capacity ~Given Input Data: Diameter •••••••••• Slope ••• ". ••••••••• Haming's n ••••••• • . Discharge ••••••••• I lcoaputed Results : t I I I I Full Flow CaPacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••• ·-···· Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• OHAX ~.94D •••••••• Froude Nurber ••••• 2.00 f .t 0.0075 ft/ft 0.014 18.19 cfs 18.19 cfs 2.00 ft 5.79 fps 3.14 sf 1.54 ft 0.0085 ft/ft . 100.00 x 18.19 cfs 19.57 cfs FULL Open Channel Flow Module, Version 3.2 Cc> 1990 Haestad Methods, Inc. * 37 Brookside Rd * ~aterbury, Ct 06708 Circular Charnel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow J Uorksheet Name: drozd .. Cooment: 24" CULVERT UNDER PROPOSED DRIVE Solve For Full Flow Capacity Given Input Data: Diameter •••••••••• Slope ••••••••••••• Manning's n ••••••• Discharge ••••••••• C0111XJted Results: Full Flow Capacity ••••• Full Flow Depth •••••••• Velocity •••••••••• Flow Area ••••••••• Critical Depth •••• Critical Slope •••• Percent Full •••••• Full Capacity ••••• QMAX Q.940 •••••••• 2.00 ft 0.0120 ft/ft 0.014 23.01 cfs 23.01 cfs 2.00. ft 7.32 fps 3. 14 sf 1. 71 ft 0.0112 ft/ft 100.00 x 23.01 cfs 24.75 cfs Froude Nurber..... FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 ~ -------------------------------------------------------------------------------- F(le Name -DROZO Date 10/18/97 Proj. Leader DEBBIE Cl fent DROZD Job 97-342 J ~:':.:: ~-----~ ~ ~·~ ---~~ ~ ~ ~~·:·: ~~~~ _: _ ~~=~~=-~~~=~~~~ ----------------------- 15 -Type SCS Desc. EX D~·NAGE TO EXXON . Area ·.. 1.8 .ac. ·_Time of Concent. 10 min. Freq. 100.0 yrs CN 75 ~ -~~~~-~~~~--~~-~~---~-~-------------------~~------=~~-~=-~~~--~~~~~~:--~~:~~- ~Time Flow Tfme Flow Tfme Flow Tfme Flow hr:min cfs hr:min cfs hr:min cfs hr:min cfs ~ ----;:;;·------~:~------;:~;-------~:;·-----~:;;·-----·~:;·--·-;;:;;·------~:~-- 5:30 0.0 7:45 0.1 10:00 0.3 12:15 5.0 J 5:33 0.0 7:48 0.1 10:03 0.3 12:18 4.0 5:36 o.o 7:51 0.1 10:06 0.4 12:21 3.4 5:39 0.0 7:54 0.1 10:09 0.4 12:24 2.8 5:42 0.0 7:57 0.1 10:12 0.4 12:27 2.4 J 5:45 0.0 8:00 0.1 10: 15 0.4 12:30 2.2 5:48 o.o 8:03 0.1 10: 18 0.4 12:33 2.1 5:51 o.o 8:06 0.1 10:21 0.4 12:36 2.0 5:54 o.o 8:09 0.1 10:24 0.4 12:39 1.8 J 5:57 o.o 8:12 0.1 10:27 0.5 12:42 1.7 6:00 0.0 8: 15 0.1 10:30 0 .5 12:45 1.7 6:03 0.0 8: 18 0.1 10:33 0.5 12:48 1.7 6:06 o.o 8:21 0.2 10:36 0.5 12:51 1.6 J 6:09 0.0 8:24 0.2 10:39 0.6 12:54 1.5 6:12 0.0 8:27 0.2 10:42 0.6 12:57 1.4 6:15 0.0 8:30 0.2 10:45 0.6 13:00 1.3 6:18 0.1 8:33 0.2 10:48 0.7 13:03 1.3 J 6:21 0.1 8:36 0.2 10:51 0.7 13:06 1.3 6:24 0.1 8:39 0.2 10:54 0.7 13:09 1.2 6:27 0.1 8:42 0.2 10:57 0.8 13:12 1.1 6:30 0.1 8:45 0.2 11:00 0.8 13: 15 1.1 J 6:33 0.1 8:48 0.2 11:03 0.8 13:18 1.1 6:36 0.1 8:51 0.2 11:06 0.9 13:21 1.1 6:39 0.1 8:54 0.2 11:09 0.9 13:24 1.0 6:42 0.1 . 8:57 0.2 11:12 1.0 13:27 1.0 J 6:45 0.1 9:00 0.2 11:15 1.0 13:30 1.0 6:48 0.1 9:03 0.2 11:18 1.0 13:33 1.0 6:51 0.1 9:06 0.2 11 :21 1.1 13:36 0.9 6:54 0.1 9:09 0.2 11:24 1.2 13:39 0.9 J 6:57 0.1 9:12 0.2 11:27 1.~ 13:42 0.9 7:00 0.1 9;15 0.3 11:30 1.3 13:45 0.9 7:03 0.1 9:18 0.3 11:33 1.4 13:48 0.9 7:06 0.1 9:21 0.3 11:36 2.1 13:51 0.9 J 7:09 0.1 9:24 0.3 11:39 3.5 13:54 0.9 7:12 0.1 9:27 0.3 11:42 4.7 13:57 0.9 7:15 0.1 9:30 0.3 11:45 5.4 14:00 0.9 7:18 0.1 9:33 0.3 11:48 5.9 14:03 0.9 J 7:21 0.1 9:36 0.3 11:51 8.0 14:06 0.9 7:24 0.1 9:39 0.3 11:54 11.8 14:09 0.8 7:27 0.1 9:42 0.3 11:57 15.0 14:12 0.8 7:30 0.1 9:45 0.3 12:00 16.9 14:15 0.8 J 7:33 0. 1 9:48 0.3 12:03 17.7 14:18 0.8 7:36 0.1 9:51 0.3 12:06 15.6 14:21 0.8 7:39 0.1 9:54 0.3 12:09 10.8 14:24 0.8 J Continued on next page J J J J ~~Y ••• ~~~ l~t ~ \. . . . J··f-r.c.) .. : ht.~~~ frOC'll ~revfous :page •· 1(". 14:27 0.8 15:21 0.7 16:15 0.6 17:09 o.s J"'J..· 14:30 0.8 15:24 :~i.14:33 0.8 15:27 :. ~-.14 :36 0 .8 15 :30 0.7 16:18 0.6 17:12 0.2 0.7 16:21 0.6 17:15 0.1 0.7 16:24 0.6 17:18 0.5 <:-14:39 0.8 15:33 0.7 16:27 0.6 17:21 0.3 I,,,-·14:42 0.8 15:36 •. -14:45 0.8 15:39 --14:48 0.8 15:42 0.7 16:30 0.6 17:24 0.2 0.7 16:33 0.6 17:27 0.1 0.7 16:36 0.6 17:30 0.5 14:51 0.8 15:45 0.7 16:39 0.6 17:33 0.3 14:54 0.8 15:48 14:57 0.8 15:51 15:00 0.8 15:54 .J 0.7 16:42 0.6 17:36 0.2 0.7 16:45 0.6 17:39 0.1 0.6 16:48 0.5 17:42 0.4 15:03 0.7 15:57 0.6 16:51 0.5 17:45 0.3 15:06 0.7 16:00 15:09 0.7 16:03 15:12 0.7 16:06 .J 0.6 16:54 0.5 17:48 0.2 0.6 16:57 0.5 17:51 0.1 0.6 17:00 0.5 17:54 0.4 15:15 0.7 16:09 0.6 17:03 0.5 15:18 0.7 16:12 J Volune of runoff = 0.6 17:06 0.5 1.09 ac. ft. Depth of rU'\Off = 7.28 in. _I J J J ... "' J J I I I ·------------------------------------------------------------------------------'i le Name -DROZD .. ,. Date 10/18/97 i'r,oh_,L1!.ader.PE~B .IE , •. Client .DROZD Job 97~342 Misc. Note -COMMERCIAL DEVELOPMENT. ·------------------------------------------------------------------------------• .•. • i ~,,, '\L: •. i. :: · 19 Type SCS De~~~ PROP DRAINAGE TO , ~~ON 1;::, Area 1.3 ac. Time of Concent. 10 ;min. Stonn E?fst Type i1 · . · ··· ::. · Freq. 100~0 .yrs CN 94 Len 24 hrs Precip. 11.00 ·----------------------------------------------------------------~------------- Time hr:min Flow cf s Time hr:min .~ Flow cfs Time Flow Time Flow hr:min cfs hr:min cfs -------------------------------------------------------------------------------- 1:24 1:27 1:30 1:33 1:36 1 :39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 0.0 o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 o.o 0.0 0.0 o.o o.o 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 o. 1 0. 1 0.1 0.1 o. 1 0.1 0. 1 o. 1 0.1 0.1 0.1 0.1 0.1 o. 1 0.1 0.1 0.1 . 0.1 0.1 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 . 5:33 5:36 5:39 5:42 5:45 5:48 5:51 0.1 0.1 0.1 0.1 0.1 0.1 0. 1 0.1 0.1 . 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 Continued on next page 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ·o.5 0.5 0.5 0.5 0.6 .. ') ~ . ontinued from prev ious page ;10:24 0.6 . 11:18 10:21 .. :. • .. 0.6 11:21 10:30 . "' 0.6 11:24 10:33 0.6 11 :27 '10:36 0 .7 11:30 10:39 0.7 11:33 10:42 0.8 11 :36 10:45 0.8 11:39 10:48 0.8 11:42 10:51 0.8 11:45 10:54 0.9 11:48 10:57 0.9 11:51 11:00 1.0 11:54 11 :03 1.0 11 :57 11:06 1.0 12 :00 11:09 1.1 12:03 11:12 1.1 12:06 11 :15 1.1 12 :09 Volune of runoff = ~' ~·· I : ii JI ti U. ' ~ 1 • ·t::'~r 1.2 12:12 6 .0 13:06 0.8 . 1.2. l• 12:15 4.2 13:09 '."? 0.7 1.3 12:18 3.3 13:12 0.7 1.4 12:21 2.8 13:15 0.7 1.4 12:24 2.3 13:18 0.7 1.5 12:27 1.9 13:21 0.7 2.1 12:30 1.8 13:24 0.7 3.5 12:33 1.7 13:27 0.6 4.7 12:36 1.6 13:30 0.5 5.3 12:39 1.5 13:33 0.3 5.7 12:42 1.4 13:36 0.1 7.2 12:45 1.4 13:39 0.6 10 .4 12:48 1.3 13:42 0.4 13.1 12:51 1.3 13 :45 0.3 14 .5 12:54 1.2 13:48 0 . 1 15.0 12:57 1.1 13:51 0.6 13.5 13:00 0.8 9.5 13:03 0.8 0.87 ac. ft . Depth of runoff = 8.06 in. . ... ,- ---------------------------------------------------------------- . .: Name -DROZD Date 09/26/97 ,j. Leader DEBBIE Client DROZD Job 97-342 ~.C I' Hise. Note -COHHERCIAL DEVELOPMENT ·--------------------------------------------------------------------------- ~ype scs Oesc. AREA <X.ITLET # 1 ?8 0.4 ac. Time of Concent. 10 111in. Freq. 10.0 yrs CN 98 ,. Dist Type II Len 24 hrs Precip. 7.40 --------------------------------------------------------------------------- ;ime Flow Time Flow Time Flow Time Flow ir:min cfs hr:min cfs hr:min cfs hr:min cfs ---------------------------------------------------------------------------,, :48 0.0 3:03 o.o 5:18 0.0 7:33 0.1 .,:51 o.o 3:06 o.o 5:21 o.o 7:36 0.1 0:54 o.o 3:09 0.0 5:24 o.o 7:39 0.1 -;57 0.0 3:12 o.o 5:27 0.0 7:42 0.1 :00 0.0 3:15 0.0 5:30 0.0 7:45 0.1 • :03 0.0 3:18 0.0 5:33 0.0 7:48 0. 1 1 :06 0.0 3:21 0.0 5:36 0.0 7:51 o. 1 :09 o.o 3:24 o.o 5:39 o.o 7:54 0. 1 :12 0.0 3:27 0.0 5:42 0.0 7:57 0. 1 I: 15 o.o 3:30 o.o 5:45 0.0 8:00 0.1 1:18 o.o 3:33 o.o 5:48 o.o 8:03 0.1 :21 o.o 3:36 o.o 5:51 o.o 8:06 0.1 :24 0.0 3:39 0.0 5:54 0.0 8:09 0.1 1:27 0.0 3:42 0.0 5:57 0.0 8: 12 0.1 1:30 0.0 3:45 0.0 6:00 0.0 8:15 0.1 :33 0.0 3:48 0.0 6:03 0.0 8:18 0.1 :36 o.o 3:51 0.0 6:06 o.o 8:21 0.1 :39 0.0 3:54 0.0 6:09 0.0 8:24 0.1 1 :42 0.0 3:57 o.o 6:12 0.1 8:27 0.1 :45 0.0 4:00 o.o 6: 15 0.1 8:30 0.1 :48 0.0 4:03 0.0 6:18 0.1 8:33 0.1 1:51 0.0 4:06 0.0 6:21 0.1 8:36 0.1 1:54 o.o 4:09 0.0 6:24 0.1 8:39 0.1 .57 0.0 4:12 0.0 6:27 0.1 8:42 0.1 00 0.0 4:15 0.0 6:30 0.1 8:45 o. 1 :03 o.o 4:18 0.0 6:33 0.1 8:48 0.1 2:06 0.0 4:21 0.0 6:36 0.1 8:51 0.1 09 0.0 4:24 0.0 6:39 0.1 8:54 0.1 12 0.0 4:27 0.0 6:42 0.1 8:57 0. 1 :15 o.o 4:30 o.o 6:45 0.1 9:00 0.1 !:18 o.o 4:33 0.0 6:48 0.1 9:03 0.1 21 0.0 4:36 0.0 6:51 0.1 9:06 0. 1 24 0.0 4:39 0.0 6:54 0.1 9:09 0.1 :27 0.0 4:42 o.o 6:57 0.1 9:12 0.1 '•30 0 .0 4:45 0.0 7:00 0.1 9: 15 0.1 33 o.o 4:48 o.o 7:03 0.1 9:18 0.1 36 o.o 4:51 0.0 7:06 0.1 9:21 0.1 :39 o.o 4:54 0.0 7:09 0.1 9:24 0.1 '·42 0.0 4:57 0.0 7:12 0.1 9:27 0. 1 45 o.o 5:00 0.0 7:15 0.1 9:30 0.1 .48 0.0 5:03 0.0 7:18 0.1 9:33 0.1 .:51 0.0 5:06 0.0 7:21 0.1 9:36 0. 1 '-54 0.0 5:09 o.o 7:24 0.1 9:39 0.1 57 0.0 5:12 o.o 7:27 0.1 9:42 0.1 .JO 0.0 5:15 0.0 7:30 0.1 9:45 0.1 Continued on next page .... ,_ •. i.4"', ... ·1 !•. 1't l·~!·v.-;:. ' ' nued from previous P89'k . , ' ~ o. 1 10:42 0.2 11:36 0.4 12:30 0.3 :51 o. 1 10:45 .. 0.2 11:39 0.7 12:33 0.2 •:54 o. 1 10:48 0.2 11:42 0.9 12:36 0.2 57 0. 1 10 :51 0.2 11:45 1. 1 12:39 0.2 00 0 . 1 10:54 0.2 11:48 1.2 12:42 0.2 :03 o. 1 10:57 0.2 11:51 1.4 12:45 0.2 f:06 0.1 11 :00 0.2 11:54 2.1 12:48 0.2 09 0. 1 11 :03 0.2 11:57 2.6 12:51 0.2 12 0.1 11:06 0.2 12:00 2.9 12:54 0.2 :15 o. 1 11:09 0.2 12:03 3. 1 12:57 0.1 1:18 o. 1 11:12 0.2 12:06 2.8 13:00 0. 1 21 0. 1 11:15 0.2 12:09 2.0 13:03 0.0 24 0.1 11:18 0 .2 12:12 1.3 13:06 0.2 :27 0.1 11:21 0.2 12:15 0.9 13:09 o. 1 1:30 0.1 11:24 0.3 12:18 0.7 13: 12 0.1 :33 o. 1 11:27 0.3 12:21 0.6 13:15 0.0 :36 o. 1 11 :30 0.3 12:24 0.5 0:39 0.2 11:33 0.3 12:27 0.4 I Volune of runoff = 0.17 ac. ft. Depth of runoff = 5.24 in. I I • , , Rectangular Ch~l '~lySis & Design Open Channel -Uniform flow Worksheet Name: DROZD C0rrment: OUTLET # 1 Solve For Depth Given Input Data: Bottom Uidth ••••• Hanning' s n •••••• Channel Slope •••• Discharge~······· C01TpUted Results: Depth •••••••••••• Velocity ••••••••• Flow Area •••••••• Flow Top Uidth ••• Uetted Perimeter. Critical Depth ••• Critical Slope ••• Froude Nutber •••• 4.00 ft 0.012 0.0100 ft/ft 3.10 cfs 0.20 ft 3.94 fps 0.79 sf 4.00 ft 4.39 ft 0.27 ft 0.0039 ft/ft FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Un,form flow · \lorksheet Name: Comnent: OUTLET # 2 Solve For Depth Given Input Data: Bottom \lidth ••••• Manning's n •••••• Channel Slope •••• Discharge •••••••• " C~ted Results: Depth •••••••••••• Velocity ••••••••• Flow Area •••••••• Flow Top \lidth ••• \Jetted Perimeter . Critical Depth ••• Critical Slope ••• Froude Nl.llber •••• 8.00 ft 0.012 0.0075 ft/ft 4.70 cfs 0.18 ft 3.30 fps 1.43 sf 8.00 ft 8.36 ft 0.22 ft 0.0037 ft/ft 1.38 (flow is Supercritical) Open Channel Flow Module, Version 3.2 Cc) 1990 • ; • 1~ Haestad Methods, Inc. * 37 Brookside Rd * \laterbury, Ct 06708 -----------------------------------------------------------------------------=ile Name -DROZD Date 10/18/97 '•oj. Leader DEBBIE Client DROZD Job 97-342 Misc. Note -COMMERCIAL DEVELOPMENT -----------------------------------------------------------------------------18 Type SCS Desc. AREA OUTLET #2 •-ea 0.6 ac. Time of Concent. 10 min. Freq. 10.0 yrs CN 92 :orm Dist Type II Len 24 hrs Precip. 7.40 --~--------------------------------------------------------------------------Time Flow Time Flow Time Flow Time Flow hr:min cfs hr:min cfs hr:min cfs hr:min cf s -----------------------------------------------------------------------------2:39 0.0 4:54 0.0 7:09 0.1 9:24 0.1 2:42 0.0 4:57 0.0 7:12 0.1 9:27 0.1 2:45 o.o 5:00 0.0 7:15 0.1 9:30 0.1 2:48 0.0 5:03 0.0 7: 18 0.1 9:33 0.1 2:51 0.0 5:06 0.0 7:21 0.1 9:36 0.1 2:54 0.0 5:09 0.0 7:24 0.1 9:39 0.1 2:57 0.0 5: 12 0.0 7:27 0.1 9:42 0.1 3:00 0.0 5: 15 0.0 7:30 0.1 9:45 0.1 3:03 0.0 5: 18 0.0 7:33 0.1 9:48 0.1 3:06 0.0 5:21 o.o 7:36 0.1 9:51 0.1 3:09 0.0 5:24 0.0 7:39 0.1 9:54 0.1 3:12 0.0 5:27 o.o 7:42 0.1 9:57 0.1 3:15 0.0 5:30 0.0 7:45 0.1 10:00 0.1 3:18 0.0 5:33 0.0 7:48 0.1 10:03 0.1 3:21 0.0 5:36 0.0 7:51 0.1 10:06 0.1 3:24 0.0 5:39 o.o 7:54 0.1 10:09 0.1 3:27 0.0 5:42 0.0 7:57 0.1 10:12 0.1 3:30 0.0 5:45 0.0 8:00 0.1 10:15 0.2 3:33 o.o 5:48 0.0 8:03 0.1 10: 18 0.2 3:36 o.o 5:51 0.0 8:06 0.1 10:21 0.2 3:39 0.0 5:54 0.0 8:09 0.1 10:24 0.2 3:42 0.0 5:57 0.0 8: 12 0.1 10:27 0.2 3:45 o.o 6:00 0.0 8: 15 0.1 10:30 0.2 3:48 0.0 6:03 0.0 8: 18 0.1 10:33 0.2 3:51 0.0 6:06 0.0 8:21 0.1 10:36 0.2 3:54 o.o 6:09 0.0 8:24 0.1 10:39 0.2 3:57 o.o 6: 12 0.0 8:27 0.1 10:42 0.2 4:00 0.0 6:15 0.0 8:30 0.1 10:45 0.2 4:03 o.o 6:18 0.1 8:33 0.1 10:48 0.2 4:06 o.o 6:21 0.1 8:36 0.1 10:51 0.2 4:09 0.0 6:24 0.1 8:39 0.1 10:54 0.3 4:12 0.0 6:27 0.1 8:42 0.1 10:57 0.3 4:15 0.0 6:30 0.1 8:45 0.1 11:00 0.3 4:18 0.0 6:33 0.1 8:48 0.1 11:03 0.3 4:21 o.o 6:36 0.1 8:51 0.1 11:06 0.3 4:24 o.o 6:39 0.1 8:54 0.1 11:09 0.3 4:27 o.o 6:42 0.1 8:57 0.1 11:12 0.3 4:30 o.o 6:45 0.1 9:00 0.1 11:15 0.3 4:33 0.0 . 6:48 0.1 9:03 0.1 11:18 0.3 4:36 0.0 6:51 0.1 9:06 0.1 11 :21 0.4 4:39 0.0 6:54 0.1 9:09 0.1 11:24 0.4 4:42 0.0 6:57 0.1 9:12 0.1 11:27 0.4 4:45 o.o 7:00 0.1 9:15 0.1 11:30 0.4 4:48 o.o 7:03 0.1 9:18 0.1 11:33 0.4 4:51 0.0 7:06 0.1 9:21 0. 1 11:36 0.6 Continued on next page ontinued from previous page 11:39 1. 1 12:33 0.5 13:27 0.2 14:21 0.2 11:42 1.4 12:36 0.5 13:30 0.2 14:24 0.2 11:45 1.6 12:39 0.5 13:33 0.2 14:27 0.1 11:48 1.7 12:42 0.4 13:36 0.2 14:30 0.1 11:51 2.2 12:45 0.4 13:39 0.2 14:33 0.0 11:54 3.2 12:48 0.4 13:42 0.2 14:36 0.2 11 :57 4.1 12:51 0.4 13:45 0.2 14:39 0.1 12:00 4.5 12:54 0.4 13:48 0.2 14:42 0.1 12:03 4.7 12:57 0.4 13:51 0.2 14:45 0.0 12:06 4.2 13:00 0.3 13:54 0.2 14:48 0.2 12:09 2.9 13:03 0.3 13:57 0.2 14:51 0.1 12:12 1.8 13:06 0.3 14:00 0.2 14:54 0.1 12:15 1.3 13:09 0.3 14:03 0.2 14:57 0.0 12:18 1.0 13:12 0.3 14:06 0.2 15:00 0.2 12:21 0.9 13: 15 0.3 14:09 0.2 15:03 0.1 12:24 0.7 13:18 0.3 14: 12 0.2 15:06 0.1 12:27 0.6 13:21 0.3 14:15 0.2 12:30 0.6 13:24 0.3 14: 18 0.2 Volune of runoff = 0.27 ac. ft. Depth of runoff = 5.30 in. Figure XII Development Permit City of College Station, Texas Site~alD~cription: __ n_r_o_·z_d_s_u_~_1_·v_i_s_i_o_n_,_L_o_t_1 ___________ ~ 2D Homes S .t 0 Victor Drozd 1 e wner: ------------- Architect/ Engineer: Urban Design Group Contractor: ------------- 2702 Wildflower Drive Address : Bryan, Texas 77805 Telephone: 774-1257 Add P.O.Box 10153 cs, TX 77842 ress: -------,......,,..,::-:------ Telephone No: _6_9_6_-_9_6_5_3 ______ _ Address: ------------ Te 1 e phone No :---------- Date Application Filed: September 30 ' 1997 Approved :------------ Application is hereby made for the following development specific waterway alterations: construction of commercial development including parking, drainage, utilities, etc. D Application Fee G Signed Certifications Q: Drainage and erosion control plan. with supporting Drainage Report two (2) copies each. Ci Site and Construction Plans, with supporting Drainage Report two (2) copies each . D Other: ----------------------------~ .. ACKNOWLEDGMENTS: !, fl,;(~ , design engineer/owner, hereby acknowledge or affirm that: Deoorah e ng · The informa~o==nclusions contained in the above plans and supporting dOcuments comply with the· current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the e Station City Code. Contractor 285 280 ¢? ........... c: 275 0 :;::; rn > Q) w 270 Drozd Subdivision drainage 0 100 200 300 400 500 600 700 800 Main Channel Distance (ft) --v- WS1 • Invert ---__________________ _,, HEC~S Plan: Plan 11 Reach: drainage ~Wt:'.~%? rn::~tt~fm Wt!li.@m:~F WW<~JH#.d' fr*it.W.<~J:=:: W:lf.~KtW:di HHi'il@i~? ti:Y#.M.:% :M:'i.@~H Ft.¥~l ,~,·~Iii rnmmmwm MlniiMwm: ww:mmmm: mmmmmm: wm:wm;w mmn.f.wmw rnm~wm mm:1i'ii:~WlM mt~m:llm' mmmmwim: mmmmmmw 11.~f~ti!WW? 16.00 261.70 262.99 263.04 0.017:>:>5 1.62 6.80 13.81 0.<401 ~~iWW 16.00 281.30 282.72 282.75 0.010086 1.48 10.79 15.14 0.31! .,~i~)Mmm 21.53 281.00 282.21 282.32 0.039460 2.61 8.26 13.66 0.59 ~t~~\')@fr 27.59 280.06 281.17 281.33 0.017436 3.28 8.41 15.21 0.78 ~;$.W.liiiiii 27.59 279.62 280.97 281.06 0.007096 2.39 11.54 17.08 0.51 n'f..'ti@mm 34.60 279.18 280.87 280.93 0.003972 2.07 18.71 19.79 0.<40 ~-%@ 34.60 278.47 280.86 280.89 0.000910 1.27 27.32 22.81 0.20 ~i~t'iti@ 41.00 277.77 280.85 279.23 280.87 0.000446 1.09 37.88 23.07 0.25 ~~!:$j':fa''hl Culvert ~'M.:rmmr 46.15 275.73 278.82 278.86 0.001352 1.75 26.36 17.07 0.25 ~t~¥~Mnnt 46.15 276.15 278.78 278.83 0.001885 1.89 24.47 18.62 0.29' ~#.JMMW 48.91 276.57 278.71 278.79 0.002993 2.21 22.25 20.23 0.36 ~~~f?K 48.91 275.79 278.71 278.74 0.000739 1.37 36.23 23.77 0.19: MM~ii!iN!+ 52.00 275.01 278.71 276.63 278.73 0.000296 1.02 51.91 26.28 0.401 ~f+.tnmr Culvert I m;=~.GK'til 55.31 274.73 276.90 276.99 0.003794 2.38 23.23 21.44 0.401 @.t;*-'WAi+ 58.50 274.94 276.33 276.61 0.020973 4.20 13.94 20.03 0.89 :t.t~A@fNl 58.50 274.40 275.94 276.14 0.013394 3.58 16.33 21.26 0.72 1<t~:m:::::~QH 62.11 273.86 275.27 275.27 275.62 0.026714 4.76 13.04 18.54 1.00 ~t~~WMM 62.11 273.32 275.06 275.17 0.005908 2.65 23.47 25.73 0.49 l~M~iW'MW 67.00 272.78 275.06 275.10 0.001185 1.54 43.87 33.09 0.23 1~1..itM::=::imm:= 146.00 271.60 275.00 273.31 275.07 0.001069 2.16 69.50 31.27 0.22 ~tt-~=:::rimm Culvert l~f~;~f:ii'Kt 177.88 267.43 272. 11 272.18 0.000877 2.09 93.64 43.09 0.22 ~/t:t~~M:t: 177.88 267.83 272.11 272.15 0.000558 1.67 121.63 58.66 0.18 IM~~i''VilfNf:: 207.58 268.24 272.10 272. 13 0.000458 1.52 156.68 73.97 0.16 ~;~rnnrn 207.58 267.88 272.09 272.12 0.000378 1.43 150.11 54.06 0.15 242.00 267.53 272.00 269.77 272.09 0.001200 2.44 99.17 33.92 0.25 HEC-RAS Plan: Plan 11 Reach: drainage 282.75 282.72 16.00 --282.32 282.21 21.53 --281.33 281.17 27.59 --281.06 280.97 27.59 --280.93 280.87 34.60 --280.89 280.86 34.58 --280.87 280.85 40.80 --Culvert --·@~lfiiiifl)): 278.86 278.82 0.05 0.03 0.00 46.15 17.07 --Htii~rn;;m 278.83 278.78 0.06 0.05 0.00 46.15 18.62 --lfit:l.iiiMilM 278.79 278.71 0.08 0.03 0.01 48.77 0.14 20.23 --~'if.imll@ 278.74 278.71 0.03 0.01 0.00 48.48 0.43 23.77 iMl.i!imm; 278.73 278.71 0.02 0.00 --0.00 --51.33 --0.67 26.28 Culvert --~~~mmm ~gl.t.>.i.NMN 276.99 276.90 0.09 0.36 0.02 55.31 21.44 --®~l.i:t'MM 276.61 276.33 0.27 0.45 0.02 58.50 20.03 --i!imMMi 276.14 275.94 0.20 0.50 0.02 58.50 21.26 --fii.~i:i=:;:mw: 275.62 275.27 0.35 0.24 0.07 62.11 18.54 U.ti>.i.ifillill 275.17 275.06 0.11 0.05 --0.02 62.11 25.73 @11.~}::gg:::::=' 275.10 275.06 0.04 0.03 --0.00 66.95 0.05 33.09 --275.07 275.00 0.07 0.00 143.86 --jztiAAmmrn. 0.00 2.14 31.27 ~Hl.H:!MfaMi Culvert --1:j~~Y.mm;m 272.18 272.11 0.06 0.02 0.01 25.11 152.77 43.09 HitMitmm 272.15 272.11 0.04 0.01 0.00 53.83 124.05 58.66 M:aocmmmm 272.13 272.10 0.03 0.01 0.00 94.57 113.01 73.97 ~~iB!fEI11' 272.12 272.09 0.03 0.02 0.01 81.61 125.97 54.06 ®.~:m;=:;::mI:? .. 272.09 272.00 0.09 0.00 0.00 242.00 33.92 Drozd Subdivision Drozd Drainage Riv Sta" 741 .98 287 288 285 g c 28<4 2 j w 283 282 281-I----.---,---,.---,.---..---,---,---,---,.---,.---..---,--.---,--,.-----., -25 -20 -15 -10 -5 0 5 10 15 Station (It) Drozd Subd ivisi on Drozd Drainage Riv Sta= 698 .13 266 285 284 g c 0 ., j w 263 282 261-l--r----..~..--~-,---.~.---.,.....--,--<i-----.,~,.-~..,......,.---, -25 -20 -15 -10 -5 0 5 10 15 Station (It) ~ WS1 -..,_ • llo'*Sla ~ WS1 -G<OWld • Bank Sl1 g c i w g c 1 jjj 288 285 284 283 282 Drozd Subdivision Riv Sta • 720.055" 281+-..,...--.~,..-.,.....--,--r----...---,.--.---,---.~.---.,.....--,--r----.. -25 -20 -15 -1 0 -5 0 5 10 15 Station (It) Drozd Subdivision Drozd Drainage Riv Sta .. 657.44 281 .0 260.5 -15 -1 0 -5 0 5 10 15 Station (It) Drozd Subdivision Drozd Subdivision Riv Sta= 633 .874• Drozd Drainage Riv Sta• 610.31 282.5 ~ 283.0 [!] WS1 --GtOl.nd • 262.5 llonkSll Sia 282.0 2620 281 .5 281.5 g g 8 281 .0 c 281 .0 0 .,, l ~ w 280.5 280.5 280.0 280.0 279.5 279.5 279.0 -20 -15 -10 -5 0 5 10 15 -25 -20 -15 -10 -5 0 5 10 15 Station (It) Station (It) Drozd Subdivision Drozd Subdivision Riv Sta = 588 .824* Drozd Drainage Riv Sta a 567.34 282.0 ~ 281 .0 [!] WS1 --G<Ol.nd 281 .5 • Bonk Sia 280.5 Sia 261 .0 280.0 280.5 279.5 g g c 280.0 c 0 0 . ., .,, ~ j 279.0 w w 279.5 278.5 279.0 278.5 278 .0 276.0 277.5 -20 -15 -10 -5 0 5 10 15 -1 5 -10 -5 0 5 10 15 Station (It) Station (It) Drozd Su bdivision Drozd Subdivision Upstream Inside Riv Sta "' 531 .55 Downstream Inside Riv Sta• 531.55 261 .0 __..,,.._ 261 ~ WSI -Grow1d • 260.5 Bo'* Sia Sia 260 260.0 279 279.5 g g c !5 276 0 . ., "' j 279.0 j w w 277 276.5 276.0 276 277.5 275 ·15 .10 ..s 0 5 10 15 ·15 ·10 .5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 495 .76 Riv Sta = 476.59* 261 __..,._ 261 ~ WS1 -G<C>Wld • Bo'* Sia Sia 260 260 279 279 g g c 276 c 0 ~ ~ z w w 276 277 277 276 275 -;--,..,-.,...,,...,..,...,,...,,...,-,..,....,.,...,....,.,...,....,..,...,....,..,...,..,..,...,...,..,..., 276-t--rr,-,-,,,....,.,....,..,....,.,...rT..,,...,r-r.,...rr.-r.-rr-ri -15 -10 .5 0 5 10 15 -15 -10 0 5 10 15 Station (ft) Station (ft) Drozd Subd ivision Drozd Subdivision Drozd Drain age Riv Sta• 457.42 Riv Sta • 435 .950• 260.0 ~ 260 ~ WS1 --GrO<llld • 279.5 Bo1*Sla Sia 279 279.0 278 278.5 g g !5 " "' j ~ 278.0 iii 277 277.5 276 277.0 276.5 275 ·15 -10 .5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Droz d Subdivision D rozd Su bdivision Drozd D raina ge Riv Sta= 414.48 Up stream In sid e Riv Sta= 382.64 260 ~ 260 ~ WS1 Ground • Bank Sia Sia 279 279 278 278 g g " " 0 0 ., . ., j j UJ 277 UJ 277 276 276 275-h~~~~~~~ ...... ~~~~~~~~~~ 275+,""T"'rr-rrrrrr,,-....,...,......,rr-rr-rrrr,,-,,-....,,.,......, -15 -10 -5 0 5 10 15 20 -15 ·10 -5 0 5 10 15 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Downstream Ins ide R iv Sta = 382.64 Drozd D rain age R iv Sta • 350.08 278.5 ___,,._ 278.5 ~ wst Gr""'1d • 278.0 278.0 Bank St• Sb 277.5 277.5 277.0 277.0 g g ~ 276.5 ~ 276.5 .,, .,, j j w w 276.0 276.0 275.5 275 .5 275.0 275.0 274 .5 274 .5 -20 -15 -10 -5 0 5 10 15 -20 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Droz d Subd ivision Droz d Drainag e Riv Sta = 302 .59 R iv Sta .. 275.594* 277.0 -v---276.5 ~ WS t -Gr""'1d • Bank Sta Sb 276.5 278.0 276.0 275.5 g g c c ,g 0 .,, ~ j w 275.5 w 275.0 275.0 274 .5 27 4.5 +-rrrr-rT-.-.rrrrrr-rT-.-.rrrrTT-.-.rrrrrr-rT-.-.rr-> 274 .0+-~~,-.,......-,,-.,....,-,-r..,-,rr..,..,rr..,..,rr~~~~.--r..,-, -20 -15 -1 0 -5 0 5 10 15 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 248 .60 276.0 --• Bot* Sta 275.5 275.0 g c: 0 .,, ~ iii 274.5 274.0 273.5+-~-..-.--..-.--,-,.--r-,-,......-.,.-,.....,.-.,...,~.,...,-,-~-,-r-.-~ -15 -10 0 5 10 15 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta "' 205 .51 ~ Sta 275.5 275.0 274 .5 g c: 274.0 0 ., j w 273.5 273.0 272.5 +-,..--,-,.--.-~-.---,.-.--,--,..--,-,.---,-.....,.--,----, -15 -1 0 -5 0 5 10 15 20 25 Station (ft) g c: 0 ., j w g c: i w 276.0 275.5 275.0 274.5 274 .0 273.5 Drozd Subdivision Riv Sta= 227 .055" 273 .0+~,.,.~~-r-~..-r-.-.-r-rr~..-r~~rr~~~~ -15 -10 -5 0 5 10 15 20 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta • 178 .83 275.0 274 .5 274 .0 273.5 273.0 272.5 272.0 271 .5 +-.-r-~..-r-.-.~rr~..-r~~rr..-r~~rr~..-r-.-.~ -15 -1 0 0 5 10 15 20 Station (ft) Drozd Subdivision Drozd Subdivision Upstream Inside Riv Sta,. 149.44 Downstream Inside Riv Sta • 149.44 275 275 --~ WS1 -Ground • 274 274 Bar* St• Sia 273 273 272 272 g g c 271 c 271 ,g 0 .,, j j w w 270 270 269 269 268 268 267 267 -15 -10 -5 0 5 10 15 20 -40 -30 -20 -10 0 10 20 Station (It) Station (It) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta = 119.44 Riv Sta= 91.7749* 275 275 ~ 274 274 Sia 273 273 272 272 g g c 271 c 271 i 0 j w w 270 270 269 269 268 268 267 267 -40 -30 -20 -10 0 10 20 -50 -40 -30 -20 -10 0 10 20 30 Station (It) Station (It) Drozd Subdivision Drozd Drainage Riv Sta = 64 .11 276 275 274 273 g 15 272 "' j w 271 270 269 268 .ao -60 -40 ·2<l.. 0 20 Station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 000 276 275 274 273 2n g c .g z 271 iii 270 269 268 267 -20 -10 0 10 20 30 Station (ft) ~ WS1 --Gr.....t • B>nk St• 40 ~ WS1 --Gr.....t • B>nk St& 40 276 275 274 273 272 g c 0 "' j 271 w 270 269 268 -40 -30 -20 Drozd Subdivision Riv Sta = 32 .055" -1 0 0 10 Station (ft) 20 30 285 280 g c: 275 0 +:l ro > Q) w 270 Drozd Subdivision drainage 0 100 200 300 400 500 600 700 800 Main Channel Distance (ft) --'V-- WS 1 • Invert HEC-RAS Plan: Plan 1 O Reach: drainage 0.000537 18.24 18.nl ----22.531 283.06 0.000032 29.43 20.181 --Culvert I ~#@@# 28.59 280.06 281.07 281.07 281.33 0.003745 4.09 7.00 13.871 1.01 @~%/{ 28.59 279.62 281.00 281.08 0.006913 2.39 11.97 17.40 0.51 fi\*~w.:rrm:::: 35.60 279.18 280.00 280.96 0.003842 2.06 17.28 20.13 0.39 ~~;iij~ftM 35.60 278.47 280.89 280.92 0.000898 1.28 27.98 22.115 0.20 IM1..i~t=:=mn:= 42.00 277.77 280.88 279.24 280.00 0.000443 1.10 38.55 23.07 0.25 --~~;~ammr Culvert 1#.~;8.W+==it 47.15 275.73 278.83 278.88 0.001371 1.77 26.64 17.17 0.25 1~wiijn:rnrnm:; 47.15 276.15 278.80 278.85 0.001003 1.00 24.78 18.73 0.29 ~M'Mt:rm 49.91 276.57 278.73 278.80 0.002987 2.23 22.58 20.38 0.36 B~M~~i.9iiiV 49.91 275.79 278.73 278.76 0.000746 1.38 36.62 23.63 0.19 @WMittrnm== 53.00 --275.01 278.73 276.65 278.75 0.000300 1.03 52.34 26.33 0.41 l@.t@nmnr Culvert ~H1w=rnmt 57.31 274.73 276.92 277.01 0.003846 2.41 23.73 21.67 0.41 ®t~tWMb 60.50 274.94 276.35 276.63 0.020962 4.23 14.30 20.29 0.89 !#~~hi+ 60.50 274.40 275.96 276.16 O.Q13222 3.59 16.63 21.58 0.72 ~i.lllxrn:=n 64.11 273.86 275.28 275.28 275.64 0.027327 4.84 13.24 18.69 1.01 ~t;~~f:Ht 64.11 273.32 275.06 275.17 0.006403 2.75 23.33 25.69 0.51 ®.~;~folf?f 67.00 272.78 275.06 275.10 0.001185 1.54 43.67 33.09 0.23 ift'.i!!llIPf 146.00 271.60 275.00 273.31 275.07 0.001069 2.16 69.50 31.27 0.22 g~;t,Q#\M Culvert h~:~==>=tr: 177.88 267.43 272.11 272.18 0.000877 2.09 93.64 43.09 0.22 ~wt~Mtrr 177.88 267.83 272.11 272.15 0.000558 1.67 121.63 58.66 0.18 w;rnnm=tt 207.58 268.24 272.10 272.13 0.000458 1.52 156.88 73.97 0.16 ij\~fff?t 207.58 267.88 272.09 272.12 0.000378 1.43 150.11 54.06 0.15 ®li:H'?f?W' 242.00 267.53 272.00 269.77 272.09 0.001200 2.44 99.17 33.92 0.25 HEC-RAS Plan: Plan 10 Reach: drainage mvu;~rn; itt#iljg~ivm tw®i:i®.i\ rnt.~tAM.a:J :~t~M :m)~=:w.=:m~1: rnn\l:t.iirn:I ::g•~foimit &A'm®.!1M :rr.9.WrnmT :imM!MMMi M!!!lwNMt :@!i!!'.mt•@:i:•r :r•mi!{ff}ii!!!Hm 11rr::am;111;m;:: n::iM!tM!:rnn: •@'U~(~t!Mk= rnmt.M.~BlM !!!!!MM.m.@l MlMM#@: ti:.tMiMl@ 283.09 283.05 o.o3 0.02 0.01 16.00 14.93 t.iltJJ.ijMfil 283.06 283.05 0.01 o.oo o.oo 15.89 0.11 18.12 dt~nmmm 283.06 283.05 0.01 o.oo o.oo 22.37 0.16 20.18 !f.ti.M@fa@ Culvert ff.f.~f:Uf@j=;1 281.33 281.07 0.26 0.12 0.05 28.59 13.87 ~~Jtt!MlM 281.08 281.00 0.09 0.12 0.01 28.59 17.40 im~1Jt.mmm:i 280.96 280.90 0.07 0.03 0.01 35.60 20.13 Mi~ttitli@I 280.92 280.89 0.03 0.01 0.00 35.57 0.03 22.95 ~t.l.U@:m::;1 280.00 280.88 0.02 0.00 0.00 41.77 0.23 23.07 f4.¥~iiiMM1 Culvert lii.11.!i.)l@ll') 278.88 278.83 0.05 0.03 0.00 47.15 17.17 --liriJ.J.fWIIh 218.85 278.80 0.06 0.05 0.00 47.15 18.73 --!Mt.itf@M'1 218.80 278.73 0.08 0.03 0.01 49.75 0.16 20.36 --278.73 0.03 0.01 1~'-"*'ili:fl . 278.76 49.45 --0.00 0.46 23.83 278.73 0.02 0.00 ~M#.i&@:mi 218.15 52.30 --0.00 0.70 26.33 !!%.fiiN@iiJ Culvert --®.t.~mmm;;:n 277.01 276.92 0.09 0.36 0.02 57.31 21.67 --;mz~[:=:::n:::: 276.63 276.35 0.28 0.44 0.02 60.50 20.29 --it~~~M:M/t1 276.16 275.96 0.20 0.51 0.02 60.50 21.58 iD.\n@lII 275.64 275.28 0.36 0.25 --0.07 64.11 18.69 ~~t.~~J.!:ttiiil 275.17 275.06 0.12 0.05 --0.02 64.11 25.69 --!9.~¥:!F\fl•l 275.10 275.06 0.04 0.03 0.00 66.95 0.05 33.09 --1?ml.~ffMf 275.07 275.00 0.07 0.00 0.00 143.86 2.14 31.27 --j!~~Y.tHib Culvert --U!~tt::m 272.18 272.11 0.06 0.02 0.01 25.11 152.77 43.09 ~jmf~QMIU 272.15 272.11 0.04 0.01 0.00 53.83 124.05 58.66 MHit:i:•rnim 272.13 272.10 0.03 0.01 0.00 94.57 113.01 73.97 i1iHif:tfff 272.12 272.09 0.03 0.02 0.01 81.61 125.97 54.06 oo&rmn:rn::o 272.09 272.00 0.09 0.00 0.00 242.00 33.92 Drozd Subdivision Drozd Drainage Riv Sta = 7 41 .98 285 g 5 284 "' j w 283 282 -25 -20 -15 -10 -5 0 5 10 Station (ft) Drozd Subd ivisi on Drozd Drainage Riv Sta = 698 .13 284 g c 283 0 "' i ijj 282 -25 -20 -15 -10 -5 0 5 10 Station (ft) ~ WS1 --Ground • Bank Sta g c 0 "' i ijj 15 g c 0 "' z ijj 15 286 285 284 283 282 Drozd Subdivision Riv Sta • 720 .055* -25 -20 -15 -1 0 -5 0 Station (ft) Drozd Subdivision 5 Upstream Inside Riv Sta= 677 .85 284 283 282 -25 -20 -15 -10 -5 0 5 Station (ft) 10 15 10 15 282.5 282.0 281 .5 e: c 0 ., ~ 281 .0 280.5 280.0 -15 282.5 282.0 281 .5 g c 281 .0 0 "' j w 280.5 280.0 279.5 -20 Drozd Subdivision Downstream Inside Riv Sta= 677.85 ·10 -5 0 5 10 Station (ft) Drozd Subdivision Riv Sta= 633 .874' ·15 ·10 -5 0 5 10 Station (ft) 15 15 ~ WS1 -Ground • Bat* Sta ---<r- WS1 -G<ound • Bank Sta Drozd Subdivision Drozd Drainage Riv Sta • 657.44 262.0 g c 281 .0 ,g ~ 280.5 280.0 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subdivisi on Drozd Drainage Riv Sta• 610 .31 283 .0 ~ 282.5 Sta 282.0 281 .5 g c 281 .0 0 .. i iii 280.5 280.0 279.5 279.0 ·25 -20 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Subdivision Riv Sta = 588 .824* Drozd Drainage Riv Sta • 567.34 282.0 ---281 .0 ~ WS1 ---G<OU>d 281 .5 • lla<*Sta 280.5 .. 281 .0 280.0 280.5 279.5 g g c 280.0 c 0 0 .,, ., ~ z 279.0 Ui 279.5 278.5 279.0 278.5 278 .0 278.0 277.5 -20 -15 -10 .5 0 5 10 15 -15 -10 -5 0 5 10 15 station (ft) station (ft) Drozd Subdivision Drozd Subdivision Upstream Inside Riv Sta= 531 .5 5 Downstream Inside Riv Sta • 531 .55 281 .0 ---281 ~ WS1 ---G<OU>d • 280.5 Bank Sta Sta 280 280.0 279 279.5 g g !5 !5 278 .,, .,, ~ 279.0 ~ Ui 277 278.5 276 276.0 277.5 275 -15 -10 .5 a 5 10 15 -15 -10 .5 0 5 10 15 station (ft) station (ft) Drozd Subdivision Drozd Drainage Riv Sta= 495 .76 281 ___,.,__ WSI -GrOl.nd • Bink S11 279 g c 278 .g j w 277 276 275 -15 ·10 .5 0 5 10 15 Station (ft) Drozd Subdivision Drozd Dra ina ge Riv Sta= 457.42 280.0 --v-- WSI -Gr....S • 279.5 BaNc Sta 279.0 278.5 g !i "' j 278 .0 w 277.5 277.0 276.5 -15 -10 .5 0 5 10 15 Station (ft) 281 280 279 g c 0 "' j w 278 277 276 -15 -10 280 279 278 g c 0 .,, j w 277 276 275 -15 -1 0 Drozd Subdivision Riv sta • 476 .59· ..s 0 5 Station (ft) Drozd Subdivis ion Riv Sta= 435 .950· .5 0 5 Station (ft) 10 15 ~ Sia 10 15 Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta= 414.48 Upstream Inside Riv Sta • 382 .64 ___...,.__ 280 WS1 -Ground • Ila<* Sla 279 276 276 g g c c 0 0 ,, ,, j j w 277 w 277 276 275 275-h~~~~~~~ ...... ~~~~~~~~~~~ -15 -10 -5 0 5 10 15 20 -15 -10 -5 0 5 10 15 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Downstream Inside Riv Sta = 382 .64 Drozd Dra inage Riv Sta = 350 .08 278.5 278.0 277.5 277.0 277.0 g g c 276.5 .g t w c 276.5 0 .,, t w 276.0 276.0 275.5 275.0 274.5 -20 -15 -10 -5 0 5 10 15 -20 -15 -10 -5 0 5 10 15 Station (ft) Station (ft) Drozd Subdivision Drozd Drainage Riv Sta = 302 .59 2n.o 276.5 276.0 g c 0 ·;. ~ 275.5 275.0 274 .5+.-.-.,.-,.-.,.......,.,~.-.-.,.-,.-.,.......,.,-,-r-rr-r-r-<~.-.-.,.-,.-TT...,.,~ -20 -15 -10 -5 0 5 10 15 Station (ft) Drozd Subd ivision Drozd Drainage Riv Sta= 248.60 276.0 275.5 275.0 g c 0 ., ~ 274 .5 274 .0 273.5 +,..,.....,....,,..,.....,....,,..,...,.,-,-,..,-,-,..,-,-,..-,-,..-,-,..,....,-,..,....,..., -15 -10 0 5 10 15 Station (ft) -<cr- WSI -• Bat* St1 ---• Bar* Sta g c i UJ g c 'i iiJ 276.5 276.0 275.5 275.0 274 .5 Drozd Subdivision Riv Sta"' 275.594* 27 4.0+r-r..,-.-,..-,-...,-rr..,-.-r-r...,,rr,..-,-...,-r-r..,-,-r-r...,, -15 -10 276 .0 275 .5 275.0 274 .5 274 .0 273.5 -5 0 5 Station (ft) Drozd Subdivision Riv Sta = 227.055* 10 15 273 .0 +.-.-r-r"T"T-r->~T""rTT-r-<..,-,.-.-r-rTT-r-<-r-.-.-r-r"T"T-r1...,.., -15 -10 -5 0 5 10 15 20 Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta • 205 .51 Drozd Drainage Riv Sta• 178.83 275.5 275.0 275.0 ~ ~ WS1 -Gt-• Bar« Sia 274 .5 a. 274 .0 274 .5 273.5 g g c 274 .0 j w c 0 "' j 273.0 w 273.5 272.5 273.0 272.0 272.5-l-~~-~-~~-~~~~~-~-~~~ 271 .5 -15 -10 -5 0 5 10 15 20 25 -15 -10 -5 0 5 10 15 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Upstream Inside Riv Sta= 149.44 Downstream Inside Riv Sta= 149.44 274 275 275 ~ 274 Sia 273 273 272 272 g g c 271 0 .,, ~ w c 271 0 . ., ~ w 270 270 269 268 -15 ·10 -5 0 5 10 15 20 -40 -30 -20 -10 0 10 20 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage R iv Sta c 119.44 Riv Sta c 91 .7749• 275 275 ~ 274 274 Sia 273 273 272 272 g g c 271 0 c 271 0 ., ., i j iii w 270 270 269 269 268 268 267 267 -40 -30 -20 -1 0 0 10 20 -SO -40 -30 -20 -1 0 0 10 20 30 Station (ft) Station (ft) Drozd Subdivision Drozd Subdivision Drozd Drainage Riv Sta = 64 .11 Riv Sta "' 32 .oss· 276 __,,,.___ 276 ~ WS1 -G<ol.nd 275 • 275 Bank St• Sia 274 274 273 273 g g 272 c 272 c 0 ~ ., i j 271 iii w 271 270 270 269 269 268 268 267 -80 -80 -40 -20 0 20 40 -40 -30 -20 -10 0 10 20 30 Station (ft) Station (ft) Drozd Subd ivision Drozd Dra inage Riv Sta = 000 276 ~ WS1 --G<ound 275 • a... Sb 274 273 272 g c 0 "' j 271 w 270 269 266 267 ·20 ·10 0 10 20 30 40 Station {ft) PUBLIC IMPROVEMENTS 12" PVC Waterline pipe Drozd Subdivision Probable Cost Estimate Public Improvements 3 Standard Fire Hydrant Assembly EA 4 Reve etation in Row LS 5 Standard 4' Sanita Sewer Manhole in lace EA 6 24" RCP LF 7 Precast Safte End Treatment EA Double Precast Safte End Treatment EA SY LS SY SY 1 1 1 33 1 1 ESTIMATED CONSTRUCTION COST Contingency (15%) TOTAL CONSTRUCTION COST NOTES CONCERNING OPINIONS OF PROBABLE CONSTRUCTION COST $3,000.00 $11,440.00 $3,000.00 $200.00 $2,500.00 $1,485.00 $2,000.00 $2,500.00 $476.00 6,500.00 720.00 $55,881.00 $8,382.15 $64,263.15 Urban Design Group's (UDG) opinions of probable construction cost provided for herein are made on the basis of our experience and qualifications and represent our best judgment as an experienced and qualified professional engineering firm generally familiar with the construction industry and applicable development regulations. However, since UDG has not obtained approval from the appropriate jurisdiction and UDG has no control over the cost of labor, materials, equipment or services furnished by others, or over the Contractor's methods of determining prices, or over competitive bidding or market conditions, UDG cannot and does not guarantee that proposals, bids or actual construction cost will not vary from opinions of probable construction cost prepared by UDG. 1of1 FOR OFFICE USE ONLY CASE NO.: __ _ DATE SUBMITTED : SITE PLAN APPLICATION "" MINIMUM SUBMITIAL REQUIREMENTS 'v Site plan application completed in full. ~_$100 .00 Application Fee. l $100 .00 Development Permit Application Fee. ~$300.00 Public Infrastructure Inspection Fee ifapplicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) _ Ten ( l 0) folded copies of site plan. "I A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. APPLICATION DATA NAME OF PROJECT Drozd Subdivision Revisions ADDRESS _____________________ ~ LEGAL DESCRIPTION APPLICANT (Primary Contact for the Project): Name_ Victor Drozd Street Address 2702 Wildflower Dr. Suite A City_Bryan State Texas Zip Code _77802-3037 E-Mail Address _NIA _ Phone Number _( 409) 774-1257_ Fax Number _( 409) 776-9688 __ _ PROPERTY OWNER'S INFORMATION: --- State Zip Code ------E-Mail Address------------ Phone Number _____________ Fax Number _____________ _ ARCHITECT OR ENGINEER'S INFORMATION: Name __ Urban Design Group Street Address _909 Southwest Parkway East, Suite E City_ College Station State Tx Zip Code __ 77840 E-Mail Address __ udgcs@txcyber.com __ Phone Number (409) 696-9653 __ Fax Number _(409) 696-9752 _______ _ OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc): Name ----------------------------------- StreetAddress __________________ City ___________ _ State Zip Code ------E-Mail Address _____ ~------ Phone Number Fax Number SITE PLAN APPLICATION SITEAPP.DOC 3/25/99 -------------- I of2 CURRENT ZONING ______ _ PRESENT USE OF PROPERTY Vacant PROPOSED USE OF PROPERT Y Business Park V ARIANCE(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED _85 __ _ [J MULTI-FAMILY RESIDENTIAL Total acreage __ Floodplain Acreage __ Housing Units ___ _ # of l Bedroom Units # of2 Bedroom Units # of3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ #Bedrooms ~ 132 sq.ft . __ # Bedrooms < 132 sq .ft . #OF PARKING SPACES PROVIDED ___ 86 ___ _ [J COMMERCIAL Total Acreage __ 2.4 8' __ _ Building Square Feet _24,988 __ Floodplain Acreage __ o __ _ lication and certifies that the facts stated herein and exhibits attached hereto are true and Signature ofawller, Agent or Applicant SITE PLAN APPLICATlON SITE.APP .DOC 3f1.5/99 Date 2 of2 rl CL E: a.. \J) IS) ...... tSl ffi .,.... ...... (\J 0 lJ 0 co co \D (J'I \J) f'o-f'o-(J'I CiJ "'" ...... 0 z x a: LL ~ 0 I Q (\J .. E: 0 ll:'. LL I~ Hf 1'i ~) t~r. I ii · I--~l J ~l Ii: I :' 1·~~ in h t?l I ~1: li ff -· -· _. ~-.-. 1 • t , > l!i 0 1:1~ q .. 1 .... 11·~ ,. ti ti .. ~ .. l !1 -Ji t1 . " ' "!JI h a.I gi f l f1 !! I ~ ~t t ~ f., f f f 1r> f If I~ f 'I'" f ;,. "nz~ .. ' · t,. ls It.. If ,.. l llJf l nf 11 r t -t.l .. ' 11.J 'l • r t~i' I I~ ~ ! fu il i ;!{t f f 1 ~Jr f tr sr f !ti ... f I t~t 1' 1.s rfl ii I r f U ~ 'i· :: I i 1:111 11 i r 1 e:. .ii~ ~ r i I 11f ~al !I ii -ii I t 1~ r~ '' 111 1! ii! ri Ii .it i ! ti~ f~ I; tit I f I'~ 1• gl t I . 8 ~~ c l~ 1 ' l I .... 1 e I ~ If jll a. I f I \. '; .~ c .. ' :•. •n1 S ~ 0 -u D '· u ti ·~ : 1 .. t1 ell .. g, .. ~ :; ~ ct-t>'d -· ... "'d .. g I ~ .. ~ 0 ~ CJ ~. lij !! ~ Bf z ~ " ~I ~ : E.1 ts E ~ {IS~ 'p.i fl .... 1 0 "'d 0 ·c: r 3: ~ ~ ~ I ~ ~ ~ i ~ g ~ I ~ ~ ~ . . =I ~ I ~ ~ ~ • l> 9 ~ 0 0 "' N ~· \