The URL can be used to link to this page

Browse Search

Home My WebLink About20031108.tiff • • • Off • r • • r CHANGE OF ZONE • STORMWATER DRAINAGE REPORT • • • FOR i • • PROJECT LIFEBRIDGE P.U.D. • WELD COUNTY, COLORADO :11 e • • Prepared by: • • ROCKY MOUNTAIN CONSULTANTS, INC. 1900 South Sunset Street, Suite 1-F Longmont, Colorado 80501 v • r RMC Job No. 80-4270.001.00 r SIP September 2002 • ROCKY MOUNTAIN CONSULTANTS, INC. A TETRA TECH COMPANY 2003-1108 • ROCKY MOUNTAIN CONSULTANTS, INC. :n c A TETRA TECH COMPANY 1900 S.Sunset Street,Suite 1-F Longmont,CO 80501 .., (303)772-5282 FAX(303)665-6959 a' a' September 23, 2002 Mr. Drew Sheltinga Weld County Department of Public Works Greeley, Colorado Longmont, CO 80501 Re: Change of Zone Stormwater Drainage Report For Project LifeBridge P.U.D. Dear Mr. Sheltinga: We are pleased to offer for your review the attached change of zone stormwater drainage report for the Project LifeBridge P.U.D. If there are any questions or comments, or if you would like additional information concerning this report, please feel free to contact me. Sincerely, ROCKY MOUNTAIN CONSULTANTS, INC. a Todd J. Borger, P.E. Project Manager H:\4270_001\Eng\Drainage\Change of Zone\Proj LifeBridge PUD Change of Zone Drainage Report.doc a a a — CIVIL AND ENVIRONMENTAL ENGINEERING • PLANNING www.rmcco.com ^ qnc ENGINEER'S CERTIFICATION I hereby certify that this report entitled Change of Zone Stormwater Drainage Report For Project LifeBridge P.U.D. was prepared by me in accordance with the provisions of the Weld County Development Code. elOD .l.r`, % Q • Tod Urge32993 :. Regis fessi ' N'ineer State of` �� 93 Project LifeBridge P.U.D. Change of Zone Stormwater Drainage Report General Location and Description The proposed PUD (hereafter referred to as the site) is to be located in part of Section 5, Township 2 North, Range 68 West in Weld County, Colorado. The site is located north of State Highway 119, south of Weld County Road 26, and southeast of Union Reservoir. Weld County Road 3'/s is located on the west boundary of the south part of the site and bisects the north part of the site. The site consists of approximately 315 acres of which approximately 229 acres will be developed and approximately 86 acres will be open space, roads, and easements. The area to be developed is a located within an agricultural area with encroaching residential, commercial, and light industrial development. Much of the land bordering the site is irrigated cropland; however neighboring properties off of State Highway 119 have been developed. These developments include the Meadow Vale Farms residential development immediately east of the site, the Longview residential _ development west of the site, and the Vista Ridge commercial/industrial development on the south side of the site on the other side of State Highway 119. The site itself is irregularly shaped. Railroad tracks and the Oligarchy Ditch cross the north part of the site. The site is currently irrigated crop a land with wheat, corn, and sugar beets. The topography at the site is gently rolling typical of the eastern Colorado plains. A gentle, southwest trending ridge is present in the northwest part of the site. Most of the site ground surface slopes gently to the south and southeast away from the ridge at grades ranging from approximately 0.7 to 3 percent. Northwest of the ridge, topography slopes to the northwest (towards Union Reservoir) at slopes of approximately two to four percent. Based on the Preliminary Engineering Geologic Reconnaissance report, the on-site soils were categorized as Class C soils according to the Soil Conservation Service (SCS)descriptions. a The design intent of Project LifeBridge is to create a multi-use neighborhood that will provide worship, residential, neighborhood commercial, recreational, and educational within a 315± acre site. The site will be divided into three primary activity centers, including: a Senior Community, the Church Campus and Church-related uses, and a Single-Family Residential Development. The Church Campus is situated at the heart of the development. This portion of the development will include: a chapel, an amphitheater, prayer garden, an auditorium for worship and events, youth and adult educational facilities, and a recreation center. It is anticipated that the Church Campus will a develop over a 20 to 50 year time span. The Senior Community will include a variety of housing — options geared for a variety of senior lifestyles including: patio homes, townhouses, row houses, and _ duplexes for the empty nester or active adult. As medical care required increases, there will be an assisted living village with apartment units to nursing home and Alzheimer's care unit facilities. The Senior Community will also include a community and neighborhood centers. This area will include service retail, medical offices, gathering space, postal facilities and small restaurant pad space. The neighborhood center's location close to State Highway 119 affords the best access and visibility for the development. In addition, there will be a mixed-use component of the development, which a includes service retail, medical offices, and residential uses. The Single-Family residential 1 development will likely be high-end homes built by local builders. These lots will take advantage of the scenic views of Union Reservoir and Longs Peak. The development incorporates many recreational opportunities within most areas of the site. Playing fields, walking/running trails, bike paths, fitness/recreation facilities, a swimming pool, tennis courts, and many passive recreational areas will all be incorporated into the design. A green way trail runs through the site connecting areas to the east and west of the development. Providing these amenities close to home or work allows a greater number of people the opportunity to use them. Tree-lined streets and architectural guidelines applicable throughout the development will tie the entire site together enhancing the aesthetic character of the neighborhood. ,. The Church Campus is a twenty to fifty-year master plan for the LifeBridge Christian Church (LBCC). The master plan includes approximately 2 million square feet of building space. LBCC is " developing partnerships with other parties that may be interested in sharing this space. These opportunities include but are not limited to a recreation center and community college. The Single Family Residential and the residential portion of the Senior Community will probably be fully developed in approximately seven to ten years. Drainage Basins and Sub-Basins a A check of the Flood Insurance Rate Map (FIRM) as published by the Federal Emergency Management Agency(FEMA) shows the entire site to be within Zone C (Area of Minimal Flooding — this zone indicates the lowest possible flood risk on the FEMA scale). As previously described, the site sits more or less at the top of a hill and for all practical purposes is not impacted by any off- - site stormwater drainage, with one possible exception described as follows: We have looked into the City of Longmont's concerns regarding "...a large drainage flow of _ approximately 1,300 cfs (cubic feet per second) flowing east towards the St. Vrain River along the North side of SH 119. Since CDOT only sized the Spring Gulch No. 2 box culvert for a 50 year " storm, the excess flows during the 100-year storm back up and then flow east to the St. Vrain River." Preliminary analysis of the existing 1,300 cfs indicates that this stormwater runoff likely overtops SH 119 somewhere between Fairview St. and CR 3-1/2. The right-of-way appears to be the regional low-point between Fairview and the East side of the Meadowvale Subdivision. As a result, once SH 119 has been overtopped, the flow appears likely to travel down primarily over the entire highway right-of-way, inundating a portion of the properties both north and south of the r.o.w. in this area. Additional detailed study would be required to determine specific flood flow information. In our _ discussions with the City of Longmont Drainage Engineer, David Hollingsworth, we learned the City has long term plans (five years or longer) to install a second box culvert under SH 119 to eliminate all flow along the North side of SH 119. The Church intends to accommodate this problem by either (1) phasing their project so as not to construct in the area inundated by this flow, or, (2) designing proper drainage facilities to contain the flow should they wish to develop this area prior to the installation of the second box culvert. The Oligarchy Ditch is more of a "branch" of the main Oligarchy Ditch running through Longmont and is actually named the Oligarchy Extension. The entire site north of this ditch has historically drained stormwater into the ditch. In discussions with Oligarchy Ditch Company, the Company 2 stated that it would be acceptable to release stormwater from the developed site into the ditch as long as the developed flow rates did not exceed historical flow rates. It is planned to route the stormwater drainage in this fashion. The irrigation ditch should actually see significantly less flow in the developed condition as the 100-year developed flow will be detained and released at the 5-year historical flow rate (per Section 24-7-130.D.2 of the Weld County Design Standards for Subdivisions). The remainder of the site south of the Oligarchy Extension historically drains to the southeast corner of the property into the roadside ditch along the north side of SH 119 and then to St. Vrain River. Development in this area will contain two stormwater detention ponds, one contained within the proposed neighborhood park and the other at the southeast corner of the property. Drainage Facility Design Please refer to the Drainage Plan contained in the back pocket of this report for discussion presented in this section. In general, developed runoff will be directed through the site via surface flow, channels, or pipe into detention ponds and then released at historical low points. All proposed stormwater improvements with respect to alignment, material and structure will be designed using commonly accepted drainage criteria, including but not limited to, the Urban Stormwater Drainage ., District Manual. During future drainage design, the capacity and limitations of using the Oligarchy Extension for drainage purposes will be thoroughly investigated. Known items to investigate include two pipe culverts under the railroad and County Road 3 1/2, and a section of the ditch that was piped along the south side of County Road 26 beginning just east of this site and running further to the east. Proposed drainage patterns will be modified as required by any discovered limitations. Drainage Basin A consists of proposed single-family residential development. All runoff will be directed to the southwest corner of the basin into a detention pond and then released to the Oligarchy Extension. Preliminary calculations indicate a required detention pond volume of 7.1 ac-ft for a 5-yr historic release rate of 32.0 cfs. A preliminary pond design for this basin is presented on the a drainage plan. _ Drainage Basin B consists of the Church Chapel Campus and was modeled like a school campus. All runoff will be directed towards the far east portion of this basin into a detention pond, piped under the railroad, and finally directed towards the Oligarchy Extension. Preliminary calculations indicate a required detention pond volume of 5.8 ac-ft for a 5-yr historic release rate of 24.0 cfs. A preliminary pond design for this basin is presented on the drainage plan. Drainage Basin C consists of the Church Campus and was modeled like a school campus. All runoff will be directed towards the far east portion of this basin into a detention pond and then released to ^ the Oligarchy Extension. Preliminary calculations indicate a required detention pond volume of 8.4 ac-ft for a 5-yr historic release rate of 34.0 cfs. A preliminary pond design for this basin is presented on the drainage plan. Drainage Basin D consists partly of Church Campus, neighborhood park and multi-family residential development. All runoff will be directed towards the southeast portion of this basin into a detention pond within the park and then released to a channel through Basin E to then routed through the 3 a detention pond at the southeast corner of the site. Preliminary calculations indicate a required detention pond volume of 6.2 ac-fl for a 5-yr historic release rate of 28.0 cfs. A preliminary pond design for this basin is presented on the drainage plan. Drainage Basin E consists partly of Church Campus, neighborhood park, single- and multi-family residential development, and some commerciaUretail development. All runoff will be directed towards the southeast portion of this basin into a detention pond and then released to the roadside ditch along the north side of SH 119 and then to St. Vrain River. Preliminary calculations indicate a required detention pond volume of 15.6 ac-ft for a 5-yr historic release rate of 27.0 cfs. A preliminary pond design for this basin is presented on the drainage plan. Drainage Basin F will consist primarily of open space and some roads. Developed runoff from Basin F will be released undetained to a swale through the adjacent Meadow Vale development. Discussions with the drainage engineer for the Meadow Vale development indicated that Meadow Vale was designed to accommodate historic runoff from adjacent properties. Developed runoff flow rates will be kept under historical rates and will very likely be less than historical. Preliminary calculations indicate that the 100-yr historical runoff is 12 cfs and the 100-yr developed runoff will be 11 cfs. Drainage Basin G will consist primarily of open space and some roads. Developed runoff from Basin G will be released undetained to the roadside ditch along County Road 26. Developed runoff flow rates will be kept under historical rates and will very likely be less than historical. Preliminary calculations indicate that the 100-yr historical runoff is 10 cfs and the 100-yr developed runoff will be 10 cfs. Runoff quantities and detention volumes were determined using the Colorado Urban Hydrograph Procedure (CUHP) and Urban Drainage District Stormwater Management Model (UD-SWMM). Summary Printouts are included in the Appendix of this report and include historical runoff for the 5-yr and 100-yr event, preliminary developed runoff for the 100-yr event, and preliminary detention — volume sizing for the ponds located in Basins A, B, C, D and E. All proposed detention facilities will probably serve secondary purposes that may include a recreational activities,parking facilities, landscaped ponds/water features or raw-water storage ponds for on-site irrigation. Part of each detention facility may also include a wetlands component to filter stormwater as it enters the pond and hence improve the stormwater quality before it leaves the site. a. Pedestrian and bike trails may be placed within or along drainage channels and detention ponds and will also provide maintenance access to these facilities. a Conclusion a The site lends itself well to the proposed development with respect to storm water management and site drainage. This is due to the virtually non-existent off-site flows, good fall across much of the site, and the many possibilities for directing and detaining the on-site flows. The present placement of open space provides flexibility to pursue different drainage solutions in order to better handle existing constraints or blend with the proposed site character. All of these pluses indicate that the proposed drainage facilities should be able to provide for the public safety while being pleasing to the eye. 4 Pa AO., ^ r. ;MCA TETRA TECH COMPANY ^ wit ,.. I yr,., yy�, 10,, i �,� try fia- Nei Q0 4>s Appendix ;-" 4 ^ ier Maps and Calculations r. Vicinity Map ^ '' '%" Historic 5-year Runoff ram., Historic 100-year Runoff Ai- Developed 100-year Runoff A„ Basin A Detention Pond Basin B Detention Pond ^ B i` DI DC DetentionDetention PonPond d Basin E Detention Pond r. ^ ^ i%iy/ OW :: ti V t / ii T 0" p. ^ ;MCA TETRA TECH COMPANY r. e ... hire ///s/� � r /r,.04r / / ti p°' At VICINITY MAP oit— risk kr. ., /r I. r If irN /. - r. a a PROJECT LIFIEBRIDGE ... 32 rr P.V.D. 33 mama i _ A ..., , , _ is- rtri _.. ,--- - ! ...... /..._, _ __/ . ,_ ---- \,, .... ,..... - ..--..-s.... 46- ,-. - I Vat ..... - ;.� -- ,J J...,...airaim 4 II a SP = = i 11 ■in,•t+ ' . . 649* ai4S144t , .. _ _ _ , _ _ -ter- ___--_min �� ■ _. , i,- , .... , i,,,,,, .\ ��I��i��"r 9 a , , a , a a a a - North VICINITY MAP ii N a -, a • x w Lj PROJECT LIFEBRIDGE P.U.D. g a a U H W ROCKY MOUNTAIN CONSULTANTS INC. 0 825 DELAWARE AVE.SUITE 500,LONOMONT,CO 80501 oi RM.. (903)772-5282 METRO:(903)8858283 FAX(303)885-8959 - r a 80-4270.001.00 1 OF 1 laN ON i► ;ncA TETRA TECH COMPANY I " e, HISTORIC 5—YEAR RUNOFF st 1, 2.7 reN /► Oak ^ mo�wa/ ii / / /y .4.0-4./,-;..4r,44,---./,‘,,..'„%l / oso- ^ ` / ,fr f /4//I744,:- .4'10%D44:-11V11)44 ice % f �"/// / --1 OS on. AREA RECEIVING AREA DIRECTLY CONNECTED -' IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) - R= 0.06 D. 0.04 �� CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) a 7.50 21.00 1740.19 131.38 4.03 .... ... ... *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 9.38) .•. ^ WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 =0.26 K75 =0.35 ^ RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH ... A 0. 0. 25. 51. 50. 14. 5. 112. 30. 39. 55. 11. ... 10. 120. 35. 30. 60. 8. 15. 90. 40. 23. 65. 0. ... 20. 67. 45. 18. 0. 0. r. 1 BASIN ID: 4 -- BASIN COMMENT: Basin D a **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr 0. .... INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH .• (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) a 0. 0.00 0.000 0. 45. 0.05 0.009 20. 5. 0.03 0.000 0. 50. 0.05 0.009 16. 10. 0.05 0.000 0. 55. 0.04 0.001 13. ^ 15. 0.12 0.000 0. 60. 0.04 0.002 10. 20. 0.22 0.000 0. 65. 0.04 0.002 8. 0. 25. 0.36 0.083 9. 70. 0.04 0.002 6. 30. 0.19 0.134 25. 75. 0.04 0.000 5. 35. 0.08 0.036 28. 80. 0.03 0.000 4. _ 40. 0.06 0.018 24. 85. 0.03 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ... ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ... .... TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES VOLUME OF EXCESS PRECIP = 1.20 ACRE-FEET PEAK Q = 28. CFS TIME OF PEAK = 35. MIN. .... INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. RATIONAL FORMULA C = 0.18 ^ I = 2.7 INCHES/HOUR A = 48.3 ACRES ^ Q = 24. CFS ...1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 a PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 ... istoric Runoff Project LifeBridge a ... .. BASIN ID: 5 -- BASIN COMMENT: Basin E AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION ''-. �. (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) ''" 0.14 0.77 0.24 2.00 0.0098 5.00 ,... COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) .... 0.156 0.250 ..-. THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED ,.. IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 ..., CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) a 15.08 33.00 762.02 109.58 7.67 A.. WIDTH AT 50 = 39. MIN. WIDTH AT 75 = 20. MIN. K50 =0.23 K75 =0.31 .... RAINFALL LOSSES INPUT W/ BASIN DATA r MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. .. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. a TIME UNIT TIME UNIT TIME UNIT ..... ^ HYDROGRAPH HYDROGRAPH HYDROGRAPH .... 0. 0. 50. 50. 100. 17. .. 5. 42. 55. 44. 105. 15. 10. 93. 60. 40. 110. 13. .. 15. 110. 65. 36. 115. 12. 20. 100. 70. 32. 120. 11. .a. 25. 85. 75. 29. 125. 10. 30. 81. 80. 26. 130. 9. ^ 35. 72. 85. 23. 135. 8. 40. 64. 90. 21. 140. 0. A\ 45. 55. 95. 19. 0. 0. 1 BASIN ID: 5 -- BASIN COMMENT: Basin E **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr a INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH ... (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) r 0. 0.00 0.000 0. 80. 0.03 0.000 14. 5. 0.03 0.000 0. 85. 0.03 0.000 13. 10. 0.05 0.000 0. 90. 0.03 0.000 11. .�. 15. 0.12 0.000 0. 95. 0.03 0.000 10. ... 20. 0.22 0.000 0. 100. 0.02 0.000 9. 25. 0.36 0.083 4. 105. 0.02 0.000 8. 30. 0.19 0.134 13. 110. 0.02 0.000 7. 35. 0.08 0.036 23. 115. 0.02 0.000 7. 40. 0.06 0.018 27. 120. 0.02 0.000 6. ,,.*. 45. 0.05 0.009 27. 125. 0.00 0.000 5. 50. 0.05 0.009 25. 130. 0.00 0.000 5. 55. 0.04 0.001 24. 135. 0.00 0.000 4. a 60. 0.04 0.002 22. 140. 0.00 0.000 4. 65. 0.04 0.002 19. 145. 0.00 0.000 3. ^ 70. 0.04 0.002 17. 150. 0.00 0.000 3. 75. 0.04 0.000 16. 155. 0.00 0.000 3. OW " LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW 0100.1 TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES ^ VOLUME OF EXCESS PRECIP = 2.28 ACRE-FEET PEAK Q = 27. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. a _ RATIONAL FORMULA C = 0.18 I = 2.1 INCHES/HOUR A = 92.0 ACRES Q = 35. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 ^ CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 ^ PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 istoric Runoff Project LifeBridge .. BASIN ID: 6 -- BASIN COMMENT: Basin F .a+ AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION ^. (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0.01 0.15 0.05 2.00 0.0128 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) �a. 0.156 0.165 a THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS .- AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ^ ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 ^ CALCULATED UNIT HYDROGRAPH .ate TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) ^ 7.50 15.00 1269.03 11.68 0.49 a ^ *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 4.98) ^ ^" WIDTH AT 50 = 24. MIN. WIDTH AT 75 = 12. MIN. K50 =0.19 K75 =0.26 ^ RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. a ^ TIME UNIT TIME UNIT TIME UNIT a� HYDROGRAPH HYDROGRAPH HYDROGRAPH 0. 0. 30. 6. 60. 7. 5. 10. 35. 6. 65. 7. ,.� 10. 11. 40. 6. 70. 7. 15. 8. 45. 6. 75. 7. 20. 8. 50. 7. 80. 0. 25. 6. 55. 7. 0. 0. ^ ^ 1 BASIN ID: 6 -- BASIN COMMENT: Basin F 01 .. **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) a 0. 0.00 0.000 0. 50. 0.05 0.009 2. ...o+ 5. 0.03 0.000 0. 55. 0.04 0.001 2. 10. 0.05 0.000 0. 60. 0.04 0.002 2. ,„.. 15. 0.12 0.000 0. 65. 0.04 0.002 2. 20. 0.22 0.000 0. 70. 0.04 0.002 2. ... 25. 0.36 0.083 1. 75. 0.04 0.000 2. 30. 0.19 0.134 2. 80. 0.03 0.000 2. .0=. 35. 0.08 0.036 2. 85. 0.03 0.000 2. 40. 0.06 0.018 2. 90. 0.03 0.000 2. ... 45. 0.05 0.009 2. 95. 0.03 0.000 2. .... * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ... TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES ... VOLUME OF EXCESS PRECIP = 0.15 ACRE-FEET PEAK Q = 2. CFS TIME OF PEAK = 35. MIN. a INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. .... RATIONAL FORMULA C = 0.18 / I = 3.2 INCHES/HOUR A = 5.9 ACRES Q = 3. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 a CUHPF/PC RELFASE 2A (32-BIT VER) SEPTEMBER 10, 1998 a .^� PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 istoric Runoff Project LifeBridge .•- "� BASIN ID: 6 -- BASIN COMMENT: Basin G ... AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0.01 0.11 0.07 2.00 0.0121 5.00 COEFFICIENT COEFFICIENT .�. (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) ,.-. 0.156 0.155 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES ... FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS i. AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM .... ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 a CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF �,. (MIN) (MIN) (CFS/SQMI) (CFS) (AF) a. 7.50 14.00 1190.22 7.14 0.32 ..-. r. *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 5.19) .... ... WIDTH AT 50 = 25. MIN. WIDTH AT 75 = 13. MIN. K50 =0.18 K75 =0.24 a Aft RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. AA... A. TIME UNIT TIME UNIT TIME UNIT �' HYDROGRAPH HYDROGRAPH HYDROGRAPH 0. 0. 30. 4. 60. 5. 5. 6. 35. 4. 65. 6. 10. 6. 40. 4. 70. 6. ... 15. 4. 45. 4. 75. 7. 20. 5. 50. 5. 80. 7. 25. 4. 55. 5. 85. 0. 1 BASIN ID: 6 -- BASIN COMMENT: Basin G .-. ... **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) /. ^ 0. 0.00 0.000 0. 55. 0.04 0.001 1. 5. 0.03 0.000 0. 60. 0.04 0.002 1. ^ 10. 0.05 0.000 0. 65. 0.04 0.002 1. 15. 0.12 0.000 0. 70. 0.04 0.002 1. .-.. 20. 0.22 0.000 0. 75. 0.04 0.000 1. 25. 0.36 0.083 1. 80. 0.03 0.000 1. i. 30. 0.19 0.134 1. 85. 0.03 0.000 2. 35. 0.08 0.036 1. 90. 0.03 0.000 2. ... 40. 0.06 0.018 1. 95. 0.03 0.000 2. 45. 0.05 0.009 1. 100. 0.02 0.000 2. .►. ^\ 50. 0.05 0.009 1. 105. 0.02 0.000 1. a.- * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES • . VOLUME OF EXCESS PRECIP = 0.10 ACRE-FEET PEAK Q = 2. CFS TIME OF PEAK = 100. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. OA RATIONAL FORMULA C = 0.18 I = 3.3 INCHES/HOUR A = 3.8 ACRES -^^ Q = 2. CFS n ... a a a n n .....- As. ... a ,. a 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 ... CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 a PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 i...i� istoric Runoff Project LifeBridge ... '., BASIN ID: 1 -- BASIN COMMENT: Basin A '0. AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0. 0.09 0.69 0.33 2.00 0.0110 5.00 00. COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 00 0.156 0.233 0-4 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS 0. AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM „, ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 a CALCULATED UNIT HYDROGRAPH a TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF ,.. (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 00 8.14 30.00 1589.62 146.40 4.91 00. *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 16.08) 00 00 WIDTH AT 50 = 19. MIN. WIDTH AT 75 = 10. MIN. K50 =0.26 K75 =0.35 0. RAINFALL LOSSES INPUT W/ BASIN DATA ." MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. 00 a TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH a 00. 0. 0. 30. 50. 60. 12. 5. 117. 35. 40. 65. 9. 10. 140. 40. 31. 70. 7. 15. 107. 45. 24. 75. 0. 20. 83. 50. 19. 0. 0. 25. 64. 55. 15. 0. 0. a 1 BASIN ID: 1 -- BASIN COMMENT: Basin A 00 00 **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr a INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** .... TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 00 ...0 0. 0.00 0.000 0. 50. 0.05 0.009 20. 5. 0.03 0.000 0. 55. 0.04 0.001 16. 00 10. 0.05 0.000 0. 60. 0.04 0.002 13. 15. 0.12 0.000 0. 65. 0.04 0.002 10. 0. 20. 0.22 0.000 0. 70. 0.04 0.002 9. 25. 0.36 0.083 10. 75. 0.04 0.000 7. 30. 0.19 0.134 27. 80. 0.03 0.000 5. a 35. 0.08 0.036 32. I 85. 0.03 0.000 4. a. 40. 0.06 0.018 29. I 90. 0.03 0.000 3. 45. 0.05 0.009 24. I 95. 0.03 0.000 2. a * LESS ANY WATER QUALITY CAPTURE VOLUME , ' ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW '.... TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES VOLUME OF EXCESS PRECIP = 1.46 ACRE-FEET a PEAK Q = 32. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR .... MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. a RATIONAL FORMULA C = 0.18 I = 2.2 INCHES/HOUR A = 58.9 ACRES a Q = 24. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 a CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 a PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 a istoric Runoff Project LifeBridge r. a BASIN ID: 2 -- BASIN COMMENT: Basin B a AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) a 0.07 0.57 0.27 2.00 0.0132 5.00 a COEFFICIENT COEFFICIENT a (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) a ^ 0.156 0.223 �- THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES a FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED a IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) ^. R= 0.06 D= 0.04 a CALCULATED UNIT HYDROGRAPH a TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) .... 7.57 27.00 1685.81 113.46 3.59 a a *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, a REPLACING THE ONE COMPUTED BY CUHPF (TP= 13.20) a WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. K50 =0.26 K75 =0.35 a RAINFALL LOSSES INPUT W/ BASIN DATA a MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. _ INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. a TIME UNIT TIME UNIT TIME UNIT a. HYDROGRAPH HYDROGRAPH HYDROGRAPH a �„_ 0. 0. 25. 46. 50. 13. 5. 96. 30. 36. 55. 10. 10. 104. 35. 28. 60. 8. r.. 15. 80. 40. 22. 65. 0. ^ 20. 60. 45. 17. 0. 0. a a. ,n.. 1 BASIN ID: 2 -- BASIN COMMENT: Basin B a **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr a. a., INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 'a 0. 0.00 0.000 0. 45. 0.05 0.009 18. 5. 0.03 0.000 0. 50. 0.05 0.009 15. r+. 10. 0.05 0.000 0. 55. 0.04 0.001 12. 15. 0.12 0.000 0. 60. 0.04 0.002 9. a. 20. 0.22 0.000 0. 65. 0.04 0.002 7. 25. 0.36 0.083 8. 70. 0.04 0.002 6. 30. 0.19 0.134 22. 75. 0.04 0.000 5. a. 35. 0.08 0.036 24. B0. 0.03 0.000 4. 40. 0.06 0.018 21. 85. 0.03 0.000 2. a * LESS ANY WATER QUALITY CAPTURE VOLUME 0. ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW a ^.. TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES VOLUME OF EXCESS PRECIP = 1.07 ACRE-FEET a PEAK Q = 24. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR aMAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. a.. RATIONAL FORMULA C = 0.18 I = 2.4 INCHES/HOUR A = 43.1 ACRES Q = 18. CFS ., 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 a ^ CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 „ PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 a istoric Runoff Project LifeBridge ea BASIN ID: 3 -- BASIN COMMENT: Basin C a AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION a" (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) a" 0.10 0.66 0.28 2.00 0.0043 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) a. 0.156 0.235 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES a FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS a AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM a. ( DEFAULT ) ( DEFAULT ) R= 0.06 D. 0.04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 8.14 30.00 1603.51 156.50 5.21 a.. a. *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, a+ REPLACING THE ONE COMPUTED BY CUHPF (TP= 17.93) WIDTH AT 50 = 19. MIN. WIDTH AT 75 = 10. MIN. K50 =0.26 K75 =0.35 a a r .... RAINFALL LOSSES INPUT W/ BASIN DATA ^ MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. -/^. ^` TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH a -a 0. 0. 30. 53. 60. 12. 5. 125. 35. 41. 65. 10. ... 10. 149. 40. 33. 70. 8. 15. 114. 45. 26. 75. 0. 20. 88. 50. 20. 0. 0. 25. 68. 55. 16. 0. 0. .. 1 BASIN ID: 3 -- BASIN COMMENT: Basin C ... **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 5 yr 4- INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** ^ TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) t 0. 0.00 0.000 0. 50. 0.05 0.009 21. ,,,,_ 5. 0.03 0.000 0. 55. 0.04 0.001 17. 10. 0.05 0.000 0. 60. 0.04 0.002 14. 15. 0.12 0.000 0. 65. 0.04 0.002 11. 20. 0.22 0.000 0. 70. 0.04 0.002 9. ..., 25. 0.36 0.083 10. 75. 0.04 0.000 7. 30. 0.19 0.134 29. 80. 0.03 0.000 6. 35. 0.08 0.036 34. 85. 0.03 0.000 4. 40. 0.06 0.018 30. 90. 0.03 0.000 3. ..., ^ 45. 0.05 0.009 25. 95. 0.03 0.000 2. .-. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW a a TOTAL PRECIP. = 1.65 (1-HOUR RAIN = 1.43) EXCESS PRECIP. = 0.297 INCHES ..-- VOLUME OF EXCESS PRECIP = 1.55 ACRE-FEET PEAK Q = 34. CFS TIME OF PEAK = 35. MIN. .i-. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. RATIONAL FORMULA C = 0.18 •.. I = 2.2 INCHES/HOUR A = 62.5 ACRES . Q = 25. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/16/2002 AT TIME 15:51 ... CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 a PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 a istoric Runoff Project LifeBridge ... BASIN ID: 4 -- BASIN COMMENT: Basin D ''0,. AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .i* 0.08 0.35 0.17 2.00 0.0120 5.00 .a-. COEFFICIENT COEFFICIENT a (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0.156 0.227 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES ... FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS a Mask r Mak r R^CA TETRA TECH COMPANY r/1 ■Ma'''sk r }yaxf y// //psi ' / y ,.. — / N lv 3 11::14";.' ///iF r v 44^ i' ! N F // $ 1 %��// 4� Mai �. 5 / X I/i / // /y j y '/ s:,ys/ n / e.'fJ., , /G Ma i ..7 v Fes., t=4-04:'' ,.. �y �: �l/, s. _ Mask ✓Mask r r T ,;: es. /i fc r,.1 HISTORIC 100-YEAR RUNOFF r y r r MaV wm.Y` r /, ' Mask._Mask., ......_.. Mask ,. .�_., Mask ., �,.,. �� , Mask _Mask, /Mask .4i a .I� .x Mask./ / /1 �'/ Mask /` // �//// r /1 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Historic Runoff Project LifeBridge BASIN ID: 1 -- BASIN COMMENT: Basin A r AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0.09 0.69 0.33 2.00 0.0110 5.00 �. COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0.156 0.233 ... THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES .... FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS .� AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM .... ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 a-. CALCULATED UNIT HYDROGRAPH .... TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) .... ^ 8.14 30.00 1589.62 146.40 4.91 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 16.08) a. WIDTH AT 50 = 19. MIN. WIDTH AT 75 = 10. MIN. K50 =0.26 K75 =0.35 RAINFALL LOSSES INPUT W/ BASIN DATA - MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. a. "� TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH '� 0. 0. 30. 50. 60. 12. 5. 117. 35. 40. 65. 9. �" 10. 140. 40. 31. 70. 7. 15. 107. 45. 24. 75. 0. ... 20. 83. 50. 19. 0. 0. 25. 64. 55. 15. 0. 0. a... ... 1 BASIN ID: 1 -- BASIN C0MMENT: Basin A .. **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ... INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** .-... TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH a. (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) a 0. 0.00 0.000 0. 65. 0.11 0.067 83. ..., 5. 0.03 0.000 0. 70. 0.05 0.013 70. 10. 0.08 0.000 0. 75. 0.05 0.013 57. a a 15. 0.12 0.000 0. 80. 0.03 0.000 45. ^ 20. 0.22 0.000 0. 85. 0.03 0.000 35. 25. 0.38 0.101 12. 90. 0.03 0.000 28. 30. 0.68 0.623 87. 95. 0.03 0.000 21. 35. 0.38 0.331 137. 100. 0.03 0.000 13. a 40. 0.22 0.171 142. 105. 0.03 0.000 8. 45. 0.17 0.124 132. 110. 0.03 0.000 6. ^ 50. 0.14 0.093 119. 115. 0.03 0.000 4. a55. 0.11 0.066 105. 120. 0.03 0.000 2. 60. 0.11 0.067 93. 125. 0.00 0.000 2. a * LESS ANY WATER QUALITY CAPTURE VOLUME 0,,, ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW s. TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES VOLUME OF EXCESS PRECIP = 8.20 ACRE-FEET ., PEAK Q = 142. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR a MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. a RATIONAL FORMULA C = 0.54 I = 4.2 INCHES/HOUR a A = 58.9 ACRES Q = 133. CFS a 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 a CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 ... PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 a Historic Runoff Project LifeBridge a, BASIN ID: 2 -- BASIN COMMENT: Basin B AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION ^ (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) ^ 0.07 0.57 0.27 2.00 0.0132 5.00 a COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) a 0.156 0.223 a THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS '^ AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM a ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 a CALCULATED UNIT HYDROGRAPH ^ TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) a 7.57 27.00 1685.81 113.46 3.59 a 0 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 13.20) ^ - WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. K50 =0.26 K75 =0.35 RAINFALL LOSSES INPUT W/ BASIN DATA a MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. a INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ....do.... TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH 0. 0. 25. 46. 50. 13. 5. 96. 30. 36. 55. 10. 10. 104. 35. 28. 60. 8. 15. 80. 40. 22. 65. 0. 20. 60. 45. 17. 0. 0. a 1 BASIN ID: 2 -- BASIN COMMENT: Basin B .. **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** .. TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) a 0. 0.00 0.000 0. 60. 0.11 0.067 68. 5. 0.03 0.000 0. 65. 0.11 0.067 61. 10. 0.08 0.000 0. 70. 0.05 0.013 50. 15. 0.12 0.000 0. 75. 0.05 0.013 40. .., 20. 0.22 0.000 0. 80. 0.03 0.000 32. 25. 0.38 0.101 10. 85. 0.03 0.000 24. .. 30. 0.68 0.623 70. 90. 0.03 0.000 15. 35. 0.38 0.331 105. 95. 0.03 0.000 9. ... 40. 0.22 0.171 107. 100. 0.03 0.000 6. 45. 0.17 0.124 98. 105. 0.03 0.000 4. a 50. 0.14 0.093 88. 110. 0.03 0.000 3. 55. 0.11 0.066 77. 115. 0.03 0.000 2. ..-. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW .. TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES VOLUME OF EXCESS PRECIP = 5.99 ACRE-FEET ..• PEAK Q = 107. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR ^ MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. 'a' RATIONAL FORMULA C = 0.54 I = 4.5 INCHES/HOUR A = 43.1 ACRES Q = 104. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 CM-MP/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 '.. PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Historic Runoff Project LifeBridge BASIN ID: 3 -- BASIN COMMENT: Basin C a AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION .. (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .... 0.10 0.66 0.28 2.00 0.0043 5.00 i.. COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0.156 0.235 .... THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS .. AREA RECEIVING AREA DIRECTLY CONNECTED .... ... .1 .01 .1 IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM .. ^1 ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 01 ^ CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) .. 8.14 30.00 1603.51 156.50 5.21 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, ... REPLACING THE ONE COMPUTED BY CUHPF (TP= 17.93) WIDTH AT 50 = 19. MIN. WIDTH AT 75 = 10. MIN. K50 =0.26 K75 =0.35 RAINFALL LOSSES INPUT W/ BASIN DATA a MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. .. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. .... TIME UNIT TIME UNIT TIME UNIT .. HYDROGRAPH HYDROGRAPH HYDROGRAPH ...... 0. 0. 30. 53. 60. 12. �1 5. 125. 35. 41. 65. 10. 10. 149. 40. 33. 70. 8. a 15. 114. 45. 26. 75. 0. 20. 88. 50. 20. 0. 0. �• ..1 25. 68. 55. 16. 0. 0. �` 1 BASIN ID: 3 -- BASIN COMMENT: Basin C a **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr .. .. INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH a (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) ..... 0. 0.00 0.000 0. 65. 0.11 0.067 88. a 5. 0.03 0.000 0. 70. 0.05 0.013 74. 10. 0.08 0.000 0. 75. 0.05 0.013 60. '� 15. 0.12 0.000 0. 80. 0.03 0.000 47. 20. 0.22 0.000 0. 85. 0.03 0.000 37. ... 25. 0.38 0.101 13. 90. 0.03 0.000 29. 30. 0.68 0.623 93. 95. 0.03 0.000 22. _ 35. 0.38 0.331 146. 100. 0.03 0.000 14. 40. 0.22 0.171 151. 105. 0.03 0.000 9. r. 45. 0.17 0.124 141. 110. 0.03 0.000 6. 50. 0.14 0.093 126. 115. 0.03 0.000 4. 55. 0.11 0.066 111. 120. 0.03 0.000 2. ,... 60. 0.11 0.067 98. 125. 0.00 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ... ... TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES VOLUME OF EXCESS PRECIP = 8.69 ACRE-FEET PEAK Q = 151. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. a RATIONAL FORMULA C = 0.54 ..1 I = 4.2 INCHES/HOUR A = 62.5 ACRES .a. a Oa Q = 141. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 a Historic Runoff Project LifeBridge BASIN ID: 4 -- BASIN COMMENT: Basin D ,,-. AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) ^ 0.08 0.35 0.17 2.00 0.0120 5.00 COEFFICIENT COEFFICIENT .„ (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0.156 0.227 + THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES .... FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED .... IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) •(" R= 0.06 D= 0.04 CALCULATED UNIT HYDROGRAPH ^ TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) i. - 7.50 21.00 1740.19 131.38 4.03 4- a *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 9.38) WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 =0.26 K75 =0.35 a RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ^ TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH a i.. 0. 0. 25. 51. 50. 14. 5. 112. 30. 39. 55. 11. „. 10. 120. 35. 30. 60. 8. 15. 90. 40. 23. 65. 0. ^ 20. 67. 45. 18. 0. 0. ^ 1 BASIN ID: 4 -- BASIN COMMENT: Basin D **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) w 0. 0.00 0.000 0. 60. 0.11 0.067 75. �.. 5. 0.03 0.000 0. 65. 0.11 0.067 67. 10. 0.08 0.000 0. 70. 0.05 0.013 55. /... 15. 0.12 0.000 0. 75. 0.05 0.013 44. '..i" 20. 0.22 0.000 0. 80. 0.03 0.000 34. 25. 0.38 0.101 11, 85. 0.03 0.000 25. .. 30. 0.68 0.623 82. 90. 0.03 0.000 16. 35. 0.38 0.331 121. 95. 0.03 0.000 10. 40. 0.22 0.171 122. 100. 0.03 0.000 7. ... 45. 0.17 0.124 111. 105. 0.03 0.000 4. 50. 0.14 0.093 99. 110. 0.03 0.000 3. 55. 0.11 0.066 86. 115. 0.03 0.000 2. .•. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW .. TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES �„ VOLUME OF EXCESS PRECIP = 6.73 ACRE-FEET PEAK Q = 122. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. .-. RATIONAL FORMULA C = 0.54 ... I = 5.2 INCHES/HOUR A = 48.3 ACRES ... Q = 134. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Historic Runoff Project LifeBridge a ... ^ BASIN ID: 5 -- BASIN COMMENT: Basin E ." AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) ..-. 0.14 0.77 0.24 2.00 0.0098 5.00 ... COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0.156 0.250 "" THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED '., IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) '" R= 0.06 D= 0.04 CALCULATED UNIT HYDROGRAPH .... TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 15.08 33.00 762.02 109.58 7.67 WIDTH AT 50 = 39. MIN. WIDTH AT 75 = 20. MIN. K50 =0.23 K75 =0.31 00. ^ RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ^ TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH .... 0. 0. 50. 50. 100. 17. 5. 42. 55. 44. 105. 15. ....-- .4=, 10. 93. 60. 40. 110. 13. 15. 110. 65. 36. 115. 12. 20. 100. 70. 32. 120. 11. ... 25. 85. 75. 29. 125. 10. ^ 30. 81. 80. 26. 130. 9. 35. 72. 85. 23. 135. 8. ^ 40. 64. 90. 21. 140. 0. 45. 55. 95. 19. 0. 0. 1 BASIN ID: 5 -- BASIN COMMENT: Basin E 0. 0—. **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** ... TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 0. ... 0. 0.00 0.000 0. 95. 0.03 0.000 67. 5. 0.03 0.000 0. 100. 0.03 0.000 60. /. 10. 0.08 0.000 0. 105. 0.03 0.000 53. 15. 0.12 0.000 0. 110. 0.03 0.000 48. ,r . 20. 0.22 0.000 0. 115. 0.03 0.000 43. 25. 0.38 0.101 4. 120. 0.03 0.000 38. .. 30. 0.68 0.623 36. 125. 0.00 0.000 34. 35. 0.38 0.331 83. 130. 0.00 0.000 31. .. 40. 0.22 0.171 116. 135. 0.00 0.000 28. 45. 0.17 0.124 129. 140. 0.00 0.000 25. .. 50. 0.14 0.093 129. 145. 0.00 0.000 22. 55. 0.11 0.066 128. 150. 0.00 0.000 20. r. 60. 0.11 0.067 125. 155. 0.00 0.000 18. 65. 0.11 0.067 119. 160. 0.00 0.000 15. 70. 0.05 0.013 112. 165. 0.00 0.000 9. 75. 0.05 0.013 103. 170. 0.00 0.000 6. •.. 80. 0.03 0.000 93. 175. 0.00 0.000 4. 85. 0.03 0.000 83. 180. 0.00 0.000 3. 0. 90. 0.03 0.000 75. 185. 0.00 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ... TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES 0. VOLUME OF EXCESS PRECIP = 12.81 ACRE-FEET PEAK Q = 129. CFS TIME OF PEAK = 50. MIN. 0. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. 0. RATIONAL FORMULA C = 0.54 ''. I = 4.0 INCHES/HOUR A = 92.0 ACRES 0. Q = 197. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 0. CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 a PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Historic Runoff Project LifeBridge .. .... BASIN ID: 6 -- BASIN COMMENT: Basin F ... AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0. ^ 0.01 0.15 0.05 2.00 0.0128 5.00 .0. COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) a 0.156 0.165 n '..�� THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES '" FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED ,.n IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 .. CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 7.50 15.00 1269.03 11.68 0.49 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 4.98) .. WIDTH AT 50 = 24. MIN. WIDTH AT 75 = 12. MIN. K50 =0.19 K75 =0.26 ... RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. .^ TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH ... .. 0. 0. 30. 6. 60. 7. 5. 10. 35. 6. 65. 7. ..- 10. 11. 40. 6. 70. 7. 15. 8. 45. 6. 75. 7. .=. 20. 8. 50. 7. 80. 0. 25. 6. 55. 7. 0. 0. A\ 1 BASIN ID: 6 -- BASIN COMMENT: Basin F .... **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ... INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 0. 0.00 0.000 0. 65. 0.11 0.067 11. 5. 0.03 0.000 0. 70. 0.05 0.013 11. 10. 0.08 0.000 0. 75. 0.05 0.013 11. 15. 0.12 0.000 0. 80. 0.03 0.000 11. ". 20. 0.22 0.000 0. 85. 0.03 0.000 11. 25. 0.38 0.101 1. 90. 0.03 0.000 11. 30. 0.68 0.623 7. 95. 0.03 0.000 12. 35. 0.38 0.331 11. 100. 0.03 0.000 11. '� 40. 0.22 0.171 11. 105. 0.03 0.000 7. 45. 0.17 0.124 11. 110. 0.03 0.000 4. ... 50. 0.14 0.093 11. 115. 0.03 0.000 3. 55. 0.11 0.066 10. 120. 0.03 0.000 2. _ 60. 0.11 0.067 11. 125. 0.00 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES VOLUME OF EXCESS PRECIP = 0.82 ACRE-FEET .... PEAK Q = 12. CFS TIME OF PEAK = 95. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR ......... a MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. RATIONAL FORMULA C = 0.54 I = 6.1 INCHES/HOUR A = 5.9 ACRES ^ Q = 19. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:54 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Historic Runoff Project LifeBridge ^ BASIN ID: 6 -- BASIN COMMENT: Basin G AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) ^ 0.01 0.11 0.07 2.00 0.0121 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0.156 0.155 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS ^ AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ^., ( DEFAULT ) ( DEFAULT ) R= 0.06 D= 0.04 .. ^ CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF .� (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 7.50 14.00 1190.22 7.14 0.32 r *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 5.19) ^ WIDTH AT 50 = 25. MIN. WIDTH AT 75 = 13. MIN. K50 =0.18 K75 =0.24 RAINFALL LOSSES INPUT W/ BASIN DATA ^ MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ^ ^ TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH a 0. 0. 30. 4. 60. 5. 5. 6. 35. 4. 65. 6. 10. 6. 40. 4. 70. 6. 15. 4. 45. 4. 75. 7. 20. 5. 50. 5. 80. 7. 25. 4. 55. 5. 85. 0. a 1 BASIN ID: 6 -- BASIN COMMENT: Basin G **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ^ .••• INCREMENT TOTAL* STORM** I INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH I TIME RAINFALL EXCESS HYDROGRAPH I a� a T „ (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 0. 0.00 0.000 0. 65. 0.11 0.067 7. 5. 0.03 0.000 0. 70. 0.05 0.013 7. 10. 0.08 0.000 0. 75. 0.05 0.013 8. 15. 0.12 0.000 0. 80. 0.03 0.000 8. 20. 0.22 0.000 0. 85. 0.03 0.000 8. 25. 0.38 0.101 1. 90. 0.03 0.000 9. 30. 0.68 0.623 4. 95. 0.03 0.000 9. 35. 0.38 0.331 6. 100. 0.03 0.000 10. 40. 0.22 0.171 6. 105. 0.03 0.000 10. �., 45. 0.17 0.124 7. 110. 0.03 0.000 6. 50. 0.14 0.093 7. 115. 0.03 0.000 4. 55. 0.11 0.066 6. 120. 0.03 0.000 3. 60. 0.11 0.067 7. 125. 0.00 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ,.. TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.670 INCHES VOLUME OF EXCESS PRECIP = 0.53 ACRE-FEET .� PEAK Q = 10. CFS TIME OF PEAK = 100. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.10 IN. .-, RATIONAL FORMULA C = 0.54 I = 6.3 INCHES/HOUR .� A = 3.8 ACRES Q = 13. CFS a A\ ^ a a a a a a 0\ a a 0\ a .\ a a ,rte RMC A TETRA TECH COMPANY ^ / 0;4,4 f' 4 ,s,✓efTJii / rr s �/r / w r 7=-4=7,,; �// ti :�s �9 sr /, "4' 7 pj ib / 4 / % / fill Al p a 4W a x ^^ • DEV. 100-YEAR RUNOFF e s, W/ / /ii 3 .1/.1/4-4- ./ � y ... 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 -.�. CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Proposed Runoff Project LifeBridge 0. '^ BASIN ID: 1 -- BASIN COMMENT: Basin A 0. AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION .. (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0. 0.09 0.69 0.33 35.00 0.0110 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 0. 0.096 0.318 a THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES a FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ..... ( DEFAULT ) ( DEFAULT ) R. 0.17 D= 0.70 CALCULATED UNIT HYDROGRAPH 0. TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF r (MIN) (MIN) (CFS/SQMI) (CFS) (AF) a ....m, 10.45 30.00 1533.44 141.23 4.91 .-- - *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 10.86) .n. ... WIDTH AT SO = 20. MIN. WIDTH AT 75 = 10. MIN. K50 =0.32 K75 =0.44 ... RAINFALL LOSSES INPUT W/ BASIN DATA •.. MAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH ^ 0. 0. 30. 52. 60. 12. 5. 88. 35. 41. 65. 10. ='• 10. 141. 40. 32. 70. 8. 15. 117. 45. 25. 75. 0. 20. 88. 50. 20. 0. 0. 25. 66. 55. 16. 0. 0. ....... 1 BASIN ID: 1 -- R2.SIN COMMENT: Basin A .... **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr a INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** �.. TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) a 0. 0.00 0.000 0. 75. 0.05 0.026 69. 5. 0.03 0.000 0. 80. 0.03 0.010 56. ^ 10. 0.08 0.002 0. 85. 0.03 0.010 46. r-. A ^ 15. 0.12 0.029 3. 90. 0.03 0.010 37. "" A.. 20. 0.22 0.050 9. 95. 0.03 0.010 30. 25. 0.38 0.158 25. 100. 0.03 0.010 21. 30. 0.68 0.623 86. 105. 0.03 0.010 16. 35. 0.38 0.340 143. 110. 0.03 0.010 13. A. 40. 0.22 0.183 156. 115. 0.03 0.010 11. 45. 0.17 0.136 147. 120. 0.03 0.010 10. A. 50. 0.14 0.105 133. 125. 0.00 0.000 8. 55. 0.11 0.079 118. 130. 0.00 0.000 6. A. 60. 0.11 0.079 105. 135. 0.00 0.000 4. 65. 0.11 0.079 95. 140. 0.00 0.000 3. A. 70. 0.05 0.026 82. 145. 0.00 0.000 2. A" * LESS ANY WATER QUALITY CAPTURE VOLUME ^ ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW A. TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 2.002 INCHES VOLUME OF EXCESS PRECIP = 9.84 ACRE-FEET PEAK Q = 156. CFS TIME OF PEAK = 40. MIN. A. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. A. A. RATIONAL FORMULA C = 0.64 I = 4.2 INCHES/HOUR A. A = 58.9 ACRES Q = 160. CFS A. 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 A. CUHPF/PC REI.PASE 2A (32-BIT VER) SEPTEMBER 10, 1998 A. PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 A. A., Proposed Runoff Project LifeBridge BASIN ID: 2 -- BASIN COMMENT: Basin B a AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION A. (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) i. 0.07 0.57 0.27 50.00 0.0132 5.00 a COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) A. 0.088 0.416 A. THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES ,... FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM A. ( DEFAULT ) ( DEFAULT ) R= 0.22 D= 0.85 A. CALCULATED UNIT HYDROGRAPH A. TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF A. (MIN) (MIN) (CFS/SQMI) (CFS) (AF) '. 11.54 27.00 1766.36 118.88 3.59 a Aft *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 8.56) .. .. WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 =0.35 K75 =0.45 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. a .. .01 ^ INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ate. - TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH '= 0. 0. 25. 52. 50. 12. 5. 51. 30. 39. 55. 9. 10. 115. 35. 29. 60. 0. 15. 103. 40. 22. 0. 0. 20. 72. 45. 16. 0. 0. ▪ 1 BASIN ID: 2 -- BASIN COMMENT: Basin B **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) ... 0. 0.00 0.000 0. 75. 0.05 0.032 52. 5. 0.03 0.000 0. 80. 0.03 0.014 41. :==. 10. 0.08 0.003 0. 85. 0.03 0.014 28. 15. 0.12 0.050 3. 90. 0.03 0.014 21. 20. 0.22 0.087 10. 95. 0.03 0.014 16. 25. 0.38 0.203 26. 100. 0.03 0.014 13. 30. 0.68 0.628 68. 105. 0.03 0.014 11. 35. 0.38 0.345 119. 110. 0.03 0.014 10. 40. 0.22 0.188 135. 115. 0.03 0.014 9. 45. 0.17 0.141 125. 120. 0.03 0.014 8. ,.., 50. 0.14 0.110 110. 125. 0.00 0.000 7. �„^ 55. 0.11 0.084 96. 130. 0.00 0.000 5. 60. 0.11 0.084 83. 135. 0.00 0.000 4. 65. 0.11 0.084 74. 140. 0.00 0.000 3. ... 70. 0.05 0.032 64. 145. 0.00 0.000 2. .. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW a TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 2.200 INCHES ... VOLUME OF EXCESS PRECIP = 7.90 ACRE-FEET PEAK Q = 135. CFS TIME OF PEAK = 40. MIN. ==: INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. .-. RATIONAL FORMULA C = 0.70 ^ I = 4.5 INCHES/HOUR A = 43.1 ACRES ^ Q = 136. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 ^ CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Proposed Runoff Project LifeBridge BASIN ID: 3 -- BASIN COMMENT: Basin C AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) =� 0.10 0.66 0.28 50.00 0.0043 5.00 COEFFICIENT COEFFICIENT r-. (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) a 0.088 0.440 .r. ".. �� THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED ". IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) ...A. R= 0.22 D= 0.85 oi. CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) ... 12.67 30.00 1660.13 162.03 5.21 •. *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 11.25) ,... WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. K50 =0.35 K75 =0.45 „. RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. .., TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH .... ^ 0. 0. 25. 78. 50. 20. 5. 57. 30. 59. 55. 15. ... 10. 147. 35. 45. 60. 11. 15. 153. 40. 34. 65. 9. ...... 20. 108. 45. 26. 70. 0. ,.. 1 BASIN ID: 3 -- BASIN COMMENT: Basin C a **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH �"` (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 0. 0.00 0.000 0. 80. 0.03 0.014 65. "` 5. 0.03 0.000 0. 85. 0.03 0.014 52. 10. 0.08 0.003 0. 90. 0.03 0.014 40. 15. 0.12 0.050 3. 95. 0.03 0.014 29. 20. 0.22 0.087 13. 100. 0.03 0.014 23. 25. 0.38 0.203 32. 105. 0.03 0.014 19. 30. 0.68 0.628 84. 110. 0.03 0.014 16. ,n. 35. 0.38 0.345 156. 115. 0.03 0.014 14. 40. 0.22 0.188 189. 120. 0.03 0.014 13. '0... 45. 0.17 0.141 180. 125. 0.00 0.000 11. 50. 0.14 0.110 160. 130. 0.00 0.000 8. 55. 0.11 0.084 141. 135. 0.00 0.000 6. 60. 0.11 0.084 123. 140. 0.00 0.000 4. 65. 0.11 0.084 109. 145. 0.00 0.000 3. 70. 0.05 0.032 95. 150. 0.00 0.000 2. 75. 0.05 0.032 80. 155. 0.00 0.000 2. .... * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW a ^ TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 2.200 INCHES VOLUME OF EXCESS PRECIP = 11.45 ACRE-FEET n os a PEAK Q = 189. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. RATIONAL FORMULA C = 0.70 I = 4.2 INCHES/HOUR A = 62.5 ACRES Q = 186. CFS ^ 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 Proposed Runoff Project LifeBridge BASIN ID: 4 -- BASIN COMMENT: Basin D ^ AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0.08 0.35 0.17 40.00 0.0120 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) ^ 0.093 0.354 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES ^ FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS ... AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) R= 0.19 D= 0.80 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) ^ 8.50 21.00 2267.69 171.21 4.03 ^ *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 6.62) ^ WIDTH AT 50 = 13. MIN. WIDTH AT 75 = 7. MIN. K50 =0.35 K75 =0.45 a RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ^ TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH 0. 0. 20. 69. 40. 16. 5. 118. 25. 48. 45. 11. ^ 10. 163. 30. 33. 50. 7. ^ 15. 104. 35. 23. 55. 0. 1 BASIN ID: 4 -- BASIN COMMENT: Basin D ^ **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ^ INCREMENT TOTAL* STORM** I INCREMENT TOTAL* STORM** I TIME RAINFALL EXCESS HYDROGRAPH I TIME RAINFALL EXCESS HYDROGRAPH I .r. ^ (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) ow oww ow 0. 0.00 0.000 0. 70. 0.05 0.028 58. 5. 0.03 0.000 0. 75. 0.05 0.028 44. ow 10. 0.08 0.002 0. 80. 0.03 0.011 30. 15. 0.12 0.038 5. 85. 0.03 0.011 21. 'w 20. 0.22 0.066 14. 90. 0.03 0.011 16. 25. 0.38 0.168 35. 95. 0.03 0.011 12. ow 30. 0.68 0.625 111. 100. 0.03 0.011 10. 35. 0.38 0.342 166. 105. 0.03 0.011 9. ow 40. 0.22 0.185 159. 110. 0.03 0.011 8. 45. 0.17 0.138 136. 115. 0.03 0.011 7. ^ 50. 0.14 0.107 115. 120. 0.03 0.011 7. ow55. 0.11 0.080 96. 125. 0.00 0.000 5. 60. 0.11 0.081 81. 130. 0.00 0.000 3. 65. 0.11 0.081 71. 135. 0.00 0.000 2. ow ow * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ow ow TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 2.068 INCHES ow VOLUME OF EXCESS PRECIP = 8.33 ACRE-FEET PEAK Q = 166. CFS TIME OF PEAK = 35. MIN. ... INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. ^ RATIONAL FORMULA C = 0.66 - I = 5.2 INCHES/HOUR A = 48.3 ACRES o. Q = 165. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 ow oww CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 ^ Proposed Runoff Project LifeBridge BASIN ID: 5 -- BASIN COMMENT: Basin E ow AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0.14 0.77 0.24 65.00 0.0098 5.00 ow COEFFICIENT COEFFICIENT ow (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) "` 0.082 0.546 ow THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES ow FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED o' IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) 'w R= 0.28 D. 0.93 ow CALCULATED UNIT HYDROGRAPH ow TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 9.12 33.00 3166.01 455.27 7.67 a �� WIDTH AT 50 = 9. MIN. WIDTH AT 75 = 5. MIN. K50 =0.35 K75 =0.45 ow ^ RAINFALL LOSSES INPUT W/ BASIN DATA owMAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. a a a TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH a. 0. 0. 20. 129. 40. 12. 5. 164. 25. 71. 45. 0. ^ 10. 441. 30. 39. 0. 0. 15. 237. 35. 21. 0. 0. ..-. 1 BASIN ID: 5 -- BASIN COMMENT: Basin E �,. **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ... INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** �„ TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) a. ... 0. 0.00 0.000 0. 70. 0.05 0.038 101. 5. 0.03 0.000 0. 75. 0.05 0.038 72. 10. 0.08 0.005 1. 80. 0.03 0.019 54. 15. 0.12 0.071 14. 85. 0.03 0.019 38. a 20. 0.22 0.123 53. 90. 0.03 0.019 30. 25. 0.38 0.248 113. 95. 0.03 0.019 26. ... 30. 0.68 0.632 252. 100. 0.03 0.019 23. 35. 0.38 0.349 416. 105. 0.03 0.019 22. ... 40. 0.22 0.193 379. 110. 0.03 0.019 22. 45. 0.17 0.147 298. 115. 0.03 0.019 21. .-. 50. 0.14 0.116 232. 120. 0.03 0.019 21. 55. 0.11 0.090 181. 125. 0.00 0.000 18. a ^ 60. 0.11 0.090 144. 130. 0.00 0.000 10. 65. 0.11 0.090 123. 135. 0.00 0.000 5. a- * LESS ANY WATER QUALITY CAPTURE VOLUME a. ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW a a TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 2.400 INCHES VOLUME OF EXCESS PRECIP = 18.41 ACRE-FEET PEAK Q = 416. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR a MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. RATIONAL FORMULA C = 0.77 I = 4.0 INCHES/HOUR ' ' A = 92.0 ACRES Q = 283. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 '... Proposed Runoff Project LifeBridge •..i, BASIN ID: 6 -- BASIN COMMENT: Basin F AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) 0.01 0.15 0.05 7.00 0.0128 5.00 a .... COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) a 0.137 0.149 a THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES ,.... a ^ FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) .... R= 0.07 D= 0.14 CALCULATED UNIT HYDROGRAPH r TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) ^ 7.50 15.00 1143.90 10.52 0.49 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 4.69) ^ WIDTH AT 50 = 26. MIN. WIDTH AT 75 = 14. MIN. K50 =0.17 K75 =0.23 RAINFALL LOSSES INPUT W/ BASIN DATA a MAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. ... TIME UNIT TIME UNIT TIME UNIT -^ HYDROGRAPH HYDROGRAPH HYDROGRAPH a 0. 0. 35. 5. 70. 7. 5. 9. 40. 6. 75. 7. 10. 10. 45. 6. 80. 7. ,.^ ^ 15. 6. 50. 6. 85. 7. 20. 7. 55. 6. 90. 0. 25. 6. 60. 6. 0. 0. 30. 5. 65. 6. 0. 0. a. 1 BASIN ID: 6 -- BASIN COMMENT: Basin F a **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ..a INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM** '.. TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) '... 0. 0.00 0.000 0. 70. 0.05 0.015 10. 5. 0.03 0.000 0. 75. 0.05 0.015 10. ,.. 10. 0.08 0.000 0. 80. 0.03 0.002 10. 15. 0.12 0.001 0. 85. 0.03 0.002 10. 20. 0.22 0.002 0. 90. 0.03 0.002 10. ....... 25. 0.38 0.044 0. 95. 0.03 0.002 10. 30. 0.68 0.615 6. 100. 0.03 0.002 11. 35. 0.38 0.332 9. 105. 0.03 0.002 11. 40. 0.22 0.173 9. 110. 0.03 0.002 11. ... 45. 0.17 0.126 10. 115. 0.03 0.002 7. 50. 0.14 0.095 10. 120. 0.03 0.002 4, ..-. 55. 0.11 0.068 9. 125. 0.00 0.000 3. 60. 0.11 0.068 9. 130. 0.00 0.000 2. �, 65. 0.11 0.069 10. 135. 0.00 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ^ •••,-, TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.637 INCHES .n.. VOLUME OF EXCESS PRECIP = 0.80 ACRE-FEET PEAK Q = 11. CFS TIME OF PEAK = 110. MIN. .-. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. Om. RATIONAL FORMULA C = 0.52 I = 6.1 INCHES/HOUR A = 5.9 ACRES ... Q = 19. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 4/17/2002 AT TIME 11:57 .-. CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998 .�.. PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7 ^ Proposed Runoff Project LifeBridge ..., BASIN ID: 6 -- BASIN COMMENT: Basin G ... AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) ^ 0.01 0.11 0.07 7.00 0.0121 5.00 ^ COEFFICIENT COEFFICIENT a (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) ^ 0.137 0.140 .0. THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS AREA RECEIVING AREA DIRECTLY CONNECTED a IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM ( DEFAULT ) ( DEFAULT ) .0` R. 0.07 D= 0.14 ^ .... CALCULATED UNIT HYDROGRAPH ".- TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) .�. 7.50 14.00 1072.86 6.44 0.32 ..-. o. *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 4.87) .... As WIDTH AT 50 = 28. MIN. WIDTH AT 75 = 15. MIN. K50 =0.16 K75 =0.22 .... RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. =0.50 IN. MAX. IMPERVIOUS RET. =0.10 IN. .. INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR. a h TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH ^ 0. 0. 35. 3. 70. 5. 5. 5. 40. 4. 75. 6. .*,,, 10. 6. 45. 4. 80. 6. 15. 4. 50. 4. 85. 7. ^. 20. 5. 55. 4. 90. 7. 25. 4. 60. 5. 95. 0. a 30. 3. 65. 5. 0. 0. 1 BASIN ID: 6 -- BASIN COMMENT: Basin G **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 yr ^ .... INCREMENT TOTAL* STORM** I INCREMENT TOTAL* STORM** I TIME RAINFALL EXCESS HYDROGRAPH I TIME RAINFALL EXCESS HYDROGRAPH I o.., ^ ^ (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS) 0. 0.00 0.000 0. 70. 0.05 0.015 6. ^ 5. 0.03 0.000 0. 75. 0.05 0.015 6. 10. 0.08 0.000 0. 80. 0.03 0.002 7. 15. 0.12 0.001 0. 85. 0.03 0.002 7. 20. 0.22 0.002 0. 90. 0.03 0.002 7. ^ 25. 0.38 0.044 0. 95. 0.03 0.002 8. 30. 0.68 0.615 4. 100. 0.03 0.002 8. 35. 0.38 0.332 6. 105. 0.03 0.002 9. 40. 0.22 0.173 5. 110. 0.03 0.002 10. �... 45. 0.17 0.126 6. 115. 0.03 0.002 10. 50. 0.14 0.095 6. 120. 0.03 0.002 6. a 55. 0.11 0.068 6. 125. 0.00 0.000 4. 60. 0.11 0.068 6. 130. 0.00 0.000 3. ,�. 65. 0.11 0.069 6. 135. 0.00 0.000 2. * LESS ANY WATER QUALITY CAPTURE VOLUME ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW ^ TOTAL PRECIP. = 3.12 (1-HOUR RAIN = 2.70) EXCESS PRECIP. = 1.637 INCHES VOLUME OF EXCESS PRECIP = 0.52 ACRE-FEET PEAK Q = 10. CFS TIME OF PEAK = 115. MIN. INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR MAX.PERV.RET.=0.50 IN. MAX.IMP.RET.=0.10 IN. ^ RATIONAL FORMULA C = 0.52 ^ I = 6.3 INCHES/HOUR A = 3.8 ACRES = 13. CFS a ^ ^ AV .r ... ^ rte. a a ^ a ^ ^ IV ^ ^ R,1,♦A TETRA TECH COMPANY • ^ iw //yy .,....; ".¢ " hg . r ," ww gi /4IN /\ " /Q4O/..,:,t4 ,l ,% ,.. S52 ,fy yY , w ea, 3 ‘,0. . ^ BASIN A DETENTION POND „ n r b /.,eat 0,, 9 t -, / /, r; . f 10+ fr., , / '''''.2.71.4'.- ::,shy / %��'// (I.\ r OfPN /1 r I- DETENTION VOLUME ESTIMATE USING A HYDROGRAPH Fbwrate Qp-out Peak Outflow Time Tp-cut Design Information (Input): Time Interval on Hydrograph dt= 5.0 minutes Max.Allowable Peak Outflow Qp-out= 32.00 cfs Time to Peak Outflow Tp-out= 95.00 minutes (Qp-out,Tp-out)is a point on the recession of the inflow hydrograph. Time Inflow Outflow Incremental Storage hydrograph Rising Hy Volume Volume minutes cfs cfs acre-ft acre-ft (input) (input) (output) (output) Output) 0.00 " `,' 0.00 5.0 0.00 1.68 ;="'x0.00 0.00 10.0 0.00 3.37 0.-00 0.00 15.0 3.00 5.05 0.00 0.00 20.0 9.00 6.74 0.02 ' 0.02 25.0 25.00 8.42 0.11 0.13 :30.0 86.00 10.11 0.52 0.65 35.0 143.00 ' 11.79. ' 0.90 1.56 40.0 " 156.00 13.47 0.98 2.54 45.0 147.00 15.16 0.91 3.45 50.0 133.00 16.84 0.80 4:25 55.0 118.00 18.53 : ". : 0.69 4;93 a 60.0 105.00 20.21 0.58 5.51 a 65.0 95.00 21.89 0.50 ' 6.02 70.0 82.00 23.58 ;0,47 6.42 75.0 69.00 25.26 , ':0444 " 6.72 80.0 56.00 26.95 0,20 6.92 85.0 46.00 28.63 0.12 7.04 90.0 37.00 30.32 0.05 7.09 95.0 30.00 32.00 0.00 7.09 100.0 21.00 -- --- 105.0 16.00 - - - 110.0 13.00 --- -- 115.0 11.00 -- 120.0 10.00 Detention Storage Volume= 7.09 acre-ft a UD-Detention v1.00 Basin A Detention Pond.xls, Hydrograph 4/18/02, 12:43 PM A.- URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER n ••* ENTRY MADE TO RUNOFF MODEL ... Project LifeBridge PUD '•-. Sketch Plan Drainage Report ^ ONUMBER OF TIME STEPS 72 OINTEGRATION TIME INTERVAL (MINUTES), 5.00 ^ 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH ^ 1 '.... Project LifeBridge PUD Sketch Plan Drainage Report r HYDROGRAPHS FROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 7 SUBCATCHMENTS ,� TIME(HR/MIN) 1 2 3 4 5 6 7 T 0 0. 0. 0. 0. 0. 0. 0. 0. ^ 0 5. 0. 0. 0. 0. 0. 0. 0. ,a. 0 10. 0. 0. 0. 0. 1. 0. 0. ^ 0 15. 3. 3. 3. 5. 14. 0. 0. ^ 0 20. 9. 11. 13. 14. 53. 0. 0. O 25. 25. 26. 32. 35. 113. 0. 0. ^ ........ O 30. 86. 68. 84. 111. 252. 6. 4. ^ O 35. 143. 119. 156. 166. 416. 9. 6. ^ 0 40. 156. 135. 189. 159. 379. 9. 5. O 45. 147. 125. 180. 136. 298. 10. 6. ^ 0 50. 133. 110. 160. 115. 232. 10. 6. ^ 0 55. 118. 96. 141. 96. 181. 9. 6. ^ 1 0. 105. 83. 123. 81. 144. 9. 6. ^ 1 5. 95. 74. 109. 71. 123. 10. 6. 1 10. 82. 64. 95. 58. 101. 10. 6. ^ 1 15. 69. 52. 80. 44. 72. 10. 6. ^ 1 20. 56. 41. 65. 30. 54. 10. 7. ^ 1 25. 46. 28. 52. 21. 38. 10. 7. ^ 1 30. 37. 21. 40. 16. 30. 10. 7. 1 35. 30. 16. 29. 12. 26. 10. 8. ^ 1 40. 21. 13. 23. 10. 23. 11. 8. ^ 1 45. 16. 11. 19. 9. 22. 11. 9. ^ 1 50. 13. 10. 16. 8. 22. 11. 10. 1 55. 11. 9. 14. 7. 21. 7. 10. ^ 2 0. 10. 8. 13. 7. 21. 4. 6. ^ �� 2 5. 8. 7. 11. 5. 18. 3. 4. ^ 2 10. 6. 5. 8. 4. 10. 2. 3. 2 15. 4. 4. 6. 2. S. 2. 2. 2 20. 3. 3. 4. 2. 3. ^ ^ 2 25. ^ I 2 30. ^ 2 35. 0. 0. 2. 0. 0. 0. 0. ^ 1 Project LifeBridge PUD Sketch Plan Drainage Report ^ WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NOP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH SK NUMBER CONNECTION (FT) (FT) (FT/PT) L R N (FT) 1 0 2 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 7.1 32.0 OTOTAL NUMBER OF GUTTERS/PIPES, 1 1 Project LifeBridge PUD Sketch Plan Drainage Report ^ ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES a GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) ... 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 58.9 OHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS 1 1 Project LifeBridge PUD ^ Sketch Plan Drainage Report HYDROGRAPES ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS a THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER ^ TIME(HR/MIN) 1 0 .0(S) O 10. 0. ^ .0(5) ^ 0 15. 0. .0(5) ^ 0 20. 0. ^ .0(S) O 25. 1. ^ .2(S) ^ 0 30. 2. .5(S) 0 35. 6. 1.3(S) O 40. 10. ^ 2.3(5) 0 45. 15. 3.2(0) ^ a ^ 0 50. 18. 4.1(S) 0 55. 22. 4.8(S) 1 0. 24. 5.4(S) 1 5. 27. 5.9(S) ^ 1 10. 29. 6.3(S) 1 15. 30. 6.7(S) 1 20. 31. 6.9(S) 1 25. 32. 7.0(S) ^ 1 30. 32. 7.1(S) 1 35. 32. 7.1(S) a 1 40. 32. 7.0(S) 1 45. 31. 7.0(S) .�. 1 50. 31. 6.8(3) a ia 1 55. 30. r 6.7(S) .... 2 0. 30. 6.6(S) 2 5. 29. 6.4(S) 2 10. 28. 6.3(S) 2 15. 28. 6.1(S) r 2 20. 27. 6.0(S) ^ 2 25. 26. 5.8(5) 2 30. 25. 5.6(S) 2 35. 25. 5.5(S) 2 40. 24. 5.3(S) 2 45. 23. 5.1(S) a 2 50. 22. 5.0(S) 2 55. 22. 4.8(S) 3 0. 21. 4.7(S) a 3 5. 20. 4.5(S) 3 10. 20. 4.4(5) 3 15. 19. 4.3(5) 3 20. 19. 4.1(5) 3 25. 18. 4.0(S) 3 30. 17. r 3.9(5) 3 35. 17. 3.8(S) 3 40. 16. 3.6(5) 3 45. 16. !� 3.5(5) 3 50. 15. 3.4(5) i 55. 15. 3.3(5) 4 0. 15. 3.2(5) 4 5. 14. 3.1(5) 4 10. 14. 3.0(S) 4 15. 13. 2.9(9) 4 20. 13. 2.8(9) 4 25. 12. 2.8(5) 4 30. 12. 2.7(5) ^ 4 35. 12. 2.6(S) r 4 40. 11. 2.5(5) 4 45. 11. 2.4(5) �., 4 50. 11. 2.4(5) 4 55. 10 2.3(5) 5 0. 10. /^ 2.2(5) 5 5. 10. 2.2(S) r 5 10. 9. 2.1(9) 5 15. 9. 2.0(5) 5 20. 9. ^ 2.0(5) 5 25. 9. 1.9(5) 5 30. 8. 1.8(5) a n 5 35. 8. ,^" 1.8(S) r 5 40. 8. 1.7(S) 5 45. 8. 1.7(5) 5 50. 9. 1.6(5) 5 55. 9. 1.6(S) 6 ^ 1.5(5) 1 ^ ,rte. Project LifeBridge PUD Sketch Plan Drainage Report ^ ▪ *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) ^ 1 32. .1 9.1 1 35. ^ ^ S. ,rte ^ ^ ^ S. ^ ^ ^ /�. ^ ^ ^ ^ ^ S. ^ iIIICA TETRA TECH COMPANY 4 ^ �y� �/r � � N/3 yY „ 3y ��d wG 4 t4-„,,,,,,,,,,,,,,o..4 1 / .^ — BASIN B DETENTION POND /e\ / 1 %i /V rtb � .. // / , , ea DETENTION VOLUME ESTIMATE USING A HYDROGRAPH Rewrite %-out Peak Out9aw Time Tp-out Design Information(Input): Time Interval on Hydrograph dt= 5.0 minutes Max.Allowable Peak Outflow Qp-out= 24.00 cfs Time to Peak Outflow Tp-out= 93.00 minutes (Qp-out,Tp-out) is a point on the recession of the inflow hydrograph. Time Inflow Outflow Incremental Storage hydrograph Rising Hy Volume Volume "` minutes cfs cfs acre-ft acre-ft (input) (input) (output) (output) (output) 0.00 0.00 0.00 5 0 0.00 1.29 0.00 0.00 10.0 0.00 2.58 0.00 0.00 15.0 ' 3.00 3.87 0:00 0.00 20.0 10.00 5.16 0.03 0.03 25.0 26.00 6.45 0.13 0.17 30.0 68.00 7/4 0.42 0.58 35.0 119.00 9.03 0/6 1:34 40.0 135.00 10.32 0.86 2.20 a 45.0 125.00 11.61 0.78 2.98 - 50.0 110.00 12.90 0:67 3.65 55.0 96.00 14.19 0:56 4.21 60.0 83.00 15.48 0.46 4:68 65.0 74.00 16/7 0.39 ' 5:07 64.00 18.06 032 5.39 75,0 52.00 19.35 0:22 5.61 a 80.0 41.00 20.65 0.14 5.75 a 85.0 28.00 21.94 0.04 5.79 90.0 21.00 23.23 0.00 5.79 95.0 16.00 100.0 13.00 -- 105.0 11.00 - -_ 110.0 10.00 - - 115.0 9.00 --- --- 120.0 8.00 Detention Storage Volume= 5.79 acre-ft UD-Detention v1.00 Basin B Detention Pond.xls, Hydrograph 4/18/02, 12:43 PM URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1990 '^ REVISED BY UNIVERSITY OF COLORADO AT DENVER ^ ar• ENTRY MADE TO RUNOFF MODEL T.* Project LifeBridge PUD Sketch Plan Drainage Report ^ °NUMBER OF TIME STEPS 72 °INTEGRATION TIME INTERVAL (MINUTES), 5.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 1 ^ Project LifeBridge POD Sketch Plan Drainage Report ^ ^ HYDROCRAPHS PROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 1 SUBCATCIR1ENTS TIME(HR/MIN) 2 a O 0. 0. 0 5. 0. ^ 0 10. 0. O 15. 3. O 20. 11. ^ 0 25. 26. 0 30. 68. O 35. 119. ^ 0 40. 135. �� 0 45. 125. 0 50. 110. O 55. 96. 1 0. 83. ^ 1 5. 74. 1 10. 64. 1 15. 52. 1 20. 41. ^ 1 25. 28. 1 30. 21. ^ 1 35. 16. 1 40. 13. a 1 45. 11. 1 50. 10. ^ 1 55. 9. 2 0. 0. ^ 2 5. 7. 2 10. 5. ^ 2 15. 4. 2 20. 3. 2 25.ea 2. 1 . . Project LifeBridge PUD Sketch Plan Drainage Report r �. WIDTH INVERT SIDE SLOPES OVERBANR/SURCHARGE DEPTH GUTTER NDP NP OR DIAN LENGTH SLOPE HORI2 TO PERT MANNING DEPTH JE ^ NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (PT) ^ 2 0 2 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 aka,. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.8 24.0 OTOTAL NUMBER OF GUTTERS/PIPES, 1 ▪ 1 �N Project LifeBridge POD Sketch Plan Drainage Report • ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES 449.. GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 43.1 OHYDROGRAPNS WILL BE STORED FOR THE FOLLOWING 1 POINTS 1 ^ 1 a, Project LifeBridge PUD Sketch Plan Drainage Report a. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CPS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN PEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER TIME(HR/MIN) 1 ^ 0 5. O. .0(5) 0 10. 0. .0(S) • 0 15. 0. .0(S) r O 20. 0. .1(S) a' O 25. 1. .1(5) O 30. 2. �. .5(S) O 35. 5. �^ 1.1(S) O 40. B. 1.9(5) 0 45. 11. 2.8(S) 0 50. 14. 3.5(S) a, O 55. 17. 4. 4.1(5) a 1 0. 19. 4.6(S) 1 5. 21. I� 5.0(5) 1 10. 22. 5.3(S) 1 15. 23. 5.6(S) 1 20. 24. 5.7)3) 1 25. 24. 5.8(S) .w+. 1 30. 24. 5.8(6) 1 35. 24. a. 5.8(6) 1 40. 24. 5.7(S) 1 45. 23. 5.6)5) 1 50. 23. 5.5(S) AO, 1 55. 22. 5.41S) ^ 2 0. 22. 5.3(S) a.. 2 5. 22. s.2)S) ^ 2 10. 21. ^ 5.1151 2 15. 21. ^ 5.0(S) 2 20. 20. 4.9(S) ^ 2 25. 20. 4.8(S) • 1 30. 19. 4.6(S) ^ 2 35. 19. 4.5(S) ^ 2 40. 18. 4.4(5) ,a+ 2 49. 18. ^ 4.3(8) 2 50. 17. 4.1(S) 2 55. 17. 4.0(5) ^ 3 0. 16. 3.9(S) 3 5. 16. 3.0(5) ^ 3 10. 15. 3.7(S) 3 5. 15. 3.6151 3 20. 14. ^ 3.5(S) 3 15. 14. 3.4(S) 3 30. 14. 3.3(S) ^ 3 35. 13. 3.2(8) 3 40. 13. 3.1(S) 3 45. 13. 3.0(S) a 3 50. 12. 2.9(S) ^ 3 99. 12. 2.9(5) 4.4 4 0. 11. 2.8(S) 4 5. 11. 2.7(S) 4 10. 11. 2.6(S) 4 1s. 11- 2.5(S) 4 20. 10. 2.5(S) ^ 4 25. 10. 2.4(5) I\ 4 30. 10. ^ 2.3(5) a 4 35. 9. 2.3(5) ^ 4 40. 9. 2.2(S) 4 45. 9. /•• 2.1(S) 4 50. 9. 2.1(S) ^ 4 55. 8. 2.0(8) ▪ 5 0. 8. 2.0(S) 5 5. 8. 1.9151 5 10. 8. 1.9(S) 5 15. 7. ^ 1.8(5) 5 20. 7. - 1.8(S) 5 25. 7. 1.7(S) 5 30. 7. 1.7(S) 5 35. 7. 1.6(S) a 5 40. 7. 1.6)5) I� 5 45. 6. 1.5(5) - - 5 50. 6. 1.5(5) 5 55. 6. 1.4(5) 6 O. 6. 1.4(S) Project Li£eBridge PUD Sketch Plan Drainage Report La AA *** PEAK FLOWS, STAGES AND STORAGES OP GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ANA ELEMENT (CFS) (FT) (AC-FT) (ER/MIN) 2 24. .1 5.8 1 30. r* a I* is La I* took ^ in A TETRA TECH COMPANY ea / .ter/ i. /iy/"<i41 F y J sib F s/ sg' / sue, . ' 1�. r A-, r e F� 5 A1'.7 ' J// �n • :4 �� f v rte h f •-r-,,,.-.):,/<'�` r ,a" yi / /�� / 'Y rj s- / / cuir / / 6 r s v r eN 0-, y; r. /,�t _• o . ^^ BASIN C DETENTION POND f n r" C . l"` ^ ^ /" • h ': y iii% -/":W,,,,<:',4O''5"//0/ // / ./.2%).1,'""Y"' r eik rail a DETENTION VOLUME ESTIMATE USING A HYDROGRAPH etc Qp -aut Peak Ouiflaw Time ^ Tp-aat a. Design Information(Input): Time Interval on Hydrograph dt= 5.0 minutes Max.Allowable Peak Outflow Op-out= 34.00 cfs Time to Peak Outflow Tp-out= 92.50 minutes (Qp-out,Tpout)is a point on the recession of the inflow hydrograph. Time Inflow Outflow Incremental Storage hydrograph Rising Hy Volume Volume minutes cfs cfs acre-ft acre-ft (input) (input) (output) (output) (output) 0.00 0.00 0:00 - 5.0 ' 0.00 1.84 0.00 0.00 416.0„ 0.00 3.68 0:00 0.00 15.0' 3.00 5.51 0.00 0.00 20.0 13.00 735 0.04 0.04 25:0 32.00 9:19 0.16 0.20 a 30.0 y, 84.00 11.03 0:50 0.70 35.0 156.00 12.86 0.99 1.68 40.0 189.00 14.70 1.20 2.88 a 45.0 180.00 16.54 1.13 4.01 500'. :% 160.00 1838 0.98 4.99 55.1),.. - 141.00 20.22 0.83 5.82 60.0: 123.00 22.05 0/0. 6.51 a M65 0; 109.00 23.89 0.59 7.10 70,0 95.00 25.73 0:48 7.58 75.0 80.00 27.57 0.36 7.94 - 80,0 `. 65.00 29.41 0.25 8.18 85.0 52.00 31.24 0.14 833 90:0 40.00 33.08 0.05 8.37 95.0 29.00 ' --- ---- -- 100;0 23.00 --- -r- ---- 105.0 19.00 --- --- -- a. 110,0 16.00 ---- --- ---- ^ 115,0 14.00 ---- ---- --- 120,0 13.00 ---- -- ---- a .Y- Detention Storage Volume= 8.37 acre-ft .. UD-Detention v1.00 Basin C Detention Pond.xls, Hydrograph 4/18/02, 12:42 PM — oo ..�..i. ^ URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER ,.5. ••• ENTRY MADE TO RUNOFF MODEL ••• ▪ Project Life0ridge PUD Sketch Plan Drainage Report r. ONUMBER OP TINE STEPS 72 0INTEGRATION TIME INTERVAL (MINUTES), 5.00 ^ 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 1 r. Project Li£eBridge PUD Sketch Plan Drainage Report on. HYDROGRAPHS FROM CUNPF MODEL ARE LISTED FOR THE FOLLOWING 1 SUBCATCHMENTS TIME(HR/MIN) 3 .. O 0. 0. ^ 0 5. 0. O 10. 0. O 15. 3. a. O 20. 13. ▪ 0 25. 32. ,^ 0 30. 84. O 35. 156. ^ 0 40. 189. r 0 45. 180. �. 0 50. 160. O 55. 141. /, 1 0. 123. /w). 1 5. 109. • 1 10. 95. ^ 1 15. 80. 1 20. 65. 1 25. 52. ^ 1 30. 40. ^ 1 35. 29. 1 40. 23. i•. 1 45. 19. ^ 1 50. 16. ^ 1 55. 14. 2 0. 13. I. 2 5. 11. • 2 10. 8. ,.4. 2 15. 6. 2 20. 4. .s, 2 25. 3. ^ 2 30. 2. 2 35. 2. 1 2- ^ Project LifeBridge PUD Sketch Plan Drainage Report oak I. . WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE -�� GUTTER GUTTER NDP NP OR DIAN LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (PT) (FT/FT) L R N (FT) 3 0 2 2 PIPE .1 1. .0050 .0 ,0 ,016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - .0 .0 8.4 34.0 0TOTAL NUMBER OF GUTTERS/PIPES, 1 1 ^ Project LifeBridge POD Sketch Plan Drainage Report ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) /93 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 62.5 OHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS /). 3 1 Project LifeBridge PUD ^ Sketch Plan Drainage Report HYDRDGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS /en. THE UPPER NUMBER IS DISCHARGE IN CFS ^ THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (5) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CPS FROM SPECIFIED INFLOW HYDROGRAPN (D) DENOTES DISCHARGE IN CPS DIVERTED FROM THIS GUTTER .�. (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER TIME(HR/MIN) 3 O 5. 0. ^ .0(S) O 10. 0. ^ .0(5) O 15. 0. ^ .0(S) O 20. 0. .1(5) /.ft 0 25. 1. .2(5) ^ 0 30. 2. .6(5) O J5. 6. 1.4(5) ^ O 40. 10. 2.5(S) O 45. 15. oak 3.7(S) O 50. 19. 4.8(S) ^ 0 55. 23. 5.7(S) /m, I 0, 26. 6.4(S) ^ 1 5. 28. 7.0(S) em b. 1 10, 30. 7.5(S) 1 15. 32. 7.9(5) 1 20, 33. 8.2(5) 1 25. 34. 8,3(S) ^ 1 30. 34. 8.4(S) 1 35. 34. 8.4(S) 1 40. 34. 8.4(5) 1 45. 34. 8.3(S) 4.95 1 50. 33. 8.2(S) 4.95 1 55. 33. 8.1(S) 4995 2 0. 32. 44.5 7.9(8) 2 5. 32. 49, 7.8(8) 4.952 10. 31. 7.6(S) /95 2 15. 30. 7.5(5) 2 30. 30. 7.3(S) .95 2 25. 29. 7.1(S) 995 2 30. 28. ^ 7.0(5) 2 35. 27. 9.5 6.8(5) 3 40. 27. r' 6.6(S) ^ 2 45. 26. 6.4(S) i. 2 50. 25. 6.2(5) "'' 2 55. 25. 6.1(S) 999 3 0. 24. 5.9(5) /5 3 5. 23. 5.7(5) 995. 3 10. 23. 4.45 5.6(S) 3 15. 22. 5.4(S) 3 20. 21. 5.3(S) oak 3 25. 21. 5.1(S) 4445 3 30. 20. 5.0(8) 3 r 35. 20. 4.9(5) ^ 3 40. 19. 4.7(S) 3 45. 19. 4.6(S) 3 50. 18. 995 4.5(S) i5 - 3 55. 18. 4.3(81 995 4 0. 17. 4.2(5) 4 5. 17. 4.1)51 ^ a. 4 10. 16. 4.0(5) I 4 15. 16. ^ 3.9(5) 4 20. 15. /+ 3.8(8) I' a 4 25. 15. ,.444a 3.4(S) 4 30. 14. ^ 3.6(S) -` 4 35. 14. 3.5(S) ^ 4 40. 14. 3.4(S) 4 45. 13. 3.3(S) ^ 4 50. 13. 3.2(5) 4 55. 13. 3.1(S) 5 0. 12. ✓ 3.0(S) 5 5. 12. ^ 2.9(5) 5 10. 12. 2.9(5) ^ 5 15. 11. 2.8(S) ^ 5 20. 11. 2.9(5) a 5 25. 11. 2.6(5) 5 30. 10. ^ 2.6(S) 5 35. 10. ^ 2.5(5) 5 40. 10. a 2.4(5) ^ 5 45. 10. 2.3(5) 5 50. 9. 2.3(S) ^ 5 55. 9. 2.2(S) 6 0. 9. 2.2(S) 1 Project LifeBridge PUD .�+ Sketch Plan Drainage Report •** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CPS) (PT) (AC-PT) (NR/MIN) ^ 3 34. .1 8.4 1 35. ^ ^ ^ pik e. graC A TETRA TECH COMPANY sEN F r /ry � / ^ f y� / , �" f'/i /i/i k f // / /5/" / bi ,'y/ ,. Pit Pit r r^ BASIN D DETENTION POND r- r ,1 ,. ` 4,O i i l 21‘1,,,,.,''' '/y /,,, 3 �i ''*-.V," GA O.0.6%.:-.):444.� // „y /1 DETENTION VOLUME ESTIMATE USING A HYDROGRAPH Ramat Qp-.ut < i� Gleam Time Tp-out Design Information(Input): Time Interval on Hydrograph dt= 5.0 minutes Max.Allowable Peak Outflow Qp-out= 28.00 cfs Time to Peak Outflow Tp-out= 81.00 minutes (Qp-out,Tp-out)is a point on the recession of the inflow hydrograph. Time Inflow Outflow Incremental Storage hydrograph Rising Hy Volume Volume minutes cfs cfs acre-ft acre-ft (input) (input) (output) output) (output) 01)40 0.00 5.0 . 0.00 17 x0.90 . 0.00 - a, 10.0 0.00 3.46 0.00 0.00 15.0 5.00 5.19 0.00 0,00‘ 20.0 14.00 6,91 0.05 0.05 25.0 35.00 8.64 _ 0.18 0.23 30.0 111.00 10.37 , 0,69 0.92 35.0 166.00 1210 ; • 1.06 1.98 40.0 159.00 13.83 ": 1.00 2.98 45.0 136.00 15.56 0.83 3.81 50.0 115.00 17;28 0.67 4.49 55.0 96.00 1901 - ! 0.5 5.02 60.0 81.00 20;74 " 0.42 5.43 65.0 71.00 22.47 T 0.33 , 5.77 70.0 58.00 24.20 ,, ,_X023 6.00 75.0 44.00 25.93 0.12 6.12- 80.0 30.00 27,65 0.02 6.14. 85.0 21.00 90.0 16.00 - 95.0 12.00 a 100.0 10.00 105.0 9.00 - 110.0 8.00 ^ 115.0 7.00 - 120.0 7.00 -- -- �-. Detention Storage Volume= 6.14 acre-ft UD-Detention v1.00 Basin D Detention Pond.xls, Hydrograph 4/18/02, 12:43 PM URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER ^ ••• ENTRY MADE TO RUNOFF MODEL ••• Project LifeBridge POD Sketch Plan Drainage Report ▪ ONUMBER OF TIME STEPS 72 ()INTEGRATION TIME INTERVAL (MINUTES), 5.00 1]s.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH ^ Project LifeBridge PUD Sketch Plan Drainage Report HYDROGRAPHS FROM CUHPF MODEL ARE LISTED FORME FOLLOWING 1 SUBCATCHMENTS TIME(HR/MIN) 4 a O 0. 0. ^ 0 5. o. ^ a 10. 0. O 15. s. O 20. 14. 0 25. 35. O 30. 111. O 35. 166. a O 40. 159. ^ 0 45. 136. a 0 50. 115. O 55. 96. 1 0. 81. 1 5. 71. r. 1 10. 58. 1 15. 44. I^ 1 20. 30. 1 25. 21. I'. 1 30. 16. 1 ^ 35. 12. 1 40. 10. a 1 45. 9. ^ 1 50. 8. An". • 55. 7. 2 0. 7. ^. 2 5. 5. • 2 10. 4. 2 Is. 2. 2 20. Z. 1 r. Project LifeBridge PUD ^ Sketch Plan Drainage Report ^ WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAN LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (PT) (FT/FT) L R N (FT) ^ 4 0 2 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .o .0 6.2 28.0 • 0TOTAL NUMBER OF GUTTERS/PIPES, 1 1 Project LifeBridge PUD �., Sketch Plan Drainage Report ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 48.3 DHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS 4 • 1 Project LifeBridge PUD Sketch Plan Drainage Report ▪ HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES( )( DENOTES STORE ABOVE INVERT IN FEET (I) DENOTES STORAGE IN AC-FT FOR DETENTION FIE. DISCHARGE INCLUDES SPILLWAY OUTFLOW. ^ (I) DENOTES GUTTER INFLOW IN CFS PROM SPECIFIED INFLOW HYDROGRAPN (0) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC-PT FOR SURCHARGED GUTTER • TIME(HR/MIN) 4 0 5. D. .0(s) O lD. 0. .0(S) O 1s. O. r. .0(5) 0 20. O. i .1(S) O 25. 1. ^ .2(5) ^ 0 30. 3. .7(S) • 0 35. 7. 1.6(5) ^ 0 40. 12. 2.7(S) O 45. 16. 3.6(8) O 50. 20. 4.4(5) O 55. 22. 4_9(S) 1 0. 24. 5.4(S) ▪ 1 5. 26. 5.7(S) • 1 10. 27. 6.0(S) 1 15. 28. 6.2(5) 1 20. 26. 6.2(S) 1 25. 28. ^ 6.2(S) 1 30. 28. 6.1(S) 1 35. 27. 6.0(S) ,i.., 1 40. 27. 5.9(S) 1 45. 26. 5.8(S) .. /3r1 1 50. 26. 5.7(5) 1 55. 25. 5.6(5) a. 2 0. 25. 5.4(5) ems'. 2 5. 24. 5.3(8) 2 10. 23. 5.2(S) 2 15. 23. 5.0(5) �.., 2 20. 22. 4.9(S) 2 35. 21. 4.8(S) 2 30. 21. 4.6(S) a. 2 35. 20. 4.5(5) 2 40. 20. 4.3(S) 2 45. 19. 4.2(S) 2 50. 18. 4.1(5) 2 55. 10. 3.9(S) 3 0. 17. 3.8(S) A'\ 3 5. 17. 3.7(5) 3 10. 16. 3.6(5) 3 15. 16. .^ 3.5(S) 3 20. 15. 3.4(5) 3 25. 15. 3.3(S) �.. 3 30. 14. 3.2(S) • 3 35. 14. 3.1(S) 3 40. 13. 3.0(S) 3 a. 45. 13. 2.9(8) 3 50. 13. 2.8(S) 3 55. 12. /' 2.7(5) 4 0. 12. 2.6(S) i 4 5. 12. 2.6(S) ▪ 4 10. 11. 2.5(5) 4 15. 11. 2.4(S) a. a. 4 20. 11. 2.3(S) 4 25. 10. nrs 2.3(8) 4 30. 10. 2.2(S) a. 4 35. 10. 2.1(S) 4 40. 9. 2.1(S) 4 45. 9. 2.0)5) 4 50. 9. 1.9(S) 4 55. 1. 1.9(S) 5 0. 1. ,r. 1.8(S) 5 5. 0. 1.0(5) 5 10. 0. 1.7(S) 5 15. 7. 1.7(5) 5 20. 7. 1.6(S) - . 5 25. 7. 1.6(S) T 5 30. 7. 1.5(5) 5 35. 7. 1.5(5) 5 40. 6. 1.4(S) 5 45. 6. ^^ 1.4(S) 5 50. 6. 4".'- 1.3(5) 5 55. 6. 1.3(S) o 6 0. 6. 1.2(S) A 1 I, Project LifeBridge PUD Sketch Plan Drainage Report .01 ••• PEAR FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ••• CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (PI) (AC-PT) (HR/MIN) a- 4 20. .1 6.2 1 20. sme I• is wa' r fro'1 I'S ^ R n c A TETRA TECH COMPANY ^ ^ y of /%'�/' / /1 i ,- s S' c r ,` .;: / /j% Vi l 1-;;'4.!T y -4,43 t •-/:).;;;' ,,,;,2,',k h otif r\ - h !iii li iii ✓, d %;,----;,,,,,,w,---- A//' ' 6/�i/ i 9/ / N- rr4 ^ ^ BASIN E DETENTION POND A� ^ ^ i / I ^ k � e. ^ /-. / •/ / . -.l ^ ^ / y tyr --/,'^`` mil/ /i � /�rcy, . i-dlir",� ,%. e- eN /1 ^ DETENTION VOLUME ESTIMATE USING A HYDROGRAPH flawrat, Qp-out Peek 011.111017 Time Tp-sut Design Information(Input): a Time Interval on Hydrograph dt= 5.0 minutes Max.Allowable Peak Outflow Qp-out= 27.00 cfs Time to Peak Outflow Tp-out= 94.00 minutes (Qp-out,Tp-out)is a point on the recession of the inflow hydrograph. Time Inflow Outflow Incremental Storage hydrograph Rising Hy Volume Volume minutes cfs cfs acre-ft acre-ft a (input) (input) (output) (output) (output) 0.00 0.00 0.00 5,0 0.00 1.44 0.00 0:00 10.0 1.00 2.87 0:00 0.00 15.0 14.00 431 0;07 0.07 20,0 53.00 5.74 033 039 25.0 113.00 7.18 0:73 1.12 30.0 252.00 8,62 1.68 2.80 35,0 416.00 10.05 2.80 5.59 a 40-0 379.00 11.49 2:53 8.12 45.0 298.00 12.9,,'{ 1:96 10.09 50.0 232.00 14.3& = 1.50 11.59 55.0 181.00 15:80 " 1.14 12,72 60:0 144.00 1723 0.87, 13.60 65.0 123.00 18:67 0,72 1432 70.0 101.00 20,'11, 0.56 14,87 75.0 72.00 21.54 0.35 15.22 803 - 54.00 22,98 0.21 15.43 85.0 38.00 24.41 0,09 15.53 90.0 30.00 25.85 0.03 15.56 95.0 26.00 -- — 100.0 23.00 — — -- 105.0 22.00 -- --- 110.0 22.00 — --- 115.0 21.00 — --- a 120.0 21.00 ---- a -- Detention Storage Volume= 15.56 acre-ft UD-Detention v1.00 Basin E Detention Pond.xls, Hydrograph 4/18/02, 12:43 PM /_• w URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OP COLORADO AT DENVER ._- ••• ENTRY MADE TO RUNOFF MODEL ••• w^ Project LifeBridge POD Sketch Plan Drainage Report ONUMBER OF TIME STEPS 72 OINTEGRATION TIME INTERVAL (MINUTES), 5.00 ^ 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 1 ^ Project Li£eeridge PUP Sketch Plan Drainage Report • NYDROGRAPHS FROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 1 SUBCATCHMENTS TIME(HR/MIN) 5 ^ 0 0. 0. ^ 0 5. 0. s. 0 10. 1. O 15. 14. O 20. 53. ^ O 25. 113. .► 0 30. 252. O 35. 416. ^ O 40. 379. ea,. 0 45. 298. 0 50. 232. ^ 0 55. 181. 1 0. 144. ^ 1 5. 123. a 1 10. 101. 1 15. 72. 1 20. 54. 1 25. 38. ^ 1 30. 30. 1 35. 26. 1 40. 23. ^ 1 45. 22. 1 50. 22. �.., 1 55. 21. 2 0. 21. ^ 2 5. 18. 2 10. 10. 2 15. 5. 2 20. 3. 1 Project LifeBridge PUO Sketch Plan Drainage Report WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE - GUTTER GUTTER NDP NP OR ➢IOM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (PT) (FT/Fn L R N (Fr) ^ 5 0 2 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 15.4 27.0 ." .0TOTAL NUMBER OF GUTTERS/PIPES, 1 1 Project LifeBridge PUD ... Sketch Plan Drainage Report ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GLITTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA O.A.(AC) 5 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 92.0 OHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS ^ 5 1 i^ Project LifeBridge POD Sketch Plan Drainage Report HYDROGRAPNS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS ^ THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ^ ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. .�. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER ^ TIME(HR/MIN) 5 ^ O 5. 0. .0(5) ^ 0 10. 0. .0(5) ^ 0 15. 0. .1(5) 0 20. 0. ^ 3(S) O 25. 1. .8(S) ^ 0 30. 4. 2.1(5) 0 35. B. 4.3(S) ^ 0 40. 12. 7.0(s) ^ 0 45. 16. ^ 9.2(S) O 50. 19. ^ 10.9(S) O 55. 21. 12.2(9) ^ 1 O. 23. 13.2(S) r 1 5. 24. 14.0(S) 1 10. 26. 14.6(S) 1 15. 26. 15.0(S) ^ 1 20. 27. ^ 15.2(S) 1 25. 27. 15.4(S) 1 30. 27. ^ 15.4(S) 1 35. 27. 15.4(S) ..�. 1 40. 27. 15.4(S) ^ 1 45. 27. 15.4(S) ^ Sift • 1 50. 27. 15.3(5) 1 55. 27. 15.3(5) ^ 2 0. 27. 15.3(5) ^ 2 5. 27. A.., 15.2(5) 2 10. 27. a 15.1(5) 2 15. 26. 15.0(5) 2 20. 26. 14.8(S) • 2 25. 26. 14.7(5) ^ 2 30. 25. 14.5(5) 2 35. 25. ^ 14.3(5) 2 40. 25. �.., 14.1(5) 2 45. 24. a 14.0(S) ^ 2 50. 24. 13.0(5) ^ 2 55. 24. 13.6(5) • 3 0. 24. 13.5(5) ow /^. 3 5. 23. 13.3(5) 3 10. 23. 13.1(5) 3 15. 23. ^ 13.0(51 3 20. 23. a 12.8(5) ^ 3 25. 22. 12.7(5) 3 30. 22. 12.5(5) ^ 3 35. 22. 12.4(5) ^ 3 40. 21. 12.2(5) 3 45. 12. ^ 12.1(5) 3 50. 21. 11.9(5) 3 55. 21. 11.8(9) ^ 4 0. 20. 11.7(5) 4 5. 20. 11.5(5) 4 10. 20. 11.4(51 ^ 4 15. 20. 11.2(5) ^ . 4 30. 19. ^ 11.1)5) 4 25. 19. ▪ ' 11.0(5) 4 30. 19. ^ 10.8(5) ^ 4 35. 19. 10.7(5) 4 40. 19. ^ 10.6(S) 4 45. 18. 10.5(S) ^ 4 50. 18. 10.3(5) - 4 55. 10. 10.2(5) 5 0. 18. ^ 10.1(S) 5 5. 17. ^ 10.0(S) 5 10. 17. 9.8(5) 5 15. 17. 9.9(5) ^ 5 30. 17. 9.6)5) ^ 5 25. 17. 9.5(5) 5 30. 16. 9.4(5) w•. 5 35. 16. 9.3(5) ^ 5 40. 16. 9.2(S) 5 45. 16. 9.0(5) ^ 5 50. 16. 8.9(5) s 5 55. 15. 8.8(5) ^ 6 0. 15. 8.7(5) 1 Project LlfeDridge PUD Sketch Plan Drainage Report I ••• PEAR PLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS •*• • CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CPS) (FT) (AC-FT) (HR/MIN) ^ 5 27. .1 15.4 1 35. ^ ^ ^ ^ ,_ Stormwater Drainage Report Contains oversized map of the e_ Drainage Plan See Original File Hello