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Home My WebLink About20053239.tiff AMENDED SKETCH PLAN AND DETAILED CHANGE OF ZONE STORMWATER DRAINAGE REPORT FOR PROJECT LIFEBRIDGE P.U.D. WELD COUNTY, COLORADO Prepared for: LIFEBRIDGE CHRISTIAN CHURCH ,-� C/O 4C CORPORATION ATTENTION: BRUCE GRINNELL 2602 Clover Basin Drive, Suite B Longmont, Colorado 80503 Prepared by: TETRA TECH RMC 1900 South Sunset Street, Suite 1-F Longmont, Colorado 80501 Tetra Tech RMC Job No. 80-4270.001.00 January 10, 2005 (lit) TETRATECH RMC 2005-3239 ^ J — TETRA TECH RMC January 10, 2005 a Mr. Peter Schei Weld County Department of Public Works 1111 H Street Greeley, Colorado 80632 Re: Amended Sketch Plan and Detailed Change of Zone Stormwater Drainage Report ^ Project LifeBridge P.U.D. Tetra Tech RMC Job No. 80-4270.001.00 Dear Mr. Schei: We are pleased to offer for your review the attached Detailed 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, TETRA TECH RMC, INC. /6 //,fer Rebecca J. Eustice, E.I.T. Design Engineer (U Todd J. Borger, P.E. Project Manager a a a ^ 1900 5.Sunset Sheet.Suite -I.I org^ront CO 8050' Tel 303772.5282 Fax 303.665.6739 H:\4270_00I\Eng\Drainage\Detailed Change of Zone report Detailed Change of Zone Drainage.doc E TETRA TECHJ:"Ib] ENGINEER'S CERTIFICATION I hereby certify that this report entitled Amended Sketch Plan and Detailed Change of Zone Stormwater Drainage Report for Project LifeBridge P.U.D. was prepared under my direct supervision in accordance with the provisions of the Weld County Dev- . %ent Code. attoO...... yob O sly TODD Todd J. P. 32993 Registers ionx er State of Col TABLE OF CONTENTS Page 1. General Site Location and Description 1 2. Drainage Basins and Sub-Basins 1 3. Drainage Facility Design 2 4. Spring Gulch 4 a. Existing 100-Year Analysis 4 — b. Future 100-Year Analysis 5 c. Public Safety Observations 6 5. Conclusion 7 Appeadicies Appendix A— Site Location Figure 1 —Vicinity Map Appendix B—Historic Conditions a Historic CUHP Input/Output Historic UDSWM Input/Output Appendix C—Proposed Conditions Figure 2—Proposed UDSWM Diagram Proposed CUHP Input/Output Proposed UDSWM Input/Output Appendix D—Spring Gulch Existing 100-Year Analysis Figures 3-7—Detailed Cross-Section Views HEC-RAS Input/Output CulvertMaster Input/Output City of Longmont Hydrology Report—Figure 12 Appendix E— Spring Gulch Future 100-Year Analysis Figures 7-10—Detailed Cross-Section Views HEC-RAS Input/Output — CulvertMaster Input/Output Copy of Hydrology Update by Boyle Engineering Appendix F—Emergency Response Figure 11 —Emergency Response Map - i Drawings Historic Drainage Plan(Sheet 1) Back Pocket Proposed Drainage Plan (Sheet 2) Back Pocket Spring Gulch Analysis Map (Sheet 3) Back Pocket - ii - PROJECT LIFEBRIDGE P.U.D. AMENDED SKETCH PLAN AND DETAILED CHANGE OF ZONE STORMWATER DRAINAGE REPORT WELD COUNTY, COLORADO 1. GENERAL SITE 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 31/2 is located on the west boundary of the south part of the site and bisects the north part of the site. A vicinity map is located in Appendix A of this report. The site contains approximately 315 acres and is 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 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. 2. DRAINAGE BASINS AND SUB-BASINS 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 the exception of the Spring Gulch 100-year event as described later in this section of the report. 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 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 will convey significantly less stormwater in the developed condition as the 100-year developed flow will be detained and released at a rate between the 5-year and 10-year - 1 - historical flow rates (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 east and southeast. Runoff from historic basin D flows into the adjacent Elms development,while runoff from historic basins E and F pass through the adjacent Meadowvale subdivision. The drainage from historic basin G flows to the southeast corner of the property into the roadside ditch along the north side of SH 119. Runoff from historic basins E, F and G eventually converges in the north SH 119 roadside ditch and ultimately spills into the St. Vrain River. The historic drainage calculations were performed using the computer versions of the Colorado Urban Hydrograph Procedure(CUHP) and the Urban Drainage and Flood Control District's Stormwater Management Model (UDSWM). The historic drainage calculations for the 5-year, 10-year and 100-year events are provided in Appendix B and the Historic Drainage Plan is provided in the back of this report. 3. DRAINAGE FACILITY DESIGN Please refer to the Proposed 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 Storm Drainage Criteria Manual'. Runoff quantities and detention volumes were again determined using the CUHP and UDSWM computer programs. Summary printouts are included in Appendix C of this report. 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 %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. However, the irrigation ditch will convey significantly less stormwater in the developed condition as the 100-year developed flow will be detained and released at a rate between the 5-year and 10-year historical flow rates. According to the Weld County Development Code under section 24-7-130, the acceptable release rate for commercial and public building uses is the 10-year historic rate while the acceptable release rate for residential and open space is the 5-year historic rate. Therefore, the release rate from each detention pond was prorated with respect to the percentage of each land use represented in the pond's receiving drainage area. Proposed basin 1 consists of 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. Because all of basin 1 is proposed residential, the release rate from the pond matches the 5-year historic release rate of 32 cfs. Preliminary calculations indicate a required detention pond volume of 7.1 ac-ft. The approximate area required by the detention facility and the conceptual grading for the pond is presented on the proposed drainage plan. 'Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Denver Colorado,June 2001. - 2 - Proposed basin 2 consists of additional single-family residential development. 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 4.9 ac-ft for a 5-year historic release rate of 24 cfs. The approximate area required by the detention facility and the conceptual grading for the pond is presented on the proposed drainage plan. Proposed basin 3 contains the primary Church facility as well as some of the land adjacent to the building. The stormwater from the building roof-drains as well as drainage from the land to the north and east sides of the building will be directed toward the detention pond located within the basin. The internal detention pond contains 3.8 acre-feet of volume and releases approximately 5 cfs to the pond located in the far-east portion of basin 4. Proposed basin 4 consists of residential uses for the Senior community. The total tributary drainage area to the northeast pond from basins 3 and 4 contains 70% of the drainage area to release at the 10-year historic rate, while the remaining 30%releases at the 5-year historic rate. The resulting pro-rated release rate is 45 cfs. The northeast pond contains 2.6 acre-feet of storage and releases 45 cfs to the Oligarchy Ditch extension. The remaining basins are proposed to drain toward the southeast corner of the property. Drainage basin 5 drains to the internal detention facility located in the open space in the center of the development. The central detention pond is designed to store 3.5 acre-feet and release at 75 cfs to the largest detention facility located in the southeast corner of the property. Drainage from basin 6 drains to the internal detention facility located in the southwest corner of the property. The southwest pond contains 1 acre-foot of storage and releases approximately 121 cfs to the large southeast pond. In the proposed condition, runoff will be collected along the eastern property line using channels or pipes, preventing flows from entering the adjacent Elms and Meadowvale subdivisions. Therefore, the peak flows from the historic basins E, F and G were added to get a 5-year historic release of 78 cfs and a 10-year historic release of 125 cfs. Of the total tributary area to the southeast detention facility, including basins 5, 6 and 7, approximately 24% releases at the 5-year historic rate and the remaining 76% releases at the 10-year historic rate. The resulting prorated release rate of 114 cfs requires a detention facility with 21.4 acre-feet of storage. This cumulative, prorated release rate is still much less than the rate of 182 cfs from historical basin G in the 100-year event. All proposed detention facilities will probably serve secondary purposes that may include recreational activities, parking facilities, landscaped ponds/water features or raw-water storage ponds for on-site irrigation. Part of each detention facility will also include water quality elements to reduce pollutants in stormwater as it enters the pond and hence improve the stormwater quality before it leaves the site. Pedestrian and bike trails may be placed within or along drainage channels and detention ponds and will also provide maintenance access to these facilities. - 3 - 4. SPRING GULCH a. Existing 100-Year Analysis The flooding from the Spring Gulch crossing at SH 119 was analyzed to determine the approximate 100-year flooding extents on the LBCC property. There is 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. It appears that CDOT only sized the Spring Gulch No. 2 box culvert for a 50 year storm and the excess flows during the 100-year storm back up and then flow east to the St. Vrain River. Spring Gulch is located within Union Basin and reaches a 100-year peak flow of 3939 cfs in the existing condition, as shown in Figure 12 of the City of Longmont's Hydrology Report2. A copy of Figure 12 is included in Appendix D of this report. According to the preliminary drainage report by Park Engineering for the Concepts Direct/Westview commercial property,3 approximately 2640 cfs can pass through the existing culvert under SH 119, causing the remaining 1300 cfs to back up and flow eastward along the north side of the highway. The flooding extents between Fairview Street and the eastern property line of the LBCC site are shown in Spring Gulch Analysis Map in the back of this report. The flooding extents were determined by modeling the 1300 cfs in HEC-RAS, a hydraulic computer modeling system created by the U.S. Army Corps of Engineers. A hydraulic model was created for the north side of SH 119, starting just west of Fairview Street. The Park Engineering report included an analysis on the Concepts Direct/Westview property, ending at Fairview Street. The Park Engineering data was included for the upstream boundary conditions in the LBCC hydraulic model. The 1300 cfs appears to remain on the north side of the highway until it reaches the intersection of SH 119 and County Road (CR) 3 %2. Approximately 70 homes are adversely affected by the 1300 cfs from Spring Gulch, consisting of 69 homes within the Longview property and the house just east of Fairview Street. The affected homes are shown in the Spring Gulch Analysis Map. Although SH 119 does not overtop at Fairview Street, Figure 3 shows Fairview with an overtopping depth of 1.21 in two places. Figure 4 shows the Longview homes flooded along the west side at section#8675. Performing the split flow analysis at the SH 119 and CR 3 %2 intersection was challenging in HEC-RAS because the split occurs at an intersection within the extents of a 24-inch CMP culvert. The program does not allow the insertion of flow splitting structures, such as a lateral weir, within the extents of a culvert. Therefore, the split flow was calculated separately in the Haestad program, CulvertMaster, and is provided in Appendix B. The CulvertMaster analysis found that approximately 60 cfs spills to the south side of SH 119. At the split location at the CR 3 1/2 intersection, a second HEC-RAS model was developed to specifically model the 60 cfs along the south side of SH 119. The north model continues west along the north side of the highway and has a reduced flow of 1240 cfs at cross-section #7244,just east of CR 3 %2. As shown in Figure 5, CR 3 %2 is overtopped by 1.52 feet and the westbound lanes of SH 119 are overtopped by 1.48 feet. ^ 2 WRC Engineering,Inc., Urban Stormwater Management Master Plan Hydrology Report,City of Longmont, Colorado,Revised November 30, 1993. • 3 Park Engineering Consultants, Preliminary Drainage Report for Lot 3 Development at Concepts Direct/Westview, Longmont,Colorado,May 21, 2002. - 4 - The south model begins at the split location at the centerline of the intersection of SH 119 and CR 3 %2. In the CulvertMaster analysis, the split flow was determined by creating two rating curves, one for the flow staying on the north side of the highway, and the other for the flow crossing SH 119 to the south side of the highway. The rating curve for the north side contained the 24-inch CMP on the north side of SH 119 and contained a weir consisting of the CR 3 %2 centerline, ending at the centerline of SH 119. The rating curve for the south side contained a weir beginning at the centerline intersection of SH 119 and CR 3 %1, continuing west along the centerline of SH 119 and ending at cross-section#7409. The two rating tables were compared and the two flows adding to 1300 cfs with the same water surface elevation were selected. The water surface elevation served as the upstream boundary condition for the south HEC-RAS model, which begins with the same CulvertMaster weir section. The roadway section in the north HEC-RAS model combines the two CulvertMaster weirs to determine, for comparison purposes, the overtopping water-surface elevation. The water- - surface elevation in HEC-RAS was within a tenth of a foot of the water-surface elevation determined in CulvertMaster for the intersection. The 60 cfs on the south side of the ^ highway remains within the CDOT right-of-way in the road side ditch. The north HEC-RAS model shows SH 119 overtopping again at the eastern most cross- section. A lateral weir was added to the north model between sections#5878 and#5828 to determine the quantity of flow overtopping SH 119 and flowing to the south side of the highway. The profile of the weir consists of the north edge-of-asphalt (EGA) elevations, the highest portion of the highway at this location. Figure 6 shows SH 119 overtopping by as much as 1.42 feet at section #5528. 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. However, this project while identified, has not yet been funded. The Church intends to accommodate this problem by either (1) designing proper drainage facilities to contain the flow should they wish to develop this area prior to the installation of the second box culvert, or, (2) phasing their project so as not to construct in the area inundated by this flow. If the Church decides on option 1, a combination of site grading and drainage swales would be used along the west and south edges of the property to ensure all buildings are not in the 100-year flooding extents. b. Future 100-Year Analysis In the drainage report performed by Park Engineering, a future condition of 2922 cfs was analyzed. Therefore, the 2922 cfs condition was also analyzed in this report. In the City of Longmont's Hydrology Report, Figure 12 also includes a peak 100-year flow of 7185 cfs in the future condition for Spring Gulch. The future condition includes any potential development within Union Basin. The Drainage Engineer for the City of Longmont requires Spring Gulch drainage facilities to accommodate the average of the existing 100-year peak (3939 cfs) and the future 100-year peak(7185 cfs), resulting in a design peak flow of 5562 cfs. As stated in the previous section, Park Engineering found that 2640 cfs passes through _ the culvert at SH 119 resulting in 2922 cfs traveling east along the north side of SH 119. Copies of the same north and south HEC-RAS models were used to route the future flow, determining that in addition to the overtopping locations found in the existing condition, SH - 5 - 119 is overtopped near the western Longview property line and again between CR 3 %z and the east LBCC property line. The north and south flows still merge along SH 119 toward the eastern side of the LBCC property; however, the larger flow causes the merge to occur further to the west. The future flow HEC-RAS models for the north and south sides of SH 119 were modified from the existing condition to accommodate the additional overtopping locations and to reflect the higher flows at the existing overtopping locations. Boyle Engineering performed a hydrology update for Union Basin or Spring Gulch No. 2 to reflect changes to the Longmont Area Comprehensive Plan. The report determines that the future peak 100-year flow at SH 119 is 6375 cfs rather than 7185 cfs. Although the modified flow was not used in this report, it will be used in future analyses after the City of Longmont officially adopts the update. A copy of the update is provided in Appendix E. Figure 7 shows the future condition flow as it overtops Fairview Street. Although SH 119 is not completely overtopped, the future flow encroaches on the westbound lanes and overtops Fairview by 1.84 feet in two locations. Figure 8 shows the west side of the Longview property inundated by as much as 2.15 feet. SH 119 is overtopped in this area starting at cross-section #8800 and ending just after section #8675. The split flow analysis was performed in HEC-RAS by adding a lateral weir beginning at section#9289 and ending at#8240. The lateral weir matches the highest profile along SH 119, typically the north edge-of-asphalt (BOA) for the eastbound lanes. The program determines the quantity of flow spilling over the lateral weir at each cross-section. Because the flow overtops the highway further to the west, the south HEC-RAS model is extended to the west to model the flows on the south side. An additional 6 Longview homes, for a total of 76 homes are flooded in the future condition. Figure 9 shows the overtopping at the intersection of SH 119 and CR 3 i/2. Another lateral weir was added between sections #7646 and#7409. Again, because a lateral weir cannot be added within the extents of a culvert, the split flow analysis at the CR 3 '/: intersection was performed in CulvertMaster. At section#7646 the flow on the north side is 2838 cfs. The CulverMaster analysis found that 251 cfs spills to the south side leaving 2587 cfs on the north side and a total flow of 335 on the south side. CR 3 %2 is overtopped by 2.12 feet north of SH 119 and 1.25 feet south of SH 119. SH 119 is overtopped by as much as 1.89 feet. An additional lateral weir was added starting at section#7244 and ending at section#5528. Again the weir profile matches the highest points along SH 119, which typically consists of the north BOA because SH 119 is super-elevated in front of the LBCC property. An additional overtopping location occurs near section#6928; however, only 1 cfs crosses to the south side of the highway. The north and south flows begin merging at section#5878. Figure 10 shows the water-surface elevations on the north and south sides at section#5828. SH 119 is overtopped by as much as 2.23 feet at this section. c. Public Safety Observations Due to the number of overtopping locations presented in this report for both the 100-year existing and 100-year future conditions, some issues appear with respect to emergency response to the properties along SH 119. Figure 11 in Appendix F consists of a map showing the major streets in the vicinity of the LBCC property. The map shows the known road - 6 - overtopping locations due to Spring Gulch in the existing and future 100-year conditions. The locations of the Longmont, Mountain View and Frederick/Firestone fire houses are shown as well. In a 100-year event, a time requiring emergency response, emergency vehicles are forced to take much longer routes due to the limitations from the Spring Gulch flooding. 5. CONCLUSION This Detailed Change of Zone Stormwater Drainage Report presents the existing drainage — conditions both onsite and offsite. The proposed onsite conditions show the use of several detention facilities to reduce the onsite flows to the rates specified in the Weld County Code. Drainage historically traveling through the adjacent Elms and Meadowvale subdivisions is eliminated by re-routing the stormwater through the onsite detention facilities. The flooding from Spring Gulch due to an under sized culvert at SH 119 was evaluated in the 100-year event at both the existing flow rate and the future flow rate, as determined by the City of Longmont. SH 119 is overtopped in multiple locations potentially causing significant delay in emergency response. Additionally, approximately 70 homes are flooded in the existing 100-year condition with an additional 6 homes flooding in the future 100-year condition. Regardless of the offsite flows, the proposed development can be designed to protect structure without adversely impacting adjacent and downstream properties. - 7 - APPENDIX A SITE LOCATION • ) ) I 1 ) 1 1 ) ) t ). 1 ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) t ) • I • r ; ) Wednesday, Der-mbar 15, 2004 3:31:06 PM DRAWING: R:\4270_001\ENGINEERING\Drainr^s\Drainage Exhibits LAYOUT: VICINTY MAP FIG 1 6.4 1- '7 Si „..:. en.efi� igl l'irt.4SISZtr • Co G N� N dike : 0 tlil' r73 ® •� co IFi\\x::1:::1\1 CD c•D rrlO e I ••:_. � — 3 - ■ �'' \ mar= cl-] lila 5511_ S :prid ti. as mart . a) 4T. ydn a :'Anna t.. th- : •. �Ian11Um: i - iSi L.I q ; 0, North m v ti y� 1 v o ,. 3 °"° g Colorado SR 119 - r n n I I I I ) _ r-rr-r-Irr'T"11 r. r APPENDIX B HISTORIC CONDITIONS a a r. exLBCC5yr.chi 25-YEAR HISTORIC CONDITION 15 YEAR 5 1.43 71 1 1 5.1 1BASIN A .0921.6913.3314 2. .011 30. .4 .1 3. .0018 .5 71 1 1 5.2 2BASIN B .0673.5729.2663 2. .0132 27. .4 .1 3. .0018 .5 71 1 1 5.3 3BASIN C .1086.6640.2814 2. .0171 30. .4 .1 3. .0018 .5 71 1 1 5.4 4BASIN D .0079.0758.0568 2. .0100 12. .4 .1 3. .0018 .5 71 1 1 5.5 5BASIN E .0495.3428.1928 2. .0191 20. .4 .1 3. .0018 .5 71 1 1 5.6 6BASIN F .0568.3810.1964 2. .0196 21. .4 .1 3. .0018 .5 71 1 1 5.7 7BASIN G .1137.6641.4354 2. .0146 29. .4 .1 3. .0018 .5 E exLBCC5yr.sin 2 1 1 2 3 4 WATERSHED 1 LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 • ***5-YEAR HISTORIC*** 100 0 0 5.0 1 1 10 2 20 3 30 4 40 5 50 6 60 7 70 O 10 11 3 1. O 20 21 3 1. O 30 31 3 1. O 40 41 3 1. O 50 51 3 1. O 60 61 3 1. O 70 71 3 1. 0 14 10 20 30 40 50 60 70 11 21 31 41 51 61 71 0 0 ENDPROGRAM exLBCC5yr.sot LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ***5-YEAR HISTORIC*** *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 70 41. (DIRECT FLOW) 0 35. 60 20. (DIRECT FLOW) 0 35. --- 50 17. (DIRECT FLOW) 0 35. 40 2. (DIRECT FLOW) 0 35. 30 38. (DIRECT FLOW) 0 35. 20 24. (DIRECT FLOW) 0 35. 10 32. (DIRECT FLOW) 0 35. 71 41. (DIRECT FLOW) 0 35. 61 20. (DIRECT FLOW) 0 35. 51 17. (DIRECT FLOW) 0 35. 41 2. (DIRECT FLOW) 0 35. 31 38. (DIRECT FLOW) 0 35. 21 24. (DIRECT FLOW) 0 35. 11 32. (DIRECT FLOW) 0 35. exLBCC 10yr.chi 210-YEAR HISTORIC CONDITION ---- 110 YEAR 10 1.73 71 1 1 5.1 1BASIN A .0921.6913.3314 2. .011 30. .4 .1 3. .0018 .5 71 1 1 5.2 2BASIN B .0673.5729.2663 2. .0132 27. .4 .1 3. .0018 .5 71 1 1 5.3 3BASIN C .1086.6640.2814 2. .0171 30. .4 .1 3. .0018 .5 71 1 1 5.4 4BASIN D .0079.0758.0568 2. .0100 12. .4 .1 3. .0018 .5 ._ 71 1 1 5.5 5BASIN E .0495.3428.1928 2. .0191 20. .4 .1 3. .0018 .5 71 1 1 5.6 6BASIN F .0568.3810.1964 2. .0196 21. .4 .1 3. .0018 .5 71 1 1 5.7 7BASIN G .1137.6641.4354 2. .0146 29. .4 .1 3. .0018 .5 E exLBCCl0yr.sin 2 1 1 2 3 4 WATERSHED 1 LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ***10-YEAR HISTORIC*** 100 0 0 5.0 1 1 10 2 20 3 30 4 40 5 50 6 60 7 70 - 0 10 11 3 1. .-.. 0 20 21 3 1. O 30 31 3 1. "^ 0 40 41 3 1. O 50 51 3 1. 0 60 61 3 1. O 70 71 3 1. 0 14 10 20 30 40 50 60 70 11 21 31 41 51 61 71 0 0 END PROGRAM exLBCCI 0yr.sot LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ^ ***10-YEAR HISTORIC*** • *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) .. 70 66. (DIRECT FLOW) 0 35. 60 32. (DIRECT FLOW) 0 35. 50 27. (DIRECT FLOW) 0 35. 40 4. (DIRECT FLOW) 1 35. _ 30 61. (DIRECT FLOW) 0 35. 20 38. (DIRECT FLOW) 0 35. 10 51. (DIRECT FLOW) 0 35. 71 66. (DIRECT FLOW) 0 35. 61 32. (DIRECT FLOW) 0 35. 51 27. (DIRECT FLOW) 0 35. -. 41 4. (DIRECT FLOW) 1 35. _ 31 61. (DIRECT FLOW) 0 35. 21 38. (DIRECT FLOW) 0 35. 11 51. (DIRECT FLOW) 0 35. exLBCC100yr.chi 2100-YEAR HISTORIC CONDITION 1100 YEAR 100 2.7 71 1 1 5.1 1BASIN A .0921.6913.3314 2. .011 30. .4 .1 3. .0018 .5 71 1 1 5.2 2BASIN B .0673.5729.2663 2. .0132 27. .4 .1 3. .0018 .5 71 1 1 5.3 3BASIN C .1086.6640.2814 2. .0171 30. .4 .1 3. .0018 .5 71 1 1 5.4 4BASIN D .0079.0758.0568 2. .0100 12. .4 .1 3. .0018 .5 71 1 1 5.5 5BASIN E .0495.3428.1928 2. .0191 20. .4 .1 3. .0018 .5 71 1 1 5.6 6BASIN F .0568.3810.1964 2. .0196 21. .4 .1 3. .0018 .5 71 1 1 5.7 7BASIN G .1137.6641.4354 2. .0146 29. .4 .1 3. .0018 .5 B exLBCCl00yr.sin 2 1 1 2 3 4 WATERSHED 1 LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ***100-YEAR HISTORIC*** 100 0 0 5.0 1 - 1 10 2 20 3 30 4 40 5 50 6 60 7 70 O 10 11 3 1. O 20 21 3 1. O 30 31 3 1. O 40 41 3 1. O 50 51 3 1. O 60 61 3 1. O 70 71 3 1. 0 14 10 20 30 40 50 60 70 11 21 31 41 51 61 71 0 0 ENDPROGRAM exLBCCl00yr.sot LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ***100-YEAR HISTORIC*** *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 70 182. (DIRECT FLOW) 0 40. 60 89. (DIRECT FLOW) 0 40. 50 77. (DIRECT FLOW) 0 40. 40 11. (DIRECT FLOW) 1 35. 30 170. (DIRECT FLOW) 0 40. 20 107. (DIRECT FLOW) 0 40. 10 142. (DIRECT FLOW) 0 40. 71 182. (DIRECT FLOW) 0 40. 61 89. (DIRECT FLOW) 0 40. 51 77. (DIRECT FLOW) 0 40. 41 11. (DIRECT FLOW) 1 35. 31 170. (DIRECT FLOW) 0 40. 21 107. (DIRECT FLOW) 0 40. 11 142. (DIRECT FLOW) 0 40. APPENDIX C PROPOSED CONDITIONS ) 11 1 1 1 1 ) 1 1 1 1 1 i 1 ) 1 1 I 1 ) ) 1 ) ) 1 1 ) ) ) ) i 1 1 1 i i i Wednesday, D tuber 15, 2004 3:35:31 PM DRAWING: R:\4270_001\ENGINEERING\Drair \Drainage Exhibits LAYOUT: SWWM MODEL PROPOSED FIG 2 ) II `\ 43 E ❑O m 22 42 v o g m z 21 v' u a v 20 \ i 41 O o J• E 10 40 ' 32 / LI: 31 11 30 E a ��12 e\e�Raa°a 50 LBCC au O A _ 11-r-� LL ra 6� 51 8 o ` 52 m c a SN _�� 0. ,i-, o 70 A O c Li 2 T. W i C LO \—d 3 4, � �a Z V; LL J T 6 �1 w North tl >§ c .v l7 1:_IP $ C en 1: 61 62 72 L a5 :p I Colorado SH 119 prLBCC I 00yr.chi 2100-YEAR LBCC-119 PROPOSED 1100 YEAR 100 2.7 71 1 1 5.1 1BASIN 1 .0921.6913.3314 35. .011 30. .5 .1 3. .0018 .5 71 1 1 5.2 2BASIN 2 .0673.5729.2663 26. .0132 27. .5 .1 3. .0018 .5 71 1 1 5.3 3BASIN 3 .0338.2513.1488 71. .005 17. .5 .1 3. .0018 .5 71 1 1 5.4 4BASIN 4 .0493.4282.2380 35. .013 23. .5 .1 3. .0018 .5 71 1 1 5.5 5BASIN 5 .0598.3879.2167 80. .016 21. .5 .1 3. .0018 .5 71 1 1 5.6 6BASIN 6 .0494.4657.1792 92. .008 24. .5 .1 3. .0018 .5 .., 71 1 1 5.7 7BASIN 7 .1428.8915.5019 66. .007 36. .5 .1 3. .0018 .5 y E a. prLBCCl00yr.sin ... 2 1 1 2 3 4 WATERSHED 1 LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ***100-YEAR DEVELOPED*** 100 0 0 5.0 1 1 10 2 20 3 30 4 40 5 50 6 60 7 70 0 10 11 3 1. O 11 12 2 2 0.1 1. 0.01 0.016 0.1 0. - 0. 7.1 32. 0. 0. 0. 0. 0 20 21 3 1. - O 21 22 2 2 0.1 1. 0.01 0.016 0.1 0. 0. 4.9 24. 0. 0. 0. 0. O 30 31 3 1. O 31 32 2 2 0.1 1. 0.01 0.016 0.1 0. 0. 3.8 5. 0. 0. 0. 0. O 32 41 1 1. 1000. 0.005 4. 4. 0.013 3. O 40 41 3 1. 0 41 42 3 1. O 42 43 2 2 0.1 1. 0.01 0.016 0.1 0. 0. 2.6 45. O 50 51 3 1. O 51 52 2 2 0.1 1. 0.01 0.016 0.1 0. 0. 3.5 76. O 52 71 1 1. 2250. 0.005 4. 4. 0.013 3. O 60 61 3 1. 0 61 62 2 2 0.1 1. 0.01 0.016 0.1 0. 0. 1. 121. 0 62 71 1 3. 1150. 0.005 4. 4. 0.035 3. O 70 71 3 1. O 71 72 3 1. O 72 73 2 2 0.1 1. 0.01 0.016 0.1 0. 0. 21.4 114. 0 19 10 11 20 21 30 31 32 40 41 42 50 51 52 60 61 62 70 71 72 0 0 0 0 0 0 0 0 0 0 0 0 0 ENDPROGRAM ,. prLBCCI00yr.sot LIFEBRIDGE CHRISTIAN CHURCH - HWY 119 ***100-YEAR DEVELOPED*** *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 60 138. (DIRECT FLOW) 0 35. 50 174. (DIRECT FLOW) 0 35. 30 98. (DIRECT FLOW) 0 35. 61 121. .1 1.0 0 45. 51 76. .1 3.5 0 55. 31 5. .1 3.8 2 0. 70 284. (DIRECT FLOW) 0 45. 62 115. 2.4 0 50. 52 75. 1.5 1 0. 40 93. (DIRECT FLOW) 0 35. 32 5. .5 2 5. 71 449. (DIRECT FLOW) 0 45. 41 93. (DIRECT FLOW) 0 35. 20 113. (DIRECT FLOW) 0 40. 10 156. (DIRECT FLOW) 0 40. 72 114. .1 21.4 1 40. 42 45. .1 2.6 1 10. 21 24. .1 4.9 1 25. 11 32. .1 7.1 1 35. 73 114. (DIRECT FLOW) 1 40. 43 45. (DIRECT FLOW) 1 10. 22 24. (DIRECT FLOW) 1 25. 12 32. (DIRECT FLOW) 1 35. APPENDIX D SPRING GULCH EXISTING 100-YEAR ANALYSIS r Existing Conditions - Section #10035, Fairview Street (looking east at west side of Fairview) 4940- 1300 cfs 4938- — Cross Section Profile - Water Surface Elev.= 4931.94 SH 119 South EOA x 4936- 1.21' Over Topping 1.21' Over Topping WB Lanes 0 4934- _ _ _ SH 119 - North EOA 4932- \ ---__ , _ — _ _ __ WB Lanes w 4930- Fairview Street Profile 4928• 36" RCP 4926. - - -1200 -1000 -800 -600 -400 -200 0 Station (ft) Low Point Elev.= 4930.73 Existing Conditions - Section #9869, Fairview Street (looking east at east side of Fairview) 4945- / Existing House /� 1300 cfs , ` SH 119 EOA WB Lanes 4940• ` Water Surface - Fairview Street Profile - Elev.= 4931.65 I SH 119 - Median \ 0.92' Over Topping ' SH 119 - EOA EB Lanes E 4935• —_ — — Fairview Street Profile > ` `' - - - - - __ — r \ ---. y South ofSH119 ,. w 4930- Low Point Elev.= 4930.73 — Cross Section Profile -$6" RCP r - Cross Section Profile 4925- 4920 - - - - -1500 -1000 -500 0 560 1000 Station (ft) Fairview Street ...1, TETRATECH RMC Existing Cross Section �J " �"'t `°'°""""°' m cxmsm iamo zaw. w w�xea UFEDRIDGE CHRISTIAN CHURCH ea-n,o.00i.0. FIGURE 3 Existing Conditions - Section #8675, Longview Property 75 74 60 /59 58 54 /33 332 17 16 4940- Existing Homes ^ �, v ` AA A^/ Y \AA"57 56 55 Top of Longview Berm \ 1300 cfs SH 119 - EOA WB Lanes Water Surface 4935 - Elev.= 4928.39 SH 119 - Median I II I 1.41' Over Topping SH 119 - EOA EB Lanes - _S 4930• c / o a // > a) 4925- w Low Point Elev.= 4926.98 —Cross Section Profile 4920 North Roadside Ditch Vista Ridge Commercial Center South Roadside Ditch Drainage Swale 49115500 -1000 - - -5b0 0 560 1000 Station (ft) Longview Property TETRATECH RMC Existing Cross Section UFEBRIDGE CHRISTIAN CHURCH a°270.0M 00 FIGURE 4 r I Existing Conditions - Section #7409, CR 3.5 (looking east at west side of CR 3.5) CR 3.5 Centerline CR 3.5 — Profile 1300 cfs Centerline Profile SH 119 - EOA WB Lanes ' Water Surface 493O SH 119 - Median 1 4928• Elev.= 4922.66 SH 119 - N EOA EB Lanes 1.52' Over 4926• Section #7646 - N EOA EB Lanes 1 o Topping , i 4924• SH 119 - N EOA Profile for EB Lanes from I ct 4922• section #7904 to upstream to section #7646 I w 4920, Cross Section Profile— Low Point Elev.= 4921.14 Elev.= 4922.49 - 0.17' Over Topping 4918• 24" CMP Elev.= 4921.94 - 0.72' Over To In ,, i - PP 9 491gg 200 -1000 -800 -6b0 -400 -200 0 200 400 ii Station (ft) 1 I I I 1 i I Existing Conditions - Section #7244, CR 3.5 I (looking east at east side of CR 3.5) 1 1 SH 119 - EOA WB Lanes I CR 3.5 Centerline 1240 cfs SH 119 - Median — Profile I 4930- CR 3.5 Centerline Water Surface SH 119 EOA EB Lanes I 4928 — — — — _ ` Profile Elev.= 4922.35 - 1.21' Over — 60 cfs 1 4926• ToppingWater Surface — ' 4924• — Elev.= 491 2 4922• v7 . ► / � � 1 ' 4920• . Cross Section Profile — y I _ — Cross Section Profile °' Low Point Elev.= 4921.14 I ISI 4918• 24" CMP-----\ Ii I 4916• North Roadside Ditch South Roadside Ditch I 4914 . . . - . -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station (ft) Elev.= 4921.52 - 0.83' Over Topping I Elev.= 4920.87 - 1.48' Over Topping I County Road 3.5 n TETRATECH RMC I Existing Cross Section UFEBRIDGE CHRISTIAN CHURCH eeo-iia.00i.aa FIGURE 5 i Existing Conditions - Section #5528, LBCC (looking east at east side of LBCC) SH 119 - EOA WB Lanes SH 119 - Median 976 cfs Water SH 119 - EOA EB Lanes Surface Elev. 324 cfs Water Surface = 4903.92 —Elev.= 4901.29 4912- 1.42' SH 119 0.69' SH 119 4910- Over Topping Over Topping 4908- c 2 4906- LBCC Existing Vista Ridge iii > 4904- Topography s Existing Topography w 4900- 4930 4900- North Roadside Ditch Vista Ridge Drainage Swale 4928 4898 -800 -600 -400 -200 0 200 400 600 Station (ft) - South Roadside Ditch SH 119 N EOA Elev.= 4902.50 SH 119 S EOA Elev.= 4900.60 Life Bridge Property . TETRATECH RMC Existing Cross Section m w.mnm r.. wen.w r-r. fbi IIFEBRIOGE CHRISTIAN CHURCH gIto.ow oo FIGURE 6 �-- HEC-RAS Plan:SH 119 Exist River State Hwy 119 Reach:State Hwy 119 Profile:PF 1 *; Reach= `:` River Sfa Profile Q Totai,,xt : lev„ :E.G.Elev x.h, • ( ' r;: ' (ft) State HWy-119 11480 PF 1 1300.00 4936.40 4936.50 State Hwy 119 11340 .PF 1 - 1300.00 4935.49 4936.13 State Keit 119 vr, 1'1150 s PF 1 1300.00 4935.31 4935.42 Slate ' ';", 11050 PF 1 1300.00 4934.79 4935.16 s 1" <1119139 ,F PF 1 ? 1300.00 4933.97 4934.33 tlrfb VAMOOSES/1 1300.00 4932.77 4933.03 Pis niglantill 1300.00 4932.05 4932.25 ' 1300.00 4931.96 4932.14 ' `� e 1300.00 4931.81 4932.03 ssgr t1t; PF'1 1300.00 4931.94 4931.95 lsreen4. I • Culvert ' ( F 1 `•r ` 1300.00 4930.46 4930.50 1300.00 4930.16 4930.21 ' ° '^ PF'1 p -:t: 1300.00 4928.64 4928/8 Fa " - 1300.00 4928.57 4928.58 2 y, s; PFD. 1300.00 4928.54 4928.57 '^ , , _ Po*:-rx 1300.00 4928.39 4928.49 PF,11 t 1300.00 4925.58 4926.00 A ^Gd _ 7Y`. PF 1`, 1300.00 4922.92 4922.94 7311riritr, sa=„ 1,„PF - 1300.00 4922.66 4922.80 r Iz,t U Culvert 'j:.i i' " . , ', 7i " - 1240.00 4920.45 4920.65 1240.00 4918.23 4918.48 yg tit 1240.00 4916.05 4916.26 - 1240.00 4912.69 4913.38 - hy, l?Tht ' 1240.00 4908.09 4908.80 ... Lat Struct -1;lat _ e 976.32 4903.92 4904.75 4 Hw+siiis-:='` 18 ;;. FT 942.96 4903.61 4904.42 ) ) ) ) ) ) ) ) ► ) 1 I ) ) ) ) ) ) ) ) ) : ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 11480-x-sec at youth center,looking east(Concepts model) .035 + .035 ( .035 4940+ • Legend EG PF 1 WS PF 1 4939- Ground • Bank Sta 4938- 1 4937 i w 4936- • - s,i�'twi u4 s 1 4935- � 4934- • • 4933 -r- 0 200 400 600 800 1000 Station(ft) ) 1 ) ) ) I I ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ! . ; ) 1 ) ) ) ) } ) ) i } ) , i ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 11340-extension of Pinnacle Street alignment,looking east .035 .035 + .035 4940+ • ' Legend EG PF 1 WSPF1 4939- Ground • Bank Sta 4938- 4937- .0 is m _ W 4936- F 4935- • 4934- 1,.1,i 4933 , 0 200 400 600 800 1000 Station(ft) 1 1 1 1 ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ; ) ) 1 ; i i i i ; i .• 1 i } ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 11150-cross section on curve(Concepts model) .016 .035 + .016-d 4940• Legend EG PF 1 WSPF1 Ground • Bank Sta 4938- 4936- 9 E W 4934- - 4932- I - 4930 , 0 200 400 600 800 1000 1200 Station(ft) ) ) ) ) 1 ) 1 ) ) ) ) ) ) ) ) ) ) ) ► ) ii )) ! ! ! ! ! i ? ! ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 • Sta 11050-upstream face of pro.buildings,looking east(Conce • • 4940: .016 + .035 + 016H Legend • EG PF 1 WSPF1 Ground r Bank Sta 4938- 4936- > O ia 4934- 4932- 4930 , 0 200 400 600 800 1000 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) i i f ) ) ) ) ) ) i j ) ) ; ) ) • ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 10900-prop.big bldg.WI cdot berm,looking east(Concepts .016 .035 + .016—> 4940• • Legend EG PF 1 - I WS PF 1 Ground • Bank Sta 4938 4936- c - O d w 4934- ' 4932- 4930 , 0 200 400 600 800 1000 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) , ► ' ) ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 10590-big building, cdot berm,looking east(Concepts mode { .016 + .035 + .016-H 4940• • Legend EG PF 1 WS PF 1 Ground 4938- • Bank Sta 4936- . c 4934- m - w 4932) Y. +4V14 ti 414: •rir 4930-i 4928 0 200 400 600 800 1000 Station(ft) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ; } r ) ) ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 10250-x-sec at east side of pro big bldg.,looking east(C 016 .035 4 .016H 4940+ • Legend EG PF 1 WSPF1 Ground 4938 • Bank Sta 4936- • 4934- > w 4932- 4930- .41 •• 4928 , 0 200 400 600 800 1000 Station(ft) I ► ► , ) ) ) ) ) ) ) ► > > ) ► ) ) ) ► ) ) ) ) ► ) ) 1 ) i ), ) ) ) 1 ► Ili SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 10185-x-sec at east side of pro big bldg.,looking east(C 4940• 016 ' 035 + .016H Legend EGPF1 WS PF 1 Ground 4938- ♦ Bank Sta 4936- 4934- m w 4932- 416, i , a 4930~ 4928 0 200 400 600 800 1000 Station(ft) ) ) ) ) ) ) ) ) ) t ► ► ) ) ) ) ) ) ) ) } I ) ) ', ) 3 1 ) ; ) , • . SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 10125-east end of building pad,connected to outlet(Conce t .035 .035 )f0355 4940• Legend EGPF1 WSPF1 4938- Ground • Bank Sta • 4936- 4934- 0 co m a) w 4932- 4930- t ' 4928- 4926 0 200 400 600 800 1000 Station(ft) I 1 ) ) ) 1 1 1 1 ) 1 ) ) ) ) ) ) ) ) ) ) ) 1 ) i )i ) } i ► ) 1 ) 1 ) ) I I ; ► ) ► SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 10085-U/S face Fairview St. .035 .035 4940- 0 1 Legend 6 EG PF 1 WSPF1 4938 Crit PF 1 Ground Ineff • Bank Sta 4936 4934- o > w 4932- "1.`' t:. .. f.- 4,.p�F J • "i"�-�-" �23C�r�` t�i•!N�1 b� ta..K '�Z.l�a'% ,�., . 4930- c ll# t' VA"'t sx Y { ; Yr"�'� h t i h f t.�" .1 a L-s 4928- «, 1 ti 4926 -1200 -1000 -800 -600 -400 -200 0 Station(ft) I ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) + ) ) ) ) ) ' 1 l 1 ) 1 1 ) o 1 1 1 1 ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 36-inch RCP at Fairview Street .035 + .035 ) " 4940- 0 Legend 6 EGPF1 WS PF 1 4938- Crit PF 1 Ground • Inef • Bank Sta 4936- 1 4934- a is w i 4932- ' Pt F ri1 4ti + 4 Y ' �..+l A. [Ci 71':'x'•''."] .,. • �y .motif : ;. ... ... �. .a;:;y• ' v.� ..t 4930- ''•;.�:...: .7,n...... 'y .�J:!r•`.�,�7s.::t:t... .:.'; ;y,9�� ;.. 4928- 4926r 1 -1200 -1000 -800 -600 -400 -200 0 Station(ft) } ) ) I ) ! ) ) 1 ) ! ) ) 1 ) I I ! 1 1 ) ) I ► ) 1 1 ! ) ) 1 ) ) ) ) 1 1 1 1 ! ) r l 1 ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 36-inch RCP at Fairview Street .035 +.010+ .035 )I 4945- Legend EG PF 1 WS PF 1 Crit PF 1 Ground I %4940- ?,` ----.;__..... t 1. Levee ° ; Ineff it •%'°' 44 Bank Sta 4935- .',:,... r-• o �A O co �. ?, 4930- - •44$.4E/,'-‘''' ktir. e f .2f1 4925- ;•4 I• > 1,y 5 i r`•1 4920 , , r ------- - r , r , I -2000 -1500 -1000 -500 0 500 1000 Station (ft) i I 1 1 ) ) I 1 ) ) 1 1 ) 1 1 ) ) ) ) ) 1 I 1 I 1 ) ) ) 1 ) 1 1 ) ) I 1 ) ) ) ) I r ) r r ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 9869-D/S Face Fairview Street,thru house(surveyed) H .035 > .01G+ .035 >1 4945 Legend EG PF 1 WS PF 1 Grit PF 1 Ground 4940- _. round_.. Levee A Ineff • Bank Sta 4935- I c O m W 4930- ra 'B"ti fir,.: mn A dkrl I 4925- 1 , -2000 -1500 -1000 -500 0 500 1000 Station(ft) 1 ► ) 1 ) , 1 ► ) ) ) ) ) 1 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) , ; I SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 9698(surveyed)east of house .035 >k010+ .035 4940- Legend EG PF 1 WS PF 1 Crit PF 1 Ground Levee 4935- • Bank Sta ° 4930- _ t 4925- 1 r 4920 T , -2000 -1500 -1000 -500 0 500 1000 Station(ft) I ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) 1 ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) i r E ! ) SH 119 Existing Conditions North Plan:SH 119 Existing Conditions North 12/15/2004 Sta 9289(surveyed) 035 +.016+ .035 4934 Legend EG PF 1 WSPF1 4932 Crit PF 1 ■ Ground Levee Bank Sta 4930- 1 o a� w - 4926- • 4924- 4922- 4920 , -1500 -1000 -500 0 500 1000 Station(ft) I I ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) r r ) ) ) ) ) ) ) ) ) i i ) ► ) ) SH 119 Existing Conditions North Plan:SH 119 Existing Conditions North 12/15/2004 Sta 8800(surveyed)west of property line .035 >I<.016+ .035 4934, Legend EG PF 1 WS PF 1 4932- Crit PF 1 Ground Levee 4930 Bank Sta 4928- A U 3 4926- • 4924- 4922- 4920- 1 4918 , -1500 -1000 -500 0 500 1000 Station(ft) ) ) ) 1 ) 1 1 ) 1 ) 1 1 ) ) ) ) ) ) ) 1 1 ) ) ) ) ) ) ) ) ) ) ) ) . ) . ; } ) SH 119 Existing Conditions North Plan:SH 119 Existing Conditions North 12/15/2004 Sta 8738(surveyed)property line .035 )1.016+ .035 4934- Legend EG PF 1 WSPF1 4932- Crit PF 1 Ground Levee 4930- • Bank Sta ii • ryM1 4928 t. 4926- •• m w 1� 4924- 1 4922- 4920- 4918 , • -1500 -1000 -500 0 500 1000 Station(ft) ) ) I ) ) ) ) ) ) ) ) ) ) i ) I ) ) ) ) ) ) ) r ) i ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 8675(surveyed)west edge of Longview _ .035 +.016 Ir .035 H 4940- Legend EG PF 1 WSPF1 Crit PF 1 Ground 4935- --- Levee • Bank Sta 4930- O 70 4925- 4920- -1500 -1000 -500 0 500 1000 Station(ft) 1 ) ) ) 1 1 1 1 1 1 ) 1 p ) ) i l ► t ) 1 1 1 1 1 1 1 1 1 1 ) ) i' i 1 i i ) 1 , i i t } SH 119 Existing Conditions North Plan:SH 119 Existing Conditions North 12/15/2004 Sta 8240(surveyed)Longview .035 + .016 + .035 4945- Legend EGPF1 WSPF1 Crit PF 1 4940- ' Ground Levee • Bank Sta 4935- 4930- ' a�i w 4925- /\1 4920- 4915 -800 -600 -400 -200 0 200 400 600 Station(ft) I f ) ) ) ) ) ) ) ) ) ) ) ) ) ! ' ) ) ) ) ) ) ) ) ) ) ) ) l ) ) ) ) ) ) ) ) ) i ) i ) ) ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 • Sta 7646(surveyed)east Longview 4940- .035 + .016 + .035 Legend EG PF 1 WSPF1 Crit PF 1 4935- Ground Levee • Bank Sta 4930- l ° 4925- 1 U1 4920- .. 4915- 4910 -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) )y ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) i i t 1 1 i I SH 119 Existing Conditions North Plan:SH 119 Existing Conditions North 12/15/2004 Sta 7409-U/S Face CR 3.5(surveyed) .035 + .016 >I 4930- Legend EG PF 1 WSPF1 Crit PF 1 4928- Ground Levee Ineff • Bank Sta 4926- c 4924- > a� - w 4922- 4920- 4918 I • , -1200 -1000 -800 -600 -400 -200 0 200 400 Station(ft) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ► ) i ) ) ) ) ) ) 1 I . i , I SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 24-inch CMP N of SH 119 .035 .016 4930- Legend EG PF 1 WSPF1 4928- Crit PF 1 Ground Levee p ineff 4926 • Bank Sta 4924- x o m - n'y w 4922- 4920-I 4918- 4916 -1200 -1000 -800 -600 -400 -200 0 200 400 Station(ft) I ) 1 ) ) ) ) ) ) ) ) ) ) ? ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 24-inch CMP N of SH 119 < .035 + .016 4930- Legend fG PF 1 - WS PF 1 4928- Crit PF 1 ,. Ground Levee 4926- ,n_ In ff Bank Sta `FF •:4.-4 ,l 1. • 4924 ; ,w K,y.�.•ice. yam, .-' l- 4922- > N W 4920- •- 41 is 4918- - 4916- 4914 ' 1 ' r 1 ' I ' 1 , 1 ' I ' 1 ' 1 -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) I I ) ) I ) ) I ) 1 ) ) ) ) ) I ) ) I ) ) I ) I I I I I ) t i t ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 7244-D/S Face CR 3.5(surveyed) .035 >I< .016 4928- Legend EG PF 1 WSPF1 4926- Crit PF 1 Ground Levee Ineff ::: • Bank Sta x_ m UJ 4920- ♦ 'g ,�34z�''' i 4918- 4916 •- 4914 , -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(ft) ij ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 6928(LifeBridge topo north,Vista Ridge topo south) .035 .016 + .035 4924- Legend EGPF1 WS PF 1 4922- • Crit PF 1 Ground Levee • Bank Sta 4920- 4918 p e • w 4916- r 4914- • • • • 4912- R r 4910 , -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ; ) ; ; ) ) ; ) ) ; ) ; ) ; ) ; ; t r ) 1 SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 6578(LifeBridge topo north,Vista Ridge topo south) < .035 I .016 + .035 4920- - Legend EG PF 1 • WSPF1 1 Ground 4918- LevePFe— BanCrit Sta 4916- '4 h+f i';.'. 4th, . •T c .w, F`a w - lril 4914— ,r.' y:; T . if 4912- - Vb 4910 , , , -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) r ) ' ) > ) ) 1 i SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 6228(LifeBridge topo north,Vista Ridge topo south) .035 + .016 + .035 4918- Legend EG PF 1 WSPF1 4916- Crit PF 1 Ground Levee • Bank Sta 4914- 4912- t73 w - 4910- 4908- 4906-i 4904 , , -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ; ) ) ) ) ) i ) ) 1 ) ) l i ) + ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 5878(LifeBridge topo north,Vista Ridge topo south) <- - .035 + .016 + .0357,41 4914- Legend EG PF 1 • WSPF1 4912- Crit PF 1 Lat Struct Ground Levee 4910- • Bank Sta 4908- _ 0 a� w - 4906- 4904- i - 4902- •i I 4900 , -800 -600 -400 -200 0 200 400 600 Station(ft) 1 ) ) ) ) ) ) ) ) 1 1 ) ) ) ) ► I ) 1 ) 1 1 ) i ) 1 t ) 1 1 ) ) r I t ! ► , • ) SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 5528(LifeBridge topo north,Vista Ridge topo south) { .035 ->4—.016 .035 4912- • Legend EG PF 1 WSPF1 4910- Crit PF 1 Lat Struct Ground Levee 4908- Ineff • Bank Sta - 14906 4904- 4902 �»qz L ` ��• 49001 4898 -800 -600 -400 -200 0 200 400 600 Station(ft) 1 1 ) I ) ) ) ) ) 1 ) 1 1 ) ) ) ) I ) ) ) ; i i ) ) ) t ) ! ) 1 � � SH 119 Existing Conditions North Plan: SH 119 Existing Conditions North 12/15/2004 Sta 5518-Copy of Sta 5528-0.27 ft for all elevations 4912- •035 + .016 + —.035 >� A Legend EG PF 1 WSPF1 4910- Crit PF 1 DESEMEIBBIE Lat Struct Ground Levee 4908- Ineff • Bank Sta 4906 r , O " • W 4904- 1 - 4902- I 4900- ti^ 0 4898 . -800 -600 -400 -200 0 200 400 600 Station(ft) HEC-RAS Plan:ex119so River.State Hwy 119 Reach:State Hwy 119 Profile:PF 1 Reach Rivec.Sta :•:P!?o fe. ::Q Total W.S,Elev E.G.Elev :State Hwy 119 13'IFi 60.00 4922.43 4922.58 State Hwy 119 ''7244 PF.1 '.° 60.00 4917.97 4918.04 State Hwy 119 6928 PF 1:: ' 60.00 4917.09 4917.18 State Hwy 119 6578 PF 1 ',' 60.00 4914.36 4914.521 `State Hwy 1,19 ,6228 PF 1 60.00 4910.65 4910.77 State Hwy 119. 5878 PF 1 ' 60.00 4905.81 4906.11 State Hwy 119!' 5528 PF 1 324.00 4901.29 4901.34 State Hwy_11_9 A5518 PF 1; 357.00 4901.00 4901.29 ) ) ) ) ) ! ) 1 ) ) ) ) ) ) ) ) ) ) i ) I ) )) ) ) ) ) i ) ) J 1 r } i SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 South Branch Start at CR 3.5 centerline .016 > .016 4924.5- Legend EG PF 1 WSPF1 Crit PF 1 4924.0- p Ground • Bank Sta 4923.5- 4923.0- c a> ul 4922.5= ri. ~1 �Eti n ��:� fir'• '.y x1�? 4922.0 „u�' 4921.5 0 50 100 150 200 250 300 350 Station(ft) ) ) ) ) 1 ) ) ) 1 ) ) ) ) ) ) ) ) 1 ) ) ) ) I ) 1 1 ) ) 1 / ) t ) ) l ) ) ) SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 Sta 7244-D/S Face CR 3.5(surveyed) H .035 >< .016 + .035 >� 4928- Legend EG PF 1 WSPF1 4926- Crit PF 1 Ground Levee • - Bank Sta 4924- 4922- "E' c 0 0 - 0 W 4920- 4918- 4916- 4914 -1200 -1000 -800 -600 -400 -200 0 200 400 600 800 Station(ft) ) 1 ) ) ) ) ) ) ) 1 ) ) ) ) 1 ) ) ) ) 1 ) ) ) ) ) 1 1 1 ) i ) ) ) i . i ) ) SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 Sta 6928 .035 + .016 + .035 4924- Legend - EG PF 1 WSPF1 4922- Crit PF 1 Ground Levee • Bank Sta 4920- 4918- t c o ' o. Ui _ 4916- 4914- 4912- 4910 -800 -600 -400 -200 0 200 400 600 Station(ft) 1 1 ) 1 ) ) 1 ) ) ) ) 3 ) ) r ) 3 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) i SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 Sta 6578 .O35 + .016 + .035 3 4920- • Legend EGPF1 • WSPF1 Crit PF 1 Ground 4918- Levee • Bank Sta 4916- • • x ^ ,r• • 4914- ` 4912- * 4910 , -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ' ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) :+ I t ) ► SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 Sta 6228 .035 + .016 + .035 4918- Legend • EG PF 1 WS PF 4916- Crit PF 1 ■ Ground - Levee • 4914- Bank Sta 4912- • o d w ' 4910- 4908- 4906- 4904 7 -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ! 1 I1 ) I 1 ) SH 119 Existing Conditions South Plan:SH 119 Existing Conditions South 12/15/2004 Sta 5878 { .035 + .016 + .035 4914 Legend EG PF 1 WS PF 1 4912 Crd PF 1 Ground Levee • Bank Sta 4910 4908 d / 4906 ` • 4904 ::: . I . . I * III 0 -800 -600 -400 -200 0 200 400 600 Station(ft) ► ) ) ) ► ) ► ) ) ► ► ► ► ► ) 1 1 ) ) 1 ) ► ) ► ) ) ) ) ) ) ► ► 1 ) ) ) ) , i I ) ► ) ) i SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 Sta 5528 .035 + .016 + .035 4912- Legend EG PF 1 WS PF 1 4910- Grit PF 1 Ground Levee a Ineff 4908- • Bank Sta 4906- c O m - d w 4904- 4902- 4900- -800 -600 -400 -200 0 200 400 600 Station(ft) 1 I ) ) ) 1 ) ) 1 ) ) 1 I 1 ) ) 1 1 I 1 ) I ) 1 I 1 ) ) 1 1 ) ) I ) ) ) ) 1 I ) 1 ) ) ) ) SH 119 Existing Conditions South Plan: SH 119 Existing Conditions South 12/15/2004 Sta 5518-Copy of Sta 5528-0.27 feet from all elevations H .035 + .016 >( .035 4912- Legend EG PF 1 WSPF1 4910- Crit PF 1 Ground Levee Ineff 4908 • - Bank Sta 4906- to - > co w 4904- 4902- - r..t 4900- v" ati�s� • -800 -600 -400 -200 0 200 400 600 Station(ft) Rating Table Report Ex CR 3.5 North Q1 Range Data: Minimum Maximum Increment Discharge 1,230.00 1,250.00 1.00 cfs 11 7scharge(cfs HW Elev.(ft) 1,230.00 4,922.59 1,231.00 4,922.59 — 1,232.00 4,922.59 1,233.00 4,922.59 1,234.00 4,922.59 1,235.00 4,922.59 1,236.00 4,922.59 1,237.00 4,922.59 1,238.00 4,922.59 1,239.00 4,922.59 1,240.00 4,922.60 1,241.00 4,922.60 1,242.00 4,922.60 1,243.00 4,922.60 1,244.00 4,922.60 1,245.00 4,922.60 1,246.00 4,922.60 1,247.00 4,922.60 1,248.00 4,922.60 -- 1,249.00 4,922.60 1,250.00 4,922.60 Title:LBCC 119 Project Engineer:Tetra Tech RMC h:\...\split flow files\splitflow.cvm Rocky Mountain Consultants CulvertMaster v3.0[3.0003] 12/15/04 11:18:20 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Rating Table Report Ex CR 3.5 South Q2 Range Data: Minimum Maximum Increment Discharge 50.00 70.00 1.00 cfs 5ischarge(oft)-IW Elev.(ft) 50.00 4,922.55 51.00 4,922.56 52.00 4,922.56 53.00 4,922.57 • 54.00 4,922.57 55.00 4,922.57 56.00 4,922.58 57.00 4,922.58 58.00 4,922.59 �• 59.00 4,922.59 60.00 4,922.60 61.00 4,922.60 62.00 4,922.60 63.00 4,922.61 64.00 4,922.61 65.00 4,922.62 66.00 4,922.62 67.00 4,922.63 -• 68.00 4,922.63 69.00 4,922.63 70.00 4,922.64 Title:LBCC 119 Project Engineer:Tetra Tech RMC h:\...\split flow files\splitflow.cvm Rocky Mountain Consultants CulvertMaster v3.0[3.00031 12/15/04 11:18:54 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 C 1 U878 ORR3 303 203 9; 278 298 372 U872 RR76 376 276 177 U877 RR2 302 202 7 173 B73 HIGHWAY 66 CROSSING i UB6 COUNTYLINE RD CROSSING 306 277 205 305 RR5 273 171 UB71 RR1 301 201 RR7 307 207 10, 206 7 174 0874 9 297 37 370 UB70 q '\')\ 17th AVE CROSSING BETWEEN HIGHWAY° AND GWRR 274 RR8 308 208 271 RR4 304 204 399 8. 180 UB80 12991 000 1 LEGEND OUTFALL TO ST. VRAIN CREEK 000 Sub—Basin Outfall Designation 000 Routing Gutter Designation Design/Combination '° Point Designation 000 Detention Basin Designation ENGINEERING. INC. CRY OF LONGMONT. COLORADO UNION BASIN DENY DENyei. Damn* ) l URBAN8TORMWATER MANAGEMENT MASTER PLAN ) ( SWMM SCHEMATIC FOR EXISTING DRAINAGE SYSTEM Fit 12 ' ,.,t.,14. VA tot t 4-11 tut V.;% % '-t i ,;t: a % `-- a, a t a, ,a., a via.--a • a. a oak, a. a t., a." a .• v a•. / \ • • / SI sIiimielii2cIaifgliiip fgli""§Ella Iftigiiill /-1-1 w • e „:„I g9'gl�3xstirliloirclfEss!FmGE 2k8NHl!!Fil ijl, p S ��jy{y p p n q p y�N ��yyy e I �J i {'V YI V1 iv ale' Y WI O�1 sp�pyy pp��A ppN•' b '' hp V n�Yp1H yp�1p N p" O N N N$ T tl 0 g-S X119 O V V1 ^N-N N W O N~O^ ON lV Sg_X"JeC eP _..&NNS5:22345552:FSSt013"^r222E02R&R 0 j 111111 1 1111 i nnwww_ . . sil 8.,:gz `ONNNNI iNaNNnNNil1'lfl"11OlRPg!^J,t^'Jt~0itEt' ill 1 a . i h APPENDIX E SPRING GULCH FUTURE 100-YEAR ANALYSIS Future Conditions - Section #10035, Fairview Street (looking east at west side of Fairview) 4940- 2922 cfs 4938• - Cross Section Profile — Water Surface Elev.= 4932.57 SH 119 South EOA E 4936• 1.84' Over Topping 1.84' Over Topping WB Lanes 0 4934• _ cj 4932• _ — SH 119 - North EOA WB Lanes w4930- , Fairview Street Profile 4928• 36" RCP 4926- - -1200 -1000 -800 -600 -400 -200 0 Station (ft) Low Point Elev.= 4930.73 Future Conditions - Section #9869, Fairview Street (looking east at east side of Fairview) 4945- /�/ Existing House 2922 cfs / ` SH 119 EOA WB Lanes 4940- ` Water Surface - Fairview Street Profile - Elev.= 4932.07 SH 119 - Median c4935' 1.34' Over Topping I SH 119 - EOA EB Lanes o — — — _ l n Fairview Street Profile > � — - - - - - - -- � � _ SouthofSH119 w4930- \ Low Point Elev.= 4930.73 — Cross Section Profile 36" RCP — Cross Section Profile 4925- 4920 - -1500 -1000 -500 0 500 1000 Station (ft) Fairview Street ETRATECH RMC Future Cross Section t �J '"T ' m .mfaT rn nrww n.�annn UFEBRIDGE CHRISTIAN CHURCH .,;a.o,no FIGURE 7 Future Conditions - Section #8675, Longview Property (looking east at west side of Longview) SH 119 N EOA WB Lanes Elev.= 4928.33 0.80' Over Topping SH 119 - N EOA WB Lanes 75 74 60 59 58 54 /33 32 SH 119 - S EOA WB Lanes Elev.= 4928.90 4940 Existing Homes ^�AA 57 56 55 17 16 1 AA n• ^A^ 0.23' Over Topping 2906 cfs I I SH 119 - Median Water Surface 4935 SH 119 - EOA EB Lanes — Elev.= 4929.13 iiii 2.15' Over Topping 16 cfs / - 4930 Water Surface ` Elev.= 4925.26 o w Cu m 4925 w Top of Low Point Elev.= 4926.98 —Cross Section Longview Berm— I i , 4920 Profile North Roadside Ditch Vista Ridge Commercial Center South Roadside Ditch Drainage Swale 491500 -1000 -500 0 500 - 1000 Station (ft) Longview Property TETRATECH RMC Future Cross Section a ��NUMMI FLIAIKSMI9 UFEBRIDOE CHRISTIAN CHURCH Ito oo,co FIGURE 8 Future Conditions - Section #7409, CR 3.5 (looking east at west side of CR 3.5) CR 3.5 Centerline • — Profile CR 3.5 Centerline SH 119 - EOA WB Lanes — Profile 2838 cfs SH 119 - Median CR 3.5 Centerline 4930- Water Surface SH 119 - EOA EB Lanes — Profile ._ 4928- Elev.= 4923.26 84 cfs Water • 4926- 2.12' Over Surface Elev.= 4921.10 O 4924- Topping 1.25' Over TO. f ', 'm 4922- — — Cross Section Profile W 4920- Cross Section Profile — • Low Point Elev.= 4921.14 R Low Point Elev.= 4919.85 4918• 24" CMP 2-18" RCP 49161 i - 200 -1000 -800 -600 -400 -200 0 200 400 Station (ft) North Roadside Ditch South Roadside Ditch Elev.= 4922.49 - 0.77' Over Topping Elev.= 4921.94 - 1.32' Over Topping Future Conditions - Section #7244, CR 3.5 - (looking east at east side of CR 3.5) SH 119 - EOA WB Lanes SH 119 Median CR 3.5 Centerline 2587 cfs — Profile 4930- CR 3.5 Centerline Water Surface SH 119 - EOA EB Lanes - Profile Elev.= 4922.76 - 1.62' Over 4928 335 cfs Water - Topping 4926• Surface Elev.= 4920. • 4924• - 0.63' OverJeppi 2 4922, — — -� r . Cross Section Profile m Cross Section Profile — I 4920• Low Point Elev.= 4921.14 Low Point Elev.= 4919.85 III 4918• 24" CMP —2-18" RCP 4916- North Roadside Ditch --South Roadside Ditch 491-1200 -1000 -800 -600 -400 -200 0 200 400 600 Station (ft) Elev.= 4921.52 - 1.24' Over Topping County Road 3.5 TETRATECH RMC Future Cross Section � 47'="70•=1,7.1: T Elev.= 4920.87 1.89' Over Topping UFEBRIDGE CHRISTIAN CHURCH as-:z;o ool oa FIGURE 9 Future Conditions - Section #5528, LBCC (looking east at east side of LBCC) SH 119 - EOA WB Lanes SH 119 - Median 1590 cfs Water SH 119 - EOA EB Lanes Surface Elev. 1322 cfs Water Surface = 4904.73 Elev.= 4902.27 4912- 2.23' SH 119 1.67' SH 119 Over 49104 Over Topping Topping x 4908- c g 4906• LBCC Existing Vista Ridge o>> 4904• Topography - Existing Topography W 4902- �■ 4930 4900- North Roadside Ditch — Vista Ridge Drainage Swale 4928 4898 . . - - - - -800 -600 -400 -200 0 200 400 600 Station (ft) South Roadside Ditch SH 119 N EOA Elev.= 4902.50 SH 119 S EOA Elev.= 4900.60 Life Bridge Poperty (� TETRATECH RMC Future Cross Section UFESRIOGE CHRISTIAN CHURCH :06Z10 oo FIGURE 10 HEC-RAS Plan:fut119no River:State Hwy 119 Reach:State Hwy 119 Profile:PF 1 Reach River Sta Profile Q Total W.S.Elev E.(3 Elev (cfs) (ft) (ft) State Hwy 119 11480 PF 1 2922.00 4938.09 4938.15 rotate'1-Ivry 119 11340. PF 1 2922.00 4936.57 4937.86 Stae'Iy419.. 11150 PF1 2922.00 4936.59 4936.80 4.4 119 11050 PF 1 2922.00 4935.84 4936.47 .lt . ., :�:'" ° „119 . 10900 PF 1 : 2922.00 4935.10 4935.68 n" . 119 10590 PF-1 2922.00 4934.05 4934.50 sr ry Hy.-1`49 '. 10250. PF'1 2922.00 4933.02 4933.49 Hwy 119 'I 10185 PF 1 2922.00 4932.83 4933.29 f.;f1,zusl `:#}9„`"t 10125 PF 1 r:r _. 2922.00 4931.94 4932.96 1.0. : 10085 PF 1 2922.00 4932.57 4932.59 "x'119 10040 Culvert •'1.5 X1119'- 9869 PF 1 "�-- ' 2922.00 4930.96 4931.03 - 1.19.#=9698 PF 1 2922.00 4930.59 4930.68 ' 19=' „9289 PF 1..1" 2922.00 4929.51 4929.64 t(9-- 9288 Lat Struct eS yd 1 1 8800 PF 2922.00 4929.36 4929.38 119 8738 PF 1 2918.31 4929.31 4929.36 $.-E_ '"x19;"? 8675 PF 1 2907.67 4929.11 4929.27 9ia1 94' '8240 PF 1 - 2901.86 4926.20 4926.86 - . .a "1".9.< 7646 PF 1 2901.86 4923.69 4923.76 Hwy119 7645 Lat Struct -� :'-„.;;;Vilikfte4r119 7409 PF 1 ' 2841.05 4923.27 4923.51 -- pei a,.19:.s 7327 Culvert r b + 71E ::' 7244 PF 1 r 2590.05 4921.12 4921.40 114 7243 „(l„, Lat Struct 119 6926 t PF1' 2589.20 4918.87 4919.29 119 6578= PF 1 2586.18 4916.74 4917.10 s n 149 $' 6228 ' PF 1 2586.18 4913.66 4914.52 119.' 5678 • PF 1 2586.18 4909.22 4910.34 St8 -1 119 : ,5528 PF.1 1654.15 4904.74 4905.74 S11wy 119 5518 PF 1' 1589.39 4904.40 4905.39 f ) ) f ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) t ) ) ) ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 11480-x-sec at youth center,looking east(Concepts model) .035 .035 .035 d4940+ II ■' Legend • EGPF1 WS PF 1 4939- Ground PF 1 I Ground - Levee • _. 4 , n E Bank Sta 4938- • • ice,,l,1 -1:0,` { 7 { f+ i4, Ny. A{ } 4' . ,,, cp�i. ,�y 4a7IK' Z a,�{ .� rl?^�- 7M„}SHE'' �P. f. , u ,h,-.'•,, - 'yy��, lid i t-- 4.-..,..k-.-'+ Y• q L, � I �'T {t W ::,.!'4.,-,o,, — N'-. 4937 ~ $ h, ' ),& sfr JY„ h .n ar � ;)�'" tlis r71, ^f . KZ y> "`�, ' Ct'"rprl' 1,+ �, 1, t fir w W .}+. — s1?k4• c"' S�t,I � �:wti'hk{•� 1• .,{f r�'ix.'� � 49361 / 'y ",Ya„1a '..,'.(40 (4t ,.'.!� { +1 ;i y • .,i 4935- 41:,li iliog i;o rT 4-.,,;t rill:,1,!,,::,t.,,i:q,,9, 4934- jc ' 1 o-," e- 1\ ', - �1 �� - 'I;14 4933 1:'''71,411''..;',°• '�` 0 200 400 600 800 1000 Station(ft) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) 1 ► ) ► ► ) ) ► ) ) ) ) 1 1 ) ) 1 f ) ) 1 1 1 1 i I t ) i SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 11340-extension of Pinnacle Street alignment, looking east .035 .035 + .035H 4940 • • Legend EG PF 1 WSPF1 4939- Crit PF 1 —a-- Ground Levee • Bank Sta 4938- 4937- . c _ -• ` 4936 =.t k.,V 1 , 4935- 4 ClrtA�)ti'',�•'.1�:Y tblt 4:44 4934- 1sr 4933r , , T I 0 200 400 600 800 1000 Station(ft) I ) ) ) ► ► ) ) ) ) 1 1 ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) , ; ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 11150-cross section on curve(Concepts model) .016 .035 + .016 4940 Legend EGPF1 WSPF1 Ground • 4938 Bank Sta i - 4936- 1 a `Ita �� k,1 .� 70" t1* 3 �niVa 13. ,a • 4934- • r .. - rv' 4932 4930 , 0 200 400 600 800 1000 1200 Station(ft) ) ) 1 ) ) ) ) ) ) ) ) 1 1 ) ) ) , ) ) ) ) 1 1 ) ) ) ) ) ) ) I I ) ) ) ) ) ) ) ► ) ) ► ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 11050-upstream face of pro.buildings, looking east(Conce .016 035 >it .016-01 4940■ Legend EG PF 1 WS PF 1 Ground Bank Sta 4938- 4936- aky f d 4934- iL t a �t�i,ptoa P�Ir Fr; f` ls ' •1 u',,,!e.'44`.,s 4932- a;' 4930 0 200 400 600 800 1000 Station(ft) ) ) 1 ) ) ) ) ) ) 1 ) 1 ) ) ) ) 1 ) ) ) 1 ► ► 1 ) 1 ) ) ► r ► s ) ) ) ) r ) : 1 ► t ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 10900-prop.big bldg.wl cdot berm,looking east(Concepts .016 >< .035 + .016- 4940• Legend EG PF 1 WSPF1 Ground •• 4936- Bank Sta 4936- • 4934 tin 4932 ≥' ;-: `�i�r 4930 0 200 400 600 800 1000 Station(ft) ) ) 1 ) ) ► ► 1 ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) i ► i ► ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 10590-big building,cdot berm,looking east(Concepts mode .016 )14 .035 )< 016H 4940 f( Legend EG PF 1 WSPF1 Ground 4938 • Bank Sta 4936- O 4934- m ro. ;A { yam{ Y t t 4932- • ' ' 4!Y 1, , 4930- 4928 , 0 200 400 600 800 1000 Station(ft) ) ) 1 ) ) ) ) ) t 1 ) ) ) I ) ) ) ) ) 1 ) ) ) i ) 1 ) ) ) ) , i i i ) ) i i i i ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 10250-x-sec at east side of pro big bldg.,looking east(C .016 + .035 )1 .016— 4940■ Legend EG PF 1 WS PF 1 Ground 4938, Bank Sta 4936- , � c• 4934- (5 4932- _` Itr' 4930- 0 200 400 600 800 1000 Station(ft) 1 ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ; ; ; ) ; ; i i I ) ) i SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 SW 10185-x-sec at east side of pro big bldg.,looking east(C 4940 It '.016 < .035 + .016 Legend EGPF1 WSPF1 Ground 4938- • Bank Sta 4936- I - F c ' 4934- (1) C'I`F • 4932rby 4930- • 44.4 • 4928 , 0 200 400 600 800 1000 Station(ft) 1 ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ! ) ) 1 ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) 1 i ) t ► ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 10125-east end of building pad,connected to outlet(Conce .035 .035 +039I 4940* Legend EGPF1 • WS PF 1 4938- Crit PF 1 Ground • Bank Sta 4936- 4934- ,o - io ' 1 a� w 4932- 4930 } ,r. ,.s, • 4928- 4926 , 0 200 400 600 800 1000 Station(ft) ) ) ) ) 1 1 i 1 1 ) ) 1 1 ) ) ) ) 1 ) 1 ) 1 1 ) f f I ; , ? ) ) ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 10085-U/S face Fairview St. .035 + .035 >Io 4940- Legend - 6 EG PF 1 WS PF 1 4938- Crit PF 1 - Ground - Ineff • Bank Sta 4938 1 4934- 0 C ca • •••••••••••••••••••••••••••••••••••••• :— ,4 L'r5-"iyr.rrlre�t,F'"+"'-` .; ..�.`Y`ro"7' .'.y 1",7r 18 •; F;t. W ref, K3 � .. 4932c. F �..^ f d 'r, ` ,, '- r. E y Y�ut� y t`M'15'1'40 , x 17, x' dl •1 a •4 a{Wt'` try it 4930- 'w.,:',1;,;,-.44,;j4, • 11_ 4'yr, , 1' !1 .,, rt 1.ili`F,b 4 rc i rw, 4 f F. ti{ ' .xl 4' R 4'f"r 1 x L�' dw ;b�I 4 r ,c �v ry 4928- . ��' , , ,= 49261 . , 1 , , r , -1200 -1000 -800 -600 -400 -200 0 Station(ft) ' ) ) ! ) ) ) ) 1 ) I ) ) ) ) ) ) ) ) i i , .. i i ) 1 • , : , ) ) ) ) SH 119 Future Conditions North Plan:SH 119 Future Conditions North 12/15/2004 36-inch RCP at Fairview Street 035 + .035 4940- Legend 6 EGPF1 WSPF1 4936- Crit PF 1 Ground A Ineff • - Bank Sta 4936- . 4934- E . c 0 f9 . _n.E �'I , e, ,.,t r N - -nn Y„44'. r U•.Y. tlf }r yiy�,ry�4' ��I1�'?s�,`S t.1 'tfr'atit 1 m4� tµ 141 G�l..�l I hlh`�,`I,--$,�,. a,.. 1; v, Pik7v. .tF . 4932- a s! yr �.xr ,rI;; n 'Tr*. . .? d •� � u' . o •„!4„,"5,,,,:-.,),,• vr..tvi r 4930- =7111 a: } SI: ut! o :'.:'Pa..e+ . "rt tu4rE•. ,.et It:3J 4928 ".,-,.....:,V!.•'.... Y..., „S .+`` i.4 464):4, 7 :rJ • 4926 • 1200 -1000 -800 -600 -400 -200 0 Station(ft) 1 ) I 1 1 I 1 ) ) 1 1 ) ) 1 ) 1 1 1 1 1 ) ) 1 ) . 1 1 1 ) I 1 1 1 ) : , 4 ; , , ) I ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 36-inch RCP at Fairview Street 14 .035 >r.01 G+ .035 4945' Legend EG PF 1 WSPF1 Crit PF 1 I � I Ground 4940- ,;:, Levee -_ ,,. Ineff ,;rs.- • Bank Sta Vi ' t:',4:'',:-::!", .; 1,..1;:',4 4935-i `'+' ,1'. I. - M 1 I !h. a .H1. I. 'N).7t ‘,;:::,.:157,. — ,L4 lir :iiN',4.,k116 r 11 4930- `°"�I I. • N 4925- • s;i AI 4920 -2000 -1500 -1000 -500 0 500 1000 Station(ft) 1 ) ) 1 ) ) ) ) 1 ) 1 ) ) ) ) ) ) ) ) ) ) 1 ) >' 1 ) ) ) ) ) ' i , i SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 9869-DS Face Fairview Street,thru house(surveyed) .035 .016+ .035 4945- Legend EGPF1 WS PF 1 Crit PF 1 Ground 4940- - - Levee - -+ Ineff • Bank Sta 4935- c 0 a m m w - ''kyi7Rl,?a A 4930- 4925- 4920 -2000 -1500 -1000 -500 0 500 1000 Station(ft) 1 ) ) ) ) ) ) ► ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) . ) , i SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 9698(surveyed)east of house M35 ) C016+ .035 4940- Legend • EGPF1 • • WSPF1 Crit PF 1 Ground Levee 4935 • - Bank Sta 4930- • 4925- its 49201 -2000 -1500 -1000 -500 0 500 1000 Station(ft) 1 1 ) 1 ) ) ) 1 ) ) 1 ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) . l ; i 1 ) ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 9289(surveyed) 035 >F.016+ .035 >� 4934- Legend EGPF1 WSPF1 4932- Crit PF 1 Lat Struct pzi Ground Levee 4930- Bank Sta '441VM4' t, w 4928- "a' o >i 4926- . 4924- 4922- 4920 , -1500 -1000 -500 0 500 1000 Station(ft) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) 3 , ) ) 3 3 3 ) 3 1 ) 3 , , .1 & l ) ) I ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 8800(surveyed)west of property line F .035 +.016+ .035 H 4934- Legend EG PF 1 ♦ WSPF1 4932- Cdt PF 1 Lat Struct Ground 4930- Levee�� " i, � Ineff - • '',S th )�1 ro r , a ? Bank Sta sP se ' `", iriy 'v 1. 4928 a o ` �� 4s26- ' W - 1 4924 4922- S‘,, t 4920 4918 ' -1500 -1000 -500 0 500 1000 Station(ft) ) 1 ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ; ) ) ) , 1 ) ; ) ) ) ) ) ) ) > - ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 8738(surveyed)property line .035 )l(.016+ .035 4934- Legend • EG PF 1 WS PF 1 4932- Crit PF 1 Lat Struct Ground 4930- Levee • lneff ��+` Y� � •.r{{ihi,,..z�'�. � r..k � Bank Sta 4928- CO 4926-i LLI 4924- • l ■ 4922- Li 4920- 491 , , 8 -1500 -1000 -500 0 500 1000 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) : ) ) ; , ► ) , , : ; ; ) ; , I , • } SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 8675(surveyed)west edge of Longview .035 +.016+ .035 asaa Legend EG PF 1 WSPF1 Crit PF 1 Lat Struct 4935- Ground • Levee Ineff • Bank Sta 4930- 3 { O dr 4 't• �1 ¢ 4925- • 4920- 4915 -1500 -1000 -500 0 500 1000 Station(ft) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ► ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) i , SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 8240(surveyed)Longview .035 + .016 + .035 451 Legend EG PF 1 ! WSPF1 Crit PF 1 4940 REMISIIEM - Lat Struct Ground Levee • Bank Sta 4935- 4930-i co cu mC 4925- • �Y 1 4920- 4915 , -800 -600 -400 -200 0 200 400 600 Station(ft) f ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ? ► 3 ) , ; , . ; ; ► SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 7646(surveyed)east Longview 1 .035 + .016 + .035 4940- Legend EG PF 1 WSPF1 Crit PF 1 4935- Lat Struct Ground Levee • Bank Sta 4930- . 4925- v • V ,i4 u� ktR�} nTwgdy.. 4 pR t it.L *, }'}�FW`.it t •� r '�1 .j 11 Q 4� ti r k �._4 i tti IF 4920- t_ia�tf .Ttw 4915- 4910 t , -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(tt) 1 ) ) ) 1 1 ) ) ) ) 1 ) 1 ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) 1 ) ) ► ) ► ) ) ► ) ( ) 1 } ? ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 7409-U/S Face CR 3.5(surveyed) 035 .016 4930- Legend EG PF 1 WSPF1 Crit PF 1 4928- —� Ground Levee ♦ Ineff S Bank Sta 4926- ° 4924- a) a) w ty FnU T Y:1 • 4922- ,9 • • =k5. ♦- A 4920- 4918 I , -1200 -1000 -800 -600 -400 -200 0 200 400 Station(ft) 1 ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) / 1 ) 1 SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 24-inch CMP N of SH 119 .035 � .016 4930- Legend EG PF 1 WSPF1 4928- . Crit PF 1 Ground • Levee A Ineff 4926- • Bank Sta • • 4924- c i4 . h•N �.d�` a`ph xis :n1:41;:'; r•; 4922 .•• 4920- 4918- 4916 , -1200 -1000 -800 -600 -400 -200 0 200 400 Station(ft) 1 t ) 1 ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) 1 ) ) ) ) ) ! ) 1 ) ) ) ) ) ; ) ) 1 ) ) ► ) ) i 1 ) ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 24-inch CMP N of SH 119 .035 + .016 4930 Legend :ti'l't:.r. EGPF1 p . • `. WS PF 1 4928 'fi :h t. F "' •;....',:.r+ CritPF1 - 'K r „ ,.,,, Levee 4926 o `° A Ineff • Bank Sta .--4 4924 4922 4` f,,r,'�' ^,- .-4 �s + ' I f0 •/••••• .- ' '' may, 4 ti,'J ty.� t. > t .a w 1 _ y7 '-"=:'••''': t,:j 4920 i ♦ �ib. ,sq t1 ." SJ ,b 4918- I 4916- 1 4914 1 , , r r , , , , -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(ft) ) ► ) ) ) ► , ) ) ) ) ) ) ► ) ) ► ► ► ) ) ) ► ) ) ) ) ) ) ) ► ) ) ) ) ) ► , , , r i SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 7244-D/S Face CR 3.5(surveyed) .035 + .016 >1 4928 Legend EGPF1 • WSPF1 4926- Crit PF 1 Lat Struct Ground Levee 4924- • Ineff • Bank Sta 4922- .771 c CD 1 }J t 4920 • 7 a 4918- • 4916- 4914 -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) I ) ) I ) I I ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) } ) ) i 1 ► J ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 6928(LifeBridge topo north,Vista Ridge topo south) .035 + .016 + .035 49241 Legend EG PF 1 • WSPF1 , • 4922- Crit PF 1 Lat Struct Ground Levee 4920- Ineff • Bank Sta 4918- ' y 4k ry ',�y tai `" 4916 4914- _ 4912- . 4910• r ! , -800 -600 -400 -200 0 200 400 600 Station(ft) I ) ) > ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) s r ) ) ) ; ) ) ) ) ; ; , , ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 6578(LifeBridge topo north,Vista Ridge topo south) .035 + .016 + .035 4920- Legend EG PF 1 WS PF 1 Crit PF 1 Lat Struct 4918- Ground Levee • Bank Sta 4916- , n 'n x • ! 141trTT'{�i� 4914 4912- ' 4910 -800 -600 -400 -200 0 200 400 600 Station(ft) I 1 ) 1 ) 1 ) 1 ) ) ) 1 ) ) 1 1 ) ) ) ) 1 ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) t ; ; ) t ► ) / } SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 6228(LifeBridge topo north,Vista Ridge topo south) ;( .035 + 016 + .035 4918- — Legend EG PF 1 WSPF1 4916- Crit PF 1 Lat Struct Ground • Levee 4914- • Bank Sta bek3 • 4912- cu Lu 4910- 4908- I - I ' 4906- -800 -600 -400 -200 0 200 400 600 Station(ft) I ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) 1 1 ) ) ; ) ) ; ) ) ) ) ) ) ) ) ) • ) , • ) ) ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 5878(LifeBridge topo north,Vista Ridge topo south) K .035 x.016 + .035 4914- • 0 Legend EG PF 1 WSPF1 4912- Crit PF 1 Lat Struct Ground Levee 4910- I Ineff • ...,;.'•••<;:\"--" ; Bank Sta J 1, \.� _ 4908 �,, \;s • v \o ty :yr fC - �,•', , X:<:,• \,.\\* .':,.: tits' ,ALA \'‘.... 'R�` w 4906- ` t'''' �i\ e'!r', kLw9�w�i 1 w 4 \kk: ,s\*,..\, :::,,, 4904- 4902- \‘\,,,ki.21.-. . 4 4900 i 800 -600 -400 -200 0 200 400 600 Station(ft) ) 1 ) ) 1 ) ) ) ) ) I ,) ) ) 1 t ) 1 1 t ) ) ) i i ; , ) ) ) ) ) ) ) ) ) ) ) i ) ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 5528(LifeBridge topo north,Vista Ridge topo south) .035 >4--.016 + .035 4912- • Legend EGPF1 WSPF1 4910- Crit PF 1 Lat Struct Ground Levee 4908- — • Ineff • } Bank Sta _ P 4906- r m . 4904- 4'y1l�c fie . �1 � 4902- 1 4900- 4898 �\* r r� -800 -600 -400 -200 0 200 400 600 Station(ft) 1 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) 1 ) 1 ) 1 ) ) ) ) ) t ) 1 t t i ► ) + ) SH 119 Future Conditions North Plan: SH 119 Future Conditions North 12/15/2004 Sta 5518(Copy of Sec 5528-0.27 feet all elevations) 4912- .035 + .016 + .035- Legend A EG PF 1 • WSPF1 4910- Crit PF 1 E Lat Struct Ground Levee 4908- Ineff • Bank Sta 4906- x_ g > (1) `} 4904- it , � ;i+ e :\ NVN 4902- \'‘ ^." ti�� e \.\\*\:\\ISN 4900- - 4898 , -800 -600 -400 -200 0 200 400 600 Station(ft) '^ r HEC-RAS Plan:fut119so River:State Hwy 119 Reach:State Hwy 119 Profile:PF 1 ¢teach River Sta Profile Q,Total W.S.Elev E.G.Elev (cfs) ` (ft). (ft) State away l9 8800 PF 1 0.03 4925.46 4925.46 Statary,119 8738 PF 1 4.00 4925.46 4925.46 SUSS. 119,' 8675 PF 1 16.00 4925.26 4925.44 EtitgliVEttf9 8240 PF 1 23.00 4924.80 4924.81 tle i9c 7646: PF 1 23.00 4922.28 4922.45 Sure'' "119 - 7409 PF 1 84.00 4921.10 4921.12 5. 147.: 119 ,1;`-7327 Culvert t49;x: 7244 PF 1 335.00 4920.43 4920.52 x 6928 PF 1 - 336.00 4918.11 4918.47 "` 6576 PF 1 339.00 4915.23 4915.47 tats 119 6228 PF 1 339.00 4911.37 4911.64 tE 119 a:4;5878 PF 1 339.00 4907.15 4907.48 r3 119 '.:5528 PF 1 1267.00 4902.27 4902.46 ` ,. iiwy1194 5518 PF 1 1332.00 4901.83 4902.39 1 1 ) ) ) 1 ) ) ) ) ) 1 ) ) ) ) ) ) ) ) 1 ) r r ) ) I ) i t f 1 i 1 1 i ) i 1 r 1 SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 8800(surveyed)west of Longview property line F .035 +.016+ .035 4934- Legend WSPF1 EG PF 1 4932- Crit PF 1 Ground Levee 4930- Ineff • Bank Sta 4928- co ° 4926- 4924- 4922- 4920- 4918 -1500 -1000 -500 0 500 1000 Station(ft) I ) ) ) ) 1 ) ) ) ) ) ) 1 ) ) ) 1 ) ) 1 ) ) ) ) ) 1 ) 1 t t } } i ) 1 i 1 ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 8738(surveyed)near Longview property line .035 +.016+ - .035 4934- Legend WSPF1 EG PF 1 4932- Crit PF 1 Ground ...... ............... I` Levee 49301 i eff • j\i\th T Bank Sta 4928- i • • 4926- > w .ti 4924- 4922- 0. 4920- 4918 -1500 -1000 -500 0 500 1000 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 1 ) ) ; ) ) ) ) i ) ) ) ) ) ) ) ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 8675(surveyed)Vista Comm.Center .035 +.016+ .035 4934- Legend EGPF1 WS PF 1 4932- Crit PF 1 Ground Levee 4930- ineff • Bank Sta 4928- a 4926- m 4924- 4922- 4920- „ 4918 -1500 -1000 -500 0 500 1000 Station(ft) I ) 1 1 ) 1 ) 1 1 ) 1 1 1 1 1 1 ) ) ) ) ) 1 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ► 1 1 ‘ • ) tl ) ) ) • SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 8240(surveyed)Vista Comm.Center 14 .035 + .016 .035 4930 Legend EG PF 1 WS PF 1 i Colt PF 1 I —6--- 4928- Ground Levee 7 / a S. lneff • i Bank Sta I 49261 1 ...... \ ti e ,a _ 7 o , 1v;. 4924- W _ j 4922- `'' 1 ,,,,*1 4920- , 4918 , -800 -600 -400 -200 0 200 400 600 Station(ft) I 1 ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) i , ; i i ) i i j r t ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 7646(surveyed)Vista Comm.Center < .035 + .016 + .035 4930 Legend EGPF1 WSPF1 j 4928- II Crit PF 1 Ground Levee 4926-I Ineff • Sank Sta 4924- F c 4922- > w 4920- 1 . 4918- 4916- 4914 -1200 -1000 -800 -600 -400 -200 0 200 400 600 Station(ft) I ) ) ) ) ► ) 1 ) ) ) ) 1 ) 1 1 ) ) 1 ) 1 1 ) ) ) ) ) ) ) ) ) ) ) 1 ) ) ; ; ) ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 7409-U/S Face CR 3.5(surveyed) F .035 + .016 + .035 4930 Legend - EG PF 1 WS PF 1 4926- Crit PF 1 Ground Levee Ineff 4926- • I(/' --A-- Bank Sta 4924- .70 w A.. 1 4922- 49204 . i i 1 • 4918- 4916 , I , -1000 -800 -600 -400 -200 0 200 400 600 800 Station(ft) ) ) ► ) ► i ) ) ) ) ) ) ) ) ► ) ► ) ) ) ) ) ; ) ) ) ) ) ) ) ) ) ) ) ; ) ; ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 .035 >i .016 + .035 4930 Legend EG PF 1 WSPF1 4928- Crit PF 1 Ground Levee !eff 4926- , • �. Bank Sta 1 i 1 4924- ° 01.1 W t\; 4922- 1 SLi 4920- : - f 1111M`;� if 4918- 4916 , -1000 -800 -600 -400 -200 0 200 400 600 800 Station(ft) 1 I 1 ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ► ) ) ) ) ) ) ) ) ) ; ) ! ) , ) ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Fc .035 + .016 + .035 493D- Legend ' EG PF 1 ovol t;v,,,d WS PF 1 4928, f n Crit PF 1 evee Levee 4926 '.x,,. ___A_y knell F Bank 1 i* Sta nf+ 't 49241 ss .r x r 4'.o- .. :, C:� C 1' a4922- '' ,'Sers w o 4 r.} ri. , bi*'.2 i� Yt v 'R.`�[r taA�i to ,,..,, :r: t :y s " 4920- il,,ic - y':4` -...k.1,1,,..."4144 As-♦ . 1— 49181 I`l 4916- II 4914 -1200 -1000 -800 -600 -400 -200 0 200 400 600 800 Station(ft) I ) ► 1 1 1 t ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) + . } SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 7244-D/S Face CR 3.5(surveyed) .035 + .016 + .035 4928- Legend EG PF 1 WSPF1 4926- Crit PF 1 Ground • Levee • Ineff 4924 • - Bank Sta 4922- . m 4920- 4 4918- 4916- 4914 -1200 -1000 -800 -600 -400 -200 0 200 400 600 800 Station(ft) ) ) ) ) I ) ) 1 ) ) ) ) ► ) ) ) ) ) ) ) ► ) ) ) ) ) ) ) ) ) 'r ) ) i ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 6928 .035 + .016 + .035 4924 Legend EG PF 1 WSPF1 4922- Crit PF 1 ■ Ground Levee • Ineff 4920- I • Bank Sta 1 1 - i 4918- 0 >....W�.". vY: 4916- 4914- 4912- 4910- , -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) '_ ; 1 ) ) ) 1 ) ) ) ) 't ) i l r ; ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 6578 < .035 I .016 + .035 4920- ■ Legend EG PF 1 WSPF1 - Crit PF 1 4918- Ground Levee A lneff • • Bank Sta 4916- • T L't 4914- 49121 4910 , r—r —T -800 -600 -400 -200 0 200 400 600 Station(ft) I ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) I ) ) ) ) ) ) ) ) ) ) ) ) ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 6228 .035 + .016 + .035 4918] Legend EG PF 1 WS PF 1 4916- Crit PF 1 Ground Levee • Ineff 4914 • - Bank Sta 4912- x O co 1 LIJ 4910- 49081 4906- 4904 • — -800 -600 -400 -200 0 200 400 600 Station(ft) I ) ) 1 ) 1 ) ) ) ) ) ) 1 ) ) ) ► ) ) ) 1 ) ) ) ) ) ) ) ) ) ) ) ) I ) I , , ; 1 ) ) ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 5878 < .035 >l< .016 >I< .035 > 4914- Legend - £G PF 1 WSPF1 4912- Crit PF 1 Ground Id Levee & Ineff • 4910- Bank Sta 4908- • E - c o Nt x:�wars a:ar ig .115 1 W a3 • 4906 • ;,`,;•S: :S`;,,. ti„�`;,, • 4904 • " :wti.k 4902- iNz., 4900 -800 -600 -400 -200 0 200 400 600 Station(ft) I 1 1 1 1 1 1 ) 1 1 1 1 1 1 ) 1 1 1 ) ) ) 1 ) ) ) ) ) i ) ) ) ) ) ) ) i ) s ) ) ► } SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 5528 .035 + .016 + .035 4912, Legend EG PF 1 WS PF 1 4910- Crit PF 1 Ground Levee Ineff 4908 B • ank Sta • 4906- i > W 4904- 4902- 4900- 4898 , , -800 -600 -400 -200 0 200 400 600 Station(ft) ) ) ) ) ) ) ) ) ) ) ) ) > f ! I ) ) ) ) 1 J F ) SH 119 Future Conditions South Plan: SH 119 Future Conditions South 12/15/2004 Sta 5518-Copy of Sta 5528-0.27 feet from all elevations H .035 )1(-.016 >Ft .035 4912,, Legend EG PF 1 WSPF1 4910- Crit PF 1 • Ground Levee Ineff 4908- • Bank Sta - T 4906- x c O tai • d w 4904- 4902- 4900_ stiv 4898 F F F I F F F F , F F -800 -600 -400 -200 0 200 400 600 Station(ft) Rating Table Report Fut CR 3.5 North Q1 Range Data: Minimum Maximum Increment Discharge 2,575.00 2,600.00 1.00 cfs 5ischarge(oft)-IW Elev.(ft) 2,575.00 4,923.21 2,576.00 4,923.21 2,577.00 4,923.21 2,578.00 4,923.21 2,579.00 4,923.21 2,580.00 4,923.21 2,581.00 4,923.21 2,582.00 4,923.21 2,583.00 4,923.21 2,584.00 4,923.21 2,585.00 4,923.21 2,586.00 4,923.21 2,587.00 4,923.21 2,588.00 4,923.21 2,589.00 4,923.21 2,590.00 4,923.21 2,591.00 4,923.21 2,592.00 4,923.21 —. 2,593.00 4,923.21 2,594.00 4,923.21 2,595.00 4,923.21 2,596.00 4,923.21 2,597.00 4,923.21 2,598.00 4,923.21 2,599.00 4,923.21 2,600.00 4,923.22 Title: LBCC 119 Project Engineer:Tetra Tech RMC _ h:\..\split flow files\splitflow.cvm Rocky Mountain Consultants CulvertMaster v3.0[3.0003] 12/15/04 11:25:27 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Rating Table Report Fut CR 3.5 South Q2 Range Data: Minimum Maximum Increment .... Discharge 240.00 260.00 1.00 cfs r ischarge(cft)-IW Elev.(ft) 240.00 4,923.18 241.00 4,923.18 242.00 4,923.19 243.00 4,923.19 244.00 4,923.19 245.00 4,923.19 246.00 4,923.20 247.00 4,923.20 248.00 4,923.20 249.00 4,923.20 250.00 4,923.21 251.00 4,923.21 252.00 4,923.21 253.00 4,923.22 254.00 4,923.22 255.00 4,923.22 256.00 4,923.22 257.00 4,923.23 258.00 4,923.23 259.00 4,923.23 260.00 4,923.23 Title:LBCC 119 Project Engineer:Tetra Tech RMC h:\...\split flow files\splitfiow.cvm Rocky Mountain Consultants CulvertMaster v3.0[3.0003] 12/15/04 11:26:07 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1.203-755-1666 Page 1 of 1 PUBLIC WORKS_ 8O4'LE rAPR 2 L ?003 215 Union Blvd_, Suite 500 ( } Lakewood, CO 80228 TEL (303)987-3443 FAX: (303)987-3908 www.boyleengineering.com Tomasita Damian April 23, 2003 CITY OF LONGMONT DN-L89-100-11 Civic Center Complex 408 Third Avenue Longmont,Colorado 80501 -_ Spring Gulch No. 2 Hydrology Update The City of Longmont requested that Boyle Engineering Corporation perform an update to the future 10-year and 100-year hydrology for Union Basin (Spring Gulch No. 2) to reflect modifications in the Longmont Area Comprehensive Plan (LACP), dated January 27, 2003. The original hydrology was calculated by WRC Engineering, Inc. and published in the "Urban Stormwater Management Master Plan Hydrology Report" (WRC Report)revised November 30, 1993. The hydrologic analysis performed in the WRC Report utilized the Colorado Urban Hydrograph Procedure (CUHP) 1985, and the Urban Drainage Stormwater Management (UDSWM)Model, 1985. The City provided the CUHP and UDSWM models to Boyle for use in updating the hydrology. The City requested an update for only one area within the LACP. This area is bound by Highway 66 on the south, N. 115'h Street on the west, Vermillion Road on the north and the Union Basin drainage boundary on the east and is a portion of subbasin UB77 in the WRC Report. Subbasin UB77 was originally calculated with a 60 percent imperviousness factor. The updated imperviousness factor is 20 percent based on the following LACP land uses: Land Use Description Imperviousness Factor(Percent) Area (Acres) Parks, Greenway, Open Space 5 426 Ultra-Low Density Residential 25 310 Mixed Use Commercial 95 58 Total Area 794 Weighted Average 19.4 * . * Actual weighted average of 19.4 rounded up to 20 for use in the hydrology model_ HYDROLOGY LETIER.DOC BOYLE ENGINEERING CORPORATION ®R...,J d Pon Tomasita Damian April 23, 2003 Page 2 Boyle ran the original 10-year and 100-year models provided by the City using the current versions of CUHP2000, Version 1.1.0 and UDSWM2000 Version 1.4.1. The results of the runs matched the results published in the WRC Report. The original 10-year and 100-year CUHP files were modified by replacing the 60% imperviousness value in subbasin UB77 with a 20% value. New hydrographs were generated and input into the 10-year and I00-year UDSWM models. A summary of the original and updated file names is shown below. Note that roman numerals were used in the original files to identify the storm frequency, i.e.: X = 10-year, C = 100-year. Original Files Updated Files — UB-1FX02-CHI UB-F10.CHI _ UB-F10.CHO UB-F10.CHD UB-1FC02.CHI UB-FI00.CHI UB-F100.CHO UB-F100.CHD UB-IFXA2.SIN UB-FI0.SIN UB-FI0.SOT UB-I FCA2.SIN UB-F100.SIN UB-F100.SOT The updated models resulted in a reduction of peak flows for the future condition 10-year and 100-year storm events. A comparison of the original peak flows and the updated peak flows is provided below: Location Frequency Original Peak Flow Updated Peak Flow (Design Point ID) (cfs) (cfs) Highway 66 Crossing 10-year 1288 1169 (377) 100-year 4312 2871 CR1 Crossing 10-year 3425 2934 (373) 100-year 7527 6576 U/S of SHl 19 10-year 3220 2817 (371) 100-year 7185 6375 Outfall to St. Vrain Creek 10-year 3066 2710 (380) 100-year 6862 6168 DN-L89-100-11/B /HYDROLOGY LETTER DOC r i Tomasita Damian April 23, 2003 Page 3 The updated peak flows as shown above will be used in the hydraulic modeling of Spring Gulch No. 2 preliminary channel design. Included with this letter are copies of the imperviousness calculations (hard copy), summary of output from the 10-year and 100-year UDSWM model, Union Basin drainage map (from the WRC Report), SWMM Schematic for existing conditions on Union Basin (from the WRC Report), and the updated CUHP and UDSWM input and output files on CD. Boyle is pleased to have had the opportunity to work with the City to provide you with updated hydrology data for Union Basin. Boyle Engineering Corporation Douglas R Stewart, P.E. Enclosures: Imperviousness Calculations 10-and 100-Year Output Summaries Union Basin Drainage Map SWMM Schematic CD with updated CUHP and UDSWM files Copy to: File: DN-L89-100-11 PFN 1900 `oiti mmu/,u, esstaC RR Eg/t °y.'4 rA z4-.,ioj i• I"t A 1'� DN-L59-100.1 I/R /HYDROLOGY LEYTER.DOC - , , I r` Highway 287 • T ....„ - EllillHc gn i --e'r r? 144MtaffiltfPc'S 4o f 4:t ; tea PVC 'JJ. 1�i J 1L1 51. �y �...r / 4....vs„,.....„... . , ..: . _. ,., , ,..._ _ ,_ , to �t Y'. a �r '—^ Vl7�A Lt3ty 1Jsir { _ _ . Buz 1108 4 "��r �'s 1 MP � I D AC- _ � r_ �- �, r�z mpu� 1)5E C�mexc�a2 58. 3 `J -°sY .-q� �k i '��tk _ ° `Ia7�Yl = 926 -+ 3r0 +58. 794 �`"'g'" , e.ivy'' l . , 794 /lc IA I�AG 34586e �� s� • -1- s r ti X90,' :�� cir .� 3k E3 Ac me' C.,:46,-,_%.„4,4-ii--- ��: • ' 0 S m•�� '� , • --I ■ ■ ■ ■ r ■ lilt r (D.z5 3I o� +(0,95XS8� C0 l l 0/ COPY F � • �rnau l �, iv AR-EAT- mP2 �sit1E PEA , JRNUYtiLY:Z7i Zea ega e . =i�4R � - ■sit s4-6.4 BOULDER COUNTY 1 WELD 4OUNTY DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF TABLE RO-3 .Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 <-95 Neighborhood areas 85 Residential: AFL}1ED) Single-family (II M-WW Dal*r-o 2S (5E Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 E--- 5 m, Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 -� Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 -- Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns,sandy soil 0 Lawns, clayey soil 0 See Figures RO-3 through RO-5 for percentage imperviousness. Based in part on the data collected by the District since 1969, an empirical relationship between C and the percentage imperviousness for various storm return periods was developed. Thus, values for C can be determined using the following equations(Urbonas, Guo and Tucker 1990). C, = Ka + (1.31i' — 1.4412 + 1.135i-0.12) for CA ≥0,otherwise CA =0 (RO-6) CCD = KcD + (0.858i' - 0.786i2 + 0.774i+ 0.04) (PO-7) CB (CA + CCD)I2 in which: —. I= % imperviousness/100 expressed as a decimal (see Table RO-3) 06/2001 RO-9 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL(V_ 1) RUNOFF w ao .. 15.000 sq.nt hones r / l0 I / - / - V000 sq.ft homes ' bo • a r _. t ./.- - 3.000 sq.ft ho mes l ASSU!!�G A 2-stunt/ / I HW5I� , 4 5Q Pr e w / > ' 1z.aoo,q ft harms], ivmt AU A ti l a X / . Ara:- Lvr >o ;l. t << © _ __ _; 1 I 11.000 sq.K homes I. 7n~iCe • � 20 sue / W 0 0 , 2 3 _ -4-, a 5 6 Single Family Omaing Units per Acre FIGURE RO-5 ,_ ^ Watershed Imperviousness, Single-Family Residential Two-Story Houses t o0 E 060 ,gam, o -- --e-2-yr 0 30 010 010 0.00 ^ t 0% 10% 20% 30% 40% S0% 60% 70% egx 90% 100% ^ Watershed Percentage Imperviousness — FIGURE RO-6 Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic Soil Group A 06/2001 Urban Drainage and Flood Control District RO-17 _ '-e• �� < sr 'l a- a 5: 4. - —' t' 111.- 1 ;'r-J r 1 Y :..(a •wt�= / I _ `F 0 �a rIF. �\ / I r_..� '/ %f/` T`l 1 _ c_•r LEGEND ` . / ' + • _ viEtc �( - - - M RJCBAL SETMCE AREA I i Il4NM B{5/N BDlAVOWY i"t SUEIBALMN BOUNDARY BASIN D£5,ON{110N 1250 ARFA(ACREs) _ /� �DESIGN POINT DESIGNATION I 2500 .f._a. I B4ShN Duo, POINT -N- �' ® CONVEYANCE ELEMENT DESIGN{nay - 1 : . . ;,L.: -� . i/ — aAeuRw of now ! 5 ozo �� LAKES AND RESERKA'RS I' 0.1-7::-.7.7--- -_-)., S ( J rz � 7500 . UNION I BASIN- _ t ,`. t I. , 1-,.. ..a.,„... -___.\. + — I �' k 1+/ Mort .-P61MG C499W5 Ef �'� NSC W.v..L r1pu: —3 � 11 yl J:f / _ \ `' \ • : Thai cnw.t“"pa"rnsc knot zn /L/.— I111a/• ® _ _ it it `L fY rl\ Y' 1 \ - .__ . ti nia nni. s1.i J 04.A. r 2 \` ® ."3s{ -,i'f l ® -\ •1 4‘;‘: I , :k �I ■ J:^t . \ UI SI N . 1,. I 1 ..1 `_I \ .1:1'••• rr i t--N,...- . �N ! J4PC r \1a f c ��RVILFE� ° \ j I �I -: VRn n� "::\ tc y hoa I ! 4 1 I 1 >. r' i ' my m5 I arz: ...g` ..jl r I , •n ■ * '" III10/93 'IRLryy, r r..; I i 1mzI14"`�' :t`< } Q/[' 5 duw n:�iB l � I / 'L 1IO ��r _ ° J t` F .N occur m: \ r¢ /-' T 7i/ ltl t ltl J f .rvw.tn n: �.� .f' I — .' _,[ era I 1 ' 1 \c t ��-+1+: it-t----... \ _f�lA ` » � : / j '� {!•.P•-•-i? ' cmorusa 80000 '-- -=-F-'14:t" '' _._"wc. I ,F ,(i N I r 2500-2.DWG ; .t 1 EAS 'ST. VRAI 'b, ,W ~I I I BASIN DRAINAGE '4 � i -�le_ I I. -� I_ __ .� E— i BASINS / - f OUTSIDE OF jj{{ '` i� -116(;1/4,- • /' p_ - ._ _--r _ �\ _ I (NORTH)• -i J HYDRO JT MASTER PLAN` CITY OF ONGMONT, �COLORADO, DRAWING 1 1 I 1 ) 1 ) 1 ) ) 1 ) ) ) ) ) ) ) 1 1 1 ) ) 1 ) ) ) ) ) ) ) ) ; ) ) ) ; ) - . I C • UB78 . 378 1-UPDATED RR3 (7073---/94‘1 AREA 278 298 .372 UB72 RR76 376 276 7 177 UB77 RR2 302 202 37 173 U873 UB6 HIGHWAY 66 CROSSING COUNTYUNE RO CROSSING CD277 205 0 RR5 273 171 UB71 RRI 301 201 RR7 307 207 106 206 74 ® U874 g 297 371 ®' UB70 17th AVE CROSSING BETWEEN HIGHWAY 66 AND GwRfi 274 RR8 308 208 271 RR4 304 204 9. 8. 180 UB80 299 - 000 LEGEND OUTFACE TO ST, VRA1N CREEK OOO Sub—Basin Outroll Designation -Routing Cutter o0o Designation Design/Combination '0 Point Designation 000 Detention Basin Designation (W Fir DO ENGINEERING RRADIN0 J ( URBAN BTORMWATER MANAGEMENT�MASTER PLAN BASIN SWMM SCHEMATIC FOR E IS11NG DRAINAGE SYSTEM FIG. 12 1193 HYDK0LOUY Raul' U6-Fio, soT JNION BASIN INCL ROUGH AND READY BASIN: 0-YEAR STORM *** EXISTING SYSTEMS, PROJECTED DEVELOP I ' , - I • ILE RAIN DIST. *** ***PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 307 96. (DIRECT FLOW) 0 35. 376 500. (DIRECT FLOW) 0 35. 378 501. (DIRECT FLOW) 0 55. 306 407. (DIRECT FLOW) 0 30. 207 61. 1.9 0 50. 177 594. (DIRECT FLOW) 0 40. 276 429. 1.8 0 40. 278 450. 3.5 1 15. 305 72. (DIRECT FLOW) 0 35. 106 436. (DIRECT FLOW) 0 30. 377 1169. (DIRECT FLOW) 0 45. 174 0. (DIRECT FLOW) 0 0. 205 43. 1.6 0 55. _ 206 244. 2.7 0 45. 277 960. 4.6 1 20. 304 74. (DIRECT FLOW) 0 35. 374 2091. (DIRECT FLOW) 0 45. 204 49. I.1 0 50. 274 1854. 5.6 1 0. 303 33. (DIRECT FLOW) 0 30. 399 1901. (DIRECT FLOW) 1 0. 203 17. .7 0 55. 299 1884. 5.6 1 5. - 308 120. (DIRECT FLOW) 0 25. 301 102. (DIRECT FLOW) 0 30. ^ 302 38. (DIRECT FLOW) 0 35. 398 1900. (DIRECT FLOW) 1 5. 208 53. 1.6 0 35. 201 74. 1.3 0 45. 173 1059. (DIRECT FLOW) 0 45. 372 540. (DIRECT FLOW) 0 45. 202 24. 1.2 0 55. 298 1891. 5.6 1 5. 97 122. DIRECT F 0 40. 37 2934. CT FLOW 1 . C TC 1 GR.O5511-1C 370 77. (DIRECT O I . 171 352. (DIRECT FLOW) 0 30. 297 97. 1.8 0 55. 27 2 9 Fl RD 612-O56,14371 2817.- D FLO 5 1 I bi5 OC 6RAV 0. (lllKhC Y V W) _ 271 2640. 5.8 1 30. 380 2710. (DIRECT FLOW) 1 30. uS - Fioo . SOT UNION BASIN INCL ROUGH AND READY BASIN: 100-YEAR STORM *** EXISTING SYSTEMS, PROJECT ED DEVELOPME` , -11 • 1 E RAIN DIST. *** *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ,.- ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 307 195. (DIRECT FLOW) 0 40. 376 937. (DIRECT FLOW) 0 40. 378 1380. (DIRECT FLOW) 1 0. 306 716. (DIRECT FLOW) 0 35. 207 135. 2.2 0 55. 177 1423. (DIRECT FLOW) 0 50. 276 849. 2.3 0 45. 278 1217. 4.8 1 20. 305 145. (DIRECT FLOW) 0 40. 106 773. (DIRECT FLOW) 0 35. 377 2871. (DIRECT FLOW) 0 50. 174 0. (DIRECT FLOW) 0 0. 205 91. 1.9 1 5. 206 524. 3.8 0 50. 277 2398. 5.7 1 20. 304 I50_ (DIRECT FLOW) 0 40. 374 4413. (DIRECT FLOW) 0 55. 204 114. 1.7 0 55. 274 4216. ' 6.9 1 5. 303 71. (DIRECT FLOW) 0 35. 399 4323. (DIRECT FLOW) 1 5. 203 45. 1.1 0 55. 299 4295. 6.9 1 10. 308 225. (DIRECT FLOW) 0 30. , 301 205. (DIRECT FLOW) 0 40. 302 78. (DIRECT FLOW) 0 40. 398 4335. (DIRECT FLOW) 1 10. 208 102. 1.8 0 40. 201 167. 1.9 0 50. 173 2058. (DIRECT FLOW) 0 50. 372 1091. (DIRECT FLOW) 0 50. 202 54. 1.6 1 0. 298 4322. 6.9 1 10. • 7 DIRE W 0 4373 6576. DIRECT FLOW) I 5. CR 1. CR.p5Shl6 3T0— �ZZ . (D cr FLO 171 613. (DIRECT FLOW) 0 35. 297 219. 2.2 1 0. 3 58 2 . 37 6375. (D CC FLOW) 1 15. b/5 OF (-,RAVEL READ C(t-OSS1MG 0 l 0. 271 5966. 7.0 1 30. 380 6168. (DIRECT FLOW) 1 30. • APPENDIX F EMERGENCY RESPONSE 17th Sneer - i c«rtyRd zs v- 1 UNION . ‘,....4 In n RESERVOIR 4- to LONGMONT o K F RE HOUSE a 1 9th Avenue Cour*Rd 26 O 3� O . '" ^aLWH1�11 , i H LONGMONT & ANN°a gCounty 24.5 ■ a Ci c MCC N O O O 0 t----- -c-----Th-l ----> - . j .119 O O w`W RNER K W W Z n U Z 6 W e I O 0 N MO �AION LEGEND. VIEW s FATE HOUSE ® ROAD FLOODING LOCATIONS Ci ` Coun� EXISTING&FUTURE CONDITIONS Rd 20.5 a 1 ROAD FLOODING LOCATIONS IX ^ FUTURE CONDITIONS ONLY a Y North N County Rd 20 a p in v O FliFDMCK O /FIRESTONE '� {Y a :. N FIRE HOUSE i in' to &..--/ County Rd 15 * # .0 SCALE:1"=3000' F gCounty Rd 16.5 1O TETRA TECH RMC C1 Emergengy Response Map ° m LR�BRIDOE CHRIST AN CHURCH roe w m z SASE,n.SPATE -4.mmo,CO NMI R A4IllStQ MO]1IMOU�W-TIb.) d 80-4110.%1.® 'r�"Y_"uy 11 Stormwater Drainage Report includes three (3) oversized maps - Historic Drainage Plan (1 of 3) - Proposed Drainage Plan (2 of 3) - Spring Gulch Analysis Map (3 of 3) Please see originals in File Hello