Document Monument_doc_40183fa2ce

Town of Monument Stormwater Master Plan May 2006 AYRES ASSOCIATES ---PAGE BREAK--- May 18, 2006 Mr. Thomas A. Kassawara, PE Director of Development Services Town of Monument PO Box 325 1 66 Second Street Monument, Colorado 80132 Re: Town of Monument Stormwater Master Plan Dear Tom, AYRES ASSOCIATES Please find the attached final draft of the Stormwater Master Plan for the Town of Monument. have greatly enjoyed the process of working on this project with you. We are very pleased with the results of the study - finding workable solutions for areas with potential storm drainage problems in the core area of the Town of Monument. I want to thank you and Rich especially for your guidance in this process. Please feel free to call me if you have any questions. Sincerely, CLD:sp Enclosure Engineers/Scientists/Surveyors 3665 JFK Parkway. Building 2. Suite 200, Fort Collins, CO 80525-3152 (970) 223-5556. FAX (970) 223-5578 www.AyresAssociates.com MON5LT. DOC 32-1035.00 ---PAGE BREAK--- Town of Monument Stormwater Master Plan Executive Summary July 2006 ---PAGE BREAK--- Town Of Monument Stormwater Master Plan Executive Summary Prepared for Town of Monument 166 Second Street Monument, Colorado 80132 AYRES ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-1035.00 MON7-EX.DOC July 2006 ---PAGE BREAK--- TABLE OF CONTENTS ( 1. Introduction 1.1 1.1 Project Goals and Objectives 1.1 1 .2 Data Collection 1 .1 2. Hydrology 2.1 2.1 General Modeling Procedures 2.1 2.2 Existing Condition Model 2.1 3. Existing Condition Problem Identification 3.1 3.1 Detention Ponds 3.1 3.2 Roadway and Channel Conveyance 3.1 4. Developed Condition Hydrology 4.1 4.1 Developed Condition Model Development.. 4.1 4.2 Master Plan Condition Model Development. 4.2 4.3 Creek Regional Detention 4.2 4.4 Alternative 1 - Town Core Area Regional Detention 4.3 4.5 Alternative 2 -Town Core Area Storm Drain Conveyance 4.5 5. Master Plan 5.1 5.1 Opinion of Construction Costs 5.1 5.2 Recommended Alternative 5.1 5.3 Implementation Plan 5.2 5.3.1 Normal Operation Criteria and Standards 5.2 5.3.2 Master Plan Implementation . 5.3 5.4 Funding and Financing Alternatives 5.4 5.5 Conclusion 5.5 LIST OF FIGURES Figure 1.1. Vicinity Map for the Monument Stormwater Master Plan . 1.2 Figure 3.1. UPRR channel north of Dirty Woman Creek, adjacent to the Peak View 3.2 July 2006 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Introduction 1. INTRODUCTION This Executive Summary provides a synopsis of the Town of Monument Stormwater Master Plan intended for a general, non-technical reader. The numeric quantities and technical terms found in the full report have been removed. More detailed information can be found in the full report and appendices. The Town of Monument contracted with Ayres Associates to perform this Stormwater Master Plan to provide a framework for the design of a stormwater infrastructure that can be implemented to provide drainage solutions for the existing Town core and the proposed developments. This executive summary provides an overview of the master planning efforts for the Town of Monument. The Town core area is principally located between Interstate 25 on the east, Creek on the north, the Union Pacific Railroad on the west, and Dirty Woman Creek on the south. Much of the Town core area was developed prior to the implementation of stormwater standards and criteria. There is significant recent development within the Town, primarily to the south of Dirty Woman Creek. Because the recent development projects were constructed in a manner consistent with stormwater criteria and standards, the primary focus of this Stormwater Master Plan is in the historic Town core area. The study area includes the Creek watershed upstream of Monument Lake, the area directly tributary to Monument Creek and Monument Lake from the Town core area, and the Dirty Woman Creek watershed upstream of Monument Creek. The study area and current Town limits are shown in Figure 1.1. 1.1 Project Goals and Objectives The goal of this project was to develop a Stormwater Master Plan (SMP) that can be used as a tool for making decisions related to stormwater management within the boundaries of the Town of Monument, particularly in the Town core portion of the study area. Completion of this master plan involved the development of a planning document that would: Identify long-term capital improvements and rehabilitation measures for the existing drainage system Be a tool for implementing future improvements associated with new developments within the basin boundaries Provide a basis for prioritizing and scheduling required improvements (implementation plan) Be flexible enough to allow the development of cost effective flood protection alternatives 1.2 Data Collection The first task in developing this SMP included collecting mapping and surveying data from several different sources, and were subsequently converted to a common horizontal and vertical datum. July 2006 1.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Introduction In November 2005, in conjunction with this study, Ayres Associates performed a field investigation and GPS survey of the stormwater infrastructure in the study area, including inlets, storm drain pipes, street cross sections, and detention ponds. Work products included: an inventory of survey control in the Town; and an inventory of stormwater infrastructure within the study area inlets, manholes, detention ponds, and outlet structures). Finally, previous studies related to stormwater management were reviewed. Previous reports documenting stormwater drainage conditions and improvements in and adjacent to the study area include the FEMA Flood Insurance Study (updated 1999) and the related hydrologic study "Proposed Hydrology for use in Hydraulic Analysis of FEMA Flood Studies and Restudies" (Resource Consultants, Inc. 1989). In addition, applicable recent development drainage reports were reviewed to verify drainage patterns and detention pond design parameters. Figure 1.1. Vicinity Map for the Monument Stormwater Master Plan. July 2006 1.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology 2. HYDROLOGY 2.1 General Modeling Procedures The hydrologic analysis was performed for the existing and developed conditions for the 5- and 100-year rainfall events. The hydrologic calculations were performed using the U.S. Army Corps of Engineers HEC-HMS Hydrologic Modeling System. In accordance with the current hydrologic modeling practices in Colorado Springs and El Paso County, the hydrologic modeling was performed for the 24-hour storm. 2.2 Existing Condition Model The baseline condition model was prepared for the Town of Monument study area, including Creek, Dirty Woman Creek, and locally contributed runoff to Monument Creek or Monument Lake. The hydrologic model base map is provided as Sheets 1 and 2. The HEC-HMS model was run for the 5- and 100-year 24-hour rainfall events. The report and appendices give a summary of the results of the HEC-HMS hydrologic model at each outfall location and at specific locations of interest within the study area for the two design storm events. The report also details the operation of existing condition detention ponds and diversions. July 2006 2.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Problem Identification 3. EXISTING CONDITION PROBLEM IDENTIFICATION The results from the HEC-HMS hydrologic modeling were used for a hydraulic evaluation of the existing condition storm drainage system and for an identification of problems to be addressed for the Master Plan condition. This process was primarily composed of an evaluation of existing detention ponds and an evaluation of street capacity (both physical capacity and current criteria) and channel capacity and/or stability. A schematic of the existing condition detention ponds and flow patterns is provided as Sheet 3. 3.1 Detention Ponds In the detailed study area there are relatively few existing detention ponds, and correspondingly few areas with insufficient operation. Detention Pond DP-4 is located east of Beacon Lite Road, south of Buttonwood Court. The small on-site development detention pond would overtop for the 100-year event in the existing condition, which includes three yet-undeveloped areas in the Monument View subdivision. Detention Ponds DP-12 and DP-13 are associated with the Post Office development north of Second Street. Detention Pond DP-52 is located on the north side of the Peak View subdivision. 3.2 Roadway and Channel Conveyance In the Town core area 33 existing street cross sections were evaluated for discharge capacity and compared to the 5- and 100-year existing condition discharges as an indicator of inadequate conveyance capacity. The cross sections were surveyed as part of the data collection efforts. Most streets are characterized by roadside swales on both sides of the road, except Second Street, which has curb and gutter. Diversions - The prevailing land slope in the Town core area is from northeast to southwest, which directs runoff first to the north or east sides of the existing streets. Discharge in excess of the capacity for the north or east side of the street would overtop the roadway crown to the south or west side of the street. Consequently, the calculated full-street capacity is the sum of the capacity for both sides of the street. For the north or east side of the street, capacity is defined by the lower of the roadway crown or adjacent building elevation. For the south or west side of the street, capacity is defined by the top of swale or top of curb elevation. The results indicate that in the Town core area there would be a series of sequential, cascading diversions, resulting from insufficient conveyance capacities for flood events as small as the 5-year event. The upstream most diversion is at the intersection of Beacon Lite Road and Third Street. At this location, runoff would spill west over Third Street, and continue flowing down Third Street. Limited capacity along Third Street would result in spills to the south toward Second Street via the alley east of Jefferson Street, Jefferson Street, Washington Street, and the alley west of Washington Street. Runoff in Second Street flows west, with spills south to Washington Street and Front Street. July 2006 3.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Problem Identification UPRR Channel - Runoff from the vast majority of the Town core area flows to an open channel that flows parallel to the Union Pacific Railroad south from the intersection of Front and Lincoln Streets south to Dirty Woman Creek. Additional inflows are contributed at the south end of Washington and Jefferson Streets. The channel appears to be relatively stable between the Front Street and Jefferson Street inflows. However, as the channel flows from Jefferson Street to Dirty Woman Creek, the channel becomes deep and incised, with evidence of recent (within the past few years) bank degradation. Refer to the photographs in Figure 3.1 . Figure 3.1. UPRR channel north of Dirty Woman Creek, adjacent to the Peak View subdivision. The channel is cut into a loose sandstone formation that is typical of the Black Forest area, and is prone to continuing degradation from both regular base flows and storm flows. There is concern for the bank stability both on the east side (adjacent to the Peak View subdivision) and the west side (adjacent to the railroad}. The potential for sloughing of the east bank is exacerbated by infiltration from the adjacent Peak View subdivision (from lawn watering, roof lines directing water to backyards, and the lack of a physical low-flow outlet from an on- site detention pond). The solutions to the problem are hindered by the channel location within a narrow railroad right-of-way, which limits both consent and physical ability to access the channel for maintenance or channel stability activities. Mitchell Avenue/ Mt. Herman Road - A roadside swale following south along the west side of Mitchell Avenue from McShane Place to Mt. Herman Road has a steep slope of approximately While the steep slope allows the swale to have sufficient capacity to carry the tributary flow, it also creates potentially erosive velocities in the swale for both low and high flow conditions. There is minor channel incision, evidence of the high flow velocities and unstable conditions. Additionally the swale makes a 90-degree bend to the west at Mt. Herman Road and continues to outfall at Monument Creek. However, the steep slope of Mitchell Avenue and the sharp bend create a potential overtopping of Mt. Herman Road, where flow outfalls directly into Dirty Woman Creek. July 2006 3.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology 4. DEVELOPED CONDITION HYDROLOGY An initial fully-developed condition HEC-HMS model was prepared to represent the effect of development on the watershed hydrology without the implementation of Master Plan improvements. The hydrologic modeling parameters were modified to reflect assumed development conditions, based on the most up-to-date Zoning map, provided by the Town of Monument. For parcels located within the study area, but outside the current Town limits, the future land-use was assumed to be consistent with adjacent land-uses. 4.1 Developed Condition Model Development The Town expressed a preference for regional detention storage where possible, to minimize the number detention pond facilities. Consequently, where feasible, the developed condition was modeled without on-site detention ponds. However, there are several locations where on-site detention will be required, based on limited capacity in facilities, or limited opportunity for regional detention storage. These locations are described in the following paragraphs. In the Creek watershed, there are numerous possible locations for regional detention, so on-site detention was not assumed. However, east of Interstate 25, on-site detention will be required to not cause an increase in runoff into the Town and to meet capacity of existing culverts across the Interstate. This assumption - and expectation - should be communicated with El Paso County. In the Dirty Woman Creek watershed, all subbasins that are primarily undeveloped for the existing condition were assumed to be developed with on-site detention to limit the 100-year developed condition discharge to the 100-year existing condition level. In the Monument Lake/ Monument Creek watershed all subbasins that are primarily undeveloped for the existing condition were assumed to be developed with on-site detention to limit the 100-year developed condition discharge to the 100-year existing condition level. The HEC-HMS model was run for the 5- and 100-year 24-hour rainfall events. The full report and appendices give a summary of the results of the HEC-HMS hydrologic model at each outfall location and at specific locations of interest within the study area for the two design storm events. The comparison of modeling results shows that where on-site detention would be implemented in conjunction with land development, the impact on peak discharge is relatively insignificant. In the Dirty Woman Creek and Monument Creek watersheds, the maximum increase to the 100-year peak discharge would be approximately 10%. This minimal impact is partially due to the implementation of on-site detention, but also due to the high percentage of the watersheds already developed. Consequently, it is recommended that on-site detention be implemented for all development site locations identified in the report. However, even though the action of developing land with on-site detention does not significantly increase the peak discharges, the potential problems identified in Section 3 would still remain. In the Creek watershed, where on-site detention within the Town limits was not a baseline developed condition assumption, the discharges on the north tributaries to the creek would increase significantly. The 100-year discharge in the north tributary to Creek would increase by more than 50% at the Highway 105 crossing. Because the main stem of Creek is confined and mostly developed through the Town, the change in discharge for the developed condition would be negligible. However, of the confluence the 100-year discharge would increase by approximately 20%. July 2006 4.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology 4.2 Master Plan Condition Model Development The developed condition HEC-HMS model was then modified to represent the implementation of Master Plan solutions to existing problems in the study area. The assumptions used in the developed condition model development and the implementation of on-site detention) carried over as the beginning point for the evaluation of alternatives for the Master Plan condition. The following objectives were identified in the evaluation of alternatives: • Identify feasible regional detention location(s) to limit the Creek north tributary 100-year discharge to existing condition levels • Eliminate roadway crown overtopping for the 5-year event (especially over Beacon Lite Road at Third Street and at locations of existing diversions on Second and Third Streets) • Limit the frequency of and peak discharge to the UPRR channel The following assumptions were made in the process of evaluating alternatives: • Several streets would be converted to a curb and gutter configuration: - Beacon Lite Road (east side from Buttonwood Court to Second Street) - Third Street - Second Street (where not currently existing) - Jefferson Street (from Third Street to Second Street) - Washington Street (from Third Street to Second Street) • Street capacity was calculated based on the existing pavement width, with a 6-inch curb assumed, based on the existing average street slope • Pipe sizing was done at a conceptual level 4.3 Creek Regional Detention For the developed condition, on-site detention was not assumed for the northern tributaries to Creek because there are several locations where regional detention appeared to be feasible to limit the 100-year Master Plan condition discharge to existing levels. The tributaries cross Beacon Lite Road, the Santa Fe Trail, the UPRR, and Highway 105 prior to confluence with the main stem of Creek. Based on an evaluation of the topographic site conditions, it was determined that the embankment formed by the UPRR (at the western Town boundary) would be the most feasible location for regional detention ponds. Master Plan detention ponds were designed at a conceptual level to determine their effectiveness in meeting the allowable discharge criterion. The Creek Regional Detention Plan is provided on Sheet 1. The southern of the ponds is currently an inadvertent ponding area located upstream of the UPRR embankment. A conceptual grading plan was prepared to utilize the area between the UPRR and an existing gravel access road to increase the storage volume. The existing box culvert would still be utilized for conveyance of greater storm events, but the discharge for the design storm events would be controlled by a restricted opening. The model results indicate that the 100-year peak discharge would be reduced to less than the existing condition. The total footprint area for the pond would be approximately 1.6 acres. The northern of the ponds (CPMP-32) is currently an inadvertent ponding area located upstream of the UPRR embankment. For the Master Plan conceptual design, the opening on the existing 48-inch pipe would be restricted in order to limit the outflow discharge and July 2006 4.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology create detention storage. The model results indicate that the 100-year peak discharge would be reduced to less than the existing condition. The ponded footprint would increase from 0.5 acres to approximately 0.8 acres. 4.4 Alternative 1 - Town Core Area Regional Detention The results of the existing condition analysis and the subsequent problem identification revealed two major areas of concern. The peak discharge to the intersection of Beacon Lite Road and Third Street far exceeds the capacity of the storm drain, resulting in overtopping on Beacon Lite Road, which exacerbates overtopping diversions through the downtown area to the outfall at Front and Lincoln Streets. The prime components of this problem are the lack of detention storage in the area tributary to the intersection of Beacon Lite Road and Third Street, and the lack of conveyance capacity in the existing storm drain. The UPRR channel that flows from the intersection of Front and Lincoln Streets to Dirty Woman Creek has serious channel and bank stability concerns, resulting from the frequency of low flows, the erosive conditions for flood flows, and local saturation of the east bank. The project elements introduced in this alternative are intended to reduce the impact of these two problems, namely to eliminate overtopping of Beacon Lite Road for the 5-year storm, and to minimize the effective drainage area and peak flood flows tributary to the UPRR channel. These project elements are discussed from upstream to in the watershed in the following summary. The Town Core Area Regional Detention Alternative plan is provided as Sheet 4. Highway 105 Storm Drain - Construct an extension of a storm drain designed at a preliminary level with the recent reconstruction of the Interstate 25/Highway 105 interchange. A 24-inch storm drain would be extended from Second Street north approximately 1650 feet to intercept runoff from Highway 105 and commercial development to the east. Pond DPMP-10- This detention pond would be constructed on the eastern undeveloped portion of the Air Academy Federal Credit Union site to provide detention storage for the currently undetained commercial development to the northeast. A pond at this location would be effective to detain the 5-year storm, but would have an insignificant impact on the 100-year event. The pond footprint would be approximately 0.5 acres. Beacon Lite Road Storm Drain - The existing storm drain would be replaced with larger pipes. The reach from the south end of the Monument View Apartments to Third Street would be upsized from an 18/21-inch to a 24-inch pipe. The reach from Third to Second Street would be replaced with a 30-inch pipe, and would tie into the Second Street storm drain system. The existing 30-inch pipe south of Second Street would be replaced with a 42- inch pipe to the location where the existing storm drain becomes a 42-inch pipe. It is believed that the existing 30-inch concrete pipe could be carefully removed and reused for the reach between Third and Second Streets. This project would eliminate of overtopping of Beacon Lite Road at Third Street for the 5- year event, and would reduce the 100-year overtopping from depth from approximately 0.7 feet to 0.5 feet, which meets the roadway overtopping depth criteria. July 2006 4.3 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Santa Fe Trail Pond (MPMP-11) - This proposed detention pond, located on the north side of Third Street, east of the Santa Fe Trail, would provide additional mitigation for the Beacon Lite Road overtopping flows, as well as provide detention storage for runoff from the Buttonwood Park, Trail Head, and Enclave at Monument subdivisions. A conceptual grading plan was prepared for the pond with a volume of 3.3 acre-feet at a depth of 8 feet and a footprint of approximately 1.2 acres. Third Street Outfall Storm Drain - Beginning at the Santa Fe Trail Pond, a storm drain pipe would be constructed in the Third Street right-of-way to the UPRR in order to limit the surface/street flows below the conveyance capacity of the street section. The pipe would increase in size from an 18-inch pipe at the outlet of the Santa Fe Trail Pond to a 36-inch pipe at the UPRR. The existing 48-inch culvert under the UPRR would have sufficient capacity to convey the Master Plan condition discharge. of the UPRR, the existing channel would likely see more sustained base flows, and would have a greater 100- year peak discharge. The estimated pipe size required to convey the 100-year discharge from Mitchell Avenue to Monument Lake would be a 36-inch pipe, for a length of approximately 725 feet. Second and Front Street Storm Drain - Beginning at Jefferson Street, a storm drain pipe would be constructed in the Second Street and Front Street right-of-way to the intersection of First and Front Streets in order to limit the surface/street flows below the conveyance capacity of the street section. The pipe would increase in size from a 24-inch pipe at Jefferson and Second Streets to a 42-inch pipe at the intersection of First and Front Streets. Along Front Street, an existing 24-inch pipe would be removed and replaced with a 36-inch to 42-inch pipe. Alternative alignments were investigated which would utilize the existing pipe, but resulted in more street disturbance and a greater length of new pipe required. First Street Storm Drain - Beginning at Washington Street, a storm drain pipe would be constructed in the First Street right-of-way to the intersection of First and Front Streets in order to limit the surface/street flows below the conveyance capacity of the street section. The pipe would increase in size from 18-inches at Washington and First Streets (conveying flow coming from Washington Street) to a 24-inch pipe (adding flows from First Street). The pipe would then tie into the Front Street storm drain. Limbach Park Pond (DPMP-75) - The southern end of Limbach Park, between First and Lincoln Streets, west of Front Street is currently undeveloped and not landscaped. This proposed detention pond, would provide detention storage to effectively remove about 75% the 5-year runoff volume from the UPRR channel. The low flows would be directed to the west, under the UPRR to an existing culvert crossing of Mitchell Avenue, with eventual release into Monument Creek. A conceptual grading plan was prepared for the pond with a volume of 2.2 acre-feet at a depth of 6.5 feet and a footprint of approximately 0.8 acres. The pond volume would be effective to attenuate runoff from the 5-year storm event, but would have no significant attenuation benefits for the 100-year event. The low 1 O cfs would be released west under the UPRR. The remaining outflows would flow into the UPRR channel, following the existing condition flowpath to Dirty Woman Creek. Mitchell Avenue Pond (MPMP-35) - The southeast corner of Second Street and Mitchell Avenue is also currently undeveloped and not landscaped. This pond would detain low flows released from the Limbach Park Pond. This proposed pond would not have a significant impact on further reducing peak discharges, but would be ideally suited to provide water quality extended detention for the Town core area. A conceptual grading plan was prepared July 2006 4.4 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology for the pond with a volume of 1.9 acre-feet at a depth of 5.5 feet and a footprint of approximately 1.4 acres. UPRR Channel - The combination of all the above-described projects would serve to reduce the discharge to the UPRR channel. A significant portion of the low flows would be removed from the channel, however, significant concern would still be present for runoff from the lower 57 acres of the tributary basin. Further, the 100-year storm discharge could cause significant degradation to either the UPRR or adjacent residential bank slopes. Because of the limited right-of-way available, the implementation of a concrete pipe storm drain is recommended. A 54-inch pipe would be required to convey the 100-year discharge, for a distance of approximately 950 feet from the outfall of the Jefferson Street storm drain to the Dirty Woman Creek floodplain. Because the channel is in the UPRR right-of-way, there could be significant problems in the coordination/ construction of this storm drain (or any channel stabilization measure). Some communities have been successful in coordinating and contracting with railroad companies to perform final design and construct drainage improvements on railroad property. Mitchell Avenue/ Mt. Herman Road Storm Drain - A culvert would be constructed along the west side of Mitchell Avenue from the north side of McShane Place to Mt. Herman Road in order to improve the existing swale stability and eliminate overtopping of Mt. Herman Road. The culvert would be a 18-inch pipe and would outfall directly into the Dirty Woman Creek floodplain south of Mt. Herman Road. 4.5 Alternative 2 -Town Core Area Storm Drain Conveyance Following the completion of the first alternative, which considered construction of both detention ponds and storm drain pipe conveyance, a second alternative was evaluated, which relied primarily on conveyance of storm runoff in streets and storm drain pipes. The alternative is intended to provide solutions to the problems identified in Section 3, with the same goals identified in Section 4.4. These project elements are discussed from upstream to in the watershed in the following summary. The Town Core Area Storm Drain Conveyance Alternative plan is provided as Sheet 5. Highway 105 Storm Drain - Refer to Section 4.4 Beacon Lite Road Storm Drain - Refer to Section 4.4. The pipe size on the western frontage of the Air Academy Credit Union would be increased to a 30-inch pipe. All other project elements would be identical. Third Street Outfall Storm Drain - Beginning just east of Vista Mountain Lane, a storm drain pipe would be constructed in the Third Street right-of-way to the UPRR in order to convey the runoff in excess of the street carrying capacity for the 100-year flood event. The pipe would increase in size from 36-inches beginning just east of Vista Mountain Lane to 42- inches at the UPRR. The existing 48-inch culvert under the UPRR would have sufficient capacity to convey the Master Plan condition discharge. of the UPRR, the existing channel would likely see more sustained base flows, and would have a greater 100-year peak discharge. The estimated pipe size required to convey the 100-year discharge from the end of the UPRR culvert to Monument Lake would be a 48-inch pipe, for a length of approximately 1060 feet. July 2006 4.5 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Second and Front Street Storm Drain - Beginning at Jefferson Street, a storm drain pipe would be constructed in the Second Street and Front Street right-of-way to the intersection of Lincoln and Front Streets in order to convey the 100-year flood event. The pipe would increase in size from 30-inches at Jefferson and Second Streets to 48-inches at the intersection of Lincoln and Front Streets, for a length of approximately 1950 feet. Along Front Street, an existing 24-inch pipe would be removed and replaced with a 42-inch to 48-inch pipe. Alternative alignments were investigated which would utilize the existing pipe, but resulted in more street disturbance and a greater length of new pipe required. First Street Storm Drain - Refer to Section 4.4. Lincoln Street Storm Drain - Beginning at Washington Street, a storm drain pipe would be constructed in the Lincoln Street right-of-way to the intersection of Lincoln and Front Streets in order convey the 100-year flood event. The pipe would increase in size from 24-inches at Washington and Lincoln Streets to 30-inches where the pipe would tie into the Front Street storm drain. UPRR Storm Drain - The runoff from both the 5- and 100-year storm discharge could cause significant degradation to either the UPRR or adjacent residential bank slopes. Because of the limited right-of-way available, the implementation of a concrete pipe storm drain is recommended. Connecting to the Front Street storm drain, additional storm drain pipe would be constructed from the intersection of Lincoln and Front Streets to the Dirty Woman Creek floodplain, following the existing UPRR channel. A 54-inch pipe would be required to convey the 100-year discharge, for a distance of approximately 2100 feet from the Front Street storm drain to the Dirty Woman Creek floodplain. In the existing condition, and Santa Fe Streets tributary area discharge flow overland to the UPRR. Two small storm drains would be constructed to convey the 100-year discharge from both tributary areas to the UPRR storm drain. An 18-inch pipe would be required to convey the 100-year discharge from the intersection of Washington and Streets to the UPRR storm drain. A 36-inch pipe would be required to convey the 100-year discharge from the intersection of Jefferson and Santa Fe Streets to the UPRR storm drain. Mt. Herman Road Culvert - Refer to Section 4.4 July 2006 4.6 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan 5. MASTER PLAN Following completion of the developed condition hydrology and evaluation of alternatives estimates of construction cost were prepared to aid in the selection of a preferred alternative. The final activities of this Master Plan effort consist of the identification of a specific implementation plan and guidance on various sources for funding and financing of stormwater improvements for the Town. 5.1 Opinion of Construction Costs Opinions of construction costs were developed for the proposed improvements. The opinion of construction cost also includes costs for engineering, permitting, legal, and administrative costs. Costs were estimated for each of the projects identified in the two Master Plan alternatives identified in Section 4, and were subsequently combined to estimate the total costs for each of the alternatives. The estimated cost for the two regional detention ponds in the northern Creek Tributary is $216,500 dollars. Within the Town Core area (Dirty Woman and Monument Creek tributary areas), the estimated cost for the Regional Detention Alternative (Alternative 1) is $3.39 million dollars, with a cost for detention ponds estimated at $431 ,000 dollars and storm drain conveyance estimated at $2.96 million dollars. The estimated cost for the Pipe Conveyance Alternative (Alternative 2) is $4.22 million dollars, with detention pond costs estimated at $53,000 dollars and storm drain conveyance estimated at $4.17 million dollars. 5.2 Recommended Alternative The conceptual improvements identified in the alternative evaluation are intended to be flexible to provide the Town with viable options to manage stormwater runoff into the future. The identification of a preferred alternative is not intended to be a rigid plan, but to set priorities in an implementation plan. The Town staff evaluated the hydrologic model results, alternative plan elements, and the opinion of construction costs, and subsequently selected a recommended alternative that is a combination of the two evaluated alternatives. For the Town core area, the following alternative elements have been selected as the preferred alternative: • Highway 105 Storm Drain • Beacon Lite Road Storm Drain, without detention pond DPMP-1 O on the Air Academy Credit Union property • Third Street roadway improvements with curb/gutter and storm drain pipe, without the Santa Fe Trail detention pond • Second Street and Front Street storm drain to Limbach Park detention pond • UPRR Channel storm drain from Santa Fe Avenue and Jefferson Street intersection to Dirty Woman Creek • Mitchell Avenue/Mt. Herman Road storm drain July 2006 5.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan 5.3 Implementation Plan The implementation of a comprehensive Stormwater Master Plan includes both the mitigation plan elements identified in the alternative evaluation and elements that are necessary as part of the normal operations in the Town. These basic elements of the implementation plan are as follows: 5.3.1 Normal Operation Criteria and Standards There are several important Stormwater Master Plan components that should continue or be enacted regardless of the status of the mitigation measures identified in the alternative analysis. These measures do not involve Town funds for the construction of stormwater infrastructure, but could involve Staff efforts in the enforcement of Town standards and criteria. Water Quality Management The Town has an existing NPDES Phase II Stormwater Discharge Permit that requires the Town to perform certain regular and/or annual activities to protect the quality of stormwater discharges at each outfall location. For interaction with this Stormwater Master Plan, the two most important components are construction-site erosion control and post-construction stormwater management. It is recommended that the Town continue to require all new construction projects to submit and follow an erosion control plan, and that the Town perform regular construction-site inspections to ensure conformance. Volume 2 of the Drainage Criteria Manual requires the implementation of post-construction best management practices. These BMP's should be required with all new construction along with a plan for continued maintenance. On-Site Detention Ponds On-site detention should be provided for all development projects, unless otherwise not required by an appropriate Stormwater Master Plan certain areas identified in this study or the 2002 Triview Drainage Master Plan). The minimum requirement is to provide detention storage volume to limit the 100-year developed condition discharge to the 100-year existing condition rate. Outside of the Town limits, on-site detention is also assumed for all development projects - this expectation should be communicated to the reviewing agencies of upstream tributary areas El Paso County and Palmer Lake). If regional and/or on-site detention ponds are proposed that vary from the recommendations of this Stormwater Master Plan, it is recommended that the proposed detention pond be analyzed in the context of the HEC-HMS modeling to determine the impact on the overall watershed. Development Review In order to meet the implementation requirements for Water Quality and Detention Ponds, it is recommended that the development planning and review process continue to incorporate certain benchmarks required prior to the issuance of grading and construction building permits. Grading Permits should be issued only after acceptance of a Grading and Erosion July 2006 5.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan Control Plan and substantially completed Construction Plans and Drainage Report. Construction and/or Building Permits should be issued only after acceptance of the Plat, Construction Plans and Final Drainage Report. 5.3.2 Master Plan Implementation To promote the construction of the drainage improvements as funding becomes available, implementation priorities were established and an implementation plan developed. Identifying a primary point of contact within the Town that will administer the implementation of the plan is a vital first step in the process. Administration of the plan should provide immediate consideration of: acquisition of property, easements and rights-of-way necessary to construct proposed improvements; and identification of potential utility conflicts that will require resolution prior to construction of the improvements. These steps can remove or adequately plan for potential roadblocks to completion of the plan. Prioritizing Proposed Improvements The following prioritization of the recommended plan improvements is given: Third Street Storm Drain UPRR Channel Storm Drain Beacon Lite Road Storm Drain Limbach Park Pond First, Front, and Second Street Storm Drains Highway 105 Storm Drain The timing of the remaining projects is primarily dependent on the timing of upstream development: Creek watershed Regional Detention Ponds Mitchell Avenue/Mt. Herman Road Storm Drain It is important to remember that this planning effort culminated in the preparation of a comprehensive, flexible document that is intended to guide the decision-making process with respect to stormwater management. Any revisions or modifications should not change the underlying goal of this document, which is to continually improve conditions to meet stormwater criteria, to minimize or eliminate diversions, and to promote channel stability in the current Town core area, and in conjunction with future development. Public Education It is also important to remember, and to educate the community, that the identification of projects in this Master Plan does not guarantee the availability of funds to immediately proceed with design and construction. The process of completion of the proposed improvements should proceed based on the priority of each project and the availability of funds for design and construction. Further, it should be understood that the hydrologic modeling developed for this Master Plan followed standard design practices and is useful for planning purposes. However, the numerical results from the models will vary from the actual storm discharges, because of July 2006 5.3 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan approximations in losses {the portion of rainfall that does not turn into runoff), the assumed rainfall intensity pattern, and other factors. Further, it should be emphasized that the designation of a 5- or 100-year storm events do not refer to the time between storms, but the relative chance of such storm event occurring. On average, a 5-year event will happen once every five years. Perhaps a better way to visualize that concept is that in a 50-year time period, a 5-year storm event (or greater) could be expected to occur 10 times. The storms could occur in consecutive months, but could also be delayed well beyond a period of 5 years. This is a probability based concept, where chance that the 100-year (or greater) storm will occur in any given year is 1 The probability that the 5-year (or greater) storm will occur in any given year is 20%. 5.4 Funding and Financing Alternatives Selection of a funding mechanism and identification of alternative funding sources is also important to the success of implementing this Stormwater Master Plan. Several organizational and financial structures are presented in this section for consideration by the Town. Surveys of other communities have indicated that stormwater master planning projects can be implemented as a separate department (or utility), combined with Public Works, or combined with other utilities Water). Stormwater utilities typically manage both water quality (compliance with NPDES) and water quantity and conveyance. Stormwater User Fees The most common source for the funding of stormwater infrastructure improvements, operations, and maintenance is through a stormwater user fee. In the State of Colorado, these fees range from an average of $2.00/month in Lakewood and Littleton to over $14.00/month in Fort Collins. Stormwater user fees are typically designed to pay for both capital improvements and operations and maintenance of the stormwater infrastructure. Fees are generally set on the basis of impervious area, which can either be individually calculated per parcel or based on a class average multi-family and single-family residential). Commercial parcels are typically not calculated on an average basis, but rather by site-specific calculations. Perhaps the simplest collection method is as an add-on to the utility bill. Government-owned property (including street right-of-way) is frequently excluded from stormwater user fees. Other properties that are sometimes excluded are undeveloped land, railroad right-of-way, public parks, school districts, and churches. The boundaries for collection of stormwater user fees can be set on a watershed-basis, or set as a consistent rate across the Town. Consideration should be given to a partnership with the Triview Metropolitan District to enable a user fee to be established uniformly across the entire Town. Stormwater Impact Fees The existing Municipal Code Section 3.28 gives the current "Stormwater Drainage System Impact Fee Regulations," which assesses an impact fee for new development work to partially fund the construction of stormwater system improvements. This impact fee provides a mechanism for development to contribute a "proportionate share" of the cost for improvements. July 2006 5.4 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan Within this Stormwater Master Plan study area, the impact fee is approximately $15,000 per impervious acre of developed land. These funds are earmarked for projects within each drainage basin Creek, Dirty Woman Creek, and Monument Creek), but can be combined for projects that provide a positive impact to multiple basins. An example of this multi-basin benefit would be the Beacon Lite Road and Third Street storm drain improvements, which would reduce or eliminate diversions between the Dirty Woman Creek and Monument Creek basins. General Fund Contribution Improvements to the stormwater infrastructure can be built into the budget of the Town's general fund. This is a viable solution, but not the optimal solution, since large projects could overwhelm the budget for some years. Further, the general fund budget was not generated with the underlying intent to fund stormwater infrastructure projects; consequently, the timing for implementation could be quite extended if this is the primary source for funding. Matching Grant Funding Sources Several Federal and State governmental entities have matching grant programs that can assist communities in the funding of stormwater and/or other infrastructure improvements. These programs can assist with the funding of up to 80% of the construction cost for these improvements. The following is a summary of the agencies that offer or administer grants: • Colorado Water Conservation Board. The CWCB serves as the applicant for several FEMA grants, including the Pre-Disaster Mitigation (PDM) Grant and the Flood Hazard Mitigation Program (FMAP). These grants require 25% matching funds, must meet a list of project criteria, and compete for selection against other projects. • Colorado Department of Transportation. COOT has a grant program to improve roadway safety, with 20% matching funds. If there are roadways or intersections with existing safety problems, these grants can be used to fund improvements, which may be combined with stormwater infrastructure improvements. • Colorado Department of Local Affairs. The DOLA serves as the administrator for Federal Community Development Block Grants (CDBG), which can help with the cost of infrastructure improvements based on need. Revolving Fund Loans Both the CWCB and Colorado Department of Public Health and Environment have Revolving Fund Loan programs, which can be used to accelerate the construction of stormwater infrastructure improvements. These loans are available at reduced interest rates and can increase the cost efficiency in bidding and construction, by designing and constructing complete projects, rather than in piecemeal phases. 5.5 Conclusion This Executive Summary is intended to provide a brief overview of the Stormwater Master Plan. A more detailed description of the stormwater system, evaluation and Master Plan recommendations is provided in the full report and accompanying appendices. July 2006 5.5 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan May 2006 ---PAGE BREAK--- Town Of Monument Stormwater Master Plan Prepared for Town of Monument 166 Second Street Monument, Colorado 80132 AYRES ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-1035.00 MON7-TX.D0C May 2006 ---PAGE BREAK--- TABLE OF CONTENTS 1. Introduction 1.1 1.1 Project Goals and Objectives 1.1 1.2 Data Collection 1. 1 1.2.1 Mapping 1.1 1.2.2 Survey and Stormwater Facility Inventory 1.3 1 .3 Previous Studies 1.3 1 .4 Acknowledgments 1.4 2. Hydrology 2.1 2.1 General Modeling Procedures 2.1 2.1 .1 NRCS Curve Number 2.1 2.1.2 Time of Concentration 2.2 2.1.3 Model Structure 2.3 2.2 Existing Condition Model 2.4 2.2.1 Detention Pond Modeling 2.4 2.2.2 Diversion Modeling 2. 7 2.2.3 Existing Condition Model Results 2.8 3. Existing Condition Problem Identification 3.1 3.1 Detention Pond Problem Identification 3. 1 3.2 Roadway and Channel Conveyance Problem Identification 3.1 4. Developed Condition Hydrology 4.1 4.1 On-Site Detention Assumptions 4.1 4.2 Developed Condition Model Results 4.2 4.3 Master Plan Condition Model Development. 4.3 4.4 Creek Regional Detention 4.4 4.5 Town Core Area Regional Detention Alternative 4.5 4.6 Town Core Area Storm Drain Conveyance Alternative 4.1 O 5. Master Plan 5.1 5.1 Opinion of Construction Costs 5.1 5.2 Recommended Alternative 5.1 5.3 Implementation Plan 5.2 5.3.1 Normal Operation Criteria and Standards 5.2 5.3.2 Master Plan Implementation 5.4 5.4 Funding and Financing Alternatives 5. 7 May 2006 Ayres Associates ---PAGE BREAK--- TABLE OF CONTENTS (continued) APPENDIX A - Summary of National Geodetic Survey (NGS) Benchmarks APPENDIX B - Downtown Stormwater Structure Inventory APPENDIX C - Existing Condition Hydrology APPENDIX D - Existing Condition Hydraulics APPENDIX E - Developed Condition Hydrology APPENDIX F - Developed Condition Hydraulics APPENDIX G - Construction Cost Estimates LIST OF FIGURES Figure 1.1. Vicinity Map for the Monument Stormwater Master Plan . 1.2 Figure 3.1. UPRR channel north of Dirty Woman Creek, adjacent to the Peak View 3.3 LIST OF TABLES Table 2.1. Summary of Curve Numbers for Land Use 2.2 Table 2.2. Travel Time Intercept Coefficients 2.3 Table 2.3. Summary of Results for the Existing Condition HEC-HMS Model. 2.9 Table 2.4. Summary of Existing Condition Detention Pond Analysis 2.10 Table 2.5. Summary of Existing Condition Flow Diversions 2.1 O Table 4.1. Comparison of the Existing and Developed Condition HEC-HMS 4.2 Table 4.2. Comparison of the Existing and Master Plan Condition 4.5 Table 4.3. Comparison of the Existing and Master Plan Condition 4.5 Table 4.4. Master Plan Condition 4.6 Table 4.5. Comparison of the Existing and Master Plan Condition 4.6 Table 4.6. Comparison of the Existing and Master Plan Condition 4.12 May 2006 ii Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Introduction 1. INTRODUCTION The Town of Monument lies in north-central El Paso County. The historic Town core is principally located between Interstate 25 on the east, Creek on the north, the Union Pacific Railroad on the west, and Dirty Woman Creek on the south. Much of the Town core area was developed prior to the implementation of stormwater standards and criteria. There is significant recent development within the Town, primarily to the south of Dirty Woman Creek. Because the recent development projects were constructed in a manner consistent with stormwater criteria and standards, the primary focus of this Stormwater Master Plan is in the historic Town core area. The study area includes the Creek watershed upstream of Monument Lake, the area directly tributary to Monument Creek and Monument Lake from the Town core area, and the Dirty Woman Creek watershed upstream of Monument Creek. The study area and current Town limits are shown in Figure 1.1. The Town of Monument contracted with Ayres Associates to perform this Stormwater Master Plan to provide a framework for the design of a stormwater infrastructure that can be implemented to provide drainage solutions for the existing Town core and the proposed developments. This report summarizes the results of the master planning efforts for the Town of Monument. 1.1 Project Goals and Objectives The goal of this project was to develop a Stormwater Master Plan (SMP) that can be used as a tool for making decisions related to stormwater management within the boundaries of the Town of Monument, particularly in the Town core portion of the study area. Completion of this master plan involved the development of a planning document that would: Identify long-term capital improvements and rehabilitation measures for the existing drainage system Be a tool for implementing future improvements associated with new developments within the basin boundaries Provide a basis for prioritizing and scheduling required improvements (implementation plan) Be flexible enough to allow the development of cost effective flood protection alternatives 1.2 Data Collection 1.2.1 Mapping The first task in developing this SMP included collecting mapping and surveying data from several different sources, and were subsequently converted to a common horizontal and vertical datum. All mapping and survey were either collected in, or converted to the NAD83 State Plane coordinates, in the NAVD88 vertical datum. The base imagery for the map is color aerial photography obtained from the USGS from its Urban Area photo, dated April 24, 2002 (www.terraserver.microsoft.com). The primary topographic base map for the Town core area was obtained from the Town. This mapping, developed in 2001, lies between Creek and Dirty Woman Creek, Interstate 25, and Mitchell Avenue. In order to match the project horizontal datum, the Town mapping was shifted, rotated, and scaled from its original, arbitrary horizontal datum. May 2006 1.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Introduction Figure 1.1 . Vicinity Map for the Monument Stormwater Master Plan. Additional elevation data was purchased for this study from the El Paso County GIS department. In 2001 , the County commissioned a LIDAR (aerial laser survey data) for use within the community. The data was obtained for nine 4000' x 4000' quadrants, both north and south of the Town base mapping. Although the elevation data is accurate only for the development of 5-foot contours, Ayres Associates developed 2-foot contours to be consistent with other mapping. Consequently, users of the topographic mapping are cautioned that the topographic data is used for hydrologic reference only. Further, licensing for the elevation data purchased by the Town limits its use only to the use for which it was purchased, namely, the preparation of a stormwater master plan. Approximate property parcel line data was also purchased from the El Paso County GIS department to aide in the determination of property boundaries and right-of-way data. The Interstate 25/Highway 105 interchange was reconstructed and reconfigured substantially following the development of all other base mapping. Both pre-project and design condition drawings for the interchange project were obtained from the Colorado Department of Transportation. The topographic data was converted from Metric to English, with new 2-foot contours developed. For the southeast portion of the Town, additional contour mapping and parcel data was obtained from the Triview Metropolitan District. May 2006 1.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Introduction 1.2.2 Survey and Stormwater Facility Inventory In November 2005, in conjunction with this study, Ayres Associates performed a GPS survey of the stormwater infrastructure in the study area, including inlets, storm drain pipes, street cross sections, and detention ponds. This data, along with an inventory of survey control in the Town, is included in Appendix A. In conjunction with the field survey, Ayres Associates engineers performed an inventory of the stormwater infrastructure within the study area. All inlets, detention ponds, and outlet structures were identified, located, and surveyed. This stormwater inventory is included in Apppendix B. 1.3 Previous Studies Previous studies related to stormwater management within the study area are limited. However, there are several regional drainage studies that are relevant to the stormwater drainage concerns of the Town of Monument. Previous reports documenting stormwater drainage conditions and improvements in and adjacent to the study area include: • Flood Insurance Study (FIS), El Paso County, Colorado (Federal Emergency Management Agency, August 23, 1999). The FIS sets the regulatory discharge and floodplain delineation for Dirty Woman and Creeks through the Town. Evaluation of the floodplains or floodplain hydrology is not part of the scope of this study. However, the hydrologic models upstream of Interstate 25 were calibrated to FEMA-defined discharges. • Proposed Hydrology for use in Hydraulic Analysis of FEMA Flood Studies and Restudies (Resource Consultants, Inc. 1989). The FIS hydrology for Dirty Woman and Creeks was taken from this study. The hydrology was performed using the TR-20 computer program. The report documents a 100-year discharge of 2,540 cfs for Dirty Woman Creek at Interstate 25, and 620 cfs for Creek at Interstate 25. As noted above, the HEC-HMS model parameters were calibrated to match the TR-20 results at Interstate 25. However, the standard design storm was changed from a 2-hour to a 24-hour storm, so the results reported in this report will vary from the prior study. • Final Drainage Report for Kerr Addition No. 1 (WestWorks Engineering, May 2004). The Kerr Addition development (northeast of Mitchell Avenue and 2nd Street) incorporated an on-line detention pond into a major tributary to Monument Lake. Information from the report documentation was used to develop a detention pond rating curve. • Preliminary/Final Drainage Report for Peak View Ridge (Nolte Associates, August 1998); Addendum (JR Engineering, November 1998); Amendment No. 2 (JR Engineering, February 2002); and Pond and Outfall Revisions (JR Engineering, February 2006). The Peak View Ridge development straddles Dirty Woman Creek (west of Old Denver Road and east of the Union Pacific Railroad), with two on-site detention May 2006 1.3 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Introduction ponds releasing to the creek. Information from the report documentation and design plans was used to develop detention pond rating curves. • Final Drainage Report for Valley Ridge Filing No. 1 (JR Engineering, January 2003). The Valley Ridge development is tributary to the southern detention pond for the Peak View Ridge (west of Old Denver Road, south of Dirty Woman Creek). Information from the report documentation was used to develop a detention pond rating curve. 1.4 Acknowledgments The preparation of this report and supporting documentation involved the efforts and guidance from the Town staff and Board of Trustees. These individuals are identified below. Mr. Thomas Kassawara, Director of Development Services and Contract Administrator Mrs. Catherine Green, Town Manager Mr. Rich Landreth, Public Works Director Mr. Tony Hurst, Town Engineer (through January 2006) Mr. Ross Williams, El Paso County GIS Mr. Paul Reinsma, Colorado Department of Transportation The assistance and cooperation of these individuals are acknowledged and greatly appreciated. May 2006 1.4 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology 2. HYDROLOGY 2.1 General Modeling Procedures The hydrologic analysis was performed for the existing and developed conditions for the 5- and 100-year rainfall events. The hydrologic calculations were performed using the U.S. Army Corps of Engineers, Hydrologic Engineering Center, HEC-HMS Hydrologic Modeling System Version 3.0.0 (USACE 2006, http://www.hec.usace.army.mil/software/hec-hms/). The rainfall excess values were determined in the program using the U.S. Soil Conservation Service runoff curves for the cumulative rainfall amounts and appropriate runoff curve numbers. The Muskingum-Cunge routing technique was used to route basin hydrographs through channel reaches. The channel routing elements used either circular pipe or trapezoidal channel geometry that was idealized to represent the actual channel geometry. In accordance with the current hydrologic modeling practices in Colorado Springs and El Paso County, the hydrologic modeling was performed for the 24-hour storm, using the standard SCS 24-hour Type IIA distribution. For the 100-year, 24-hour storm, the total rainfall depth was calculated to be 4.4 inches. In this rainfall distribution, 70% of the total rainfall is assumed to fall within the 2-hour period centered around a time 7 hours and 30 minutes into the design storm. 2.1.1 NRCS Curve Number The rainfall losses (rainfall that does not result in runoff, due to interception, surface storage, and infiltration) are accounted for using the Curve Number parameter. The runoff Curve Numbers for the 24-hour storm were calculated from Tables 5-4 and 5-5 of the DCM, which assume Antecedent Moisture Condition II (AMC2). In subbasins with multiple land-use types, or for which the Curve Number will vary greatly by location on-site, such as schools and large-lot rural residential development, a composite curve number was calculated using an area-weighted average: where: CN CNi Ai At = = = = Weighted Curve Number Individual Curve Number corresponding to subarea I Area corresponding to subarea I Total drainage area for which weighted Curve Number is applicable (2.1) In addition to varying with land use and antecedent moisture conditions, the Curve Number also varies with soil type. The National Resource Conservation Service (NRCS), formerly the Soil Conservation Service (SCS) classifies soils into four hydrologic soil groups, A, B, C and D. Group A consists of well drained and deep soil formations that have a high potential for infiltration of storm runoff. Group B has moderate infiltration rates. Group C has slow infiltration rates. Group D has very slow infiltration rates. A greater amount of direct runoff would be expected from Group B compared to Group A and for Group C compared to Group B. May 2006 2.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology Within the tributary basins in the study area, the soils are primarily composed of Group B soil complexes, with very limited amounts of Group C soils. Consequently, the Curve Numbers are all representative of soil Group B values. Table 2.1 provides a summary of the Curve Numbers used for each land use classification found within the study area. Table 2.1. Summary of Curve Numbers for Land Use. (From DCM Tables 5-4 and 5-5) Land Use Runoff Curve Number (AMC2) Soil Group B Soil Group C Pasture or Range Land 58 71 Woods / Forested 55 70 Lawns 61 74 Parks and Cemeteries 69 79 Residential - 1 du/ac 68 79 Residential - 2 du/ac 70 80 Residential - 3 du/ac 72 81 Residential - 4 du/ac 75 83 Residential - 8+ du/ac 85 90 Neighborhood Commercial 88 91 Commercial 92 94 Light Industrial 88 91 Heavy Industrial 92 94 Paved Street (Impervious Areas) 98 98 Gravel Street 85 89 Railroad Yard 82 87 2.1.2 Time of Concentration In addition, a subbasin time of concentration and corresponding lag time was calculated as a necessary input for the HEC-HMS model. The time of concentration is defined as the time required for water to travel from the hydraulically most remote point of the basin to the point of interest. The time of concentration can be considered as the sum of the travel time for overland flow, shallow concentrated flow, and channel flow. The overland flow travel times were calculated using the following equation: Ti = 1.87 (1.1- C) L0·5 / S0·33 (2.2) where: Ti C L s May 2006 = = = = Overland travel time in minutes Rational Method runoff coefficient Length of travel in feet (limited to 300 feet for developed overland flow, 500 for undeveloped land) Ground slope in percent 2.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology The NRCS Upland equation was used to calculate the travel time for shallow concentrated flow: T1 = (L * S0·5 ) I (3600* k) where: T1 = Travel time in hours L = Length of travel in feet S = Ground slope in percent k = Intercept coefficient given in Table 2.2 Table 2.2. Travel Time Intercept Coefficients. Land Cover I Flow Reqime k Short qrass pasture (overland flow) 0.70 Forest (overland flow) 0.25 Grassed waterway (shallow concentrated flow) 1.50 Paved area (shallow concentrated flow) 2.00 The travel time for channel flow was calculated using the velocity as calculated by the Manning's Equation: T1 = (L * n) / (1.49* 3600(R 213 * S112 where: T1 = Travel time in hours L = Length of travel in feet n = Roughness coefficient R = Hydraulic radius (flow area divided by wetted perimeter) S = Ground slope in feet/feet (2.3) (2.4) The time of concentration is the sum of the travel times for overland flow, shallow concentrated flow, and channel flow. The lag time is calculated using the following equation: Lag Time= Time of Concentration* 0.60 2.1.3 Model Structure Each subbasin, conveyance element, detention pond, diversion, and point discharge node was assigned an alpha-numeric identifier. The following protocol was used to name each model element: Leading Character C - Any element located in the Creek watershed D - Any element located in the Dirty Woman Creek watershed M - Any element located in the Monument Creek tributary watersheds May 2006 2.3 Ayres Associates ---PAGE BREAK--- Town of Monument Following Character C - Conveyance Element J - Combination Node D - Diversion P - Detention Pond Stormwater Master Plan For example: 010 is subbasin 10 in the Dirty Woman Creek watershed CC9 is a conveyance element in the Creek Basin. 2.2 Existing Condition Model Hydrology The baseline condition model was prepared for the Town of Monument study area, including Creek, Dirty Woman Creek, and locally contributed runoff to Monument Creek or Monument Lake. The modeling of the Creek watershed included 32 subbasins; the upstream-most two subbasins (tributary to Interstate 25) were taken from the 1989 FEMA hydrology study. The total tributary area for Creek at Monument Lake is 943 acres (1 .5 square miles). The modeling of the Dirty Woman Creek watershed included 83 subbasins; the upper-most seven subbasins (tributary to Interstate 25) were taken from the 1989 FEMA hydrology study. The total tributary area for Dirty Woman Creek at its confluence with Monument Creek is 3,147 acres (4.9 square miles). The modeling of the minor tributaries to Monument Creek included 39 subbasins. The total area modeled in the minor Monument Creek tributaries is 154 acres (0.24 square miles). The hydrologic model base map is provided as Sheets 1 and 2. The 154 drainage subbasins developed for this study were delineated based on the project base mapping, supplemented as needed with survey points and field observation obtained in the data collection efforts. Existing condition land use was determined from the 2001 USGS aerial photo, supplemented by field observation. The existing condition drainage patterns, and corresponding conveyance element modeling was determined from the project base mapping, supplemented as needed with survey points and field observation obtained in the data collection efforts. Subbasin modeling parameters for the existing condition are given in Appendix C.1 . 2.2.1 Detention Pond Modeling There are seventeen detention ponds that were modeled for the existing condition, which were either constructed to mitigate development runoff, or are the result of inadvertent storage behind roadway or railroad embankments. A stage-storage-discharge rating curve was developed for each ponding area, as described in the following paragraphs. Documentation for the rating curves is provided in Appendix C.2. Detention Pond CP-6 provides detention for the development to the northeast of Highway 105 and Beacon Lite Road, adjacent to Creek. The detention pond has a storage volume of approximately 1.0 acre-feet at the elevation of the spillway weir. Low flows are discharged through an 18-inch steel riser pipe. High flows are discharged over a staged weir in a 206-foot long concrete retaining wall that forms the northwest embankment of the pond. Detention Pond CP-25 was constructed at the end of the yet-undeveloped Wolf Business Park, east of Beacon Lite Road. The detention pond is in-line with a major May 2006 2.4 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology tributary to Creek. The total storage at the overtopping elevation is approximately 6.0 acre-feet. A staged-release outlet structure was constructed with a 16-inch diameter orifice for low flows, and a large grate inlet to convey high flows. At the overtopping elevation of 7074.8, the peak discharge out of the outlet structure would be approximately 160 cfs. Detention Pond CP-26 is an inadvertent ponding area located of CP-25, upstream of the Santa Fe Trail embankment. The culvert crossing consists of two 48-inch steel pipes. The embankment has a height of approximately 19 feet at this location (total storage of approximately 29 acre-feet). However, only a small amount of the available depth and storage (less than 1 acre-foot) is used in the existing condition. Detention Pond CP-27 is an inadvertent ponding area located of CP-26, upstream of the Union Pacific railroad embankment. The culvert crossing consists of a 4'H x 6'W RCB. The embankment has a height of approximately 17 feet at this location (total storage of approximately 16 acre-feet). However, only a small amount of the available depth and storage (less than 1 acre-foot) is used in the existing condition. Detention Pond CP-31 is an inadvertent ponding area located on the northern tributary to Creek, upstream of the Santa Fe Trail embankment. The culvert crossing consists of a single 24-inch steel pipe. The embankment has a height of approximately 22 feet at this location (total storage of approximately 43 acre-feet. However, only a small amount of the available depth and storage (less than 4 acre-feet) is used in the existing condition. Detention Pond CP-32 is an inadvertent ponding area located of CP-31, upstream of the Union Pacific railroad embankment. The culvert crossing consists of a 48- inch corrugated metal pipe. The embankment has a height of approximately 18 feet at this location (total storage of approximately 24 acre-feet). However, only a small amount of the available depth and storage (approximately 1 acre-foot) is used in the existing condition. Detention Pond CP-33 is an inadvertent ponding area located of CP-27 and CP-32, upstream of the Highway 105 roadway embankment. The culvert crossing consists of a 7'H x S'W RCB. The embankment has a height of approximately 12 feet at this location (total storage of approximately 12 acre-feet. However, only a small amount of the available depth and storage (less than 2 acre-feet) is used in the existing condition. Detention Pond DP-4 is located east of Beacon Lite Road, south of Buttonwood Court. This small detention pond has a maximum volume of approximately 0.4 acre-feet. A staged- release outlet structure was constructed with a 14-inch diameter orifice for low flows, and a large grate inlet to convey large flows. At the overtopping elevation of 7032.7, the peak discharge out of the outlet structure would be approximately 17 cfs. Detention Pond DP-8 is located in the southern portion of a truck stop parking lot, east of Highway 105. Depending on the ponding depth, the discharge is controlled either by a large grate inlet, or the 15-inch RCP outlet pipe. At a ponding depth of approximately 1 foot, the storage volume is 0.14 acre-feet, with a corresponding discharge of 11 cfs. Detention Pond DP-9 is located immediately south of Pond DP-8, on the north side of the McDonald's parking lot. A staged-release outlet structure was constructed with an 8-inch diameter orifice for low flows, and a grate inlet to convey higher flows. Both openings are restricted by trash-grate structures, and are therefore inefficient for conveying stormwater May 2006 2.5 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology flows. At a ponding depth of approximately 1.6 feet, the storage volume is 0.14 acre-feet, with a corresponding discharge of 6.5 cfs. Detention Pond DP-1 2 is the eastern of two ponds constructed with the Post Office north of Third Street. At the spill elevation, the pond has a storage volume of 0.25 acre-feet, with a corresponding discharge of 16.6 cfs discharge through the 18-inch RCP outlet. Detention Pond DP-13 is the western of the two Post Office ponds. This small detention pond has a maximum volume of approximately 0.3 acre-feet. A staged-release outlet structure was constructed with a 6-inch diameter orifice for low flows, and a large grate inlet to convey large flows. At the overtopping elevation of 7017.0, the peak discharge out of the outlet structure would be approximately 33 cfs. Detention Pond DP-52 is the northern of the two ponds constructed for the Peak View Ridge subdivision, north of Dirty Woman Creek. This small detention pond has a maximum volume of approximately 0.4 acre-feet. The primary outlet is an 18-inch RCP with a flared end section, with the outlet invert approximately 1-foot above the bottom elevation of the pond. Consequently, the storage volume in the lowest 1 foot of the pond was assumed to be ineffective (assumed to be full) because there is no physical outlet. The stage-storage- discharge rating curve was developed based on information contained in the Drainage Report. Detention Pond DP-54 is the pond constructed for the Valley Ridge subdivision, and is eventually tributary to DP-55, south of Dirty Woman Creek. This small detention pond has a maximum volume of approximately 0.7 acre-feet. A staged-release outlet structure was constructed with twelve 3/8-inch water quality holes and a steel bar inlet grate which both flow to a 4-inch high orifice opening on the 18-inch RCP outlet pipe. The stage-storage rating curve was taken from the Drainage Report. The stage-discharge rating curve was developed from field survey information. At the overtopping elevation of 6940.0, the peak discharge out of the outlet structure would be approximately 4 cfs. Detention Pond DP-55 is the southern of the two ponds constructed for the Peak View Ridge subdivision, south of Dirty Woman Creek. As initially constructed, the pond outlet was directed south into the Teachout Creek watershed, contrary to the approved outfall into Dirty Woman Creek. Construction is planned in the spring of 2006 to expand the pond and redirect the outfall to Dirty Woman Creek. The stage-storage-discharge rating curve was taken from information provided in the construction plans. At the overtopping elevation of 6909.0, the storage volume is approximately 5.9 acre-feet, with a corresponding discharge of approximately 6 cfs. Detention Pond MP-30 was constructed with the Kerr Addition, in-line with the Third Street tributary to Monument Lake, between the Union Pacific Railroad and Mitchell Avenue. The outlet consists of a 42-inch CMP. The stage-storage curve was taken from the design report (Westworks Engineering, May 2004), but was adjusted downward 2 feet to correspond with Ayres Associates field survey of the outlet pipe (it appears that the pond elevations were lowered 2 feet during construction to conform to actual field conditions). Woodmoor Lake is part of the tributary area to Dirty Woman Creek, upstream of Interstate 25. The stage-storage-discharge rating curve for the reservoir and spillway were taken from the 1989 FEMA hydrology study. May 2006 2.6 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology 2.2.2 Diversion Modeling In the existing condition model, diversions are modeled at nine locations, where the primary conveyance flowpath storm drain, roadside ditch, or street cross section) has insufficient capacity to convey the entire discharge, and excess discharge would be diverted in a different direction. A diversion rating curve was developed for each location, as described in the following paragraphs. Documentation for the diversion rating curves is provided in Appendix C.3. Diversion DD-16 represents flow diverted from the northeast corner of Third Street and Beacon Lite Road. At this location, a 21-inch RCP conveys low flows south toward Dirty Woman Creek. For runoff in excess of the pipe capacity (approximately 17 cfs), the majority of the roadway overtopping would flow west along Third Street. The proportion of overtopping flows distributed to Beacon Lite Road and Third Street was determined by an area ratio. Diversion DD-36 represents gutter flow in Second Street intercepted by a 4-foot long curb inlet immediately east of Jefferson Street. The intercepted inlet flow is conveyed south in the Jefferson Street storm drain. The remaining surface flow would continue west along Second Street. Diversion DD-37 represents gutter flow in Jefferson Street intercepted by a collection box immediately north of Second Street. The inlet has a capacity limited to approximately 3 cfs, which would be conveyed south in the Jefferson Street storm drain. The remaining surface flow would turn west on Second Street. Diversion DD-62 represents a split in street flows at the intersection of Second and Washington Streets. The low flow path for street flows at this location is to the west in Second Street in a cross pan. However, the street capacity at the roadway crown is limited to approximately 17 cfs. Above that capacity, a portion of the street flows would continue west along Second Street, with the remainder splitting south along Washington Street. It was assumed that half of the street flows above the gutter capacity of 17 cfs would split south to Washington Street. Diversion MD-12 represents a split in street flows from Third Street in the vicinity of the Santa Fe Trail crossing. The low flow path for street flows at this location is to the west in Third Street. At this location the north side of the roadway has limited capacity due to the roadway geometry and the trail crossing culvert. The street capacity at the roadway crown is limited to approximately 56 cfs. Above that capacity, street flows would spill to the south, to the parking lot and alley that serves the Monument Community Presbyterian Church, and continue south toward Second Street. Diversion MD-13 represents flow diverted from the northeast corner of Third and Jefferson Streets. At this location, low flows are conveyed west in a 15-inch RCP located in the roadside ditch. For runoff in excess of the pipe capacity (approximately 4 cfs), a portion of the roadway overtopping would be diverted south along Jefferson Street. The proportion of overtopping flows distributed to Jefferson Street and Third Street was determined by an area ratio. May 2006 2.7 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology Diversion MD-15 represents flow diverted from the northeast corner of Third and Washington Streets. At this location, low flows are conveyed west in a 15-inch RCP located in the roadside ditch. For runoff in excess of the pipe capacity (approximately 5 cfs), a portion of the roadway overtopping would be diverted south along Washington Street. The proportion of overtopping flows distributed to Washington Street and Third Street was determined by an area ratio. Diversion MD-16 represents an additional split in street flows west of the intersection of Third and Washington Streets. The low flow path for street flows at this location is to the west in Third Street. Between Washington and Front Streets, the north flowline transitions from a roadside ditch to a curb and gutter section, where the street capacity at the roadway crown is limited to approximately 30 cfs. Above that capacity, street flows would spill to the south, either to Front Street or the alley to the east. Diversion MD-27 represents a split due to limited capacity of a culvert under the Union Pacific Railroad at the end of the Third Street tributary to Monument Lake. At this location, high flows would spill to the south, and flow adjacent to the railroad, rather than overtopping the railroad tracks. The capacity of the culvert at the spill elevation is approximately 89 cfs. 2.2.3 Existing Condition Model Results The HEC-HMS model was run for the 5- and 100-year 24-hour rainfall events. Table 2.3 gives a summary of the results of the HEC-HMS hydrologic model at each outfall location and at specific locations of interest within the study area for the two design storm events. Table 2.4 gives a summary of the existing condition detention pond operation. Table 2.5 gives a summary of the diversion element operations. The HEC-HMS model digital files are included in a CD-ROM, provided at the end of the Appendix. May 2006 2.8 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology Table 2.3. Summary of Results for the Existing Condition HEC-HMS Model. Element Area 5-Year 100-Year ID Location (acres) Discharge (cfs) CC-J2 Creek at Interstate 25 397 89 424 CJ-8 Creek at Beacon Lite Road 455 107 473 CJ-10 Creek at Highway 105 478 108 478 CP-25 Creek Tributary at Beacon Lite Road 116 10 109 CP-33 Creek Tributary at Highway 105 374 103 225 CJ-35 Creek at Monument Lake 943 197 731 DW-J4 Dirty Woman Creek at Interstate 25 2,755 350 1,731 DJ-6 Beacon Lite Road at 4th Street 12 17 38 DJ-10 Commercial development storm drain 13 27 52 DJ-11 Beacon Lite Road upstream of 3rd Street 27 43 91 DJ-14 Post Office storm drain 5 12 22 DJ-16 Beacon Lite Road and 3rd Street 37 61 125 DJ-20 2nd Street at Beacon Lite Road 16 20 47 DJ-22b Beacon Lite Road outfall at Dirty Woman Creek 61 41 78 DJ-23 Dirty Woman Creek at Santa Fe Trail 2,934 356 1,752 DJ-39 Jefferson Street at 1st Street 16 16 30 DJ-45 Jefferson Street outfall to UP Railroad Channel 49 48 111 DJ-37d 2nd Street west of Jefferson Street O* 22 131 DJ-62 2nd Street at Washington Street 5 29 145 DJ-65a 2nd Street at Front Street 11 45 146 DJ-74 Front Street outfall to UP Railroad Channel 31 66 259 DJ-75b UP Railroad Channel of Front Street 40 71 274 DJ-78 UP Railroad Channel d/s of Jefferson Street 97 122 391 DJ-79 Dirty Woman Creek at UP Railroad 3,106 363 1,773 DJ-83 Dirty Woman Creek at Monument Creek 3,147 362 1,772 MJ-9 3rd Street at Vista Mountain Lane 4 42 108 MJ-13 3rd Street at Jefferson Street 24 53 63 MJ-15 3rd Street at Washington Street 33 43 62 MJ-27 3rd Street flowpath at UP Railroad 49 40 58 MJ-31 3rd Street flowpath at Monument Lake 66 45 88 MJ-37 Campground tributary to Monument Creek 29 13 51 MJ-43 Mt. Herman Road Tributary to Monument Creek 88 32 137 * As modeled, all flow at this location is the product of diversions (DJ-16, DJ-36, DJ-37, MJ- 12, and MJ-13). This location could receive overflows from an area as large as 73 acres. May 2006 2.9 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Hydrology Table 2.4. Summarv of Existing Condition Detention Pond Analysis. 100-Year Storm HEC- Invert Spill Operating Results HMS Outlet Elevation Elevation 0 WS Elev. Volume ID Description (ft, msl) (ft, msl) (cfs) (ft, msl) (ac-ft) CP-6 18" riser pipe, 206' staqed weir 7041.2 7044.75 49 7044.9 0.79 CP-25 16" orifice and orate inlet 48" CMP 7065.5 7074.8 109 7070.6 2.38 CP-26 2- 48" steel pipe culverts 7012.5 7032.0 131 7017.1 0.22 CP-27 4'H x 6'W RCB 6990.5 7008.0 135 6995.1 0.45 CP-31 24" CMP 7027.4 7050.0 39 7037.1 3.80 CP-32 48" CMP 7000.0 7018.0 93 7005.6 1.01 CP-33 7'H x 5'W RCB 6967.0 6979.0 225 6973.1 1.88 DP-4 14" orifice and a rate inlet 18" HOPE 7027.8 7032.7 19 7032.75 0.48 DP-8 Grate inlet-> 18" RCP 7039.9 7040.7 11 7040.86 0.14 DP-9 8" orifice and qrate inlet 7038.0 7040.7 7 7040.72 0.14 DP-12 18" RCP 7016.2 7023.2 13 7020.3 0.07 DP-13 6" orifice and orate inlet 24" RCP 7011.7 7017.0 21 7016.7 0.26 DP-52 18" RCP 6925.0 6927.0 5 6926.1 0.16 DP-54 WO inlet/qrate 18" RCP w/ bottom 4" open 6933.0 6940.0 3 6937.2 0.29 DP-55 WO inlet and qrate inlet-> 9" orifice 6901 .5 6909.0 5 6906.3 2.85 MP-30 42" CMP 6957.4 6963 65 6961 .7 0.24 Table 2.5. Summary of Existing Condition Flow Diversions. Element 5-Year Discharqe 100-Year Discharqe ID Location / Diverted To Total Diverted Total Diverted Example Location 5-Year 100-Year Primarv flowpath description Inflow Main Q Inflow Main Q Diversion flowpath description Diverted Diverted DD-16 Beacon Lite Road at 3rd Street 61 125 21" RCP south alonq Beacon Lite Rd. 21 26 Street flows west on 3rd Street 40 99 DD-36 Curb Inlet on 2nd Street at Jefferson St. 14 115 24" RCP south alonq Jefferson Street 2 6 Street flows west on 2nd Street 12 109 DD-37 Collection Box on Jefferson St. at 2nd 17 26 24" RCP south alonq Jefferson Street 3 3 Street flows west on 2nd Street 14 23 DD-62 2nd Street at Washinqton Street 29 145 Street flow west on 2nd Street 23 81 Street flow south on Washinqton St. 6 64 MD-12 3rd Street near Santa Fe Trail 51 146 Street flow west on 3rd Street 51 56 Alley flow south toward 2nd Street 0 90 MD-13 3rd Street at Jefferson Street 53 63 Street flow west on 3rd Street 38 43 Street flow south on Jefferson Street 15 20 MD-15 3rd Street at Washinaton Street 43 62 Street flow west on 3rd Street 31 41 Street flow south on W ashinqton St. 12 21 MD-16 3rd Street west of Washinqton Street 37 59 Street flow west on 3rd Street 30 30 Street flow south on Front St. or alley 7 29 MD-27 3rd Street flowpath culvert at UPRR 40 58 48-inch RCP west under UP Railroad 40 58 Overland flow south 0 0 May 2006 2.10 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Problem Identification 3. EXISTING CONDITION PROBLEM IDENTIFICATION The results from the HEC-HMS hydrologic modeling were used for a hydraulic evaluation of the existing condition storm drainage system and for an identification of problems to be addressed for the Master Plan condition. This process was primarily composed of an evaluation of existing detention ponds and an evaluation of street capacity (both physical capacity and current criteria) and channel capacity and/or stability. 3.1 Detention Ponds In the detailed study area there are relatively few existing detention ponds, and correspondingly few problem areas. The drainage criteria manual uses criteria of 2-feet of freeboard for the design of new detention ponds. For the evaluation of pond operation, the freeboard criteria was initially investigated, but the operation and potential design solutions were evaluated based more on practical constraints. The ponds identified for operational improvements are described in the following paragraphs. A schematic of the existing condition flow patterns, identifying the detention ponds is provided as Sheet 3. Detention Pond DP-4 is located east of Beacon Lite Road, south of Buttonwood Court. The small on-site development detention pond would overtop for the 100-year event in the existing condition, which includes three undeveloped areas in the Monument View subdivision. The overtopping elevation is approximately 7032.7, which is 0.4 feet above the grate elevation of the staged-release outlet structure. A reasonable criteria for the Master Plan condition would be to limit the 100-year water surface to below the grate elevation. This would provide minimal freeboard and also limit the discharge to approximately 12 cfs, which would allow some excess capacity in the 18-inch storm drain of the pond. Detention Ponds DP-12 and DP-13 are associated with the Post Office development north of Second Street. The upper pond (DP-12) 18-inch outlet pipe is the same size as the inlet pipe, resulting in too much freeboard. Consequently, the lower pond (DP-13) operates with approximately 0.3 feet of freeboard for the 100-year event. A restricted outlet orifice for Pond DP-12 would result in better use of the total storage on the development site. Detention Pond DP-52 is located on the north side of the Peak View subdivision. The pond operates with approximately 1-foot of freeboard for the 100-year event, which is acceptable, considering the total pond depth of 3 feet. The greater concern is that the lower 1-foot of the pond has no physical outlet, and the pond is perched atop of a potentially eroding slope adjacent to the UPRR north of Dirty Woman Creek (refer to discussion in Section 3.2). Percolation of water into the ground could potentially saturate the soil on the slope, resulting in a geotechnical failure of the slope. 3.2 Roadway and Channel Conveyance In the Town core area 33 existing street cross sections were evaluated for discharge capacity and compared to the 5- and 100-year existing condition discharges as an indicator of inadequate conveyance capacity. The cross sections were surveyed as part of the data collection efforts. Most streets are characterized by roadside swales on both sides of the road, except Second Street, which has curb and gutter. May 2006 3.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Problem Identification The prevailing land slope in the Town core area is from northeast to southwest, which directs runoff first to the north or east sides of the existing streets. Discharge in excess of the capacity for the north or east side of the street would overtop the roadway crown to the south or west side of the street. Consequently, the calculated full-street capacity is the sum of the capacity for both sides of the street. For the north or east side of the street, capacity is defined by the lower of the roadway crown or adjacent building elevation. For the south or west side of the street, capacity is defined by the top of swale or top of curb elevation. The street capacities were calculated in the Flowmaster computer program using Manning's Equation. It is noted that the full-street capacity depths and associated street capacities do not necessarily correspond to the Town criteria, set forth in the Drainage Criteria Manual, but are instead indicative of the capacity prior to potentially flooding adjacent properties. The results indicate that in the Town core area there would be a series of sequential, cascading diversions, resulting from insufficient conveyance capacities for flood events as small as the 5-year event. A summary of the street capacities and diversions is given in the following paragraphs, and quantified in Appendix D. Beacon Lite Road - For the existing condition, Beacon Lite Road has sufficient capacity to convey the 100-year runoff from Buttonwood Court to just north of Third Street, partly due to a relatively deep, incised roadside swale. However, near the intersection with Third Street, inflows from significant tributary areas are contributed. Low flows continue to the south in a 21-inch RCP storm drain. However, the majority of excess surface flows would overtop Beacon Lite Road and flow west in Third Street. South of Third Street, sufficient capacity exists to convey locally contributed surface runoff. The roadside swale on the east side of the road, north of Third Street, exhibits signs of erosion from frequent storms. Third Street - Partially due to the significant diversion from Beacon Lite Road, the street capacity for Third Street would be exceeded at several locations from the Santa Fe Trail crossing to Front Street. Diversions to the south would occur west of the Santa Fe Trail, at Jefferson and Washington Streets, and east of Front Street. Second Street - Partially due to the diversions from Beacon Lite Road and Third Street, the street capacity for Second Street would be exceeded at several locations from east of Jefferson Street to Front Street. Jefferson Street - Between Third and Second Streets the street has very limited capacity, which is exceeded partially due to diversions from Third Street. South of Second Street, Jefferson Street has significant capacity prior to flooding adjacent structures. Also, an existing 30-inch storm drain flows under the east flowline. The storm drain has capacity to convey the entire 100-year discharge. Although, it is noted that the small area inlets probably do not have the interception capacity to intercept the entire discharge for any significant flood event. Washington Street - Between Third and First Streets the street has very limited capacity, which is exceeded primarily due to diversions from Third and Second Streets. May 2006 3.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Problem Identification Front Street - Between Second and Lincoln Streets the street has limited capacity, but would not likely result in flooding of adjacent properties. Runoff in excess of the street capacity would overtop the western curb and flow into Limbach Park, parallel to Front Street. UPRR Channel - Runoff from the vast majority of the Town core area flows to an open channel that flows parallel to the Union Pacific Railroad south from the intersection of Front and Lincoln Streets south to Dirty Woman Creek. Additional inflows are contributed at the south end of Washington and Jefferson Streets. The channel appears to be relatively stable between the Front Street and Jefferson Street inflows. However, as the channel flows from Jefferson Street to Dirty Woman Creek, the channel becomes deep and incised, with evidence of recent (within the past few years) bank degradation. Refer to the photographs in Figure 3.1. Figure 3.1. UPRR channel north of Dirty Woman Creek, adjacent to the Peak View subdivision. The channel is cut into a loose sandstone formation that is typical of the Black Forest area, and is prone to continuing degradation from both regular base flows and storm flows. There is concern for the bank stability both on the east side (adjacent to the Peak View subdivision) and the west side (adjacent to the railroad). The potential for sloughing of the east bank is exacerbated by infiltration from the adjacent Peak View subdivision (from lawn watering, rooflines directing water to backyards, and the lack of a physical low-flow outlet from detention pond DP-52). The solutions to the channel instability are hindered by the channel location within a narrow railroad right-of-way, which limits both consent and physical ability to access the channel for maintenance or channel stability activities. Mitchell Avenue/ Mt. Herman Road - A roadside swale following south along the west side of Mitchell Avenue from McShane Place to Mt. Herman Road has a steep slope of approximately While the steep slope allows the swale to have sufficient capacity to carry the tributary flow, it also creates potentially erosive velocities in the swale for both low and high flow conditions. There is minor channel incision, evidence of the high flow velocities and unstable conditions. Additionally the swale makes a 90-degree bend to the west at Mt. Herman Road and continues to outfall at Monument Creek. However, the steep slope of Mitchell Avenue and the sharp bend create a potential overtopping hazard of Mt. Herman Road, where flow outfalls directly into Dirty Woman Creek. May 2006 3.3 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology 4. DEVELOPED CONDITION HYDROLOGY An initial fully-developed condition HEC-HMS model was prepared to represent the effect of development on the watershed hydrology without the implementation of Master Plan improvements. The subbasin hydrologic modeling parameters (Curve Number and time of concentration) were modified to reflect assumed development conditions, based on the most up-to-date Zoning map, provided by the Town of Monument. For parcels located within the study area, but outside the current Town limits, the future land-use was assumed to be consistent with adjacent land-uses commercial development adjacent to Interstate 25). 4.1 On-Site Detention Assumptions The Town expressed a preference for regional detention storage where possible, to minimize the number detention pond facilities. Consequently, where feasible, the developed condition was modeled without on-site detention ponds. However, there are several locations where on-site detention will be required, based on limited capacity in facilities, or limited opportunity for regional detention storage. These locations are described in the following paragraphs. Except as noted, on-site detention ponds were modeled using a 2-point storage-discharge rating curve. The first point represents zero storage and discharge. The discharge for the second point was set at the allowable discharge (usually the existing condition discharge), and the required storage was determined through an iterative process. In the Creek watershed, there are numerous possible locations for regional detention, as a result of high existing roadway, railroad, or trail embankments. However, in the upstream reaches of the watershed, east of Interstate 25 (subbasins C20, C21, and C24), the land is outside of the Town of Monument, and is also subject to restrictions in allowable discharge by the capacity of the existing culverts under the highway. Each of these three subbasins were assumed to be developed with the implementation of on-site detention to limit the 100-year developed condition discharge to the 100-year existing condition level. This assumption - and expectation - should be communicated with El Paso County. In the Dirty Woman Creek watershed, there are fewer opportunities to provide regional detention as mitigation for future development. Consequently, all subbasins that are primarily undeveloped for the existing condition were assumed to be developed with on-site detention to limit the 100-year developed condition discharge to the 100-year existing condition level. • Subbasins DW9 and D34 contribute directly to Dirty Woman Creek • Subbasins D17, D21, and D22 contribute to the Second Street and Beacon Lite Road storm drain system, which is presumed to have been designed for existing condition discharges. It is possible that these adjacent subbasins could use a more regional approach to detention storage, but should not discharge at a rate greater than the combined historic discharge. • Subbasins D1 through D4 are either tributary to, or adjacent to the existing pond DP-4. This pond would overtop for the 100-year event in the existing condition, prior to full build-out of the tributary development area. The pond volume should be expanded to limit the discharge to the capacity of the existing 14-inch orifice (12 cfs} at the existing grate elevation of 7032.3, which would provide approximately 0.4 feet of freeboard and limit the discharge to the existing 18-inch outlet pipe. It is estimated that the pond footprint would need to expand approximately 7,500 square feet to achieve the required volume. May 2006 4.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology In the Monument Lake / Monument Creek watershed a large tract of land west of Mitchell Avenue (between the westerly extensions of Third Street and Santa Fe Avenue) is zoned for development commensurate with the existing Town core area. Because the majority of the natural tributary area was intercepted by storm drains and the UPRR, the tributary area is essentially limited to the development area. It is also noted that development sketch plans for this area have shown on-site detention. Consequently, on-site detention is modeled for subbasin M31, M35, M36, M37, M40, and M50. 4.2 Developed Condition Model Results The HEC-HMS model was run for the 5- and 100-year 24-hour rainfall events. Table 4.1 gives a comparison between the existing condition and developed condition HEC-HMS model results at each outfall location and at specific locations of interest within the study area for the two design storm events. The HEC-HMS model digital files are included in a CD-ROM, provided at the end of the Appendix. Table 4.1. Comparison of the Existing and Developed Condition HEC-HMS Model Results. 5-Year 100-Year Element Location Discharae (cfs) Discharge (cfs) ID Existina Developed Existina Developed CC-J2 Creek at Interstate 25 89 89 424 424 CJ-8 Creek at Beacon Lite Road 107 108 473 472 CJ-10 Creek at Hiahwav 105 108 110 478 480 CP-25 Creek Tributary at Beacon Lite Road 10 89 109 148 CP-33 Creek Tributary at Hiahwav 105 103 189 225 349 CJ-35 Creek at Monument Lake 197 324 731 873 DW-J4 Dirty Woman Creek at Interstate 25 350 363 1,731 1,734 DJ-6 Beacon Lite Road at Street 17 19 38 35 DJ-1 0 Commercial development storm drain 27 27 52 52 DJ-11 Beacon Lite Road at 3rd Street 43 51 91 94 DJ-1 4 Post Office storm drain 12 12 22 22 DJ-16 Beacon Lite Road and 3ra Street 61 68 125 129 DJ-20 2nd Street at Beacon Lite Road 20 25 47 47 DJ-22b Beacon Lite Road outfall at Dirty Woman Cr. 41 50 78 80 DJ-23 Dirtv Woman Creek at Santa Fe Trail 356 382 1,752 1,792 DJ-39 Jefferson Street at 1st Street 16 16 30 30 DJ-45 Jefferson Street outfall to UPRR Channel 48 56 111 130 DJ-37d 2nd Street west of Jefferson Street 22 25 131 138 DJ-62 2nd Street at Washinqton Street 29 34 145 156 DJ-65a 2nd Street at Front Street 45 52 146 155 DJ-74 Front Street outfall to UP Railroad Channel 66 78 259 278 DJ-75b UPRR Channel of Front Street 71 84 274 293 DJ-78 UPRR Channel d/s of Jefferson Street 122 141 391 434 DJ-79 Dirty Woman Creek at UP Railroad 363 390 1,773 1,815 DJ-83 Dirtv Woman Creek at Monument Creek 362 389 1,772 1,814 MJ-9 3rd Street at Vista Mountain Lane 42 49 108 111 MJ-13 3rd Street at Jefferson Street 53 58 63 63 MJ-15 3rd Street at Washington Street 43 47 62 62 MJ-27 3rd Street flowpath at UPRR 40 42 58 62 MJ-31 3rd Street flowpath at Monument Lake 45 50 88 92 MJ-37 Camoaround tributary to Monument Creek 13 20 51 64 MJ-43 Mt. Herman Rd. Tributary to Monument Cr. 32 34 137 122 May 2006 4.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology The comparison of modeling results shows that where on-site detention would be implemented in conjunction with land development, the impact on peak discharge is relatively insignificant. In the Dirty Woman Creek and Monument Creek watersheds, the maximum increase to the 100-year peak discharge would be approximately 10%. This minimal impact is partially due to the implementation of on-site detention, but also due to the high percentage of the watersheds already developed. Consequently, it is recommended that on-site detention be implemented for all development site locations identified in Section 4.1 of this report. However, even though the action of developing land with on-site detention does not significantly increase the peak discharges, the potential problems identified in Section3 would still remain. In the Creek watershed, where on-site detention within the Town limits was not a baseline developed condition assumption, the discharges on the north tributaries to the creek would increase significantly. The 100-year discharge in the north tributary to Creek would increase by more than 50% at the Highway 105 crossing. Because the main stem of Creek is confined and mostly developed through the Town, the change in discharge for the developed condition would be negligible. However, of the confluence the 100-year discharge would increase by approximately 20%. 4.3 Master Plan Condition Model Development The developed condition HEC-HMS model was then modified to represent the implementation of Master Plan solutions to existing problems in the study area. The assumptions used in the developed condition model development and the implementation of on-site detention) carried over as the beginning point for the evaluation of alternatives for the Master Plan condition. The following objectives were identified in the evaluation of alternatives: • Identify feasible regional detention location(s) to limit the Creek north tributary 100-year discharge to existing condition levels • Eliminate roadway crown overtopping for the 5-year event (especially over Beacon Lite Road at Third Street and at locations of existing diversions on Second and Third Streets) • Limit the frequency of and peak discharge to the UPRR channel The following assumptions were made in the process of evaluating alternatives: • Several streets would be converted to a curb and gutter configuration: - Beacon Lite Road (east side from Buttonwood Court to Second Street) - Third Street - Second Street - Jefferson Street (from Third Street to Second Street) - Washington Street (from Third Street to Second Street) • Street capacity was calculated based on the existing pavement width, with a 6-inch curb assumed, based on the existing average street slope • Pipe sizing was done at a conceptual level using Manning's Equation, assuming circular pipes flowing full May 2006 4.3 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology 4.4 Creek Regional Detention For the developed condition, on-site detention was not assumed for the northern tributaries to Creek because there are several locations where regional detention appeared to be feasible to limit the 100-year Master Plan condition discharge to existing levels. The tributaries cross Beacon Lite Road, the Santa Fe Trail, the UPRR, and Highway 105 prior to confluence with the main stem of Creek. Based on an evaluation of the topographic site conditions, it was determined that the embankment formed by the UPRR (existing ponds CP-27 and CP-32) would be the most feasible location for regional detention ponds. Master Plan detention ponds were designed at a conceptual level to determine their effectiveness in meeting the allowable discharge criterion. Table 4.2 gives a comparison of existing and master plan condition HEC-HMS results for the Creek Regional Detention Pond operation. Table 4.3 gives a summary of the existing and master plan condition HEC-HMS model results for the Creek Regional Detention. The Creek Regional Detention Plan is provided on Sheet 1. Detention Pond CPMP-27 is currently an inadvertent ponding area located upstream of the Union Pacific railroad embankment. The embankment has a height of approximately 17 feet at this location (total storage of approximately 16 acre-feet). However, only a small amount of the available depth and storage (less than 1 acre-foot) is used in the existing condition. A conceptual grading plan was prepared to utilize the area between the UPRR and an existing gravel access road. The conceptual grading plan would increase the volume from 8.9 acre-feet to 12.8 acre-feet at elevation 7004. A conceptual stage-storage-discharge rating curve was developed assuming a 34-inch orifice control for discharges up to the 100- year event. The existing 4'H x 6'W RCB would still be utilized for conveyance of greater storm events. It is assumed that the railroad embankment would need to be lined (with a bentonite clay layer or other water barrier) to prevent saturation of the embankment during flooding conditions; a geotechnical evaluation and design is recommended. The model results indicate that the 100-year peak discharge would be reduced to 115 cfs, which is 20 cfs less than the existing condition. The 100-year water surface elevation would be increased from 6995.1 to 7003.5. The total footprint area for the pond would be approximately 1.6 acres. Detention Pond CPMP-32 is currently an inadvertent ponding area located upstream of the Union Pacific railroad embankment. The embankment has a height of approximately 18 feet at this location (total storage of approximately 24 acre-feet). However, only a small amount of the available depth and storage (less than 1 acre-foot) is used in the existing condition. The existing culvert crossing consists of a 48-inch corrugated metal pipe. For the Master Plan conceptual design, the opening would be restricted to 36-inches in order to limit the outflow discharge and create detention storage. Revised grading was not envisioned for this pond. It is assumed that the railroad embankment would need to be lined (with a bentonite clay layer or other water barrier) to prevent saturation of the embankment during flooding conditions; a geotechnical evaluation and design is recommended. The model results indicate that the 100-year peak discharge would be reduced to 78 cfs, which is 15 cfs less than the existing condition. The 100-year water surface elevation would be increased from 7005.6 to 7006.9. The ponded footprint would increase from 0.5 acres to approximately 0.8 acres. May 2006 4.4 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Table 4.2. Comparison of the Existing and Master Plan Condition. Creek Reqional Detention Ponds HEC-HMS Model Results) Element ID 100-Year 100-Year 100-Year Elevation Storage (ac-ft) Discharge (cfs) Existing Master Plan Existing Master Plan Existing Master Plan Existing Master Plan CP-27 CPMP-27 6995.1 7003.5 0.5 12.1 134.6 114.8 CP-32 CPMP-32 7005.6 7006.9 1 2.1 92.8 77.8 Table 4.3. Comparison of the Existing and Master Plan Condition. Creek Reqional Detention HEC-HMS Model Results) Element Location 5-Year 100-Year ID Discharge (cfs) Discharge (cfs) Existing Master Plan Existing Master Plan CC-J2 Creek at Interstate 25 89 89 424 424 CJ-8 Creek at Beacon Lite Road 107 108 473 472 CJ-10 Creek at Highway 105 108 110 478 480 CP-25 Creek Tributary at Beacon Lite 10 89 109 148 Road CP-33 Creek Tributary at Highway 105 103 138 225 246 CJ-35 Creek at Monument Lake 197 282 731 739 4.5 Alternative 1 - Town Core Area Regional Detention The results of the existing condition analysis and the subsequent problem identification revealed two major areas of concern. The peak discharge to the intersection of Beacon Lite Road and Third Street far exceeds the capacity of the storm drain, resulting in overtopping on Beacon Lite Road, which exacerbates overtopping diversions through the downtown area to the outfall at Front and Lincoln Streets. The prime components of this problem are the lack of detention storage in the area tributary to the intersection of Beacon Lite Road and Third Street, and the lack of conveyance capacity in the existing storm drain. The UPRR channel that flows from the intersection of Front and Lincoln Streets to Dirty Woman Creek has serious channel and bank stability concerns, resulting from the frequency of low flows, the erosive conditions for flood flows, and local saturation of the east bank. The project elements introduced in this alternative are intended to reduce the impact of these two problems, namely to eliminate overtopping of Beacon Lite Road for the 5-year storm, and to minimize the effective drainage area and peak flood flows tributary to the UPRR channel. These project elements are discussed from upstream to in the watershed. Table 4.4 gives a summary of the Town Core Area Regional Detention Pond operation for the Master Plan condition. Table 4.5 shows a comparison between the existing and master plan condition HEC-HMS model results for this alternative. The Town Core Area Regional Detention Alternative plan is provided as Sheet 4. Conceptual pond grading and plans for the proposed detention are provided in Appendix E.2. May 2006 4.5 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Table 4.4. Master Plan Condition. (Town Core Area Reqional Detention Alternative - Detention Ponds) 5-Year 100-Year Element Location Elevation Storage Discharge Elevation Storage Discharge ID (ft) (ac-ftl (els) (ft) (ac-ft) (cfs) DPMP-10 East of Air Academy Credit Union 7016.6 0.5 3.7 7017.5 0.7 30.0 MPMP-11 Santa Fe Trail and Third St. 6996.1 0.2 5.2 6999.9 1.9 9.5 DPMP-75 Limbach Park 6953.0 1.6 9.9 6954.0 2.2 143.6 MPMP-30 Mitchell Ave. and Second St. 6950.8 1.6 4.0 6951.2 1.9 8.0 Table 4.5. Comparison of the Existing and Master Plan Condition. (Town Core Area Regional Detention Alternative HEC-HMS Model Results) 5-Year 100-Year Element Location Discharr:ie (cfs) Discharr:ie (cfs) ID Master Master Existina Plan Existina Plan DW-J4 Dirty Woman Creek at Interstate 25 350 363 1,731 1,734 DJ-6 Beacon Lite Road at 4th Street 17 19 38 35 DJ-10 Commercial development storm drain 27 18 52 32 DJ-11 Beacon Lite Road at 3rd Street 43 24 91 43 DJ-14 Post Office storm drain/3rd Street 12 15 22 51 DJ-16 Beacon Lite Road and 3rd Street 61 44 125 108 DJ-22b Beacon Lite Road outfall at Dirty Woman Cr. 41 71 78 11 4 DJ-23 Dirty Woman Creek at Santa Fe Trail 356 385 1,752 1,795 DJ-39 Jefferson Street at 1st Street 16 11 30 21 DJ-45 Jefferson Street outfall to UPRR Channel 48 51 111 121 DJ-37d/ 2nd Street west of Jefferson Street 22 19 131 44 DJMP-37 DJ-62 2nd Street at Washington Street 29 30 145 66 DJ-65a/ 2nd Street at Front Street 45 42 146 92 DJMP-65 DJ-74 Front Street outfall to UP Railroad Channel 66 2 259 5 DJ-75b UPRR Channel of Front Street 71 17 274 172 DJ-78 UPRR Channel d/s of Jefferson Street 122 72 391 308 DJ-79 Dirty Woman Creek at UP Railroad 363 389 1,773 1,807 DJ-83 Dirty Woman Creek at Monument Creek 362 390 1,772 1,815 MJ-9 3rd Street at Vista Mountain Lane 42 3 108 56 MJ-13 3rd Street at Jefferson Street 53 6 63 15 MJ-15 3rd Street at Washington Street 43 11 62 34 MJ-27 3rd Street flowpath at UPRR 40 28 58 83 MJ-31 3rd Street flowpath at Monument Lake 45 38 88 107 MJ-37 Campground tributary to Monument Creek 13 22 51 63 MJ-43 Mt. Herman Rd. Tributary to Monument Cr. 32 31 137 109 May 2006 4.6 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Highway 105 Storm Drain - The recent reconstruction of the Interstate 25/Highway 105 interchange included the construction of a 36-inch RCP storm drain from the intersection of Highway 105 and Second Street. At the current time, the only runoff captured by this storm drain pipe is from two inlets at the intersection. Additional capacity was built into the system for an eventual extension of the storm drain to the north along Highway 105. This extended storm drain would capture runoff from subbasins 07, 08, 09, and Highway 105 that are currently tributary to the Beacon Lite Road storm drain system (approximately 6.7 acres). The pipe is estimated to be a 24-inch RCP, for a length of approximately 1650 feet. Pond DPMP-10-The commercial development encompassed by subbasin 010 was constructed without stormwater detention, and is a large component of the discharge at the intersection of Beacon Lite Road and Third Street. This detention pond would be constructed on the eastern undeveloped portion of the Air Academy Federal Credit Union (Lot 1, Monument View Sub, Rep lat No. 1 Both the 24-inch storm drain and surface flows would be diverted to this pond. A conceptual grading plan for the pond shows a volume of 0.8 acre-feet at a depth of 6 feet. The pond footprint would be approximately 0.5 acres. The pond volume would only be effective to attenuate runoff from the 5-year storm event, reducing the inflow discharge of 18 cfs to 4 cfs, which would be released into an existing 24- inch RCP storm drain near Third Street at the western Post Office driveway. The attenuation for the 100-year event would be minimal, reducing the inflow discharge of 32 cfs to 30 cfs. Of that total, 4 cfs would be directed to the 24-inch storm drain, the remaining overflow would be conveyed on Third Street to Beacon Lite Road. Beacon Lite Road Storm Drain - The existing storm drain begins with an 18-inch HOPE which run south in the east Beacon Lite Road shoulder from the detention pond OPMP-4 for a distance of approximately 7 40 feet. The pipe then increases to a 21-inch RCP which continues south in the Beacon Lite Road shoulder at a minimal depth for a distance of approximately 1,125 feet, where the pipe discharges into a 42-inch RCP storm drain. The 525 feet, beginning at Third Street, runs parallel to a 30-inch RCP. The 30-inch and 42-inch storm drain pipes were constructed in conjunction with the Second Street and Beacon Lite Road extension projects, and are approximately 2 years old. In order to achieve additional storm drain capacity to serve the Beacon Lite Road and Third Street intersection for the 5-year event, this storm drain project would eliminate the 155-feet of existing18-inch HOPE and the entire length of existing 21-inch RCP. The reach from the south end of the Monument View Apartments to Third Street would be replaced with a 24-inch RCP. The reach from Third to Second Street would be replaced with a 30-inch RCP, and would tie into the Second Street storm drain system. The 30-inch RCP would be replaced with a 42-inch RCP to the location of the existing junction. It is believed that the existing 30-inch RCP pipe could be carefully removed and reused for the reach between Third and Second Streets. The 24-inch RCP between the apartments and Third Street would have a capacity of approximately 32 cfs, and the 30-inch RCP between Third and Second Streets would have a capacity of approximately 60 cfs. All would convey the respective 5-year peak discharges of 19, 24, and 44 cfs, eliminating the spill over Beacon Lite Road. For the 100-year event, the spill over Beacon Lite Road would be reduced to 48 cfs (compared to the existing condition spill of 99 cfs). Correspondingly, the depth of overtopping for the 100-year event would be reduced from 0.7 to 0.5 feet, which meets the allowable criteria. May 2006 4.7 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Santa Fe Trail Pond (MPMP-11) - This proposed detention pond, located on the north side of Third Street, east of the Santa Fe Trail, would provide additional mitigation for the Beacon Lite Road overtopping flows, as well as provide detention storage for runoff from the Buttonwood Park, Trail Head, and Enclave at Monument subdivisions. A conceptual grading plan for the pond shows a volume of 3.3 acre-feet at a depth of 8 feet. The pond footprint would be approximately 1.2 acres. The pond volume would be effective to attenuate runoff from the 100-year storm event, reducing the inflow discharge of 92 cfs to 1 O cfs, which would be released into a small storm drain pipe (the upstream end of a storm drain pipe in Third Street). This small discharge would have the virtual effect of removing its tributary area from the watershed. Because the peak discharge from the pond would be delayed by storage, the runoff from the areas would be past their peak inflows at the time of the peak pond discharge. Third Street Outfall Storm Drain - Beginning at the Santa Fe Trail Pond, a storm drain pipe would be constructed in the Third Street right-of-way to the UPRR in order to limit the surface/street flows below the conveyance capacity of the street section. The pipe would increase in size from an 18-inch RCP at the outlet of the Santa Fe Trail Pond to a 36-inch RCP at the UPRR. The existing 48-inch RCP culvert under the UPRR would have sufficient capacity to convey the Master Plan condition discharge. of the UPRR, the existing channel would likely see more sustained base flows, and would have a greater 100-year peak discharge (107 cfs, compared to 88 cfs). The existing culvert under Mitchell Avenue is a 42-inch CMP. The estimated pipe size required to convey the 100-year discharge from Mitchell Avenue to Monument Lake would be a 36-inch RCP, for a length of approximately 725 feet. Second and Front Street Storm Drain - Beginning at Jefferson Street, a storm drain pipe would be constructed in the Second Street and Front Street right-of-way to the intersection of First and Front Streets in order to limit the surface/street flows below the conveyance capacity of the street section. There is an existing storm drain in Jefferson Street that collects minor inflows at Second Street. But, a 200-foot continuation of the storm drain needed in Second Street would remove a 12-acre area from the UPRR channel tributary area. The pipe would increase in size from a 24-inch RCP at Jefferson and Second Streets to a 42-inch RCP at the intersection of First and Front Streets. Along Front Street, an existing 24-inch RCP would be removed and replaced with a 36-inch to 42-inch RCP. Alternative alignments were investigated which would utilize the existing pipe, but resulted in more street disturbance and a greater length of new pipe required. First Street Storm Drain - Beginning at Washington Street, a storm drain pipe would be constructed in the First Street right-of-way to the intersection of First and Front Streets in order to limit the surface/street flows below the conveyance capacity of the street section. The pipe would increase in size from an 18-inch RCP at Washington and First Streets (conveying flow coming from Washington Street) to a 24-inch RCP (adding flows from First Street). The pipe would then tie into the Front Street storm drain. Limbach Park Pond (DPMP-75) - The southern end of Limbach Park, between First and Lincoln Streets, west of Front Street is currently undeveloped and not landscaped. This proposed detention pond, would provide detention storage to effectively remove about 75% the 5-year runoff volume from the UPRR channel. The low flows would be directed to the west, under the UPRR to an existing culvert crossing of Mitchell Avenue, with eventual release into Monument Creek. This flow path is the historic release point for the downtown area, which was once served by a 30-inch CMP, whose inlet has since been buried (the May 2006 4.8 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology outlet is still visible). A conceptual grading plan for the pond shows a volume of 2.2 acre-feet at a depth of 6.5 feet. The pond footprint would be approximately 0.8 acres. The pond volume would be effective to attenuate runoff from the 5-year storm event, reducing the inflow discharge of 64 cfs to 9.9 cfs, released to the Monument Creek watershed. The pond would have no significant attenuation benefits for the 100-year event. The low 9.9 cfs would be released west under the UPRR. The remaining outflows would flow into the UPRR channel, following the existing condition flowpath to Dirty Woman Creek. Mitchell Avenue Pond (MPMP-35) - The southeast corner of Second Street and Mitchell Avenue is also currently undeveloped and not landscaped. This pond would detain low flows released from the Limbach Park Pond. This proposed pond would not have a significant impact on further reducing peak discharges, but would be ideally suited to provide water quality extended detention for the Town core area. A conceptual grading plan for the pond shows a volume of 1.9 acre-feet at a depth of 5.5 feet. The pond footprint would be approximately 1.4 acres. The pond outfall to Monument Creek would represent a diversion from the existing low-flow path, but would actually restore the historic drainage pattern for the town core area. The outlet end of a 30-inch culvert is visible on the west end of the UPRR embankment (in line with a westerly extension of First Street), but the inlet was not located in the field inventory. The pond volume would provide some attenuation of the 5- and 100-year storm events, with an outflow discharge of 4.0 cfs and 8.0 cfs, respectively. The flow would be released west under Mitchell Avenue to an existing channel that flows to Monument Creek. UPRR Channel - The combination of all the above-described projects would serve to reduce the discharge to the UPRR channel. The effective tributary area for the 5-year event would be reduced from 160 to 57 acres. For the 100-year event, the effective tributary area would be reduced from 160 to 90 acres. The 100-year peak discharge would be reduced from 391 to 308 cfs. The 5-year peak discharge would be reduced from 122 cfs to 72 cfs. A significant portion of the low flows would be removed from the channel, however, significant concern would still be present for runoff from the lower 57 acres of the tributary basin. Further, the 100-year storm discharge could cause significant degradation to either the UPRR or adjacent residential bank slopes. Because of the limited right-of-way available, the implementation of a concrete pipe storm drain is still recommended. A 54-inch RCP would be required to convey the 100-year discharge, for a distance of approximately 950 feet from the outfall of the Jefferson Street storm drain to the Dirty Woman Creek floodplain. Because the channel is in the UPRR right-of-way, there could be significant problems in the coordination/ construction of this storm drain (or any channel stabilization measure). Some communities have been successful in coordinating and contracting with railroad companies to perform final design and construct drainage improvements on railroad property. Mitchell Avenue/ Mt. Herman Road Storm Drain - A culvert would be constructed along the west side of Mitchell Avenue from the north side of McShane Place to Mt. Herman Road in order to improve the existing swale stability and eliminate overtopping of Mt. Herman Road. The culvert pipe would be a 18-inch RCP and would outfall directly into the Dirty Woman Creek floodplain south of Mt. Herman Road. May 2006 4.9 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology 4.6 Alternative 2 - Town Core Area Storm Drain Conveyance Following the completion of the first alternative, which considered construction of both detention ponds and storm drain pipe conveyance, a second alternative was evaluated, which relied primarily on conveyance of storm runoff in streets and storm drain pipes. As discussed in the previous section, two major areas of concern were revealed from the existing condition analysis and problem identification: Overtopping of Beacon Lite Road at the intersection of Third Street due to the peak discharge exceeding the capacity of the storm drain; and The serious channel and bank stability concerns for the UPPR channel, resulting from the frequency of low flows, the erosive conditions for flood flows, and local saturation of the east bank. In addition to reducing the impact of these two problems, the project elements introduced in this alternative are intended to provide the most conservative solutions to reducing flooding concerns within the Town core area. These project elements are discussed from upstream to in the watershed. Table 4.6 gives a comparison between the existing and master plan condition HEC-HMS model results for the storm drain conveyance alternative. The Town Core Area Storm Drain Conveyance Alternative plan is provided as Sheet 5. Highway 105 Storm Drain - Refer to Section 4.5 Beacon Lite Road Storm Drain - The existing storm drain begins with an 18-inch HOPE which runs south in the east Beacon Lite Road shoulder from the detention pond OPMP-4 for a distance of approximately 740 feet where the pipe increases to a 21-inch RCP which continues south in the Beacon Lite Road shoulder at a minimal depth for a distance of approximately 1,125 feet, where the pipe discharges into a 42-inch RCP storm drain. The 525 feet, beginning at Third Street, run parallel to a 30-inch RCP. The 30-inch and 42-inch storm drain pipes were constructed in conjunction with the Second Street and Beacon Lite Road extension projects, and are approximately 2 years old. In order to achieve additional storm drain capacity for the 5-year event to serve the Beacon Lite Road and Third Street intersection, this storm drain project would eliminate the 155-feet of existing18-inch HOPE and the entire length of existing 21-inch RCP. The reach from the south end of the Monument View Apartments to the north side to the Air Academy Credit Union(AACU) drive would be replaced with a 24-inch RCP. The reach from the AACU drive to Third Street would be replaced with a 30-inch RCP. The reach from Third to Second Street would be replaced with a 30-inch RCP, and would tie into the Second Street storm drain system. The 30-inch RCP would be replaced with a 42-inch RCP to the location of the existing junction. It is believed that the existing 30-inch RCP pipe could be carefully removed and reused for the reach between Third and Second Streets. The 24-inch RCP between the apartments and the AACU drive would have a capacity of approximately 32 cfs, the 30-inch RCP between the AACU drive and Third Street would have a capacity of approximately 58 cfs, and the 30-inch RCP between Third and Second Streets would have a capacity of approximately 60 cfs, which would convey the respective 5-year peak discharges of 19, 41, and 58 cfs. The 100-year spill over Beacon Lite Road would be reduced to 50 cfs (compared to the existing condition spill of 99 cfs). Third Street Outfall Storm Drain - Beginning just east of Vista Mountain Lane, a storm drain pipe would be constructed in the Third Street right-of-way to the UPRR in order to convey the runoff in excess of the street carrying capacity for the 100-year flood event. The pipe would increase in size from a 36-inch RCP beginning just east of Vista Mountain Lane to a 42-inch RCP at the UPRR. May 2006 4.10 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology The existing 48-inch RCP culvert under the UPRR would have sufficient capacity to convey the Master Plan condition discharge. of the UPRR, the existing channel would likely see more sustained base flows, and would have a greater 100-year peak discharge (168 cfs, compared to 88 cfs). The increased peak discharge exceeds the capacity of the existing 42-inch CMP culvert under Mitchell Avenue as well as the storage volume of the small detention pond. Consequently, it is assumed that the storm runoff would need to be conveyed in a storm drain pipe to Monument Lake. The estimated pipe size required to convey the 100-year discharge from the end of the UPRR culvert to Monument Lake would be a 48-inch RCP, for a length of approximately 1060 feet. Second and Front Street Storm Drain - Beginning at Jefferson Street, a storm drain pipe would be constructed in the Second Street and Front Street right-of-way to the intersection of Lincoln and Front Streets in order to convey the 100-year flood event. There is an existing storm drain in Jefferson Street that collects minor inflows at Second Street. But, a 200-foot continuation of the storm drain needed in Second Street would remove a 12-acre area from Jefferson Street storm drain tributary area. The pipe would increase in size from a 30-inch RCP at Jefferson and Second Streets to a 48-inch RCP at the intersection of Lincoln and Front Streets, for a length of approximately 1950 feet. Along Front Street, an existing 24-inch RCP would be removed and replaced with a 42-inch to 48-inch RCP. Alternative alignments were investigated which would utilize the existing pipe, but resulted in more street disturbance and a greater length of new pipe required. First Street Storm Drain - Beginning at Washington Street, a storm drain pipe would be constructed in the First Street right-of-way to the intersection of First and Front Streets in order convey the 100-year flood event. The pipe would increase in size from a 18-inch RCP at Washington and First Streets to a 24-inch RCP where the pipe would tie into the Front Streets storm drain. Lincoln Street Storm Drain - Beginning at Washington Street, a storm drain pipe would be constructed in the Lincoln Street right-of-way to the intersection of Lincoln and Front Streets in order convey the 100-year flood event. The pipe would increase in size from a 24-inch RCP at Washington and Lincoln Streets to a 30-inch RCP where the pipe would tie into the Front Street storm drain. UPRR Storm Drain - The runoff from both the 5- and 100-year storm discharge could cause significant degradation to either the UPRR or adjacent residential bank slopes. Because of the limited right-of-way available, the implementation of a concrete pipe storm drain is recommended. Connecting to the Front Street storm drain, additional storm drain pipe would be constructed from the intersection of Lincoln and Front Streets to the Dirty Woman Creek floodplain, following the existing UPRR channel. A 54-inch RCP would be required to convey the 100-year discharge, for a distance of approximately 2100 feet from the Front Street storm drain to the Dirty Woman Creek floodplain. In the existing condition, and Santa Fe Streets tributary area discharge flow overland to the UPRR. Two small storm drains would be constructed to convey the 100-year discharge from both tributary areas to the UPRR storm drain. An 18-inch RCP would be required to convey the 100-year discharge from the intersection of Washington and Streets to the UPRR storm drain. A 36-inch RCP would be required to convey the 100-year discharge from the intersection of Jefferson and Santa Fe Streets to the UPRR storm drain. Mt. Herman Road Culvert - Refer to Section 4.5 May 2006 4.11 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Developed Condition Hydrology Table 4.6. Comparison of the Existing and Master Plan Condition. (Town Core Area Storm Drain Conveyance Alternative HEC-HMS Model Results) 5-Year 100-Year Dischar :ie ( cf s) Discharge (cfs) Element Location Master Master ID Existing Plan Existing Plan DW-J4 Dirty Woman Creek at Interstate 25 350 363 1,731 1,734 DJ-6 Beacon Lite Road at 4th Street 17 19 38 35 DJ-10 Commercial development storm drain 27 18 52 32 DJ-11 Beacon Lite Road at 3rd Street 43 41 91 75 DJ-14 Post Office storm drain/3rd Street 12 12 22 22 DJ-1 6 Beacon Lite Road and 3rd Street 61 58 125 110 DJ-20 2nd Street at Beacon Lite Road/ 20 83 47 107 Beacon Lite Road at 2nd Street(MP) DJ-22b Beacon Lite Road outfall at Dirty Woman Cr. 41 86 78 114 DJ-23 Dirty Woman Creek at Santa Fe Trail 356 383 1,752 1,793 DJ-39 Jefferson Street at 1st Street 16 11 30 21 DJ-45 Jefferson Street outfall to UPRR Channel 48 30 111 61 DJ-37d/ 2nd Street west of Jefferson Street 22 19 131 44 DJMP-37 DJ-62 2nd Street at Washington Street 29 30 145 66 DJ-65a/ 2nd Street at Front Street 45 42 146 92 DJMP-65 DJ-74 Front Street outfall to UP Railroad Channel 66 58 259 129 DJ-75b UPRR Channel of Front Street 71 79 274 186 DJ-78 UPRR Channel d/s of Jefferson Street 122 136 391 324 DJ-79 Dirty Woman Creek at UP Railroad 363 390 1,773 1,814 DJ-83 Dirty Woman Creek at Monument Creek 362 392 1,772 1,822 MJ-9 3rd Street at Vista Mountain Lane 42 3 108 59 MJ-13 3rd Street at Jefferson Street 53 15 63 101 MJ-15 3rd Street at Washington Street 43 20 62 119 MJ-27 3rd Street flowpath at UPRR 40 37 58 168 MJ-31 3rd Street flowpath at Monument Lake 45 47 88 198 MJ-37 Campground tributary to Monument Creek 13 20 51 64 MJ-43 Mt. Herman Rd. Tributary to Monument Cr. 32 30 137 108 May 2006 4.12 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan 5. MASTER PLAN Following completion of the developed condition hydrology and evaluation of alternatives estimates of construction cost were prepared to aid in the selection of a preferred alternative. The final activities of this Master Plan effort consist of the identification of a specific implementation plan and guidance on various sources for funding and financing of stormwater improvements for the Town. 5.1 Opinion of Construction Costs Opinions of construction costs were developed for the proposed improvements. Data used to develop costs were obtained from bid tabulations, quotations from various suppliers and manufacturers, and information supplied by local contractors. The opinion of construction cost also includes costs for engineering, permitting, legal, and administrative costs. The base construction cost estimate for each facility was increased by a factor of 70%. This contingency factor consists of: • 40% for construction incidental items (e.g. utility relocation or items too small to include at a Master Plan level of detail), and uncertainty over general construction costs • 10% set-aside for construction field changes (a typical contingency) • 20% for engineering design, permitting, and construction observation Costs were estimated for each of the projects identified in the two Master Plan alternatives identified in Section 4, and were subsequently combined to estimate the total costs for each of the alternatives. An itemized breakdown of costs is provided in Appendix G. The estimated cost for the two regional detention ponds in the northern Creek Tributary is $216,500 dollars. Within the Town Core area (Dirty Woman and Monument Creek tributary areas), the estimated cost for the Regional Detention Alternative (Alternative 1) is $3.39 million dollars, with a cost for detention ponds estimated at $431,000 dollars and storm drain conveyance estimated at $2.96 million dollars. The estimated cost for the Pipe Conveyance Alternative (Alternative 2) is $4.22 million dollars, with detention pond costs estimated at $53,000 dollars and storm drain conveyance estimated at $4.17 million dollars. 5.2 Recommended Alternative The conceptual improvements identified in the alternative evaluation are intended to be flexible to provide the Town with viable options to manage stormwater runoff into the future. So, the identification of a preferred alternative is not intended to be a rigid plan, but to set as a focal point and to set priorities in an implementation plan. The Town staff evaluated the hydrologic model results, alternative plan elements, and the opinion of construction costs, and subsequently selected a recommended alternative that is a combination of the two evaluated alternatives. May 2006 5.1 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan For the Town core area, the following alternative elements have been selected as the preferred alternative: • Highway 105 Storm Drain • Beacon Lite Road Storm Drain, without detention pond DPMP-10 on the Air Academy Credit Union property • Third Street roadway improvements with curb/gutter and storm drain pipe, without detention pond MPMP-11 (Santa Fe Trail pond) • Second Street and Front Street storm drain to Limbach Park detention pond • UPRR Channel storm drain from Santa Fe Avenue and Jefferson Street intersection to Dirty Woman Creek • Mitchell Avenue/Mt. Herman Road storm drain 5.3 Implementation Plan The implementation of a comprehensive Stormwater Master Plan includes both the mitigation plan elements identified in the alternative evaluation and elements that are necessary as part of the normal operations in the Town. These basic elements of the Implementation Plan are as follows: 5.3.1 Normal Operation Criteria and Standards There are several important Stormwater Master Plan components that should be enacted regardless of the status of the mitigation measures identified in the alternative analysis. These measures do not involve Town funds for the construction of stormwater infrastructure, but could involve Staff efforts in the enforcement of Town standards and criteria. Water Quality Management The Town has an existing NPDES Phase II Stormwater Discharge Permit that requires the Town to perform certain regular and/or annual activities to protect the quality of stormwater discharges at each outfall location. The required activities include public education, efforts to gain public participation, control of illicit discharges, and regular maintenance. For interaction with this Stormwater Master Plan, the two most important components are construction-site erosion control and post-construction stormwater management. Sedimentation from disturbed sites is one of the primary pollution components, which can lead to aggradation in existing channels (due to excess sediment) or degradation (due to increased base flow). Sediments can choke out existing riparian habitat areas, reduce channel conveyance area, clog inlets and storm drain pipes, and reduce detention pond storage volume. May 2006 5.2 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan It is recommended that the Town continue to require all new construction projects to submit and follow an erosion control plan, and that the Town perform regular construction-site inspections to ensure conformance. Volume 2 of the Drainage Criteria Manual (DCM), in conjunction with the NPDES Phase II permit requires the implementation of post-construction best management practices. These BMP's should be required with all new construction along with a plan for continued maintenance for the BMP's (either by the developer, property owner's association, or governmental entity as applicable). On-Site Detention Ponds On-site detention should be provided for all development projects, unless otherwise not required by an appropriate Stormwater Master Plan certain areas identified in this study or the 2002 Triview Drainage Master Plan). Criteria and methodology for the design of detention ponds is given in the DCM (Chapters 2 and 11 The minimum requirement is to provide detention storage volume to limit the 100-year developed condition discharge to the 100-year existing condition rate. More restrictive detention criteria limit release to the 5- year historic rate) may be considered by the Town in areas where the conveyance system is inadequate, in order to reduce the impact resulting from stormwater discharge. Outside of the Town limits, it is assumed that all development projects will provide on-site detention to limit the 100-year developed condition discharge to historic rates. This expectation should be communicated to the reviewing agencies of upstream tributary areas El Paso County and Palmer Lake). It is common for development engineers to design and evaluate detention ponds using the Rational Stored Rate Method (also known as the FAA Method). However, use of this method is discouraged in the DCM, and its use is restricted to watersheds with a tributary area less than 5 acres. This method is wholly inappropriate for the analysis of sequential detention ponds, or where upstream inflows are intended to pass through undetained. It is strongly recommended that all detention ponds be evaluated using the SGS Hydrograph Procedure (also known at the Storage Indication or Modified Puls methods). This procedure can be done according to the procedures outlined in the DCM, or using computer programs: • HEC-HMS (http://www.hec.usace.army.mil/software/hec-hms/) • HEC-1 (http://www.hec.usace.army.mil/software/legacysoftware/hec1/hec1 .htm) • TR-20 (http://www.wcc.nrcs.usda.gov/hydro/hydro-tools-models-wintr20.htm1) • VisualUrban (http://www.fhwa.dot.gov/engineering/hydraulics/highwaydrain/index.cfm) • Other commercially available software If regional and/or on-site detention ponds are proposed that vary from the recommendations of this Stormwater Master Plan, it is recommended that the proposed detention pond be analyzed in the context of the HEC-HMS modeling to determine the impact on the overall watershed. May 2006 5.3 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan Development Review In order to meet the implementation requirements for Water Quality and Detention Ponds, it is recommended that the development planning and review process continue to incorporate certain benchmarks required prior to the issuance of grading and construction building permits. This process will help ensure that adequate easements and stormwater infrastructure are implemented as development progresses. Important benchmarks include: Grading Permit: • Grading and Erosion Control Plan - submitted and approved • Drainage Report - submitted, demonstrating substantial compliance with criteria • Construction Plans - submitted, demonstrating substantial compliance with criteria Construction and/or Building Permit: • Plat - approved and signed by all relevant reviewing agencies • Final Drainage Report - approved and signed by all relevant reviewing agencies • Construction Plans - approved and signed by all relevant reviewing agencies 5.3.2 Master Plan Implementation To promote the construction of the drainage improvements as funding becomes available, implementation priorities were established and an implementation plan developed. The implementation and phasing of the drainage improvements are dependent on several factors. The factors described below were utilized to establish the priority of implementation for the improvements. • Improvements that reduce or eliminate diversions were considered the highest priority. • Projects that address channel stability or street capacity were considered to be the next highest priority. • Construction phasing of adjacent improvements was considered. For example, improving or constructing a storm drain may significantly reduce flood hazards in the vicinity of the pipe alignment; however, the channel should be improved in conjunction with the project to prevent an increase in erosion on the property. Obstacles that hinder implementation of the Stormwater Master Plan may be encountered; in many instances these obstacles could have been addressed or considered much earlier in the planning process. Consequently, administration of the plan should provide immediate consideration of: acquisition of property, easements and rights-of-way necessary to construct proposed improvements; and identification of potential utility conflicts that will require resolution prior to construction of the improvements. These steps can remove or adequately plan for potential roadblocks to completion of the plan. It is recommended that a proactive approach be taken to facilitate the administration of the implementation plan and the construction of the improvements. Identifying a primary point of contact within the Town that will administer the implementation of the plan is a vital first step in the process. May 2006 5.4 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan Prioritizing Proposed Improvements Based on the factors given in the previous section, the following prioritization of the recommended plan improvements is given: Third Street Storm Drain In conjunction with roadway improvements, including curb/gutter and sizing of inlets to eliminate diversions to the south Jefferson and Washington Streets), this project would accomplish the greatest benefit in the enhancement of conveyance capacity and elimination of most flow diversions in the Town core area. Ideally, the storm drain project should extend all the way to Creek or Monument Lake. However, the selection of a preferred alignment, acquisition of easements and availability of funding may push the portion of the project into the future. There would be no change in the frequency of runoff to the channel of the UPRR, and the discharge would not be significantly impacted for storm events as frequent as the 5-year event. But, because of the elimination of flow diversions to the south, the 100-year discharge would increase significantly, and could potentially result in channel impacts in the interim time. UPRR Channel Storm Drain Because of the current erosive conditions in the channel banks, both on the railroad embankment and on the adjacent residential development, this project should be given a high priority. It is suggested that efforts to coordinate with the railroad begin immediately, so that they are aware of the current threat to their track, and can begin work on a cooperative solution to the existing problems. Beacon Lite Road Storm Drain The upsizing of the Beacon Lite Road storm drain pipe is the second most important element to eliminating the flow diversions through the Town core area. The project would also eliminate overtopping of Beacon Lite Road for the 5-year storm and cut the 100-year overtopping discharge in half. Limbach Park Pond May 2006 The pond would redirect runoff for the 5-year storm event toward Monument Creek and away from the UPRR Channel, helping to preserve the stability of the channel from Lincoln Avenue to Santa Fe Avenue. The pond would also provide an outfall for future storm drains on First Street, Front Street, and Second Street. 5.5 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan First, Front, and Second Street Storm Drains Even with the construction of the Beacon Lite Road and Third Street storm drains that would eliminate diversions to Second Street, there would still be issues with limited street carrying capacity from the local tributary areas. Highway 105 Storm Drain This storm drain should be part of a cooperative project between the Town and the Colorado Department of Transportation, designed to remove the highway runoff from the Town's drainage system. In the current condition, runoff flows directly from the roadway onto adjacent commercial properties. An ideal system would include the construction of curb and gutter, storm drain inlets, and the 24- inch RCP identified in Section 4.5. If the Town were to build the storm drain without participation from COOT, the project cost could be scaled back considerably, constructing only the portion of the 24-inch RCP that would intercept flows currently conveyed west under the roadway in a 24-inch CMP pipe. The timing of the remaining projects is primarily dependent on the timing of upstream development. The regional detention ponds in the Creek watershed are not necessary until development occurs west of Beacon Lite Road (the existing detention pond CP-25 located upstream of Beacon Lite Road was designed for the developed condition). The Mitchell Avenue/Mt. Herman Road storm drain will become critical at the time of development west of Mitchell Avenue in subbasin M-40. It is important to remember that this planning effort culminated in the preparation of a comprehensive, flexible document that is intended to guide the decision-making process with respect to stormwater management. As the implementation of the stormwater improvements progresses from this stage into preliminary and final design, revisions and modifications to the improvements may be necessary. Any revisions or modifications should not change the underlying goal of this document, which is to continually improve conditions to meet stormwater criteria, to minimize or eliminate diversions, and to promote channel stability in the current Town core area, and in conjunction with future development. Public Education It is also important to remember, and to educate the community, that the identification of projects in this Master Plan does not guarantee the availability of funds to immediately proceed with design and construction. The process of completion of the proposed improvements should proceed based on the priority of each project and the availability of funds for design and construction. Further, it should be understood that the hydrologic modeling developed for this Master Plan followed standard design practices and is useful for planning purposes. However, the numerical results from the models will vary from the actual storm discharges, because of approximations in losses (the portion of rainfall that does not turn into runoff), the assumed rainfall intensity pattern, and other factors. Further, it should be emphasized that the designation of a 5- or 100-year storm events do not refer to the time between storms, but the relative chance of such a storm event occurring. On average, a 5-year event will happen once every five years. Perhaps a better way to visualize that concept is that in a 50-year time period, a 5-year storm event (or greater) could be expected to occur 1 O times. The storms could occur in consecutive May 2006 5.6 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan months, but could also be delayed well beyond a period of 5 years. This is a probability based concept, where chance that the 100-year (or greater) storm will occur in any given year is The probability that the 5-year (or greater) storm will occur in any given year is 20%. 5.4 Funding and Financing Alternatives Selection of a funding mechanism and identification of alternative funding sources is also important to the success of implementing this Stormwater Master Plan. Several organizational and financial structures are presented in this section for consideration by the Town. Surveys of other communities have indicated that stormwater master planning projects can be implemented as a separate department (or utility), combined with Public Works, or combined with other utilities Water). Stormwater utilities typically manage both water quality (compliance with NPDES) and water quantity and conveyance. Colorado Statute 31- 35-Part 4 governs the formation of water, sewer, and stormwater utilities and user fees. Stormwater User Fees The most common source for the funding of stormwater infrastructure improvements, operations, and maintenance is through a stormwater user fee. In the State of Colorado, these fees range from an average of $2.00/month in Lakewood and Littleton to over $14.00/month in Fort Collins. Stormwater user fees are typically designed to pay for both capital improvements and operations and maintenance of the stormwater infrastructure. In recent years, the prevalent view was that any new stormwater user fees would require direct approval by voters, because of restrictions imposed by the TABOR amendment. However, recent court actions have upheld the creation of enterprise fees, such as for stormwater utilities. In the region near the Town of Monument, the implementation of stormwater user fees have been recently approved in both Castle Rock and Colorado Springs by vote of the City Council. Fees are generally set on the basis of impervious area, which can either be individually calculated per parcel or based on a class average multi-family and single-family residential) . Commercial parcels are typically not calculated on an average basis, but rather by site-specific calculations. The majority of communities collect stormwater fees on a basis, but they could be collected annually. Fees can either be the responsibility of the property owner or the occupant. Perhaps the simplest collection method is as an add-on to the utility bill. Government-owned property (including street right-of-way) is frequently excluded from stormwater user fees. Other properties that are sometimes excluded are undeveloped land, railroad right-of-way, public parks, school districts, and churches. The boundaries for collection of stormwater user fees can be set on a watershed-basis, or set as a consistent rate across the Town. Consideration should be given to a partnership with the Triview Metropolitan District to enable a user fee to be established uniformly across the entire Town. Stormwater Impact Fees The existing Municipal Code Section 3.28 gives the current "Stormwater Drainage System Impact Fee Regulations," which assesses an impact fee for new development work to partially fund the construction of stormwater system improvements. This impact fee provides May 2006 5.7 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan a mechanism for development to contribute a "proportionate share" of the cost for improvements. Within this Stormwater Master Plan study area, the impact fee is approximately $15,000 per impervious acre of developed land. These funds are earmarked for projects within each drainage basin Creek, Dirty Woman Creek, and Monument Creek), but can be combined for projects that provide a positive impact to multiple basins. An example of this multi-basin benefit would be the Beacon Lite Road and Third Street storm drain improvements, which would reduce or eliminate diversions between the Dirty Woman Creek and Monument Creek basins. The Code allows for a reimbursement of 50% of the impact fees for constructing on-site detention ponds, with conditions imposed in the Code. For on-site ponds recommended as specific Master Plan improvements, the developer is given a 100% credit. The only Master Plan improvements that would qualify for this credit are Pond DPMP-4 (retrofit and expansion of the existing pond); Ponds CPMP-27 and CPMP-32 (regional ponds on Creek tributaries); and the extension of the Third Street storm drain from Mitchell Avenue to Monument Lake. General Fund Contribution Improvements to the stormwater infrastructure can be built into the budget of the Town's general fund. This is a viable solution, but not the optimal solution, since large projects could overwhelm the budget for some years. Further, the general fund budget was not generated with the underlying intent to fund stormwater infrastructure projects; consequently, the timing for implementation could be quite extended if this is the primary source for funding. Matching Grant Funding Sources Several Federal and State governmental entities have matching grant programs that can assist communities in the funding of stormwater and/or other infrastructure improvements. These programs can assist with the funding of up to 80% of the construction cost for these improvements. The following list is a summary of the agencies that offer and/or administer grants: Colorado Water Conservation Board. The CWCB serves as the applicant for several FEMA grants, including the Pre-Disaster Mitigation (PDM) Grant and the Flood Hazard Mitigation Program (FMAP). These grants require 25% matching funds, must meet a list of project criteria, and compete for selection against other projects. Contact: CWCB Flood Protection Division - Kevin Houck, Senior Engineer (303) 866-4805. Colorado Department of Transportation. COOT has a grant program to improve roadway safety, with 20% matching funds. If there are roadways or intersections with existing safety problems, these grants can be used to fund improvements, which may be combined with stormwater infrastructure improvements. Possible projects for a COOT grant may include the Highway 105 and Beacon Lite Road storm drain improvements. The COOT Transportation Enhancement Program grants are administered locally by the Pikes Peak Area Council of Governments. Contact: PPACG -Warren Whiteaker (719)471-7080 x107 May 2006 5.8 Ayres Associates ---PAGE BREAK--- Town of Monument Stormwater Master Plan Master Plan Colorado Department of Local Affairs. The DOLA serves as the administrator for Federal Community Development Block Grants (CDBG), which can help with the cost of infrastructure improvements based on need. The amount of required matching funds can vary by project. Contact: DOLA - Clay Brown, Field Manager (303) 273- 1787. Revolving Fund Loans Both the CWCB and Colorado Department of Public Health and Environment have Revolving Fund Loan programs, which can be used to accelerate the construction of stormwater infrastructure improvements. These loans are available at reduced interest rates (as low as 3.25%). The use of loans can increase the cost efficiency in bidding and construction, by designing and constructing complete projects, rather than in piecemeal phases. May 2006 5.9 Ayres Associates ---PAGE BREAK--- APPENDIX A Summary of National Geodetic Survey (NGS) Benchmarks ---PAGE BREAK--- Town of Monument, Colorado Summary of National Geodetic Survey (NGS) Benchmarks http://www.nqs.noaa.gov/cqi-bin/datasheet.prl AYRES ASSOCIATES November 2005 ---PAGE BREAK--- Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ---PAGE BREAK--- Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ( ( ---PAGE BREAK--- KK0169 KK0169 KK0169 KK0 169 KK0169 KK0 169 KK0169 KK0169* KK0 169* KK0 169 KK0 169 KK0169 KK0169 KK0169 KK0169 KK0169 DESIGNATION - PID STATE/COUNTY- USGS QUAD NAD 83(1986)- NAVD 88 GEOI D HEIGHT- DYNAMIC HT MODELED GRAV- VERT ORDER J 3 54 KK0169 CO/EL PASO MONUMENT (1986 ) *CURRENT SURVEY CONTROL 39 05 52. 104 52 24 . 2133.957 (meters) 7001 .16 -16.20 (meters) 2131 . 580 (meters ) 6993.36 979,437.0 (mgal) FIRST CLASS II SCALED ( f ee t) ADJUSTED GEOID03 (feet) COMP NAVD 88 KK0169.The horizontal coordinates were scal ed from a topographic map and have KK0169.an estimated accuracy of+/- 6 seconds. KK0169 KK0169.The orthometric height was determined by differential leveling KK0169.and adjusted by the National Geodetic Survey in June 1991. KK0169 KK0169.The geoid height was determined by GEOID03 . KK0169 KK0169.The dynamic height is computed by dividing the NAVD 88 KK0169.geopotential number by the normal gravity value computed on the KK0169 . Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45 KK0169.degrees latitude (g = 980.6199 gals.). KK0169 KK0169.The modeled gravity was interpolated from observed gravity values . KK0169 KK0169; KK0169;SPC CO C North 445,350. East 968,610. Units MT Estimated Accuracy - 180 meters Scal ed) 2 KK0169 KK0169 KK0169 SUPERSEDED SURVEY CONTROL KK0169 NGVD 29 2132.754 6997.21 KK0169 ADJ UNCH KK0169 . Superseded values are not recommended for survey control . 1 KK0169.NGS no longer adjusts projects t o the NAD 27 or NGVD 29 datums . KK0169. See fi le dsdata . t xt to determi ne how the superseded data were derived . KK0169 KK0169_U.S. NATIONAL GRID SPATIAL ADDRESS: 13SED109276 (NAD 83) KK0169 MARKER: DB= BENCH MARK DISK KK0169 SETTING: 36 = SET IN A MASSIVE STRUCTURE KK0169 SP SET: UNDERPASS KK0169 STAMPING: J 354 1954 KK0169 MARK LOGO : CGS KK0169 STABI LITY: B = PROBABLY HOLD POSITION/ELEVATION WELL KK0169 SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR KK0169+SATELLITE: SATELLITE OBSERVATI ONS - December 25, 1999 KK0169 KK0169 HISTORY KK0169 HISTORY - Date - 1954 Condition MONUMENTED Report By CGS Town of Monument Ayres Associates November 2005 Summary of NGS Benchmarks ---PAGE BREAK--- KK0169 HISTORY - 1983 GOOD NGS KK0169 HISTORY - 19980326 MARK NOT FOUND KK0169 HISTORY - 19991225 GOOD NGS KK0169 KK0169 STATION DESCRIPTION KK0169 KK0169'DESCRIBED BY COAST AND GEODETIC SURVEY 1954 KK0169'0.6 MI NW FROM MONUMENT. KK0169 ' 0.2 MILE WEST ALONG A GRAVELED STREET FROM THE GRADE SCHOOL AT KK0169'MONUMENT, THENCE 0.4 MILE NORTHWEST ALONG THE DENVER AND RIO GRANDE KK0169'WESTERN RAILROAD, 5 FEET NORTHEAST OF THE NORTHEAST RAIL, SET IN KK0169'THE TOP OF THE NORTHEAST END OF THE NORTHWEST ABUTMENT OF UNDERPASS KK0169'55.38 OF STATE HIGHWAY 105, 1.2 MILES SOUTHEAST OF BENCH MARK H 354. KK0169 KK0169 KK0169 STATION RECOVERY (1983) KK0169'RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 1983 KK0169'RECOVERED IN GOOD CONDITION. A NEW TO REACH FOLLOWS. IN MONUMENT, AT KK0169'THE INTERSECTION OF HIGHWAY 105 AND THE DENVER AND RIO GRANDE WESTERN KK0169'RAILROAD. KK0169 KK0169 KK0169 KK0169'RECOVERY KK0169'MARK NOT KK0169 KK0169 KK0169 KK0169'RECOVERY NOTE BY FOUND. NOTE BY STATION RECOVERY (1998) us POWER SQUADRON 1998 STATION RECOVERY (1999) NATIONAL GEODETIC SURVEY 1999 (DW) KK0169'STATION IS AT NORTHERN EDGE OF MONUMENT, CO, AT CO 105 UNDERPASS NO . KK0169'55.38 OF UNION PACIFIC RR (FORMER DRG+W RR) ABOUT 1 MILE WEST OF KK0169'INTERSTATE 25 AND 100+ YARDS WEST OF WASHINGTON ST . IT IS SET IN TOP KK0169'0F SW END OF NE BRIDGE ABUTMENT, 5 FEET NE OF NE RAIL AND ABOUT 1 FOOT KK0169'BELOW RAIL. THIS IS GRAVITY BASE STATION 'MONUMENT,' HUS 630 . Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ( ( ---PAGE BREAK--- KK0167 DESIGNATION - L 295 KK0167 PID KK0167 KK0167 STATE/ COUNTY- CO/ EL PASO KK0167 USGS QUAD MONUMENT (1986) KK0167 KK0167 *CURRENT SURVEY CONTROL KK0167 KK0167* NAD 83(1986)- 39 04 58. 104 52 14 . SCALED KK0167* NAVD 88 2105 . 722 (meters) 6908 . 52 (feet) ADJUSTED KK0167 KK0167 GEOID HEIGHT- -16.21 (meters) GEOID03 KK0167 DYNAMIC HT 2103.374 (meters) 6900.82 (feet) COMP KK0167 MODELED GRAV- 979,437.4 (mgal) NAVD 88 KK0167 KK0167 VERT ORDER FIRST CLASS II KK0167 KK0167.The horizontal coordinates were scaled from a topographic map and have KK0167.an estimated accuracy of+/ - 6 seconds. KK0167 KK0167.The orthometric height was determined by differential leveling KK0167.and adjusted by the National Geodetic Survey in June 1991. KK0167 KK0167.The geoid height was determined by GEOID03. KK0167 KK0167.The dynamic height is computed by dividing the NAVD 88 KK0167.geopotential number by the normal gravity value computed on the KK0167.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45 KK0167.degrees latitude (g = 980.6199 gals. ) . KK0167 KK0167.The modeled gravity was interpolated from observed gravity values. KK0167 KK0167; KK0167;SPC CO C Scaled) KK0167 North 443,690. East 968,860. Units MT Estimated Accuracy - 180 meters KK0167 KK0167 SUPERSEDED SURVEY CONTROL KK0167 NGVD 29 / / 92) 2104.518 2 KK0167 6904.57 ADJ UNCH KK0167.Superseded values are not recommended for survey control. 1 KK0167.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums. KK0167. See f ile dsdata .txt to determine how the superseded data were derived. KK0167 KK0167 U.S. NATIONAL GRID SPATIAL ADDRESS: 13SED111259(NAD 83) KK0167 MARKER: DB= BENCH MARK DISK KK0167 SETTING: 30 = SET IN A LIGHT STRUCTURE KK0167 SP SET: CULVERT KK0167 STAMPING: L 295 1952 KK0167 STABILITY: D MARK OF QUESTIONABLE OR UNKNOWN STABILITY KK0167 KK0167 HISTORY KK0167 HISTORY KK0167 HISTORY KK0167 HISTORY KK0167 Town of Monument - Date - 1952 - 1954 Condition MONUMENTED GOOD - 19980326 GOOD Summary of NGS Benchmarks Report By CGS NGS Ayres Associates November 2005 ---PAGE BREAK--- KK0167 KK0167 STATION DESCRI PTION KK0167'DESCRIBED BY NATIONAL GEODETIC SURVEY 1954 KK0167'0 . 8 MIS FROM MONUMENT . KK0167'0.2 MILE WEST ALONG A GRAVELED STREET FROM THE GRADE SCHOOL AT KK0167'MONUMENT, THENCE 0.6 MILE SOUTH ALONG THE DENVER AND RIO GRANDE KK0167'WESTERN RAILROAD, 175 YARDS SOUTHEAST OF A FARMHOUSE, 27 FEET KK0167 ' WEST OF THE WEST RAIL, 9 FEET BELOW THE TOP OF THE RAILS, SET KK0167 'IN THE TOP OF THE NORTH END OF THE WEST HEADWALL OF AN ARCH CULVERT KK0167'UNDER THE RAILROAD . KK0167 KK0167 KK0167 STATION RECOVERY (1998) KK0167 ' RECOVERY NOTE BY US POWER SQUADRON 1998 KK0167 ' RECOVERED IN GOOD CONDITI ON. Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ( ( ---PAGE BREAK--- KK1313 KK1313 KK1313 KK1313 KK1313 KK1313 KK1313 KK13 13* KK13 13* KK1313 KK1313 KK1313 KK1313 KK1313 KK1313 KK1313 DESIGNATION - PID STATE/COUNTY- USGS QUAD NAD 83(1986) - NAVD 88 GEOID HEIGHT- DYNAMIC HT MODELED GRAV- VERT ORDER T 395 KK1313 CO/EL PASO MONUMENT (1986) *CURRENT SURVEY CONTROL 39 06 14. 104 51 51. 2167 .536 (meters) 7111. 32 -16 . 27 (meters ) 2165.127 (meters) 71 03 . 42 979,438.1 (mgal ) FIRST CLASS II SCALED (feet) ADJUSTED GEOID03 (feet) COMP NAVD 88 KK1313 . The horizontal coordinates were scal ed from a topographic map and have KK131 3 . an estimated accuracy of+ / - 6 seconds. KK1313 KK1313.The orthometric height was determined by differential leveling KK1313.and adjusted by the National Geodetic Survey in J une 1991. KK1313 KK1313.The geoid height was determined by GEOID03. KK1313 KK1313 . The dynamic height i s computed by dividing the NAVD 88 KK1313.geopotential number by the n ormal gr avity value computed on the KK1313.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45 KK1313.degrees l atitude (g = 980 . 6199 gals.). KK1313 KK1313.The modeled gravity was interpolated from observed gravi ty values. KK1313 KK1313; KK1313;SPC CO C Scaled) KK1313 KK1313 KK1313 North 446,030 . East 969,400. Units MT Estimated Accuracy - 180 meters SUPERSEDED SURVEY CONTROL KK1313.No superseded survey control is avai lable for thi s station. KK1313 KK1313 U.S . NATIONAL GRID SPATIAL ADDRESS: 13SED117283(NAD 83) KK1313 MARKER: I= METAL ROD KK1313 SETTING: 49 = STAINLESS STEEL ROD W/0 SLEEVE (10 FT. KK1313 SP SET: STAINLESS STEEL ROD KK131 3 STAMPING: T 395 1983 KK1313 MARK LOGO : NGS KK1313 PROJECTION: FLUSH KK1313 STABILITY : B = PROBABLY HOLD POSITION/ ELEVATION WELL KK1313_ROD/ PIPE-DEPTH: 3 . 0 meters KK1313 KK1313 HISTORY KK1313 HISTORY KK1313 HISTORY KK1313 KK1313 KK1313 - Date - 1983 Condition MONUMENTED - 19980326 GOOD Report By NGS STATION DESCRIPTION KK1313'DESCRIBED BY NATIONAL GEODETIC SURVEY 1983 Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ---PAGE BREAK--- KK1313'32.2 KM (20.0 MI) NORTH FROM COLORADO SPRINGS. KK1313'0.3 KM (0.2 MI) NORTHERLY ALONG THE DENVER AND RIO GRANDE WESTERN KK1313'RAILROAD FROM THE STATION IN COLORADO SPRINGS, THENCE 31.9 KM KK1313' (19 . 8 MI) NORTHERLY ALONG INTERSTATE HIGHWAY 25, 1. 3 KM (0.8 MI) NORTH KK1313'0F THE JUNCTION OF STATE HIGHWAY 105 (EXIT 161), 0.4 KM (0.25 MI) KK1313'NORTH OF A HIGHWAY WEIGHT STATION, 17.1 METERS (56. 1 FT) EAST OF THE KK1313'CENTERLINE OF THE NORTH BOUND LANES OF THE HIGHWAY, 16.0 METERS KK1313' (56 . 1 FT) SOUTH OF THE END OF A FENCE, 9.2 METERS (30.2 FT) WEST OF KK1313'THE CENTERLINE OF A FRONTAGE ROAD, AND 5.2 METERS (17.1 FT) NORTHEAST KK1313'0F A UTILITY POLE. NOTE=ACCESS TO THE DATUM POINT IS THROUGH A 5-INCH KK1313'LOGO CAP. KK1313'THE MARK IS 0.3 METERS W FROM A WITNESS POST AND FENCE KK1313'THE MARK IS 0.6 M ABOVE THE HIGHWAY. KK1313 KK1313 KK1313 STATION RECOVERY (1998) KK1313'RECOVERY NOTE BY US POWER SQUADRON 1998 KK1313 'RECOVERED IN GOOD CONDITION. Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ( ( ---PAGE BREAK--- KK0269 KK0269 DESIGNATION - Q 294 KK0269 PID KK0269 KK0269 STATE/COUNTY- CO/EL PASO KK0269 USGS QUAD PALMER LAKE (1994) KK0269 KK0269 *CURRENT SURVEY CONTROL KK0269 KK0269* NAD 83(1986)- 39 04 56. 104 52 41. SCALED KK0269* NAVD 88 2101.738 (meters) 6895.45 (feet} ADJUSTED KK0269 KK0269 GEOID HEIGHT- -1 6 .16 (meters} GEOID03 KK0269 DYNAMIC HT 2099.392 (meters} 6887 . 76 (feet ) COMP KK0269 MODELED GRAV- 979,436.0 (mgal) NAVD 88 KK0269 KK0269 VERT ORDER SECOND CLASS 0 KK0269 KK0269.The horizontal coordinates were scaled from a topographic map and have KK0269.an estimated accuracy of+/- 6 seconds. KK0269 KK0269. The orthometric height was determined by differential leveling KK0269 . and adjusted by the National Geodetic Survey in June 1991. KK0269 KK0269 .The geoid height was determined by GEOID03. KK0269 KK0269.The dynamic height is computed by dividing the NAVO 88 KK0269.geopotential number by the normal gravity value computed on the KK0269.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45 KK0269.degrees latitude (g = 980.6199 gals.). KK0269 KK0269.The modeled gravity was interpolated from observed gravity values. KK0269 KK0269; KK0269;SPC CO C Scaled) North 443,620. East 968,210. Units MT Estimated Accuracy 180 meters KK0269 KK0269 SUPERSEDED SURVEY CONTROL KK0269 KK0269 NGVD 29 2100.532 6891. 50 ADJ UNCH 0 KK0269 KK0269.Superseded values are not recommended for survey control . 2 KK0269.NGS n o longer adjusts projects to the NAD 27 or NGVD 29 datums. KK0269. See file dsdata . t xt to determine how the superseded data were derived . KK0269 KK0269 U.S. NATIONAL GRID SPATIAL ADDRESS: 13SED105259(NAD 83} KK0269 MARKER: DB= BENCH MARK DISK KK0269 SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT KK0269 SP SET: SET IN TOP OF CONCRETE MONUMENT KK0269_STAMPING: Q 294 1952 KK0269 STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO KK0269+STABILITY: SURFACE MOTION KK0269 KK0269 HISTORY HISTORY - Date - 1 952 Condition MONUMENTED Report By CGS KK0269 KK0269 KK0269 STATION DESCRIPTION Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ---PAGE BREAK--- KK0269 KK0269'DESCRIBED BY COAST AND GEODETIC SURVEY 1952 KK0269'0.9 MI SW FROM MONUMENT. KK0269'0.9 MILE SOUTHWEST ALONG A GRAVELED ROAD FROM THE GRADE SCHOOL AT KK0269'MONUMENT, 0.1 MILE WEST OF A SMALL WOODEN BRIDGE, 78 FEET SOUTHEAST KK0269'0F THE SOUTHEAST CORNER OF A CATTLE UNDERPASS, 34 FEET SOUTH OF KK0269'THE CENTER LINE OF THE ROAD, 1 FOOT NORTH OF A FENCE, 3 FEET EAST KK0269'0F A WITNESS POST, SET IN THE TOP OF A CONCRETE POST WHICH PROJECTS KK0269'0.7 FOOT ABOVE THE GROUND. Town of Monument Summary of NGS Benchmarks Ayres Associates November 2005 ( ( ---PAGE BREAK--- 1002,1461093 . 0952,3177878 . 3329,7001.1699, 1004,1463376 . 3874,3180428.4040,7111.3965,T395 1007,1455482.4658,3176522.2775,6895.4409,Q294 1102,1461093 . 0453,3177878 . 2259,7001.1850, 1106,1455659.9074,3178593.2806,6908.4599,L295 1107,1455482.4533,3176522.2829,6895.4404,Q294 1202, 1461092 . 9731,3177878.4125,7001 . 1475, 1302,1461092.9112,3177878.3404,7001.1453,J354 2000,1458801. 6710,3178133.3231,6978.6282,BLDADJ 2001, 1458811. 9234 ,3178132.5500,6978 . 6705,TBW 2002, 1458815 . 8378,31781 32.0782,6978.5680,TBC 2003, 1458816.4432,3178131.9592,6978.0551,FL 2004, 1458843 .4508,3178129.6556,6978 . 9399,CL 2005, 1458866.3325,3178129.8798,6978.4233,FL 2006, 1458866 . 9841,3178129.6514,6978.8183,TBC 2007, 1458881. 6142,3178269.5346,6980 . 9322,BLDADJ 2008, 1458875 . 8734,3178272.5385,6980.6772,TBW 2009, 1458871. 1496,3178272.1691,6980.44 15,TBW 2010, 1458870 . 5780,3178272.3026,6979 . 9849,FL 2011 ,1458847.7728,3178273.1635,6980.5393,CL 2012, 1458820.8241,3178272.9433,6979.5737 ,FL 2013 , 1458820.3007,3178273 . 1591,6980.1663,TBC 2014,1458816.1310,3178273.5113,6980.1697,TBW 2015,1458818 . 7084,3178424.1844,6983.0939,GRND 2016, 1458820.9507,3178424.3284,6983.0102, TBW 2017, 1458824 . 7288,3178425.1219,6982 . 9990,TBC 2018, 1458825 . 3578,3178425.3635,6982.5428,FL 2019,1458851 . 0713 , 3178425 . 9290,6983.4520,CL 2020,1458875.1157,3178425.5973,6982.9865,FL 2021,1458875 . 6623,3178425.6307,6983.4654, TBC 2022,1458890.0818,3178439.7049,6984.3093,TBC 2023,1458890.1230,3178440.2037,6983.8768,FL 2024,1458891. 2941,3178456.8061,6984.6239,CL 2025,1458891.1663,3178476.0848,6984. 7489,FL 2 026 ,1458891 . 2371,31784 76.6761,6985.2401,TBC 2027,1458894 . 1864,3178496.0913,6986.6193,GRND 2028 , 1458882 . 0562,3178496.5164,6985.2163,TBW 2029,1458878.0701,3178491.7794,6985.2246,TBC 2030,1458877 . 5649,3178491.6992,6984.6989,FL 2031,1458853.0320,31784 91.8611,6985.0859,CL 2032,145882 7 .2656,3178492.9340,6984.4240,FL 2033,1458826.7284,3178492.7239,6984.9416, TBC 2034,1458822.2295,3178493.0462,6984.9410,TBW 2035 , 1458812 . 1836,3178498.5913,6984.5133,GRND 2036,1458812.4486,3178491.7844,6984.1678,TBW 2037 , 1458811. 7397,3178478.8852,6983.9989,TBC 2038 , 1458811.7358,3178478 . 2563,6983.5732,FL 2039,1458811.5922,3178458.8346,6983.5907,CL 2040,1458811.3610,3178442.3071,6983.2406,FL 2041 ,1458811 .4054,3178441.8534,6983.7369 ,TBC 2042,1458811 .3506,3178437.6501,6983.8313,TBW 2043 , 1458810.9612,3178430 . 2190,6983.2577,GRND 2044 , 1458900.9829,3178473.8978,6984.9021,TBOX 2045,1458879.2181 ,3178559.4960,6985.4875,FL 2046 , 1458877.8304 , 3178511. 1602,6984.9503 ,FL 2047,1458877.7833,3178500.9972,6984 . 2712,CLINL 2048 , 1458827.5270,3178499.8743,6983.9170,CLINL 2049,1458827.7518,3178508 . 9007,6984.5916,FL 2050 , 1458828.5053,3178529.2999,6984.9360,FL 2051 ,1459096 . 0374 , 3178481 . 4030,6988.2412,GRND 2052 , 1459097.2493,3178464.4583,6988.0655,EOA 2053,1459096.9742,3178450.0892,6988.5052,CL 2054 , 1459097.3785,3178438 . 5214,6988.0657,EOA 2055 , 1459097.0810,3178434.1636,6987.7698,FL 2056 , 1459098.1647,3178418.4554,6988.1403,GRND 2057,1459397.3173,3178413 . 4982,6993.8193,GRND 2058 , 1459398.7612,3178420.6204,6993.8416,FL 2059,1459399.3547,3178428.1606,6994.2319,EOA 2060 , 1459399.9996,3178440.8904,6994.8122 , CL 2061,1459400.5290,31784 52.9356,6994.6086,EOA 2062,1459400.4955,3178455.3034,6994.4223,FL 2063,1459404.0550,3178463.7880,6995.0644,GRND 2064,1459422.9469,3178495.4901,6996.4470,GRND Town of Monument Stormwater Inventory - GPS Survey Data 2065, 1459427.8884,3178493 . 6466,6995.3322 , TBW 2066, 1459441.7802,3178492.3188,6995.2893,EOA 2067, 1459455.2180,3178488 . 5332 , 6995.8273,CL 2068, 1459472.0359,3178485.7627,6995.5240,EOA 2069,1459477.7836,3178485.5925,6994.8469,FL 2070, 1459483.8272,3178485 . 3090 , 6996.1084,GRND 2071,14594 97.8660 , 3178465.1591 ,6996.1853,GRND 2072 ,1459497.4459,3178449.9317,6995.4394,EOA 2073,1459495.8269,3178437 . 5460,6995.6233,CL 2074,14594 94.6923,3178425.5683,6995.2753,EOA 2075,1459494.3322,3178420 . 2574,6995.4681,GRND 2076,1459490.4282,3178411.7506,6994.8197,GRND 2077,1459486 . 5154,3178411.8680,6994.5116,TDITCH 2078,1459483.0868,3178412.0880,6992.3743,FL 2079 , 1459474.6301,3178410.3940,6993.7535,TDITCH 2080,1459470.0113,3178411.3049,6994.2153,EOA 2081 ,1459453.1234,3178411. 4559,6994.5214 ,CL 2082,1459440.4110,3178409.5412,6993.9689,EOA 2083,1459433.2300,3178406.4658,6993.5648,FL 2084,1459421.3387,3178406.9024,6993.9576,TBW 2085,1459454.5071,3178440.9161,6995.2745 , CLRD 2086,1459485.7088,3178438.7506,6995.4460,CLRD 2087,1459485.6120,3178453.1928,6995.4286,EOA 2088,1459485.6576,3178454.6318,6993.8631,INV 2089, 1459484.5881,3178415.8438,6993.4629,INV 2090,1459484.6685,3178425 . 1529,6994.9069,EOA 2091, 1459484.8247,3178293.3597,6992 . 2466,GRND 2092,1459478.2886,3178294.6529,6991.4222,TDITCH 2093,1459474.7017,3178294 . 4982,6990.0476,FL 2094,1459466.0165,3178295.3788,6991.1237,EOA 2095,1459448.9485,3178295 . 9901 , 6991.4605,CLRD 2096,1459436.6597,3178294.6113 , 6991 . 0569 , EOA 2097 , 1459431 . 6998, 3178295. 1476,6990 . 6638,FL 2098,1459423.1894,3178295.4075,6991 . 1416,TBW 2099,1459415.0969,3178295.4994,6992 . 0011,GRND 2100,1459399.9763,3178200. 3528,6989.4783 , BLDADJ 2101,1459390.6927,3178079.5769 , 6986.8454,GRND 2102,145941 0.5502,3178087 .4988 , 6987.6709,TBW 2103,1459420 . 8657,3178086.9136,6986.4532,FL 2104,1459428.3013,3178086.7974,6987.1785,EOA 2105,1459442.6017,3178085.6900,6987.7839,CLRD 2106,1459457.0920,3178086 . 7401,6987.8970,EOA 2107,1459465.6081 ,3178084.3348,6986.5761,FL 2108,1459469.5423,3178084.6540,6987.2329,TDITCH 2109,1459480.4891, 3178085 . 1133,6989.0678,GRND 2110,1459480. 1669,3178060.6608,6987.1478,FL 2111,1459480.5745,3178059.0113,6987.6187,EOA 2112,1459479.1887 , 3178045.5480,6987.7086,CLRD 2113,1459478.5640,3178035 . 0004,6987.2410,EOA 2114,1459478.3648 , 3178024.6659,6986.4131,FL 2115,1459478.9402 , 3178017.0673,6986.9331,GRND 2116,1459468.481 7,3178015.0571,6986.4119, TDI TCH 2117,1459465.9066,3178016 . 2608,6985.1204 , FL 2118,1459452.4902 ,3178015.7204,6986.1399,EOA 2119, 1459440.0998,3178015.5434,6986.3876 , CLRD 2120,1459427.9337,3178016.4904 ,6985.9829,EOA 2121, 1459420.9636,3178016.3158,6984.6954 ,FL 2122, 1459409.8126,3178016.3210,6985.5425,TBW 2123, 1459403 .4801,3178017.3923,6985.6565,GRND 2124, 1459384.3465,3178005.4651,6985.1947,BLDADJ 2125 ,1459407 . 0951,3178035.4932,6986.1715,EOA 2126, 1459407 . 1752,3178048.1526,6986.7123,CLRD 2127, 1459403 . 2812 , 3178060 . 3302,6986.5008,EOA 2128,1459404.5670,3178070.1458,6987 . 1296 , GRND 2129, 1459416 . 8720,3178073.0539,6985. 1520,INV 2130,1459416.2205,3178067.9503,6986.8456,EOA 2131 ,1459415 . 5950,3178050.9798,6986.9173,CLRD 2132, 1459415.7324,3178034.4815,6986.3464,EOA 2133, 1459441 .7011,3178049 . 4373,6987 . 3619,CLRD 2134, 1459472 . 5790,3178048 . 5864,6987.6560,CLRD 2135, 1459472.5086,3178062.0058,6987.5841, EOA 2136, 1459472.6247,3178065 . 0206,6985 . 5651,INV 2137,1459471.1042,3178025 . 0862 , 6985 . 0939,INV Ayres Associates November 2005 ---PAGE BREAK--- 2138,1459472.1793,3178034.6910,6987.0638,EOA 2139,1459416.0824,3178024.1836,6984.2445,INV 2140,1459402.3291,3177907.3334,6983.1462,GRND 2141, 1459410.0432,3177907.8141,6982 . 8571,TBW 2142,1459419.0457,3177907.4210,6982.5259,FL 2143,1459424.7563,3177907.1542,6983.23 46,EOA 2144,1459437.0461,3177906.5074,6983.8380,CLRD 2145,1459448.5709,3177905.7889,6983.6662,EOA 2146,1459453.4481,3177905 . 3878,6983.0463,FL 2147,1459473.3379,3177904.9169,6984.3836,GRND 2148,1459567.4267,3177826.5185,6984 . 7484,FLPAN 2149,1459516.5445,3177828.3891, 6983 . 3779,FLPAN 2150,1459490.74 16,3177829.3410,6983.0521,FLPAN 2151 ,1459468.6797,3177829.7836,6982 . 4291,FLPAN 2152,1459458 . 61 02,3177816.6159,6981.7771,FLPAN 2153,1459569.2497,3177846.0208,6985.6866,EOA 2154,1459516.0873,3177847.3185,6984.1056,EOA 2155,1459468.8276,3177849.4203,6982.7260,EOA 2156,1459434.3380,31 77819 . 5699,6982.6529,CLRD 2157,1459463 . 7989,3177695 . 2744,6981.9784,GRND 2158,1459455.8805,3177695.6855,6980.5281 ,TBC 2159,1459455.1751,3177695.7483,6980.0461 , FL 2160,1459427 . 5901,3177696.9754,6980.5810,CLRD 2 161,1459405 .8203,3177700.9665,6979 . 9072,EOA 2162,1459401. 0591,3177701.2928,6978 . 8877,FL 2163,1459393.9030 , 3177702.0664 ,6980 .4510,GRND 2164,1459370.0816,3177706.2226,6981.0878,GRND 2165,1459369.4953,3177675.3146,6978.3792,EOA 2166,1458804.6231 , 3178107.3930,6977.9919,FLPAN 2167,1458803.SOOS,3178100.3758,6977.7655,FLPAN 2168, 1458795.2789,3178094.4484,6977.4838,FLPAN 2169, 1458801.3766,3178101.6763,6978.2404,BLDADJ 2170, 1458810. 8037 ,3178097 .6909 ,6978.3269 ,TBW 2171, 1458814.8268,3178097.4150,6978.2627,TBC 2172 , 145881 5.4509,31 78097.4452,6977.7627,FL 2173, 1458842.1135,31 78095.4827,6978.4456,CLRD 2174, 1458865.2945,3178096.2684,6978. 0748,FL 2175,1458865.9552,3178096. 1907,6978.5178,TBC 2176,1458870.4215 , 3178095.6940,6978 . 8408,BLDADJ 2177,1458879 . 0806,3178090.0094 , 6979.3267,GRND 2178,1458878.9731,3178081.4160,6978.7063,TBC 2179,1458879 . 4254,3178081 . 0254,6978.3318,FL 2180,1458878 . 3909,3178062. 1941,6977.9984 , CLRD 2181,1458878.2732 , 3178045.4324,6977.6996,FL 2182,1458878.3726 , 3178044.9766,6978. 1168,TBC 2183,1458878.5235,3178040 . 7832,6978. 1 486,TBW 2184,1458873.5410,3178029.0027,6978.7845 , GRND 2185,1458868.4086,3178031 . 0357,6977.6532,TBW 2186 , 1458864. 3313,3178030.7605,6977.5730 ,TBC 2187,1458863.7292,3178030.8151,6977.0812,FL 2188,1458839.7917,3178031.2431,6977.3886 , CLRD 2189,1458813.6050,3178032.8595,6976.6491,FL 2190 ,1458813.2632,3178033.1828,6977.1510,TBC 2191,1458805.6488,3178032.7568,6977.2823,TBW 2192,1458790 . 7683,3178009.7425,6975.8986,GRND 2193,1458798 . 7647,3178033.0087,6976.901 9,TBW 2194,1458799.5793,3178046. 9512,6977 . 0831,TBC 2195,1458799 . 5272,3178047.6369,6976.7039,FL 2 196 ,1458800.4359 ,3178066 . 3467,6977.1594,CLRD 2 197,1458800.5675,3178083.7225,6977.8335,FL 2 198,1458800.6629,3178084 . 1996,6978.2898,TBC 2 199,1458800.2233,3178088.2093,6978.4627,TBW 2200,1458787.6803,3178079.7905,6976.3973,EOA 2201,1458795. 1123 ,31 78042.0467 , 6975.9545,FL 2202,1458580.9471,3178035.5075,6971.7472,GRND 2203,1458581.1696,3178052.4282 , 6971.3865,FL 2204,1458581.6012,3178061.0451 , 6971.6600,EOA 2205, 1 [PHONE REDACTED],3178072.3641,6972.2423,CLRD 2206, 1458583.0032,3178086.6654,6972 . 0224,EOA 2207, 1458583.0639,3178112.8302 , 6972.5075,GRND 2208, 1458432.9459,3178018.0823,6969.3695,BLDADJ 2209,1458433.9924,3178065.lSS0,6969 . 2929,EOA 2210,1458432 . 9227,3178076.7456,6969.8272,CLRD Town of Monument Stormwater Inventory - GPS Survey Data 2211,1458289 .2142 , 3178061. 0405,6967.9873,GRND 2212,1458290 . 0730,3178069.7346 , 6967.7755 , EOA 2213,1458290.8613 , 3178081. 2333 , 6968.2580,CLRD 2214,1458291.2636,3178093.5989,6968.3646 ,EOA 2215,1458291 .6010,3178099.1360,6967.9686,FL 2216,1458266.3442 ,3178104.9555 , 6967 .4431,FLPAN 2217, 1458269.6867,3178120.9955 , 6967.9399,GRND 2218, 1458262.5604,3178121.3947,6968 . 3414,EOA 2219,1458247 . 7469,3178122.0623,6967.9441,CLRD 2220,1458230.3720,3178120.9682,6967.5766,FL 2221,1458229.7697,3178120.9952 , 6967.9205,TBC 2222 , 1458224 . 7642,3178121.974 2,6968.0339,TBW 2223 , 1458224.7200,3178121.9970,6967.9722, TBW 2224 , 1458210.8754,3178126.9252,6968.3863,GRND 2225,1458217.4926,31781 06.2471,6967.1013,TBC 2226,1458219.0820,3178105.7241,6966.6294,FL 2227,14582 18.3003,3178084.0246,6966.9544 , CLRD 2228, 1458219.8798,3178071.7824,6966 .6258 ,EOA 2229,1458219 . 7268,31 78068.6869,6966.3519,FL 2230,1458218 . 8049 , 3178060.3014,6966.4633,GRND 2231,1458237 . 3011, 3178056 . 3725,6966.8400,EOA 2232,1458247.8482,3178055 . 2479,6967.0039,CLRD 2233,1458259 . 9961,3178054 . 0715 , 6966.8638 , EOA 2234,1458272.4128 ,3178054.1353 ,6967 . 7597,GRND 2235,1458272.4323,3177932.0633 , 6964 . 5241,GRND 2236,1458260.8700,3177933.3636 , 6964 . 0895, FL 2237, 1458255.1172 , 3177932.8633 , 6964 .2890, EOA 2238, 1458243.1227,3177932.3227,6964 . 6804,CLRD 2239 ,1458231.0113, 3177930.0706, 6964 . 0776,EOA 2240,1458224.5742,3177928.8401 ,6963.8409,FL 2241, 1458213.7188,3177925.5985,6963.9637,GRND 2242,1458200.3584,3177724.4004,6959.9532,GRND 2243,1458219.0451,3177721.3659,6959.4102,FL 2244,1458203 . 6432,3177701.1514 ,6959.3724 ,EOA 2245,1458203.6773,3177689. 2636,6959.3975,CLRD 2246 , 1458013.2275,3177724 . 5548,6956.5328,GRND 2247,1458013.5709,3177708.9987,6956.3730,EOA 2248,1458013.0859,3177696.7742,6956.8337,CLRD 2249,1457759.2565,3177735.5068,6953.3835,GRND 2250,1457758.9001,3177725.1937,6952.5717,FL 2251,1457758.9702,3177718.8657,6953.2112,EOA 2252,1457760.6198,3177706.6059,6953.4850,CLRD 2253,1457740.9399,31 77745.0034,6953 . 0522,EOA 2254,1457748.4425,3177743.5703,6952 . 008 4 ,FL 2255,1457727.6554 , 3177745.9220,6953.2703,CLRD 2256,1457701.3618 , 3177745.5741,6952.4760,FL 2257,1457700.7071 ,3177745 . 6808,6953.0655,TBC 2258,1457695 . 7868 ,3177746.1415 ,6953 . 2362 ,TBW 2259,1457682.3444,3177747.4241,6952.5160,GRND 2260, 1457718.1350,3177695 .9694 , 6951.2910,FL 2261,1457711 .8272,3177687 .4242,6948.1874 , INV 2262,1457714 . 9023,3177681 .5109,6948. 1702,INV 2263,1457685.6284,3177892.8598,6953.7862 , GRND 2264,1457700.9550 , 3177893.3739,6954.9382,TBW 2265,1457705.9246,3177892.9937 ,6954.8274 , TBC 2266, 1457706.4499,3177893.1830 , 6954.3057,FL 2267,1457733.2645,3177890.5000 , 6955.2245,CLRD 2268, 1457745.8274,3177888.9481,6955.0212,EOA 2269, 1457754.1909,3177887.6273,6954.1509, FL 2270,1457765.4991,3177886.6781,6955.5037,GRND 2271, 1457770.8328,3178062.9142,6957 . 9826,GRND 2272 ,1457760.3575,3178063.3728,6955 .98 27,FL 2273,1457753.6407,3178064.4870,6957.2805,EOA 2274, 1457740 . 9373,3178062.7807 , 6957 .4259,CLRD 2275,1457712. 1 929,3178061.4911, 6956 . 5795,FL 2276,1457711.6427,3178061.5843,6957 . 1179,TBC 2277,1457706.6386,3178061.9483,6957.2589,TBW 2278 , 1457685.9610,3178066.2752,6957.1273,GRND 2279,1457688 . 2188,3178080.5045,6956.6803,TBW 2280,1457687.8232,3178085.4225,6956 . 4994,TBC 2281 , 1457687.9442,3178086.0752 , 6955.9514,FL 2282,1457690.0761,3178102 .1771,6956.3738,CLRD 2283,1457691.3906,3178114.7217 , 6956.4970,EOA Ayres Associates November 2005 ( ( ( ---PAGE BREAK--- 2284,1457692.3394,3178120.9309 , 6955.9536,FL 2285,1457692 . 8421,3178129.4977,6956.7776,GRND 2286,1457742.4047,3178100.4408,6957.8328,CLRD 2287,1457758.5471,3178099.4899 , 6957.8022,CLRD 2288,1457711 .6212,3178134.4265,6957.3464,GRND 2289, 1457726.7235,3178134.5438,6957.0173,FL 2290,1457730.7023,3178134.0608,6957.5656,EOA 2291, 1457742.8069,3178134.0391 ,6958.1958,CLRD 2292,1457756.0758,3178138.0081 ,6958.2148,EOA 2293, 1457763.5751,3178136.6542 , 6957.3139,FL 2294,1457769.7278,3178136.4704,6958.2647,GRND 2295,1457776.6298,3178123 . 6421, 6958.5840,GRND 2296, 1457775.5483,3178117.0517,6958.0239,FL 2297, 1457775.4803,3178112.5170,6958.2385,EOA 2298,1457774.9636,3178099.3428,6958.3588,CLRD 2299, 1457772.4399,3178085.4417, 6957.941 0,EOA 2300,1457770.4854,3178078.1039,6957.7274,FL 2301 ,1457763.3966,3178072.5397,6955 . 6488,INV 2302, 1457767.2993,3178120.2056,6956.9838,INV 2303,1457719.0226,3178282.6861,6959.7206,GRND 2304,1457728.6772,3178279 . 9049,6959.8422,FL 2305,1457731. 8884,3178280.6848,6960.1870,EOA 2306, 1457743.1990,3178280.7459,6960.6044,CLRD 2307,1457756.1253,3178280.6704,6960.4911 ,EOA 2308,1457764.2566,3178280 . 8701,6959.2255,FL 2309, 1457774.6284,3178282.9305,6961.0242,GRND 2310, 1457946.4587,3178118 . 8614,6962 . 5925,GRND 2311,1457946.2554,3178103.7630,6962 .2740,EOA 2312,1457946.0339,3178091.4090,6962.7129,CLRD 2313,1457945.6141,3178079.8238,6962.0604,EOA 2314,1457945.3341,3178072 . 6572,6961.5159,FL 2315,1457945.3995,3178060 . 7696,6961 . 8655,GRND 2316,1458224.9983,3178291.4461 , 6969.9765,GRND 2317,1458235.0813,3178291.4597,6969 . 7820,TBC 2318,1458235.5851,3178291 .4857,6969 . 3475,FL 23 19 ,1458256.0308,3178291 .3086,6970.3595,CLRD 2320,1458269.9718,3178291. 0878,6970.0521,FL 2321,1458270.4755,3178291 . 0418,6970.7215,TBC 2322,1458283.1094,3178290 . 5629,6970.6643,GRND 2323,1459037.1183,3178086.0063,6984.0542,GRND 2324,1459035.0700,3178070 . 3997,6983.1899,EOA 2325,1459035.1224,3178057 . 9510,6983.7600,CLRD 2326 ,1459033.5274,3178045 . 2652,6983 . 4367,EOA 2327,1459032.5356,3178038 . 5914,6983.3702,FL 2328,1459031.2228,3178030.6992,6984.2294,GRND 2329,1458875.1694,3177847 . 9345,6976.6211,GRND 2330,1458862.3289,3177849.1760,6975.2069 ,TBW 2331 ,1458858.6732,3177849 . 8740,6975 . 0896 ,TBC 2332,1458858.1532,3177849.9604,6974.6220,FL 2333,1458833.6587,3177850 . 6193,6975.0103,CLRD 2334,1458808.7343,3177852.8855,6974.3631 ,FL 2335,1458808.1258,3177853.0450,6974.8344,TBC 2336 ,1458798.9067,3177853 . 9506,6974 . 9537,TBW 2337 , 1458780.9469,3177854 . 6049,6974.6674,GRND 2338,1458657.0475,3177697.9749,6964.8696,INV 2339,1458429.9332,3177709 .1226,6962.9307,GRND 2340 , 1458429.6394,3177697.7086,6961.9396 ,FL 2341 ,1458429.3611,3177692.5219,6963 .0894,EOA 2342,1458428.5833,3177681 .5500,6963.4126,CL 2343 ,1458434.0522,3177666.5792,6963.4366 , EOC 2344,1458433.9571,3177665.3334,6963.4688,FL 2345,1458433.8921,3177664 . 0549,6963.7517,TOC 2346,1458260.8921,3177670.6284,6960.0988 ,TOC 2347 , 1458260.7937,3177672.1138,6960.0978,FL 2348,1458261.1049,3177673 . 0718,6960.2405,EOC 2349,1458782 . 9318,3177634 . 0864,6971.3166 , GRND 2350 ,1458785.6928,3177650 . 8491,6971.6634 ,TBC 2351,1458785.6348,3177651 .6135,6971.1813,FL 2352,1458786 . 6826,3177673.7310,6972.2098 ,CLRD 2353 ,1458789.3026,3177694.0815,6971.7935,FL 2354,1458789.1558,3177694 . 7954 ,6972.2443,TBC 2355, 1458789 . 9542,3177702.7062,6972 .6327,TBW 2356,1458790.6627,3177712.8163,6973.9281,GRND Town of Monument Stormwater Inventory - GPS Survey Data 2357,1458803.9036,3177712.6278,6973.6619,TBC 2358,1458804.3794,3177712.5486,6973 . 2195,FL 2359,1458829.0238,3177717.3672,6973.8386,CLRD 2360,1458854.6327,3177722.4184,6973.8386,FL 2361,1458858.8873,3177721.6324,6974.3301,TBW 2362,1458869.4644 , 3177719.9866,6974.3307,GRND 2363, 1458868.6879,3177698.1803,6973.6363,TBW 2364,1458868.7361 ,3177693.9198,6973.5379,TBC 2365,1458868.8509,3177693.3363,6973.0596,FL 2366,1458868.5934 , 3177668.0897,6973.7650,CLRD 2367,1458865.3836,3177649.9218,6973.2988,EOA 2368,1458865 . 0492,3177644.8889,6972.5784,FL 2369, 1458864.4283,3177644 . 3983,6973.0635,TBC 2370, 1458863.5920,3177631.4051,6972.8960,GRND 2371, 1458876.4353,3177619 . 3223,6972.4465,BLDADJ 2372, 1458849.3954,3177630.6082,6972.6981,TBC 2373,1458848.9161,3177630.4482,6972 . 2621 ,FL 2374,1458824.7485,3177632.0717,6972 .6 216,CLRD 2375,1458800.5684,3177632.7650,6971.5791,FL 2376 ,1458800.0438,3177632.8143,6971.9986,TBC 2377,1458779.5158,3177427.9306,6965.2854,INV 2378,1458794.3909,3177421.7910,6967.2419,FL 2379,1458795.2887,3177450.9144,6967.6859,FL 2380 ,1458747.5850,3177436.7467,6964.3351,FL 2381,1459138.9640,3177613.2258,6974.7920 ,GRND 2382,1459139.7747,3177627.1656,6974.6304,EOC 2383,1459140 .0177,3177628 . 5791,6974.4343,FL 2384,1459142.1234,3177655.9534,6975.5819,CLRD 2385,1459144.7986,3177681.4468 , 6974 . 9201,EOA 2386,1459144.9622,3177688.3801,6976.6439,GRND 2387,1459373.4175,3177675.7607,6978 . 4692,EOA 2388,1459373.8707,3177649.7853,6979.3220,CLRD 2389,1459374.7328,3177631.7399 , 6978.4605,FL 2390,1459374 . 8081,3177631.1148,6978.8978,TBC 2391,1459374.6242,3177619.5307,6978.3222,GRND 2392,1459363.4814,3177620.7862,6977.8080,FL 2393,1459393.4398,3177610.2619 , 6978.1782,FL 2394,1459421.3910,3177610.3166,6978.6827,CLRD 2395,1459452.5170,3177610.1095,6978.1931,FL 2396,1459453.5801, 3177610.0616,6978.6666,TBC 2397,1461329.1126,3179757 . 3975,7049.9920,CLINL 2398,1461350.4360,3179808 . 1131,7049.1161,CLINL 2399,1461390.3340,3179730.5681,7041.1644 ,TRISER 2400,1461392.9715 , 3179724 . 9574,7044.7522,TWEIRLOWSIL 2401,1461164.8887,3179308 . 1159,7024.9401,INV 2402,1461154 . 2457,3179341 . 0776,7030 . 4086,CLRD 2403,1461161 .4466,3179323.1401,7029.3119,EOA 2404,1461154.0042,3179355.7862,7030.8432,EOA 2405,1461152 . 0265,3179363.0472,7027.5986,INV 2406,1461151.3036,3179385.2848,7029.7077 ,INV 2407,1461137 . 1439,3179445.0099,7034.8572,TGRATE 2408,1461107 . 1335,3179431.4301,7038.0065,TGRATE 2409,1461085 . 2332,3179356.0615,7030.6297,INV 2410 ,1461048.3710,3179360.1243,7031.2383,INV 2411, 1461067.7004,3179357.4986 , 7033.4251,CLRD 2412, 1460806.4485,3179377.7769,7034.3551,TGRATE 2413, 1460776.7285,3179377.8637,7034.3029,TGRATE 2414, 1460612.9850,3179758.3820,7038 . 5831,CLINL 2415, 1460615.9939,3179756.2036,7038.6070,CLINL 2416, 1460563.5868,3179595.8287,7031. 1031,INV 2417,1460577.3223,3179562 . 3526,7035.1627,CURBCUT 2418,1460547.8754, 3179386.5792,7027 . 7984,INV 2419,1460544.6582,3179385.0202,7027 .4535,INV 2420,1460544.1846,3179384.7637,7032 . 3003,TOC 2421,1460577.3617,3179390.2079 , 7028.6729,INV 2422,1459906.1368,3179910.9968,7025.6772,TGRATE 2423, 1460027.3800,3179898 . 2492,7026.4039,TGRATE 2424,1460029.4147,3179898.1765,7026.4413,TGRATE 2425, 1460178 . 8943,3179884.7433,7028.3607,TGRATE 2426,1460181.4264 ,317 9884 . 5820,7028.3446,TGRATE 2 427,1459611.4296,3180147.5564,7025.5090,TPOND 2428,1459603 . 0162,3180111. 1913,7024.0361,TPOND 2429,1459613 . 64 70 ,3180091 .3498,7023.1559,TPOND Ayres Associates November 2005 ---PAGE BREAK--- 2430,1459622.8309,3180075.4587,7023.1772,TPOND 2431,1459638.3624,3180067.6863,7023 . 3433,TPOND 2432,1459656.9564,3180071.0171,7023 . 2228,TPOND 2433 , 1459679 .5207,3180085.7694,7024.1016,TPOND 2434 ,1459694.8472,3180113.6718,7025.1459,TPOND 2435,1459693 . 3766,3180128.5749,7026.3126 ,TPOND 2436,1459670.7102,3180144 .8238,7027.5206,TPOND 2437,1459645.9853,3180155.2992,7028.8691,TPOND 2438,1459627.1348,3180157.5890,7027.8143,TPOND 2439,1459611.2880,3180147.6541,7025.4986 ,TPOND 2440,1459641.7018,3180118.3419 ,7018.2131,BPOND 2441,1459634.9563,3180105.0085,7017.9261 , BPOND 2442,1459639.2486,3180096 . 6351,7016.5355,BPOND 2443,1459642.7345,3180094.2525,7016 . 5035,BPOND 2444,1459648.7679,3180093.7183,7017.4624,BPOND 2445,1459649.3100,3180093.7558,7016 .9858,BPOND 2446,1459651.6496,3180095.5650 ,7017 . 2949,BPOND 2447,1459655.5073 , 3180101.4681,7018 . 0599,BPOND 2448,1459662.8559,3180115.5133,7018.5572 ,BPOND 2449, 1459651. 8860,3180122.7995,7018.2958,BPOND 2450,1459645.4629,3180121.5056,7018.3161,BPOND 2451,1459642 . 0679,3180118.3097,7018.3087,BPOND 2452,1459638 . 0587,3180100.2756,701 7.3422,GRD BRK 2453,1459640 . 6505,31 801 06 . 5424,7017.9288,GRD BRK 2454,1459645.9609,3180109.5869,7017.8875,GRD BRK 2455,1459652 . 7183,3180105.3061,7017.6238,GRD BRK 2456,1459654.0265,3180100 . 4656,7017.7574,GRD BRK 2457,1459648.3369,3180099.6288,7017.2623,GRND 2458,1459644.4837,3180102.4130,7017.0312,GRND 2459,1459650. 161 5,3180094.2211,7017.0093,INV 2460,1459640.9362,3180095.2348,7016.1483,INV 2461 ,1459589.6732,3179874.8815,7013 . 8706,INV 2462,1459584.7394,3179866.6702,7011.7337,INV 2463,1459603.6276,31 79803.9281 ,7013.9607,INV 2464 ,1459605.0034,3179782.6432,7011.6942,INV 2465,1459590 . 3680,3 179776 . 2014,7011.1549,INV 2466,1459590.0669,3179775.8309,7016.0115 , TOC 2467,1459587 . 6411,3179889 . 5991,7020.2180 , TOC 2468,1459599 . 3976,3179836.4261,7020.0499 ,TOC 2 469, 1459599. 2538,3179836.0483,7019.5704,TOC 2470,1459601.1573,3179826.4421,7019.6159 , TOC 2471,1459601.4975 , 3179826.1477 , 7020.0504,TOC 2472,1459611.1814,3179781 . 0691,7020.7985,TOC 2473,1459610.2678 , 3179770.9828,7020.0479,TOC 2474,1459607.6794,3179765.2804,7019 . 5750,TOC 2475,1459603.8531, 3179760.6655 , 7019.0495,TOC 2476,1459598.7849 , 3179757.2866,7018.4596,TOC 2477,1459593. 1813,3179755.0268,7018.0211,TOC 2478,1459585.4854,3179753.4816 , 701 7.5385,TOC 2479,1459585.3554,3179752.9865,7017.061 6,TOC 2480,1459583.5479,3179753.3415,7017.0367,TOC 2481,1459582.7827,3179753.4054,7017.4925,TOC 2482, 1459576.8431,3179758 . 2130,7017.2569,TPOND 2483,1459565.2090,3179777.9073,7017.3188,TPOND 2484,1459569.3162,3179822.4427 ,7018.1165,TPOND 2485,1459572.3056,3179862 . 6731,7018.3795,TPOND 2486,1459572.8487,3179867.1364,7018 . 9635,TPOND 2487,1459578.5908,3179882.9182,7019.2659, TPOND 2488,1459585.9538,3179889 .8163,7019 . 7502,TPOND 2489,1459587.6665,3179889.7202,7019.5988,TPOND 2490,1459590.6607,3179874.2888,7013.0115 , BPOND 2 491,1459598.7529,31 79836.4075,7012.3656,BPOND 2492,1459605 . 4840,31 79805.5358,7012.7539,BPOND 2493,1459610.6616,3179781.4600,7012.7266 ,BPOND 2494,1459609.9281,3179771 . 1226,7014.0363,BPOND 2495,1459605.1651,3179762.0917,7016.3533,BPOND 2496 ,1459594.9208,3179755.8503,7017.1278,BPOND 2497,1459585.3938,3179753 . 6226,7016.7919,BPOND 2498,145961 0.6540,3179781.5109,7012.5943,GRD BRK 2499, 1459593.6456,3179780.5998,7012.0212,GRD BRK 2500,1459592.7724,3179779.4965,7011. 8166,GRD BRK 2501,1459590.7941 , 3179779.7826,7011 .4321,GRD BRK 2502,1459588.7452,3179782.1991,7011. 6987,GRD BRK Town of Monument Stormwater Inventory - GPS Survey Data 2503,1459584 . 8237,3179813 . 6290,7011.9025,GRD BRK 2504,1459582.1642,3179855.8499,7012.7822,GRD BRK 2505,1459584.0345,3179866.0194,7012.5667,GRD BRK 2506,1459587.7294,3179871 . 8047,7012.7003,GRD BRK 2507,1459590.9291,3179872.8422,7012.9457,GRD BRK 2508,1459553.2178,3179714.4233,7015. 8920,MH RIM 2509,1459572.4818,3179718.7246,7015.9214,CLINL 251 0,1459576.1257,3179715.9459,7016.6287,MH RIM 2511,1459594.8746,3179713.4338,7015.4073,INV 2512,1459597.5725,3179898.3080,7020.0832,TGRATE 2513,1459612. 1168,3180052.5940,7022 . 3909,CLINL 2514,1459616.5722 , 3180054.4423,7023.1421,MH RIM 2515,1459690.3468,3180049 . 7895,7023.1067,MH RIM 2516,1459685.5724,3180048.6079,7022.3739,CLINL 2517, 1459428.1732,3179331.4012 ,7008.6942,TBOX 2518, 1459438.4881, 3179335.6616,7006 .4363,INV 2519, 1459447 .4892 ,3179343.6784,7007 . 7170 , INV 2520, 1459494.3576,3179334.4191 , 7009 .4538,CLINL 2521,1459495.2759,3179335.1427,7009.8978,MH RIM 2522,1459511.0118,3179332.8509,7010.0730,MH RIM 2523,1459513 . 0601,3179333.2034,7008.8885,CLINL 2524,1459510.7790,3179335.0047,7009.0593,CLINL 2525,1459508.9856,3179333.0480,7008.9565,CLINL 2526,1459551.8936,3179386 . 2159 , 7011.1414,CLINL 2527 , 1459550.1007,3179384.6601,7012.0629,MH RIM 2528,1459426.9221,31 79341.3953,7010.1581 ,GRND 2529,1459425.6673,3179331.0296,7008.1813,FL 2530,1459425.8674,3179323.4611,7009.0518,EOA 2531 ,1459426.7208,3179311.5898,7009.0239,CLRD 2532,1459429.2306,3179298.8166,7008.6719,EOA 2533 , 1459431.4445,3179289.0603,7008 . 4263,FL 2534,1459431 . 9612,3179276.6409,7009.0060,GRND 2535,1459444.7961,3179276.5262,7008.1680,TBW 2536,1459459.9885,3179277.0330,7008.7906,EOA 2537,1459471 .4106,3179276.9088,7009.1870,CLRD 2538,1459484. 1373,3179277.8979,7008 . 5347,EOA 2539,1459488.5770,3179277 . 9912,7007.8412 ,FL 2540,1459496.5922,3179281.5281 ,7008.9748,GRND 2541,1459507.5801,3179299.3347,7008.3817,FL 2542,1459508.7568,3179302.9852,7009.6159,EOA 2543, 1459508.6727 , 3179315.9907 , 7009.8868,CLRD 2544, 1459508.9598 , 3179328.9930,7009.9698 , EOA 2545, 1459509.0935,3179343.0410,7010.4495,TBW 2546, 1459513.9816 ,3179350.4712,7010.6362,GRND 2547,1459507 . 3800,3179350.5805,7010 . 5876,TBW 2548,1459493 . 2202,3179352.3529 , 7009 . 9755,FL 2549,1459490 . 1076,3179353.0193 , 7010.3013,EOA 2550,1459476.9121,3179352.7352,7010 .70 04,CLRD 2551,1459462.2492,3179352.6883,7009 . 8353,EOA 2552,1459450.9444,3179353.9217 , 7009 . 2119,FL 2553,1459442.8612,3179354.6702,7010.2175,TBW 2554,1459474.6752,3179313.5765,7010 . 0735,CLRD 2555,1459725.7588,3179294.3133,7012.9293,GRND 2556,1459726.0664,3179305 . 9032,7012.3827,FL 2557,1459725.9504,3179308.7881, 7012.8385,EOA 2558 ,1459725.6482,31 79320.7921 ,7013.0415,CLRD 2559,1459725.4601,3179332.9192,7012.8795,EOA 2560, 1459725.1901,3179337.8400,7011.8544,FL 2561, 1459724.8951,3179343.2543,7014.4640,TOC 2562,1459724.3886,3179363.4790,7014.7110,GRND 2563,1459809.7551,3179340 . 4361 ,7013.5201,CLINL 2564,1459811 . 4816,3179342.6052,7013.4781,CLINL 2565,1459813.8393,3179340.8604,7013.5397,CLINL 2566,1459811. 7756,3179340 . 7236,7014.5940,MH RIM 2567,1459927.3664,3179349.6312 ,7018.0716,GRND 2568,1459926 . 7729,3179347.4921,7017.6056,TDITCH 2569,1459927 . 4856,3179344. 1 595,7015.2941,FL 2570,1459926.5604,3179337.2912,7017.3630,EOA 2571,1459926.2430 , 3179325.2893,7017.5184,CLRD 2572,1459925 . 3267,3179312.4109,7017.0895,EOA 2573,1459924.9468,3179308.3542,7016 . 6899,FL 2574,1459925.6011 ,3179302.2480,7017.7391,GRND 2575,1459938. 1877,31 79282.4681,7019.0412,GRND Ayres Associates November 2005 ( ( ( ---PAGE BREAK--- 2576, 1459942.083 4 ,317 9282 .0882,7018.6626 , EOA 2577, 1459951.8409,31 79280 .9029,701 9.1226 ,CLRD 2578 ,1459964.74 74 ,3179280 . 3251 ,7019.34 87,EOA 2579 ,1459973 .1673,3179279.8587,7020 . 0330 , GRND 2580, 1459991.5382,3179301 .3774 ,7020.2180 , GRND 2581,1459993. 1 993,3179310.9984,7018.8947,FL 2582 ,1459993 .4010,3179314 .1054,7019 . 2396 ,EOA 2583, 1459993.6002,3179325.6641,7019.5385,CLRD 2584 ,1459994. 4363,3179338.7344,7019.3711,EOA 2585 ,1459994.5320,3179339.0599,7019 . 4017 , EOA 2586 ,1459995 .7130,3179345.2354,7019 . 2910 ,FL 2587, 1459997 . 2099,31 79354.2452,7020.0411, TBW 2588 ,1459995.7115,3179354 . 6185,7019 . 4881,FL 2589, 1459972.0939,3179355.4849,7018.604 9,FL 2590 ,1459971 .5474 ,317 9355 .5360,7019. 2345 ,TBC 2591,1459969 .0 316,31 79344. 2017,7018.0822, TGRATE 2592 , 1460131.6253 , 3179364.5970,7024.0568 ,GRND 2593,1460131.6154,31 79355.6147,7022.414 7, TBW 2594,1460131.4668,31 79349 .4693,7021.7870,FL 2595,1460131.2927,31 79339.7078,7023.7029,EOA 2596,1460130.9317, 31793 28.0271 , 7023.8239 , CLRD 2597,1460130.7187,31 79315.4642 ,7023.6724 ,EOA 2598, 1460130.5703,3 [PHONE REDACTED],7023. 1757, FL 2599,1460130.7879,3179305.1899,7024.0426,GRND 2600, 1460361. 7041 , 3179298.2 304 , 7027.7998,GRND 2601,1460360.6414,3179305.7410,7027.7381,FL 2602,1460358.8052,3179317.0374,7028.0893, EOA 2603,1460358 .1154, 31 79329 . 4184 , 7028 . 3722,CLRD 2604,1460357 . 5375,31 79341.4977 , 7028 . 2276,EOA 2605,1460357.6218,3179353.2072,7026.6308, FL 2606,1460357.4210,3179359.1300,7027 .5945,TBW 2607,1460355 . 9053,3179371.3367,7029 . 1296,GRND 2608,1460412.9113,3179350.3778,7028 . 0193,TGRATE 2609,1460412 . 4994 , 3179368.3074 , 7029 . 1114,GRND 2610,1460412.0118,3179359.7456,7028.9909,TBW 2611 ,1460410 . 6319,3179348 . 8410,7028.3803,FL 2612,1460410 . 3752 , 3179341.4240,7028 . 6073,EOA 2613,1460408.5433,3179329.8977,7028 . 8823,CLRD 2614 ,1460409 .4819,3179312. 5059 , 7028 . 3915,EOA 2615,1460410.0903,3179308 .61 72 , 7027 .9944 ,FL 2616,1460410 . 5480 , 3179302.5510,7028.6566,GRND 2617,1460421 . 5321, 3179299.2103,7028.8649,GRND 2618,1460403 . 1289,3179299.2919,7027.8063,EOA 261 9, 1460392 . 2924 , 3179299.6259,7027.9566 , CLRD 2620,1460379 . 8968,3179299.3408,7027 .9404,EOA 2621, 14604 99 .014 5 ,3179291 .7882 ,7028.7266,GRND 2622,14604 98 . 3403,3179306.5345,7029.3534,GRND 2623,1460497 . 6507 , 3179311. 0603,7029.0359,FL 2624, 1460497.0571 ,3179317.2548,7029 . 6761,EOA 2625, 1460496 .8436,3179329 . 8959,7030.0507,CLRD 2626, 1460496 . 7238 , 31 79342 . 7092,7029.7470,EOA 2627, 1460496 . 7605,31 79344 . 3725, 7029. 4196,FL 2628, 1460495.2780,3179359 .2951,7031.9024,GRND 2629, 1460556.5803,3179362 . 8331,7032.8958,GRND 2630, 1460557.5252,3179343 .4847,7030.2805,FL 2631 ,1460557 .4722,3179342 . 9709,7030.5569,EOA 2632, 1460557.4145,3179330 . 9146,7030.7635,CLRD 2633, 1460558.7871,31 7 9318 .2739,7030 . 1780, EOA 2634, 1460558.9922,3179313 . 0879,7029.5929,FL 2635, 1460560.5121,3179292 .4720,7029 . 0232,GRND 2636, 1460549.0764,3179290 . 2633,7028 .1678,FL 2637 ,1460544. 2699,3179290 . 1343,7028.2508,EOA 2638, 1460532. 4766 ,3179289 . 9273,7028 . 7634,CLRD 2639, 1460519.0688,3179290 . 2763,7028.3994,EOA 2640, 1460514. 551 7,3179291. 0283,7027.9328 ,FL 2641 ,1460509.3894 ,3179290 . 6456,7028 . 8574,GRND 2642 ,1460657 .6444,317 9285 . 5850,7030.3344,GRND 2643 ,1460655 . 3345,3179303 .5298,7031.3412 ,GRND 2644 ,1460654 .8509,31 79312 . 9892,7030.4143,FL 2645 , 1460655.0814,3179319 . 8004,7031. 7924,EOA 2646 ,1460655.6268,31 79331.2163,7031.9532 , CLRD 2647,1460655.4864,3179343.8038,7031 . 6711,EOA 2648,1460655 .4190,31 79362.1512,7033 . 8494,GRND Town of Monument Stormwater Inventory - GPS Survey Data 2649, 1459900.4438,3178553.5555,7006.2069,GRND 2650 ,145991 5.6267,31 78551 .7163,7005.8971,EOA 2651,1459928.3696,3178551 . 5772,7006.0056,CLRD 2652,1459939.7694,3178550.9865,7005.7718,EOA 2653,1459949.9224 , 3178550.5529,7006 . 0653,GRND 2654,1459945. 1418,31 78453.4840,7003 . 3780,GRND 2655,1459939.3804 ,3178455 . 6689,7003 . 061 8,EOA 2656,1459927.7315 , 3178456.4403,7003 . 3079,CLRD 2657,1459915. 9904 , 3178456.9919,7003.3491 ,EOA 2658,1459897 . 6434 ,3178456.2814,7004 .4189,GRND 2659,1459895.6613 , 3178437.1956 , 7002.9278,GRND 2660,1459894 .4369, 3178425 .7709 , 7002.9783,CLRD 2661,1459894 .1745,3178412 .6813,7002.4487,EOA 2662,1459893. 7107 , 3178407 .3508,7002.0838,FL 2663,1459893.5724 ,3178399 . 0563 , 7001.9276,GRND 2664,1459897.6254 , 3178384 . 3128 , 7001.8811,GRND 2665, 1459911.7714,3 178384. 1624,6999.5660,FL 2666, 1459916 .4495,3178384 . 5012 , 7001.3950 ,EOA 2667, 1459927.8793,3178384 . 3158,7001 . 7829,CLRD 2668, 1459939.3811,3178384.7464,7001.4856,EOA 2669, 145994 3 . 7548,3178384 .4723,7000.6984,FL 2670, 1459959.9645,3178385.3958,7001. 5725,GRND 2671, 1459960 . 2286,3178404.9891,7001.8901,FL 2672,1459960.2199,3178410.6566,7002.7490,EOA 2673,1459959 . 8421,3178423.1823,7003 . 1 1 73,CLRD 2674 ,1459960.0007 ,3178434.6468,7002.8281,EOA 2675 ,1459960 . 2471,3178438. 1347, 7002.5103, FL 2676,1459960.3613 ,3178442.5059,7003.8427,GRND 2677,1459946.1016,3178443.4454,7001.5759,INV 2678 , 1459903 . 4225,3178400.8051,7000.5330,INV 2679,1460145.0516,3178447.9206,7006 . 0693,GRND 2680,1460143 . 5836,3178428.2954,7004.3627,FL 2681,1460143.1811,3178425.2403,7004.38 91,EOA 2682,1460142.2779,3178413.9396,7004.9299,CLRD 2683,1460141.2985,3178401.8739 , 7004.2638,EOA 2684, 1460140.3032,3178384.8088,7004 . 6333,GRND 2685 ,1459954.8709,3178238.3206 , 6997.8695,GRND 2686,1459940 . 2812,3178238.8842,6996 . 9825,FL 2687, 1459938.4292,3178239.0477,6997.231 7,EOA 2688,1459926 . 8934 ,3178239.4640,6997.9346,CLRD 2689,1459915. 6545,3178239 .6956,6997.3189,EOA 2690,1459910.2560,3178239 . 394 9,6996.2464,FL 2691,1459 902 .1266 , 3178239 . 8927,6997.7353,GRND 2692,1459894 . 6025 , 3178075.7333,6994.1247,GRND 2693,1459879.2244 , 3178050 .4495,6992.7636,FL 2694,1459879 . 0022,3178047 . 3500,6993 . 2065 ,EOA 2695,1459880.0386,3178034.9062,6993.4112 , CLRD 2696,1459879.9590,3178023.1687,6993.1636,EOA 2697,1459879.8007,3178016 . 2847,6992 . 91 79,FL 2698,1459887.1955,3177999.9372,6992.8129,GRND 2699, 1459912.0848,3177999.6934,6993 . 3423,EOA 2700, 1459924.6199,3177999.7396,6993.6995,CLRD 2701, 1459936.6184,3177999.9807,6993.8280,EOA 2702, 1459952 . 3475,3178003.0751,6994.6087 , GRND 2703, 1459954.6306,3178019.9139,6994.8438,EOA 2704,1459954 . 9091,3178031.8089,6995.1815,CLRD 2705, 1459954.6582,317804 4 .4052,6994 . 8552,EOA 2706, 1459954.7139,3178046.0529,6994 . 3120,FL 2707,1459955.7127,3178059.8066,6995.6318,GRND 2708, 1459940.1880,31 78066 . 0714,6994.2071,FL 2709, 1459936.5468,3178066 .5649 , 6994. 2839,EOA 2710,1459924 . 0771,3178068.4718,6994.4579,CLRD 2711 , 1459906.5206,3178069.4972,6993 . 9218,EOA 2712,1459903 . 4884,3178069.9419,6993 . 3529,FL 2713,14601 68 . 9041,3178054 . 2665 , 7000.1979,GRND 2714,1460168.3884,3178037.9408,6999.4601,EOA 2715,1460167.2044,3178025.1685,6999.9651,CLRD 2716,1460168.5240,3178013.7120,6999.5859,EOA 2717 ,1460163.8221,3177996.9723,6999. 1664,GRND 2718,1459948.6115,3177886. 1976,6993.2131,GRND 2719,1459935.4911, 3177886.8291 ,6992 . 3353 ,EOA 2720, 1459924.2177,3177886.7933,6992.2548,CLRD 2721 ,1459911.4586,3177886.6083 , 6991 .834 0,EOA Ayres Associates November 2005 ---PAGE BREAK--- 2722,1459909.8309,3177886.7066,6991 . 7353,FL 2723,1459904.2198,3177886.8582,6992.2090,GRND 2724 ,1459716.1020,3178002.7394,6989.7385,GRND 2725,1459716.2691,3178020 . 5991,6990.3337,GRND 2726,1459716.2071,3178022.7536,6990.0831,FL 2727,1459716.4380,3178027.7308,6990.9497,EOA 2728,1459716 . 6285,3178039.3431,6991. 1358 , CLRD 2729,1459716.8188,3178052.2463,6991.1719,EOA 2730,1459716.9218 ,3178054.3643,6990 . 8902,FL 2731,1459716 . 9185,3178056.6638,6991 . 3126,GRND 2732 ,1459717.1602,3178066.4303,6992.0831,GRND 2733,1459926.0047,3178424 . 3806,7002.9928,CLRD 2734,1459832.1381,3178405 . 2453,7001.4515,GRND 2735,1459832.4498,3178414. 7996,7002.1971,EOA 2736,1459832.9314,3178427 . 6115,7002.9219 , CLRD 2737 , 1459835.0281,3178441. 8269,7002.2271,EOA 2738,1459835.6391 ,3178445.9327 , 7002.0469,FL 2739,1459836.5948 , 3178465.6146,7002.8201,GRND 2740,1459497 .3977, 3178686.5345,7001.4433,GRND 2741,1459484 . 5135,3178687.2752,6997.9959,FL 2742,1459476.5788,3178687.3189,6999.0679,EOA 2743,1459460.4471,3178687.6123 , 6999.2607,CLRD 2744,1459447 . 7261,3178687.8244 , 6998 . 8344,EOA 2745,1459437.7348,3178688 . 9839,6998.3103,FL 2746,1459425.8249,3178689.1140,6998 . 6100,TBW 2747,1459417 . 8938,3178689.2745,6998 . 7012,GRND 2748,1459424.8956,3179018 . 1008,7003.4790,GRND 2749,1459436.1161,3179016 . 6619 , 7003.8714,TBW 2750,1459445.8559,3179015.9736,7003.3060,FL 2751, 1459454.2873,3179016.2754,7004.3775,EOA 2752,1459466.4250,3179016.4896,7004.8671,CLRD 2753, 1 [PHONE REDACTED],3179013.6058,7004.5950 ,EOA 2754, 1459483.5427,3179012. 2642,7003.6553,FL 2755,1459503.8217,3179011.8314,7006.0773 ,TBW 2756, 1459503.8899,3179011 .8409,7006.0769 ,TBW 2757, 1459513.0891 ,3179013.5736,7006.4243,TBW 2758,1459512.8564,3179019.9042,7006. 1553,TBW 2759, 1459512.7190,3179024.7696,7006.0469,EOC 2760,1459512.8005,3179024.7753,7006.0427,EOC 2761, 1459512 . 8078,3179026.2005 , 7005.5344 ,FL 2762,1459513.0946,3179036.9631,7005.8282,CLRD 2763,1459513.1371,3179048.0651,7005.6340 ,FL 2764,1459513.3339,3179049.4310,7006 . 0614,EOC 2765, 1459510.7235,3179065.4962,7006.7480,GRND 2766,1459483 . 6876,3179068 . 6849,7004 .4619,FL 2767 ,1459479 . 7238,3179068.8465,7005.3611,EOA 2768,1459468.3940,3179069.0243,7005.6985 , CLRD 2769,1459455.2965,3179069 . 0394,7005.1730,EOA 2770,1459448.8044,3179069 . 5256,7004.3617,FL 2771,1459442.2453,3179069.6543,7004.8306,TBW 2772,1459438.9914,3179069.6794,7005 . 2420,GRND 2773,1459685 . 4656,3179069 . 0282,7009.7633,GRND 2774 ,1459684.4747,3179043.8783 , 7009.9238,EOC 2775,1459684.4780,3179042.5047,7009.4325,FL 2776,1459683.6150,3179032.3529,7009.7166,CLRD 2777,1459682.8500,3179020 .5461,7009.4668,FL 2778,1459682.8187,3179019. 1376,7009.9626,EOC 2779,1459682.5196,3179014 .2192,7010.1052 ,TBW 2780,1459682.9914,3179006.4710,7010.6154 ,GRND 2781,1459908.8126,3179048.6217,7016.0117,GRND 2782, 1459907.8945 ,3179036.631 9,7015.0636,EOC 2783,1459907.7170,3179035.3281,7014.4665,FL 2784,1459907 . 2138,3179024.8021 , 7014.7293,CLRD 2785,1459906.6424,3179013.1619,7014.4739,FL 2786 , 1459906.5377, 3179011.7415,7014.9404,EOC 2787,1459906.2428,3179006.7511, 7015.0802,TBW 2788,1459908.0733,3178998.2778,7015.3388,GRND 2789 ,1459913.2364,3178997.7264,7015.1569,TBW 2790,1459932.6515,3178996.0839,7014.3053,EOA 2791,1459943.2426,3178996.1369,7014.7463,CLRD 2792,1459954 .4253,3178995.9825 , 7014.6709,EOA 2793,1459971.3501 , 3178996.3334,7015.0061,GRND 2794,1459968 .4439,3179053 . 7289 , 7015.8514,GRND Town of Monument Stormwater Inventory - GPS Survey Data 2795, 1459955.3376,3179053.1209,7016.0954,EOA 2796,1459945.8388,3179053.9314,7015.9600,CLRD 2797, 1459934.2271,3179054 . 3748,7015.3984,EOA 2798,1459917.3260,3179192.4145,7017.7903,GRND 2799,1459932.2864,3179190 . 1577,7018.6310 , GRND 2800,1459936.1425,3179189.9720,7018 . 5319,EOA 2801,1459945 . 7079,31 79189.6267,7019.0055,CLRD 2802,1459957.1772 , 3179189.7826,7019.0477, EOA 2803,1459966.6453,3179190.8261 ,7020.2149,GRND 2804,1459970.6651,3179207 . 2927,7019. 8778,EOA 2805,1459971 .4083,3179218.4561,7020.2317,CLRD 2806,1459971.5680,3179230.0796,701 9.9902 ,EOA 2807,1459971.1709 , 3179244.3702,7020.8907,GRND 2808,1459960.641 9 , 31 79246.3586,7019.8417 ,EOA 2809,1459950 . 3571, 31 79246.9288,7019 . 7415,CLRD 281 0,1459939.5134,3179247 . 5444,7019 . 3171,EOA 2811 , 1459935.7398,3179247.7031,7019.6879,GRND 281 2,1459925.0604,3179246 .8731,7018.5027,GRND 2813,1459924.6966,3179236.0487,7019 .0602,GRND 2814,1459924.1327,3179232.5093 ,7018.5400,EOA 2815,1459922.0404,3179221.1649 , 7018.7701,CLRD 2816,1459920.7775,3179208.4457,7018.1830,EOA 2817,1459922.8585,3179190.9851,7017 . 8532,GRND 2818,1459766.7716,3179204.3296,7012.7036,GRND 2819,1459766.6476,3179214.4698,7012.6219,EOA 2820,1459766.8325,3179225. 1236,7013 . 1975,CLRD 2821 ,1459767.4200,3179236.5813,7012.8147,EOA 2822,1459767.9772,31792 4 0 . 0410 , 7013.3479 , GRND 2823,1459766.5617,3179252.2318,701 2 . 9812,GRND 2824,1460323.2466,3179227 . 7707,7025.6256,GRND 2825 ,1460323.6580,3179215.4766,7025. 1034, EOA 2826 ,1460323 . 0303,3179204.7949,7025.3030,CLRD 2827,1460322.5883,3179193 . 2181,7025. 1127,EOA 2828 , 1460321.7026 ,3179186.4430,7024.8637,GRND 2829 , 1460321.6715,3179181.5674,7025.2114,GRND 2830,1459965.7671,3178846.5542,7011.8908,GRND 2831 ,1459955.6305,3178848.0660,7011.6336,GRND 2832,1459951 .2662 , 3178848.4881,7010.9414,EOA 2833 ,1459939.7291,3178848.4073,7011.4218,CLRD 2834,1459928.5894,3178848.3867,7010.8108,EOA 2835,1459914.0489 , 3178848.8305,7011.7071,GRND 2836,1459975.7280 ,3178783.8363,7009.3970,FLPAN 2837,1459971.9562,3178759.2911,7008.9452,FLPAN 2838,1459974.2283 , 31 78715.1920,7008.7842,GRND 28 39,1459978.1195 , 3178734.8340,7007.8367,GRND 2840 ,1459981.4722 , 3178757.0618,7009.2744,EOA 2841,1459983.5674 ,3178769.3582,7009.4703,CLRD 2842,1459985 . 0517,3178780.6978,7009 . 6266,EOA 2843,1459985.2515,3178782.2630,7009.5057,FL 2844, 1459985.3224,3178783.6463,7009 .9610,EOC 2845, 1459984 . 7856,3178795.1657,7010.4143,GRND 2846,1460305.6334,3178741 . 5973,7014.6994,GRND 2847, 1460303 . 3851,3178727.9305,7014.5869,EOC 2848, 1460303.2825,3178726.6125,7014.0963,FL 2849, 1460302.9458,3178725.1316,7014.3190,EOA 2850, 1460300.9527,3178714. 2093 , 7014.5136,CLRD 2851, 1460298.5136,3178701.8132, 7 014.1363,EOA 2852, 1460294.2378 , 3178679.3666,7011.9538,GRND 2853, 1460291.0886,3178666 . 6272,7013.0842,GRND 2854,1460622.6591,3178590.5350,7018.4065,GRND 2855, 1460629 . 1460,3178620. 7928 , 7015.9187,GRND 2856, 1460632.6056,3178643 . 0163,7018.7300,EOA 2857, 1460635.0645,3178655.8200,7019.1278,CLRD 2858,1460637 .4118,3178668.3113,7018.9486,FL 2859, 1460637 . 5572,3178669.4896,7019 . 3036,EOC 2860,1460638.5049,3 [PHONE REDACTED],7019.6612,GRND 2861 , 1460704 .4774,3178707 . 4366,7020.3439,FLCHAN 2862, 1460716.6933,3178763.6656,7023 . 2042,FLCHAN 2863, 1460712 . 7604,3178747.7345,7021.9276,FLCHAN 2864, 1460360.4326,3178716.7777,7014.8978,FLCHAN 2865, 1460369.6528,3178774.7628,7015.3214 ,FLCHAN 2866, 1459482 . 7186,3178799.8538,7000.4734,INV 2867,1459482.7030,3178784.4686,6999.81 74,INV Ayres Associates November 2005 ---PAGE BREAK--- 2868,1459439.8554 , 3178800 . 0442,7000 . 1746,INV 2869, 1459440. 1989,3178815.5183,7000.2617,INV 2870, 1460408.9395,3178905.4643,7016.9685,INV 2871, 1460749.9083 , 3178886.2557,7024 . 5929,INV 2872, 1460750.8682,3178878 . 3143,7024.4395,INV 3,1460842.5361,3180214 .5370,7054.9085, 3000,1461976 . 1738 , 3178052.4080,7001.0612, I NV 3001, 1461981 .4572,3178051 . 4739,7001 .2929,INV 3002, 1461973 . 6327,3 [PHONE REDACTED],7000.7213, INV 3003 ,1461968.5505 , 3178002.1632,7000.6130,INV 3004, 1461717.3723,3177865 . 1827,6990.4591,INV 3005, 1461697 . 6520,3177805.3574,6990.6566,INV 3006 ,1462417.3109,3177395.6179,6997.9338,INV 3007, 1462364.2988,3177367 . 4685,6994.9636,INV 3008,1462361 . 1830,3177371.1329,6994.7467,INV 3009,1462358 . 2359,3177374.7224,6994.8810 ,INV 3010,1462146 . 1730,3177205.3386,6990.4659,INV 3011 , 1462146.1370 , 3177198.764 7 ,6989.6354 ,INV 3012 , 1462145.5878,3177192.2170,6990.1689,INV 3013,1462495.3753,3177455.8352 , 6999.9868 , INV 3014 , 1463428.0409,3177567.5282,7027.0762,INV 3015 ,1463495.3291,3177632.1505 , 7027.4119, I NV 3016,1462368.9613,3178276 .5832,7012.2210,INV 3017,1462382.0733,3178273.0015,7012.7661, I NV 3018,1462406.9432,3178362.7349,7012.5602,INV 3019,1462394. 8963 , 31 78366.2187,7012.4609 , INV 3020,1463285.4437,3179418.0944,7069.0812 , TOC 3021 , 1463288 .7358, 3179418.7384,7063 .8838,BPOND 3022 ,1463340.6998,31 79414 .1873,7066.8575,BPOND 3023, 1463402.5667,31 794 12.2971, 7068.8478,BPOND 3024,1463405.2139,31 79432.8903,7068.7587,BPOND 3025, 1463404.0751,3179422.0524,7066.3035,INV 3026,1463398.0382,3179429.4040,7068.6478,BPOND 3027,1463374.5180,3179440 .4927,7067.8546,BPOND 3028,1463357.3621,3179518.6454,7067.5223,BPOND 3029 ,1463351.1205,3179601 . 0675,7067.4383,BPOND 3030,1463354.1188,3179645 . 6025,7068.8791 ,BPOND 3031,146 3346 .7546,3179653.6357,7068 .4430,BPOND 3032,1463262.3683,3179544 . 8129,7066 . 5979,BPOND 3033,1463215 . 3440 ,31 7 9454.9444, 7066 .1997,BPOND 3034 ,1463219.9773,3179425 . 6848,7066 .4926,BPOND 3035 ,1463283.0549,3179417.7393,7064 .3934 ,BPOND 3036,1463285 . 6197,3179391.9774,7075.9580,TPOND 3037,1463344.3762, 3179391 .9668,7074 . 7625,TPOND 3038,1463410.3609 , 3179390 .4797 ,7075 .7187,TPOND 3039,1463421.6980,3179408.2851,7076 . 1004,TPOND 3040,1463421.0592,3179426.6359,7078.7564,TPOND 3041,1463421.0843,3179426.6407,7078.7639,TPOND 3042,1463420.9192,3179434.7405,7078.3344,TPOND 3043,1463433.9976,31 79437.4042 ,7077.894 3,TPOND 3044, 1463433.9624 , 31 79441.5266,7078.0904,TPOND 3045,1463415.3859,3179443.3090 ,7078 .1017,TPOND 3046,1463403.9764,317946 7 . 7277,7080.0382,TPOND 3047, 1463395.2962 , 3179571.1646,7081.0864,TPOND 3048,1463386.0253,3179683.2188,7081.8676,TPOND 3049, 1463374.6946,3179698.9542,7079.6761 ,TPOND 3050, 1463371.8160 , 3179701 .2024 ,7077 . 9903,TPOND 3051 ,1463 368 .5918,3179703 . 5006,7079.0633 , TPOND 3052, 1463361 . 5816,3179719.8306 , 7085.4278,TPOND 3053,14 63312 . 5144,3179679.0263 ,7083.5602 , TPOND 3054, 1463232 . 3539,3 179588 . 0320,7080. 6586 ,TPOND 3055, 1463169 . 2774 ,3179511.1893,7079 .4290,TPOND 3056,1463150.5549,3179464.9642,7078.2917, TPOND 3057, 1463149.0067,3179422.3725 , 7075 . 7586 ,TPOND 3058, 1463158 . 7428,3179409.2634 ,7072 . 9315, TPOND 3059,1463179 . 9301,3179403.5607,7073.5618 ,TPOND 3060,1463209 . 7768,3179394 . 6408,7075 . 8479 ,TPOND 3061, 1463285 . 2170,3179391.9526 , 7075 . 9308, TPOND 3062,1463211.4441,3179395.4438,7075.7753,GRD BRK 3063 , 1463201. 4240,3179415.9890,7072.8156,GRD BRK 3064,1463193.7524,3179460.4734,7070 . 0631 , GRD BRK 3065,1463177.7545,3179439.5310,7071.8 404, GRD BRK 3066 , 1463175.9338,3179440.8631, 7070.8401,GRD BRK Town of Monument Stormwater Inventory - GPS Survey Data 3067, 1463172.6168,3179449.4024, 7073.0218,GRD BRK 3068, 1463175 .2124 ,3179460.3046,7072 . 9125,GRD BRK 3069, 1463181 . 7643 , 3179475.3886,7072.9259 ,GRD BRK 3070,1463910.5005,3179422.3332,7087.3126,MH RIM 3071, 1463952.9768 , 3179422 .8188,7087 .1077,MH RIM 3072,1464211.6417,31794 27 . 0469,7090. 3127 ,INV 3073,1464218 . 1318,3179521.0785,7093.0135,INV 3074,1464215.9913,3179875 . 0291,7103 .2916,INV 3075, 1464207.4401 ,31 79906 . 6748,7107 . 2235,GRND 3076, 1464196.4689,3179881 . 3647,7107.0711,GRND 3077, 1465580.7637 , 3179398.8445 ,7135.5447,INV 3078 ,1465619.0844,3179398.9821 , 7136.7569, INV 3079,1465740.7834,3179399.5614 , 7141.3132, I NV 3080,1465779.1172,3179399.8104,7142.5495,INV 3081, 1465884.7347,3 [PHONE REDACTED],7146 .4016,INV 3082,1465937.4706,3179401 . 3916,7148.5972,INV 3083 , 1466010.7271,3179400 . 6673 , 71 51 . 7317,INV 3084,1466086.3889,317 9401 . 3600 , 7154.5073,INV 3085, 1466006.9697,3179361 . 3410,7150.7526, I NV 3086 , 1465980.0200,3179361 .7487,7149.7276,INV 3087,1465875.0387,3179359 . 3798,7146.7051 ,INV 3088,1465851.1174,3179360.1522,7145.8066,INV 3089, 1465832.8011,3179359.8192,7145. 1759 ,INV 3090,1465800.2950,3179359.6067,7144.4380, I NV 3091,1465338 .1938,3179 397.6892,7127 .1085,INV 3092,1465313.4612,3179352.4859,7124 . 8528, INV 3093,1464901 .2369,3179388.3991,7115 . 2727,INV 3094,1464900.4388,3179348 . 1860,7113.7162,INV 3095,1461764.1 515,3178839.9571,7040.5598,TBOX 3096,1461717.8782,3178840.0228 , 7038.7744 ,INV 3097,1459924.3441,3180142. 1358,7031.9628,CLINL 3098,1460015 . 4896,3180328 .0691,7034 . 3621,INV 3099,1460082.8520,3180360 .1554, 7040 . 6814,HP FL 3100,1460183.8065,3180365.6999,7040.1280,CLINL 3101,1460185. 1 997 , 3180364 .46 62 , 7038.0364,FL 3102, 1 [PHONE REDACTED] ,3180338.6742,7039 . 9408, CLINL 3103, 1460380.3868,3180223.5712,7041 . 0213,CLINL 3104, 1460062.5528,3180313.0534,7034.8105,INV 3105, 1458967.5192,3183089.1159,7037 . 8655 , INV 3106, 1459039 . 9153,3183096 . 1023,7036.9445,INV 3107 ,1459173 . 7467,318 3572.7412 ,7060.4776,RISER 3108,1459186 .3670 ,3183542 .1764,7059.3848, I NV 3109 , 1459169 . 5437 ,3183373. 4004,7056.3917 ,INV 3110,1459152 .8039,3183348.1799,7056.3687, INV 3111,1458914.2907,3183365.8134,7053.5253,INV 3112,1458900.3028,3183350.0565,7053 .2803,INV 3113,1458907.2790,3183380.5572,7054 . 5147 , INV 3114, 1458903.6618,3183401.2133,7054 . 6750, INV 3115,1458785.6360,3183340 .7835, 7052 .1996,INV 3116,1458786.1573,31 83374.2760,7052.4778,INV 3117 ,1458785.1523 , 3183409. 0329,7053.6852 ,INV 3118,1458759.8465,3183425 . 8548 , 7056.5344,MH RIM 3119,1458412.6291,3183338.9166,7049.6575,INV 3120,1458442.2413 , 3183381.4456,7054.2699, TGRATE 3121,1458406.074 8 , 3183442 . 6832,7051.2853,INV 3122,1458442.5453,3183407 . 8964,7050.8187,INV 3123,1458485 . 5869,3183415.2474, 7051. 2533,INV 3124,1458506.3936 , 3183438.8715,7056.0997,MH RIM 3125,1458524 . 7901,3183497.3536 , 7056 .6864, MH RIM 3126,1458886 . 8026,3183523.6291 ,7056 . 9310 , INV 3127,1458882.7341 ,3183547.1569,7061.4129,MH RIM 3128,1458887.8784,3183588.4033,7061 .5098,MH RIM 3129,1458983.9590 ,3183615 .1659,7062 . 7577 ,TBOX 3130,1458984. 1417,3183615 . 2464,7059.3010, I NV 3131,1458978.6343 , 3180033.3272,7008.8428, TDITCH 3132,1458974. 1418,3 180034 . 1210,7007.3216,FL 3133,1458969.2488,3180035 . 2191,7008.4627 ,TBW 3134,1458963. 4552,3180036.7463,7008 .3791,TBC 3135, 1458962 . 7843,3180036.9044,7007.8787,FL 3136, 1458939 . 6517 ,3180044.2821,7008 . 3642,CLRD 3137, 1458920.0534,3180049.5360,7007 . 9836,EOA 3138, 1458913.2222,3180051. 1722,7006 . 9488,FL 3139, 1458905 . 1353,3180053.3054,7007 . 9965,TDITCH Ayres Associates November 2005 ---PAGE BREAK--- 3140,1458837.7479,3179741.8515,6999.3880,GRND 3141,1458847.1053,3179741.8885,6999.6886,GRND 3142,1458856.2097,3179741.3994,7001.3941,EOA 3143,1458875.9890,3179741.1819,7001.8883,CLRD 3144 , 1458899.6849,3179741.2077,7001.4781 ,FL 3145,1458900.0743,3179741.2094 , 7001.9795, TBC 3146,1458906.2295,3179741 . 0547,7001.9969,TBW 3147,1458915.7298,3179737.8352,7000.2194,FL 3148,1458924.4665 ,317 9737 . 6035 , 7000.6859,GRND 3149,1458913.5218,3179783 .8256 ,7000.2332,TBOX 3150,1458906.8189,3179788 . 9734 , 7002.4073,MH RIM 3151, 1458904.0748,3179787.9062,7001.4484 , CLINL 3152, 1458912.2595,3179830.4244 , 7002.5009,FL 3153,1458907.6198,3179807 .5531,7002.0854 ,FL 3154, 1458909.7612 , 3179526.4994,6998.2935,TBOX 3155, 1458900.0385,3179442.8658,6998.4740,FL 3156,1458900.0680,3179402.8383,6998.1022 ,FL 3157,1458901.8799,3179396.4103,6998.0419,FL 3158,1458902.0456,3179393.2531,6997.6949,CLINL 3159,1458904.6532,3179394.5832,6998.6197,MH RIM 3160,1458904 . 1232,3179335.7767,6998.0627, MH RI M 3161,1458927.7584,3179328.0430,6998.8128,MH RIM 3162,1458925.6125,3179326.3162,6998 . 0921,CLINL 3163,1458916 . 6116,3179327.0128,6998 .3385,FL 3164,1458937.9056,3179326.4356,6998.5839,FL 3165,1458918.5963,3179351.5017,6999 . 2345,GRND 3166,1458907 . 2514,3179351.4440,6998.5540,TBW 3167,1458901.2707,3179352 . 1473,6998.4262,TBC 3168,1458900.7087,3179352.2489,6997 . 9196,FL 3169,1458876 . 0127,3179350 . 9802,6997.9378,CLRD 3170,1458855.1170,3179350.3135,6997 . 2447,EOA 3171,1458847.0223,3179350.3119, 6996.2505,FL 3172,1458838.3124,3179350 . 5882,6997.1855,GRND 3173,1458828.6691,3179339.7080,6996.7753,GRND 3174,1458828.7972,3179327.6304,6995.4635,FL 3175, 1458828.2581,3179318.1472,6996.3254,EOA 3176,1458827.2924,3179306.1881,6996.4447,CLRD 3177,1458825.9756,3179289 . 3169,6996.1943,EOA 3178, 1458825.4692,3179281. 1210,6995.8589,FL 3179 , 1458824.6 357,3179261 .5891,6996. 7944,GRND 3180, 1458841.5411,3179260.6789 , 6996.7179,GRND 3181, 1458850.3913,31 79260.9976,6996.1023,EOA 3182,1458873.3546,3179259.4949,6996.9676,CLRD 3183,1458899.5596,3179258.2025,6996.6765,EOA 3184,1458901.7237 ,3179258.2331, 6996 . 3392,FL 3185,1458908 .1575,3179258.3936 ,6997.7907,GRND 3186,1458926.1416,3179274.9060,6998.8639 , GRND 3187,1458929 . 4076,3179284.6785,6997.4808,FL 3188,1458930.0737,3179294 . 0451, 6998.7133,EOA 3189,1458930.9080,3179306.4685,6999. 1100 , CLRD 3190,1458931.3931,3179318 . 5923,6999.0006,EOA 3191 ,1458932.0678,3179326 . 2191,6998 . 4411,FL 3192,1458932.0558 , 3179326.6028,6998.8016,TBC 3193 ,1458932 . 0694,3179338.7120,6999.6074,GRND 3194 ,1459173 . 0961,3179338 .5655,7005.0690 , GRND 3195,1459173.6794,3179325.8808,7002.9236 ,FL 3196,1459173.4928,3179320.8281,7003.7269,EOA 3197,1459173.2567,3179309.3014,7003.9449,CLRD 3198 , 1459173.6756 ,3179296.8222,7003.8994 ,EOA 3199,1459173.2971,3179286.9724,7003.0760,FL 3200,1459172.8128,3179272.5846,7003.7087,TBC 3201,1458915.0322,3179100.8792,6995.0456,GRND 3202,1458901.5132,3179101.5480,6994.2585,TBW 3203,1458895.6918,3179101.6045,6994.1329,TBC 3204,1458894.9812 ,3179101 . 6786,6993.6890,FL 3205,1458870.1146,3179103.3495,6994.3061,CLRD 3206,1458845.2360,3179104.7921,6993.7421,FL 3207,1458844.7274,3179104.7243,6994 . 1837,TBC 3208,1458840.7180,3179104.8500,6994.2651,TBW 3209, 1458834 . 5255,3179103.9903,6992.9022,GRND 3210,1458818.2245,3179105.6271,6992 . 4561,GRND 3211,1458825.2719,3178897 . 2748,6991 . 1915,GRND 3212,1458833.5363,3178896.9077,6991.1475,TBW Town of Monument Stormwater Inventory - GPS Survey Data 3213,1458838 . 8053 , 3178897.0431, 6990 . 7089,TBC 3214,1458839 . 2581,3178897. 1874 , 6990 .4160,FL 3215,1458864.0057 ,3178896.4118 , 6991.1331 , CLRD 3216,1458888.9451,3178895.7153,6990.5116,FL 3217,1458894.7495,3178895.6775,6991.0970,TBW 3218,1458907.4907,3178899.1017,6992.1175,GRND 3219,1458903.4773,3178881.9394,6991.0253,TBW 3220,1458903.2643,3178878 . 2036,6990.9008,TBC 3221,1458903. 1737,3178877.2847,6990. 4336,FL 3222,1458902.6529,3178859.1696,6990.2921 ,CLRD 3223,1458902.1567,3178841.5180,6989.9244,FL 3224,1458902.0840,3178840 .9309,6990 . 4656,TBC 3225,1458902 . 0489,3178836.0507,6990.4778,TBW 3226, 1458901.5057,3178824.8801,6991.2215 ,GRND 3227, 1458891. 2302,3178826.0268,6990.0584,TBW 3228,1458887 . 5475,3178826.8161,6989.9304,TBC 3229,1458862.4242,3178827.9498,6990 . 0856,CLRD 3230,1458837.4303 , 3178828.6534,6989.4848,FL 3231 ,1458836 . 7462,3178828.6846,6989.8544 ,TBC 3232,1458823.3602,3178839.7918 ,6990.2424,TBW 3233 ,1458823.8450,3178843 . 7706,6990.1762,TBC 3234 ,1458823.7940,3178844.4334,6989.7772,FL 3235,1458824.2525,3178864.8588,6990.0161,CLRD 3236,1458824.5823,3178880 . 1201,6990.3443,FL 3237,1458824.5623 , 3178880.5638,6990.7699,TBC 3238,1458824.2921, 3178884.7733 , 6990.8605,TBW 3239, 1458510 . 7187,3178913. 1420 , 6984 .2849,GRND 3240,1458509.9502,3178899.2301 , 6983.2737,FL 3241,1458509 . 6981, 3178893.4656 , 6983 . 5189 , EOA 3242,1458509.0806,3178880.7699 , 6983 . 9128,CLRD 3243,1458508 .4901 ,3178869.9728,6983 . 7870,EOA 3244,1458508.0515,3178864.4182,6982.6733,FL 3245,1458508 . 2055,3178858.4210 , 6983.7761,GRND 3246,1458508 . 3732 , 3178849.0455,6983.9584,GRND 3247,1458051.1493,3178854.7547 , 6973.2710,BLDADJ 3248,1458052 . 5806,3178881 . 8950,6971 . 8857,FL 3249,1458053.2653,3178893.4076,6971.7964,EOA 3250,1458054 .2452 ,3178905.4087,6971.7765, CLRD 3251,1458054.6092,3178919. 2016,6971.3673,EOA 3252,1458054.4741,3178929.7912,6971.3695,GRND 3253,1458053.8257,3178944 . 6815,6970 .1971,GRND 3254,1457963.8488,3179360.8772,6970.5035,INV 3255,1458104.2838,3179322.8323,6982.0947,MH RIM 3256,1458108.2365,3179340.4350,6976.9045,INV 3257,1458366.4773,3179337.8652,6982.6568,INV 3258,1458372.8165,3179324 . 2310,6985.4418,MH RIM 3259,1458381.7875,3179336.3214,6985.4113,MH RIM 3260, 1458647.0027,3179336.8155,6992.6264,MH RIM 3261, 1458618.8736,31 79340.1418,6991.9963,GRND 3262, 1458618.8586,3179330.3433 , 6990.3554,FL 3263, 1458619.1669,3179323.8173,6990 . 4504,EOA 3264,1458618.9021,3179311 .5559,6990.6428,CLRD 3265, 1458619.5886,3179299.0088,6990.3174,EOA 3266, 1458620.0699,3179292.0875,6990.1658,GRND 3267, 1458621 . 5255,3179277.3849,6991.3596 , GRND 3268,1458647.7897,3178490.0559,6981 . 3863, TBW 3269,1458647.1400,3178483.9145,6980.8523, TBC 3270,1458647.1301,3178483.5045,6980.2654,FL 3271,1458645.9270,3178465.8410 ,6980.6097,CLRD 3272,1458645 . 6889,3178454. 4558,6979.9596 ,EOA 3273 , 1458645.4997,3178451.7184,6979.5685,FL 3274,1458645.4321,3178434.0812,6979.9465,TBW 3275,1458505 .7214 ,3178491.7445,6977.4103,MH RIM 3276,1458289.0783,3178498.5630,6973.6098,TGRATE 3277 ,1458312 . 5298,3178443.4277,6972.6996,TGRATE 3278,1458292.9631,3178442.7847,6973 . 3443,TBC 3279,1458291 . 3742,3178448.9939,6974. 1272,TBW 3280,1458292 . 4215,3178430.3477,6973.6026,TBC 3281,1458280.1188,3178431 . 6522,6973.6224,TBW 3 282,1458274.8758,3178431.8107,6973.5049,TBC 3283,1458274.2905,3178431.9191,6972.7884,FL 3284,1458262.2127,3178432.6808,6973.2231,CLRD 3285,1458250.3336,3178433.6372,6972.9471,FL Ayres Associates November 2005 ( ( ( ---PAGE BREAK--- 3286,1458249.7105,3178433.7825,6973.6478 , TBC 3287, 1458244.7602,3178434.0119,6973.7248,TBW 3288,1458220.0349,3178435.0979,6973.0903,GRND 3289,1458223.4670,3178461.8433,6973 . 8676,TBW 3290,1458223.4736,3178466.7980,6973.7541, TBC 3291,1458223.4242,3178467.4247,6973.1243,FL 3292,1458223 . 8256,3178480.6427,6973 . 7105,CLRD 3293,1458224.4282,3178491.7867,6973.6355,EOA 3294,1458224.5854,3178496.2253,6972 . 8844,FL 3295,1458224 . 9061,3178515.7700,6974.1683,EOA 3296,1458298.8002,3178507.0773,6975.301 3,GRND 3297,1458299.5750,3178495.0563,6973.6060,FL 3298,1458299 . 3349,3178489 . 1662,6974.3297,EOA 3299,1458299.0427,3178477.9671,6974.5699,CLRD 3300,1458299.0447,3178464.3724,6973.8652,FL 3301,1458299 . 0317,3178463.8211,6974.4988,TBC 3302,1458300.6736,3178458.4837,6974.7126,TBW 3303,1458301.8664,3178442.2914 , 6973.3309,TBC 3304,1458034.4646,3178447.2037 , 6969.9554,GRND 3305,1458034.6765,3178461.5829 , 6969 . 3805,GRND 3306 , 1458034.6309,3178464.1256 , 6968.7614,FL 3307,1458034.8064 , 3178474 . 9665 , 6970.4935,EOA 3308, 1458035 . 2606,3178486.8726,6970 . 9215,CLRD 3309, 1458034 . 7115,3178498.4442,6970 . 3893 , EOA 3310,1458034.7033 , 3178501.2438,6969.7573,FL 3311,1458031 . 6787,3178514 .421 7,6970.2717 ,EOA 3312,1457962.3705, 3178507.2771,6967.3961, TGRATE 3313 , 1457 774 .1437,3178524.7034,6964.2865,GRND 3314 ,1457774.5899,3178516.5472,6963.2210,GRND 3315,1457774.4778,3178511 .9383,6963.3498,GRND 3316,1457774.6154,3178506 . 1293,6964.3878,EOA 3317,1457774.2696,3178494.3292,6964.6953,CLRD 3318,1457773.4975,3178481.5716,6964. 1257,EOA 3319,1457773.4154,3178477.1102,6962. 7785,FL 3320,1457773.4315 , 3178460.6122,6964.0862,GRND 3321,1457761 .8072,3178460.3647,6962 . 5862,FL 3322,1457753.5499,3178459.7836,6962 . 5779,EOA 3323 ,1457740.3243,3178460.3900,6962.7822,CLRD 3324,1457728.1841,3178459.8845,6962 . 350 7 ,EOA 3325,1457714.7249,3178459.8678,6961.6991,GRND 3326,1457689. 2737,3178440.5731,6961 .4002,BLDADJ 3327,1457712.6232,3178482.2496,6962 . 2339,EOA 3328,1457713.1690,3178496.1956,6962 . 7696,CLRD 3329,1457713.1202,3178507.9369,6962.5636 , EOA 3330,1457713.3442,3178516 . 694 7 ,6961.1942,FL 3331,1457712.8416,3178526.5739,6962.4671,GRND 3332,145767 7 . 5323,3178518 . 3547,6960.1710,TGRATE 3333,1457430.1727,3178536.6078,6954.2329,GRND 3334,1457430.7548,3178526.1511,6953.0335,FL 3335, 1457430 . 8982 , 3178515 . 7823,6954.4039,EOA 3336,1457430.1661,3178504.5145 , 6954.6143,CLRD 3337,1457430.0277,31 78493.6134,6954.5211,EOA 3338,1457430.5526,3 1 78489.6731,6954.3209,GRND 3339,1457429.9429,3178472.7762 , 6954.6213,GRND 3340,1457300.2175,3 1 78485.2311, 6946 . 5388,INV 3341,1457251.6392,31 78487.5689,6945.8816,INV 3342,1457283.6055,3178532.4937 , 6948.6738 ,TGRATE 3343,1457310.5878,3178534.5663,6950 . 3985 , GRND 3344,1457310.3782,3178527.4899,6949.1020,FL 3345,1457310.2211 , 3178520.5170,6950.2352,EOA 3346,1457309.2999,3178509.0050,6950.2837,CLRD 3347,1457308.9231,3178496.7496,6949.6388,EOA 3348,1457307.7213,3178476.243 1, 6946 . 8364,FL 3349,1457301.0599,3178475.6526,6946 . 7960 ,FL 3350,1457289.7514,3178474.9817,6948 . 2298,EOA 3351,1457273.8259,3178476.2856,6948.3180 , CLRD 3352,1457259 . 9664,3178477.3332,6947.9283,EOA 3353,1457251.8492,3178477.56 29,6946.3086 , FL 3354,1457239.9517,3178477.6518,6946.0263,GRND 3355,1457238 .4858 , 3178487.3633 , 6946.0985,FL 3356 , 1457238.7774,3178499.6214,6947.5312,EOA 3357,1457239.3370,3178511.7737,6948.0774,CLRD 3358,1457240 . 1804,3178523.2557,6948.0647 , EOA Town of Monument Stormwater Inventory - GPS Survey Data 3359,1457240.4545,3178526.9554,6946.9641,FL 3360,1457240.6469,3178533.8593,6947.3710,GRD BRK 3361 ,1457241 . 1789,31785 45.3258,6950.2449,GRND 3362,1457061.6231,3178567.7667,6949.4337,GRND 3363,1457061.2293 , 3178540.9600,6943.2149,GRD BRK 3364,1457061.2967,3178537 . 3022,6943.0004,FL 3365,1457060.9123,3178529.0621,6943 . 9821,EOA 3366,1457061.6516,3178517.7370 , 6944.0491,CLRD 3367,1457061.8454,3178504.6770,6943.7002,EOA 3368,1457061.5766 , 3178496.5557,6942.1667,FL 3369,1457061.6337 ,3178479.5401,6943.7466,GRND 3370 ,1456858 .1664,3178549.2455,6937.887 8,TGRATE 3371, 1456852 . 2838,3178561 .4251 , 6940.1413,GRND 3372,1456852.6872,3178549.7840,6938.2469,FL 3373 , 1456852.2730,3178536 . 0092,6938.9809,EOA 3374 ,1456851 . 7880,3178523 . 5609,6939.2480,CLRD 33 75,1456851. 5478,3178509.6752,6938.9965,EOA 3376,1456857.1658,3178501.1532,6937 . 7 646 , FL 3377, 1456854.4289,3178489.7798,6938.9869 , GRND 3378,1456808.5561,3178392.2842,6929.3846,INV 3379,1456767.2618,3178583.5345,6939. 1087,GRND 3380,1456779.6843,3178582.1934,6939. 1211, TBW 3381,1456784.7738,3178581.9578,6938.8774,TBC 3382,1456785 . 1289,3178581 . 9567,6938 . 2179,FL 3383,1456804 .1997,31 78582.2328,6939.1322 , CLRD 3384,1456815.5858,3178582.6424,6939 . 1765,EOA 3385,1456818.8446,3178582.7101,6938 . 7176,FL 3386,1456842.0691 , 3178583.7674 , 6940 . 1207,GRND 3387,1456884.5263 , 3178612. 1987,6947.9445,TPOND 3388,1456870.0724,3178652.4640,6948.3215,TPOND 3389,1456862 . 2653,3178705.9829,6947.6779,TPOND 3390,1456859.6930,3178739.9514,6947.1338,TPOND 3391,1456859 . 3750,3178764.0178,6946.1672,TPOND 3392,1456863.6366,3178790 . 6324,6945.1275,TPOND 3393,1456867.1382,3178799 . 7834,6945 . 6651,TPOND 3394, 1456882.0242,3178801.9078,6946.2187,TPOND 3395, 1456899.1939,3178801.4 713,6946.6263,TPOND 3396, 1456904.7527,3178801.0167,6946.0345,TPOND 3397 , 1456917.5385,3178800.9878,6946.7218,TPOND 3398,1456895.1804,3178600.9124,6948.0707 , TPOND 3399,1456891.0582,3178606 . 1720 ,6945.5620,TPOND 3400 ,1456889.9902,3178607.3412,6944.9079,TPOND 3401 ,1456888.9661,3178608 . 6326,6945.4176,TPOND 3402,1456859.6674,3178782.6675,6945 . 3310,GRND 3403,1456836.0457,31 78781.2042,6940 . 3640,GRND 3404 , 1456822.2782,3178781 . 2355,6939.9348,FL 3405,1456818.3276,3178781.5597,6940.3187,EOA 3406,1456807. 1265,3178782.5716,6940.4880,CLRD 3407,1456789 .1960,3178782.7804,6939.4321,FL 3408,1456788.4983 , 3178782.8875 , 6940.0148,TBC 3409,1456783.5223,3178783.0917 ,6940.1919,TBW 3410,1456772.3832,3178782.9890,6940.4515,GRND 3411,1457235.7935,3178326 . 1268,6950.6995,GRND 3412,1457244.7748,3178328.9610,6950 . 5402,GRND 3413,1457256.0471,3178327 . 6635,6950.7636,EOA 3414,1457268.7860,3178326.2327,6951.1840,CLRD 3415,1457280 .9362,3178325.8247,6951.0669,EOA 3416,1457287.8624,3178325.7718,6950.8220,FL 3417,1457296 . 3897,3178325.6257,6951. 1801, GRND 3418,1457298 .1522,3178152.5577,6949.4377,GRND 3419,1457281.4 967,3178151 .7126,6949.0526,FL 3420,1457277.9564,3178151 . 6152,6949.3096,EOA 3421, 1457264.9972,3178151.9296,6949 . 3909,CLRD 3422 ,1457252.7563,3178151.9899 , 6949.2402,EOA 3423,1457243.1976,3178152.9139,6948.4444,FL 3424,1457236.3543,3178152.7046,6948.5918,GRND 3425, 1457248.0556,3178105.9449,6948.1468,FLPAN 3426, 1457305.1189,3178083 . 0839,6950.5389,GRND 3427, 1457305.3891,3178093.6397 ,6950.0873,TBW 3428 ,1457305.9091,3178098.5161 , 6949.9686,EOC 3429, 1457306.1667,3178100.2205,6949.5178,FL 3430,1457307.4044,3178114.3389 , 6949.7351,CLRD 3431 , 1457308.0486,3178126.llll,6949.3252,EOA Ayres Associates November 2005 ---PAGE BREAK--- 3432,1457308.5669,3178132.9346,6948.7196,FL 3433,14 5 7308.6709,3178139 . 8402,6949.8584,GRND 3434 , 1457492.1863,3178134.0543,6953.601 3,GRND 3435,1457491 .5795,3178121. 5559 , 6953.6736,EOA 3436 , 1457491 .4598,3178109.5396,6953.8723,CLRD 3437,1457490.9666,3178093.9056 , 6953 . 5475,FL 3438,1457490.8324,3178092.3830 , 6954.1962,EOC 3439,1457490.5508,3178087.4329 , 6954.1805,TBW 3440,1457484.8055,3178070.9725,6953.9665,GRND 3441,1459147 . 6364,3177201 . 1707,6963.1323,INV 3442,14591 16 . 5680,31 77142 . 8503,6960 . 0964,INV 3443,1459253.6520,3177243 . 7618 ,6961.6756 , INV 3444,1459302.0145 , 3177387.8960,6964.9842,INV 3445, 1459292.7458,3177437.1914,6967.5024 , INV 3446, 1459289.2618,3177438.3812,6972.1060,TWALL 3447, 1458846.2565,3177427.6463,6965 . 8892,INV 3448, 1458817.1170 , 3177428 . 2926,6968.4702 , CLRD 3449,1458114.2313,3177308 . 1363,6945 . 3465,INV 3450,1458173.5974 , 3177353.2266,6946 . 7292,INV 3451,1458274.5443,3177397.4297,6953.2077,INV 3452,1455854 . 8471 ,3177564 . 6990,6913.11 90,CLCURBCUT 3453,1455850.5871 ,3 [PHONE REDACTED],6913.8126,FL 3454,1455843.4990 , 3177595.2377,6914.0807,FL 3455 , 1455887 . 5245,3 [PHONE REDACTED],6913.6131 ,FL 3456,1455862.2400,3177555.8702,6913.5654,FL 3457,1455883. 1796,3177531.5953,6914.1109,FL 3458,1455839.8198,3177554.0904,6912.1078,CLINL 3459 , 1455836.8124,3177552.8474 , 6913 . 0969,MH RI M 3460,1456498.4774,3176805 . 1607,6898 . 0811,CLINL 3461 ,1456505.6427,3176795.2064 , 6898.8 310,FL 3462 , 1456530.6433,3176781.3892,6899 . 1116,FL 3463, 1456496.7130,3176816 . 6261 ,6898.7816,FL 3464,1456501.3833,3176848 . 5794,6900.1854,FL 3465 , 1456298 . 2555,3176718 . 7673,6873.9550 , FL 3466,1456495 . 5844,3176804 . 0516,6899.1129 , MH RIM 3467,1455661.2135,31 77462.7251,6880.7140,INV 4000,1454881.2090,3178020.9854,6897.7712 , INV 4001,1454932 . 0319,31 78020 . 7988,6897.6286,INV 4002,1455086.1653,3178015.5739,6891.9690 , INV 4003,1455107 . 0874,3178015.7041,6891.5236 , INV 4004,1454141.4746,3177962.9793,6904. 4262,INV 4005,1454139 . 5552,3178013.1248,6905.2717,INV 4006 , 1458253.7937,3177708.7742,6958.5678,INV 4007,14581 98.4743,3177674.0979,6959 .1056,FL 4008 , 1458198.2592,3177672.8259,6959 .4274, EOC 4009 , 1458029.4738,3177678.8415,6957.2100 , EOC 4010,1458029.3881,3177680.1495,6956 . 8819,FL 4011,1457771.4760,3177690.3551,6952 . 8864,FL 4012,1457771.4173 ,3177688.8857,6953.2544,EOC 4013,1457718.2788,3177696.1923,6951 .3446,FL 4014,1454908.0473,3178734 . 3304,6909 . 8176,INV 4015, 1 [PHONE REDACTED] , 3178970.8062,6915.4324,CLINL 4016, 1454958.3511 , 3178970.8199,6916.2566,MH RIM 4017, 1454975 . 8028,3178966.2313,6916.2142,MH RIM 4018, 1454978 . 7259 , 3179007.6395,6916.1942,MH RI M 4019, 1454996 . 3006 , 3179003 . 2571,6916.2253,MH RIM 4020,1454986.0051, 3179003.3714,6915.2826,CLINL 4021, 1455227.8291 , 3178911.1103 , 6927.1463,FL 4022, 1455303.1970 , 3178917.7912 , 6930.2946,FL 4023,1455368.7930,3178955.4504 , 6931.5761,FL 4024,1455445 . 5588,3179126.0544,6929.5714,FL 4025,1455457 . 2802,3179123.7075 , 6929.4648,FL 4026,1455455.3216 , 3179125.7420 , 6928.6671,CLINL 4027,1455419.6727,3179134.2799,6928.6755,CLINL 4028,1455417.8456,3179136. 1879,6929.4695, MH RI M 4029,1455452.9805,3179190.7051 ,6929.3282,CLINL 4030,1455450.3521,3179193.8731 ,6930.1314,MH RI M 4031,1455586 . 5852,3179538. 1592,6939 . 9898,MH RI M 4032,1455589.9704,3179538.2996 , 6938.9273,CLINL 4033,1455627.2422 , 3179538.0694,6938.8972,CLINL 4034,1455629.9322,3179538.5978,6939 . 9254,MH RI M 4035, 1455667. 1339,3179556.8109,6933.0832,INV 4036,1455665.4232,3179504 . 1555,6935.6982 , TBOX Town of Monument Stormwater Inventory - GPS Survey Data 4037, 1455661 .721 8,3179502.3895,6936.7388, TBOX 4038, 1455489.9958,31 79315.6497,6935.0381 ,TRISER 4039,1452985.3147 , 3179643.4344,6889.7861, MH RIM 4040,1452986 . 4934,3179646.4548,6888.7692 , CLINL 4041 ,1452971.6966,3179601.9979,6882.8472,INV 4042,1452967.6827,3179603 . 4333,6882.6685 , INV 4043,1452933.6218 , 3179606.3 423,6888.5117,TBERM 4044 , 1452918.0179,3179582.9754 , 6887.3192, TBERM 4045, 1452904. 1731,3179556 . 0254,6887 . 9810,TBERM 4046,1452902.1154,3179551 .3567,6887.1228 ,TBERM 4047,1452900.5716,3179546.5312,6887.1039,TBERM 4048,1452898 . 3725,3179541.2836,6888. 1 178,TBERM 4049,1452896.3757,3179530.8717 , 688 8.0596,TBERM 4050,1452894.1703,3179518.0589,6888.1590, TBERM 4051,1452896 . 7965,3179510.2304,6888.3251 ,TBERM 4052, 1452936.9100,31794 84 . 5678,6887.6908, TBERM 4053, 1452967.1902,31 79462.9285,6888.3110, TBERM 4054, 1453005.4349,3179437.5678,6888.4973 , TBERM 4055, 1453042.2297,3179414.5184,6888 . 3743,TBERM 4056 , 1453086.0561,3179388.6161,6888.3583 , TBERM 4057,14531 30.2592,3179360.8312,6888.4748 , TBERM 4058,1453161.7395,3179342.1847,6888.0844,TPOND 4059,1453202.2829 , 3179318 . 0128,6887.1810 , T POND 4060,1453254 .5375,3179286.6521,6888.7843, T POND 4061 ,1453316 . 2838 , 3179258 . 6360,6890.2937,TPOND 4062,1453369.6990,3179231 . 1940,6891. 0938 , TPOND 4063,1453424 .5208,3179203 . 7362,6891. 1290,TPOND 4064, 1453498.3749 , 3179163. 1760,6892.3433,TPOND 4065,1453562.7176 , 3179133. 1044 , 6892 . 9816,TPOND 4066,1453636.3368,3179108.5714,6895.0567,TPOND 4067,1452922.4487 , 3179547.4866,6884.7423,TBOX 4068,1452863 . 4863 ,3179548.5949 , 6878.2720,INV 4069,1452863.6255,3179546.3337,6878.3803,INV 4070,1452892 . 2288,3177926.9351 , 6871.3828, I NV 4071 ,1452888 . 2183,3178009.7258,6872.3370, I NV 4072,1452894 . 3112,3178067 . 7559,6878.4535, I NV 4073,1452 8 90 . 5799,3178122.0264,6883.0456,TBOX 4074,1452891.6820,3178118 . 7448,6884.3271, TBOX Ayres Associates November 2005 ---PAGE BREAK--- APPENDIX 8 Downtown Stormwater Structure Inventory ---PAGE BREAK--- ( Town of Monument. Colorado Downtown Stormwater Structure Inventory AYRES ASSOCIATES November 2005 ---PAGE BREAK--- ( Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0101 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0101 System: Beacon Lite Outfall: Dirty Woman Creek Location: W Street O Open Field O Parking Lot O Alley O Detention Pond N-5 Street: Beacon Lite E-W Street: Buttonwood Court Description: NE Corner on north side of Buttonwood Court Structure Type: 0 Manhole @inlet Manhole Type: 0 Concrete O Brick O Other Rim Elevation: Inlet Type: 0 Grate O Curb G Combination O Other Grate Size: ~ Open Area: Grate Elevation: 7034.36 Curb Inlet Type: D Colorado Springs Standard O COOT Standard D Other _ Size: 3' Rim Elevation: Gutter Flowline Elev.: 7034.36 Position: G Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) ? Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) 1-0102 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Inlet pipe comes from north, likely roof drain from Vitamin Cottage building Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0102 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0102 System: Beacon Lite Outfall: Dirty Woman Creek Location: w Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Buttonwood Court Description: SE Corner on north side of Buttonwood Court Structure Type: D Manhole ~ Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb Iii Combination D Other Grate Size: ~ Open Area: Grate Elevation: 7034.30 Curb Inlet Type: D Colorado Springs Standard D CDOT Standard D Other Size: 3' Rim Elevation: Gutter Flowline Elev.: 7034.30 Position: G Sump D On Grade Inlet Pipe: ~ Size: ~ Inflow From: (ID#) 1-0101 Measure Down From Rim: _ Outlet Pipe: ~ Size: Flows To: (ID#) P-0101 Measure Down From Rim: Daylights At: (ID#) P-0101 Additional Notes: Righi side of curb inlet portion has fallen about 3" Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0103 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0103 System: Beacon Lite Outfall: Dirty Woman Creek Location: W Street D Open Field ~ Parking Lot D Alley D Detention Pond N-S Street: E-W Street: Description: West side of commercial driveway, 250' south of Buttonwood Court Structure Type: D Manhole 0 1nlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb ~ Combination D Other _ _ Grate Size: 6'x2' Open Area: Grate Elevation: 7038.67 Curb Inlet Type: D Colorado Springs Standard D CDOT Standard D Other _ Size: 6' Rim Elevation: _ Gutter Flowline Elev.: 7038.67 Position: ~ Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) P-0101 Measure Down From Rim: _ · . _ Daylights At: (ID#) P-0101 Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: P-0101 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: P-0101 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street D Open Field D Parking Lot D Alley ~ Detention Pond N-5 Street: Beacon Lite E-W Street: Description: East side of Beacon Lite, 250' south of Buttonwood Court Structure Type: D Manhole D 1nlet Manhole Type: D Concrete D Brick O Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard O COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump D On Grade Inlet Pipe: ~ Size: ~ Inflow From: (ID#) 1-0102 Invert: 7028.7 Inlet Pipe: ~ Size: Inflow From: (ID#) ~ Invert: 7031 .1 Daylights At: (ID#) Additional Notes: Pond outlets to Beacon Lite storm drain system Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: 1-0104 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0104 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street O Open Field O Parking Lot O Alley G Detention Pond N-S Street: Beacon Lite E-W Street: Description: East side of Beacon Lite, 250' south of Buttonwood Court Structure Type: 0 Manhole ~ Inlet Manhole Type: 0 Concrete D Brick D Other Rim Elevation: Inlet Type: G Grate D Curb G Combination G Other COOT Standard Grate Size: 3'x3'6" Open Area: Grate Elevation: 7032.30 Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other _ Size: Rim Elevation: Gutter Flowline Elev.: 7032.30 Position: G Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: HOPE Size: 18" Flows To: (ID#) Measure Down From Rim: Daylights At: (ID#) Additional Notes: 14" diameter orifice on NE side of inlet box for low flow. Invert of orifice= 7027.45 (measure down 4.5' from rim) Inlet is COOT Type Copen mesh grate Town of Monument Stormwater Structure Inventory M-0101 Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0101 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0101 System: Beacon Lite Outfall: Dirty Woman Creek Location: W Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Description: East side of Street, -380' south of Buttonwood Court Structure Type: ~ Manhole ~Inlet Manhole Type: D Concrete D Brick ~ Other Nyloplast MH with inlet rim Rim Elevation: 7028.02 Inlet Type: ~ Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: 7028.02 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: ~ Sump D On Grade Inlet Pipe: HOPE Size: Inflow From: (ID#) 1-0104 Measure Down From Rim: 3.5' - Outlet Pipe: HOPE Size: ~ Flows To: (ID#) M-0102 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Manhole with grated rim. Maximum ponding depth=6" Intercepts parking lot drainage from north side of apartment complex. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0102 - Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0102 System: Beacon Lite Outfall: Dirty Woman Creek Location: G] Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Description: East side of street at south entrance to apartment complex Structure Type: ~ Manhole @ Inlet Manhole Type: D Concrete D Brick ~ Other Nyloplast MH with Inlet rim Rim Elevation: 7018.08 Inlet Type: D Grate D Curb D Combination D Other _ Grate Size: 17" 0 Open Area: Grate Elevation: 7018.08 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: ~ Sump D On Grade Inlet Pipe: HOPE Size: ~ Inflow From: (ID#) M-0101 Measure Down From Rim: 49" Outlet Pipe: HOPE Size: _ Flows To: (ID#) 1-0105 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Manhole with grated rim. Maximum ponding depth=3" Intercepts parking lot drainage from south side of apartment complex. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0105 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0105 System: Beacon Lite Outfall: Dirty Woman Creek Location: CL] Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lile E-W Street: Air Academy Credit Union N. entry Description: NE corner, in eastern roadside swale Structure Type: D Manhole ~Inlet Manhole Type: 0 Concrete O Brick O Other Rim Elevation: Inlet Type: D Grate O Curb O Combination ~ Other 3- 32' curb open inlets Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard ~ Other Size: 3x32" Rim Elevation: 7014.59 Gutter Flowline Elev.: 7013.5 - Position: G] Sump D On Grade Inlet Pipe: HDPE Size: 18' Inflow From: (ID#) M-0102 Measure Down From Rim: lnlet Pipe: RCP Size: 24" Inflow From: (ID#) 1-0108 Measure Down From Rim: 52" Outlet Pipe: Size: _ _ Flows To: (ID#) 1-0106 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: 3 curb opening inlets, width=32" on north, east and south sides Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: 1-0106 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0106 System: Beacon Lite Outfall: Dirty Woman Creek Location: W Street O Open Field O Parking Lot O Alley O Detention Pond N-S Street: Beacon Lite E-W Street: Description: NE corner, in eastern roadside swale Structure Type: 0 Manhole w lnlet Manhole Type: 0 Concrete O Brick O Other Rim Elevation: Inlet Type: 0 Grate O Curb O Combination ~ Other 3- 32" curb open inlets Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard ~ Other Size: 6"x32" Rim Elevation: 7010.10 Gutter Flowline Elev.: 7008.9 Position: ~ Sump O On Grade Inlet Pipe: RCP Size: 21" Inflow From: (ID#) 1-0105 Measure Down From Rim: lnlet Pipe: RCP Size: 15" Inflow From: (ID#) 1-0107 Measure Down From Rim: 40" Outlet Pipe: ~ Size: 21" Flows To: (ID#) M-0104 Measure Down From Rim: Daylights At: (ID#) Additional Notes: 2 curb opening inlets, width=32" on north and east sides Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0107 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0107 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street D Open Field ~ Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: _ Description: SE corner Air Academy Credit Union parking lot Structure Type: D Manhole G] lnlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate G Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D CDOT Standard ~ Other Size: ~ RimElevation: 7012.06 GutterFlowlineElev.: 7011.14 Position: G Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: ~ Size: ~ Flows To: (10#) 1-0106 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0108 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0108 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street D Open Field G Parking Lot D Alley D Detention Pond N-S Street: E-W Street: Description: In commercial lot, -350' north of Street,, 400' west of Hwy 105 Structure Type: D Manhole ~Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: G Grate D Curb O Combination O Other Grate Size: 19"x Open Area: 2.26 sf Grate Elevation: 7025.68 ~ Curb Inlet Type: D Colorado Springs Standard D CDOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: G Sump D On Grade Inlet Pipe: HOPE Size: 18" Inflow From: (ID#) Measure Down From Rim: Inlet Pipe: CMP Size: 24" Inflow From: (ID#) Measure Down From Rim: 52" i-0109 Culvert inlet east side Highway 105 Outlet Pipe: _Bg:_ Size: Flows To: (ID#) 1-0105 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: 6" curb limits allowable headwater depth Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STO~MWATER STRUCTURE INVENTORY Structure ID: 1-0109 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0109 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street O Open Field G) Parking Lot O Alley O Detention Pond N-S Street: E-W Street: Description: In commercial lot, -500' north of Street,. 400' west of Hwy 105 Structure Type: 0 Manhole @ Inlet Manhole Type: 0 Concrete D Brick D Other Rim Elevation: Inlet Type: G) Grate D Curb O Combination O Other Grate Size: 19'x35' Open Area: 2.26 sf Grate Elevation: 7026.40 Curb Inlet Type: 0 Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: D Sump G) On Grade Inlet Pipe: HOPE Size: ~ Inflow From: (ID#) i-0110 Measure Down From Rim: Outlet Pipe: HOPE Size: Flows To: (ID#) 1-0108 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: 1-0110 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0110 System: Beacon Lite Outfall: Dirty Woman Creek Location: 0 Street D Open Field [iJ Parking Lot D Alley O Detention Pond N-S Street: E-W Street: Description: In commercial lot, -650' north of Street,, 350' west of Hwy 105 Structure Type: 0 Manhole @ Inlet Manhole Type: 0 Concrete O Brick O Other Rim Elevation: Inlet Type: [iJ Grate O Curb O Combination O Other Grate Size: 19"x35" Open Area: 2.26 sf Grate Elevation: 7028.34 Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other Size: 6' Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump G On Grade Inlet Pipe: HOPE Size: Inflow From: (ID#) Measure Down From Rim: 40" Outlet Pipe: HOPE Size: 18" Flows To: (ID#) P-0109 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0111 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0111 System: Beacon lite Outfall: Dirty Woman Creek Location: D Street D Open Field G Parking Lot D Alley D Detention Pond N-5 Street: E-W Street: Description: Rosie's Diner south parking lot, -180' west of Hwy 105 Structure Type: D Manhole ~Inlet Manhole Type: D Concrete D Brick O Other Rim Elevation: Inlet Type: G Grate D Curb D Combination D Other _ _ Grate Size: 19"x35" Open Area: 2.26 sf Grate Elevation: 7031 .96 Curb Inlet Type: D Colorado Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump ~ On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: RCP Size: _ _ Flows To: (ID#) 1-0108 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Outlet pipe apparently T's into 24-inch CMP inlet to 1-0108 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0112 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11 /02/05 Structure ID: 1-0112 System: Beacon Lite Outfall: Dirty Woman Creek Location: (ZJ Street O Open Field ~ Parking Lot O Alley O Detention Pond N..S Street: Post Office E. entry drive E-W Street: Description: Approx 125' north of Street, on west side of PO east entry drive Structure Type: D Manhole 5) Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb G Combination D Other Double sided Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard G COOT Standard G Other 2side Size: 10'x2 Rim Elevation: 7023.11 Gutter Flowline Elev.: 7022.37 Position: G Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ _ Outlet Pipe: ~ Size: Flows To: (ID#) P-0102 Measure Down From Rim: _ · · _ Daylights At: (ID#) P-0102 Additional Notes: This is a modified COOT Type-R inlet with a 10' opening on both sides Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: P-0102 Inlet pipe from 1-0112 on right (north). Outlet pipe to 1-0113 on left (west) Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11102/05 Structure ID: P-0102 System: Beacon Lite Outfall: Dirty Woman Creek Location: 0 Street D Open Field D Parking Lot D Alley Detention Pond N-S Street: East Post Office entry drive E-W Street: Description: NE corner of intersection Structure Type: D Manhole 01nlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ _ Position: D Sump D On Grade lnletPipe: ~ Size: 18" Inflow From: (ID#) 1-0112 Measure Down From Rim: _ Outlet Pipe: ~ Size: Flows To: (ID#) 1-0113 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0113 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0113 System: Beacon Lite Outfall: Dirty Woman Creek location: 0 Street D Open Field Q Parking Lot D Alley D Detention Pond N-S Street: East Post Office entry drive E-W Street: s_tr_e_e_t Description: Approx 40' north of Street, on east side of PO entry drive Structure Type: D Manhole Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate Q Curb D Combination D Other - Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard [81 COOT Standard D Other Size: 10' Rim Elevation: 7023.14 Gutter Flowline Elev.: 7022.39 Position: Q Sump D On Grade Inlet Pipe: _B9:_ Size: Inflow From: (ID#) P-0102 Measure Down From Rim: _ _ _ Outlet Pipe: _B9:_ Size: Flows To: (ID#) P-0103 Measure Down From Rim: _ Daylights At: (ID#) P-0103 Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0114 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0114 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street O Open Field ~ Parking Lot O Alley O Detention Pond N-S Street: west Post Office entry drive E-W Street: _ Description: In parking lot on west side of Post Office Building -1 50' north of 3'd Street Structure Type: 0 Manhole G:j lnlet Manhole Type: 0 Concrete O Brick D Other Rim Elevation: Inlet Type: 0 Grate ~ Curb D Combination D Other - Grate Size: Open Area: _ Grate Elevation: Curb Inlet Type: D Colorado Springs Standard rn COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ _ _ _ Position: ~ Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Ri_m: _ _ Outlet Pipe: ..BQL Size: ~ Flows To: (ID#) 1-011 5 Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Invert: 7016.2 Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: P-0103 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: P-0103 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street D Open Field D Parking Lot D Alley ~ Detention Pond N-S Street: West PO entry drive E-W Street: _ Description: North of Street between Post Office entry drives Structure Type: D Manhole Olnlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: D Sump D On Grade Inlet Pipe: Size: Measure Down From Rim: Outlet Pipe: _ Size: Measure Down From Rim: Daylights At: (ID#) P-0101 Additional Notes: Town of Monument Stormwater Structure Inventory Inflow From: (ID#) Flows To: (ID#) 1-0114 Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0115 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0115 System: Beacon lite Outfall: Dirty Woman Creek Location: D Street D Open Field D Parking Lot D Alley ~ Detention Pond N-S Street: West PO entry drive E-W Street: Description: North of Street between Post Office entry drives Structure Type: D Manhole @Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: Grate D Curb D Combination D Other Pond outlet Grate Size: 3'x3'6" Open Area: Grate Elevation: 7016.01 Curb Inlet Type: D Colorado Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: ~ Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: ~ Size: ~ Flows To: (ID#) 1-0116 Measure Down From Rim: 59" (Invert= 7011.15 Daylights At: (ID#) Additional Notes: 6" diameter orifice plate on face of inlet for low flows. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0116 1-0116 top, M-0103 front Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-011 6 System: Beacon Lite Outfall: Dirty Woman Creek Location: [Kl Street O Open Field ~ Parking Lot O Alley O Detention Pond N-S Street: West PO entry drive E-W Street: _3c..'_•..cs..ctr..ce..cec..t Description: West side of west PO entry drive Structure Type: 0 Manhole w Inlet Manhole Type: 0 Concrete O Brick O Other - Rim Elevation: Inlet Type: 0 Grate Curb D Combination D Other Grate Size: Open_Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard CDOT Standard O Other Size: 10' Rim Elevation: 7016.63 Gutter Flowline Elev.: 7015.92 Position: ~ Sump O On Grade Inlet Pipe: RCP Size: 24" Inflow From: (ID#) 1-0115 Measure Down From Rim: _ Inlet Pipe: RCP Size: 24" Inflow From: (ID#) Swale north of inlet Measure Down From Rim: Outlet Pipe: RCP Size: 24" Flows To: (ID#) M-0103 Measure Down From Rim: Daylights At: (ID#) _ Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0103 Town of Monument Stormwater Structure Inventory .l Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0103 System: Beacon lite Outfall: Dirty Woman Creek Location: 0 Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: West PO entry drive E-W Street: _ Description: NW corner, West side of west entry drive Structure Type: W Manhole 0 1nlet Manhole Type: Concrete D Brick D Other Rim Elevation: 7015.89 Inlet Type: Grate O Curb D Combination D Other Grate Size: 20.5"0 Open Area: 0.56 sf Grate Elevation: 7015.89 Curb Inlet Type: D Colorado Springs Standard O CDOT Standard O Other Size: Rim Elevation: Gutter Flowtine Elev.: _ Position: W Sump O On Grade Inlet Pipe: ~ Size: Inflow From: (ID#) 1-0116 Measure Down From Rim: ~6~7" _ _ _ Outlet Pipe: ~ Size: 24" Flows To: (ID#) M-0104 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0104 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0104 System: Beacon Lite Outfall: Dirty Woman Creek Location: Street D Open Field D Parking l ot D Alley D Detention Pond N-5 Street: Beacon Lite E-W Street: S_tr_e_e_t Description: _ Structure Type: Manhole D1n1et Manhole Type: 0 Concrete D Brick G Other Junction Box - steel cover Rim Elevation: 7008.69 Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: _ Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) M-0108 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Unable to open steel cover. Assumed that inlet pipes come from 1-0106 and M-0104. Assumed outlet pipe to south 21" parallel to Beacon Lite Road Ties into 42" RCP between M-0107 and M-0108 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0117 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ . STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0117 System: Beacon Lite Outfall: Dirty Woman Creek Location: [Kl Street D Open Field O Parking Lot D Alley D Detention Pond N-S Street: E-W Street: Description: Approx. 450' east of Beacon Lite, north side Structure Type: D Manhole W Inlet Manhole Type: 0 Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate Curb D Combination D Other - - Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard COOT Standard D Other Size: 5' Rim Elevation: 7002.41 Gutter Flowline Elev.: 7001.45 Position: D Sump On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) 1-0118 Measure Down From Rim: Daylights At: (ID#) - Additional Notes: This inlet is directly connected to 1-0118, by a short pipe segment Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0118 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0118 System: Beacon Lite Outfall: Dirty Woman Creek Location: [RJ Street Open Field O Parking Lot O Alley O Detention Pond N-S Street: E-W Street: _2_"_•_s_tr~e_et _ _ Description: Approx. 450' east of Beacon Lite, north side Structure Type: 0 Manhole 0 1nlet Manhole Type: 0 Concrete O Brick O Other Rim Elevation: Inlet Type: Grate O Curb O Combination O Other Grate Size: 2x Type C Open Area: Grate Elevation: 7000.23 Curb Inlet Type: .O Colorado Springs Standard O CDOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: ~ Sump O On Grade Inlet Pipe: .BfL Size: Inflow From: (ID#) 1-0117 Measure Down From Rim: _ Outlet Pipe: .BfL Size: Flows To: (ID#) 1-0119 Measure Down From Rim: 64" Daylights At: (ID#) Additional Notes: Inlet is located directly north of north sidewalk to collect local runoff. Inlet 1-0117 ties directly to this inlet (collects street runoff. Town of Monument Stonmwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0119 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0119 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street ~ Open Field D Parking Lot D Alley D Detention Pond N-S Street: E-W Street: _ Description: Approx. 200' east of Beacon Lite, north side shoulder behind sidewalk Structure Type: D Manhole @Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: Grate O Curb D Combination O Other _ Grate Size: 2x Type C Open Area: Grate Elevation: 6998.29 Curb Inlet Type: D Colorado Springs Standard D COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: ~ Sump O On Grade Inlet Pipe: __Bgf__ Size: Inflow From: (ID#) 1-0118 Measure Down From Rim: _ Outlet Pipe: __Bgf__ Size: Flows To: (ID#) 1-0120 Measure Down From Rim: Daylights At: (ID#) _ Additional Notes: Inlet is located directly north of north sidewalk to collect local runoff. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: 1-0120 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0120 System: Beacon Lite Outfall: Dirty Woman Creek Location: [Kl Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: _ Description: NE Corner, north side of 200 Street Structure Type: D Manhole @inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard CDOT Standard D Other Size: Rim Elevation: 6998.62 Gutter Flowline Elev.: 6997.69 Position: Sump O On Grade Inlet Pipe: RCP Size: 30" Inflow From: (ID#) 1-0119 Measure Down From Rim: _ Outlet Pipe: Size: Flows To: (ID#) M-0105 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0121 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0121 System: Beacon Lite Outfall: Dirty Woman Creek Location: [Kl Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: _ Description: NE Corner, east side of Beacon Lite at PCR Structure Type: D Manhole ~ Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: 0 Grate Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard COOT Standard D Other Size: 6' Rim Elevation: 6998.81 Gutter Flowline Elev.: 6998.09 Position: Sump O On Grade Inlet Pipe: _n/_a Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: ~ Size: Flows To: (ID#) M-0105 Measure Down From Rim: _ Daylights At: (ID#) _ Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0105 Manhole Rim located at NE corner of intersection at foot of pedestrian ramp. I ! 21" RCP i From M-0104 i i I-Oi21 ! Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0105 System: Beacon Lite Outfall: Dirty Woman Creek Location: [Kl Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: _2""_s_t_re_e_t _ _ Description: At NE corner Structure Type: G Manhole D1n1et Manhole Type: G Concrete D Brick D Other Rim Elevation: 6998.06 Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: RCP Size: 18" Inflow From: (ID#) 1-0121 (north) Measure Down From Rim: _ _ _ Inlet Pipe: RCP Size: 30" Inflow From: (ID#) 1-0120 (east) Measure Down From Rim: 85" Outlet Pipe: ~ Size: ~ Flows To: (ID#) M-0106 Measure Down From Rim: _ _ _ Daylights At: (ID#) _ Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0106 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11 /02/05 Structure ID: M-0106 System: Beacon Lite Outfall: Dirty Woman Creek Location: 0 Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Description: Approx. 250' south of Street, east side of Beacon Lite Structure Type: ~ Manhole O lnlet Manhole Type: Concrete D Brick D Other Rim Elevation: 6992.63 Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: D Sump D On Grade Inlet Pipe: Size: 2Q:__ Inflow From: (ID#) M-0105 Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) M-0107 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0107 21" RCP From M-0104 M-0108 42" RCP I !130" RCP From M-0106 M-0107 24" RCP Flared End Section Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0107 System: Beacon Lite Outfall: Dirty Woman Creek Location: 0 Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon lite E-W Street: Description: Approx. 520' south of Street, east side of Beacon Lite Structure Type: ~ Manhole D1nlet Manhole Type: Concrete O Brick O Other Rim Elevation: 6985.41 Inlet Type: 0 Grate O Curb O Combination O Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O CDOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: D Sump D On Grade Inlet Pipe: Size: ~ Inflow From: (ID#) M-0106 (north) Measure Down From Rim: _ Outlet Pipe: Size: ~ Flows To: (ID#) M-0108 (southwest) Measure Down From Rim: Daylights At: (ID#) _ _ Additional Notes: Between M-0107 and M-0108, the 24"RCP from M-0104 intersects and discharges into the 42" pipe. Assume 24" crown is equal to 42" crown. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0108 21" RCP From M-0104 M-0108 42-RCP ! 130" RCP FromM-0106 M-0107 24" RCP Flared End Section Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0108 System: Beacon Lite Outfall: Dirty Woman Creek Location: 0 Street D Open Field D Parking Lot D Alley D Detention Pond N-5 Street: Beacon Lite E-W Street: Description: Approx. 530' south of Street, east side of Beacon Lite Structure Type: G Manhole D1nlet Manhole Type: Concrete D Brick D Other Rim Elevation: 6985.44 Inlet Type: D Grate D Curb D Combination D Other _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: D Sump D On Grade Inlet Pipe: Size: ~ Inflow From: {ID#) M-0107 (northeast) Measure Down From Rim: 0utlet Pipe: Size: ~ Flows To: (ID#) M-0109 (south} Measure Down From Rim: 78" Daylights At: {ID#) _ _ Additional Notes: Between M-0107 and M-0108, the 24"RCP from M-0104 intersects and discharges into the 42" pipe. Assume 24" crown is equal to 42" crown. Approximately 15 feet south of M-0108, a 24" RCP connects into the 42" RCP from the east (see photo, left). 24" crown is equal to 42" crown. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0109 I 42" RCP M-0109 30"RCP FromM-0108 \ Town of Monument Slormwater Structure Inventory 24" RCP Flared End Section Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0109 System: Beacon Lile Outfall: Dirty Woman Creek Location: 0 Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lile E-W Street: Description: Approx. 800' south of Street, east side of Beacon Lile Structure Type: ~ Manhole Olnle! Manhole Type: Concrete O Brick D Other Rim Elevation: 6982.09 Inlet Type: D Grate O Curb O Combination O Other _ _ _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O CDOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: 0 Sump D On Grade Inlet Pipe: Size: ~ Inflow From: (ID#) M-0108 (north) Measure Down From Rim: _7c...c7_" _ Outlet Pipe: Size: ~ Flows To: (ID#) outlet Measure Down From Rim: _77_" _ Daylights At: (ID#) Outlet into open channel, on the east side of Santa Fe Trail to Di_rty_ Woman Creek Additional Notes: Approximately 1 O feet south of M-0109, a 24" RCP connects into !he 42" RCP from the east (see photo, left). Pipe inlet is partially buried by parking lo! fill. Assume 24" crown is equal to 42" crown. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 0-0101 - Beacon Lite System Outfall Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 0-0101 System: Beacon Lite Outfall: Dirty Woman Creek Location: D Street [lg Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite / SF Trail E-W Street: Description: East side of Santa Fe Trail south of crossing of Beacon Lite Road Structure Type: D Manhole O lnlet @Outlet Manhole Type: 0 Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other - - Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) M-0109 (north) Measure Down From Rim: _ Outlet Pipe: RCP Size: ~ Flows To: (ID#) Dirty Woman Creek Outlet Pipe Elevation: 6970.5 Daylights At: (ID#) Outlet into open channel, on the east side of Santa Fe Trail to Dirty Woman Creek Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- ( Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0201 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0201 System: Jefferson Outfall: Dirty Woman Creek Location: 0 Street O Open Field O Parking Lot O Alley O Detention Pond N-S Street: Jefferson Street E-W Street: Street Description: NE corner, at PCR, east side of Jefferson Street Structure Type: 0 Manhole [Kl Inlet Manhole Type: 0 Concrete O Brick O Other Rim Elevation: Inlet Type: 0 Grate O Curb . 0 Combination ~ Other Collection Box Grate Size: n/a Open Area: Top Elevation: 6984.9 Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: ~ Size: Flows To: (ID#) M-0201 (south) Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Collection Box, with steel cover - top dimensions of 4' x Approximate 24" RCP leaves to the south. 43" measure-down taken on north end. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0202 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11 /02/05 Structure ID: 1-0202 System: Jefferson Outfall: Dirty Woman Creek Location: W Street D Open Field D Parking Lot · D Alley D Detention Pond N-S Street: Jefferson Street E-W Street: _ Description: NE corner, at PCR, north side of Street Structure Type: D Manhole Inlet Manhole Type: 0 Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate Curb D Combination O Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard O COOT Standard Other Size: 4' Rim Elevation: Gutter Flowline Elev.: 6984.27 Position: D Sump On Grade Slope: _ _ _ Inlet Pipe: n/a Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: CMP Size: Flows To: (ID#) 24" RCP btwn 1-0201 and M-0201 Measure Dow n From Rim: Daylights At: (ID#) Additional Notes: Note additional bars (intended to catch debris?) on front of curb opening. Outlet pipe flows to west, assumed to Tee into 24" storm drain between 1-0201 and M-0201. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: 1-0203 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0203 System: Jefferson Outfall: Dirty Woman Creek Location: 0 Street O Open Field O Parking Lot D Alley D Detention Pond N-S Street: Jefferson Street E-W Street: Description: SE corner, at PCR, south side of Street Structure Type: D Manhole Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D CDOT Standard Other Size: 4' Rim Elevation: 6984.94 Gutter Flowline Elev.: 6983.92 Position: D Sump On Grade Slope: _ Inlet Pipe: n/a Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: CMP Size: Flows To: (ID#) 24" RCP btwn 1-0201 and M-0201 Measure Down From Rim: Daylights At: (ID#) Additional Notes: Note additional bars (intended to catch debris?) on front of curb opening. Outlet pipe flows to west, assumed to Tee into 24" storm drain between J-0201 and M-0201 . Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0201 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0201 System: Jefferson Outfall: Dirty Woman Creek Location: GJ Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Jefferson Street E-WStreet: Description: East side of Jefferson Street, approx 350' south of Street Structure Type: Manhole O lnlet Manhole Type: Concrete D Brick D Other Rim Elevation: 6977.41 Inlet Type: D Grate D Curb D Combination D Other Collection Box Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: _ Gutter Flowline Elev.: _ Position: D Sump D On Grade Inlet Pipe: ~ Size: Inflow From: (ID#) 1-0102 Measure Down From Rim: _ _ _ Outlet Pipe: ~ Size: ~ Flows To: (ID#) 1-0204 Measure Down From Rim: Daylights At: (ID#) _ Additional Notes: No picture or measure-down. Outlet pipe assumed by inventory of 1-0204. Somewhere between 1-0201 and 1-0204, pipe size increases from 24" to 30" Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: 1-0204 Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11 /02/05 Structure ID: 1-0204 System: Jefferson Outfall: Dirty Woman Creek Location: [Kl Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Jefferson Street E-W Street: _ 1 '_'~S~tr~e~e~t _ Description: East side of Jefferson Street in roadside swale (NE corner) Structure Type: D Manhole [B Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: Grate D Curb D Combination D Other Grate Size: . 20"x20" Open Area: Grate Elevation: 6973.61 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: RCP Size: ~ Inflow From: (ID#) M-0201 (north) Measure Down From Rim: _ Inlet Pipe: PVC Size: 12" Inflow From: (ID#) 1-0205 (west) Measure Down From Rim: 34" Outlet Pipe: __Bgf_ Size: ~ Flows To: (ID#) M-0202 Measure Down From Rim: _ Daylights At: (ID#) _ Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0205 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0205 System: Jefferson Outfall: Dirty Woman Creek Location: D Street O Open Field Parking Lot O Alley D Detention Pond N-S Street: Jefferson Street E-W Street: 1 Description: NW corner, in SE corner of parking lot Structure Type: D Manhole Inlet Manhole Type: D Concrete O Brick D Other Rim Elevation: Inlet Type: D Grate Curb D Combination O Other _ Grate Size: 20.5" 0 Open Area: 0.56 sf Grate Elevation: 6972.70 Curb Inlet Type: D Colorado Springs Standard D CDOT Standard Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: ~ Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: PVC Size: Flows To: (ID#) 1-0204 Measure Down From Rim: Daylights At: (ID#) _ _ Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0202 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0202 System: Jefferson Outfall: Dirty Woman Creek Location: [Kl Street D Open Field D Parking Lot O Alley O Detention Pond N-5 Street: Jefferson Street E-W Street: Description: East side of Jefferson Street in roadside swale, between 1 •1 and Lincoln Streets Structure Type: Manhole [RI Inlet Manhole Type: 0 Concrete O Brick Other _ Rim Elevation: 6967.40 Inlet Type: 0 Grate Curb O Combinalion D Olher _ Grate Size: 17.5" 0 Open Area: 1.11 sf Grate Elevation: 6967.40 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: HOPE Size: Inflow From: (ID#) 1-0204 Measure Down From Rim: Outlet Pipe: HOPE Size: ~ Flows To: (ID#) M-0203 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0203 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0203 System: Jefferson Outfall: Dirty Woman Creek Location: Street O Open Field O Parking Lot O Alley O Detention Pond N-S Street: Jefferson Street E-W Street: Lincoln Avenue Description: East side of Jefferson Street in roadside swale, south of Lincoln Avenue Structure Type: Manhole [RI Inlet Manhole Type: 0 Concrete O Brick Other Rim Elevation: 6960.17 Inlet Type: 0 Grate Curb O Combination O Other - Grate Size: 17.5" 0 Open Area: 1.11 sf Grate Elevation: 6960.17 Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump O On Grade Inlet Pipe: HOPE Size: Inflow From: (ID#) M-0202 Measure Down From Rim: _ _ _ Outlet Pipe: HOPE Size: .lQ2_ Flows To: (ID#) M-0204 Measure Down From Rim: Daylights At: (ID#) Additional Notes: 18" CMP riser with grated manhole rim as inlet. Note, inlet was partially buried with riprap prior to inventory. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- - STORMWATER STRUCTURE INVENTORY Structure ID: M-0204 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0204 System: Jefferson Outfall: Dirty Woman Creek Location: [Kl Street O Open Field O Parking Lot O Alley O Detention Pond N-S Street: Jefferson Street E-W Street: Avenue Description: NE corner in eastern roadside swale Structure Type: Manhole ~ Inlet Manhole Type: 0 Concrete O Brick Other _ Rim Elevation: 6948.67 Inlet Type: 0 Grate Curb O Combination O Other Grate Size: 17.5" 0 Open Area: 1.11 sf Grate Elevation: 6948.67 Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump O On Grade Inlet Pipe: HOPE Size: Inflow From: (ID#) M-0203 Measure Down From Rim: Outlet Pipe: HOPE Size: ~ Flows To: (ID#) M-0205 Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: M-0205 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: M-0205 System: Jefferson Outfall: Dirty Woman Creek Location: Street O Open Field O Parking Lot O Alley D Detention Pond N-S Street: Jefferson Street E-W Street: Santa Fe Avenue Description: NE corner in eastern roadside swale Structure Type: Qg Manhole Inlet Manhole Type: 0 Concrete O Brick Qg Other 12" PVC Riser pipe Rim Elevation: 6937.89 Inlet Type: 0 Grate Qg Curb O Combination O Other - Grate Size: ~ Open Area: 0.39 sf Grate Elevation: 6937.89 Curb Inlet Type: 0 Colorado Springs Standard O CDOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: 0 Sump O On Grade Inlet Pipe: HOPE Size: Inflow From: (ID#) M-0204 Measure Down From Rim: 0utlet Pipe: HOPE Size: Flows To: (ID#) Measure Down From Rim: _ Daylights At: (ID#) Outlet west of manhole to swale along· east side of railroad Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 0 -0201 - Jefferson System Outfall Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 0-0201 System: Jefferson Outfall: Dirty Woman Creek Location: D Street Open Field D Parking Lot D Alley D Detention Pond N-S Street: Jefferson E-W Street: Santa Fe Description: West of intersection approximately 120 feet. Outlet to Railroad swale. Structure Type: D Manhole D1n1et woutlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ Position: D Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) M-0205 (east) Measure Down From Rim: Outlet Pipe: HOPE Size: Flows To: (ID#) Dirty Woman Creek Outlet Pipe Elevation: 6929.4 Daylights At: (ID#) Outlet into open channel, on the west side of Railroad. Additional Notes: There is an approximate 90 degree bend in the pipe immediately upstream of the outlet. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0301 - Front Street System Inlet Town of Monument Stormwater Structure Inventory tJ'6",. Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0301 System: Front Outfall: Dirty Woman Creek Location: [RJ Street O Open Field O Parking Lot O Alley O Detention Pond N-S Street: Front E-W Street: South of Second Description: At the end of east gutter Structure Type: D Manhole Inlet D Outlet Manhole Type: D Concrete O Brick O Other Rim Elevation: Inlet Type: 0 Grate O Curb O Combination [8J Other _ _ _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: 6964.87 Position: 0 Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: Size: Flows To: (ID#) _ _ Outlet Pipe Elevation: 6964.87 Daylights At: (ID#) - - - Additional Notes: 24" RCP with grooved end projecting. Trash rack prevents large debris. Steel frame present to keep vehicles out of inlet hole. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 0-0301 - Front Street System Outfall Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11102/05 Structure ID: 0-0301 System: Front Outfall: Dirty Woman Creek Location: Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Front E-W Street: _L_i_n_co_l_n _ Description: West side of Front and Lincoln intersection into railroad swale Structure Type: D Manhole 0 1nlet 0outlet Manhole Type: D Concrete D Brick D Other _ Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D CDOT Standard D Other· Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) 1-0301 (north) Measure Down From Rim: _ Outlet Pipe: Size: 24" Flows To: (ID#) Di.!:!Y Woman Creek Outlet Pipe Elevation: 6948.2 Daylights At: (ID#) Outlet into open channel, on the west side of Railroad. Additional Notes: There is another pipe outlet at this location, which is a road drainage culvert from the northeast corner of Front and Lincoln. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0401 - Third Street Railroad Culvert Above: 48" RCP culvert inlet Right: Channel leading to culvert, parallel to UP Railroad (looking north). Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0401 System: Third Outfall: Monument Lake Location: D Street D Open Field D Parking Lot Alley D Detention Pond N-S Street: UP Rairoad E-W Street: Description: At west end of Third Street Structure Type: D Manhole Inlet D0u11et Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination Other _4_8_"_R_C_P _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: 6967.50 Position: 0 Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ _ _ _ Outlet Pipe: ~ Size: ~ Flows To: (ID#) 1 _ _ Outlet Pipe Elevation: 6967.50 Daylights At: (ID#) Additional Notes: 48" RCP with grooved end projecting. Surveyed overlapping to south at elevation 6972.1 . Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ . ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 0-0401 - Third Street Railroad Culvert Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 0 -0401 System: Third Outfall: Monument Lake Location: D Street Open Field D Parking Lot D Alley D Detention Pond N-S Street: UP Railroad E-W Street: Description: Structure Type: D Manhole 0 1nlet woutlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) 1-0401 (east) Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) Monument Lake Outlet Pipe Elevation: 6964.98 Daylights At: (ID#) Outlet into Detention Pond on the west side of Railroad. Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0402 - Kerr Addition Detention Pond outlet Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11 /02/05 Structure ID: 1-0402 System: Third Outfall: Monument Lake Location: D Street O Open Field D Parking Lot O Alley Detention Pond N-S Street: Milchell E·W Street: Extension of Third Description: Outlet to Kerr Addition detention pond Structure Type: D Manhole Inlet Ooutlet Manhole Type: 0 Concrete O Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combinalion Other _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: 6961.68 Position: 0 Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: CMP Size: ~ Flows To: (ID#) Across Mitchell Drive Outlet Pipe Elevation: Daylights At: (ID#) Additional Notes: 42" RCP wilh thin edge projecting. Town of Monument Stormwater Structure Inventory 6961.68 Ayres Associates November 2005 ~ ---PAGE BREAK--- ( Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0501 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0501 System: Cr. Outfall: Creek Location: 0 Street D Open Field Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Highway 105 Description: Inlet for development northeast·of intersection Structure Type: D Manhole ~Inlet Manhole Type: D Concrete D Brick D Other _ Rim Elevation: Inlet Type: D Grate Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: Colorado Springs Standard D COOT Standard D Other Size: 2 x 10' Rim Elevation: Gutter Flowline Elev.: 7049.1 Position: Sump D On Grade Inlet Pipe: n/a Size: Inflow From: (ID#) Measure Down From Rim: Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) P-0501 Measure Down From Rim: _ _ _ _ Daylights At: (ID#) Additional Notes: Inlet manhole or pipe flowlines not measured Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0502 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 16'3'. STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0502 System: Cr. Outfall: Creek Location: D Street D Open Field Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Highway 105 Description: Inlet for development northeast of intersection Structure Type: D Manhole I] Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: Grate D Curb D Combination D Other - Grate Size: 24" x 42" Open Area: Grate Elevation: 7050.0 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: Sump D On Grade Inlet Pipe: n/a Size: Inflow From: (ID#) Measure Down From Rim: _ Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: Size: Flows To: (ID#) Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Pipe flowlines not measured Town of Monument Stormwater Structure Inventory P-0501 Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: P-0501 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: P-0501 System: Cr. Outfall: Creek Location: D Street O Open Field D Parking Lot D Alley ~ Detention Pond N-S Street: Beacon Lite E-W Street: Highway 105 Description: Detention Pond for development northeast of intersection Structure Type: D Manhole D 1nlet Manhole Type: 0 Concrete O Brick D Other Rim Elevation: Inlet Type: D Grate O Curb O Combination Other 18" Riser Pipe Grate Size: Open Area: 1.77 sf Grate Elevation: 7041.16 Curb Inlet Type: 0 Colorado Springs Standard O CDOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: Size: Flows To: (ID#) C_rystal Creek Measure Down From Rim: Daylights At: (ID#) Creek u/s of Beacon Lite Additional Notes: Low flows discharged through 18" riser pipe. High flows discharge over concrete weir wall. Weir is stepped. Low weir spill at elevation 7044. 75, with a weir length of 126 feet. High weir spill at elevation 7045.25, with a weir length of 80 feet. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0503 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0503 System: Cr. Outfall: Creek Location: D Street D Open Field Parking Lot D Alley O Detention Pond N-S Street: Beacon Lite E-W Street: Highway 105 Description: Inlet for development southeast of intersection Structure Type: 0 Manhole G1nlet Manhole Type: 0 Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate O Curb Combination O Other - Grate Size: 39' x 24" Open Area: Grate Elevation: 7038.0 Curb Inlet Type: 0 Colorado Springs Standard COOT Standard D Other Size: 39" Rim Elevation: Gutter Flowline Elev.: Position: Sump D On Grade Inlet Pipe: n/a Size: Inflow From: (ID#) Measure Down From Rim: _ Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: ~ Size: Flows To: (ID#) Measure Down From Rim: _ Daylights At: (ID#) Additional Notes: Pipe flowlines not measured Town of Monument Stormwater Structure Inventory 1-0504 Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0504 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0504 System: Cr. Outfall: Creek Location: [Kl Street D Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Highway 105 Description: Southeast corner of intersection Structure Type: D Manhole Ii] Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: Grate D Curb D Combination D Other COOT Type C Grate Size: 3' x 3'6" Open Area: Grate Elevation: 7034.9 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: 39" Rim Elevation: Gutter Flowline Elev.: Position: [Jg Sump D On Grade Inlet Pipe: PVC Size: 10" Inflow From: (10#) Measure Down From Rim: _ Inlet Pipe: Size: Inflow From: (10#) Measure Down From Rim: Outlet Pipe: ~ Size: Flows To: (ID#) Measure Down From Rim: _ _ Daylights At: (ID#) Additional Notes: Pipe flowlines not measured Town of Monument Stormwater Structure Inventory 1-0503 South roadside ditch Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0601 - Wolf Business Park System Town of Monument Stormwaler Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11 /02/05 Structure ID: 1-0601 System: Wolf B. Park Outfall: Creek Location: 0 Street Open Field O Parking Loi O Alley D Detention Pond N-5 Street: Beacon Lile E-W Street: Description: North of Wolf Business Park, Approximately 500 feet east of Beacon Lile Structure Type: 0 Manhole CR] Inlet Ooutlel Manhole Type: 0 Concrete O Brick O Other - - Rim Elevation: Inlet Type: 0 Grate O Curb O Combination Other 29" x 45" HERCP Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard O Other Size: Rim Elevation: Gutter Flowline Elev.: 7103.3 Position: 0 Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: HERCP Size: 29" x 45" Flows To: (ID#) Outlet Pipe Elevation: 7103.3 Daylights At: (ID#) Additional Notes: 29" x 45" HERCP with flared end section. Surveyed overtopping to south at elevation 7107.1 . Town of Monument Stormwater Structure Inventory 0-0601 Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 0-0601 - Wolf Business Park System 29" x 45" HERCP outlet (top left) Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 0-0601 System: Wolf B. Park Outfall: Creek Location: D Street Open Field O ·Parking Lot O Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Description: East of Beacon Lite. north side of Wolf Business Park Structure Type: 0 Manhole D 1n1et woutlet Manhole Type: D Concrete O Brick O Other Rim Elevation: Inlet Type: 0 Grate O Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard O COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: 0 Sump O On Grade Inlet Pipe: Size: Measure Down From Rim: Outlet Pipe: HERCP Size: Outlet Pipe Elevation: Inflow From: (10#) 1-0601 (east) 29" X 45" 7093.0 Flows To: (ID#) _ _ _ Daylights At: (ID#) Upstream of 1-0602 Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0602 - Wolf Business Park System 48" RCP flared end section (right) Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0602 System: Wolf B. Park Outfall: Creek Location: D Street Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Description: east of Beacon Lite, North of Wolf Business Park Structure Type: D Manhole [RJ Inlet Ooutlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination Other _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: _ Gutter Flowline Elev.: 7090.31 Position: D Sump D On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: _ Outlet Pipe: RCP Size: Outlet Pipe Elevation: Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory 7090.31 Flows To: (ID#) 1-0603 Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0603 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0603 System: Wolf B. Park Outfall: Creek Location: [Kl Street O Open Field D Parking Lot D Alley D Detention Pond N-S Street: Beacon Lite E-W Street: Unnamed Description: East of Beacon Lite on unnamed access road to Wolf Business Park (north side) Structure Type: D Manhole ~ Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard COOT Standard D Other Size: Rim Elevation: 7087.1 Gutter Flowline Elev.: _?cc· Position: Sump O On Grade Inlet Pipe: RCP Size: 48" Inflow From: (ID#) Measure Down From Rim: _ Inlet Pipe: Size: Measure Down From Rim: Outlet Pipe: RCP Size: 48" Measure Down From Rim: Daylights At: (ID#) _ Additional Notes: Inlet or pipe flowlines not measured Town of Monument Stormwater Structure Inventory Inflow From: (ID#) Flows To: (ID#) 1-0602 1-0604 Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0604 Photo not taken. Located south of and across street from 1-0603. Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0604 System: Wolf B. Park Outfall: Creek Location: Street D Open Field D Parking Lot D Alley D Detention Pond N-5 Street: Beacon Lite E-W Street: _ _ _ _ Description: East of Beacon Lite on unnamed access road to Wolf Business Park (south side) Structure Type: D Manhole ~Inlet Manhole Type: D Concrete D Brick D Other - Rim Elevation: Inlet Type: D Grate Curb D Combination O Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard COOT Sta_ndard O Other Size: Rim Elevation: 7087.3 Gutter Flowline Elev.: _ Position: Sump D On Grade Inlet Pipe: RCP Size: ~ Inflow From: (ID#) 1-0603 Measure Down From Rim: Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: ~ Size: ~ Flows To: (ID#) 0-0602 Measure Down From Rim: _ _ _ Daylights At: (ID#) _ Additional Notes: Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 0-0602 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 0-0602 System: Wolf B. Park Outfall: Creek Location: D Street Open Field D Parking Lot D Alley Detention Pond N-S Street: Beacon Lite E-W Street: Description: East of Beacon Lite, north side of Wolf Business Park detention pond Structure Type: D Manhole D1n1et [LjOutlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other _ Grate Size: Open Area: Grate Elevation: Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: D Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) 1-0601 ( east) Measure Down From Rim: Outlet Pipe: RCP Size: 48" Outlet Pipe Elevation: 7066.3 Daylights At: (ID#) Detention Pond P-0601 Additional Notes: Town of Monument Stormwater Structure Inventory Flows To: (ID#) _P_-~06~0~1 _ Ayres Associates November 2005 ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: P-0601 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ~ STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: P-0601 System: Wolf B. Park Outfall: Creek Location: D Street D Open Field D Parking Lot D Alley ~ Detention Pond N-S Street: Beacon Lite E-W Street: Description: Southeast side of Wolf Business Park - east of Beacon Lite Structure Type: D Manhole O lnlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: D Grate D Curb D Combination D Other Grate Size: Open Area: Grate Elevation: Curb Inlet Type: 0 Colorado Springs Standard D CDOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: _ _ _ _ Position: D Sump D On Grade Inlet Pipe: Size: Measure Down From Rim: Outlet Pipe: Size: Measure Down From Rim: Daylights At: (ID#) Additional Notes: Town of Monument Stormwater Structure Inventory Inflow From: (ID#) Flows To: (ID#) 1-0605 Ayres Associates November 2005 ~ ---PAGE BREAK--- STORMWATER STRUCTURE INVENTORY Structure ID: 1-0605 Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 - STORMWATER STRUCTURE INVENTORY Date: 11/02/05 Structure ID: 1-0605 System: Wolf B. Park Outfall: Creek Location: D Street O Open Field O Parking Lot O Alley G Detention Pond N-5 Street: Beacon Lite E-W Street: Description: Southeast side of Wolf Business Park - east of Beacon Lite Structure Type: D Manhole @Inlet Manhole Type: D Concrete D Brick D Other Rim Elevation: Inlet Type: Grate D Curb D Combination D Other Pond outlet Grate Size: 2x Type C" Open Area: Grate Elevation: 7069.1 Curb Inlet Type: D Colorado Springs Standard D COOT Standard D Other Size: Rim Elevation: Gutter Flowline Elev.: Position: G Sump O On Grade Inlet Pipe: Size: Inflow From: (ID#) Measure Down From Rim: Outlet Pipe: CMP Size: ~ Flows To: (ID#) Creek Tributary Measure Down From Rim: 65" (Invert = 7063.7) Daylights At: (ID#) Additional Notes: 16" diameter orifice plate on face of inlet for low flows. Bottom of opening 43" below top of box (Invert= 7065.5) Town of Monument Stormwater Structure Inventory Ayres Associates November 2005 ---PAGE BREAK--- APPENDIX C Existing Condition Hydrology ---PAGE BREAK--- C.1 - Precipitation Data ---PAGE BREAK--- El Paso County Type-2A Rainfall Hyetograph Unit Unit 100-year 50-year 10-year 5-year 2-year Time (min) Cum. Precip Inc. Precip 4.4 inches 3.9 inches 3.0 inches 2.6 inches 2.0 inches 0 0 0 0 0 0 0 0 15 0.0005 0.0005 0.0022 0.0020 0.0015 0.0013 0.0010 30 0.0015 0.001 0.0066 0.0059 0.0045 0.0039 0.0030 45 0.003 0.0015 0.0132 0.0117 0.0090 0.0078 0.0060 60 0.0045 0.0015 0.0198 0.0176 0.0135 0.0117 0.0090 75 0.006 0.0015 0.0264 0.0234 0.0180 0.0156 0.0120 90 0.008 0.002 0.0352 0.0312 0.0240 0.0208 0.0160 105 0.01 0.002 0.0440 0.0390 0.0300 0.0260 0.0200 120 0.012 0.002 0.0528 0.0468 0.0360 0.0312 0.0240 135 0.01425 0.00225 0.0627 0.0556 0.0428 0.0371 0.0285 150 0.0165 0.00225 0.0726 0.0644 0.0495 0.0429 0.0330 165 0.01875 0.00225 0.0825 0.0731 0.0563 0.0488 0.0375 180 0.021 0.00225 0.0924 0.0819 0.0630 0.0546 0.0420 195 0.02325 0.00225 0.1023 0.0907 0.0698 0.0605 0.0465 210 0.0255 0.00225 0.1122 0.0995 0.0765 0.0663 0.0510 225 0.02775 0.00225 0.1221 0.1082 0.0833 0.0722 0.0555 240 0.032 0.00425 0.1408 0.1248 0.0960 0.0832 0.0640 255 0.039 0.007 0.1716 0.1521 0.1170 0.1014 0.0780 270 0.046 0.007 0.2024 0.1794 0.1380 0.1196 0.0920 285 0.053 0.007 0.2332 0.2067 0.1590 0.1378 0.1060 300 0.06 0.007 0.2640 0.2340 0.1800 0.1560 0.1200 315 0.075 0.015 0.3300 0.2925 0.2250 0.1950 0.1500 330 0.1 0.025 0.4400 0.3900 0.3000 0.2600 0.2000 345 0.4 0.3 1.7600 1.5600 1.2000 1.0400 0.8000 360 0.7 0.3 3.0800 2.7300 2.1000 1.8200 1.4000 375 0.725 0.025 3.1900 2.8275 2.1750 1.8850 1.4500 390 0.75 0.025 3.3000 2-hour 2.9250 2.2500 1.9500 1.5000 405 0.765 0.015 3.3660 Peak 2.9835 2.2950 1.9890 1.5300 420 0.78 0.015 3.4320 3.1680 3.0420 2.3400 2.0280 1.5600 435 0.79 0.01 3.4760 3.0810 2.3700 2.0540 1.5800 450 0.8 0.01 3.5200 3.1200 2.4000 2.0800 1.6000 465 0.81 0.01 3.5640 3.1590 2.4300 2.1060 1.6200 480 0.82 0.01 3.6080 3.1980 2.4600 2.1 320 1.6400 495 0.825 0.005 3.6300 3.2175 2.4750 2.1450 1.6500 510 0.83 0.005 3.6520 3.2370 2.4900 2.1580 1.6600 525 0.835 0.005 3.6740 3.2565 2.5050 2.1710 1.6700 540 0.84 0.005 3.6960 3.2760 2.5200 2.1840 1.6800 555 0.845 0.005 3.7180 3.2955 2.5350 2.1970 1.6900 570 0.85 0.005 3.7400 3.3150 2.5500 2.2100 1.7000 585 0.855 0.005 3.7620 3.3345 2.5650 2.2230 1.7100 600 0.86 0.005 3.7840 3.3540 2.5800 2.2360 1.7200 615 0.86375 0.00375 3.8005 3.3686 2.5913 2.2458 1.7275 630 0.8675 0.00375 3.8170 3.3833 2.6025 2.2555 1.7350 645 0.87125 0.00375 3.8335 3.3979 2.6138 2.2653 1.7425 660 0.875 0.00375 3.8500 3.4125 2.6250 2.2750 1.7500 675 0.87875 0.00375 3.8665 3.4271 2.6363 2.2848 1.7575 690 0.8825 0.00375 3.8830 3.4418 2.6475 2.2945 1.7650 705 0.88625 0.00375 3.8995 3.4564 2.6588 2.3043 1.7725 ---PAGE BREAK--- El Paso County Type-2A Rainfall Hyetograph - continued ( Unit Unit 100-year 50-year 10-year 5-year 2-year Time (min) Cum. Precip Inc. Precip 4.4 inches 3.9 inches 3.0 inches 2.6 inches 2.0 inches 720 0.89 0.00375 3.9160 3.4710 2.6700 2.3140 1.7800 735 0.89375 0.00375 3.9325 3.4856 2.6813 2.3238 1.7875 750 0.8975 0.00375 3.9490 3.5003 2.6925 2.3335 1.7950 765 0.9013 0.0038 3.9657 3.5151 2.7039 2.3434 1.8026 780 0.905 0.0037 3.9820 3.5295 2.7150 2.3530 1.8100 795 0.90825 0.00325 3.9963 3.5422 2.7248 2.3615 1.8165 810 0.9115 0.00325 4.0106 3.5549 2.7345 2.3699 1.8230 825 0.91475 0.00325 4.0249 3.5675 2.7443 2.3784 1.8295 840 0.918 0.00325 4.0392 3.5802 2.7540 2.3868 1.8360 855 0.921 0.003 4.0524 3.5919 2.7630 2.3946 1.8420 870 0.924 0.003 4.0656 3.6036 2.7720 2.4024 1.8480 885 0.927 0.003 4.0788 3.6153 2.7810 2.4102 1.8540 900 0.93 0.003 4.0920 3.6270 2.7900 2.4180 1.8600 915 0.9325 0.0025 4.1030 3.6368 2.7975 2.4245 1.8650 930 0.935 0.0025 4.1140 3.6465 2.8050 2.4310 1.8700 945 0.9375 0.0025 4.1250 3.6563 2.8125 2.4375 1.8750 960 0.94 0.0025 4.1360 3.6660 2.8200 2.4440 1.8800 975 0.9425 0.0025 4.1470 3.6758 2.8275 2.4505 1.8850 990 0.945 0.0025 4.1580 3.6855 2.8350 2.4570 1.8900 1005 0.9475 0.0025 4.1690 3.6953 2.8425 2.4635 1.8950 1020 0.95 0.0025 4.1800 3.7050 2.8500 2.4700 1.9000 1035 0.9525 0.0025 4.1910 3.7148 2.8575 2.4765 1.9050 1050 0.955 0.0025 4.2020 3.7245 2.8650 2.4830 1.9100 1065 0.9575 0.0025 4.2130 3.7343 2.8725 2.4895 1.9150 1080 0.96 0.0025 4.2240 3.7440 2.8800 2.4960 1.9200 1095 0.9625 0.0025 4.2350 3.7538 2.8875 2.5025 1.9250 1110 0.965 0.0025 4.2460 3.7635 2.8950 2.5090 1.9300 1125 0.9675 0.0025 4.2570 3.7733 2.9025 2.5155 1.9350 1140 0.97 0.0025 4.2680 3.7830 2.9100 2.5220 1.9400 1155 0.9725 0.0025 4.2790 3.7928 2.9175 2.5285 1.9450 1170 0.975 0.0025 4.2900 3.8025 2.9250 2.5350 1.9500 1185 0.9775 0.0025 4.3010 3.8123 2.9325 2.5415 1.9550 1200 0.98 0.0025 4.3120 3.8220 2.9400 2.5480 1.9600 1215 0.98125 0.00125 4.3175 3.8269 2.9438 2.5513 1.9625 1230 0.9825 0.00125 4.3230 3.8318 2.9475 2.5545 1.9650 1245 0.98375 0.00125 4.3285 3.8366 2.9513 2.5578 1.9675 1260 0.985 0.00125 4.3340 3.8415 2.9550 2.5610 1.9700 1275 0.98625 0.00125 4.3395 3.8464 2.9588 2.5643 1.9725 1290 0.9875 0.00125 4.3450 3.8513 2.9625 2.5675 1.9750 1305 0.98875 0.00125 4.3505 3.8561 2.9663 2.5708 1.9775 1320 0.99 0.00125 4.3560 3.8610 2.9700 2.5740 1.9800 1335 0.99125 0.00125 4.3615 3.8659 2.9738 2.5773 1.9825 1350 0.9925 0.00125 4.3670 3.8708 2.9775 2.5805 1.9850 1365 0.99375 0.00125 4.3725 3.8756 2.9813 2.5838 1.9875 1380 0.995 0.00125 4.3780 3.8805 2.9850 2.5870 1.9900 1395 0.99625 0.00125 4.3835 3.8854 2.9888 2.5903 1.9925 1410 0.9975 0.00125 4.3890 3.8903 2.9925 2.5935 1.9950 1425 0.99875 0.00125 4.3945 3.8951 2.9963 2.5968 1.9975 1440 1 0.00125 4.4000 3.9000 3.0000 2.6000 2.0000 ---PAGE BREAK--- C.2 - Existing Condition Subbasin Parameters ---PAGE BREAK--- Worksheet for Subbasin Hydrologic Parameters (Area, CN, Time of concentration) ONLY C-SOILS FOUND IN AREA ARE IN CREEK BASIN AS IT FLOWS TO MONUMENT LAKE Project - Town of Monument Stormwater Master Plan EXISTING CONDITION CREEK - SOUTH OF HWY 105 Subbasin C-3 2.3 acres 100849 square feet Soll Type , B (input or CN CalculaUons Area Area (ac) Land Type 6011 9 1.4 Pasture/Meadow 0 0.0 Forest O o.o Parks 0 0.0 Lawns 40730 0.9 lmpelVlous 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac O 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check Comp. C 2.3 1-.i--Mlc2 85 AMC3 0.512516 C10 Overland Flow 1. Flow Length, ft 2a. Beginning Elevation, n 2b. Ending Elevation, n 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87(1.1-CJ0 •0.5 / S•0.33, mir Developed <300 ft, Undeveloped < 500 fl Shallow Concentrated Flow 205 7117 7110 3.414634146 0.51 10.49 - 7. Surface description Grassed Waterway 8. Flow Length, ft 670 3. Watercourse slope, s% 1.9 10. k value 1.5 11. Average velocity, V (fig. 3-1), fVs 2.07 12. T1=U3600V, hrs. 0.09 Channel flow Channel 13. Cross sectional flow area, a 1 14. Wetted perimeter, 1 15. Hydraulfc Radius, r=afp,.., ft 1.00 16. Channel slope, s, fVft 1 17. Mannings n 1 18. V=1 .49i"'s' 0tn. fl/s 1.49 19. Flow Length, L, ft 0 20. T1•U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.26 I Tla.2_= 0.16 ~I Town of Monument Creek - Existing Condftion Subbasln Parameters Subbasin C-4 :0.ll060_S!1U&re_m1J@i 3.8 acres 166242 square feet Soil Type , B (Input or CN Calculations Area (sf) Area (ac) Land Type 33170 0.8 Pasture/Meadow 0 0.0 Forest 0 0 199412 0 0 0 0 0 0 0 0 0 0 0 Check coriii,: cN 0.0 Parks 0.0 Lawns 4.6 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commerclal 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 5.3 92 -.AMC2 96 AMC3 0.81 C10 Overland Flow 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87[1.1-C]D'0.5/ s•0.33, mir ·~oeveloped <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 160 7098 7093 3.125 0.81 4.75 7. Surface descriplion Grassed Waterway 8. Flow Length, ft 880 3. Watercourse slope, s% 2.7 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 2.46 12. T,=U3600V, hrs. 0.10 Channel flow Channel 13. Cross sectional flow area, a {ff) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r=a/p., ft 1.00 16. Channel slope, s, fVft 1 17. Mannings n 1 18. V=1.49i"'s'0tn, fl/s 1.49 19. Flow Length. L, ft 0 20. T,=U3600V, hrs. 0.000 l21. Total Tc, hrs. I 0.18 I I T1ag = 0. 11 I Subbasin C-5 Subbasin C-6 = ·o:c135s~ 1es Aiea=----o.01s9-sguaremlles 23.4 acres 10.2 acres 101 7493 square feet 442712 square feet Soil Type, B (Input or Soil Type ' B (input or CN Calculatlons CN Calculations 225125 5.2 Pasture/Meadow 13500 0.3 Pasture/Meadow 0 0.0 Forest O 0.0 Forest 0 0.0 Parks O 0.0 Parks 0 0.0 Lawns O 0.0 Lawns 43783 0 0 0 0 0 676575 0 1.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 15.5 MF Housing 8/ac 0.0 Retail Commercial 0 0 0 0 0 0 0 0.0 lmpervfous 0.0 Gravel Road o.o SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 9.9 Retail Commercial 72010 0 0 0 1. 7 Neighborhood Commercial 0.0 Light Industrial 429212 0 0 0 0 0.0 Nelgtiborhood Commercial 0.0 Light Industrial Check Comp. CN 0.0 Heavy Industrial 0.0 Railroad Yard 23.4 80 AMC2 90 AMC3 0.546086 C10 Over1and Flow 1. Flow Length, ft 0 300 2a. Beginning Elevation, ft 7088 2b. Elevation, ft 7077 3. Watercourse Slope, percent 3.666666667 4. C10 Value 0.55 5. Tl = 1.87[1. 1-CJD•0.5 / s•o.33, mir 11.69 --oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Grassed Waterway 8. Flow Length, rt 1020 3. Watercourse slope, s% 2 10. k value 1.5 11. Average velocity, V (fig. 3-1), fl/s 2.12 12. T,•U3600V, hrs. 0.13 Channel flow Channel 13. Cross sectional flow area. a (rt') 1 14. Welted perimeter, Pw 1 15. Hydraulic Radius, r=a/p., ft 1.00 16. Channel slope, s, fl/ft 1 17. Mannings n 1 18. V• 1.49i"'s10/n, fl/s 1.49 19. Flow Length, L. ft 0 20. T1• U3600V, hrs. 0.000 121 . Total Tc, hrs. I 0.33 I I - 0.20 I 1 of 41 Check Comp. CN 0.0 Heavy Industrial 0.0 Railroad Yard 10.2 91- AMC2 96 AMC3 0.88 C10 Overland Flow 1. Flow Length, 2a. Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87[1.1-C]D'0.5 / 5'0.33, mlr ""Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T1=U3600V, hrs. Channel flow 13. Cross sectlonal flow area, a ( ) 14. Wetted perimeter, Pw I 15. Hydraulic Radius, r=a/p., rt 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49i"'s'0 tn, fl/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. I L flag - 300 7064 7053.75 3.416666667 0.88 4.75 Paved 395 1.5 2 2.45 0.04 Channel 1 1.00 1.49 0 0.000 0 .12 o.67 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin C-7 .OJID.3Dsquare rollos. 1.9 acres 82696 square feel (input or Soil Type ,s CN Calculations Area (sD Area (ac) Land Type 0 0 0 0 0 0 0 82696 0 0 0 0 Check Comp. CN. Overland Flow 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.9 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 1.9 92- AMC2 97 AMC3 0.9 C10 i.-Flow Length, ft"" 2a. Beginning Elevallon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 14. C10 Value 5. Ti= 1.8711.1-CJD'0.5 I S'0.33, mir Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average veloclty, V (fig. 3-1 fVs 12. T,=U3600V, hrs. BO 7059 7058 1.25 0.90 3.11 Paved 855 2.3 2 3.03 0.08 Channel_flp_w Channel 13. Cross sectional flow area, a (n.2) 14. Wetted perimeter, p. 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s' 01n. ft/s 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. 'fial!. = Town of Monument 1 1 1.00 1 1.49 0 0.000 1JT 3 0.08 Existing Condition Subbasin Parameters Subbasin c.a Area= 0.0268 :!!iu111J1:ail!!! I 17.2 acres 747791 square feet Soil Type, B (input or CN Calculations Area (sD Area (ac) Land Type 53694 1 12.3 Pasture/Meadow 0 0.0 Forest o 0.0 Parks 0 0.0 Lawns 76290 1.8 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1 /ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 134560 3.1 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 17.2 Comp. CN 67 AMC2 - 82 AMC3 0.41 C10 Overland _ , Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI= 1.87(1.1-C]0'0.5 I S'0.33, mir -·•Developed <300 ft, Undeveloped< 500 ft .S,hallow Conceo_trated Flow 7. Surface description 8. Flow Length. ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), fVs 12. T,=U3600V, hrs. Channet_flo_w 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, p. 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'01n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs 'T'ial!. = f40 7092 7084 5.714285714 0.41 8.64 Grassed Wateiw8y 680 5.7 1.5 3.58 0.05 Channel 890 145 6.14 0.024 0.08 9.67 1050 0.030 0.23 0.14 Subbasin C-9 {Area= 0.0281,~UIIIJI miles 18.0 acres 784405 square feet Soil Type , B (input or CN Calculations Area (sD Area (ac) Land Type 360605 8.3 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 27900 0.6 Impervious o 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 395900 9.1 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 RetaU Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 18.0 Comp. CN 68 AMC2 83 AMC3 0.399298 C10 Overland Flow 1. Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87(1.1-C]0'0.5 / S'0.33, mlr Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 fVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft) 14. Wetted perimeter, p. 15. Hydraullc Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'01n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 'fia_g_ = 2 of 41 -200 7060 7047 6.5 0.40 9.99 Grassed Waterway 1005 5.2 1.5 3.42 0.08 Channel 890 145 6.14 0.024 0.08 9.67 65 0.002 Q.25 0.15 Subbasin C-10 = 0.0063 !1;9UIIIJI mil 4.0 acres 174500 square feet Soil Type ,s (input or CN Calculations Area (sD Area (ac) Land Type 130940 3.0 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 0 0.0 Impervious 0 0.0 Gravel Road 43560 1.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Hous!ng 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retall Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 4.0 Comp~ CN- 60 AMC2 78 AMC3 0.26 C10 Qyerland Ho...w. 1. Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, fl 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87[1 . 1-C]D'0.5 I S'0.33, mlr •·Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated _flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V(fig. 3-1), fVs 12. T,=V3600V, hrs. ~hann_el flow 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, p. 15. Hydraulic Radius, fl 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'01n. ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121 . Total Tc, hrs. 'fiag= 130 7034 7026 6.153846154 0.26 9.80 Grassed Waterway 445 7.6 1.5 4.14 0.03 Channel 132 52 2.54 0.015 0.08 4.24 105 0.007 0.20 0.12 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin C-1 1 1.0 acres 42697 square feet !input or Soil Type, B CN Calculations Area (sf) Area (ac) Land Type 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.2 Lawns 0.8 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac o.o SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0 0 6595 36102 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 1.0 LCome. CN 92 AMC2 96 AMC3 0.799601 C10 Overland Flow 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87[1,1:Cl_D'0.5 / S'0.33, mir ""Developed <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3 . Watercourse s!ope, s% 10. k value 11. Average velocity, V (fig. fVs 12. T1=U3600V, hrs. CJJ.annel flow 13. Cross sectional flow area, a (ff) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-a/p., ft 16. Channel slope, s. ft/ft 17. Mannings n 18. V=1.49r"'s'nln, flis 19. Flow Length, L, ft 20. T,=U3600V, hrs. i21 . Total Tc. hrs. 'iia.2,= Town of Monument 45 7046 7042 8.888888889 0.80 1.83 Paved 265 1.5 2 2.45 0.03 Channel 1 1 1.00 1 1 1.49 0 0.000 ~ ~ Creek - Existing Condition Subbasin Parameters Subbasin C -12 0.8 acres 32746 square feet (input or Soil Type •B CN Calculations Area (sf) Area (ac) Land Type 8712 0.2 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 24034 0.6 Impervious O 0.0 Gravel Road O o.o SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial o 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 0.8 Comp. CN 97 · -AMC2 93 AMC3 0.73 C10 Overland Flow 1. Flow Length, 50 2a. Beginning Elevation, ft 7050.5 2b. Ending Elevation, ft 7047 3. Watercourse Slope, percent 7 4. C10 Value 0.73 5. Tl= 1.87[1.1·CJD'0.5 I S'0.33, mir 2.59 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Sur1ace description Paved 8. Flow Length, ft 475 3. Watercourse slope, s% 2.7 10. k value 2 11 . Average velocity, V (fig. 3-1 fVs 3.29 12. T1=L/3600V, hrs. 0.04 Channel flow Channel 13. Cross sectional flow area, a (fl2) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r=a/Pw, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s'n/n, flis 1.49 19. Flow Length, L, ft 0 20. T1=L/3600V, hrs. 0.000 !21 . Total Tc, hrs. I 0.08 - I f ta.!! = 0.05 Subbasin c . 13 Subbasin C·14 [Area - 0])008,squii;eiiilles Area= 0.0104sgiiareriiiles I 0.5 acres 6. 7 acres 22137 square feet 290299 square feet Soil Type, B (input or Soil Type , B (input or CN Calculations CN Calculalions 10285 0.2 Pasture/Meadow 220459 5.1 Pasture/Meadow 0 0.0 Forest O 0.0 Forest 0 0 0.0 Parks 0.0 Lawns 0.3 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2lac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial O o.o Parks O 0 .0 Lawns 17600 0.4 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 52240 1.2 SF Housing 3/ac O 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 11852 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0 0.0 Neighborhood Commercial Check Comp. CN 0.0 Heavy Industrial 0.0 Railroad Yard 0.5 79· - AMC2 88 AMC3 0.598006 C10 Overtand Flow 1. Flow Length, ft° 2a. Beginning Elevation, ft 2b. Ending Elevation. ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87[1.1 ·C]D'0.5 / S'0.33, mir Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11 . Average velocity, V (fig. 3-1 fVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area. a (ff) 14. Wetted perimeter, Pw 15. HydrauHc Radius, ft 16. Channel slope, s, tuft 17. Mannings n 18. V=1.49r"'s ,n/n, fUs 19. Flow Length, L, ft 20. T,=U3600V, hrs. J21. Total Tc, hrs. I t1a.!!= 3 of 41 25 7038 7033 20 0.60 1.75 Paved 300 1 2 2.00 0.04 Channel 1 1 1.00 1 1 1.49 0 0.000 0.07 0.04 0 0.0 Light Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard 6.7 Check Comp. cN· ·s3--;.J.1c2 79 AMC3 0.32 C10 Overland Flow 1. Flow Length, 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87[1,1·C]D'0.5 I S'0.33, mir Developed <300 ft, Undeveloped < 500 fl Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11 . Average veloclty, V (fig. 3·1 flis 12. T,=L/3600V, hrs. Channel flow 13. Cross sectional flow area, a (tr) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=a/Pw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'nln, fUs 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 'i'iag = 170 7032 7019 7.647058824 0.32 9.76 Grassed Waterway 780 4 1.5 3.00 0.07 Channel 1.00 1 1 1.49 0 0.000 0.23 o.l4 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin C-15 . OJl055JillJl!lUllll!!I. 3.6 acres 154686 square feel Soil Type : B (input or CN Calculations Area (sD Area (ac) Land Type 104486.0 2.4 Pasture/Meadow 0 0.0 Forest O 0.0 Parlw 1. Flow Length, ft"" 2a. Beginning Elevation. ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. n a 1.87(1.1-C]D'0.51 s•o.33, mlr 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface descripUon 8. Flow Length. ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,aU3600V, hrs. Channel now 13. Cross sectional flow area. a (ff) 14. Wetted perimeter, 15. Hydraulic Radius, ft 16. Channel slope, s, ft/fl 17. Mannings n 18. V•1.49r"'s'~ln, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. j21. Total Tc, hrs. i'ial! • ~ 7026.5 7016 17.5 0.40 3.97 Paved 680 5.6 2 4.73 0.04 Channel 1.00 1 1 1.49 0 0.000 o.TI M6 Ayres Associates April 2006 ---PAGE BREAK--- Subbasln C-20 :o~(Mj_8..!i9.U8f8_J11l[iis: 26.7 acres 1164893 square feet Soil Type , B (input or CN Calculations Area (sf) Area (ac) Land Type 692973 15.9 Pasture/Meadow 228000 5.2 Forest 0 0.0 Parks 0 0.0 lawns 189450 4.3 Impervious 54470 1.3 Gravel Road 0 0.0 SF Housing 1/ac a o.o SF Housing 2/ac O 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0 .0 Neighborhood Commerclal O 0 .0 Light Industrial O 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 26.7 [Com_p: c N 65 ~ AMC2 80 AMC3 0.35 C10 Overlar'id Flow' 1. Flow Length, fr 2a. Beginning Elevation, fl 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI= 1.87(1 .1-CJD'0.5 / s•o.33, mir ··oeveloped <300 fl. Undeveloped < 500 fl Shallow Concentrated Flow 7. Surface description 8. Flow Length, fl 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. ft/s 12. T1=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, p. 15. Hydraulic Radius, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49i"'s'nln, fVs 19. Flow Length, L, fl 20. T1=U3600V, hrs. 121. Total Tc, hrs. n ag= Town of Monument 375 7279 7241 10.13333333 0.35 12.61 Grass Pasture 1330 5.6 0.7 1.66 0.22 Channel 1.00 1.49 0 0.000 0.43 0.26 Creek - Existing Condition Subbasln Parameters Subbasin C-21 1818• ~ 0.0322 square miles 20.6 acres 896855 square feet Soil Type , B (input or •c •i CN Calculations Area (sf) Area (ac) Land Type 713835 16.4 Pasture/Meadow O 0.0 Forest 0 0 170120 0 0 0 0 0 0 0.0 Parks 0.0 Lawns 3.9 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0 .0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.3 Retail Commercial 12900 0 0 0 0 0.0 Neighborhood Commerclal 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 20.6 :comp: CN 66 AMCi 81 AMC3 0.38 C10 Overla"nct Flow 1. Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, n 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87(1.1-CJo•o.5 I s•o.33, mir ••oeveloped <300 ft, Undeveklped < 500 ft Shallow Concentrated Flow 1 7. Surface description 8 . Flow Length, ft 3. Walercourse slope, s% 10. k value '11. Average velocity, V (fig. 3-1 IVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (fr) 14 . Wetted perimeter, 15. Hydraulic Radius, r=alp,., ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49i"'s1nln. fVs 19. Flow Lenglh, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. Tla_11_= 285 7193 7177 5.614035088 0.38 12.82 Grass Pasture 1365 3.3 0.7 1.27 0.30 Channel 1 1.00 1.49 0 0.000 0.51 o.31 Subbasin C-22 Subbasin C-23 1uare mlies Are1t= 0.0402°.SQU 3.5 acres 25.7 acres 150659 square feel 1119393 square feet Soil Type, B (Input or Soil Type , B (input or CN Calculatlons CN Calculations Area (sf) Area (ac) Land Type Area (sf) Area (ac) Land Type 139769 3.2 Pasture/Meadow 804529 18.5 Pasture/Meadow O 0.0 Forest 54214 1.2 Forest 0 0 10890 0 0 0 0 0 0 0 0 0 0 0 0.0 Parks O 0.0 Parks 0.0 Lawns O 0.0 Lawns 0.3 Impervious 198200 4.6 Impervious 0.0 Gravel Road O 0.0 Gravel Road 0.0 SF Housing 1/ac O 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac O 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac O 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac O 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac O 0.0 MF Housing 8/ac 0.0 Retail Commercial O 0.0 Retail Commercial 0.0 Neighborhood Commercial O 0.0 Neighborhood Commercial 0.0 Light Industrial 62450 1.4 Light Industrial 0.0 Heavy Industrial O 0.0 Heavy Industrial 0.0 Railroad Yard O 0.0 Railroad Yard Check 3.5 Check 25.7 [Comp. CN 61 AMC2 Comp.' CNw 67 - 78 AMC3 81 AMC3 0.296984 C10 0.38 C10 Over1and Flow 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevalion, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI= 1.87(1.1-ClD'0.5 / S•0.33, mir ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 0/s 12. T1=U3600V, hrs. C_ha_nnel rlow 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s1n/n, ft/s 19. Flow Length, L. ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. i'iall_= Sol 41 350 7129 7116 3.714285714 0.30 18.22 Grassed Waterway 335 2 1.5 2.12 0.04 Channel 1 1 1.00 1.49 0 0.000 0.35 0.21 Overland Flow 1. Flow Length-; ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 1 4. C10 Value 5. Ti = 1.87(1 .1-C)D' 0.5 I S' 0.33, mir ••IJ"e"v-efoped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, rt 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 IVs 12. T,=U3600V, hrs. Chaoo_el flow 13. Cross sectional flow area, a (ff) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, fl/ft 17. Mannings n 18. V=1 .49i"'s1n/n, IVs 19. Flow Lenglh, L. ft 20. T,=U3600V, hrs. 121 . Total Tc, hrs. Tral! = 45 7252 7245.5 14.44444444 0.38 3.73 Grassed Waterway! 3400 4.5 1.5 3.18 0.30 Channel 1 1 1.00 1 1 1.49 0 0.000 0.36 0.22 Ayres Associates Apnl 2006 ---PAGE BREAK--- Subbasin C-24 5ubbasln C-25 Subbasin C-26 Subbasin C-27 !Area= !9uara Alea= 0,!)292,Ji(lua!U!!ll.. Aria= O.Ol68.!l,,i, ft 3.33 16. Channe l slope, s, fVft 1 16. Channel slope, s, fVft 0.028 17. Mannings n 1 17. Mannings n 0.06 18 . V=1.49r"'s'"ln, fVs 1.49 18. V=1.49r"'s'"ln, fVs 9.27 19, Flow Length, L, ft 0 19. Flow Length, L, ft 1625 20. T1=U3600V, hrs. 0.000 20. T1=U3600V, hrs. 0.049 j21 . Total Tc, hrs. I 0.32 I j21. Total Tc, hrs. I 0.47 I flag= 0.19 I I ~J~g = 0.28 I Town of Monument C reek - Existing Condition Subbasin Parameters Subbasin C-32 Alea= 0.0374 119uara miles 24.0 acres 1043572 square feet Soil Type , B (input "8 " or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 0 0.0 Par1,,i, ft 2.25 16. Channel slope, s, Mt 0.021 17. Mannings n 0.06 18. V=1.49r"'s'"ln, rvs 6.18 19. Flow Length, L, ft 795 20. T1=U3600V, hrs. O.o36 ! 21. Total Tc, hrs. I 0.28 I T1ag = 0.17 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin c.34 Subbasin C-35 JlW62.J!.QU_ll!!tm!IJt!! ~ square_miles 61 .5 acres 8.7 acres 2680851 square feet 377658 square feet Soil Type= C (input "Bn or Soll Type= C (input or CN Calculations CN Calculations Area (sn Area (ac) Land Type Area (sn Area (ac) Land Type 1241256 28.5 Pasture/Meadow 351888 8.1 Pasture/Meadow 0 0.0 Forest 0 0.0 Forest O 0.0 Parlped < 500 ft Shallow Concentrated_Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11 . Average velocity, V (fig. 3-1 fVs 12. T1=U3600V, hrs. Channel now 13. Cross sectional flow area, a (fl') 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=a/p., ft 16. Channel slope, s, tun 17. Mannings n 18. V=1.49i2"s'n/n, fVs 19. Flow Length, L, ft 20. T1=U3600V, hrs. Town of Monument 300 7048 6998 16.66666667 0.37 9.32 Grassed Waterway· 1710 2.5 1.5 2.37 0.20 Channel 1585 255 6.22 0.015 0.08 7.71 1355 0.049 0.40 rn Cree!_ - Existing Condition Subbasin Parameters Overland Flow 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Tl = 1.87[1.1-C]D'0.5 / S'0.33, mir ··oeveloped <300 ft, Undev81oped < 500 n Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11 . Average velocity, V (fig. fVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a itt') 14. Wetted perimeter, 15. Hydraulic Radius, r=a/p., ft 16. Channel slope, s, Mt 17. Mannings n 18. V=1.49i2"s'n/n, fVs 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. Tia!!_= 245 6974 6958 6.530612245 0.34 11.99 Grassed Waterway 675 5 1.5 3.35 0.06 Channel 265 90 2.94 O.Q15 0.08 4.69 325 0.019 0.27 o.f6 8 of 41 Ayres Associates Aprll 2006 ---PAGE BREAK--- Worksheet for Subbasin Hydrologic Parameters (Area, CN, Time of concentration) Project . Town of Monument Stormwater Master Plan EXISTING CONDITION BEACON LITE SYSTEM Subbasin 01 l)Jl020.,!9uare miles. 1.3 acres 55768 square feet (input or Soil Type; B CN Calculalions Area (sf) Area (ac) Land Type 0 0 0 17476 0 0 0 0 0 0 0 .0 Pasture/Meadow 0 .0 Forest 0.0 Parks 0.0 lawns 0.4 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.9 Retail Commercial 38292 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial Check Comp CN Over1ind Flow 0.0 Heavy Industrial 0.0 Railroad Yard 1.3 94 AMC2 98 AMC3 0.9 C10 1. Flow Length, w~ 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl = 1.87[1.1 ·CJD'0.5 / S•0.33, min Develol)8Cf <300 ft. Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average veloclly. V (fig. 3-1). ,Vs 12. T1=U3600V, hrs. 30 7047 7046.5 1.666666667 0.90 1.73 Paved 410 3 2 3.46 0 .03 Subbasin 0 2 ~ a= o-:-oos2 sq~ara m_ne~ 3.3 acres 145017 square reel (Input or Soll Type= B CN Calculations Area (sf) Area (ac} Land Type 17780 0.4 Pasture/Meadow O 0.0 Forest O 0.0 Parks 0 43255 0 0 0 0 0 0 83982 0 0 0 0 Check Comp. Ci Overland Flow 0.0 Lawns 1.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.9 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 3.3 90 w· AMc2 95 AMC3 0.82 C10 1. Flow Length,-tr• 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 14. C 10 Value 5. Tl= 1.87(1.1-C]D'0.5 / S'0.33, min '"-Developed <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), fVs 12. T,=U3600V, hrs. 225 7056 7047 4 0.82 4.97 Paved 430 2 2 2.83 0.04 Channel flow Channel Channel flow Channel 13. Cross sectional flow area, a {fn 14. Wetted perimeter, 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"-'s ,n/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. !21 . Total Tc, hrs. 'l'iag= Town of Monument Stormwater Master Plan 1.00 1.49 0 0.000 0.06 0.04 Dirty Woman Creek - Existing Condftion Subbasin Parameters 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, 15. Hydraulic Radius. r=alpw, ft 1.00 16. Channel slope, s, fVft 1 17. Mannings n 1 18. V=1.49r"-'s1n/n, ft/s 1.49 19. Flow Length, L, ft 0 20. T1=L/3600V, hrs. 0.000 !21. Total Tc, hrs. I 0.12 flag= 0.07 Subbasln DJ ~O,_OO_Q_S_~ uare miJaa, 0.3 acres 13836 square feet (Input or Soil Type =B CN Calculations Area (sf} Area (ac) Land Type 13836 0.3 Pasture/Meadow O 0.0 Forest O 0.0 Parks O 0.0 Lawns 0 0.0 Impervious O 0.0 Gravel Road o o.o SF Housing 1/ac O 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0.0 Neighborhood Commercial 0 0 .0 Light Industrial O 0.0 Heavy Industrial o 0.0 Railroad Yard Check Comp. CN 0 .3 58 AMC2 76 AMC:3 0.25 C10 Overland Flow 1. Flow Length, fr 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope. percent 4 . C10Value 5. Tl = 1.87[L1-C]D'0.5 / S'0.33, min 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1). fVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (fil") 14. Wetted perimeter, 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r213s112/n, fVs 19. Flow Length, L, ft 20. T,=L/3600V, hrs. !21 . Total Tc, hrs. Tia_[= 9 of 41 45 7036 7035 2.222222222 0.25 8.19 Grass Pasture 120 1.7 0.7 0.91 0.04 Channel 1.00 1.49 0 0.000 a.Ti' rn Subbasin 04 °h!JB.= 0_,0026-=._SQUSIJt_ffiilea. 1.6 acres 71283 square feet (input or Soil Type; B CN Calculatlons Area (sf} Area (ac) Land Type 39246 0.9 Pasture/Meadow o o.o Forest o 0.0 Parks O 0.0 Lawns O 0.0 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2Jac O 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac 32037 0. 7 Retail Commercial 0 0.0 Neighborhood Commercial O 0.0 Light Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard 1.6 73- AMC2 85 AMCJ 0.54 C10 Over1and Flow 1. Flow Length, tr 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4 . C10Value 5. Tl = 1.87(1.1 -C]D•0.5 / S•0.33, min Developed <300 ft, Undeveloped< 500 ft Shallo_w__Cp_nc_entrate_d_E_lpw 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T1=U3600V, hrs. ~ 13. Cross sectional flow area, a (ft.4) 14. Wetted perimeter, 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s '12/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. Tia_[= 155 7039.5 7036.5 1.935483871 0.54 10.44 Paved 190 7.1 2 5.33 0.01 Channel 1.00 1 1 1.49 0 0.000 0.18 li.ii' Ayres Associates April 2006 ---PAGE BREAK--- Subbasin 05 Subbasin D6 Subbasin 07 Subbasin OB IC"!! = u.1.N~ eguare ml5es Areg = [0069 'jiuaie-mHaa Area = o:0038 ~uare mllii 1.4 acres 4.4 acres 2.4 acres 0.0043 ~uare miles 2.8 acres 60647 square feet 192342 square feet 106201 square feet (Input or Soil Type: 8 (input or Soil Type : 8 (input or 106201 82444 120932 square feet (input or Soil Type: 8 CN Calculations Soil Type: B CN Calculatlons Area (sij Area (ac) Land Type 17887 0.4 Pasture/Meadow O 0.0 Forest O 0.0 Parks O 0 .0 Lawns 35976 0 .8 Impervious 0 0 .0 Gravel Road 0 0 0 0 .0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.2 MF Housing 8/ac 0.0 Retail Commerclal CN Calculations CN Calculations Area (sij Area (ac) Land Type Area (sij Area (ac) Land Type Area (sij Area (ac) Land Type 0 0.0 Pasture/Meadow 40027 0.9 Pasture/Meadow 55684 1.3 Pasture/Meadow 46963 8721 0 0.0 Forest O 0.0 Forest 0 0.0 Forest 0 0 5390 0 0 0 0 0 134784 0.0 Parks 0.0 Lawns 0.1 Impervious 0.0 Gravel Road 0.0 SF Housing 1fac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 3.1 MF Housing 8/ac 0.3 Retail Commercial O 0.0 Parks O 0.0 Parks 0 0.0 Lawns O 0.0 Lawns 50517 1.2 Impervious 14743 O 0.0 Impervious 0 0.0 Gravel Road O 0.0 Gravel Road O 0.0 SF Housing 1/ac O 0.0 SF Housing 1/ac O 0.0 SF Housing '2/ac O 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac O 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac O 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac O 0.0 MF Housing 8fac 0 0.0 Retail Commercial 120932 2.8 Retail Commercial 6784 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 12141 0 0 0 0 0 .0 Neighborhood Commercial 0.0 Light Industrial O 0.0 Neighborhood Commercial O 0 .0 Netghborhood Commercial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp. CN 1.4 SS-AMC2 92 AMC3 0.67 C10 Overtan_d 1. Flow Lenglh, tt·· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 14. C10 Value 5. Ti = 1.87(1.1-C)D"'0.5 / S"'0.33, min ·•oev81oPed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area. a (ft~) 14. Wetted perimeter, 15. Hydraulic Radius, r=alp ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s10/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. !21. TotalTc, hrs. 'l'Ta_9_= Town of Monument Stormwater Master Plan 180 7035 7030 2. 777777778 0.67 7.62 Paved 225 0.9 2 1.90 0.03 Channel 1.00 1 1 1.49 0 0.000 o.f6 rn Dirty Womari C r._eek • Existing Condition Subbasin Parameters 0 0.0 Lighl Industrial O 0.0 Light Industrial 0 .0 Heavy Industrial 0.0 Railroad Yard 0 0.0 Heavy Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard O 0 .0 Railroad Yard Check 4.4 ~ AMC2 Comp: CN Check 2.4 Check 2.8 - CN 77.02694 · AMC2 Comp. CN 92 -"AMC2 91 AMC3 0.55 C10 Over1andl=low 1. Flow Lenglh, tt'' 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87(1.1-C)0'0.5 / S"0.33, min '"°Developed <300 ft, Undeveloped < 500 ft Shallow Concenl(aled Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'"in, ft/s 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 'l'TaJ!= 305 7036.5 7027 3.114754098 0.55 12.24 Paved 575 1.6 2 2.53 0.06 Channel 1 1.00 1.49 1 0.000 0.27 rn 86.94049 AMC3 97 AMC3 0.559188 C 10 0.9 C10 Qver1and FlOW 1, Flow L8ngth, tt·· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87(1.1-C)0'0.5 / S'0.33, min Developed <300 ft, UndE!veloped < 500 ft Shallow Concenlrated E.1.PY!' 200 7057 7053 2 0.56 11.38 7. Surface descriplion Grassed Waterway 8. Flow Lenglh, ft 830 3. Watercourse slope, s% 1.9 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 2.07 12. T,=U3600V, hrs. 0.11 Channel flow Channel 13. Cross sectional flow area, a (ft2> 14. Wetted perimeter, 1 15. Hydraulic Radius, r:alp ft 1.00 16. Channel slope, s, ft/ft 1 H . Mannings n 1 18. V=1.49r"'s '"In, ft/s 1.49 19. Flow Lenglh, L, ft 0 20. T,=U3600V, hrs. 0.000 !21 . Tolal Tc, hrs. ! 0.30 tla_i = 6.10 10of41 Qv_er1and Flciw 1. Flow Length, ft" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87(1.1-C)0'0.5 / S"0.33, min -oeveloped <300 ft, Undeveloped < 500 ft Shallow Concenlrat~_d Flow 7. Surlace descriplion 8. Flow Lenglh, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 fVs 12. T1=U3600V, hrs. Channel flow 13. Cross sectional flow area, a {ft") 14. Wetted perimeter, 15. Hydraulic Radius, r:alp., ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r"'s'"tn, IVs 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. 121 . Total Tc, hrs. 'l'TaJ!= 130 7055 7052 2.307692308 0.90 3.24 Paved 440 2.7 2 3.29 0.04 Channel 1 1.00 1 1 1.49 0 0.000 M9 m Ayres Associates Apnl 2006 ---PAGE BREAK--- Subbasin 09 _re_m1ie. 1.5 acres 65695 square feet Soil Type= B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Parks 0 0.0 Lawns 0 0 0 0 0 0 0 65695 0 0 0 Check Comp.CN Ov_er1and-f:lo_w 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2Jac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.5 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial o.o Railroad Yarn 1.5 92- AMC:2 97 AMC3 0.9 C10 1. Flow Length, tr· 2a. Beginning Elevatlon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87[1. 1.qo•o.s I s•o.33, min 0 Developed <300 ft, Undeveloped < 500 ft Shallow_C_once_ritr:.a~.9 Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), IVs 12. T,=U3600V, hrs. BO 7042.5 7041 1.875 0.90 2.72 Paved 150 0.007 2 0.17 0.25 _c_hannel flow Channel 13. Cross sectional now area, a (ft") 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-afpw, ft 16. Channel slope, s, fVft 17. Mannings n 18. v ~1.49r2'3s 112/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. j21. To1a1 Tc, hrs. Tiag = Town of Monument Stonnwater Master Plan 1.00 1.49 0 0 .000 029 rn Dirty Woman Creek - Exisling Condition Subbasln Parameters Subbasin D10 :Aiia,,. .O,O_lM.._,;quape, s% 10. k value 11. Average velocity, V (fig. 3-1), IVs 12. T1=U3600V, his. 340 7047 7030 5 0.89 4.29 Paved 410 1.1 2 2.10 0.05 Channel flow Channel 13. Cross sectional flow area, a (ft ) 1 14. Welted perimeter, Pw 1 15. Hydraulic Radius, r=alpw, ft 1.00 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r"'s10/n, IVs 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 j21. Total Tc, hrs. I 0.13 flag= 0.08 Subbasin 0 11 Area= 0~002l ~ uare ,miles 1.7 acres 74506 square feet Soil Type= B (Input or CN Calculations Area (sf) Area (ac) Land Type 59749 1.4 PasturefMeadow 0 0 .0 Forest 0 0.0 Parks 0 0.0 Lawns 2460 0.1 Impervious 0 0.0 Gravel Road 0 0 .0 SF Housing 1/ac 0 0.0 SF Housing '2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8fac 12297 0 .3 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 1.7 Comp. CN 64 .9323 AMC2-- 80.22539 AMC3 0.378742 C10 Overland Flow 1. Flow Lenglh, 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87(1. 1-CJD'0.5 / SAQ.33, min u oeveloped <300 ft, Undeveloped < 500 ft Sb.allow Concentrated Flow 7 . Surlace d&SC-ription 8. Flow Length. ft 3 . Watercourse slope, so/o 10. k value 11. Average velocity, V (fig. 3-1), IVs 12. T0=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (tt2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/fl 17. Mannings n 18. V=t.49r2'3s 112/ n, fVs 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. i'iaJ!= 11 of 41 240 7024.5 7018 2.708333333 0.38 15.04 Grassed Wa1erway 260 1.7 1.5 1.96 0.04 Channel 1.00 1 1 1.49 0 0.000 0.29 rn Subbasln D12 00_49-~-.;i9ni'mf1es 3.1 acres 135739 square feet Soil Type= B (input or CN Calculations Area(sf) Area (ac) Land Type 6265 0. 1 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 11536 0.3 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing '}Jae 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 117938 2.7 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 3.1 Comp. CN 90.9406!iAMC2 96.20072 AMC3 0.869999 C10 Overland Flow 1. Flow Length, tt·· 2a. Beginning Elevalion, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. TI= 1.87[1.1-CJD'0.5 / S•0.33, min --oeveloped <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Lenglh, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), IVs 12. T,=U3600V, hrs. ~ 13. Cross seclional now area, a (ft--Z, '14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope. s. ft/ft 17. Mannings n 18. V=1 .49r2'3s112/n, fUs 19. Flow Length, L, ft 20. T1=U3600V, hrs. J21. TotatTc, hrs. 'i'la_!l_ = 200 7037 7031 3 0.87 4 .23 Paved 220 3.1 2 3.52 0.02 Channel 1 1 1.00 1.49 0 0.000 G.09 Q.05 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin 0 13 Soil Type : B CN Calculations Area (sf) Area (ac) Land Type O 0.0 PasturefMeadow 0 0.0 Forest 0 0.0 Parks O 0.0 Lawns 0 0.0 Impervious O 0.0 Gravel Road 0 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 73657 1.7 Retail Commercial O 0.0 Neighborhood Commercial O 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 1.7 Comp. CN 92 AMC2 97 AMC3 0.9 C10 Over1and_f:_lo_w 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl = 1.87f1.1_:C;[D'0.5 / S'0.33, min ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concenlrated Flow 7. Surface description 8. Flow Length, It 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s112/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. f21 . Total Tc, hrs. 240 7026 7022 1.666666667 0.90 4.90 Paved 255 1.5 2 2.45 0.03 Channel 1.00 I ~ 00 ~ Subbasin 0 14 .MJ1!1£SUJII8_:mlle_a 0.1 aaes Soil Type : B CN Calculations 5601 square feet (input or Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 5601 0.1 lmpeNious Check O 0.0 Gravel Road O 0.0 SF Housing 1fac 0 0.0 SF Housing 2Jac O 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8(ac O 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial o.o Railroad Yard 0.1 Comp. CN 98 - AMC2 99 AMC3 0.9 C10 Overland Flow 1. Flow Length, It 2a. Beginning Elevatlon, ft 2b. Ending Elevation, ft 60 7020 7018 3. Watercourse Slope, percent 3.333333333 4. C10Value 0.90 5. n = 1.87[1.1-C)D'0.5 / S'0.33, min 1.95 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 100 3. Watercourse slope, s% 2 10. k value 2 11. Average velocity, V (f,g. 3-1), ft/s 2.83 12. T,=U3600V, hrs. 0.01 Channel flow Channel 13. Cross sectional flow area, a (ft ) 1 14. Wetted perimeter, 1 115. Hydraulic Radius, r-alp., ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s'n/n, ft/s 1.49 19. Flow Length, L, It 0 20. T,=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.04 'Tla,2= ~ I f1a.9_ = 0.03 Town of Monument Stormwater Master Plan Dirty Woma_!lf_reek - Existing Condition Subbasin Parameters Subbasin 015 a~ j[~9.!!9U811!_llll!ii: 3.1 acres 135568 square feet (Input or Soil Type : B CN Ca1culalions Area (sn Area (ac) Land Type 61835 0 0 0 1.4 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.3 lmpeNious 0.0 Gravel Road 14202 0 0 0 0 0 0 59531 0 0 0 0 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.4 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp. CN 3.1 77~12054~AMC2 87.63104 AMC3 0.603523 C10 Overland Flow 1. Flow Length, fl 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87(1.1-C)D'0.5 / S'0.33, min 0 Developed <300 ft, Undeveloped < 500 ft $1)al_tow Concentraled Flow 7. Surface description- s. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r"'s'0 rn, ft/s 19. Flow Length. L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 'Tla,2= 12of 41 300 7022 7016 2 0.60 12.79 Paved 365 1.8 2 2.68 0.04 Channel 1.00 1.49 0 0.000 025 rn Subbasln 016 ®l~"ii@ML~ 1.2 acres 51667 square feet Soll Type : B (input or CN Calculatlons Area (sn Area (ac) Land Type 17620 0 0 0 22363 0 0 0 0 0 0 0.4 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.5 lmpeNious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.3 Retail Commercial 11684 0 0 0 0 o.o Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp. CN 1.2 83.00195 "AMC2 90.70403 AMC3 0.67833 C10 1. Flow Length, fr 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. n = 1.87i1.1-C]D'0.5 / S'0.33, min ""Developed <300 ft. Undevelope-d < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T,=U3600V, hrs. ~ 13. Cross sectional flow area, a 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s ' 0rn. ftls 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. Tlag = 65 7032.5 7030 3.846153846 0.68 4.08 Paved 1065 2.2 2 2.97 0.10 Channel 1 1.00 1 1 1.49 0 0.000 rn rn Ayres Associates April 2006 ---PAGE BREAK--- Subbasin 0 17 j)~Ol4L!quare 9.4 acres 409672 square feel Soll Type = B (Input or CN Calculations Area (sf) Area (ac) Land Type 288493 6.6 Pasture/Meadow O 0.0 Forest O 0.0 Parks 0 0.0 Lawns 14992 0.3 Impervious 160 11 0.4 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 90176 2.1 Relail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial O 0 .0 Heavy Industrial O 0 .0 Railroad Yard Check 9.4 Comp. CN 68.00303 AMC2 82.16764 AMC3 0 .438359 C10 Overland Flow 1. Flow Lenglh, flu 2a . Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti = 1.87[1.1-C)0'0.5 / S•0.33, min · · oeveloped <300 ft, Undel/E!loped <500 ft Shallow Concentrated Fklw 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o 10. k value 11. Average velocity, V (f,g. 3-1), ft/s 12. T,=L/3600V, hrs. ~ 13. Cross seclional flow area, a (ft2) 14. Welled perimeter, Pw 15. Hydraulic Radius, r=alp., fl 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s'nln, ft/s 19. Flow Length, L, ft 20. T,=L/3600V, hrs. 121. Total Tc, hrs. 'Tlal!= Town of Monument Storrnwater Master Plan 300 7032 7014 6 0.44 11.86 Grassed Waterway 540 2.6 1.5 2.42 0.06 Channel 1.00 1 1.49 0 0.000 0.26 rn Dirty Woman Creek· Existing Condition Subbasin Parameters Subbasln 018 3.5 acres 153563 square feet Soil Type~ a (input · e · or ·c · ) CN Calculations Area (sf) Area (ac) Land Type 0 0 0 0 0 0 0 0 0 0 0 153563 0 0 0 0 Check Comp. CN- Qver1and£klw 0.0 Pasture/Meadow 0.0 Fores! 0.0 Parks 0.0 l awns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 6/ac 3.5 Retail Commercial 0 .0 Neighborhood Commercial 0 .0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 3.5 -92---p;f.Ac2 97 AMC3 0.9 C10 1. Flow Length, ft°" 2a. Beginning Elevation, ft 2b. End!ng Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI= 1.87(1 .1-CJ0'0.5 / SAQ.33, min **Developed <300 ft, Undeveklped < 500 ft Shallow Concentrated Flow 1. Surface description 8 . Flow Length, fl 3. Watercourse slope, s% 10. k value 11 . Average velocity, V (fig. ft/s 12. T,=L/3600V, hrs. 500 7012 7000 2.4 0.90 6.26 Paved 220 0.7 2 1.67 0.04 Channel nDYII Channel 13. Cross secltonal flow area, a 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=afpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'nln, ft/s 19. Flow Length. L, ft 20. T,=L/3600V, hrs. f 21. Total Tc, hrs. 'Tla.l!= 1.00 1 1 1.49 0 0.000 0.14 1i.os Subbasln 020 Aiei= .0...0.!MU 14. Welted perimeler, Pw 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s112/n, ft/s 19. Flow Length. L, ft 20. T,=U3600V. hrs. j21 . Total Tc, hrs. Tla.9. = Town of Monument Stomiwater Master Plan 410 7012.5 7000 3.048780488 0.30 21.01 Grass Pasture 925 2.5 0.7 1.11 0.23 Channel 1 1 1.00 1.49 0 0.000 0.58 rn Dirty Wom~n-freek - Existing Subbasin Parameters Subbasin 0 23 "Area= o.oor.2,ciuaie:iJilli 4.6 acres 201298 square feet Soil Type• B (Input or CN Calculations Area (sf) Area (ac) Land Type 199120 4.6 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 2178 0. 1 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 a.a SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Ught Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 4.6 Comp. CN 58.43279 AMC2 76.24885 AMC3 0.257033 C10 Overland Flow r. Flow Length, ft'' 380 2a. Beginning Elevation, ft 6985 2b. Ending Elevation, ft 6971 3. Watercourse Slope, percent 3.684210526 14. ClO Value 0.26 Is. Tl = 1.87[1.1-CJD•0.5 / s•0.33, min 19.98 Devek)ped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow Surface description Grassed Waterway 8, Flow Length, ft 1130 13. Watercourse slope, s% 4.9 10. k value 1.5 11. A':.eragevelocity, V (fig. 3-1), ft/s 3.32 12. U3600V, hrs. 0.09 Channel flow Channel 13. Cross sectional flow area, a (ft") 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r=atp., ft 1.00 16. Channel slope, s, fUft 1 17. Mannings n 1 18. V=1.49r213s112/n, fUs 1.49 19. Flow Length, L, ft 0 20. T,•U3600V, hrs. 0.000 j21. Total Tc, hrs. I 0.43 I Tia~= 0.26 I JEFFERSON STREET SYSTEM Subbasin 035 Area= 0.0069,!!9uare miles 4.4 acres 191459 square feet Soil Type • B (input or CN Calculations Area (sf) Area (ac) Land Type 62887 1.4 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 19698 0.5 Impervious 0 0.0 Gravel Road 0 0 .0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0 .0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 108874 2.5 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 4.4 Comp. CN 79.17498 AMC2 89.17076 AMC3 0.601202 C10 Overland Flow 1. Flow Length, ft"' 230 2a. Beginning Elevation, ft 7007 2b. Ending Elevation, n 7000 3. Watercourse Slope, percent 3.043478261 4. C10Value 0.60 5. Ti= 1.87[1.1-C]D" 0.5 / S"0.33, min 9.80 Developed <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface descripUon Paved 8. Flow Length, ft 420 3. Watercourse slope, s% 2.1 10. k vatue 2 11, Average velocity, V (ftg. 3-1), fVs 2.90 12. T,=U3600V, hrs. 0.04 Channel flow Channel 13. C ross sectional flow area, a (fl ) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r=alpw, ft 1.00 16. Channel slope, s, tUft 1 17. n 1 18. V=1.49r"'s'n/n, ft/s 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 121. Totat Tc. hrs. I 0.20 I I tlag = 0 .12 I 14 of41 Subbasin 036 &.11 = 0.0091 :square mtles 5.9 acres 254865 square feel Soil Type 9 (input or CN Ca1culalions Area (sf) Area (ac) Land Type 101914 2.3 Pasture/Meadow 0 0.0 Forest 0 o.o Parks 0 0.0 Lawns 75636 1.7 Impervious 13355 0.3 Gravel Road 0 0 .0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0 .0 SF Housing 3/ac 0 0 .0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 63960 1.5 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 5.9 Comp. CN J 8.81425 AMC2 88.53706 AMC3 0.597198 ClO Over1and Flow 1. Flow Lenglh, ft"' 55 2a. Beginning Elevation, ft 7004.9 2b. Ending Elevation, ft 7002 3. Watercourse Slope, percent 5.272727273 4. C10Value 0.60 5. Tl= 1,87(1.1-C]D"0.5 / S"0.33, min 4.03 ··oeveloped <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface descripUon Paved 8. Flow Length, ft 1020 3. Watercourse slope, s% 1.7 10. k value 2 11. Average velocity, V (ftg. 3-1), fl/s 2.61 12. T,=U3600V, hrs. 0.11 Channel flow Channel 13. Cross sectional flow area, a (ft.2) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius. r=a/p ft 1.00 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'nln, ft/s 1.49 19. Flow Length, L, ft 0 20. T,=U36DOV, hrs. 0 .000 j 21. Total Tc, hrs. I 0 .18 I Tiag= 0.11 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin 0 37 1a.= .O.Q()2J!.Mluare ml 1.7 acres 72505 square feet (Input or Soil Type. B CN Calculatlons Area (sf) Area (ac) Land Type O o.o Pasture/Meadow O 0.0 Forest o 0.0 Parlw Length, L, ft 20. T1=L/3600V, hrs. 'l'ia.9_ = 500 6976 6955 4.2 0.25 22.13 Grass Paslure 640 7 0.7 1.85 0.10 Channel 1.00 1 1 1.49 0 0.000 0.46 rn Overland Flow - 1. Flow Length, w· 2a. Beginning ElevaUon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent C10 Value 5. Ti = 1.87[1.1-C]0"0.5 / 5"'0.33, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Suri ace description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 111. Average velocity, V (ftg. ft/s 12. T1=U3600V, hrs. C hannel flow 13. Cross sectional flow area, a (ft J 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, fUft 17. Mannings n 18. V=1.49r"'s'0in. ft/s 19. Flow Length. L, ft 20. T1=L/3600V, hrs. 121. Total Tc, hrs. Tlag_= 18nf41 - 460 6974 6961 2.826086957 0.41 19.65 Paved 840 6.1 2 4.94 0.05 Channel 1 1 1.00 1 1 1.49 0 0.000 I 0.37 I 0.22 I Subbasin 052 ye"'= )[000 Soil Type = 8 CN Calculalions Area (sn Area (ac) Land Type 10320 0.2 Pasture/Meadow O 0.0 Forest 0 0.0 Parks 0 0 0 0 0 172780 0 0 Check Comp.CN 0.0 Lawns 0 .0 Impervious 0.0 Gravel Road 0 .0 SF Housing 1/ac 0.0 SF Housing 2/ac 4.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 4.2 71.21092 M1C2 85.43637 AMC3 0.391546 C10 Overland Flow 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 130 6947 6944.5 3. Watercourse Slope, percent 1.923076923 4. C10 Value 0.39 5. Tl = 1.87(1.1·CJD"0.5 / S"'0.33, min 12.17 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 531 3. Watercourse slope, s% 2.7 10. k value 2 11. Average velocity, V (fig. ft/s 3.29 12. T1=U3600V, hrs. 0.04 Channel flQIN Channel 13. Cross sectional flow area, a (ft ) 1 14 . Wetted perimeter, Pw 1 15. Hydraulic Radius, r=alpw, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s'0in, ft/s 1.49 19. Flow Lenglh, L, ft 0 20. T1=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.25 I T1ag = 0.15 Ayres Associates April 2006 ---PAGE BREAK--- PEAKVIEW RIDGE/VALLEY RIDGE SUBDIVISION (NEW NAME: PASTIMES SUBDIVISIONt Subbasin 053 Subbasin 054 [Area - squa1v.1111ftl;:a -Area= 0~006t squara mlkii 18.8 acres 4.3 acres 817603 square feet 187960 square feet Soil Type= B (Input or Soil Type= B (input or CN Calculations CN Calculations 622713 14.3 Pasture/Meadow o 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Forest 0 0 0 0 0 0 0.0 Parks 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 1.9 SF Housing 3/ac 2 .6 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0 0.0 Parks O 0.0 Lawns O 0.0 Impervious O 0.0 Gravel Road O 0.0 SF Housing 1/ac O o.o SF Housing 2/ac O 0.0 SF Housing 3/ac 187960 4.3 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 82860 112030 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial O 0.0 Neighborhood Commercial 0.0 Heavy Industrial 0.0 Railroad Yard Check Coinp."CN 18.8 61:74821 - AMC2 78.65772 AMC3 0.299457 C 10 Qvertand-Flow 1. Flow Length, tr· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope. percent 4. C10 Value 5. Tl = 1.87(1.1-C]D'0.5 / S'0.33, min uoeve/oped <300 ft, Undeveloped < 500 ft Shallow Concentraled Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ftls 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area. a (ft.1) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-a/pw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s112/n, ftls 19. Flow Length, L, ft 20. T,=U3600V, hrs. j21. Total Tc, hrs. Tfall. = Town of Monument Stormwater Master Plan ~ 6947 6906 16.07843137 0.30 9.56 Paved 0 1 2 2.00 0.00 Channel 1360 220 6.18 0.009 0.06 7.94 1320 0.046 0.21 rn Dirty Woman Creek - Existing Condition Subbasln Parameters O 0.0 Light Industrial 0 0.0 Heavy Industrial O o.o Railroad Yard Check 4.3 Comp'.CN 75 - - AMC2 88 AMC3 0.5 C10 _o~e_r_l_ar:tdJ:_'9_11¥ 1. Flow Length, w· 2a. Beglnning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl = 1.87[1 .1-C]0•0.5 / S'0.33, min *·Developed <300 ft, Undeveloped < 500 fl Shallow Concentraled Flow 7. Surface description 8 . Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft') 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r""s'"ln, !Vs 19. Flow Length, L, ft 20. T,=U3600V, hrs. j 21. Total Tc, hrs. Tfall. = 18 1 6950 6946 2.209944751 0.50 11.62 Paved 635 9.4 2 6.13 0.03 Channel 1 I 1.00 ~ 0 ~ ~ Subbasin 055 "Area= 0.0480 !iqll8 = 30.7 acres 1337780 square feet Soil Type B {input or ·c·1 CN Calculations Area (sQ Area (ac) Land Type 114330 2.6 Pasture/Meadow 0 0.0 Forest O 0.0 Parks O 0.0 Lawns 10990 0.3 Impervious O 0.0 Gravel Road O 0.0 SF Housing 1/ac 0 0.0 SF Housing '2/ac O 0.0 SF Housing 3/ac 1212460 27.8 SF Housing 4/ac o 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial O 0.0 Railroad Yard Check 30.7 Comp. CN 73.73609 AMC2 87 .06482 AMC3 0.48192 C10 Overland Flow 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Walercourse Slope, percent 4. C10Value 5. Ti = 1.87[1. 1-C]0•0.5 / s•0.33, min ··oeveloped <300 ft, Undeveloped< 500 ft ShallCJIN Concentrated Flow 7. Surface description B. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V(fig. 3-11, IVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft ) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alp , ft 16. Channel slope, s, tuft 17. Mannings n 18. v ~1.49r2'3s112/n, ftls 19. Flow Length, L, ft 20. T,=U3600V, hrs. j21. Total Tc, hrs. I flag = 19 of 41 220 6945 6938 3.181818182 0.48 11.70 Paved 1925 1 2 2.00 0.27 Channel , 1 1.00 1.49 0 0.000 I 0.46 0.28 Ayres Associates April 2006 ---PAGE BREAK--- Worksheet for Subbasin Hydrologic Parameters (Area, CN, Time of concentration) Project. Town of Monument Stormwater Master Plan EXISTING CONDITION Railroad Swale System Subbasin 060 Subbasin D62 Subbasin D63 Subbasin D64 (Araa = G.0038pqualJU1)1188 Ania = 0.0041.!gual& miles .Area= 0.004( j1quare~mile• Area = 0.0012~ 1es J 2.4 acres 2.6 acres 2.6 acres 0.8 acres 105482 square feet 113642 square feet 113931 square feet 34691 square feel Soil Type= 8 (input or Soil Type= B (Input or Soil Type= B (input or Soil Type; 8 (input or CN Calculalions CN Calculations CN Calculations CN Calculations Area (sf) Area (ac) Land Type Area (sf) Area (ac) Land Type Area (sf) Area (ac) Land Type Area (sf} Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Pasture/Meadow O 0.0 Pasture/Meadow 0 0 0 24079 0 0 0 0 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.6 Lawns o.o Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8fac 0 .0 Retail Commercial 0 0 0 11664 0 0 0 0 0 0 0 0.0 Fo rest 0.0 Paripe, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft") 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'"ln, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. f21. TotalTc, hrs. 'l'TaJ!= 20 of 41 40 6995.3 6979 40.75 0.72 1.33 Paved 1110 1.5 2 2.45 0.13 Channel 1 1 1.00 1.49 0 0.000 0.15 Q.09 0 .0 Heavy Industrial 0.0 Railroad Yard Check Comp.CN Overtand Flow 0.8 88 AMC2 95 AMC3 0.75 C10 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.8711.1_-(;]0'0.5 / S'0.33, min 0 Developed <300 fl, UndeveloJ)ed < 500 fl Shallow Conce_offilled Flow 7. Surface description 8. Flow Lenglh, ft 3 . Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft') 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r2'3s 1'2/n, ft/s 19. Flow Length, L, fl 20. T,=U3600V, hrs. !21. Total Tc, hrs. TiaJ!= 240 6982.5 6977 2.291666667 0.75 7.71 Paved 150 1.6 2 2.53 0.02 Channel 1 1 1.00 1.49 0 0.000 0.15 m Ayres Associates April 2006 ---PAGE BREAK--- Subbasin D65 1uarainnii 2.4 acres 105351 square feel Soll Type= B (Input or CN Calculations Area (sf) Area (ac} Land Type 0 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Parks 53760 17950 0 0 0 0 0 0 0 1.2 lawns 0.4 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3Jac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 33641 0 0 0 0.8 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check :Comp. CN 2.4 75.92589 AMC2 87.00653 AMC3 0.52041 C10 Overland Flow 1. Flow Length, fl 2a, Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 14. C10 Value 5. Ti - 1.87[1.1-CJD•0.5 / S'0.33, min ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated How 7. Surface description la. Flow Length, fl 3. Watercourse slope, s% 10, k value 11. Average velocity, V (fig. 3-1), fVs 12. T,=Ll3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft 2) 14. Wetted perimeter, Pw 15. Hydraullc Radius, r=alpw, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s1n/n, ft/s 19. Flow Length. L, ft 20. T,=Ll3600V, hrs. 121. Total Tc, hrs. Tla.9_= Town of Monument 270 6980 6974.5 2.037037037 0.52 14.08 Paved 315 0.8 2 1.79 0.05 Channel 1 1 1.00 1.49 0 0.000 0.28 rn Dirty Woman Creek - Existing Condition Subbasin Parameters Subbasin 0 66 j)~oosi squan, )Illies 3.3 acres 144773 square feet Soil Type = B (input or CN Calculations Area (sf) Area (ac} land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 0 0 20499 0 49233 0 0 0 0 0 0.0 Parks 0.0 Lawns 0.5 Impervious 0.0 Gravel Road 1.1 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 75041 0 0 0 1.7 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Coiiii>C 3.3 82.61453 AMC2 91.8256 AMC3 0 .618207 C10 Overland Flow 1. Flow Length, ft"" 2a. Beginning Elevatlon, ft 2b. Ending ElevatJon, ft 3. Watercourse Slope, percent 4. C1 0 Value 5. Ti = 1.87(1 .1-CJD'0.5 / S'0.33, min ··oevelopediia = 0.0053 Sw 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o 10. k value 11. Ave rage velocity, V (fig. 3-1), fVs 12. T,=U3600V, hrs. Channel flow 13, Cross sectional flow area, a {fti ) 14. Welted perimeter, Pw 15. Hydraulic Radius, Falpw. ft 16. Channel slope. s, ft/ft 17. Mannings n 18. V=1 .49r"'s ,nln, rvs 19, Flow Length, L, ft 20. T1~L/3600V, hrs. 121 . Total Tc, hrs. Town or Monument 'TTaJ!.= 265 6932.5 6926.5 2.264150943 0.31 18.26 Grass Pasture 355 10.8 0.7 2.30 0.04 C hannel 1 1.00 1.49 0 0.000 0.35 rn Dirty Woman Creek - Existing Condition Subbasin Parameters Subbasin D82 .P.015-t 9.9 acres 429495 square feet Soil Type = B (input or CN Calculations Area (sf) Area {ac) Land Type 0 0.0 Pasture/Meadow 0 232506 0 10696 16099 0 0 170194 0.0 Forest 5.3 Parks 0.0 Lawns 0.2 lmpervlous 0.4 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 3.9 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp. CN Overland Flow 9.9 72 AMCi 86 AMC3 0.37 C10 1. Flow Length, 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1 .87J1. 1-CJD'0.5 / 5'0.33, min 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description B. Flow Length, ft 3. Watercourse slope, so/o 10. k value 11 . Average velocity, V (fig. 3-1), rvs 12. T1=U3600V, hrs. Channel nOVtt 13. Cross secttonal flow area, a (ft') 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s1n/n, fVs 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. Tiaj!_ = 200 6910 6905 2.5 0.37 14.20 Grassed Waterway 1050 2.2 1.5 2.22 0.13 Channel 1 1.00 1 1.49 0 0.000 0.37 0,22 Subbasin 0 83 0.0193~ 12.3 acres 537677 square feet Soil Type : 8 (input or CN Calculations Area (sf) Area {ac) Land Type 350046 157386 0 0 8.0 Pasture/Meadow 3 .6 Forest 0.0 Parks 0.0 Lawns 0.7 lmpervlous 0.0 Gravel Road 0.0 SF Houslng 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ ac 0.0 Retail Commercial 30245 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yart! Check Co mp. CN O_vei1anct_1: 1o_w 12.3 59 AMC2 77 AMC3 0.24 C10 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevatlon, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI= 1.87(1. 1-CJD'0.5 I S'0.33, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o 10. k value 11. Average velocity, V (fig. 3-1 rvs 12. T1=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft 2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, Falpw, ft 16. Channel slope, s. fVft 17. n 18. V=1 .49r"'s ,n,n, rvs 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. Tiag = 25 of 41 300 6887 6878 3 0.24 19.32 Gi3ssed Waterway 0 1 1.5 1.50 0.00 Channer 500 100 5.00 0.021 0 .08 7.89 920 0.032 0.35 rn Ayres Associates April 2006 ---PAGE BREAK--- Worksheet for Subbasin Hydrologic Parameters (Area, CN, Time of concentration) Project· Town of Monument Stormwater Master Plan EXISTING CONDITION 1-25 CORRIDOR SYSTEM Subbasln 0-24 Subbasin D-25 J),Q!!18.!9Uant.milas Area= (f0029 !19U8!U!!!~ 1. 1 acres u:1 acres 49393 square feet Soll Type, B (Input or CN Calculations Area (sf) Area (ac} land Type 20199 0.5 Pasture/Meadow 0 0.0 Forest O 0.0 Parks O 0.0 Lawns 0.7 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 81463 square feet Soll Type ; B {input or CN Calculations Area (sf} Area (ac) land Type 45701 1.0 Pasture/Meadow 0 0.0 Forest O 0.0 Par1pe, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectlona1 flow area, a (ft2) 14. Welted perimeter, 15. Hydraulic Radius, ft 16. Channel slope, s, fUft 17. Mannings n 18, v ~1 .49r2'3s 112/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. !21. Total Tc, hrs. Tla2 = 265 7033.4 7024 3.547169811 0.37 14.7 1 Paved 405 2 2 2.83 0.04 Channel 1 1 1.00 1.49 0 0.000 rn o.i7 Subbasin MJ .Area.= Jl..,00181!.g~_ai:._mi.:_ 1.1 acres 49757 square feet (input or Soil Type : 8 CN Calculalions Area (sf) Area (ac) Land Type 0 0 0 0 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 1.1 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 49757 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0 .0 Heavy Industrial 0 .0 Railroad Yard Checl< Comp. CN 1.1 72 AMC2 86 AMC3 0.4 C10 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI = 1.87(1.1-CJD'0.5 / 5 ' 0.33, min ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8 . Flow Length, ft J . Watercourse slope, s% 10. k value 11. Average velocity, V (f,g. 3-1), ft/s 12. T,=U 3600V, hrs. 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydrautrc Radius, r-alpw, ft 16. Channel slope, s, fUft 17. Mannings n 18. V=1.49r213s112/n, ft/s 19. Fk>w Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. Tlag = 31 of 41 45 7022 7020.3 3. 777777778 0.40 5.66 Paved 415 1.5 2 2.45 0.05 Channel 1 1.00 1.49 0 0 .000 0 .14 0 .08 Subbasln M4 j\r_ea_ = ]:)_,_QO~_aqu•ra_mn.. 3.2 acres 139797 square feet (input or Soil Type = B CN Calculations Area (sn Area (ac) Land Type 0 0 0 0 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 3.2 SF Housing 3fac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 139797 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Checl< 3.2 Comp. CN n--AMC2 86 AMC3 0.4 C10 Overland Flow 1. Flow Length, ft 0 2a. Begfnning Elevatlon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= / S"'0.33, min ··Developed <300 ft, Undeveloped < 500-ft Shallow Concentrated Flow 7. Surface description 8 . Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V(fig. 3-1 ft/s 12. T,=U 3600V, hrs. Channel flow 113. Cross sectronal flow area, a (ft2) 14. Wetted perimeter, 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, fUft 17. Mannings n 18. v~1.49r2'3s112/n, ft/s 19, Flow Length, L, ft 20. T,=U3600V, hrs. r21. Total Tc, hrs. Tla.!l_ = 265 7028.7 7022 2.528301887 0.40 15.69 Paveo 390 1.8 2 2 .68 0.04 Channel 1.00 1.49 0 0.000 0.30 rn Ayres Associates April 2006 ---PAGE BREAK--- Subbasin MS Subbasin M6 MP = u WlU 1!9U8re miles Area= 0.0020, -~·iuare-miles 0.7 acres 1.3 acres 29042 square feet 54613 square feet Soil Type= B CN Calculations (input or 65 Soil Type = B (input or CN Calculations Area (sn Area (ac) Land Type 0 0.0 Pasture/Meadow Area (sn Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest 0 0 .0 Forest 0 0.0 Parks O 0.0 Parks 0 0.0 lawns 0 0.0 Lawns 0 0.0 Impervious 0 0.0 Impervious O 0.0 Gravel Road 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 54613 1.3 SF Housing 2/ac 29042 0.7 SF Housing 3/ac 0 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac O 0.0 SF Housing 4/ ac O 0.0 MF Housing 8/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Retail Commercial Subbasin M7 1\iea.= uare miles 1.3 acres 55624 square feet (Input or Soil Type= B CN Calculations Area (sf} Area (ac) Land Type 38482 0.9 Pasture/Meadow O 0 .0 Foresl 0 0.0 Parks o a.a Lawns 11039 0.3 Impervious 0 0.0 Gravel Road O 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 6103 0.1 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard Check Comp.CN Overland Flow 0.7 72--AMC2 86 AMC3 0.4 C10 1. Flow Length, ft° 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. n = 1.87(1 .1-C}D'0.5 I S"0.33, min ••oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 !Us 12. T,=L/3600V, hrs. Channel fiow 13. Cross sectional flow area, a (tr) 14. Wetted perimeler, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'nln, !Us 19. Flow Length, L, ft 20. T,=L/3600V, hrs. j21 . Total Tc, hrs. Town of Monument Stonnwater Master Plan 100 7015.5 7014.1 1.4 0.40 11.71 Paved 250 1.6 2 2.53 0.03 Channel 1 1 1.00 1 1 1.49 0 0.000 ~ rn--1 Monument Creek Tributary- Existing Condition Subbasln Parameters 0 0.0 Light Industrial O 0.0 light Industrial 0 0.0 Heavy Industrial O 0.0 Heavy lnduslrial 0 0.0 Railroad Yard o o.o Railroad Yard Check 1.3 Check 1.3 Comp. CN 70 AMC2 Comp. CN 57 -··AMC2 81.66171 AMC3 0.395455 C10 85 AMC3 0.35 C10 Overland Flow Overland Flow 1. Flow Length, tr 250 2a. Elevation, ft 7021 2b. Ending Elevation, ft 7014.7 1. Flow Length, ft° 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 2.52 3. Watercourse Slope, percent 4. C10 Value 0.35 4. C 10 Value 5. Ti"" 1.87(1.1-CJDA0.5 / 511.0.33, min 16.35 5. n = 1.87(1.1-CJD'0.5 I s•o.33, min Developed <300 ft, Undeveloped< 500 ft ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow Shallow Concentrated Flow 7. Surface description Paved 7. Surface descriplion 8. Flow Length, ft 235 8. Flow Length, ft 3 . Watercourse slope, s% 2 3. Watercourse slope, s% 10. k value 2 10. k value 11 . Average velocity, V (fog. 3-1), !Us 2.83 12. T,=L/3600V, hrs. 0.02 11 . Average velocity, V (fog. 3-1), !Us 12. T,=L/3600V, hrs. ~ Channel Channel flow 13. Cross sectional flow area, a (ft2) 1 13. Cross sectional flow area, a (ft2) 14 . Wetted perimeter, 1 14. Wetted perimeter, 15. Hydraulic Radius, r-alp., ft 1.00 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 1 16. Channel slope, s, ft/ft 17, Mannings n 1 17. Mannings n 18. V=1.49r"'s'nln, !Us 1.49 18. V=1.49r"'s ,nln, !Us 19. Flow Lenglh, L, ft 1 20. T,=L/3600V, hrs. 0.000 19. Flow Length, L, ft 20. T1=L/3600V, hrs. 121. Total Tc, hrs. I 0.30 121. Tota1 Tc, hrs. I Tla_g_ = 0.18 Tia2 = 32 of 41 130 7020 7017.5 1.923076923 0.40 12.11 Grassed Waterway 800 1.3 1.5 1.71 0.13 Channel 1 1 1.00 1 1 1.49 0 0.000 I 0,33 0.20 I I Subbasln MB :e.11= [ "Oo22 square miles 1.4 acres 62441 square feet (Input or Soil Type= B CN Calculations Area (sf) Area (ac) Land Type 38384 0.9 Pasture/Meadow 0 0.0 Forest O 0.0 Parks 6523 0.1 Lawns 17534 0.4 Impervious O 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light lndustnal 0 0.0 Heavy Industrial O 0.0 Railroad Yard 1.4 " 70- · AMC2 82.66754 AMC3 0.432526 C10 Overland Fklw 1. FID'N Length, ft 0 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value s. Ti = 1.87(1 .1-C]D'0.5 I s•o.33, min *"Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fog. 3-1 !Us 12. T,=L/3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft ) 14. Wetted perimeter, 15. Hydraulic Radius, ft 16 . Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s '"In, !Us 19. Flow Length. L, n 20. T,=L/3600V, hrs. 121. Total Tc, hrs. I flag= 70 7028.9 7026 4.142857143 0.43 6.53 Paved 455 1.4 2 2.37 0.05 Channel 1 1 1.00 1 1 1.49 0 0.000 I 0.16 0.10 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M9 Subbasin M10 0.0033. ~uara miles Area= 0.0020 !!9U8'8 !Jliles 2. 1 acres 1.3 acres 92149 square feet 56782 square feet Soil Type= B (Input or Soil Type = B (input "8 6 or CN Calculations CN Calculations Area (sf} Area (ac) Land Type Area (sf) Area (ac) Land Type 32699 0.8 Pasture/Meadow 0 0.0 Pasture/Meadow 0 0.0 Forest 0 0.0 Forest 0 0.0 Parks 0 0.0 Parks 0 0.0 Lawns 0 0.0 Lawns 18598 0.4 Impervious 0 0.0 Impervious 0 0.0 Gravel Road 10732 0.2 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 21ac 0 0.0 SF Housing 2/ac 40852 0.9 SF Housing 3/ac 46050 1. 1 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 MF Housing 8/ac 0 0.0 Retall Commercial 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 a.a Heavy Industrial 0.0 Railroad Yard 0 0.0 Railroad Yard Check 2.1 Check 1.3 Comp. CN- 72 1 ~ q2 Comp. CN 74 AMC2 85.07524 AMC3 87.51203 AMC3 0.447685 C10 0.475601 C10 Overland Flow - Overland Flow ~ 1. Flow Length, ff"" 185 1. Flow Length, tr 190 2a. Beginning Elevation, ft 7019 2a. Beginning EtevaUon, ft 7021 2b. Ending Elevation, ft 7012 2b. Ending Elevation, ft 7015 3. Watercourse Slope, percent 3. 783783784 3. Watercourse Slope, percent 3.157894737 4. C10 Value 0.45 4. C10 Value 0.48 5. Tl = 1.87[1.1-C]D'0.5 I 5'0.33. min 10.69 5. Ti = 1.87(1 .1-C]D'0.5 I s •0.33, min 11 .01 · ·oeveloped <300 ft, Undeveloped < 500 fl ··oeveloped <300 n. Undeveloped< 500 ft ShallCIVII Concentrated Flow Shallow Concentrated Flow 7. Surface description Grassed Walerway 7. Surface description Paved 8. Flow Length. ft 435 8. Flow Lenglh, ft 435 3. Watercourse slope, s% 1.7 3. Watercourse slope, s% 2.4 10. k value 1.5 10. k value 2 11 . Average velocity. V (fig. 3-1 ft/s 1.96 11. Average velocity. V (fig. 3-1 ft/s 3.10 12. T,=U3600V, hrs. 0.06 12. T,=U3600V. hrs. 0.04 Channel flow Channel Channel now Channel 13. Cross sectional flow area, a (ft2) 1 13. Cross sectional flow area, a (ft 2} 1 14. Wetted perimeter, 1 14. Welted perimeter, Pw 1 15. Hydraulic Radius, r=a/pw, ft 1.00 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, fVft 1 16. Channel slope, s, ft/ft 1 17. n 1 17. Mannings n 1 18. V=1 .49r2'3s112/n, fUs 1.49 18. V=1 .49r2'3s112/n, fVs 1.49 19. Flow Length, L, ft 0 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 20. T,=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.24 I lh Total Tc. hrs. I 0.22 f1aJ!. = 0.14 I I flag= 6.13 Town of Monument Stormwaler Master Plan Monument Creek Tributary- Existing Condition Subbasin Parameters Subbasin M11 Area= 0.0053. !!9uare mites 3.4 acres 146561 square feet Soll Type• B (input or CN Calculations Area (sf} Area (ac) Land Type 71221 1.6 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 11050 0.3 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 64290 1.5 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0 .0 Neighborhood Commercial 0 0 .0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 3.4 Comp. CN 68 AMC2 82.99797 AMC3 0.408671 C10 - Overland Flow 1. Flow Length, tr• 180 2a. Beginning Elevation, ft 7014.3 2b. Ending Elevation, ft 7008 3. Watercourse Slope, percent 3.5 4. C10 Value 0.41 5. Ti= 1.87(1.1-C]D'0.5 I S"0.33. min 11.47 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Grassed Waterway 8. Flow Length, ft 510 3. Watercourse slope, s% 1.6 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 1.90 12. T,=U3600V. hrs. O.Q7 Channel OCIVII Channel 13. Cross sectional flow area, a (ft2) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, fl 1.00 16. Channel slope, s, fVft 1 17. Mannings n 1 18. V=1.49r2"s'Qln. ft/s 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 I 121. Total Tc, hrs. I 0.27 I I I flag= 33 of 41 Subbasin M 12 a;mg= g,QQg,4,Jgyam,ml(!\ 1.5 acres 65656 square feet Soil Type= B (input or CN Calculations Area (sf) Area (ac) Land Type 59087 1.4 Pasture/Meadow 0 o.o Forest 0 0.0 Parks 0 0.0 Lawns 0 o.o Impervious 6571 0.2 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commerclal 0 0.0 Light Industrial 0 a.a Heavy Industrial 0 0.0 Railroad Yard Check 1.5 Comp. CN-sf"- AMC2 77.80143 AMC3 0.305044 C10 Overfanc:f Flow 1. Flow Length. tr· 260 2a. Beginning Elevation. ft 7008.5 2b. Ending Elevation, ft 7004 3. Watercourse Slope, percent 1. 730769231 4. C10Value 0.31 5. Ti= 1.87(1.1-C]D'0.5 / S•0.33, min 20.00 · ·oeveloped <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7, Surface description Paved 8 . Flow Length, ft 325 3. Watercourse slope, s% 2.2 10. k value 2 11. Average velocity, V (fig. 3-1 ft/s 2.97 12. T,=U3600V, hrs. 0.03 Channel OO'IN Channel 13. Cross sectronal flow area, a (ft ) 14. Welted perimeter, Pw I 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, Mt 17. Mannings n 18. V=1.49r2'3s112/n, ft/s 1.49 19. Flow Length, L, ft 0 20. T,=U3600V. hrs. 0.000 121. Total Tc, hrs. I 0.36 I 'i'1ag = 0.22 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M13 1.9 acres 84052 square feet (input or Soil Type • B CN Calculations Area (sf) Area (ac) Land Type O 0.0 Pasture/Meadow 0 0.0 Forest O o.o Parks 0 0.0 Lawns 13329 0.3 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac 70723 1.6 SF Housing 4/ac 0 0.0 MF Housing 8/ac O 0.0 Retail Commercial 0 0.0 Neighborhood Commercial O 0.0 Light Industrial 0 0 .0 Heavy Industrial 0 0.0 Railroad Yard Check Comp. cfl 1.9 ~ 90 AMC3 0.563432 C10 Overland Flow 1. Flow Length, tt"" 2a. Beginning Elevation, ft 2b. Ending Elevalion, ft 3. Watercourse Slope, percent 4. C10Value 5 . Ti: 1.8711.1-CJD'0.5 / S"0.33. min 0 Developed <300 ft, Undeveloped < 500-ft Shallow Concentrated_f:fow 7. Surface descr1p11on 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,:U3600V, hrs. r.hannel now 13. Cross sectional flow area, a (tr} 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, fUft 17. Mannings n 18. V:1.49r"'s1n/n, ft/s 19. Flow Length, L, ft 20. T,:U3600V, hrs. j21. Total Tc, hrs. Tia_[: Town of Monument Slonnwater Masi er Plan 170 7006.5 7001 3.235294118 0.56 8.88 Grassed Waterway 310 2.3 1.5 2.27 0.04 Channel 1 1 1.00 1 1 1.49 0 0.000 0.19 rn Monumenl Creek Tributary- Existing Condilion Subbasin Parameters Subbasin M14 .OJm1.square.rnl!es'. 2.0 acres 86840 square feet Soll Type• B (inpul or CN Calculatlons Area (sf) Area (ac) Land Type O 0.0 Pasture/Meadow O 0.0 Forest 0 0.0 Parks 0 0 4178 0 82662 0 0 0 0 0 0 0 0 Check Comp."CN 71 o.o Lawns 0.0 Impervious 0 .1 Gravel Road 0 .0 SF Housing 1/ac 1.9 SF Housing 2/ac 0 .0 SF Housing 3/ac 0 .0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retall Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 2.0 85 0.37165 AMC2 AMC3 C10 Over1and Flow 1. Flow Length, tt·· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 145 7001 6996 3. Watercourse Slope, percent 3.448275862 4. C10 Value 0.37 5. Ti : 1.87(1.1-CJD'0.5 / s•o.33, min 10.90 Developed <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 340 3. Watercourse slope, s% 2.1 10. k value 2 11. Average velocity, V (fig. 3-1), ft/s 2.90 12. T,:U3600V. hrs. 0.03 ~ Channel 13. Cross sectional flow area, a (ft") 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r-alp., ft 1.00 16. Channel slope, s, fUft 1 17. Mannings n 1 18. V:1.49r"'s'n/n, ft/s 1.49 19. Flow Length, L, tt 0 20. T1•U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.21 Tla-9. - 0.13 I I Subbasin M15 Alia:: 1!::-ClOJLsqua1!1_1111ies. 2.3 acres 101946 square feet (input or Soil Type= 8 CN Calculatlons Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Parks 17106 0 0 0 84840 0 0 0 0 0 0 0 Check Coin-p~CN 0 ,0 Lawns 0.4 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2Jac 1.9 SF Housing Jlac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 2.3 76 --AMC2 88 AMC3 0 .483897 C10 Over1and Flow 1. Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti: 1.87(1.1-CJD'0.5 / S' 0.33, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 225 7000 6991 4 0.48 10.94 7. Surface description Grassed Waterway 8. Flow Length, ft 355 3. Watercourse slope, s% 1.5 10. k value 1.5 11. Average velocity, V (ftg. 3-1), fUs 1.84 12. T1:U3600V. hrs. 0.05 Channel flow Channel 13. Cross sectional flow area, a (ft 2) 1 14. Wetted perimeter, Pw 1 15. Hydraullc Radius, r:a/p ft 1.00 16. Channel slope, s, fUft 1 17. Mannings n 1 18. V:1.49r"'s10 1n. ft/s 1.49 19. Flow Length, L, tt 0 20. T1: U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.24 I flag = 0 .14 34 of 41 I I Subbasin M 16 1.8 acres 78472 square feet Soil Type• B (Input or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Parks 0 7861 0 0 0 0 0 0 0 70611 0 0 0 Check Comp.CN 0.0 Lawns 0.2 Impervious 0 .0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 1.6 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy lnduslrial 0.0 Railroad Yard 1.8 89 AMC2 95 AMC3 0.765026 C10 Overland Flow 1. Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 265 6990 6983.75 3. Watercourse Slope, percent 2.358490566 4. C10Value 0.77 5. Ti: 1.87(1.1-CJD'0.5 / s•0.33, min 7 .68 ··Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 140 3. Watercourse slope, s% 1.4 10. k value 2 11. Average velocity, V (ftg. 3-1), ft/s 2.37 12. T1:U3600V, hrs. 0.02 Channel flow Channel 13. Cross sectional flow area, a (ft ) 1 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alp ft 1.00 16. Channel slope, s, tuft 1 17. Mannings n 1 18. V:1.49r"'s1n/n, ft/s 1.49 19. Flow Length, L, ft 0 20. T1:U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.14 - I T1ag- 0.09 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M 17 Subbasin M 18 Subbasin M 19 !&ea - 0.001,.~.19-ra mnes Ara• - o 0009J:.Cluara rnnas Area= o.ool6iquareiniJes 0.6acres 1.0acres 36736 square feet Soll Type • B (Input or CN Calculations Area (sf} Area (ac} Land Type 8600 0.2 Pasture/Meadow a o.o Forest O o.o Parlw 7. Surface description 8. Flow Lenglh, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 fUs 12. T,•U3600V, hrs. Channel flow 13. Cross sectional fiow area, a (ft2) 14. Welled perimeter, 15. Hydraulic Radius, r-alp., n 16. Channel slope, s, ft/ft 17. Mannings n ,18. V•1.49r2"s'n/n, ft/s ;19. Flow Length, L, ft 120. T,•U3600V, hrs. 121. Total Tc, hrs. Tia.!I. • 210 7005 7000 2.380952381 0.45 13.23 Grassed Waterway 270 1.9 1.5 2.07 0.04 Channel 1 1.00 1 1.49 0 0.000 Q.26 0.15 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M25 Subbasin M26 :Ania • 0.0008 !JU&re miles Area= Q.0029 !9uare miles 0.5 acres 1.8 acres 23122 square feet 79950 square feet Soil Type• B (input or • B (Input or CN Calculations CN Calculations Area (sD Area (ac) Land Type Area(sf) Area (ac) Land Type 0 0.0 Paslure/Meadow 2 1408 0.5 Pasture/Meadow 0 0 .0 Forest 0 o.o Forest 0 0 .0 Parks 0 0.0 Parks 0 0.0 Lawns 0 0 .0 Lawns 0 0.0 Impervious 5 146 0.1 Impervious 0 0.0 Gravel Road 0 0 .0 Gravel Road 0 0 .0 SF Housing 1/ac 0 0.0 SF Housing 1/ac 0 0 .0 SF Housing 2/ac 0 0 .0 SF Housing 2/ac 23122 0.5 SF Housing 3/ac 53396 1.2 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 o.o SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0 .0 MF Housing 8/ac 0 0 .0 RetaH Commercial 0 0 .0 Retail Commercial 0 0 .0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0 0.0 light Industrial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard 0 0.0 Railroad Yard Check 0.5 Check 1.8 Comp. CN ~ AMC2 Come- CN 69.92475 AMC2 86 AMC3 84.15907 AMC3 0.4 C 10 0.392018 C10 Overland Flow Overland-Fklw 1. Flow Length, tr· 60 1. Flow Length, ft 225 2a. Beginning Elevation, ft 7000 2a. Beginning Elevation, ft 6998.5 2b. Ending Elevation, ft 6998 2b. Ending Elevation, ft 6991.5 3. Watercourse Slope, percent 3.333333333 3. Watercourse Slope, percent 3.1 11111111 4. C10Value 0.40 4. C10 Value 0.39 5. Ti= 1.87(1.1-CJ0•0.5 / S'0.33, min 6 .8 1 5. Ti • 1.87(1.1-CJ0'0.5 / S'0.33, min 13.66 0 Developed <300 ft, Undeveloped< 500 ft Developed <300 ft, Undeveloped < 500 ft. Shallow Concentrated Flow Shallow Concentrated Flow 7. Surface description Paved 7. Surface description Paved 8. Flow Length, ft 235 8. Flow Length, ft 175 3. Watercourse slope, s% 2.1 3. Watercourse slope, so/o 1.2 10. k value 2 10. k value 2 11. Average velocity, V (ftg. fVs 2 .90 11. Average velocity, V (fig. 3·1), ft/s 2.19 12. T1•U3600V, hrs. 0 .02 12. T1•U3600V, hrs. 0.02 ChannelflD'N Channel Channel flow Channel 13. Cross sectlonal flow area, a (ft 2) 1 13. Cross sectional flow area, a (ft ) 1 14. Wetted perimeter, 1 14. Wetted perimeter, 1 15. Hydraulic Radius, r=alpw, ft 1.00 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, ft/ft 1 16. Channel slope, s, ft/ft 1 17. Mannings n 1 17. Mannings n 1 18. V•1.49r"'s tn/n, fVs 1.49 18. V•1 .49r"'s1n/n, fVs 1.49 19. Flow Length, L, ft 0 19. Flow Length, L, ft 0 20. T1•U3600V, hrs. 0.000 20. T1=U3600V, hrs. 0.000 j21. Total Tc, hrs. I 0.14 I j21 . Total Tc, hrs. I 0.25 flag= 0.08 I I Tiag= 0 .15 Town of Monument Stormwater Master Plan Monument Creek Tributary. Existing Condition Subbasin Parameters Subbasin M27 &_151 - Q l2Q~U8[! mil!§ 4.5 acres 196763 square feel Soil Type : 8 (input or CN Calculalions Area (sf} Area (ac) Land Type 67210 1.5 Pasture/Meadow 0 0.0 Fores! 0 0.0 Parks 0 0.0 Lawns 0 0.0 Impervious 5813 0.1 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Relail Commercial 123740 2.8 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 4.5 Comp. C N 77.66402 AMC2 - 88.48047 AMC3 0.580688 C10 OVertand Flow ~ 1. Flow Length, 300 2a. Beginning Elevation, ft 6985 2b. Ending Elevation, ft 6978.2 3. Watercourse Slope, percent 2.266666667 4. C10 Value 0.58 5. n = 1.87(1. 1-CJ0' 0.5 / s•o.33, min 12.84 Deve!oped <300 ft. Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 320 3. Watercourse slope, s% 3.3 10. k value 2 11. Average veloclty, V (fig. 3· 1 ft/s 3.63 12. T1•U3600V, hrs. 0 .02 Channel flow Channel 13. Cross sectional flow area, a (ft2) 1 14. Welled perimeter, 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s ,n/n, fVs 1.49 19. Flow Length, L, ft 0 20. T1= U3600V, hrs. 0.000 I j 21 . Total Tc, hrs. I 0.24 I I I Tlag = 6.14 I 37 of 41 TO MONUMENT LAKE Subbasin M30 Area= 0.0053 square mnes 3.4 acres 148518 square feet Soll Type• B (input or CN Calculations Area (sD Area (ac) Land Type 73329 1.7 Pasture/Meadow 0 0.0 Forest 0 o.o Parks 0 0.0 Lawns 0 0.0 Impervious 0 0 .0 Gravel Road 0 0,0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 75189 1.7 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 3.4 Comp. CN 73.18786 AMC2 85.61898 AMC3 0.503131 C10 Overland Flow 1. Flow Length, ft 0 25 2a. Beginning Elevation, ft 6995 2b. Ending Elevation, ft 6989.75 3. Watercourse Slope, percent 21 4. C10 Value 0.50 5. Ti= 1.87(1.1-CJ0'0.5 / S"0.33, min 2.04 Developed <300 ft, Undeveloped < 500 ft Shallow Concentraled Flow 7. Surface description Grassed Waterway 8. Flow Length, ft 1160 3. Watercourse slope, so/o 1.6 10. k value 1.5 11. Average velocity,V(fig. 3· 1),ft/s 1.90 12. T,=U3600V, hrs. 0.17 ~ Channel 13. Cross sectional flow area, a (ft ) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=Wp fl 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V•1.49r"'s1n/n, fVs 1.49 19. Flow Length, L, ft 0 20. T1=U3600V, hrs. 0.000 j 21 . Total Tc, hrs. I 0.20 I Tlag= 0.12 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M31 MONUMNET CREEK SYSTEM Subbasin M35 Subbasin M36 Subbasln M37 Mii3.J19uara-mlles ma= o]!(l45~ 11es Area= 9265 !!S"i!!l...mlle.s Are•= Q.Q.!Jll..§w - 1. Flow Length, ft"" 270 1. Flow Length, tt·· 150 2a. Beginning Elevation, ft 6955 2a. Begfnning Elevation, ft 6916 2b. Ending Elevation, ft 6920 2b. Ending Elevation, ft 6886 3. Watercourse Slope, percent 12.96296296 3. Watercourse Slope, percent 20 4. C10 Value 0.48 4. C10Value 0.33 5. Ti= 1.87(1.1-C]0•0.5 / S"0.33, min 8.15 5. Ti = 1.87(1.1-C]D•0.5 / S"0.33, min 6.53 0 0eveloped <300 ft, Undeveloped < 500 ft ""Developed <300 tt, Undeveloped < 500 ft Shallow Concentrated Fklw Shallow Concentrated Flow 7 . Surface description Paved 7. Surface description Grass Pasture 8. Flow Length, ft 810 8. Flow Length, ft 575 3. Watercourse slope, s% 2.3 3. Watercourse slope, s% 4.5 10. k value 2 10. k value 0.7 11. Average velocity, V (fig. 3-1 fUs 3.03 11 . Average velocity, V (fig. 3-1), fUs 1.48 12. T,=U3600V, hrs. 0.07 12. T,=U3600V, hrs. 0.11 Channel flow Channel Channel flow Channel 13. Cross sectional flow area, a (ft2) 1 13. Cross sectional flow area, a (ft') 1 14. Welted perimeter, Pw 1 14. Welled perimeter, 1 15. Hydraulic Radius, ft 1.00 15. Hydraullc Radius, r-afpw, ft 1.00 16. Channel slope, s. tuft 1 16. Channel slope, s, ft/ft 1 17. Mannings n 1 17. Mannings n 1 18. V=1.49r"'s1n/n, fUs 1.49 18. V=1.49r"'s 1n/n, fUs 1.49 19. Flow Length, L , ft 0 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 20. T,=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.21 I j21. Total Tc, hrs. I 0.22 Tia.2.= 0.13 ~ I I Ttag = ii.13 Town of Monument Stormwaler Master Plan Monument Crttek Tributary- Existing Condition Subbasin Parameters I I MONUMENT CREEK. CAMPGOUND Subbasin M50 Allla = 0.0237, sguara miles 15.2 acres 660138 square feet son Type= B (input or CN Calculations Area (sf) Area {ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 516837 11.9 Parks 0 0.0 Lawns 0 0.0 Impervious 114582 2.6 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 28719 0.7 SF Housing 3/ac 0 0.0 SF Housing 4/ ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 15.2 Comp. CN" 71.90768 AMC2 85.82274 AMC3 0.391 137 C10 Overland Fklw 1. Flow Length, 310 2a. Beginning Elevation, ft 6969.5 2b. Elevation, ft 6942 3. Watercourse Slope, percent 8.870967742 4. C10Value 0.39 5. Ti= 1.87(1.1-C]D•0.5 I s•0.33, min 11.36 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface descripUon Paved 8. Flow Length, ft 580 3. Watercourse slope. s% 11.4 10. k value 2 11. Average velocity, V (fig. 3-1), fUs 6.75 12. T,=U3600V, hrs. 0.02 Channel flow Channel 13. Cross sectional flow area, a (ft ) 14. Wetted perimeler, 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1 .49r"'s 1n/n, fUs 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 121. Total Tc, hrs. I ii.21 I '!'tag= ii.13 40 of 41 Ayres Associates April 2006 ---PAGE BREAK--- B Land Uses % Imper 0 Undeveloped Areas Pasture/Meadow 0 0.25 Forest 0 0.1 Parks and Cemeteries 7 0.3 Lawns 0 0.25 Streets Paved 100 0.9 Gravel 80 0.8 Residential 1 Acre 20 0.3 1/2 Acre 25 0.35 1/3 Acre 30 0.4 1/4 Acre 40 0.5 1 /8 Acre or Less 65 0.6 Business Commercial 95 0.9 Neighborhood (Business) 70 0.75 Industrial Light Areas 80 0.7 Heavy Areas 90 0.8 Railroad Yard Areas 40 0.5 Town of Monument Standard Land Use vs. Runoff Parameter Table C B 0 0 0.3 0.35 0.15 0.15 0.35 0.55 0.3 0.35 0.9 0.95 0.8 0.85 0.4 0.4 0.45 0.45 0.5 0.55 0.6 0.6 0.7 0.7 0.9 0.9 0.75 0.8 0.7 0.8 0.8 0.9 0.35 0.6 C 0 0.45 0.2 0.6 0.45 0.95 0.85 0.5 0.55 0.6 0.7 0.8 0.9 0.8 0.8 0.9 0.65 B 58 55 69 61 98 85 68 70 72 75 85 92 88 88 92 82 C 71 70 79 74 98 89 79 80 81 83 90 94 91 91 94 87 Ayres Associates April2006 ---PAGE BREAK--- Intranetix Viewer [08041CV001.pdf] Page:.~,~ j 1 ~~ilof 157(11 II Scale: 34 o, r.lrj\ 1o't;i;I • . _If t} ; - ·fli"'l ' n,a~ 111111 EL PASO COUNTY, COLORADO AND INCORPORATED AREAS VOLUME 10F4 COMMUNJTY NAM E C.at ,TO- 01 ~oto~ iP111toc1.c,,-. o, IL PA$(> C:.OUIJTY. , •01,Nr-.c,n0f Of -$.CJTT OT ro-cw - .JOWMo, COMMUNITY NUMHJI: oaou, HOOIO REVISEO:AUGUST 2:3.1999 Page 1 of 2 Federal Emergency Management Agency ---PAGE BREAK--- 0 ~ J:l) 0 ~ (ti' 8 p.i IQ 0 < 0. 3 ~ 5 :e ~ II

J f 1 (l.)j\fll1Cl'ICC 11h frcd. Cn;.;1.il Crcc'i At MomJ111,;,,111l.11}.;'" Jusl of l11icr~l111,, 2 ~ Cf'.\!.l,11 Crcd:-Spli1 Flt11, Ck1t11id Dir1, Wo111a11 C-1 lhw V•io111:;10 ('rL" " ·1nters!alc 2) c0t1llu~t1cc \\i1h M<1nm11,:111 frcLi.. Al Sun1o1 Trail 1 Sia1c Hit lma~ !ll.:i 1 Knolh1ot1d Dri, c , 1 h.JIY(l\t R(1.1d 11_.c'K:nlian dc$Cripli:on not a\·ailabl,~ 'lnia. nal a\'l.ll.al>le Ell II. ~ . fable 3 5 11m.'l1<11) pf Dmharge! { {\n1l'd) Pe~!- Di,ch:u1ics (Cub,~ l'c,=t !'er S,·c:mu.1) Dr.;i 11~J).¢ A1ea fSQum~ I\Ncs} ~ lCli1:S~:i. ~ 1.3 21.li 1.5,1 15.'I 1:u 1.-1.i ll.5tl ll -U1 ,l,.l•J /18'. U'lO ~J.tm f.10 :;,t(l.l\l .~.1111) 1)10 2.(,7ll 10.61.IIJ Uu1) i'.;Ll(I 1.U(,0 'l. ;S b 11.501) 1 OLI vi w 0 Cf) en a: Q C\I Cl) 0 "O - C: ~ Q) Cl 0) Cl) I I • . I \ I ; I J : ' ---PAGE BREAK--- 0 ~ iri 0 8 Si G> I- ICJ) iL "E A: 0 b e Q) m ~ iii .c "O a, 0 0 0 C .0 E 0 Cf) 0 .c u "O m z 0 C 0 C C: a, O> 0 0, a: 0 w O> m ~ co C .0 .0 .E "O u "iii .0 .0 CJ in I Q! m ti 0 C\I C Q) ---PAGE BREAK--- PROPOSED HYDROLOGY FOR USE IN HYDRAULIC ANALYSIS OF FEMA FLOOD STUDIES AND RESTUDIES prepared for Federal Emergency Management Agency Denver Federal Center, Building 710 Denver, Colorado 80225 by Resource Consultants, Inc . 402 West Mountain Avenue P. 0 . Box Q Fort Collins, Colorado 80522 September 1989 Reference: 1484 ---PAGE BREAK--- ( TABLE OF CONTENTS Page 1. 0 INTRODUCTION 1 1.1 Evaluation Procedure 1 1. 2 Modeling Procedure 3 1. 3 Storm Criteria 3 1.4 Recommended Storm Criteria 4 1. 5 Peak Discharge Summary 8 2.0 SOUTH SHOOKS RUN HYDROLOGY 8 2.1 Watershed Description 8 2 . 2 Previous Studies. 11 2 . 3 Hydrologic Analysis 12 3.0 CHEYENNE RUN HYDROLOGY 13 3 .1 Watershed Description 13 3.2 Previous Studies. 15 3.3 Hydrologic Anal ysis 16 ( 4.0 SPRING RUN HYDROLOGY 17 4.1 Watershed Description 17 4.2 Previous Studies. 19 4 . 3 Hydrologic Analysis 20 5 .0 FISHERS CANYON (FEMA Spring Run) HYDROLOGY 22 5.1 Watershed Description 22 5.2 Previous Studies. 25 5.3 Hydrologic Analysis 25 6.0 TEMPLETON GAP HYDROLOGY. 26 6.1 Watershed Description 26 6.2 Previous Studies. 28 6.3 Hydrologic Analysis 29 7.0 SAND CREEK.:. WEST FORK HYDROLOGY 30 7.1 Watershed Description 30 7.2 Previous St udies. 30 7.3 Hydrologic Analysis 32 ( i ---PAGE BREAK--- 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 TABLE OF CONTENTS (continued) SAND CREEK.:. MAIN STEM HYDROLOGY 8.1 Watershed Description 8.2 Previous Studies 8.3 Hydrologic Analysis . SAND CREEK.:. CENTRAL FORK HYDROLOGY. 9.1 Watershed Description 9.2 Previous Studies 9.3 Hydrologic Analysis . SAND CREEK.:. EAST FORK TRIBUTARY HYDROLOGY 10.1 10.2 10.3 Watershed Description. Previous Studies . Hydrologic Analysis PINE CREEK AND PINE CREEK TRIBUTARY HYDROLOGY. 11.1 11. 2 11. 3 Watershed Description. Previous Studies Hydrologic Analysis . WINDMILL GULCH HYDROLOGY . 12.1 12.2 12.3 Watershed Description. Previous Studies Hydrologic Analysis JIMMY CAMP TRIBUTARY HYDROLOGY 13.1 13.2 13.3 Watershed Description. Previous Studies Hydrologic Analysis. CREEK HYDROLOGY 14.1 14.2 14.3 Watershed Description . Previous Studies Hydrologic Analysis . . DIRTY WOMAN CREEK HYDROLOGY . 15.1 15 .2 15.3 Watershed Description. Previous Studies Hydrologic Analysis ii 33 33 34 36 37 37 39 39 40 40 42 42 44 44 47 48 50 50 52 54 56 56 56 58 59 59 61 61 62 62 64 64 ---PAGE BREAK--- TABLE OF CONTENTS (continued) 16.0 BIBLIOGRAPHY AND REFERENCES. iii Page 65 ( ( ---PAGE BREAK--- 1. 0 PROPOSED HYDROLOGY FOR USE IN HYDRAULIC ANALYSIS OF FEMA FLOOD STUDIES AND RESTUDIES INTRODUCTION 1.1 Evaluation Procedure The first step in the evaluation of hydrology for FEMA Flood Studies was to obtain all available existing data for the stream basins in question. These included previous Flood Insurance Studies (FIS), Master Drainage Reports (MDR), Letter of ·Map Revisions (LOMR), Letter of Map Amendments (LOMA), Colorado State Highway Department culvert design analyses, and other related reports. These documents were reviewed on a stream by stream basis to determine the current applicability of the hydrology presented in each. The pertinent criteria included the existing level of development in each basin, hydrologic modeling parameters and procedures utilized, and major discrepancies among different reports for the same basin. Field reconnaissance was conducted on all the study stream reaches to verify existing conditions. Where necessary, return field investigations were undertaken to satisfy specific questions arising from the literature review. Locations of the stream reaches being studied are shown in Figure 1.1. In the cases where the reported hydrology was determined reasonable (according to FEMA study guidelines), a modeling check of the parameters used was made to verify the resultant discharges . For those cases with differing levels of development from existing conditions and/or out of date design storm criteria, modifications were made to the parameters and a revised modeling analysis was conducted. The most detailed evaluations were made for the streams that exhibited major discharge discrepancies among different reports . There were also cases where the City of Colorado Springs or El Paso County questioned the validity of reported discharges. Under these conditions, a detailed hydrology reanalysis was undertaken. This included complete reevaluation of subbasin boundaries and areas, time of concentration estimates, soil curve numbers , streamflow routing, and detention storage routing. 1 ---PAGE BREAK--- 1.2 Modeling Procedure The U. S. Soil Conservation Service (SCS)-developed hydrology ( model TR- 20 was used for all of the hydrologic analyses conducted. This model takes into account the contributing basin rainfall runoff characteristics of area , slope, soil type and land use, together with specific storm events to generate flow discharges. Effects of channel flood routing, detention storage routing and stream diversions can also be represented. Standard SGS basin parameters for input to the model include soil and land use curve number (CN), time of con centration (Tc), and runoff area; they were derived under the guidelines of Procedures for Determining Peak Flows in Colorado (Reference 1) . Reach flow characteristics are represented by x and m parameters defined by the TR-20 manual (Reference 2) for use in determining channel flood routing . Basin soil characteristics were obtained from the SGS Soil Survey of El Paso County Area, Colorado (Reference As specified in the FEMA guidelines, peak flood discharges are required for the 10-, 50- 100-, and 500-y ear events. For this study, the 10- , 50-, and 100-year values were generated directly from computer modeling of TR~20 . The 500-year peak discharge was obtained from extrapolation of a probability curve constructed from the 10-, SO-, and 100-year results. 1.3 Storm Criteria Rainfall depth , duration and distribution for the 10-, 50- and 100-year events were obtained from specifications set forth under the City of Colorado Springs and El Paso County Drainage Criteria Manual (DCM) (Reference Two possible distributions for the critical design storm are presented with the final choice determined by definition as, "the storm distribution producing the greatest level of protection for flood conveyance and storage facilities . " One storm is for a 24-hour duration of rainfall according to the SGS Type IIA distribution. The other is a 2-hour duration based on the 1- hour rainfal l depth with distribution similar to the Colorado Urban Hydrograph Procedure 2-hour storm distribution . Rainfall in most of the Colorado Springs area does not vary much from bas in to basin. An exception to this occurs with those basins located in the western part of the city up against the foothills. These areas tend to get higher rainfall amounts as determined from the NOAA Atlas 1.1 (Reference 5) i sopluvial maps . As a result, t wo different sets of rainfall depth were used in this study for the 24-hour storm. The values for the 2-hour storm are the same for both areas, which is a result of the DCM equation used to determine the 1-hour rainf all. higher elevations for t he area ( tended to offset the changes in rainfall depth used in the 3 ---PAGE BREAK--- equation. The rainfall depths determined for all basin applications are presented in Table 1 TABLE 1 . 1 - RAINFALL DEPTH FOR CRITICAL DESIGN STORM STORM RAINFALL DEPTH (inches) DURATION (hours) 10 YR 50 YR 100 YR 24 24 1 2 (General Colorado Springs/ 3.10 3.90 4.40 El Paso County) (West Colorado Springs) 3.20 4.00 4.50 (For deriving the 2-hr . storm) 1. 78 2.35 2.64 (Derived from the 1-hr. storm) 2 . 06 2. 72 3.05 The SGS Type IIA distribution for 24-hour duration is an intense rainfall occurrence whereby a majority o f the precipitation occurs between the fifth and sixth hour of the storm . Distribution for the 2-hour storm is also intense, with a majority of the precipitation occurring between 20 and 35 minutes after initiation of the rainfall. Both distributions, as presented in Figures 5-5a and 5-5b of the DCM , are reproduced in Figure 1. 2 . There is a single curve that applies to the 10-, 50-, and 100- year storm events unde r the 24-hour Type TIA-distribution. Separate curves for the 10- and 100-year events are required for the 2-hour duration storm. No distribution is specified for the 50-year, 2-hour duration storm. Based on engineering judgment, it was decided to evaluate the 50-year event with the same distribution as for the 100-year, 2-hour durat ion storm . Ant ecedent moisture conditions (AMC) as defined by the SGS have b een prescribed for use with the two storm distributions by the DCM. An AMC II condition is s pecified for the 24-hour storm and an AMC III condition is specified for the 2-hour s torm. AMC II reflect s an average moisture condition in the soil whereby some infiltration will occur before runoff starts . AMC III indicates saturated conditions with littl e potential for infiltration. 1.4 Recommended Storm Criteria Guidelines set forth under the DCM were relatively new at the time of this study and l ittle experience was available concerning their applicability. In particular, the AMC III condition imposed for the 2-hour storm had rarely been used in the Colorado Springs area. After the initial hydrologic analysis was complete for all fifteen basins being studied, an attempt was made to determine if there were any significant factors for selection of flows developed under the 24-hour AMC 4 ---PAGE BREAK--- II condition, or the 2-hour AMC III condition as recommended in the DCM. In order to investigate any trends, data was complied from the studies for drainage areas in which detention routing ( or other flow attenuation factors did not occur. Two sets of flows were used - one for the 2-hour AMC III condition and one for the 24-hour AMC II condition. In almost every case, the 2-hour AMC III condition exceeded the 24-hour condition for all ranges of flows. This is expected since the AMC III condition utilizes a higher curve number than the AMC II condition used in the 24-hour storm. An interesting point to note is that the highest yield watersheds are basins which are almost fully developed. In these cases, the flows for the 2-hour AMC III and 24-hour AMC II are nearly the same. This should be expected since the higher the curve number of the basin, the less difference in runoff between the AMC II and AMC III condition. Generally, the 2-hour AMC III condition is most closely approximated when a small thunderstorm cell of high intensity occurs. In this case, the rainfall occurs so quickly that nearly instantaneous runoff will result even though the soil may not be totally saturated. It appears from experience in the Colorado Springs area that these intense thunderstorm cells are not of great areal extent, and therefore would not generally occur on a larger basin area. An undeveloped basin experiencing this type of storm could effectively produce as much runoff as a similarly developed basin under less intense rainfall conditions. In addition, it appears that in fully developed conditions, the storm criteria used for the basin is not as important since the values obtained under both criteria are the same. In fact, the 24-hour AMC II storm would probably result in a more severe condition for routing through detention ponds or other structures where runoff volume is a concern. Several meetings were held to discuss these points with the various agencies involved in this study and to select specific flow values to be used in the floodplain mapping. Those attending included the Department of Public Works for both the City of Colorado Springs and El Paso County, the Regional Floodplain Administrator, the Colorado Conservation Board, and FEMA. Appropriate design storms for each basin were chosen depending primarily upon basin size and level of development. A swnmary of the 100-year peak discharge for both the 24-hour AMC II and 2-hour AMC III storms is presented in Table 1.2. The recommended values for use in this study are shown underlined for clarity. In the remainder of the report, only those discharge values associated with the design storm of each respective basin are presented. 6 ---PAGE BREAK--- Table COMPARISON OF 100-YEAR FLOWS ~ COLORADO SPRINGS DRAINAGE AREA FLOODING SOURCE AND LOCATION (square miles) SOUTH SHOOKS RUN (SHR) At Confluence With Fountain Creek CHEYENNE RUN (CR) At Confluence With Cheyenne Creek SPRING RUN (SPR) At Interstate 25 FISHERS CANYON (FC) At Confluence With Fountain Creek TEMPLETON GAP (TG) At Academy Boulevar d SAND CREEK - WEST FORK (SW) At Confluence With Sand Creek 7.82 1. 54 3. 69 5.30 2.49 5.17 SAND CREEK - MAIN STEM (SM) 15. 00 At CRI&P R.R. (Below Constitution Avenue) SAND CREEK - CENTRAL FORK (SC) 1 . 82 At confluence with East Fork SAND CREEK - EAST FORK TRIBUTARY 5 .92 (SET) At Confluence With Sand Creek - East Fork PINE CREEK (PC) At Confluence With Monument Creek WINDMILL GULCH (WG) At Security Boulevard JIMMY CAMP TRIBUTARY (JCT) At Confluence With Jimmy Camp Creek CREEK (CC) At Interstate 25 DIRTY WOMAN (DW) At Interstate 25 9.97 5.43 3.93 0. 65 4 .17 100-YEAR PEAK DISCHARGES (cfs) 24HR AMCII 2HR AMCIII 6,390 1,760 1,700 3,080 5,200 7 ,280 8,970 1,840 800 3,680 1,100 1,790 430 1,610 NOTE: Underlined numbers represent recommended values. 7 ---PAGE BREAK--- 1.5 Peak Discharge Summary The 10-, 50-, 100-, and 500-year peak flood discharges to be used in the hydraulic analyses for all of the stream reaches included in this study are listed in Table 1 . 3. Specific discussion of individual stream hydrology evaluations follows in Sections 2.0 through 15.0. 2.0 SOUTH SHOOKS RUN HYDROLOGY 2.1 Watershed Description The South Shooks Run Drainage Basin (SHR) is located in the center of downtown Colorado Springs as shown in Figure 2.1. The channel runs primarily from north to south beginning at the Templeton Gap Floodway adjacent to Templeton Gap Road . After flowing for 5.3 miles, it ends at the confluence with Fountain Creek 0.25 miles east of Nevada Avenue and 400 feet north of Interstate 25. A diversion structure upstream of Constitution Avenue forces the flow from the upper reaches of the basin into the Van Buren Ditch flowing northwest along the Chicago, Rock Island and Pacific Railroad to Monument Creek. Except under extreme conditions, this effectively reduces the channel in question to the 4.3 mile reach occurring of Constitution Avenue. ( Total area of the full drainage basin is 9.80 square miles. Of ~ this, 1.98 square miles is located in the upper basin which diverts to Monument Creek. This leaves 7.82 square miles contributing to the flow in the channel of Constitution Avenue. With the exclusion of the Patty Jewett Municipal Golf Course, the basin consists of well established residential and business districts. Average slopes throughout the watershed range from an extreme of over 20% on the hillsides of Palmer Park to less than 1% in the lower reaches of the basin. Soils in the basin tend toward sandy loams with the exception of the outcrop complex at Palmer Park and a clayey complex in the vicinity of Prospect Lake. Overall, they generally fall in the & hydrologic categories as defined by the SGS. The main stream channel has an average slope of 1.0%. At the upstream end it is a small stream approximately 2-3 feet deep and 8-10 feet wide. As it flows some reaches of the channel attain proportions in the range of 20-30 feet deep and 50-75 feet wide. Substantial storm sewer collection systems exist in some parts of the basin; they all drain into the main channel at various points along its course. There is one detention storage facility in the basin located west of Union Boulevard on the Patty Jewett Municipal Golf ( Course. All of the drainage from the Palmer Park area, 8 ---PAGE BREAK--- TABLE SUMMARY OF DISCHARGES DRAINAGE AREA FLOODING SOURCE AND LOCATION (square miles) SOUTH SHOOKS RUN (SHR) At Confluence With Fountain Creek CHEYENNE RUN (CR) At Confl uence With Cheyenne Creek SPRING RUN (SPR) At Interstate 25 FISHERS CANYON (FC) At Confluence With Fountain Cr eek TEMPLETON GAP (TG) At Academy Boulevard 7.82 1. 54 3.63 5 .30 2 .49 SAND CREEK - WEST FORK (SW) 5.17 At Confluence With Sand Creek SAND CREEK - MAIN STEM (SM) 15.00 At CRI&P R.R. (Below Constitution Avenue) SAND CREEK - CENTRAL FORK (SC) 1.82 At confluence with East Fork SAND CREEK - EAST FORK TRIBUTARY 5 .92 (SET) At Confluence With Sand Creek - East Fork PINE CREEK (PC) At Confluence With Monument Creek WINDMILL GULCH (WG) At Security Boulevard JIMMY CAMP TRIBUTARY (JCT) At Confluence With Jinuny Camp Creek CREEK (CC) At Interstate 25 DIRTY WOMAN ( DW) At Interstate 25 9.99 3.91 3.93 0.65 4.17 9 PEAK DISCHARGES~ 10 YR 50 YR 100 YR 500 YR 2,640 4,230 5,570 8,000 670 1 ,200 1 ,520 2,400 890 1,350 1 ,660 2,340 1,470 2,320 2,910 4,150 2,820 4,180 5,040 6,800 3,510 5,490 6,810 9,600 4 ,230 6, 390 7,880 11,000 800 1 ,300 1 ,610 2,300 610 1,480 1,970 3,800 840 1,530 2 ,060 3,300 720 1,210 1,460 2,200 1,160 2,280 2,780 4,800 220 500 620 1 ,020 920 2,060 2,540 4,500 ---PAGE BREAK--- TABLE 13.2 SUMMARY OF JCT BASIN PARAMETERS DRAINAGE AREA CURVE NUMBER TIME OF SUBBASIN ( square miles) CN CONCENTRATION , Ic 1 0.36 76 0.55 2 0. 91 70 1.19 3 1. 01 69 1.15 4 0.42 69 0.66 5 1. 23 72 1. 03 The resulting peak f lows at key points indicated in Figure 13.l are summarized in Table 13. 3 . These peak flows appear to be less than the peak flows developed in the Wilson and Company r eport, but are consistent with peak flows developed for other basins in the El Paso County area . The peak flow at the mouth of 2,780 cfs appear s consistent with other studies done in this basin. TABLE 13.3 SUMMARY OF JCT PEAK DISCHARGES BY RGI LOCATION JCT 1 JCT 2 JCT 3 J CT 4 DRAINAGE AREA (square miles) 3.93 3.57 2.66 1. 65 PEAK DISGHARGES(l) ~ 10 YR 50 YR 100 YR 500 YR 1,160 1,070 810 560 2,280 2,150 1, 640 1 ,140 2,780 2,620 1,990 1 , 380 4,500 4,300 3,300 2,300 These values result from the 2-hour AMC III storm. 14.0 CREEK HYDROLOGY 14. 1 Watershed Description The Creek (CC) watershed is located northeast of the town of Monument , Colorado (22 miles north of Colorado Springs). More than 85% of the basin is east of Interstate 25 as shown in Figure 14.1. The creek generally flows south to the Interstate where it makes a bend and then continues in a more westerl y direction. Total area of the bas in is 0.78 square miles . Average slopes are from 4 to 6% with steeper slopes up to 15% occurring on the western hillsides. The highest point i n the northeastern corner is 7 , 500 feet . The lowest elevation just west of the Denver and Rio Grande Railroad is at 6,960 feet. Total length of the creek from its headwaters to this point is approximately 2 .5 miles. Development in the watershed consi sts mainly of large residential lots averaging 1 to 5 acres in size . A small amount of commercial activity exists at the western tip of the 59 ---PAGE BREAK--- basin in Monument. In general, the watershed contains quite a bit of open space with natural vegetation. Soils throughout the basin are of the loamy sand category and tend to be highly permeable. They are hydrologically classified as type soils. Two previous studies have been done on Creek. The earlier of the two is the Casey's 85-87 Subdivision 100-YR Historic Flood Plain (CASEY) (Reference 33). The most recent study was done by the Colorado Water Conservation Board in 1986; it is titled the Flood Hazard Identification Report - Creek and Dirty Woman Creek (CWCB) (Reference 34). 14.2 Previous Studies The CWCB used the Colorado Urban Hydrograph Procedure (CUHP) with a 1-hour event of 1.90, 2.65, and 3.02-inch rainfall depth for generating the 10-, 50-, and 100-year storms, respectively . SGS soil type within the watershed was assumed 50% and 50% with development resulting in 15% of the basin area impervious. The CASEY study utilized TR-20 modeling with a single basin defined for the watershed. They used a design storm of 4.4 inch rainfall depth over a 24-hour duration with a Type IIA distribution . Type soils were assumed in their determination of curv:e number. The peak discharge results of the two previous studies are presented in Table 14.1. TABLE 14.1 ~ SUMMARY OF CC PEAK DISCHARGES FROM PREVIOUS REPORTS REPORT CWCB CASEY DRAINAGE AREA (square miles) 0.75 0.75 14.3 Hydrologic Analysis PEAK DISCHARGES (cfs) WEST OF Q ~ RG RR 10 YR 50 YR 100 YR 500 YR 240 510 640 660 1,050 The total basin area used for this study is approximately the same as for the two previous studies. It was divided into three subbasins as shown on Figure 14 . 1. Subbasin 3 is indicated with a dashed line because it does not contribute to the flow along the study reach. It was included in order to compare results with the previous studies. The assumed basin parameters for input to the TR-20 model are listed in Table 14.2. 61 ---PAGE BREAK--- TABLE 14. 2 SUMMARY OF CC BASIN PARAMETERS DRAINAGE AREA CURVE NUMBER TIME OF SUBBASIN (square miles) CN CONCENTRATION, Ic 1 0 . 48 67 0.58 2 0.17 67 0 .38 3 0.13 70 0.37 Peak discharge results for the hydrolog i c discharge points shown on Figur e 14 . 1 are presented in Table 14.3. The 100-year discharge of 710 cfs at p oint CC 3 is considered reasonable when compared t o the 640 cfs v alue obtained from the most recent s tudy by the CWCB and the 660 cfs value from the earlie r CASEY study. TABLE 14.3 SUMMARY OF CC PEAK DISCHARGES BY RGI DRAINAGE AREA PEAK DISCHARGES(l) hltl LOCATION (square miles) 10 YR 50 YR 100 YR 500 YR cc 1 0.48 180 390 480 830 cc 2 0.65 220 500 620 1,100 cc 3 0.78 250 570 710 NA( 2) These values result from the 2-hour AMC III storm. The 500-year discharge was not determined for points outside the study reach 15.0 DIRTY WOMAN CREEK HYDROLOGY 15 . 1 Watershed Description Dirty Woman Creek is located due east of the town of Monument, Colorado (22 miles north of Colorado Springs) . As shown in Figure 15.1, the majority of the 5.0 square mile watershed lies east of Interstate 25. Flow in the stream is in a southwesterly directi on; it accumulates in several small tributaries before consolidating into a single channel just prior to crossing under Interstate 25 . The highest elevation for the watershed is just over 7,500 feet. The low point at the wes tern outfall is 6,800 feet. Slopes within the basin range from just over 8% at the h igher elevations to 3 to 4% in the flattest areas. Soils are predominantly a l oamy sand with r apid permeability. They are hydrologically categorized as type for the entire basin. Deve lopment i n this watershed is primarily residential. Individual lots are large, ranging from 1 to 5 acres over much of the basin. There i s a substantial amount of open space throughout, part of which is attributed to the Woodmoor Golf 62 ( ---PAGE BREAK--- Course. A sizable reservoir serves the irrigation needs of the golf course and inadvertently provides detention storage at point DW 1 on Figure 15. 1. In 1986, the Colorado Water Conservation Board completed the Flood Hazard Identificat ion Report for Creek and Dirty Woman Creek (CWCB) (Reference 34). This is the only previous study of the basin available for review. 15.2 Previous Studies The Colorado Urban Hydrograph Procedure (CUHP) was used for analyzing this watershed in the CWCB . A 1-hour event of 1.90, 2 .65, and 3.02-inch rainfall depth was used for generating the 10-, 50-, and 100 -year storms, respectively. SGS soil type within the watershed was assumed 50% " B" and 50% with development resulting in 15% of the basin-area impervious. Peak discharges resulting from this study are presented in Table 15 . 1. TABLE 15.1 ~ SUMMARY OF DW PEAK DISCHARGES FROM PREVIOUS REPORTS REPORT CWCB DRAINAGE AREA (square miles) 5 . 0 15.3 Hydrologic Analysis PEAK DISCHARGES i£.ftl AT MITCHELL AVENUE 10 YR 50 YR 100 YR 500 YR 1,230 2,620 3,360 5,800 The overall watershed basin boundary used in this analysis was approximately the same as used for the previous study . The basin was further divided into eight subbasins as shown in Figure 15.1. It should be noted that subbasin 8 does not c ontribute to the flow affecting the study reach, but was included in order to compare results with the CWCB (it is indicated by a dashed line on Figure 15.1). The assumed basin parameters for input to the TR-20 model are presented in Table 15.2 . TABLE 15.2 ~ SUMMARY OF DW' BASIN PARAMETERS DRAINAGE AREA CURVE NUMBER TIME OF SUBBASIN ( square miles) CN CONCENTRATION, Ic 1 1.19 67 0.74 2 0 .12 67 0.42 3 0.59 67 0.78 4 0.35 67 0. 72 5 0.64 68 0.85 6 0.44 67 0.60 7 0.84 68 0.84 8 0.81 67 1.15 64 ---PAGE BREAK--- Detention storage routing through the Woodmoor Lake was addressed in the hydrologic model. Using spillway dimensions from the State Engineer's Dams Roster List (Reference 35) and ( the surface area when full, a stage-capacity-discharge curve was generated for the structure. Peak dis charge results for the hydrologic discharge points shown on Figure 15.1 are listed in Table 15.3. The peak flow of 3,040 cfs for the 100-year storm at point DW 5 is lower than the 3,360 cfs value obtained by the CWCB. The difference does not appear that substantial as it is still unclear as to how the CWCB approached storage detention routing through the Woodmoor Lake (if at all). TABLE SUMMARY OF DW PEAK DISCHARGES BY RGI DRAINAGE AREA PEAK DISCHARGES(l) ~ LOCATION (square miles) 10 YR 50 YR 100 YR 500 YR DW 1 1.19 140 270 350 NA ( 2) DW 2 2.02 640 1,420 1 , 740 2,950 DW 2a 2.16 670 1,470 1,800 3,200 DW 2b 2 . 70 740 1,650 2,030 3,500 DW 2c 2.80 760 1,680 2,060 3,600 DW 3 2.83 760 1,690 2,080 3,700 DW 4 4.17 920 2,060 2,540 4,500 NA DW 5 4.98 1,130 2,460 3,040 These values result from the 2-hour AMC III storm. The 500-year discharge was not determined for points outside the study reach . 16.0 BIBLIOGRAPHY AND REFERENCES 1) U. S. Department of Agriculture, Soil Conservation Service, Procedures For Determining Peak Flows in Colorado, Washington, DC, March 1980. 2) U. S. Department of Agriculture, Soil Conservation Service, TR-20 Project Formulation Hydrology, Draft of second edition, Lanham, Maryland, May 1983. 3) U. S. Department of Agriculture, Soil Conservation Service, Soil Survey of El Paso County Area, Colorado, Washington, DC, June 1981 . 4) City of Colorado Springs, El Paso County, and HDR Infrastructure, Inc., City of Colorado Springs and El Paso County Drainage Criteria Manual, Colorado Springs, Colorado, October 1987. 5) U. S. Department of Congress, National Oceanic and Atmospheric Administration, NOAA Atlas Precipitation Frequency Atlas of the Western United States, Vol. III:... Colorado, Silver Springs, Maryland, 1973. 65 ---PAGE BREAK--- APPENDIX N DIRTY WOMAN CREEK TR-20 Input TR-20 Output Summary 500-Year Discharge Determination ---PAGE BREAK--- JOB TR20 SUMMARY ( TITLE 001 DIRTY WOMAN CREEK - Altl: 2-HRJ AMC III Alt2: 24-HRJAMC II TITLE Storm #1 10 YR; #2 50 YR; #3 - 100 YR 5 RAINFL 9 0.0833 0020 8 0 .0 0.0173 0.0493 0 . 1202 0.2498 0030 8 0.4659 0. 5696 0.6180 0.6552 0.6880 0040 8 0.7157 0.7433 0. 7710 0.7986 0.8263 0050 8 0.8540 0.8756 0 . 8920 0.9084 0 .9248 0060 8 0.9412 0 . 9577 0.9741 0 . 9888 1.0000 0070 9 0080 5 RAINFL 8 0 . 0833 0090 8 0.0 0.0087 0 .0347 0.0745 0.1437 0100 8 0 .2648 0. 4811 0.6022 0. 6714 0 . 7250 0110 8 0.7683 0. 8029 0.8375 0. 8721 0.8894 0120 8 0 . 9067 0.9174 0.9275 0.9379 0 . 9483 0130 8 0.9587 0.9691 0.9795 0. 9899 1.0000 0140 9 0150 5 RAINFL 7 0.25 0160 8 0 . 0 0.0005 0.0015 0.0030 0.0045 0170 8 0 .0060 0.0080 0.0100 0.0120 0. 0143 0180 8 0 .0165 0.0188 0.0210 0.0233 0.0255 0190 8 0.0278 0.0320 0.0390 0. 0460 0.0530 0200 8 0 .0600 0.0750 0.1000 0.4000 0.7000 0210 8 0.7250 0.7500 0 .7650 0. 7800 0. 7900 0220 8 0.8000 0.8100 0.8200 0.8250 0.8300 0230 8 0.8350 0.8400 0.8450 0 . 8500 0. 8550 0240 8 0.8600 0.8638 0 .8675 0. 8713 0.8750 0250 8 0.8788 0.8825 0.8863 0.8900 0.8938 0260 8 0 . 8975 0.9013 0.9050 0.9083 0 . 9115 0270 8 0. 9148 0 . 9180 0.9210 0.9240 0.9270 0280 8 0.9300 0.9325 0.9350 0.9375 0 .9400 0290 8 0.9425 0.9450 0 .9475 0.9500 0 .9525 0300 8 0.9550 0 . 9575 0.9600 0. 9625 0 .9650 0310 8 0.9675 0 . 9700 0. 9725 0.9750 0 .9775 0320 8 0.9800 0.9813 0.9825 0.9838 0 .9850 0330 8 0.9863 0.9875 0.9888 0 . 9900 0.9913 0340 8 0.9925 0.9938 0.9950 0 . 9963 0.9975 0350 8 0 .9988 1.0000 1.0000 1.0000 1.0000 0360 9 0370 3 STRUCT 01 #0 8 7100.0 0.0 0.0 8 7100.25 24.4 9.9 8 7100.50 68.9 19.8 8 7100.75 126.7 29.6 8 7101.0 195.0 39.5 8 7101.25 272. 5 49.4 78 ---PAGE BREAK--- LIST OF I NPUT DATA ( 8 7101. 50 358.2 59.2 8 7101.75 451.4 69.l 8 7102.0 551. 5 79.0 9 6 RUNOFF 1 01 1 1.19 67 0.74 6 RESVOR 2 01 1 2 7100.0 6 REACH 3 003 2 7 2700.0 0.80 1. 54 6 RUNOFF 1 002 1 0 . 59 67 0.78 6 RUNOFF 1 002 2 0.35 67 0. 72 6 4 002 1 2 6 6 RUNOFF 1 002 1 0.64 68 0 .85 6 RUNOFF 1 002 2 0.44 67 0.60 6 4 002 1 2 3 6 4 002 3 6 5 6 REACH 3 003 5 1 8400 .0 0.45 1. 58 6 4 003 1 7 6 6 RUNOFF 1 003 1 0.12 67 0 .42 6 RUNOFF 1 003 2 0.84 68 0.84 6 4 003 1 2 3 6 4 003 3 6 7 6 REACH 3 004 7 1 1000 .0 0 .45 1. 58 6 REACH 3 005 1 2 5600.0 0.45 1. 58 6 RUNOFF 1 005 3 0.81 67 1.15 6 4 005 2 3 4 ENDATA 7 INCREM 6 0.03 7 COMPUT 7 01 005 0.0 2.06 1.09 3 1 1 1 7 COMPUT 7 01 005 0 .0 2. 72 1.08 3 1 2 1 7 COMPUT 7 01 005 0.0 3.05 1.08 3 1 3 1 7 INCREM 6 0.05 7 COMPUT 7 01 005 0.0 3.10 1.07 2 2 1 1 7 COMPUT 7 01 005 0.0 3.90 1.07 2 2 2 1 7 COMPUT 7 01 005 0.0 4 . 40 1.07 2 2 3 1 ENDJOB 2 PEAKS 002 003 2A 2.16 2B 2.70 2C 2.80 2D 2.83 ENDJOB 2 OF 80-80 79 ---PAGE BREAK--- TR20 XEQ 03/21/1989 DIRTY WOMAN CREEK - Altl: 2- HRIAMc III Alt2: 24-HRJAMC II REV 09/01/83 Storm #1 - 10 YR; #2 - 50 YR; #3 - 100 YR ( SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS . ID (SQ MI) 1 2 3 STRUCTURE 1 1.19 ALTERNATE 1 142 .25 273.44 352 . 17 ALTERNATE 2 51.16 115.82 170.88 XSECTION 2 2.02 ALTERNATE 1 643.60 1422.35 1739.93 ALTERNATE 2 468.89 892.35 1200. 37 XSECTION 3 4. 17 ALTERNATE 1 923 .18 2056 .10 2541. 89 ALTERNATE 2 584. 73 1169.81 1609.60 XSECTION 4 4.17 ALTERNATE 1 923.06 2055.66 2541. 43 ALTERNATE 2 584.43 1169.81 1609.60 ( XSECTION 5 4.98 ALTERNATE 1 1126 . 74 2458.20 3038.16 ALTERNATE 2 675.18 1368.72 1890 .22 80 ---PAGE BREAK--- ( APPENDIX M CREEK TR-20 Input TR-20 Output Summary 500-Year Discharge Determination t ---PAGE BREAK--- LIST OF INPUT DATA FOR TR-20 JOB TR-20 SUMMARY NOPLOTS 10 TITLE 001 CREEK - Altl : 2-HR IAMC III Alt2: 24-HRIAMC II TITLE Storm #l - 10 YR; #2 - 50 YR; #3 - 100 YR 5 RAINFL 9 0.0833 40 8 0.0 0 .0173 0 .0493 0.1202 0 .2498 50 8 0.4659 0. 5696 0.6180 0.6552 0.6880 60 8 0.7157 0.7433 0. 7710 0.7986 0 .8263 70 8 0 . 8540 0 . 8756 0.8920 0.9084 0.9248 80 8 0.9412 0 . 9577 0.9741 0.9888 1.0000 90 9 100 5 RAINFL 8 0 .0833 llO 8 0.0 0.0087 0.0347 0 . 0745 0.1437 120 8 0.2648 0.4811 0.6022 0 . 6714 0.7250 130 8 0.7683 0.8029 0 .8375 0. 8721 0.8894 140 8 0.9067 0.9174 0.9275 0.9379 0.9483 150 8 0.9587 0. 9691 0.9795 0.9899 1.0000 160 9 170 5 RAINFL 7 0.25 180 8 0.0 0 .0005 0.0015 0. 0030 0.0045 190 8 0.0060 0.0080 0.0100 0.0120 0 .0143 200 8 0 .0165 0.0188 0.0210 0.0233 0.0255 210 8 0.0278 0.0320 0.0390 0.0460 0.0530 220 8 0.0600 0.0750 0.1000 0. 4000 0.7000 230 8 0. 7250 0.7500 0.7650 0.7800 0.7900 240 8 0.8000 0.8100 0.8200 0.8250 0.8300 250 8 0.8350 0.8400 0 .8450 0 . 8500 0.8550 260 8 0.8600 0 . 8638 0.8675 0. 8713 0 .8750 270 8 0.8788 0.8825 0.8863 0. 8900 0.8938 280 8 0.8975 0 . 9013 0 .9050 0.9083 0. 9115 290 8 0.9148 0. 9180 0. 9210 0 . 9240 0 . 9270 300 8 0.9300 0 . 9325 0.9350 0.9375 0.9400 310 8 0.9425 0.9450 0.9475 0.9500 0.9525 320 8 0.9550 0.9575 0.9600 0.9625 0 . 9650 330 8 0.9675 0 . 9700 0 . 9725 0.9750 0 . 9775 340 8 0.9800 0 . 9813 0.9825 0.9838 0.9850 350 8 0.9863 0.9875 0 .9888 0 . 9900 0.9913 360 8 0.9925 0.9938 0.9950 0.9963 0.9975 370 8 0.9988 1.0000 1.0000 1.0000 1.0000 380 9 390 6 RUNOFF 1 001 1 0.48 67. 0.58 400 6 REAGH 3 002 1 2 2700. 0.75 1. 55 410 6 RUNOFF 1 002 3 0.17 67 . 0.38 420 6 4 02 2 3 4 430 6 REACH 3 003 4 1 3500. 0.48 1. 58 440 6 RUNOFF l 003 2 0 .13 70 . 0 . 37 450 6 4 03 1 2 3 460 ( 74 ---PAGE BREAK--- ( LIST OF INPUT DATA ENDATA 470 7 INCREM 6 0 .03 480 7 COMPUT 7 001 03 0. 0 2.06 1. 0 9 3 1 1 490 1 500 7 COMPUT 7 001 03 0.0 2. 72 1. 0 8 3 1 2 510 1 520 7 COMPUT 7 001 03 0.0 3 .05 1 .0 8 3 1 3 530 1 540 7 INCREM 6 0 . 05 480 7 COMPUT 7 001 03 0.0 3.10 1. 0 7 2 2 1 560 1 570 1 COMPUT 7 001 03 0.0 3 . 90 1.0 7 2 2 2 580 1 590 7 COMPUT 7 001 03 0.0 4 .40 1.0 7 2 2 3 600 1 610 ENDJOB 2 620 OF 80-80 ( 75 ---PAGE BREAK--- TR20 XEQ 03/21/1989 REV 09/01/83 CREEK - Altl: 2-HRjAMc III Alt2: 24- HR jAMc II Storm #1 - 10 YR: #2 - 50 YR; #3 - 100 YR SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS ID (SQ MI) 1 2 3 STRUCTURE 3 0. 78 ALTERNATE 1 248.05 572.26 707.43 ALTERNATE 2 160.34 329.83 458.93 STRUCTURE 2 0.65 ALTERNATE 1 220.64 503.85 621.27 ALTERNATE 2 156.62 312.23 427.14 XSECTION 1 0.48 ALTERNATE 1 175.73 392.01 481.93 ALTERNATE 2 135 .12 258. 02 346.94 XSECTION 2 0.17 ALTERNATE 1 78.02 171 .29 211. 65 ALTERNATE 2 64.47 120.60 160.69 XSECTION 3 0 .13 ALTERNATE 1 71. 77 148.70 181.75 ALTERNATE 2 64. 76 113. 51 147.50 76 ( ( ---PAGE BREAK--- C.3 - Existing Condition Detention Ponds ---PAGE BREAK--- ( Town of Monument - Stormwater Master Plan Safeway Site Detention Pond - ID CP-6 Based on Survey - Ayres Associates, November 2005 VOLUME CALCULATION SURFACE DELTA CUM. ELEV. AREA (ft) DEPTH AREA VOLUME VOLUME ft. sa. ft. ft. Acres Acre-feet Acre-feet 7041.16 0 0.00 0.000 0.000 0.0604 7042.00 9397 0.84 0.216 0.0604 0.4800 7044.00 11550 2.84 0.265 0.5404 0.2053 7044.75 12297 3.59 0.282 0.7457 0.0713 7045.00 12547 3.84 0.288 0.8170 0.0727 7045.25 12796 4.09 0.294 0.8897 0.0742 7045.50 13045 4.34 0.299 0.9639 0.0756 7045.75 13294 4.59 0.305 1.0394 0.0770 7046.00 13543 4.84 0.311 1.1164 Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Discharge Rating Curve 18" dia. Orifice -Riser Pipe Lower Sill Weir Upper Sill Weir invert= 7041.16 invert= 7044.75 invert = 7045.25 centroid= 7041.16 length= 126.00 length= 80.00 Elevation Dicsharge Elevation Dicsharge Elevation Dicsharge (feet) (cfs) (feet) (cfs) (feet) (cfs) 7041.16 0 7041 .16 0 7041 .16 0 7042.00 8.72 7042.00 0.00 7042.00 0.00 7044.00 16.04 7044.00 0.00 7044.00 0.00 7044.75 18.03 7044.75 0.00 7044.75 0.00 7045.00 18.65 7045.00 47.25 7045.00 0.00 7045.25 19.25 7045.25 133.64 7045.25 0.00 7045.50 19.83 7045.50 245.52 7045.50 30.00 7045.75 20.39 7045.75 378.00 7045.75 84.85 7046.00 20.94 7046.00 528.27 7046.00 155.88 CUM. VOLUME Cf 0 2631 23541 32483 35588 38756 41986 45278 48633 Combined Stage-Storage-Discharge Rating Curve Elevation Discharge Storage (feet) (cfs) (ac-ft) 7041.16 0.0 0.000 7042.00 8.7 0.060 7044.00 16.0 0.540 7044.75 18.0 0.746 7045.00 65.9 0.817 7045.25 152.9 0.890 7045.50 295.3 0.964 7045.75 483.2 1.039 7046.00 705.1 1.116 ---PAGE BREAK--- Town of Monument - Slormwater Master Plan Detention Pond - ID CP-25 East of Beacon Lite Road Based on Survey - Ayres Associates, November 2005 ELEV. AREA(fl) ft. sa. ft. 7063.88 0 7065.0 1729 7066.0 7380 7067.0 14793 7068.0 24074 7069.0 27366 7070.0 29824 7071.0 32431 7072.0 35323 7073.0 38719 7074.0 41756 7075.0 44609 VOLUME CALCULATION SURFACE DEPTH AREA ft. Acres 0.00 0.000 1.12 0.040 2.12 0.169 3.12 0.340 4.12 0.553 5.12 0.628 6.12 0.685 7.12 0.745 8.12 0.811 9.12 0.889 10.12 0.959 11.12 1.024 7075 where continuous, at soill crest where not DELTA CUM. VOLUME VOLUME Acre-feet Acre-feet 0.000 0.0148 0.0148 0.0970 0.1119 0.2496 0.3615 0.4418 0.8033 0.5900 1.3934 0.6562 2.0496 0.7144 2.7640 0.7775 3.5415 0.8496 4.3911 0.9235 5.3146 0.9912 6.3057 Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Discharge Rating Curve 48-inch CMP @ 7063.66 Double Type C grate@ 7069.08 Low 16" dia. Orifice Overtopping@ 7074.76 p (fl)= 18.17 invert= 7065.5 HY8 file: MMP-CP1 A (sq. fl)= 15.12 centroid= 7066.17 Elevation Discharge Elevation Discharge Elevation Discharge (feet) (cfs) (feet) (cfs) (feet) (cfs) 7063.66 0 7063.66 0 7063.66 0 7065.66 20 7065.66 0 7065.66 7066.60 40 7066.60 0 7066.60 7067.00 50 7067.00 0 7067.00 6.87 7067.39 60 7067.39 0 7067.39 8.33 7068.16 80 7068. 16 0 7068.16 10.63 7068.81 100 7068.81 0 7068.81 12.24 7069.08 103 7069.08 0 7069.08 12.85 7070.00 113 7070.00 48.10 7070.00 14.74 7070.61 120 7070.61 97.56 7070.61 15.87 7072.50 140 7072.50 145.85 7072.50 18.94 7074.51 160 7074.51 183.78 7074.51 21 .74 7074.76 162 7074.76 187.97 7074.76 22.07 7075.19 180 7075.19 194.95 7075.19 22.61 7075.36 200 7075.36 197.65 7075.36 22.82 CUM. VOLUME Cf 0 645 4873 15746 34993 60695 89281 120400 154267 191275 231503 274678 Combined Stage-Storage-Discharge Rating Curve Total Active Elevation Discharge Storage Storage (feet) (cfs) (ac-fl) (ac-fl) 7065.50 0.0 0.063 0.0 7067.00 6.9 0.361 0.30 7067.39 8.3 0.534 0.47 7068.16 10.6 0.898 0.83 7068.81 12.2 1.161 1.10 7069.08 12.8 1.446 1.38 7070.00 62.8 2.050 1.99 7070.61 113.4 2.485 2.42 7072.50 140.0 3.966 3.90 7074.51 160.0 5.820 5.76 7074.76 162.0 6.068 6.00 7075.19 180.0 6.494 6.43 7075.36 200.0 6.663 6.60 ---PAGE BREAK--- CURRENT DATE: 12 - 28 - 2005 CURRENT TIME: 12 : 19:04 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 1 FILE DATE: 12- 28 - 2005 FILE NAME: MMP- CPl C SITE DATA CULVERT SHAPE , MATERIAL, INLET u L INLET OUTLET CULVERT BARRELS V ELEV. ELEV . LENGTH SHAPE SPAN RISE MANNING INLET NO . (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 7063.66 7062.66 100.00 1 CSP 4 . 00 4 . 00 .024 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP- CPl DATE: 12-28- 2005 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY !TR 7063 . 66 0.0 0.0 0 . 0 0.0 0 .0 0.0 0 . 0 0.00 1 7065.66 20 . 0 20.0 0 . 0 0 . 0 0.0 0 . 0 0 . 0 0.00 1 7066.60 40 . 0 40 .0 0 . 0 0 . 0 0.0 0 . 0 0 . 0 0.00 1 7067.39 60 . 0 60.0 0.0 0 . 0 0 .0 0.0 0 .0 0.00 1 7068.16 80.0 80 . 0 0 . 0 0 . 0 0.0 0.0 0.0 0.00 1 7068.81 100.0 100.0 0 . 0 0 .0 0 . 0 0.0 0.0 0.00 1 7070.61 120.0 120.0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 7072. 50 140 . 0 140 . 0 0.0 0.0 0 . 0 0.0 0.0 0 . 00 1 7074 . 51 160.0 160 . 0 0.0 0 . 0 0.0 0. 0 0 . 0 0 .00 1 7075 . 1 9 180.0 166 . 0 0.0 0. 0 0.0 0.0 0.0 13.16 6 7075 . 36 200 . 0 167 .7 0.0 0.0 0.0 0. 0 0 . 0 30.81 6 7074 .76 162 .0 162.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP- CPl DATE: 12-28- 2005 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 7063 . 66 0.000 0 . 00 0.00 0 . 00 7065.66 0 .000 20 . 00 0 . 00 0.00 7066 . 60 0 . 000 40 . 00 0.00 0.00 7067.39 0 . 000 60.00 0 . 00 0.00 7068.16 0.000 80.00 0 . 00 0.00 7068.81 0.000 100 . 00 0.00 0.00 7070.61 0.000 120 . 00 0.00 0 .00 7072.50 0 . 000 14 0.00 0 . 00 0.00 707 4 . 51 0.000 1 60 . 00 0 . 00 0 .00 7075.19 -0.006 180 . 00 0 . 84 0 . 47 7075.36 - 0.009 200 . 00 1. 50 0 . 75 TOLERANCE (ft) 0.010 TOLERANCE ) 1 . 000 ( ( ( ---PAGE BREAK--- ( 2 CURRENT DATE : 12-28-2005 FILE DATE : 12- 28 - 2005 CURRENT TIME : 12 :1 9 : 04 FILE NAME: MMP-CPl PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 4.00 (ft ) BY 4 . 00 (ft CSP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL . (cf s) (ft) (f t ) (ft ) (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 7063 . 66 0 . 00 - 1. 00 0- NF 0.00 0 . 00 0 . 00 0 . 00 0.00 0.00 20.00 7065 . 66 1. 80 2 . 00 2- M2c 1. 37 1. 31 1. 31 0 . 00 5 . 60 0.00 40.00 7066 . 60 2 . 68 2 . 94 2- M2c 2 . 03 1. 88 1. 88 0 . 00 6 . 89 0 . 00 60 . 00 7067.39 3 . 46 3 . 73 2-M2c 2 . 64 2 . 33 2.33 0.00 7.91 0.00 80 . 00 7068.16 4 . 26 4 . 50 2- M2c 3 . 42 2.70 2.70 0.00 8.86 0 . 00 100 . 00 7068 . 81 5 . 15 4.91 2-M2c 4 . 00 3 . 02 3.02 0 . 00 9.85 0 . 00 120 . 00 7070 . 61 6 . 21 6 . 95 2- M2c 4 . 00 3.28 3 . 28 0 . 00 10.90 0 . 00 140 . 00 7072 . 50 7. 46 8 . 8 4 2- M2c 4.00 3.49 3 . 49 0 . 00 12 . 07 0.00 160 . 00 7074 . 51 8 . 91 10.85 2- M2c 4 . 00 3.70 3 . 70 0 . 00 13.25 0 . 00 166 . 00 7075 . 18 9 . 39 11. 52 2- M2c 4 . 00 3.76 3.76 0 . 00 13.63 0 . 00 167 . 69 7075 . 36 9 . 53 11 . 70 2-M2c 4 . 00 3.78 3 . 78 0 . 00 13 . 74 0.00 El. inlet face i nvert 7063 . 66 ft El. outlet inver t 7062 . 66 f t El. inlet t h roat i nvert 0 . 00 ft El. inlet crest 0 . 00 ft SI TE DATA***** CULVERT INVERT INLET STATION 100 . 00 ft INLET ELEVATION 7063.66 ft OUTLET STATION 0 . 00 ft OUTLET ELEVATI ON 7062 . 66 ft NUMBER OF BARRELS 1 SLOPE (V/H ) 0.0100 CULVERT LENGTH ALONG SLOPE 100 . 00 f t CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 4.00 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNI NG' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WI TH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 12- 28- 2005 CURRENT TIME: 12 :1 9:04 TAILWATER CONSTANT WATER SURFACE ELEVATION 7062.66 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WIDTH USER DEFINED ROADWAY PROFILE CROSS-SECTION X COORD. NO . ft 1 0.00 2 65.90 3 12 4. 80 y ft 7075.72 707 4. 76 7075 . 93 2.60 50.00 ft - - - - - - - - - - 3 ( FILE DATE: 12-28- 2005 FILE NAME : MMP-CPl ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Detention Pond - ID CP-26 Between Santa Fe Trail and Beacon Lite, North of Hwy 105 Based on Survey - Ayres Associates, November 2005 VOLUME CALCULATION SURFACE DELTA ELEV. AREA (ft) DEPTH AREA VOLUME ft. SQ. ft. ft. Acres Acre-feet 7012.46 0 0.00 0.000 0.0008 7014.0 66 1.54 0.002 0.0575 7016.0 3231 3.54 0.074 0.2886 7018.0 9954 5.54 0.229 0.7246 7020.0 22445 7.54 0.515 1.4432 7022.0 41380 9.54 0.950 2.3419 7024.0 61282 11.54 1.407 3.5793 7026.0 95922 13.54 2.202 5.2084 7028.0 131908 15.54 3.028 6.9220 7030.0 170434 17.54 3.913 8.6458 7032.0 206760 19.54 4.747 Stage-Discharge Rating Curve 2-48" CMP 2- 48-CMP@ 7012.46 N u/s 7012.56 94ft Overtopping @ 7032.0 d/s 7012.77 HY8 file: MMP-CP26 S u/s 7012.46 93 ft d/s 7012.22 Elevation Dicsharge Storage (feet) (cfs) (ac-ft) 7012.87 0.0 0 7015.14 50.0 0.034 7016.36 100.0 0.1 10 7017.59 150.0 0.288 7019.39 200.0 0.850 7021.55 250.0 2.190 7024.01 300.0 4.875 7026.91 350.0 10.806 7030.12 400.0 21.085 7032.00 426.8 29.212 CUM. CUM. VOLUME VOLUME Acre-feet Cf 0.000 0 0.0008 34 0.0583 2540 0.3469 15111 1.0715 46675 2.5147 109542 4.8566 211555 8.4360 367472 13.6443 594350 20.5663 895871 29.2121 1272482 ---PAGE BREAK--- CURRENT DATE: 01 - 25-2006 CURRENT TIME : 08:23:20 FHWA CULVERT ANALYSIS HY- 8 , VERSION 6.1 1 FILE DATE: 01-25-2006 FILE NAME: MMP-CP26 I C SITE DATA CULVERT SHAPE, MATERIAL, INLET I u I L I NLET OUTLET CULVERT BARRELS I V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET INO . (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE I 1 7012.87 7012.77 94.00 1 CSP 4.00 4.00 . 024 CONVENTIONAL I 2 7012 .4 6 7012 . 22 93.00 1 CSP 4.00 4 . 00 .024 CONVENTIONAL I 3 I 4 I 5 I 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP-CP26 DATE: 01-25- 2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 7012 . 87 0.0 0.0 0 . 0 0.0 0.0 0 . 0 0.0 0.00 0 7015 .14 50.0 20 .4 29.3 0.0 0.0 0.0 0 . 0 0.00 5 7016 . 36 100 . 0 45.2 55 .1 0.0 0.0 0 . 0 0.0 0 . 00 4 7017.59 150 .0 69.8 80.7 0.0 0.0 0 . 0 0.0 0 . 00 5 7019.39 200.0 96. 0 103 . 9 0 . 0 0.0 0.0 0.0 0 . 00 4 7021 . 55 250.0 121.8 128.2 0.0 0.0 0 . 0 0.0 0 . 00 4 7024.01 300.0 147.2 152 . 8 0 . 0 0.0 0.0 0.0 0.00 5 7026.91 350.0 172 . 5 177 . 5 0 . 0 0.0 0 . 0 0.0 0.00 4 7030 . 12 400.0 197.8 202 . 3 0 . 0 0.0 0 .0 0.0 0 . 00 5 7032 . 21 450.0 212.7 217 . 0 0 . 0 0.0 0 . 0 0.0 18 . 85 6 7032.47 500.0 214 . 5 218 . 8 0 . 0 0.0 0.0 0.0 65 . 23 4 7032 . 00 426.8 211. 3 21 5. 6 0.0 0 . 0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP-CP26 DATE: 01 - 25- 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 7012.87 0 . 000 0.00 0.00 0.00 701 5. 14 007 50 . 00 0 . 29 0 . 58 7016. 36 0 . 007 100.00 - 0 . 33 -0 .33 7017.59 0.005 150.00 - 0.49 -0.33 7019.39 - 0 . 002 200.00 0 . 06 0 . 03 7021.55 0 . 002 250.00 - 0.06 -0.02 7024.01 0 . 000 300.00 0 . 01 0.00 7026.91 0.000 350 .00 0 .00 0.00 7030 .12 0 . 003 400.00 -0 . 05 -0.0 1 7032 . 21 - 0 . 005 450.00 1. 45 0.32 7032.47 - 0.005 500.00 1. 51 0 . 30 TOLERANCE (ft) = 0.010 TOLERANCE = 1.000 ( ( ---PAGE BREAK--- CURRENT DATE : 01-25- 2006 CURRENT TI ME : 08 : 23:20 2 FILE DATE : 01-25-2006 FILE NAME: MMP- CP26 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 4.00 (ft) BY 4. 00 (f t CSP HEAD- INLET OUTLET DIS- CHARGE FLOW (cfs ) WATER CONTROL CONTROL FLOW NORMAL ELEV. DEPTH DEPTH TYPE DEPTH (ft) (ft ) (ft) (ft) 0.00 7012 . 87 20 . 39 7015 . 14 45 . 21 7016 . 36 69.77 70 17 . 58 96.01 7019 . 38 121 . 82 7021 . 55 147 . 23 7024.01 172 . 53 7026.91 197.78 7030.12 212.71 7032 . 21 214 . 50 7032 . 47 0 . 00 1. 98 3.16 4.28 5 . 73 7.58 9 . 94 12 . 83 16 . 26 18.52 18 . 80 0.00 0- NF 2.27 2- M2c 3 . 49 2- M2c 4.7 1 2- M2c 6 . 51 2- M2c 8.68 7- M2c 11.14 2-M2c 14 . 04 2- M2c 17 . 25 6- FFc 19 . 34 6-FFc 19 . 60 6-FFc 0.00 2 . 68 4.00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 .00 4. 00 4. 00 CRIT . OUTLET DEPTH (ft ) 0.00 1. 32 2.01 2 . 52 2. 96 3 . 30 3.56 3 . 83 4 . 00 4 .00 4 . 00 DEPTH (f t) 0.00 1. 32 2 . 01 2 . 52 2. 96 3 . 30 3 . 56 3 . 83 4.00 4.00 4 . 00 TW DEPTH (ft) 0.00 0.00 0.00 0.00 0.00 0 . 00 0 . 00 0 . 00 0.00 0 . 00 0 . 00 OUTLET VEL. (fps) 0 . 00 5.63 7. 1 4 8.39 9.66 11. 01 12 . 46 14. 04 15.74 16.93 17 . 07 TW VEL . (fps ) 0 . 00 0 . 00 0.00 0 . 00 0 . 00 0 . 00 0 . 00 0.00 0.00 0.00 0 . 00 El. inlet face invert 701 2 . 87 ft El . inlet throat invert 0 . 00 f t El. outlet i nvert 7012 . 77 ft El. inlet crest 0 . 00 ft SITE DATA***** CULVERT INLET STATION 0.00 ft I NLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V 7012.87 ft 94.00 ft 7012.77 ft 1 CULVERT LENGTH ALONG SLOPE 0. 0011 94 . 00 f t CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DI AMETER 4.00 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING ' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTI NG INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01-25-2006 CURRENT TIME : 08:23:20 3 FILE DATE: 01 - 25- 2006 FILE NAME: MMP-CP26 PERFORMANCE CURVE FOR CULVERT 2 - 1( 4.00 (ft) BY DIS- HEAD- INLET OUTLET CRIT. OUTLET 4.00 (ft)) CSP TW OUTLET VEL. TW VEL. CHARGE FLOW (cfs) WATER CONTROL CONTROL FLOW NORMAL ELEV. DEPTH DEPTH TYPE DEPTH (ft) (ft ) (ft) (ft) DEPTH (ft) DEPTH (ft) DEPTH (ft) (fps) (fps) 0.00 29 .32 55 . 12 80 . 72 103.93 128 .23 152.76 177 . 47 202 . 27 216 . 99 218.76 7012.77 7015 . 13 7016. 35 7017.58 7019 . 38 7021. 55 7024 . 01 7026.90 7030 . 11 7032 . 21 7032 .4 7 0.00 2 .43 3.60 4.84 6.24 8. 12 10.52 13. 46 16.92 19.19 19.47 0 . 31 0-NF 2.67 2- M2c 3.89 2-M2c 5.12 2- M2c 6.92 2- M2c 9.09 2- M2c 11.55 2-M2c 14.44 2- M2c 17 . 65 6-FFc 19.75 6-FFc 20 . 01 6-FFc 0.00 2.56 4 . 00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4 .00 0.00 1. 60 2.22 2 . 72 3.08 3 . 37 3.62 3.88 4 . 00 4 . 00 4.00 0.00 1. 60 2 . 22 2.72 3.08 3 . 37 3 .62 3 .88 4.00 4.00 4.00 0 . 55 0.55 0.55 0.55 0 . 55 0 . 55 0 . 55 0 . 55 0 . 55 0.55 0 . 55 0 . 00 6.22 7 . 68 8 . 89 10.04 11. 40 12.76 14.35 16 . 10 17.27 17.41 El. inlet face invert 7012.46 ft El. inlet throat i nvert 0.00 ft El. outlet invert 7012.22 ft El . inlet crest 0.00 ft SITE DATA***** CULVERT INLET STATION 0.00 ft INLET ELEVATION 7012.46 ft OUTLET STATION 93.00 ft OUTLET ELEVATION NUMBER OF BARRELS SLOPE H) CULVERT LENGTH ALONG SLOPE 7012.22 ft 1 0.0026 93.00 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 4.00 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING ' S n 0 .024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE 0 . 00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ( ( ---PAGE BREAK--- CURRENT DATE: 01-25-2006 CURRENT TIME : 08 : 23 : 20 TAI LWATER CONSTANT WATER SURFACE ELEVATION 7012 . 77 4 FILE DATE: 01 - 25- 2006 FILE NAME: MMP- CP26 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WI DTH CREST LENGTH OVERTOPPI NG CREST ELEVATI ON GRAVEL 20 . 00 ft 75 . 00 ft 7032.00 ft ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Detention Pond - ID CP-27 Between Railroad and Santa Fe Trail, North of Hwy 105 Based on Survey - Ayres Associates, November 2005 VOLUME CALCULATION SURFACE ELEV. AREA (ft) DEPTH AREA ft. sq. ft. ft. Acres 6990.46 0 0.00 0.000 6992.0 682 1.54 0.016 6994.0 7143 3.54 0.164 6996.0 18055 5.54 0.414 6998.0 32291 7.54 0.741 7000.0 44556 9.54 1.023 7002.0 58574 11 .54 1.345 7004.0 68465 13.54 1.572 7006.0 74526 15.54 1.711 7008.0 107366 17.54 2.465 DELTA CUM. VOLUME VOLUME Acre-feet Acre-feet 0.000 0.0080 0.0080 0.1535 0.1616 0.5594 0.7210 1.1401 1.8611 1.7566 3.6177 2.3602 5.9779 2.9135 8.8914 3.2816 12.1730 4.1528 16.3258 Stage-Discharge Rating Curve 4'x 6' RCBC @ 6990.46 Overtopping @ 7008.0 4' x 6' RCBC, small headwall, no bevel HY8 file: MMP-CP27 Elevation (feet) 6990.76 6992.98 6994.29 6995.38 6996.67 6998.24 7000.18 7002.51 7005.46 7008.00 Dicsharge (cfs) 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 438.1 Storage (ac-ft) 0 0.083 0.243 0.548 1.103 2.072 3.830 6.721 11.287 16.326 Survey HY-8 u/s inv 6990.46 6990.76 d/s inv 6990.66 6990.66 Length 63ft CUM. VOLUME Cf 0 350 7038 31408 81069 157588 260399 387310 530259 711155 ---PAGE BREAK--- CURRENT DATE: 01-23-2006 CURRENT TIME: 09 : 18 : 54 FHWA CULVERT ANALYSIS HY- 8, VERS I ON 6.1 1 FILE DATE: 01 - 23-2006 FILE NAME: MMP- CP27 C SITE DATA CULVERT SHAPE, MATERIAL , INLET u - - - L INLET V ELEV . NO. (ft) 1 6990.76 2 3 4 5 6 OUTLET ELEV. (ft) 6990 . 66 CULVERT LENGTH (ft) 63.00 BARRELS SHAPE MATERIAL 1 RCB SPAN (ft) 6.00 RISE (ft) 4. 00 MANNING INLET n TYPE . 012 CONVENTIONAL SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP-CP27 DATE: 01 - 23-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY I TR 6990.76 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 6992.98 50.0 50.0 0 . 0 0 . 0 0 . 0 0.0 0.0 0.00 1 6994.29 100.0 100.0 0.0 0 . 0 0 . 0 0.0 0 . 0 0 . 00 1 6995 . 38 150 . 0 150.0 0 . 0 0.0 0 . 0 0.0 0.0 0.00 1 6996. 67 200 . 0 200.0 0 . 0 0 . 0 0 . 0 0 . 0 0.0 0.00 1 6998.24 250 . 0 250.0 0.0 0.0 0.0 0.0 0.0 0 . 00 1 7000 . 18 300.0 300 . 0 0.0 0.0 0.0 0.0 0.0 0.00 1 7002 . 51 350 . 0 350.0 0 . 0 0 . 0 0 . 0 0 . 0 0.0 0.00 1 7005 . 46 400.0 400.0 0 . 0 0 . 0 0.0 0 . 0 0.0 0.00 1 7008. 14 450 . 0 440.1 0 . 0 0 . 0 0.0 0 . 0 0.0 9.24 9 7008 . 44 500.0 444.4 0.0 0 . 0 0.0 0.0 0 . 0 53.98 4 7008 . 00 438.1 438.1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FI LE: MMP-CP27 DATE : 01 - 23 - 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 6990.76 0.000 0.00 0 . 00 0 . 00 6992.98 0.000 50.00 0 . 00 0.00 6994.29 0.000 100.00 0 . 00 0.00 6995.38 0 . 000 150 . 00 0.00 0.00 6996 . 67 0 . 000 200 . 00 0.00 0.00 6998 . 24 0.000 250 . 00 0.00 0.00 7000.18 0.000 300.00 0.00 0.00 7002 . 51 0.000 350 . 00 0.00 0 . 00 7005 . 46 0 . 000 400.00 0 . 00 0 . 00 7008.14 - 0 . 004 450.00 0.66 0.15 7008.44 -0.006 500.00 1. 66 0 . 33 ( ( ---PAGE BREAK--- CURRENT DATE : 01-23-2006 CURRENT TIME : 09:18:54 2 FILE DATE : 01 - 23- 2006 FILE NAME: MMP- CP27 PERFORMANCE CURVE FOR CULVERT 1 - 1( 6.00 (ft) BY 4 . 00 (ft)) RCB DIS- HEAD- INLET OUTLET CHARGE FLOW (cfs) 0.00 50 . 00 100 . 00 150.00 200 . 00 250.00 300.00 350.00 400.00 440 . 11 444 . 36 WATER CONTROL CONTROL FLOW NORMAL ELEV. (ft) 6990.76 6992.98 6994.29 6995 . 38 6996 . 67 6998 . 24 7000 .18 7002 . 51 7005 . 46 7008.14 7008.44 DEPTH (ft) 0.00 2.21 3.47 4 . 62 5 . 91 7 . 48 9 . 42 11. 75 1 4 .70 17.38 17.68 DEPTH TYPE (ft) 0.00 0- NF 2.22 2- M2c 3.53 2- M2c 4.61 2-M2c 5.59 2-M2c 6 . 73 2 - M2c 8 . 04 6- S2n 9.54 6- S2n 11. 26 6- S2n 12.81 6-S2n 12 . 98 6- S2n DEPTH (ft) 0 . 00 1. 62 2.67 4.00 4 . 00 4.00 4 . 00 4 . 00 4 . 00 4.00 4.00 CRIT . OUTLET DEPTH DEPTH (ft) (ft) 0.00 1. 29 2.06 2.69 3.26 3 . 79 4.00 4 . 00 4.00 4.00 4.00 0 . 00 1. 29 2 . 06 2 . 69 3 . 26 3.79 3.90 3 . 90 3 . 90 3.90 3.90 TW DEPTH (ft) 0.00 0 . 00 0 . 00 0 . 00 0 . 00 0.00 0.00 0.00 0 . 00 0 . 00 0 . 00 OUTLET VEL. (fps) 0.00 6 . 44 8 .11 9 . 28 10.22 11. 01 12.82 1 4 .96 17 . 09 18 . 81 18.99 TW VEL . (fps) 0.00 0 . 00 0.00 0 . 00 0 . 00 0.00 0 . 00 0 . 00 0 . 00 0.00 0.00 El. inl et face invert 6990.76 ft El. inlet throat invert 0 . 00 ft El. outlet invert 6990.66 f t El. inl et c r est 0.00 f t SITE DATA***** CULVERT I INLET STATION 0 . 00 ft INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V 6990.76 ft 63 . 00 ft 6990 . 66 ft 1 CULVERT LENGTH ALONG SLOPE 0. 0016 63 . 00 ft CULVERT DATA SUMMARY BARREL SHAPE BOX BARREL SPAN 6.00 ft BARREL RISE 4 . 00 f t BARREL MATERIAL CONCRETE BARREL MANNING ' S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE ( 9 0 - 4 5 DEG . ) INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01- 23-2006 CURRENT TIME: 09 :18:54 TAILWATER CONSTANT WATER SURFACE ELEVATION 6990 . 66 3 FILE DATE: 01-23 - 2006 FILE NAME : MMP- CP27 ROADWAY OVERTOPPING DATA - ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION GRAVEL 10.00 ft 70.00 ft 7008.00 ft ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Detention Pond - ID CP-31 Between Santa Fe Trail and Beacon Lite, North of Hwy 105, North of CP-26 Based on Survey - Ayres Associates, November 2005 VOLUME CALCULATION SURFACE DELTA CUM. ELEV. AREA(ft) DEPTH AREA VOLUME VOLUME ft. SQ. ft. ft. Acres Acre-feet Acre-feet 7027.41 0 0.00 0.000 0.000 0.0053 7030.0 265 2.59 0.006 0.0053 0 .1473 7032.0 7913 4.59 0.182 0.1526 0.6608 7034.0 22054 6.59 0.506 0.8134 1.4004 7036.0 39817 8.59 0 .914 2.2138 2.2806 7038.0 60225 10.59 1.383 4.4944 3.2908 7040.0 83767 12.59 1.923 7.7851 4.4068 7042.0 108736 14.59 2.496 12.1920 5.6624 7044.0 138516 16.59 3.180 17.8543 7.0642 7046.0 169729 18.59 3.896 24.9185 8 .5684 7048.0 204037 20.59 4.684 33.4869 10.2459 7050.0 242836 22.59 5.575 43.7328 Stage-Discharge Rating Curve 24" Smooth Steel 24" Smooth Steel@ 7027.41 Survey Overtopping @ 7050.00 u/s inv 7027.41 HY8 file: MMP-CP31 d/s inv 7027.08 Elevation Dicsharge Storage (feet) (cfs) (ac-ft) Length 93 ft 7027.41 0.0 0 7029.04 7.0 0.003 About 180 ft of overtopping length 7029.81 14.0 0.005 7031.08 21.0 0.085 7032.98 28.0 0.476 15 7035.55 35.0 1.899 7038.71 42.0 5.663 7042.29 49.0 13.013 7046.13 56.0 25.475 7050.00 62.8 43.733 CUM. VOLUME Cf 0 229 6646 35431 964 34 195775 339122 531084 777737 1085455 1458696 1905009 ---PAGE BREAK--- CURRENT DATE: 01- 23- 2006 CURRENT TIME : 12 :4 2 :4 9 FHWA CULVERT ANALYSI S HY- 8 , VERSI ON 6.1 1 FILE DATE: 01-23 - 2006 FILE NAME: MMP- CP31 C SITE DATA CULVERT SHAPE, MATERIAL, I NLET u - - L INLET V ELEV. NO . (f t) 1 7027.41 2 3 4 5 6 OUTLET CULVERT ELEV . (ft) 7027 . 08 LENGTH (ft ) 93.00 BARRELS SHAPE MATERI AL 1 CSP SPAN (ft ) 2.00 RI SE MANNING I NLET (ft) n TYPE 2 . 00 .012 CONVENTI ONAL - SUMMARY OF CULVERT FLOWS (cf s ) FILE : MMP- CP31 DATE : 01 - 23- 2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 7027.41 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.00 1 7029.04 7.0 7.0 0.0 0.0 0.0 0 . 0 0 . 0 0 . 00 1 7029.81 1 4. 0 1 4 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 7031.08 21. 0 21. 0 0.0 0.0 0 . 0 0.0 0 . 0 0 . 00 1 7032 . 98 28 . 0 28.0 0 . 0 0 . 0 0 . 0 0 . 0 0. 0 0.00 1 7035 . 55 35 . 0 35.0 0 . 0 0 . 0 0.0 0 . 0 0 .0 0.00 1 7038.71 42 . 0 42.0 0 . 0 0 . 0 0 . 0 0.0 0 . 0 0 . 00 1 70 42 . 29 4 9 . 0 49.0 0.0 0.0 0 . 0 0.0 0 . 0 0.00 1 70 46 . 13 56 . 0 56.0 0.0 0 . 0 0 . 0 0.0 0.0 0.00 1 70 49 . 75 63 . 0 62 . 4 0.0 0 . 0 0.0 0 . 0 0.0 0.00 28 7050.05 70 . 0 62.9 0.0 0.0 0 . 0 0.0 0 . 0 6.51 22 7050 . 00 62 . 8 62.8 0.0 0.0 0.0 0.0 0.0 OVERTOPPING - - SUMMARY OF I TERATIVE SOLUTION ERRORS FILE : MMP- CP31 DATE: 01-23- 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft ) ERROR (ft ) FLOW (cfs ) ERROR (cfs ) ERROR 7027 . 41 0 . 000 0 . 00 0 . 00 0 . 00 7029.04 0 . 000 7 . 00 0 . 00 0 . 00 7029.81 0 . 000 14. 00 0 . 00 0 . 00 7031 .08 0 . 000 21 . 00 0.00 0 . 00 7032 . 98 0 . 000 28.00 0.00 0.00 7035.55 0.000 35 . 00 0.00 0.00 7038 . 71 0 . 000 42 . 00 0 . 00 0.00 7042 . 29 0 . 000 49 . 00 0.00 0.00 7046 . 13 0.000 56.00 0.00 0 . 00 7049 . 75 - 0.010 63.00 0.63 1. 00 7050.05 - 0.001 70.00 0 . 58 0.83 ( ( ---PAGE BREAK--- CURRENT DATE: 01- 23- 2006 CURRENT TIME: 12:42:49 2 FILE DATE : 01-23-2006 FILE NAME: MMP- CP31 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 2.00 (ft)) CSP DI S- HEAD- INLET OUTLET CHARGE FLOW (cfs) WATER CONTROL CONTROL FLOW NORMAL ELEV. DEPTH DEPTH TYPE DEPTH (ft) (ft) (ft) (ft) 0.00 7027.41 7.00 7029 . 04 14.00 7029 . 81 21.00 7031 . 08 28.00 7032 . 98 35.00 7035 . 55 42 . 00 7038 . 71 49 . 00 70 42.29 56 . 00 7046 . 13 62 . 37 7049.74 62 . 91 7050.05 0.00 1. 45 2.38 3 . 67 5 . 57 8.1 4 11 . 30 14.88 18 . 72 22 . 33 22.64 0.00 0-NF 1. 63 2- M2c 2.40 2- M2c 3 . 40 2- M2c 5.14 2- M2c 7 . 22 6- S2n 9.66 6-S2n 12.54 6-S2n 15.87 6- S2n 19.29 6- S2n 19.59 6- S2n 0.00 0.98 1. 58 2 . 00 2.00 2 . 00 2 . 00 2 . 00 2.00 2.00 2 . 00 CRIT . OUTLET DEPTH (ft) 0.00 0 . 93 1. 34 1. 63 1. 84 2 . 00 2.00 2.00 2.00 2.00 2.00 DEPTH (ft) 0 . 00 0.93 1. 34 1. 63 1.84 1. 90 1. 90 1. 90 1. 90 1. 90 1. 90 TW DEPTH (ft) 0 . 00 0.00 0 . 00 0 . 00 0 . 00 0.00 0.00 0.00 0.00 0.00 0 . 00 OUTLET VEL. (fps) 0.00 4.86 6.24 7 . 63 9 . 22 11. 44 13.73 16 . 01 18 . 30 20 . 38 20 . 56 TW VEL . (fps) 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0.00 0 . 00 0 . 00 0.00 0.00 0.00 El. inlet face invert 7027.41 ft El. inlet throat invert 0 . 00 ft El. outlet invert 7027.08 ft El. inl et crest 0.00 ft SITE DATA***** CULVERT INVERT INLET STATI ON 0.00 ft 7027.41 ft 93.00 f t 7027 . 08 ft 1 0 . 0035 93 . 00 f t INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V / H) CULVERT LENGTH ALONG SLOPE CULVERT DATA SUMMARY BARREL SHAPE CI RCULAR BARREL DI AMETER 2.00 ft BARREL MATERI AL CORRUGATED STEEL BARREL MANNING ' S n 0 . 012 INLET TYPE CONVENTIONAL I NLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01- 23- 2006 CURRENT TIME : 12:42:49 TAILWATER CONSTANT WATER SURFACE ELEVATION 7027 .08 3 FILE DATE: 01 - 23- 2006 FILE NAME: MMP- CP31 - ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION PAVED 15.00 ft 180.00 ft 7050 . 00 ft ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Detention Pond - ID CP-32 Between Railroad and Santa Fe Trail, North of Hwy 105, North of CP-27 Based on Survey· Ayres Associates, November 2005 ELEV. ft. 6999.99 7002.0 7004.0 7006.0 7008.0 7010.0 7012.0 7014.0 7016.0 7018.0 Stage-Discharge Rating Curve 48" CMP @ 6999.99 Overtopping @7018.00 HY8 file: MMP-CP32 Elevation Dicsharge (feet) (cfs) 6999.99 0.00 7002.07 7003.14 7004.19 7005.52 7006.99 7008.97 701 1.56 7014.65 7018.00 23.00 46.00 69.00 92.00 115.00 138.00 161.00 184.00 206.80 Storage (ac-ft) 0 0.021 0.172 0.379 0.973 1.988 4.040 7.964 14.665 24.488 AREA (ft) SQ. ft. 0 716 14561 24780 46872 64471 81844 104107 124724 149278 VOLUME CALCULATION SURFACE DELTA CUM. CUM. DEPTH AREA VOLUME VOLUME VOLUME ft. Acres Acre-feet Acre-feet Cf 0.00 0.000 0.000 0 0.0110 2.01 0.016 0.0110 480 0.2832 4.01 0.334 0.2942 12817 0.8928 6.01 0.569 1.1 870 51708 1.6182 8.01 1.076 2.8052 122197 2.5454 10.01 1.480 5.3506 233074 3.3510 12.01 1.879 8.7016 379044 4.2586 14.01 2.390 12.9602 564550 5.2461 16.01 2.863 18.2064 793072 6.2818 18.01 3.427 24.4881 1066707 48" CMP · extra roughness, not smooth corrgation Survey u/s inv 6999.99 dis inv 6997.93 Length 98 ft About 60 ft of overtopping length on SE corner ---PAGE BREAK--- CURRENT DATE : 01-23 - 2006 CURRENT TIME: 11:52:37 FHWA CULVERT ANALYSI S HY-8, VERSION 6.1 1 FILE DATE: 01 - 23 - 2006 FILE NAME: MMP-CP32 C SITE DATA CULVERT SHAPE, MATERIAL, INLET u L INLET V ELEV. NO. (ft) 1 6999.99 2 3 4 5 6 OUTLET CULVERT ELEV . (ft) 6997.93 LENGTH (ft) 98.02 BARRELS SHAPE MATERIAL 1 CSP SPAN (ft) 4.00 RISE MANNING INLET ( ft) n TYPE 4 . 00 . 026 CONVENTIONAL SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP-CP32 DATE : 01- 23- 2006 ELEV (ft) 6999.99 7002.07 7003.14 7004.19 7005.52 7006.99 7008.97 7011. 56 7014.65 7017.87 7018 . 25 701 8 . 00 TOTAL 0.0 23 . 0 4 6 . 0 69 . 0 92 . 0 115. 0 138 . 0 1 61. 0 184.0 207.0 230 .0 206.8 1 0.0 23 . 0 46 . 0 69.0 92 . 0 115 . 0 138.0 161.0 184.0 205 . 9 208.4 206 . 8 2 0 . 0 0.0 0.0 0 . 0 0 . 0 0.0 0.0 0 . 0 0 . 0 0 . 0 0.0 0.0 SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD ELEV (ft) 6999.99 7002.07 7003.14 7004 . 19 7005.52 7006.99 7008 . 97 7011 . 56 7014.65 7017 . 87 7018.25 HEAD ERROR (ft) 0 . 000 0 . 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.010 - 0.008 TOLERANCE (ft) = 0 . 010 3 0 . 0 0.0 0 . 0 0.0 0 . 0 0 . 0 0.0 0 . 0 0.0 0.0 0.0 0.0 4 0 . 0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0 . 0 5 0.0 0.0 0 . 0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0 . 0 0.0 6 ROADWAY !TR 0.0 0 . 00 1 0 . 0 0.00 1 0 . 0 0.00 1 0.0 0 . 00 1 0.0 0 . 00 1 0 . 0 0 . 00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 17 0.0 19.97 5 0.0 OVERTOPPING FILE : MMP- CP32 DATE: 01-23- 2 006 TOTAL FLOW (cfs) 0.00 23.00 46.00 69.00 92 . 00 115. 00 1 38.00 161. 00 184 . 00 207 . 00 230.00 FLOW ERROR (cfs) 0 . 00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0 . 00 1.12 1. 62 % FLOW ERROR 0.00 0 . 00 0 .00 0.00 0 . 00 0.00 0 . 00 0 . 00 0 . 00 0.54 0 . 70 TOLERANCE = 1 . 000 ( ( ---PAGE BREAK--- CURRENT DATE: 01 - 23 - 2006 CURRENT TIME : 11 :52:37 2 FILE DATE: 01 - 23 - 2006 FILE NAME: MMP- CP32 PERFORMANCE CURVE FOR CULVERT 1 - 1( 4 . 00 (ft) BY DIS- CHARGE FLOW (cfs ) 0.00 23.00 46 . 00 69 . 00 92 . 00 115. 00 138 . 00 161 . 00 184.00 205 . 88 208.41 HEAD- INLET WATER CONTROL ELEV. DEPTH (ft ) (ft ) 6999.99 7002.07 7003.14 7004.19 7005.52 7006 . 99 7008 . 97 7011 . 56 7014 . 65 7017 . 86 7018 . 25 0.00 2 . 08 3 .15 4 . 20 5.44 7 .00 8.98 11. 41 14.29 17.42 17.81 OUTLET CONTROL FLOW NORMAL DEPTH TYPE DEPTH (ft ) (ft) 0.00 0- NF 2 . 08 l - S2n 3 . 15 l - S2n 4 . 20 5- S2n 5.53 2- M2c 6 . 38 2-M2c 8.64 2- M2c 11. 57 2- M2c 14 . 66 2- M2c 17.87 6- FFc 18.26 6-FFc 0.00 1. 27 1. 86 2 . 38 2 . 93 4 .00 4.00 4.00 4.00 4 .00 4.00 CRI T. OUTLET DEPTH (ft) 0.00 1. 40 2.03 2 . 50 2.90 3.23 3.47 3.71 3 . 95 4.00 4.00 DEPTH (ft) 0.00 1. 20 1. 73 2.30 2.90 3 . 23 3 . 47 3.71 3 . 95 4 . 00 4.00 4 . 00 (ft)) CSP TW DEPTH (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 00 0 . 00 0 . 00 0 . 00 OUTLET VEL. (fps) 0 . 00 7.24 8.84 9 . 21 9 . 45 10 . 57 11. 96 13 . 32 14.74 16.38 16 . 58 TW VEL . (fps) 0 . 00 0 . 00 0 . 00 0.00 0.00 0 . 00 0 . 00 0.00 0.00 0.00 0.00 El. i nlet face invert 6999 . 99 ft El. inlet throat invert 0.00 ft El . outlet invert 6997 . 93 ft El. inlet crest 0 .00 f t SITE DATA***** CULVERT INVERT****** INLET STATION 0 . 00 ft INLET ELEVATION 6999 . 99 f t OUTLET STATION 98 . 00 f t OUTLET ELEVATION 6997 . 93 ft NUMBER OF BARRELS SLOPE (V CULVERT LENGTH ALONG SLOPE 1 0.0210 98.02 ft CULVERT DATA BARREL SHAPE CIRCULAR BARREL DIAMETER 4 . 00 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING ' S n 0.026 INLET TYPE CONVENTI ONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE : 01- 23- 2006 CURRENT TIME: 11: 52:37 TAILWATER CONSTANT WATER SURFACE ELEVATION 6997.93 3 FILE DATE: 01-23- 2006 FILE NAME : MMP- CP32 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPI NG CREST ELEVATION GRAVEL 10.00 ft 60.00 f t 7018.00 f t ( ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Detention Pond - ID CP-33 Just North of Hwy 105, just west of Railroad Based on Survey - Ayres Associates, November 2005 ELEV. ft. 6967.00 6970.0 6972.0 6974.0 6976.0 6978.0 6979.0 Stage-Discharge Rating Curve 5' x 7' RCBC@ 6967.00 Overtopping @ 6979.00 HY8 file: MMP-CP32 Elevation Storage (ac-ft) AREA (ft) SQ. ft. 0 8048 27373 45301 70085 113383 145432 VOLUME CALCULATION SURFACE DEPTH AREA ft. Acres 0.00 0.000 3.00 0.185 5.00 0.628 7.00 1.040 9.00 1.609 11.00 2 .603 12.00 3.339 5' x 7' RCBC u/s inv d/s inv Topo 6967 6966.5 Length 50 ft DELTA CUM. VOLUME VOLUME Acre-feet Acre-feet 0.000 0.1848 0.1848 0.7693 0.9540 1.6512 2.6052 2 .6283 5.2335 4.1722 9.4057 2.9632 12.3688 (feet) 6967.00 6969.22 6970.53 6971 .65 6972.65 6973.60 6974.56 6975.60 6976.74 6978.02 Dicsharge (cfs) 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 0 0.14 0.389 0.819 1.491 2.275 3.341 4 .708 6.777 9.465 About 360 ft of overtopping length on SE corner CUM. VOLUME Cf 0 8048 41557 113483 227971 409713 538789 ---PAGE BREAK--- CURRENT DATE : 01 - 23- 2006 CURRENT TIME: 14 : 40: 40 1 FILE DATE: 01 - 23 - 2006 FILE NAME : MMP- CP33 FHWA CULVERT ANALYSIS HY- 8 , VERSI ON 6 . 1 I C I u I L I V INO. I 1 I 2 I 3 I 4 I 5 I 6 SITE DATA - - I NLET OUTLET CULVERT ELEV . ELEV. LENGTH (ft) (ft) (ft ) 6967. 00 6966 . 50 50.00 CULVERT SHAPE, MATERIAL, INLET I 1 BARRELS I SHAPE SPAN RISE MANNING I NLET I MATERI AL (ft) (ft) n TYPE I 1 RCB 5 . 00 7 . 00 . 012 CONVENTI ONAL! I I I I I SUMMARY OF CULVERT FLOWS (cf s ) FILE: MMP-CP33 DATE: 01 - 23- 2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 6967. 00 0 .0 0.0 0.0 0.0 0 . 0 0 . 0 0 . 0 0 . 00 1 6969 . 22 50.0 50.0 0.0 0 . 0 0 . 0 0 . 0 0.0 0 . 00 1 6970 . 53 100.0 100.0 0.0 0 . 0 0.0 0.0 0.0 0.00 1 6971. 65 150.0 150 . 0 0.0 0 . 0 0 . 0 0.0 0.0 0 . 00 1 6972.65 200.0 200.0 0.0 0 . 0 0.0 0 . 0 0 . 0 0 . 00 1 6973 . 60 250 . 0 250.0 0.0 0.0 0.0 0.0 0.0 0 . 00 1 6974 . 56 300.0 300.0 0.0 0.0 0 . 0 0.0 0 . 0 0.00 1 6975.60 350.0 350.0 0 . 0 0 . 0 0 . 0 0 . 0 0.0 0.00 1 6976.74 400.0 400 . 0 0 . 0 0 . 0 0.0 0 . 0 0 . 0 0 . 00 1 6978 . 02 450 . 0 450 . 0 0.0 0 . 0 0 . 0 0.0 0 . 0 0.00 1 6979 . 04 500 . 0 486.3 0 . 0 0.0 0 .0 0 . 0 0 . 0 8.98 5 6979 . 00 48 4. 8 484 . 8 0 . 0 0 . 0 0.0 0 . 0 0 . 0 OVERTOPPING SUMMARY OF I TERATI VE SOLUTION ERRORS FILE: MMP- CP33 DATE: 01-23-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs ) ERROR (cfs) ERROR 6967 . 00 0.000 0 . 00 0 . 00 0.00 6969. 22 0 . 000 50 . 00 0 . 00 0.00 6970 . 53 0 . 000 100 . 00 0 . 00 0 . 00 6971. 65 0 . 000 150 . 00 0.0 0 0.00 6972. 65 0.000 200 . 00 0 . 00 0.00 6973.60 0 . 000 250 . 00 0 . 00 0 . 00 6974 . 56 0 . 000 300 . 00 0.00 0 . 00 6975 . 60 0.000 350 . 00 0.00 0 . 00 6976 . 74 0.000 400 . 00 0 . 00 0.00 6978 . 02 0 . 000 450 . 00 0 . 00 0 . 00 6979 . 04 - 0 . 006 500.00 4. 77 0 . 95 TOLERANCE (ft ) = 0 . 010 TOLERANCE = 1 . 000 ( ( ( ---PAGE BREAK--- CURRENT DATE : 01-23 - 2006 CURRENT TIME: 14:40 :40 2 FI LE DATE: 01-23 - 2006 FILE NAME: MMP-CP33 PERFORMANCE CURVE FOR CULVERT 1 - 1( 5.00 (ft) BY 7.00 (ft)) RCB DIS- CHARGE FLOW (cfs) 0.00 50.00 100.00 150 . 00 200.00 250 . 00 300.00 350.00 400.00 450.00 48 6.25 HEAD- WATER ELEV. (ft ) 6967. 00 6969 . 22 6970 . 53 6971 . 66 6972 . 65 6973.60 6974.56 6975 . 60 6976 . 74 6978 . 02 6979 . 04 INLET OUTLET CONTROL CONTROL DEPTH DEPTH (ft ) (ft) FLOW NORMAL TYPE DEPTH (ft) 0.00 2 . 22 3.53 4 . 66 5. 65 6 . 60 7.56 8 .60 9 . 74 11. 02 12 . 04 0 . 00 0-NF 2 . 22 l - S2n 3 . 53 l - S2n 4 . 66 l - S2n 5 . 65 l - S2n 6.60 1-S2n 7 . 56 5- S2n 8 . 60 5-S2n 9 . 74 5- S2n 11.02 5- S2n 12.04 5-S2n 0 .00 0 . 98 1. 62 2 . 18 2 . 70 3.21 3 . 70 4.18 4.66 5 .13 5.47 CRIT. OUTLET DEPTH DEPTH (ft) (ft) 0.00 1. 46 2 . 32 3 . 04 3 . 68 4.28 4.83 5.35 5.85 6.33 6.66 0 . 00 1.10 1. 84 2.49 3.08 3 . 64 4. 17 4.67 5.15 5 . 63 5. 96 TW DEPTH (ft ) OUTLET VEL . (fps) 0.00 0.00 0 . 00 9.07 0 . 00 10 . 86 0.00 12.04 0.00 12.97 0.00 13.75 0 . 00 14.40 0 . 00 14 . 99 0.00 15.54 0.00 16.00 0.00 16.31 TW VEL . (fps) 0.00 0 . 00 0 . 00 0.00 0.00 0.00 0 .00 0 . 00 0 . 00 0.00 0.00 El. inlet face invert 6967 . 00 ft El . inlet throat invert 0.00 ft El . outlet invert 6966.50 ft El. inlet crest 0.00 ft SITE DATA***** CULVERT INVERT* INLET STATION 0 . 00 ft INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V / H) CULVERT LENGTH ALONG SLOPE 6967. 00 f t 50.00 ft 6966. 50 ft 1 0.0100 50 . 00 ft CULVERT DATA SUMMARY BARREL SHAPE BOX BARREL SPAN 5 . 00 f t BARREL RISE 7.00 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE (30-75 DEG. FLARE) INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01 - 23 - 2006 CURRENT TIME : 14 : 40:40 TAILWATER CONSTANT WATER SURFACE ELEVATION 6966 . 50 3 FILE DATE : 01 - 23- 2006 FILE NAME : MMP- CP33 - ROADWAY OVERTOPPI NG DATA - - - - - - ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION PAVED 25 . 00 ft 360 . 00 ft 6979.00 ft ( ( ---PAGE BREAK--- ( Town of Monument - Stormwater Master Plan Detention Pond - ID DP-4 Volume from 2000 Monument Topo, Structure from Ayres Associates Survey, November 2005 VOLUME CALCULATION SURFACE DELTA ELEV. AREA (ft) DEPTH AREA VOLUME ft. SQ. ft. ft. Acres Acre-feet 7027.80 0 0.00 0.000 0.0824 7030.0 4893 2.20 0.112 0.2915 7032.0 7927 4.20 0.182 CUM. VOLUME Acre-feet 0.000 0.0824 0.3739 Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Discharge Rating Curve 18-inch HOPE@ 7027.45 COOT Type C grate @ 7032.30 Low Row 14" dia. Orifice Overtopping@ 7032.7 p (ft)= 12.67 invert= 7027.8 HY8 file: MMP-DP4 A (sq. ft)= 7.56 centroid= 7028.38 Elevation Dicsharge Elevation Dicsharge Elevation Dicsharge (feet) (els) (feet) (els) (feet) (els) 7027.45 0 7027.80 0 7027.80 0 7028.39 3 7028.39 0 7028.39 0.47 7028.91 6 7028.91 0 7028.91 4.18 7029.48 9 7029.48 0 7029.48 6.02 7030.27 12 7030.27 0 7030.27 7.90 7031 .36 15 7031.36 0 7031.36 9.93 7032.30 16.9 7032.30 0 7032.30 11.39 7032.70 17.7 7032.70 9.62 7032.70 11.95 7032.75 21 7032.75 11.47 7032.75 12.02 7032.83 30 7032.83 14.67 7032.83 12.13 CUM. VOLUME Cf 0 3588 16287 Combined Stage-Storage-Discharge Rating Curve Elevation Discharge Storage (feet) (els) (ac-ft) 7027.80 0.0 0 7028.39 0.5 0.022 7028.91 4.2 0.042 7029.48 6.0 0.063 7030.27 7.9 0.122 7031.36 9.9 0.281 7032.30 11.4 0.418 7032.70 17.7 0.476 7032.75 21 .0 0.483 7032.83 30.0 0.495 ---PAGE BREAK--- CURRENT DATE: 12 - 28 - 2005 CURRENT TIME: 10 : 45:02 1 FILE DATE: 12-28 - 2005 FILE NAME: MMP- DP4 FHWA CULVERT ANALYSI S HY-8 , VERSION 6.0 C SITE DATA CULVERT SHAPE , MATERIAL, INLET u L INLET OUTLET CULVERT BARRELS V ELEV. ELEV . LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 7027 . 45 7026 . 45 1 00 . 00 1 RCP 1. 50 1. 50 .012 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP-DP4 DATE : 12-28-2005 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 7027.45 0 . 0 0.0 0.0 0.0 0.0 0 . 0 0 . 0 0 . 00 1 7028.39 3.0 3.0 0.0 0 . 0 0.0 0 . 0 0.0 0.00 1 7028.91 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0 . 00 1 7029 .48 9.0 9.0 0.0 0.0 0.0 0 . 0 0.0 0.00 1 7030.27 12.0 12.0 0.0 0 . 0 0.0 0.0 0.0 0.00 1 7031.36 15.0 15.0 0.0 0.0 0.0 0. 0 0 .0 0 . 00 1 7032 . 50 18.0 17.3 0.0 0 . 0 0.0 0.0 0.0 0.00 30 7032 . 75 21. 0 17.8 0 . 0 0.0 0.0 0.0 0.0 3.02 21 7032.78 24.0 1 7 . 9 0 .0 0 . 0 0.0 0.0 0 . 0 5.95 7 7032.81 27.0 17 . 9 0 . 0 0.0 0.0 0.0 0 . 0 8.91 6 7032 . 83 30.0 1 7 .9 0 .0 0.0 0.0 0.0 0.0 11. 76 5 7032 .70 17.7 1 7 .7 0 .0 0.0 0 . 0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP- DP4 DATE: 12-28-2005 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 7027.45 0 . 000 0.00 0.00 0 . 00 7028.39 0 . 000 3.00 0.00 0 . 00 7028.91 0.000 6.00 0.00 0 . 00 7029.48 0 . 000 9.00 0.00 0.00 7030.27 0.000 12.00 0.00 0.00 7031.36 0.000 15.00 0 .00 0.00 7032 . 50 - 0.004 18.00 0 . 67 3. 72 7032 . 75 -0.001 21. 00 0 . 19 0.90 7032.78 -0.001 24 .00 0.20 0 . 83 7032 .81 -0 . 001 27 . 00 0.19 0.70 7032.83 -0.001 30.00 0.29 0.97 TOLERANCE (ft) 0 . 010 TOLERANCE 1. 000 ( ( ---PAGE BREAK--- 2 CURRENT DATE: 12-28-2005 FILE DATE: 12-28- 2005 CURRENT TIME: 10:45:02 FILE NAME: MMP-DP4 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1. 50 (ft) BY 1. 50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL . (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fps) (fps) 0.00 7027.45 0.00 - 1.00 0-NF 0.00 0 . 00 0.00 0.00 0.00 0.00 3.00 7028.39 0.94 0.21 l-S2n 0.52 0.65 0.45 0.00 6.63 0 . 00 6.00 7028.91 1. 46 0.77 l-S2n 0 . 77 0.94 0.77 0 . 00 6.53 0.00 9.00 7029.48 2.03 1. 55 5- S2n 1. 01 1.16 1. 01 0.00 7 .12 0.00 12 . 00 7030 .27 2.82 1. 65 2- M2c 1. 33 1. 31 1. 31 0.00 7 .37 0 . 00 15.00 7031.36 3 . 86 3.91 2- M2c 1. 50 1. 44 1. 44 0.00 8 . 66 0 . 00 17.33 7032.50 4.82 5.05 6-FFc 1. 50 1. 50 1. 50 0.00 9.81 0.00 17.79 7032.74 5 . 03 5.29 6-FFc 1. 50 1. 50 1. 50 0.00 10.07 0.00 17.85 7032.7 7 5.05 5.32 6-FFc 1. 50 1. 50 1. 50 0 . 00 10 .10 0.00 17.90 7032 .80 5.08 5.35 6- FFc 1. 50 1. 50 1. 50 0 . 00 10.13 0.00 17 . 94 7032.82 5.10 5.37 6-FFc 1. 50 1. 50 1. 50 0.00 10.15 0.00 El. inlet face invert 7027 .45 ft El. outlet invert 7026.45 f t El. inlet throat invert 0 . 00 ft El. inlet crest 0.00 ft SITE DATA***** CULVERT INVERT INLET STATION INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V CULVERT LENGTH ALONG SLOPE 100.00 ft 7027.45 ft 0 .00 ft 7026 . 45 ft 1 0.0100 100.00 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 1. 50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 I NLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 12 - 28 - 2005 CURRENT TIME: 10 : 45:02 TAILWATER CONSTANT WATER SURFACE ELEVATION 7026.45 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WI DTH CREST LENGTH OVERTOPPING CREST ELEVATI ON 2 . 60 10 . 00 ft 100.00 f t 7032 . 70 f t 3 FILE DATE: 12- 28-2005 FILE NAME : MMP- DP4 ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Parking Lot Detention - Pond ID DP-8 Based on Ayres Associates Survey - November 2005 VOLUME CALCULATION SURFACE DELTA CUM. ELEV. AREA (ft) DEPTH AREA VOLUME VOLUME ft. sa. ft. ft. Acres Acre-feet Acre-feet 7039.90 0 0.00 0.000 0.000 0.0009 7040.0 1192 0.10 0.027 0.0009 0.3212 7042.0 15496 2.10 0.356 0.3221 Stage-Discharge Rating Curve Stage-Discharge Rating Curve Combined 15-inch RCP@ 7037.0 COOT Type C grate@ 7039.9 Stage-Storage-Discharge Overtopping@ 7040.7 p (ft)= 12.67 Rating Curve HY8 file: MMP-DP8 A (sq. ft)= 7.56 Elevation Dicsharge Elevation Dicsharge Elevation Discharge Storage (feet) (cfs) (feet) (cfs) (feet) (cfs) (ac-ft) 7037.00 0 7037.00 0 7037.81 2 7037.81 0 7038.26 4 7038.26 0 7038.78 6 7038.78 0 7039.65 8 7039.65 0 7039.90 8.3 7039.90 0 7039.90 0.0 0 7040.00 8.5 7040.00 1.2 7040.00 1.2 0.001 7040.25 8.8 7040.25 7.9 7040.25 7.9 0.041 7040.50 9.1 7040.50 17.7 7040.50 9.1 0.081 7040.70 9.4 7040.70 27.2 7040.70 9.4 0.1 13 7040.80 10 7040.80 32.5 7040.80 10.0 0.129 7040.92 12 7040.92 39.2 7040.92 12.0 0.149 7040.99 14 7040.99 41 .2 7040.99 14.0 0.1 60 7041.10 20 7041.10 43.2 7041.10 20.0 0.178 CUM. VOLUME Cf 0 40 14030 ---PAGE BREAK--- CURRENT DATE: 01-05-2006 CURRENT TI ME: 12:30:23 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 1 FILE DATE: 01 - 05 - 2006 FILE NAME: MMP- DP8 C SITE DATA CULVERT SHAPE, MATERIAL, INLET u L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RI SE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 7037 . 00 7036 . 00 100 . 00 1 RCP 1. 25 1. 25 . 013 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cf s ) FILE: MMP-DP8 DATE: 01-05-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 7037.0 0 0 . 0 0.0 0.0 0.0 0 . 0 0 .0 0.0 0 . 00 1 7037.81 2 . 0 2.0 0 . 0 0.0 0.0 0.0 0.0 0.00 1 7038 . 26 4 . 0 4 .0 0.0 0.0 0.0 0 . 0 0.0 0.00 1 7038.78 6 . 0 6.0 0 .0 0.0 0 .0 0 .0 0 .0 0.00 1 7039.65 8 . 0 8.0 0.0 0.0 0 .0 0 . 0 0 . 0 0.00 1 7040.80 10 . 0 9.5 0 .0 0.0 0 . 0 0 . 0 0 . 0 0.27 30 7040 .92 12.0 9 . 7 0 .0 0.0 0 .0 0 .0 0.0 2.23 19 70 40.99 14.0 9.8 0 . 0 0.0 0 . 0 0.0 0.0 4 .14 13 70 41. 03 16.0 9.8 0.0 0.0 0 . 0 0 . 0 0. 0 6.06 11 7041. 07 18 . 0 9.9 0 .0 0.0 0 .0 0.0 0.0 8.01 10 7041. 10 20 . 0 9 . 9 0 .0 0.0 0 .0 0 . 0 0.0 9 .94 9 7040.70 9 .4 9.4 0.0 0.0 0 .0 0 . 0 0.0 OVERTOPPING SUMMARY OF I TERATI VE SOLUTION ERRORS FILE: MMP-DP8 DATE: 01 - 05- 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs ) ERROR 7037 . 00 0.000 0.00 0 . 00 0.00 7037 .81 0 .000 2.00 0 . 00 0 . 00 7038 . 26 0 . 000 4 . 00 0.00 0.00 7038 . 78 0 . 000 6 . 00 0 . 00 0.00 7039 . 65 0 . 000 8.00 0 .00 0.00 7040 . 80 - 0 . 002 10.00 0.23 2 . 30 7040 . 92 -0 . 001 12 . 00 0 . 11 0.92 7040 .99 - 0 . 001 14.00 0.12 0.86 7041 .0 3 - 0 . 001 16.00 0.13 0.81 704 1 . 07 - 0 .001 18.00 0.13 0 . 72 7041 . 10 - 0.001 20 . 00 0. 15 0.75 TOLERANCE (ft) 0.010 TOLERANCE 1. 000 ( ( ( ---PAGE BREAK--- 2 CURRENT DATE: 01-05-2 006 FILE DATE : 01 - 05 - 2006 CURRENT TIME: 12 : 30 : 23 FILE NAME: MMP- DP8 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1. 25 (ft ) BY 1. 25 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV . DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL . (cfs) (ft) (ft) (ft ) (ft) (ft ) (ft) (ft) (fps) (fps) 0.00 7037.00 0.00 - 1. 00 0- NF 0 .0 0 0 . 00 0.00 0.00 0.00 0 . 00 2.00 7037.81 0.81 0.06 l-S2n 0 .4 8 0.56 0.36 0 . 00 6 . 81 0 . 00 4.00 7038.26 1. 26 0 . 66 l - S2n 0 . 71 0 . 81 0 . 61 0.00 6 . 77 0 . 00 6.00 7038.78 1. 78 1.53 5-S2n 0 . 95 0 . 99 0.89 0 . 00 6.42 0.00 8.00 7039 . 65 2 .51 2.65 2-M2c 1. 25 1.11 1.11 0.00 6 . 95 0 . 00 9.50 70 40 . 80 3 . 21 3 .80 2- M2c 1. 25 1. 20 1. 20 0 .00 7.90 0 . 00 9 . 67 7040 . 92 3 . 29 3 . 92 2- M2c 1. 25 1. 21 1. 21 0 . 00 8 . 01 0.00 9.7 5 70 40 . 98 3 . 33 3 . 98 2- M2c 1. 25 1.22 1. 22 0 . 00 8.06 0.00 9 . 81 70 41.03 3 . 37 4 . 03 2-M2c 1. 25 1. 22 1. 22 0 . 00 8.09 0.00 9 . 86 70 41. 07 3.39 4.07 2- M2c 1. 25 1. 22 1. 22 0 . 00 8 .13 0.00 9 . 90 7041.10 3.42 4 .10 2- M2c 1. 25 1. 23 1. 23 0 . 00 8.15 0 . 00 El. inl et face invert 7037.00 ft El. outlet invert 7036.00 ft El. inl et throat invert 0.00 ft El. inlet crest 0.00 ft SI TE DATA***** CULVERT INVERT INLET STATION INLET ELEVATION OUTLET STATI ON OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V/H) CULVERT LENGTH ALONG SLOPE 100.00 ft 7037 . 00 ft 0.00 f t 7036 . 00 f t 1 0.0100 100.00 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 1. 25 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01- 05-2006 CURRENT TIME : 12 : 30 : 23 TAILWATER CONSTANT WATER SURFACE ELEVATION 7036.00 ROADWAY OVERTOPPI NG DATA ROADWAY SURFACE EMBANKMENT TOP WI DTH USER DEFINED ROADWAY PROFI LE CROSS- SECTION X COORD. NO . ft 1 0.00 2 61.00 3 11 8. 00 y f t 7042.00 7040 . 70 7042.00 PAVED 50 . 00 f t 3 FILE DATE: 01 - 05- 2006 FILE NAME : MMP- DP8 ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Detention Pond - ID DP-9 Volume from 2000 Monument Topo, Structure from Ayres Associates Survey, November 2005 VOLUME CALCULATION SURFACE DELTA CUM. ELEV. AREA (ft) DEPTH AREA VOLUME VOLUME ft. sa. ft. ft. Acres Acre-feet Acre-feet 7038.0 0 0.00 0.000 0.000 0.1054 7040.0 7029 1.96 0.161 0.1054 Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Dishcarge Rating Curve Low 8" dia. Orifice • 20"x20" grate@ 7040.13 30' spillway invert= 7038.04 (ft)= 3.33 C= 2.6 centroid = 7038.37 A (sq. ft) = 1.86 L (ft) = 30 Elevation Discharge Elevation Discharge Elevation Discharge (feet) (cfs) (feet) (cfs) (feet) (cfs) 7038.04 0 7038.04 0 7038.04 0.00 7040.00 1.16 7040.00 0 7040.00 0.00 7040.13 1.21 7040.13 0 7040.13 0.00 7040.25 1.25 7040.25 0.42 7040.25 0.00 7040.40 1.30 7040.40 1.40 7040.40 0.00 7040.68 1.38 7040.68 4.07 + 7040.68 0.00 7040.80 1.42 7040.80 5.48 7040.80 3.24 7041.00 1.48 7041.00 8.11 7041.00 14.12 • 1/2 blocked by trash grate 2/3 blocked by grate + spill elevation from Ayres Survey CUM. VOLUME Cf 0 4592 Combined Stage-Storage-Discharge Rating Curve Elevation Discharge (feet) (cfs) 7038.04 0.00 7040.00 1.16 7040.13 1.21 7040.25 1.66 7040.40 2.70 + 7040.68 5.46 7040.80 10.14 7041.00 23.70 needed to extend rating curve, assumed -30 spill at high point Storage (ac-ft) 0 0.105 0.112 0.119 0.127 0.142 0.148 0.159 ---PAGE BREAK--- Town of Monument - Stormwater Master Plan East Post Office Detention Pond - ID DP-12 Based on Survey - Ayres Associates, November 2005 ELEV. AREA (ft) ft. SQ . ft. 7016.15 0 7017.0 60 7018.0 436 7019.0 101 1 7020.0 1549 7021 .0 2202 7022.0 2967 7023.0 3847 7024.0 4580 VOLUME CALCULATION SURFACE DEPTH AREA ft. Acres 0.00 0.000 0.85 0.001 1.85 0.010 2.85 0.023 3.85 0.036 4.85 0.051 5.85 0.068 6.85 0.088 7.85 0.105 7024.0 where continuous, s 111 refile where not. Stage-Discharge Rating Curve 18-inch RCP @7016.15 Overtopping @ 7023.16 HY8 file: MMP-DP12 Elevation Dicsharge Storage (feet) (cfs) (ac-ft) 7016.15 0 0 7017.09 3 0.001 7017.61 6 0.003 7018. 18 9 0.008 7019.29 12 0.030 7021.71 15 0.136 7023.1 6 16.6 0.246 7023.22 18 0.252 7023.36 24 0.265 7023.42 30 0.271 DELTA CUM. CUM. VOLUME VOLUME VOLUME Acre-feet Acre-feet Cf 0.000 0 0.0004 0.0004 17 0.0050 0.0054 236 0.0162 0.0216 940 0.0292 0.0507 2210 0.0428 0.0936 4076 0.0591 0.1527 6651 0.0780 0.2307 10049 0.0966 0.3273 14257 ---PAGE BREAK--- CURRENT DATE: 12 - 28- 2005 CURRENT TIME : 10: 10 :4 7 FHWA CULVERT ANALYSIS HY- 8 , VERSION 6.0 1 FILE DATE : 12-28-2005 FILE NAME: MMP-DP12 C SITE DATA CULVERT SHAPE, MATERIAL, I NLET u L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft ) (ft) MATERIAL (ft ) (ft ) n TYPE 1 7016 .15 7013. 87 230.01 1 RCP 1. 50 1. 50 . 013 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs ) FILE: MMP- DP12 DATE: 12- 28-2005 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY I TR 7016. 15 0.0 0.0 0.0 0 . 0 0.0 0 . 0 0 .0 0.00 1 7017.09 3 . 0 3.0 0 .0 0.0 0 . 0 0.0 0 . 0 0.00 1 7017.61 6 . 0 6 . 0 0.0 0 . 0 0.0 0.0 0.0 0.00 1 7 018.18 9.0 9 . 0 0.0 0 . 0 0.0 0.0 0 .0 0 . 00 1 701 9 . 29 12.0 12 . 0 0.0 0 . 0 0.0 0 . 0 0 .0 0 .0 0 1 7021 . 71 15.0 1 5 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 .0 0 . 00 1 7023 . 22 18 .0 16 . 7 0 . 0 0 . 0 0.0 0.0 0 .0 0.65 30 7 023.32 21. 0 16. 8 0 . 0 0 . 0 0.0 0 . 0 0 . 0 4 .03 13 7023 . 36 24.0 1 6 . 8 0.0 0 . 0 0 .0 0 . 0 0 . 0 6 .98 8 7023.39 27.0 16.9 0.0 0 .0 0 . 0 0 . 0 0 . 0 9 . 94 7 7023 . 42 30 . 0 16.9 0 . 0 0 . 0 0 . 0 0.0 0.0 12 . 84 6 7023 . 16 16.6 1 6 . 6 0 . 0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP-DP12 DATE: 12- 28 - 2005 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (f t) FLOW (cfs) ERROR (cfs ) ERROR 7016 . 15 0 . 000 0.00 0.00 0.00 7017.09 0.000 3 .00 0 . 00 0 . 00 7017.61 0 . 000 6.00 0 . 00 0 . 00 7018. 1 8 0 . 000 9 . 00 0.00 0.00 701 9 . 29 0 . 000 12 . 00 0 . 00 0 . 00 7021 . 71 0.000 1 5 . 00 0.00 0.00 7023.22 -0.006 1 8.00 0.66 3 .67 7023 . 32 -0.001 21 .00 0.18 0.86 7023.36 - 0.001 2 4.00 0 . 19 0.79 7023 . 39 - 0.001 27.00 0.20 0.74 7023.42 - 0 . 001 30.00 0.26 0.87 TOLERANCE (ft) 0 . 01 0 TOLERANCE ( 1.000 ( ( ( ---PAGE BREAK--- 2 CURRENT DATE: 12-28- 2005 FILE DATE : 12-28-2005 CURRENT TIME: 10:10:47 FILE NAME: MMP-DP12 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1. 50 (ft) BY 1.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH (cfs) (ft) (ft) (f t ) (ft) (ft ) (ft) (ft) 0 . 00 701 6 .15 0.00 - 2.28 0-NF 0 . 00 0.00 0 . 00 0.00 3.00 7017 . 09 0.94 - 0.95 1-S2n 0 . 55 0. 65 0 . 45 0.00 6 . 00 7017 . 61 1. 46 - 0 . 04 1- S2n 0 . 81 0 . 94 0 . 7 4 0 . 00 9.00 7018 .18 2 . 03 1. 33 1- S2n 1. 07 1.16 0. 96 0 . 00 12.00 7019.29 2.82 3 . 14 2- M2c 1. 50 1. 31 1. 31 0 . 00 15.00 7021 . 71 3.86 5.56 2- M2c 1. 50 1. 44 1. 44 0.00 1 6 . 69 7023.22 4.54 7.07 6-FFc 1. 50 1. 50 1. 50 0.00 1 6 . 79 7023.31 4.58 7.16 6-FFc 1. 50 1. 50 1. 50 0.00 16.83 7023.36 4 . 60 7 . 21 6-FFc 1. 50 1. 50 1. 50 0.00 16.87 7023.39 4 . 62 7 . 24 6- FFc 1. 50 1. 50 1. 50 0.00 16.90 7023.42 4 . 63 7 . 27 6-FFc 1. 50 1. 50 1. 50 0 . 00 El. inl e t face invert 7016.15 ft El. outlet i nvert El. inl e t throat invert 0 . 00 f t El. inlet crest SITE DATA***** CULVERT INVERT INLET STATION 230.00 ft I NLET ELEVATION 7016 . 1 5 ft OUTLET STATION 0 . 00 f t OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V CULVERT LENGTH ALONG SLOPE 7013.87 f t 1 0.0099 230.01 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER l. 50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0. 013 INLET TYPE CONVENTI ONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE OUTLET TW VEL . VEL. (fps) (fps) 0 . 00 0 .00 6.63 0 . 00 6 . 87 0 . 00 7.57 0.00 7 . 37 0.00 8.66 0.00 9.44 0.00 9.50 0 . 00 9.53 0 .00 9.55 0 . 00 9.56 0 . 00 7013 . 87 ft 0 . 00 ft ---PAGE BREAK--- CURRENT DATE: 12-28-2005 CURRENT TIME : 10:10:47 TAILWATER CONSTANT WATER SURFACE ELEVATION 7013. 87 ROADWAY OVERTOPPING DATA WEI R COEFFI CIENT 2 . 60 EMBANKMENT TOP WIDTH 20 . 00 USER DEFINED ROADWAY PROFILE CROSS- SECTION X y COORD . NO . ft ft 1 0.00 7024 . 10 2 26.90 7023.22 3 46 . 00 7023 . 34 4 63 . 30 7023 . 18 5 81 . 70 7023.16 6 104.20 7024 . 20 ft 3 FILE DATE: 12-28- 2005 FILE NAME : MMP- DP12 ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan West Post Office Detention Pond- ID DP-1 3 Based on Survey - Ayres Associates, November 2005 VOLUME CALCULATION SURFACE DELTA CUM. ELEV. AREA (ft) DEPTH AREA VOLUME VOLUME ft. SQ. ft. ft. Acres Acre-feet Acre-feet 7011.70 0 0.00 0.000 0.000 0.0012 7012.0 509 0.30 0.012 0.0012 0.0263 7013.0 1935 1.30 0.044 0.0275 0.0492 7014.0 2359 2.30 0.054 0.0767 0.0589 7015.0 2782 3.30 0.064 0.1356 0.0688 7016.0 3215 4.30 0.074 0.2044 0.0788 7017.0 3651 5.30 0.084 0.2832 Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Discharge Rating Curve 24-inch RCP @ 7011 .15 COOT Type C grate@ 7016.01 Low Row 6" dia. Orifice Overtopping @ 7017.04 p (ft)= 12.67 invert= 7011 .7 HY8 file: MMP-DP13 A (sq. ft)= 7.56 centroid= 701 1.95 Elevation Dicsharge Elevation Dicsharge Elevation Dicsharge (feet) (cfs) (feet) (cfs) (feet) (cfs) 7011 .15 0 7011.70 0 7011 .70 0 7012.25 5 7012.25 0 7012.25 0.58 7012.85 10 7012.85 0 7012.85 1.00 7013.40 15 7013.40 0 7013.40 1.27 7014.09 20 7014.09 0 7014.09 1.54 7014.98 25 7014.98 0 7014.98 1.83 7016.01 29.6 7016.01 0 7016.01 2.12 7016. 10 30 7016.10 1.03 7016.10 2. 15 7016.50 31.6 7016.50 13.04 7016.50 2.25 7017.04 33.7 7017.04 39.73 7017.04 2.38 7017.21 35 7017.21 43.20 7017.21 2.42 7017.41 40 7017.41 46.66 7017.41 2.46 7017.49 45 7017.49 47.97 7017.49 2.48 7017.55 so 7017.55 48.94 7017.55 2.49 CUM. VOLUME Cf 0 51 1196 3340 5907 8903 12334 Combined Stage-Storage-Discharge Rating Curve Elevation Discharge Storage (feet) (cfs) (ac-ft) 7011 .70 0.0 0 7012.25 0.6 0.008 7012.85 1.0 0.024 7013.40 1.3 0.047 7014.09 1.5 0.082 7014.98 1.8 0.134 7016.01 2.1 0.205 7016.10 3.2 0.212 7016.50 15.3 0.244 7017.04 33.7 0.286 7017.21 35.0 0.300 7017.41 40.0 0.315 7017.49 45.0 0.322 7017.55 50.0 0.326 ---PAGE BREAK--- CURRENT DATE : 12-27- 2005 CURRENT TIME : 14: 15:35 FHWA CULVERT ANALYSIS HY- 8 , VERSION 6.0 1 FILE DATE: 12- 27-2005 FILE NAME: MMP-DP13 C SITE DATA CULVERT SHAPE, MATERIAL, INLET u L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNI NG INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 7011 .15 7010 . 67 60.00 1 RCP 2.00 2.00 . 013 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE : MMP-DP13 DATE : 12-27- 2005 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY I TR 7011. 15 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0 . 00 1 7012.25 5.0 5.0 0.0 0 . 0 0 .0 0 .0 0.0 0 . 00 1 7012.85 10.0 10.0 0 . 0 0.0 0 . 0 0.0 0.0 0 . 00 1 7013.40 15.0 1 5 . 0 0 . 0 0.0 0 .0 0 .0 0.0 0.00 1 7014.08 20.0 20 . 0 0.0 0.0 0.0 0.0 0 . 0 0.00 1 7014.98 25 . 0 25 .0 0 .0 0.0 0 . 0 0 .0 0.0 0 . 00 1 7016. 10 30 . 0 30 .0 0.0 0.0 0 .0 0.0 0.0 0 . 00 1 7017.21 35 . 0 34 . 3 0.0 0.0 0.0 0.0 0.0 0.40 20 7017.41 40.0 35 .0 0.0 0.0 0.0 0.0 0 . 0 4.66 11 7017.49 45.0 35 . 3 0 . 0 0.0 0 . 0 0 . 0 0.0 9 . 46 8 7017 . 55 50 . 0 35 . 5 0 . 0 0.0 0 .0 0.0 0.0 14 .17 6 7017.04 33 . 7 33 . 7 0.0 0.0 0 . 0 0.0 0 . 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP-DP13 DATE: 12-27 - 2005 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 7011.15 0 .000 0 . 00 0.00 0 . 00 7012.25 0.000 5.00 0 .00 0.00 7012.85 0.000 10.00 0.00 0.00 7013.40 0.000 15 . 00 0.00 0 . 00 7014.08 0.000 20.00 0.00 0.00 7014 .98 0.000 25.00 0.00 0 . 00 7016.10 0.000 30 . 00 0.00 0.00 7017.21 -0 . 003 35 . 00 0 . 33 0.94 7017 . 41 - 0.003 40 . 00 0 . 36 0 . 90 7017.49 - 0.002 45 . 00 0.28 0.62 7017 . 55 -0 . 003 50.00 0.38 0.76 TOLERANCE (ft) 0 . 010 TOLERANCE ( 1.000 ( ( ( ---PAGE BREAK--- 2 CURRENT DATE: 12- 27-2005 FILE DATE : 12-27-2005 CURRENT TIME: 14 : 15:35 FILE NAME : MMP-DP13 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 2.00 (ft) BY 2.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT . OUTLET TW OUTLET TW FLOW ELEV . DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft ) (ft ) (ft) (ft ) (ft) (ft) (ft) (fps) (fps) 0 . 00 7011 .15 0 . 00 -0 . 48 0- NF 0.00 0 . 00 0 . 00 0.00 0.00 0 . 00 5.00 7012.25 1.10 1. 00 1-S2n 0.67 0.79 0 .59 0 . 00 6.51 0.00 10.00 7012.85 1. 70 1. 44 1-S2n 0.99 1.13 0.93 0 . 00 7 .01 0.00 15.00 7013. 40 2 . 25 2 . 01 5-S2n 1. 28 1. 40 1. 20 0.00 7 . 66 0.00 20.00 7014 .09 2 . 9 4 2 . 88 2-M2c 1. 62 1. 60 1. 60 0.00 7 .4 0 0.00 25 . 00 7014.98 3.83 3.50 2-M2c 2.00 1. 75 1. 75 0.00 8.59 0.00 30 . 00 7016.10 4.95 4 . 65 2-M2c 2 .00 1. 90 1. 90 0.00 9 . 81 0 . 00 34 . 26 7017.21 6.06 5 . 66 6- FFc 2.00 2 . 00 2.00 0.00 10 . 91 0.00 34. 98 7017.41 6 . 26 5.83 6-FFc 2.00 2 . 00 2.00 0.00 11.13 0.00 35.25 7017.49 6 . 34 5.90 6-FFc 2.00 2 . 00 2.00 0.00 11. 22 0.00 35 . 45 7017.54 6 . 39 5.95 6- FFc 2 . 00 2 . 00 2.00 0.00 11. 28 0.00 El. inlet face invert 7011.15 ft El. outlet invert 7010.67 ft El. inlet throat invert 0 . 00 ft El. inlet crest 0.00 ft SITE DATA***** CULVERT INVERT INLET STATION INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V / H) CULVERT LENGTH ALONG SLOPE 60.00 ft 7011.15 ft 0.00 ft 7010.67 ft 1 0.0080 60.00 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING ' S n 0.013 INLET TYPE CONVENTI ONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 12- 27-2005 CURRENT TI ME : 14: 15:35 TAILWATER CONSTANT WATER SURFACE ELEVATION 7010.67 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WI DTH USER DEFINED ROADWAY PROFILE CROSS- SECTION X COORD. NO . ft 1 0.00 2 8. 10 3 10.00 4 10.80 5 6 7 18 . 40 41 . 30 86 . 00 y ft 7018.02 7017.06 7017.04 7017 .49 7017.26 7017 . 32 7018.12 2 . 60 10.00 ft 3 FILE DATE : 12- 27 - 2005 FI LE NAME : MMP-DP13 ( ( ---PAGE BREAK--- ( Town of Monument - Stormwater Master Plan Peak View Ridge (i.e. Pastimes) Subdivision Detention Pond, North of Dirty Woman Creek - Dirty Woman Creek Basin - Pond DP-52 Based on Detention Pond Sizing for Peak View Ridge Subdivision - Preliminary/Final Drainage Report for PeakView Ridge Ametndment No. 2, JR Engineering, Revised February 2002 Stage-Discharge Rating Curve Input (from Detention Pond Sizing by JR Engineering - Pond Cales and PondPack Ver. 7.0 Elevation (feet) 6924.00 6925.00 6926.00 6927.00 Discharge (cfs) 0.0 0.0 4.6 8.6 Storage (ac-ft) 0.00 0.09 0.24 0.42 ADJUST Pond Volume to eliminate volume below 6925 since invert of outlet pipe is at 6925.0 and there is no low flow outlet Elevation Discharge Storage (feet) (cfs) (ac-ft) 6925.00 0.0 0.00 6926.00 4.6 0.15 6927.00 8.6 0.33 ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Valley Ridge Subdivision Detention Pond - ID DP-54 Stage-Discharge Rating Curve based on Survey - Ayres Associates, November 2005 Stage-Storage Rating Curve based on Valley Ridge Final Drainage Report, JR Engineering, Revised January 2003 VOLUME CALCULATION *Based on Stage-Storage Rating Curve - Valley Ridge Final Drainage Report, JR Engineering, Revised January 2003 Stage Storage (feet) (ac-ft) 6933.0 0.00 6934.0 0.03 6935.0 0.09 6936.0 0.17 6937.0 0.27 6938.0 0.40 6939.0 0.55 6940.0 0.73 4" opening Orifice plate on 18" pipe Analyzed as trapezoidal weir Analyzed as 1 hole at center elevation Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Discharge Rating Curve Combined Orifice Area 0.2924 ft2 Steel Bar grate @ 14 degrees 12- 3-8" holes for WQ Stage-Storage-Discharge Invert = 6932.91 4:1 sideslope Orifice Area 0.0092 ft" Rating Curve Centriod = 6933.16 Bottom width= 3ft centroid= 6934.78 Bottom elev= 6935.7 Q=CLH'1.5 * Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Storage (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) (ac-ft) 6933.00 0 6933.00 0 6933.00 0 6933.00 0.0 0.00 6935.70 2.51 6935.70 0 6935.70 0.05 6935.70 0.05 0.15 6936.20 2.74 6936.20 4.536 6936.20 0.06 6936.20 2.7 0.19 6936.70 2.96 6936.70 16.896 6936.70 0.07 6936.70 3.0 0.24 6937.00 3.08 6937.00 16.896 6937.00 0.07 6937.00 3.1 0.27 6938.00 3.46 6938.00 16.896 6938.00 0.09 6938.00 3.5 0.40 6939.00 3.80 6939.00 16.896 6939.00 0.10 6939.00 3.8 0.55 6940.00 4.11 6940.00 16.896 6940.00 0.11 6940.00 4.1 0.73 • because of trapezoidal shape, H=hydraulic depth = area/top width ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Peak View Ridge (I.e. Pastimes) Subdivision Detention Pond - Dirty Woman Creek Basin - Pond DP-55 Based on Detention Pond Sizing for Peak View Ridge Subdivision - Peak View Ridge Subdivision Amentdment No. 1 Drainage Report, JR Engineering, Ltd., December 200 Stage-Storage-Discharge Rating Curve From Peak View Subdivision Amendment No. 1 Pond and Outfall Revisions, JR Engineering, 2005. Elevation Storage (feet) (ac-ft) 6901.52 0.00 6903.75 0.54 6904.00 0.67 6905.00 1.53 6906.00 2.50 6907.00 3.54 6908.00 4.65 6908.40 5.24 6909.00 5.87 Stage-Discharge Rating Curve Design geometry from Peak View Subdivision Amendment No. 1 Pond and Outfall Revisions, JR Engineering, 2005. Stage-Discharge Rating Curve Stage-Discharge Rating Curve Stage-Discharge Rating Curve Combined 9-inch diameter orifice 36" square grate@ 6903.75 Assumed for WQ outlet Stage-Storage-Discharge invert= 6901 .52 P(ft)= 12 Rating Curve centroid= 6902.27 A(sq. ft)= 7.2 Elevation Discharge Elevation Discharge Elevation Discharge Elevation Discharge Storage (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) (ac-ft) 6901.52 0 6901.52 0 6901.52 0 6901 .52 a.a 0.00 6903.75 2.89 6903.75 0 6903.75 0.10 6903.75 0.1 0.54 6904.00 3.13 6904.00 4.50 6904.00 0.10 6904.00 3.1 0.67 6904.50 3.55 6904.50 23.38 6904.50 0.10 6904.50 3.5 1.10 6905.00 3.93 6905.00 41.99 6905.00 0.10 6905.00 3.9 1.53 6906.00 4.59 6906.00 56.34 6906.00 0.10 6906.00 4.6 2.50 6907.00 5.17 6907.00 67.71 6907.00 0.10 6907.00 5.2 3.54 6908.00 5.69 6908.00 77.43 6908.00 0.10 6908.00 5.7 4.65 6908.40 5.88 6908.40 80.99 6908.40 0.10 6908.40 5.9 5.24 6909.00 6.17 6909.00 86.05 6909.00 0.10 6909.00 6.2 5.87 ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Kerr Addition Detention Pond - ID MP-30 Based on Design - Westworks Engineering, May 2004 ELEV. AREA(ft) ft. SQ. ft. 6957.40 0 6958.0 310 6960.0 3360 6962.0 5610 Stage-Discharge Rating Curve 42-inch CMP@ 6957.4 Overtopping @ 6963.0 HY8 file: MMP-MP30 Elevation Dicsharge Storage (feet) (cfs) (ac-ft) 6957.42 0 0 6958.71 10 0.027 6959.31 20 0.048 6959.82 30 0.067 6960.30 40 0.104 6961.06 50 0.181 6961.47 60 0.223 6961.91 70 0.268 6962.44 80 0.322 6963.00 86 0.379 6963.05 90 0.384 VOLUME CALCULATION SURFACE DELTA CUM. CUM. DEPTH AREA VOLUME VOLUME VOLUME ft. Acres Acre-feet Acre-feet Cf 0.00 0.000 0.000 0 0.0014 0.60 0.007 0.0014 62 0.0718 2.60 0.077 0.0732 3189 0.2037 4.60 0.129 0.2769 12064 ---PAGE BREAK--- CURRENT DATE : 01-05-2006 CURRENT TIME : 13 : 08 : 20 FHWA CULVERT ANALYSIS HY- 8 , VERSION 6 . 0 1 FILE DATE : 01 - 05-2006 FILE NAME: MMP-MP30 C SITE DATA CULVERT SHAPE, MATERIAL, INLET u L INLET OUTLET CULVERT BARRELS V ELEV . ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO . (ft) (ft) (ft) MATERIAL (ft ) (ft) n TYPE 1 6957.42 6955.80 105 . 01 1 CSP 3 . 50 3 .50 . 02 4 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP- MP30 DATE: 01-05-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY I TR 6957.42 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.00 1 6958.71 1 0 . 0 10.0 0.0 0 . 0 0.0 0 . 0 0.0 0 . 00 1 6959.31 20.0 20 . 0 0 . 0 0.0 0.0 0 . 0 0.0 0.00 1 6959.82 30.0 30.0 0 . 0 0.0 0.0 0.0 0 . 0 0 . 00 1 6960 . 30 40 .0 40.0 0 . 0 0 . 0 0.0 0 .0 0.0 0 . 00 1 6961. 06 50.0 50 . 0 0.0 0.0 0 . 0 0.0 0.0 0.00 1 6961. 4 7 60.0 60.0 0 . 0 0 . 0 0.0 0.0 0.0 0.00 1 6961. 91 70.0 70 . 0 0.0 0.0 0.0 0 .0 0.0 0 . 00 1 6962 . 44 80.0 80.0 0.0 0.0 0.0 0.0 0.0 0 . 00 1 6963 .05 90.0 86.3 0.0 0 . 0 0.0 0.0 0.0 2.93 15 6963. 13 100.0 86.9 0.0 0.0 0 . 0 0.0 0.0 12.58 6 6963 . 00 86.0 86.0 0 . 0 0 . 0 0.0 0.0 0 . 0 OVERTOPPI NG SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP- MP30 DATE: 01 - 05-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 6957.42 0 . 000 0.00 0.00 0.00 6958. 71 0.000 10.00 0.00 0.00 6959.31 0 . 000 20 . 00 0.0 0 0.00 6959.82 0 . 000 30.00 0 . 00 0.00 6960.30 0 . 000 40.00 0.00 0 . 00 6961.06 0 .000 50.00 0.00 0.00 6961. 4 7 0 . 000 60 . 00 0.00 0 . 00 6961.91 0 . 000 70.00 0.00 0.00 6962. 44 0.000 80.00 0.00 0 . 00 6963.05 -0 . 008 90 . 00 0.75 0.83 6963 .13 - 0 .003 100 . 00 0.53 0 . 53 ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Woodmoor Detention Pond - East of 1-25, Dirty Woman Creek Basin Based on Proposed Hydrology for Use in Hydraulic Analysis of FEMA Flood Studies and Restudies - Resource Consultants, Inc., Sept. 1989 ( Stage-Discharge Rating Curve TR-20 Input - Dirty Woman Creek Elevation Dicsharge Storage (feet) (cfs) (ac-ft) 7100.00 0.0 0.0 7100.25 24.4 9.9 7100.50 68.9 19.8 7100.75 126.7 29.6 7101.00 195.0 39.5 7101 .25 272.5 49.4 7101 .50 358.2 59.2 7101.75 451.4 69.1 7102.00 551 .5 79.0 ---PAGE BREAK--- ( 2 CURRENT DATE : 01-05- 2006 FILE DATE: 01- 05-2006 CURRENT TIME : 13 : 08 : 20 FILE NAME: MMP-MP30 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3.50 (ft) BY 3.50 (ft)) CSP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT . OUTLET TW OUTLET TW FLOW ELEV . DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL . VEL. (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 6957.42 0.00 - 1.62 0-NF 0 . 00 0 . 00 0.00 -5 . 80 0.00 0 . 00 10.00 6958.71 1. 29 0.66 l - S2n 0.89 0 . 94 0.84 - 5 .8 0 5.54 0 . 00 20.00 6959.31 1. 89 1. 05 l - S2n 1. 30 1. 37 1.17 - 5.80 7 .11 0 . 00 30.00 6959.82 2.40 1. 52 l-S2n 1. 63 1. 69 1. 49 -5.80 7.70 0 . 00 40.00 6960. 30 2.88 2.07 1-S2n 1. 93 1. 96 1. 86 - 5.80 7.70 0 . 00 50.00 6961 . 06 3.35 3.64 2-M2c 2 . 24 2.20 2 . 20 -5.80 7 . 85 0.00 60.00 6961 . 47 3 . 85 4.05 2- M2c 2.57 2 .42 2 .42 -5.80 8 . 44 0 . 00 70.00 6961. 91 4.40 4.49 2-M2c 3.02 2.61 2.61 80 9 .11 0.00 80.00 6962. 44 5.02 4.29 2-M2c 3.50 2.79 2.79 - 5.80 9.72 0.00 86.31 6963. 04 5.45 5 . 62 2-M2c 3.50 2.88 2 .88 - 5.80 10.23 0.00 86.88 6963. 12 5.49 5.70 2-M2c 3.50 2.88 2.88 - 5.80 10 . 27 0.00 El. inlet face invert 6957 . 42 ft El. outlet invert 6955.80 ft El. inle t throat invert 0.00 ft El. inlet crest 0.00 ft SITE DATA***** CULVERT INLET STATION 105 . 00 ft INLET ELEVATION 6957.42 ft OUTLET STATION 0 . 00 ft OUTLET ELEVATION 6955.80 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0154 CULVERT LENGTH ALONG SLOPE 105 . 01 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING ' S n 0.024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01 - 05 - 2006 CURRENT TIME: 13 : 08:20 TAILWATER CONSTANT WATER SURFACE ELEVATION 6950.00 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION 2 . 60 50 . 00 ft 100.00 f t 6963 . 00 f t 3 FILE DATE : 01 - 05-2006 FILE NAME : MMP- MP30 ( ( ---PAGE BREAK--- C.4 - Existing Condition Diversions ---PAGE BREAK--- Town of Monument - Stormwater Master Plan DD-16 3rd / Beacon Lite Based on Survey - Ayres Associates, November 2005 HY-8 used to model culvert, define overlapping profile A portion of the overlapping discharge continues south on Beacon Lite Road (DJ-21) the remainder spills over Beacon Lite toward 3rd (MJ-9) Define diversion rating curves based on area-ratio method Stage-Discharge Rating Curve 21-inch RCP@ 7006.74 Overlapping @ 7009.89 Pipe Flow@overtopping -17.1 cfs HY8 file: MMP-DJ16 Overtopping Diversion Rating Curves Area-Ratio Method Elevation Dicsharge Pipe Flow Overlapping Elevation )vertoppin Total Area A-cont. feet cfs cfs cfs (feet) (cfs) (ft2) (ft2) 7006.74 0 0 0 7006.74 0 0 0 7009.89 17.1 17.1 0 7009.89 0 0 0 7010. 16 30 18.2 11.8 7010.16 11.8 1280 35 7010.36 60 19 41 7010.36 41 1690 76 7010.53 100 19.6 80.4 7010.53 80.4 2150 115 7010.63 130 20 110 7010.63 110 2325 125 Total Flow Stage-Dishcarge Diversion Rating Curves (Inflow) (Continue) Diverted) Elevation Dicsharge To DJ-21 To MJ-9 feet cfs cfs cfs 7006.74 0 0 0 7009.89 17.1 17.1 0 7010.16 30 18.5 11.5 7010.36 60 20.8 39.2 7010.53 100 23.9 76.1 7010.63 130 25.9 104.1 HY-8 results (initial run with max. Q = 100 cfs) (with max. Q = 130 cfs) ELEV (ft) TOTAL Pipe Flow ELEV (ft) TOTAL Pipe Flow 7006.74 0 0 7006.74 0 0 7008.59 10 10 7009.06 13 13 7009.89 17.1 17.1 overlapping 7009.89 17.1 17.1 7010.03 20 17.7 7010.12 26 18 7010.16 30 18.2 7010.23 39 18.5 7010.24 40 18.5 7010.31 52 18.8 7010.3 50 18.8 7010.38 65 19.1 7010.36 60 19 7010.44 78 19.3 7010.41 70 19.2 7010.5 91 19.5 7010.45 80 19.4 7010.54 104 19.7 7010.49 90 19.5 7010.59 117 19.8 7010.53 100 19.6 7010.63 130 20 To DJ-21 To MJ-9 A-divert %-cont. %-divert low-conl Flow divert (ft2) (cfs) (cfsl 0 0% 0% 0 0 0 0% 0% 0 0 1245 3% 97% 0.3 11.5 1614 4% 96% 1.8 39.2 2035 5% 95% 4.3 76.1 2200 5% 95% 5.9 104.1 ---PAGE BREAK--- CURRENT DATE : 01 - 27- 2006 CURRENT TIME : 1 5 : 20 : 42 1 FILE DATE: 01 - 27 - 2006 FILE NAME : MMP- DJ16 FHWA CULVERT ANALYSIS HY- 8 , VERSION 6 . 1 - C u L V INO. I 1 I 2 I 3 I 4 I 5 I 6 I NLET ELEV . (ft) 7006 . 74 SI TE DATA OUTLET ELEV . (f t) 6980 . 43 CULVERT LENGTH (ft) 1115 . 31 CULVERT SHAPE, MATERIAL, I NLET I - - - - - 1 BARRELS I SHAPE SPAN RISE MANNING I NLET I MATERI AL (ft) (ft ) n TYPE I 1 RCP 1.75 1 . 75 .013 CONVENTIONAL ! I I I I I SUMMARY OF CULVERT FLOWS (cf s) FILE : MMP- DJ16 DATE: 01-27-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ! TR 7006.74 0 . 0 0 . 0 0 . 0 0.0 0.0 0.0 0 . 0 0.00 1 7009 . 06 13 . 0 13 . 0 0 . 0 0 . 0 0.0 0.0 0 . 0 0.00 1 701 0 .1 2 26.0 18 . 0 0 . 0 0 . 0 0 . 0 0.0 0 . 0 7 . 71 12 701 0 . 23 39.0 18 . 5 0 . 0 0.0 0 . 0 0.0 0 . 0 20 . 1 3 9 701 0.31 52 . 0 18.8 0 . 0 0.0 0 . 0 0.0 0 . 0 32 . 82 8 7010.38 65.0 19.1 0 . 0 0.0 0.0 0.0 0 . 0 45 . 54 7 7010 . 44 78.0 1 9.3 0.0 0.0 0 . 0 0 . 0 0.0 58.03 6 7010.50 91. 0 19 . 5 0.0 0 . 0 0.0 0 . 0 0.0 70.86 6 7010.54 104 . 0 1 9 . 7 0.0 0 . 0 0.0 0 . 0 0.0 83 . 46 5 7010 . 59 117.0 19 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0.0 96 . 21 5 7010.63 130.0 20.0 0 . 0 0.0 0 . 0 0.0 0.0 109 . 23 5 7009 . 89 17.1 17 . 1 0 . 0 0.0 0.0 0.0 0 . 0 OVERTOPPI NG SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MMP- DJ16 DATE: 01- 27 - 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs ) ERROR (cfs) ERROR 7006.74 0 . 000 0.00 0.00 0.00 70 09.06 0.000 13 . 00 0 . 00 0.00 7010 . 12 - 0 . 001 26 . 00 0.25 0. 96 7010 . 23 - 0 . 002 39.00 0.38 0.97 7010 . 31 - 0 . 001 52 . 00 0.37 0.71 7010 . 38 - 0.002 65.00 0.39 0.60 7010.44 - 0.002 78 . 00 0.69 0.88 7010.50 -0 . 002 91 . 00 0.66 0.73 7010.54 - 0.003 104 . 00 0.87 0.84 7010.59 - 0.003 117. 00 0.95 0 . 81 7010 . 63 -0.003 130.00 0 . 79 0.61 TOLERANCE (ft) = 0.010 TOLERANCE = 1.000 ( ( ---PAGE BREAK--- ( CURRENT DATE: 01- 27-2006 CURRENT TIME: 15 : 20:42 2 FILE DATE : 01- 27- 2006 FILE NAME: MMP- DJ16 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1 . 75 (ft) BY 1.75 (ft)) RCP HEAD- INLET OUTLET DI S- CHARGE FLOW (cfs) WATER CONTROL CONTROL FLOW NORMAL ELEV. DEPTH DEPTH TYPE DEPTH (ft) (ft) (ft ) (ft) 0 .00 7006.74 13.00 7009.05 18.04 7010 . 11 18.49 7010 . 22 18.81 19.07 19 . 29 19.48 1 9.67 1 9.83 19 .98 7010 . 31 7010 . 37 7010.43 7010.48 7010.54 7010 . 58 7010.62 0.00 2 .31 3 .3 7 3.48 3.57 3 . 63 3.69 3 . 74 3.80 3 . 84 3 . 88 0 . 00 0-NF 2.31 5-S2n 3.37 5-S2n 3 .48 5- S2n 3 . 57 5- S2n 3 . 63 5- S2n 3.69 5- S2n 3 . 74 5- S2n 3 . 80 5-S2n 3 . 84 5- S2n 3 . 88 5- S2n 0.00 0.91 1.12 1.14 1.16 1.17 1.18 1.18 1.19 1. 20 1. 21 CRIT . OUTLET DEPTH (ft) 0 . 00 1. 34 1. 54 1. 55 1. 57 1. 58 1. 58 1. 59 1. 60 1. 60 1. 61 DEPTH (ft ) 0.00 0.84 1. 04 1. 05 1. 07 1. 08 1. 08 1. 09 1. 10 1. 10 1.11 TW DEPTH (ft) OUTLET VEL. (fps) 0.00 0.00 0.00 11.42 0.00 12 .14 0.00 12.21 0 .00 0.00 0.00 0 . 00 0 . 00 0 . 00 0 . 00 12 . 26 12 . 30 12 . 33 12.36 12.39 12.44 12.46 TW VEL . (fps) 0.00 0.00 0.00 0 . 00 0 . 00 0 . 00 0.00 0.00 0.00 0.00 0.00 El . inlet face inver t 7006 . 74 ft El . inlet t hroat invert 0 . 00 ft El . outlet i nvert 6980.43 ft El . inlet crest 0.00 ft SITE DATA* CULVERT INLET STATION 0 . 00 ft INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V/H) 7006.74 f t 1115. 00 f t 6980 .4 3 ft CULVERT LENGTH ALONG SLOPE 1 0.0236 1115. 31 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 1. 7 5 ft BARREL MATERI AL CONCRETE BARREL MANNING ' S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01- 27- 2006 CURRENT TI ME : 1 5 : 20:4 2 TAILWATER CONSTANT WATER SURFACE ELEVATION 6980.43 3 ( FILE DATE : 01 - 27 - 20 06 FILE NAME : MMP-DJ1 6 - ROADWAY OVERTOPPING DATA - ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 25 . 00 f t USER DEFINED ROADWAY PROFILE CROSS - SECTION X y COORD. NO. ft f t 1 0 . 00 7013.04 2 217 . 00 7009.89 3 256.00 7010.07 4 290.00 7010 . 7 0 5 470.00 7014 . 00 ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan DD-36 2nd / Jefferson Based on Survey - Ayres Associates, November 2005 4' COOT Type R (similar) curb inlet on grade Main flow will be routed south through pipe, diversion will be routed to the west Used FHWA Urban Drainage Design Program HY-22 to determine inlet capacity Total Flow Dishcarge-Discharge Diversion Rating Curves (Inflow) Dicsharge cfs 0 0.2 1 5 25 50 (Continue) (Diverted) (across cross pan) To DJ-39 To DJ-60 cfs 0 0.2 0.6 1.3 3.0 4.2 cfs 0 0 0.4 3.7 22.0 45.8 ---PAGE BREAK--- Q=0.2 cfs Q=l . O cfs FHWA Urban Drainage Design Program, HY-22 Drainage of Highway Pavements Inlets on Grade Date: 01/27/2006 Project No. 32-1035.00 Project Name. : Monument Stormwater Master Plan Diversion DJ-36 - On-Grade Curb Inlet Computed by CLD Inlets on Grade : Curb Opening Inlet Roadway and Discharge Data Cross Slope s Longitudinal Slope (ft/ft ) Sx Pavement Cross Slope (ft/ft) Sw Gutter Cross Slope (ft / ft) n Manning's Coefficient w Gutter Width (ft) a Gutter Depression (inch ) Q Discharge (cfs) T Width of Spread (ft) Gutter Flow Eo Gutter Flow Ratio d Depth of Flow (ft) V Average Ve l oci ty (ft/sec) Inlet Interception Inl et Type LT Length for 100% Inteception (f t) L Curb-Opening Length (ft) e Inlet Effici ency Qi Intercepted Flow (cfs) Qb By-pass Flow (cfs) Uniform 0. 0120 0.0156 0.0156 0.016 2.00 2 . 00 0.200 4.45 0.796 0.07 1. 30 Curb-Opening 4.34 4.00 0 . 990 0. 198 0 . 002 Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data Cross Sl ope s Longi tudinal Slope (ft / ft ) Sx Pavement Cross Slope (ft / ft ) Sw Gutter Cross Slope (ft/ft ) n Manning's Coefficient w Gutter Width (ft) a Gutter Depression (inch) Q Discharge (cfs) T Width of Spread (ft) Gutter Flow Eo Gutter Flow Ratio d Depth of Fl ow (ft) V Average Ve l oci ty (ft /sec) Inlet Interception Inl et Type LT Length for 1 00% Inteception (ft) L Curb-Opening Length (ft) e Inlet Efficiency Qi Intercepted Flow (cfs) Qb By-pass Flow (cf s) Uniform 0.0120 0.0156 0.0156 0. 016 2.00 2 . 00 1. 000 8.14 0.528 0 . 13 1. 93 Curb-Opening 10.33 4.00 0.586 0.586 0.41 4 Town of Monument Diversion at DJ-36 Ayres Associates January 2005 ( ---PAGE BREAK--- ( Q=5 . 0 cfs Q=25.0 cfs Q=50 . 0 cfs Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data s Sx Sw n w a Q T Cross Slope (ft/ft) (ft/ft) (ft/ft) Longitudinal Sl ope Pavement Cross Slope Gutter Cross Sl ope Manning's Coefficient Gutter Width (ft ) Gutter Depressi on (inch) Discharge (c fs) Width of Spread (ft) Gutt er Flow Eo Gut t er Flow Rati o d Depth of Fl ow (ft ) V Average Vel ocity (ft / sec) Inlet I nterception I n l et Type LT Leng th for 100% Inteception (ft) L Curb-Opening Length (ft ) e Inlet Efficiency Qi Intercepted Flow (cfs ) Qb By-pass Flow (cfs) Uni form 0.01 20 0 . 0156 0.0156 0 . 016 2 .00 2 . 00 5.000 14 . 88 0 . 320 0 . 23 2.90 Curb-Opening 24.98 4.00 0 . 270 1.348 3 . 652 Inlets on Grade: Curb Opening Inlet Roadway and Dischar ge Data Q T Discharge (cfs ) Width of Spread (ft ) Gutter Flow Eo Gutter Fl ow Ratio d Depth of Flow (f t) V Average Velocity (ft/sec) Inlet Interception Inlet Type LT Length f or 1 00% Inteception (ft ) L Curb-Opening Length (ft ) e Inlet Effic iency Qi Intercepted Flow (cfs ) Qb By-pass Flow (cf s) 25. 00 0 27 . 21 0.184 0.42 4 .33 Curb-Opening 59.18 4 . 00 0 .118 2.959 22 . 041 I n l ets on Grade : Curb Opening Inlet Roadway and Discharge Dat a Q T Discharge (cfs) Widt h o f Spread (ft) Gutter Flow Eo Gutter Flow Ratio d Depth o f Flow (ft) V Average Velocity (ft /sec) Inlet Interception Inlet Type LT Length for 1 00% Intecepti on (ft ) L Curb-Opening Length (ft) e Inlet Efficiency Qi Intercepted Flow (cfs) Qb By-pass Flow (cfs ) 50 .000 35.36 0.144 0.55 5.13 Curb- Opening 84.84 4 .00 0 . 083 4.163 45.837 Town of Monument Diversion at DJ-36 Ayres Associates January 2005 ---PAGE BREAK--- Town of Monument - Stormwater Master Plan DD-37 2nd / Jefferson Based on Survey· Ayres Associates, November 2005 V-notched Weir Equation used for Flow into Collection Box 24" pipe w/ capacity of about 27 cfs, inlet will control oll~e ~ on B_o• ~ Main flow will be routed south through pipe, diversion will be routed to the west Point of Overtopping Q=0.53K(2g) 112tan( 0.00 0- NF 1 . 70 2- M2c 1. 82 2- M2c 1. 90 2-M2c 1. 98 2-M2c 2.03 2 - M2c 2 . 08 2 - M2c 2 . 12 2 - M2c 2.15 2 - M2c 2 . 27 7-M2c 2 . 27 7- M2c DEPTH (ft) 0.00 1. 25 1. 25 1. 25 1. 25 1. 25 1. 25 1. 25 1. 25 1. 25 1. 25 DEPTH (ft) 0.00 0.89 0.90 0.92 0 . 93 0.93 0.94 0.95 0 . 95 0 . 95 0 . 95 DEPTH (ft) 0.00 0.89 0 . 90 0 . 92 0 . 93 0.93 0 . 94 0.95 0.95 0.95 0 . 95 TW DEPTH (ft) 0.00 0.00 0.00 0 . 00 0.00 0.00 0 . 00 0 . 00 0.00 0 . 00 0.00 OUTLET VEL. (fps) 0.00 5.14 5 . 24 5.32 5.40 5. 45 5 . 49 5 . 52 5.55 5.55 5.55 TW VEL. (fps) 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0.00 0 . 00 0 . 00 0.00 0.00 0.00 El . inl et face invert 6993 . 86 ft El . inl et throat invert 0.00 ft El. outl et invert 6993.46 ft El. inlet crest 0.00 ft SITE DATA***** CULVERT INLET STATION I NLET ELEVATION OUTLET STATI ON OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V 39.00 ft 6993.86 ft 0.00 ft 6993 . 46 ft 1 0 . 0103 CULVERT LENGTH ALONG SLOPE 39 . 00 ft CULVERT DATA SUMMARY BARREL SHAPE CI RCULAR BARREL DIAMETER 1. 25 ft BARREL MATERI AL CORRUGATED STEEL BARREL MANNING ' S n 0 . 024 INLET TYPE CONVENTI ONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE : 01- 27 - 2006 CURRENT TIME: 15:50:01 3 FILE DATE: 01-27 - 2006 FILE NAME: MMP-MJ13 TAILWATER CONSTANT WATER SURFACE ELEVATION 6993.46 ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 32.00 ft USER DEFINED ROADWAY PROFILE CROSS- SECTION X y COORD . NO. ft f t 1 1. 00 6999.26 2 200 . 00 6995 . 83 3 248 . 00 6995 . 27 4 289 . 00 6995 . 62 5 44 8 . 00 6998 .00 ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan MD-15 3rd / Washington Based on Survey - Ayres Associates, November 2005 HY-8 used to model culvert, define overlapping profile A portion of the overlapping discharge continues east on 3rd Street (MJ-16) the remainder spills over 3rd Street toward Washington Street (DJ-61) Define diversion rating curves based on area-ratio method Stage-Discharge Rating Curve 15-inch CMP@ 6985.57 Overlapping@ 6987.36 Pipe Flow @ overlapping • 5.1 cfs HY8 file: MMP-MJ15 Overtopping Diversion Rating Curves Area-Ratio Method Elevation feet 6985.57 6987.36 6987.58 6987.89 6988.08 Dicsharge Pipe Flow Overlapping cfs 0 5.1 10 50 100 cfs 0 5.1 5.5 5.7 6 cfs 0 0 4.5 44.3 94 Total Flow Stage-Dishcarge Diversion Rating Curves Elevation feet 6985.57 6987.36 6987.58 6987.89 6988.08 HY-8 results (Inflow) Dicsharge cfs 0 5.1 10 50 100 (Continue) (Diverted) To MJ-16 To DJ-61 cfs 0 5.1 7.8 36.1 56.0 cfs 0 0 2.2 13.9 44.0 ELEV(ft) TOTAL Pipe Flow 6985.57 6987.36 6987.58 6987.71 6987.78 6987.84 6987.89 6987.93 6987.97 6988.01 6988.04 6988.08 0 0 5.1 5.1 overlapping 10 5.5 20 5.5 30 5.5 40 5.6 50 5.7 60 5.8 70 5.8 80 5.9 90 6.0 100 6.0 Elevation Dvertoppin Total Area A-cont. (feet) (cfs) (ft2) (ft2) 6985.57 0 0 0 6987.36 0 0 0 6987.58 4.5 170 88 6987.89 44.3 2340 1605 6988.08 94 6010 3200 [To MJ-1! To DJ-61 A-divert %-cont. %-divert low-con Flow divert (ft') (cfs\ 0 0% 0% 0 0 0 0% 0% 0 0 82 52% 48% 2.3 2.2 735 69% 31% 30.4 13.9 2810 53% 47% 50 44 ---PAGE BREAK--- CURRENT DATE : 01-27-2006 CURRENT TIME : 16 : 04:17 FHWA CULVERT ANALYSIS HY- 8 , VERSI ON 6.1 1 FILE DATE: 01-27- 2006 FILE NAME : MMP-MJ 15 C SI TE DATA CULVERT SHAPE, MATERI AL, INLET u L INLET V ELEV. NO. (ft) 1 6985 . 57 2 3 4 5 6 OUTLET ELEV . (ft) 6985 . 09 CULVERT LENGTH (ft) 40 . 00 BARRELS SHAPE MATERIAL 1 CSP SPAN (f t) 1. 25 RI SE MANNI NG I NLET (ft) n TYPE 1.25 . 024 CONVENTI ONAL SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP- MJ15 DATE: 01-27 - 2006 ELEV (f t) TOTAL 1 2 3 4 5 6 ROADWAY I TR 6985.57 0.0 0.0 0 . 0 0 . 0 0.0 0 . 0 0.0 0 . 00 1 6987.58 10 . 0 5.5 0.0 0.0 0 . 0 0 . 0 0.0 4 . 46 12 6987. 71 20 . 0 5 . 5 0 . 0 0 . 0 0.0 0.0 0 . 0 14.27 14 6987.78 30 . 0 5 . 5 0 . 0 0 . 0 0.0 0.0 0.0 24 . 27 10 6987.84 40 . 0 5 . 6 0.0 0.0 0.0 0.0 0 . 0 34.18 8 6987.89 50.0 5 . 7 0 . 0 0 . 0 0.0 0.0 0 . 0 44 . 04 7 6987.93 60 . 0 5 . 8 0 . 0 0 . 0 0 . 0 0.0 0 . 0 53.81 6 6987.97 70.0 5 . 8 0.0 0 . 0 0.0 0.0 0 . 0 63 . 79 6 6988.01 80.0 5 . 9 0 . 0 0 . 0 0 . 0 0.0 0 . 0 73.36 5 6988.04 90 . 0 6.0 0.0 0.0 0 . 0 0.0 0.0 83 . 27 5 6988 . 08 100 . 0 6.0 0 . 0 0.0 0 . 0 0.0 0.0 93.37 5 6987 . 36 5.1 5.1 0.0 0.0 0 . 0 0 . 0 0.0 OVERTOPPING SUMMARY OF ITERATI VE SOLUTION ERRORS FILE: MMP- MJ15 DATE: 01 - 27- 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 6985.57 0.000 0 . 00 0 . 00 0 . 00 6987.58 0.000 10.00 0 . 09 0.90 6987 . 71 0.000 20 . 00 0.19 0 . 95 6987 . 78 - 0.001 30.00 0 . 19 0.63 6987 . 84 -0.001 40 . 00 0 . 23 0.57 6987.89 - 0 . 001 50.00 0.28 0 . 56 6987.93 - 0.001 60.00 0.45 0.75 6987.97 - 0 . 001 70.00 0.37 0.53 6988 . 01 -0 . 002 80.00 0 . 74 0 . 93 6988 . 04 -0 . 002 90.00 0.77 0 . 86 6988 . 08 - 0 . 002 100.00 0.61 0.61 TOLERANCE (ft ) = 0 . 010 TOLERANCE = 1.000 ( ( ---PAGE BREAK--- CURRENT DATE: 01- 27-2006 CURRENT TIME: 16 : 04:17 2 FILE DATE: 01 - 27-2006 FILE NAME: MMP-MJ15 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.25 (ft) BY 1. 25 (ft)) CSP DIS- HEAD- INLET OUTLET CHARGE FLOW (cf s ) 0 . 00 5.46 5.54 5.54 5.60 5 . 68 5.75 5.84 5.90 5 . 96 6 . 01 WATER CONTROL CONTROL FLOW NORMAL ELEV . DEPTH DEPTH TYPE DEPTH (ft) (ft) (ft) (ft) 6985.57 6987 . 57 6987.78 6987 . 81 6987.84 6987.89 6987.94 6987.98 6988.02 6988 . 05 6988.08 0.00 1. 86 1. 89 1. 89 1. 91 1. 95 1. 97 2 . 01 2 . 04 2 .06 2 . 08 0 . 00 0- NF 2.00 2- M2c 2.21 7- M2c 2.24 2-M2c 2.27 2-M2c 2.32 2 - M2c 2 . 37 2-M2c 2 .41 2 -M2c 2 .45 2 - M2c 2.48 2-M2c 2.52 2 - M2c 0.00 1. 25 1. 25 1.25 1.25 1. 25 1. 25 1. 25 1. 25 1. 25 1. 25 CRIT . OUTLET DEPTH DEPTH (ft) (ft) 0.00 0 . 94 0.95 0 . 95 0.95 0 . 96 0 . 97 0.98 0.98 0 . 99 0 . 99 0.00 0.9 4 0.95 0.95 0 . 95 0 . 96 0 . 97 0.98 0.98 0 . 99 0.99 TW DEPTH (ft) 0 . 00 0.00 0.00 0.00 0.00 0 . 00 0.00 0 . 00 0.00 0 . 00 0 . 00 OUTLET VEL. (fps) 0.00 5 . 51 5 . 55 5.55 5.58 5 . 61 5 . 65 5.69 5 . 72 5.75 5 . 77 TW VEL. (fps) 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 .00 0 . 00 0.00 0.00 0.00 0 . 00 El. inlet face invert 6985 . 57 ft El . inlet throat invert 0 . 00 ft El. outlet invert 6985.09 ft El. inlet crest 0.00 ft SITE DATA***** CULVERT I NVERT INLET STATION 0.00 ft 6985.57 ft 40 . 00 ft 6985.09 f t 1 0.0120 40.00 ft INLET ELEVATI ON OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V CULVERT LENGTH ALONG SLOPE CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 1. 25 ft BARREL MATERI AL CORRUGATED STEEL BARREL MANNI NG ' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01-27- 2006 CURRENT TIME: 16 : 04:17 3 FILE DATE : 01-27 - 2006 FILE NAME: MMP-MJ15 TAILWATER CONSTANT WATER SURFACE ELEVATION 6985.09 ROADWAY OVERTOPPI NG DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WI DTH 25.00 ft USER DEFINED ROADWAY PROFILE CROSS- SECTION X y COORD . NO. ft ft 1 0.00 6991.46 2 210 . 00 6987 . 78 3 246 . 00 6987 . 36 4 284 . 00 6987.71 5 522.00 6991 . 14 ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan MD-27 48" CMP and the West end of 3rd Street Based on Survey - Ayres Associates, November 2005 HY-8 used to model culvert, define overtopping profile Define diversion rating curves based on area-ratio method Stage-Discharge Rating Curve 48-inch RCP @ 6985.57 Overtopping @ 6987 .36 Pipe Flow @ overtopping - 89.3 cfs HY8 file: MMP-MJ15 Elevation Dicsharge Pipe Flow feet cfs (cfs 6967.50 0 0 6972.11 89.3 89.3 6972.81 [PHONE REDACTED].05 210 126.1 6975.08 300 141.5 Overtopping cfs 0 0 16 83.9 158.5 Total Flow Stage-Dishcarge Diversion Rating Curves Elevation feet 6967.50 6972.11 6972.81 6974.05 6975.08 (Inflow) Dicsharge cfs 0 89.3 120 210 300 (Continue) (Diverted) To MJ-30 To DJ-66 south along east side of railroad cfs 0 89.3 104 126.1 141.5 cfs 0 0 16 83.9 158.5 ---PAGE BREAK--- CURRENT DATE : 01- 10-2006 CURRENT TIME: 16:42 : 24 1 FILE DATE : 01-10- 2006 FILE NAME : MMP-MJ27 FHWA CULVERT ANALYSI S HY- 8 , VERSION 6.1 C I SITE DATA I CULVERT SHAPE, MATERI AL, INLET I u - - 1 L I INLET OUTLET CULVERT I BARRELS I I V I ELEV. ELEV . LENGTH I SHAPE SPAN RISE MANNING INLET I INO. I (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE I I 1 16967 . 50 6964.98 50.06 I 1 RCP 4.00 4 . 00 .01 2 CONVENTI ONAL! I 2 I I I I 3 I I I I 4 I I I I 5 I I I I 6 I I I SUMMARY OF CULVERT FLOWS (cfs) FILE: MMP-MJ27 DATE: 01 -10- 2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 6967 . 50 0.0 0.0 0 . 0 0 . 0 0.0 0 . 0 0 .0 0 . 00 1 6969 . 71 30.0 30.0 0 . 0 0.0 0 . 0 0.0 0.0 0.00 1 6970.94 60.0 60.0 0 . 0 0.0 0.0 0 . 0 0 . 0 0 . 00 1 6972 .13 90.0 89.7 0 . 0 0.0 0.0 0 . 0 0.0 0.07 6 6972 . 81 120.0 104. 0 0.0 0.0 0.0 0 . 0 0.0 15 . 92 4 6973 . 26 150.0 112 . 6 0 . 0 0.0 0.0 0.0 0 . 0 37 . 30 3 6973.67 180.0 11 9 . 8 0.0 0.0 0.0 0.0 0 . 0 60 . 19 3 6974 . 05 210 . 0 126 .1 0.0 0.0 0.0 0 . 0 0.0 83 . 82 3 6974.41 240 . 0 131 . 7 0.0 0.0 0.0 0 . 0 0.0 108.22 3 6974.75 270 . 0 136. 8 0.0 0.0 0 . 0 0 . 0 0 . 0 133.14 3 6975.08 300 . 0 141. 5 0.0 0 . 0 0.0 0 . 0 0 . 0 158.47 3 6972 . 11 89 . 3 89.3 0.0 0 . 0 0 . 0 0 . 0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE : MMP- MJ27 DATE: 01- 10- 2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 6967 . 50 0.000 0 . 00 0.00 0 . 00 6969 . 71 0.000 30 . 00 0.00 0 . 00 6970.94 0.000 60 . 00 0 . 00 0 . 00 6972 .13 - 0 . 004 90.00 0 . 1 9 0 . 21 6972.81 - 0 . 001 120 .00 0 . 11 0.09 6973 . 26 - 0.001 150.00 0.12 0 . 08 6973.67 0.000 180.00 0 . 02 0 . 01 6974.05 - 0 . 001 210.00 0.10 0 . 05 6974 . 41 - 0.001 240.00 0 . 08 0.03 6974 . 75 0.000 270.00 0 . 06 0 . 02 6975.08 0.000 300 . 00 0.05 0 . 02 TOLERANCE (ft) = 0 . 010 TOLERANCE = 1.000 ( ( ---PAGE BREAK--- ( CURRENT DATE: 01-10- 2006 CURRENT TIME: 16:42:24 2 FILE DATE: 01 - 10-2006 FILE NAME: MMP- MJ27 PERFORMANCE CURVE FOR CULVERT 1 - 1( 4 . 00 (ft) BY 4. 00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE FLOW (cfs) 0 . 00 30 . 00 60 . 00 89.74 103.97 112. 58 119.78 126.08 131.70 136.80 141.48 WATER CONTROL CONTROL FLOW NORMAL ELEV. (ft) 6967. 50 6969 . 71 6970.94 6972 .13 6972 . 80 6973.26 6973.67 6974 . 05 6974 . 41 6974 . 75 6975 . 08 DEPTH (ft) 0.00 2.21 3.44 4.63 5.30 5.76 6. 1 7 6.55 6.91 7 . 25 7.58 DEPTH TYPE ( ft) 0 . 00 0- NF 2.21 l -S2n 3.44 l-S2n 4.63 5- S2n 5.30 5- S2n 5.76 5- S2n 6.17 5- S2n 6.55 5- S2n 6.91 5-S2n 7.25 5- S2n 7.58 5- S2n DEPTH (ft) 0.00 0.79 1.11 1. 37 1. 49 1. 56 1. 61 1. 66 1. 70 1. 73 1. 76 CRIT . OUTLET DEPTH (ft) 0.00 1. 62 2 . 33 2 . 87 3 . 08 3.20 3.28 3 . 34 3.40 3.46 3.50 DEPTH (ft) 0.00 0.91 1. 39 1. 77 1. 96 2.06 2 . 14 2 . 20 2 . 26 2.32 2 . 36 TW DEPTH (ft) OUTLET VEL. (fps) 0 . 00 0.00 0 . 00 13 . 79 0 . 00 15 . 42 0 . 00 1 6.77 0.00 17.01 0 . 00 17.22 0.00 1 7 . 53 0.00 17.77 0.00 17 . 97 0.00 18 .14 0.00 18.30 TW VEL. (fps ) 0.00 0 . 00 0.00 0 . 00 0 . 00 0 . 00 0.00 0.00 0.00 0 .00 0.00 El. inlet face invert 6967 . 50 ft El. inlet throat invert 0 . 00 ft El. outlet invert 6964.98 ft El. i nlet crest 0 . 00 ft SITE DATA***** CULVERT I INLET STATION 0.00 ft INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (V CULVERT LENGTH ALONG SLOPE 6967. 50 ft 50 . 00 ft 6964 . 98 ft 1 0 . 0504 50.06 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 4 . 00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ---PAGE BREAK--- CURRENT DATE: 01 -1 0-2006 CURRENT TIME : 16:42:24 TAILWATER CONSTANT WATER SURFACE ELEVATION 6964.98 3 FILE DATE : 01-10- 2006 FILE NAME: MMP-MJ27 - - ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION GRAVEL 5 . 00 ft 10 .0 0 ft 6972 . 11 ft ( ( ---PAGE BREAK--- APPENDIX D Existing Condition Hydraulics ---PAGE BREAK--- D.1 - Pipe Capacity Calculations ---PAGE BREAK--- Town of Monument Stormwater Master Plan Existing Condition Storm Drain Pipe Capacities In conjunction with the November 2005field inventory, the invert elevation, pipe type, and size were surveyed for the storm drain pipes in the study area. The capacity for each of these pipes was estimated using Manning's Equation, assuming pipe full gravity flow. The actual capacity could be greater than or less than the calculated value, due to change in slope along the alignment, losses at junction/manhole structures, and the possibility for pressure flow. However, the calculated pipe-full capacity will give an indication of the adequacy of the existing system. ---PAGE BREAK--- Town of Monument- Stormwater Master Plan Based on Survey - Ayres Associates, November 2005 Maximum Pipe Capacity Storm System Conveyance Element U/S Manhole / Inlet HEC-HMS ID Structure ID Beacon Lite RCP 1-0101 RCP OC-1 1-0102 RCP OC-2 1-0103 HOPE OC-4 1-0104 HOPE OC-5 M-0101 HOPE OC-6 M-0102 RCP OC-10 1-0108 OC-9 Culvert Inlet East of Hwy 105 RCP OC-11 1-0105 RCP 0 -1 5 (basin) 1-0107 RCP OC-12 P-0102 RCP OC-13 P-0103 RCP OC-14 M-0103 RCP OC-16 M-0104 RCP OC-17 1-0118 RCP DC-18 1-0119 RCP OC-20 M-0105 RCP OC-21 M-0108 RCP OC-22 M-0109 RCP CC -12 1-0301 CMP CC-12 culvert under Hwy 1 o, Existing Condition D/S Manhole / Inlet UIS Inv. Structure ID 1-0102 7031.28 P-0101 7030.8 P-0101 7035.34 M-0101 7027.45 M-0102 7024.52 1-0105 7014.00 1-0105 7021.35 1-0108 7034.36 1-0106 7010.01 1-0106 7008.48 P-0103 7016.15 M-0103 7011.15 M-0104 7010.31 M-0108 7006.74 1-0119 6994.90 M-0105 6993.29 M-0108 6990.98 M-0109 6978.94 0-0101 6975.67 outfall 7032.19 outfall 7027.60 D/S Inv. Length L (ft) 7030.8 30 7028.67 200 7031.10 170 7024.52 136 7014.00 445 7010.92 155 7010.26 575 7021 .35 430 7006.74 315 7006.74 70 7013.87 230 7010.31 60 7005.16 405 6980.43 11 15 6993.21 225 6990.98 190 6978.94 520 6975.67 285 6970.50 170 7029.71 62 7024.94 57 Full Flow Pipe Capacity Q = 0.4632/n D813 S112 Slope Diameter N-value s D n (ft/ft) (ft) 0.016 1.5 0.013 0.011 1.5 0.013 0.025 1.5 0.013 0.022 1.5 0.013 0.024 1.5 0.013 0.020 1.5 0.013 0.019 2 0.013 0.030 2 0.025 0.010 1.75 0.013 0.025 1.25 0.013 0.010 1.5 0.013 0.014 2 0.013 0.013 2 0.013 0.024 1.75 0.013 0.008 2.5 0.013 0.012 2.5 0.013 0.023 2.5 0.013 0.011 3.5 0.013 0.030 3.5 0.013 0.040 1.5 0.013 0.047 1.5 0.025 Pipe Capacity Q (cfs) 13.3 11 16.6 15.6 16.3 14.9 31.2 20.4 15.8 10.2, 10.5 26.8 25.8 24.5 36.7 44.9. 62.2 105.5 174.3 21 11.8 ---PAGE BREAK--- Storm Svstem Conveyance Element UIS Manhole/ Inlet D/S Manhole / Inlet UIS Inv. D/S Inv. Len!lth Slope Diameter N-value Pipe Capacity HEC-HMS ID Structure ID Structure ID L s D n Q (ft) (ft/ft) (ft) (cfs) Jefferson Street DC-37a 1-0201 M-0201 6981.32 n/a 395 0.019 2 0.013 31.2 RCP DC-37b M-0201 1-0204 n/a 6969.69 215 0.019 2.5 0.013 56.5 DC-38 1-0205 1-0204 6971.12 6970.78 60 0.006 1 O.Q1 3.6 HDPE DC-39 1-0204 M-0202 6969.69 6963.23 325 0.020 2.5 0.013 58 HDPE DC-40 M-0202 M-0204 6963.23 6944.50 680 0.028 2.5 0.013 68.6 HDPE DC-41 M-0204 M-0205 6944.50 6934.64 425 0.023 2.5 0.013 62.2 HDPE DC-44 M-0205 Outfall 6934.64 6929.38 165 0.032 2.5 0.013 73.4 Front Street DC-73 Culvert 6952.00 6948.19 60 0.064 2 0.025 29.8 RCP DC-65b Culvert 6964.87 6957.75 400 0.018 2 0.013 30.4 RCP DC-70 Culvert . 6957.75 6948.17 545 O.Q18 2 0.013 30.4 get rid of in HMS DC-66a Culvert 6965.89 6965.29 70 0.009 1.25 0.025 3.2 Monument Creek Diversion in HMS MC-27 Culvert under RR 6967.50 6964.98 50 0.050 4 0.013 321 .2 MC-44A 1-0601 Outfall n/a 6873.95 220 0.086 1.5 0.025 16 MC-42a 1-0602 Outfall n/a 6880.71 200 0.130 1.5 0.025 19.7 Creek CC-22 Culvert 7103.29 7093.01 355 0.029 3 0.013 113.6 CC-23 Culvert P-0401 7090.31 7066.30 805 0.030 4 0.013 248.8 Existing Condition ---PAGE BREAK--- D.2 - Street Capacity Calculations ---PAGE BREAK--- Town of Monument Stormwater Master Plan Existing Condition Street Capacity Calculations In conjunction with the November 2005 field inventory, street cross sections were surveyed at several locations in the Monument Town Core area. These cross sections were generally located upstream and of intersections, and at mid-block (for a total of 3 cross sections per block). The Cross section locations are identified on Sheet 3. The street capacity was calculated using Manning's Equation in the Flowmaster computer program. The capacity for each street cross section was calculated for both sides of the street, based on the controlling elevation, which is was either representative of a physical divide street crown elevation), or and adjacent building opening elevation. The total street capacity is the sum of the capacities for both sides of the street. The following pages show: 1) a summary of the street capacity calculations, modeled discharge, and overtopping elevations 2) a reproduction of the surveyed street geometry parameters for each of the modeled cross sections ---PAGE BREAK--- Town of Monument- Stormwater Master Plan EC_Street Capacities Based on Survey - Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster20 Overtopping Capacity (cfs) Street Section ID Notes South North Total t, south side will flood first, north floods before road is overtopped , 1st Street 1-1 0.44 8.23 8.67 j 2nd Street 2-1 48.01 49.81 97.82 d flow from the north coming down Jefferson, East side 2nd St. I 2-2 21 .46 18.41 39.87 JP before north, however, possible flood prone back curb adjacent to a bldg, Bldg on south side that is most likely 2-3 43.7 27.34 71 .04 DC ,t the adjacent bldg, Town Hall is on the south, however from field 2-4 23.1 31 .16 54.26 likely go southwest av is at adjacent to a bldg (south bldg is lower) 2-5 29.4 16.65 46.05 d most liketly be flooded 2-6 27.71 16.06 43.77 d most liketly be flooded, street cross section is flat (no capacity) on 2-7 30.09 nl a 45.03 ~h suggesting that there is probably not a flow continuing down 2nd = south via cross nan and aoina down Front St. lit Park, south side is bldg and lot, Cross sections west of Beacon 3rd Street 3-1 77.3 67.57 144.87 DI 3-2 31.92 66.43 98.35 :hurch parking lot (existing detention pond?), to 2nd St., 3-3 10.96 56.78 67.74 3-4 10.35 167.35 177.7 r overtops 3.5 246 28.85 274.85 1oint, no crown, road slopes to the south, home/buisiness to the 3-6 79.85 37.04 116.89 ong Washington 3-7 21 .29 29.31 50.6 cfs, turns corner and diverted south to 2nd along Front St. or alley 3-8 107.16 36.83 143.99 5/15/2006 ---PAGE BREAK--- Overtopping Capacity (cfs) Street Section ID - Notes East West Total iss sections north of 2nd Street Beacon Lite B-1 125.08 0 125.08 B-2 94.34 35.35 129.69 ed to the west, no crown flow diverted to the west down 3rd Street B-3 21.09 37.75 58.84 oldg. B-4 18.26 136.05 154.31 f flow down Jefferson from diversion at 3rd, Street capacity Jefferson J_1 3.13 10.98 14.11 Mflill be flooded, with approx. 1.5 ft of freeboard on the east, Most all •st via the crosspan and steeper slope to the west alona 2nd St. flow from the north was diverted west along 2nd St. J-2 11.19 10.1 1 21.3 ad J-3 33.02 28.4 61.42 f flow before overtopping J-4 162.18 44.79 206.97 J-5 197.16 145.84 343 J-6 45.68 1765.21 1810.89 >use J-7 53.05 167.89 220.94 rnximate at nearest flooded structure, Between 1st and 2nd, Street Washington W-1 8.62 7.24 15.86 Dlvill be flooded first as roadway slopes that direction vest. East side next to bldg, 1st / Washington, Street capacity W-2 7.17 0.63 7.8 oded first as roadway slopes that direction ,ded, will overtop curb and gutter Front F-1 25.96 16.72 42.68 F-2 1 13.31 n/a 278.92 1ty F-3 0.1 6.26 6.36 reet capacity F-4 32.65 6.48 39.13 511512006 ---PAGE BREAK--- I Town of Monument - Stormwater Master Plan Street Capacities Based on Survey -Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 1st Street Cross Sections - all section data looking west (facing -Centerline Section: 1-1 Side X y Slope (ft/ft) n-value south 100.0 6963.96 ~ 0.0188 0.016 124.2 6963.96 134.8 6963.84 Upstream CL Elev. 6967 141.3 6964.08 Section CL Elev. 6964.68 north 153.5 6964.68 Distance (ft) 123.1 165.3 6964.29 171 .0 6964.09 edge of building, sta. 100 also 182.8 6964.52 217.0 6964.52 First: Section 1-1 6965.00 6963.50 6963.00 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 Stations (ft) ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Street Capacities Based on Survey -Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 2nd Street Cross Sections-all section data looking west (facing -Centerline Section: 2-1 Side X south 100.0 108.0 114.0 114.0 139.0 north 164.0 170.0 182.0 185.0 y Slope (ft/ft) n-value 6991.19 0.0153 0.016 6991.15 6990.71 Upstream CL Elev. 6994.31 6990.42 Section CL Elev. 6990.09 6991.13 Distance (ft) 275.5 6990.51 6991.10 6992.12 6994.00 2nd: Section 2-1 6995.00 ~ - 6994.50 co 6994.00 00 C 6993.50 ~ 6993.00 ~ 6992.50 C I iii 6991.oo•-41l 6990.50 6990.00 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ---PAGE BREAK--- Section: 2-2 Side X y Slope (Wft) n-value south 86.0 6984.00 0.0149 0.016 100.0 6984.17 110.0 6984.94 Upstream CL Elev. 6990.09 114.5 6984.94 Section CL Elev. 6985.09 115.0 6984.42 Distance (ft) 336.3 140.8 6985.09 north 165.3 6984.70 165.8 6985.22 182.1 6986.62 186.0 6986.00 2nd: Section 2-2 6988.00 6987.50 ~ 6987.00 ~ 6986.50 ~ 6986.00 .2 6985.50 ~ 6985.00 Cl) w 6984.50 6984.00 6983.50 - 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ( ---PAGE BREAK--- Section: 2-3 Side X south 100.0 north 123.4 131.0 133.6 137.4 138.0 163.5 187.6 188.3 206.1 6984.50 00 ~ 6984.00 i 6983.50 5 6983.00 ,a ~ 6982.50 iii 6982.00 y Slope (ft/ft) n-value 6982.00 0.0191 0.016 6983.26 6983.09 Upstream CL Elev. 6983.45 6983.01 Section CL Elev. 6980.54 6983.00 Distance (ft) 152.7 6982.54 6983.45 6982.99 6983.47 edge of building 6984.00 2nd: Section 2-3 6981.50 - 100.0 120.0 140.0 160.0 Stations (ft) 180.0 200.0 220.0 Section: I Side south north 6982.00 6981.50 00 co g 6981.00 ~ 6980.50 0 ~ 6980.00 GI iii 6979.50 6979.00 100.0 ---PAGE BREAK--- ( 2-4 X y Slope (ft/ft) n-value 100.0 6980.17 0.0152 0.016 104.1 6980.17 104.8 6979.57 Upstream CL Elev. 6983.45 131.8 6980.54 Section CL Elev. 6978.94 154.5 6979.98 Distance (ft) 297 155.1 6980.44 159.8 6980.68 165.7 6980.93 edge of building, sta. 100 also ( 2nd: Section 2-4 i982.00 i981.50 i981.00 i980.50 i980.00 i979.50 i979.00 100.0 120.0 140.0 160.0 180.0 Stations (ft) ---PAGE BREAK--- Section: 2-5 Side X y Slope (ft/ft) n-value south north 0.0145 0.016 100.0 6978.24 102.6 6977.77 Upstream CL Elev. 6978.95 109.5 6978.33 Section CL Elev. 6978.45 113.6 6978.26 Distance (ft) 34.5 114.4 6977.76 141.1 6978.45 164.2 6978.07 165.0 6978.52 169.4 6978.84 edge of building(sta. 100 also) 2nd: Section 2-5 6980.00 6979.50 co co ~ 6979.00 < 6978.50 C .2 j 6978.00 ~ w 6977.50 6977.00 - 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ---PAGE BREAK--- Section: 2-6 Side X south north 100.0 118.3 127.4 128.1 153.1 177.5 178.1 181.8 194.6 6976.50 co co 6976.00 6975.50 C .Q ~ 6975.00 GI w 6974.50 y Slope (ft/ft) n-value 6974.67 0.0113 0.016 6974.95 6974.83 Upstream CL Elev. 6977.39 6974.36 Section CL Elev. 6973.84 6975.01 Distance (ft) 314 6974.62 6975.09 6975.21 6976.62 2nd: Section 2-6 6974.00 - - - 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ( ---PAGE BREAK--- Section: 2-7 Side X south north 97.5 100.0 113.2 113.8 138.3 163.7 167.9 178.6 6975.50 co co 6975.00 < ~ 6974.50 C: 0 ~ 6974.00 Q) [i 6973.50 y Slope (ft/ft) n-value 6974.00 0.0088 0.016 6973.93 6973.66 Upstream CL Elev. 6975.01 6973.22 s ection CL Elev. 6973.84 6973.84 Distance (ft) 133.2 6973.84 6974.33 6974.33 dge of a building 2nd: Section 2-7 6973.00 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Street Capacities Based on Survey - Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 3rd Street Cross Sections - all section data looking west (facing -Centerline Section: 3-1 Side X y Slope (ft/ft) n-value south north 100.0 7009.01 0.0168 0.016 112.9 7008.17 128.1 7008.79 Upstream CL Elev. 7009.19 139.5 7009.19 Section CL Elev. 7005.7 152.2 7008.53 Distance (ft) 208 156.6 7007.84 164.6 7008.97 283.5 7010.00 3rd: Section 3-1 7012.00 7011.50 co 7011.00 co 0 7010.50 ~ 7010.00 ~ 7009.50 C: I iii 7008.00 7007.50 7007.00 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 260.0 280.0 300.0 Stations (ft) ---PAGE BREAK--- 1) Section: 3-2 Side X y Slope (ft/ft) n-value south 100.0 7005.24 0.0168 0.016 103.3 7004.83 109.9 7004.36 Upstream CL Elev. 7009.19 116.4 7005.17 Section CL Elev. 7005.7 129.4 7005.70 Distance (ft) 208 north 140.8 7005.36 144.8 7004.46 172.0 7006.75 3rd: Section 3-2 7008.00 7007.50 f 7007.00 Q ~ 7006.50 ~ 7006.00 C: :8 7005.50 ca > m 7005.oo 7004.50 7004.00 - 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ( ---PAGE BREAK--- Section: 3-3 Side south north 7002.50 co QO 7001.50 Q ~ ~ 7000.50 C: 0 ~ 6999.50 > Cl) iii 6998.50 X 100.0 107.9 119.8 129.8 142.6 158.7 166.6 179.6 317.3 y Slope (ft/ft) n-value 6998.70 0.0245 0.016 6998.61 6998.31 Upstream CL Elev. 7002 6998.86 Section CL Elev. 6998 6999.26 Distance (ft) 163.3 6999.07 6998.00 7001.44 7002.00 3rd: Section 3-3 6997.50 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 260.0 280.0 300.0 320.0 Stations (ft) ---PAGE BREAK--- Section: 3-4 Side X y Slope (Wft) n-value south 100.0 6993.82 0.0264 0.016 124.2 6993.96 135.7 6993.56 Upstream CL Elev. 6994.52 143.2 6993.97 Section CL Elev. 6991.46 155.8 6994.52 Distance (ft) 115.9 north 172.7 6994.22 177.4 6993.75 185.8 6992.37 189.4 6994.51 193.2 6994.82 3rd: Section 3-4 6996.00 6995.50 f 6995.00 C ~ 6994.50 ~ 6994.oo._ 0 i 6993.50 > @ 6993.00 6992.50 6992.00 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ( ( ---PAGE BREAK--- Section: 3-5 Side X y Slope (ft/ft) n-value south 100.0 6992.00 0.0264 0.016 107.9 6991.14 116.7 6990.66 Upstream CL Elev. 6994.52 121.6 6991.06 Section CL Elev. 6991.46 134.0 6991.46 Distance (ft) 115.9 north 151.1 6991.12 159.8 6991.05 163.3 6991.42 169.8 6992.25 3rd: Section 3-5 6994.00 6993.50 f 6993.00 C ~ 6992.50 ~ 6992.00 C: ~ 6991 .50 ca > Cl) 6991 .00 jjj 6990.50 6990.00 100.0 120.0 140.0 160.0 180.0 Stations (ft) ---PAGE BREAK--- Section: 3-6 Side south north 6991.00 co co g 6990.00 < 6989.00 C: .2 1 6988.00 Cl) iii 6987.00 X 100.0 120.4 130.8 138.3 152.5 167.0 175.6 176.6 190.5 209.7 y Slope (ft/ft) n-value 6986.85 0.0174 0.016 6987.67 6986.45 Upstream CL Elev. 6991.46 6987.18 Section CL Elev. 6987.78 6987.78 Distance (ft) 211.1 6987.90 6986.58 6987.23 6989.07 6990.00 3rd: Section 3-6 6986.00 100.0 120.0 140.0 160.0 Stations (ft) 180.0 200.0 220.0 ( ---PAGE BREAK--- Section: 3-7 Side X y Slope (ft/ft) n-value south 100.0 6983.15 0.0191 0.016 107.7 6982.86 116.7 6982.53 Upstream CL Elev. 6986.39 122.4 6983.23 Section CL Elev. 6982.65 134.7 6983.84 Distance (ft) 196.3 north 146.2 6983.67 151.1 6983.05 171.0 6984.38 3rd: Section 3-7 6986.00 6985.50 f 6985.00 C ~ 6984.50 ~ 6984.00 C: 0 CG > 6983.50 Q) 6983.00 iii 6982.50 6982.00 100.0 120.0 140.0 160.0 180.0 Stations (ft) ---PAGE BREAK--- Section: 3-8 Side south north 6983.50 f 6982.50 C ~ ~ 6981.50 c; 0 ~ 6980.50 > ~ w 6979.50 X 100.0 123.9 131 .0 135.8 157.6 185.3 186.0 194.0 226.1 y Slope (ft/ft) n-value 6981.09 0.0168 0.016 6980.45 6978.89 Upstream CL Elev. 6982.65 6979.91 Section CL Elev. 6980.58 6980.58 Distance (ft) 123 6980.05 6980.53 6981 .98 6982.00 3rd: Section 3-8 6978.50 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 Stations (ft) ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Street Capacities Based on Survey - Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 Beacon Lite Cross Sections - all section data looking south (facing (North of 2nd Street) -Centerline Section: B-1 Side X y Slope {ft/ft) n-value east 100.0 7030.00 A. 0.017 0.016 110.3 7029.13 122.4 7027.59 Upstream CL Elev. 7030.05 128.4 7026.63 Section CL Elev. 7023.82 140.1 7028.23 Distance (ft) 367.4 west 152.2 7028.37 164.5 7028.09 176.0 7027.74 ear edge of building 183.4 7027.80 Beacon Lite: Section B-1 7031.00 7030.50 oo 7030.00 co C 7029.50 ~ 7029.00 7028.50 C: .2 7028.00 J 7027.50 Cl) w 7027.00 7026.50 7026.00 - 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ---PAGE BREAK--- ~am) Section: B-2 Side X y Slope (ft/ft) n-value east 100.0 7018.07 0.0224 0.016 102.0 7017.61 105.5 7015.29 Upstream CL Elev. 7017.52 112.3 7017.36 Section CL Elev. 7013.04 west 124.3 7017.52 Distance (ft) 200 137.2 7017.09 141.3 7016.69 147.3 7017.74 153.2 7018.00 Beacon Lite: Section B-2 7020.00 7019.50 co 7019.00 00 c 7018.50 ~ 7018.00 ~ 7017.50 C: 7017.00 ~ 7016.50 QI ijj 7016.00 7015.50 7015.00 . - 100.0 120.0 140.0 160.0 Stations (ft) ( ( ---PAGE BREAK--- Section: B-3 Side east west co 7010.50 co ~ 7010.00 < ~ 7009.50 C: .2 ~ 7009.00 > ~ w 7008.50 X 100.0 110.3 117.8 129.8 142.6 152.2 164.9 y Slope (Wft) n-value 7010.16 0.0204 0.016 7008.18 7009.05 Upstream CL Elev. 7010.07 7009.02 Section CL Elev. 7003.94 7008.67 Distance (ft) 301.1 7008.43 7009.01 Beacon Lite: Section B-3 7008.00 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ---PAGE BREAK--- Section: B-4 Side X y Slope (ft/ft) n-value east 100.0 6999.61 0.0199 0.016 112.2 6998.80 112.7 6998.44 Upstream CL Elev. 7003.94 120.3 6999.00 Section CL Elev. 6999.11 132.4 6999.11 Distance (ft) 242.5 west 144.8 6998.71 154.1 6997.48 163.9 6998.86 167.7 7000.00 near edge of building Beacon Lite: Section B-4 7002.00 7001.50 cio 7001.00 CC) C 7000.50 ~ 7000.00 ~ 6999.50 c; .2 6999.00 l 6998.50 QI w 6998.00 6997.50 6997.00 - - 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Street Capacities Based on Survey - Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 Jefferson Street Cross Sections - all section data looking south (facing dowr (Between 2nd St. and Santa Fe) -Centerline Section: J-1 Side X y Slope (ft/ft) n-value east 100.0 6984.51 0.018 0.016 106.7 6984.17 119.6 6984.00 Upstream CL Elev. 6983.59 120.3 6983.57 Section CL Elev. 6980.61 139.7 6983.59 Distance (ft) 165.7 west 156.2 6983.74 156.7 6983.24 160.9 6983.83 168.3 6983.26 Jefferson: Section J-1 6986.00 - 6985.50 co co ~ 6985.00 ~ 6984.50 C 0 ~ 6984.00 QI iij 6983.50 6983.00 , 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ---PAGE BREAK--- nstream) Section: J-2 Side east west - 6981.50 co co 6981.00 6980.50 C: 0 ~ 6980.00 Q) w 6979.50 X 100.0 106.1 106.5 124.2 135.5 138.3 156.0 167.9 y Slope (ft/ft) n-value 6981.39 0.0176 0.016 6980.85 6980.27 Upstream CL Elev. 6983.59 6980.61 Section CL Elev. 6974.57 6979.96 Distance (ft) 513.3 6979.57 6979.95 6980.00 edge of building Jefferson: Section J-2 6979.00 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ( ---PAGE BREAK--- Section: J-3 Side east west - 6975.50 co co g 6975.00 < ~ 6974.50 C 0 ~ 6974.00 Cl) iii 6973.50 X 100.0 112.1 117.9 129.1 142.7 143.3 148.6 164.6 y Slope (ft/ft) n-value 6975.30 0.0174 0.016 6973.61 6974.33 Upstream CL Elev. 6980.61 6974.57 Section CL Elev. 6974.57 6973.87 Distance (ft) 347.4 6974.50 6974.71 6973.33 Jefferson: Section J-3 6973.00 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ---PAGE BREAK--- Section: J-4 Side X y Slope (Wft) east 29.4 6972.00 0.02 100.0 6970.27 113.1 6969.76 Upstream CL Elev. 115.9 6970.39 Section CL Elev. 127.4 6970.92 Distance (ft) west 139.4 6970.49 150.2 6968.76 152.8 6969.38 167.1 6969.96 near edge of building 6973.50 co ~ 6972.50 ~ ~ 6971.50 C 0 ~ 6970.50 > QI w 6969.50 100 Jefferson: Section J-4 120 140 Stations (ft) ( n-value 0.016 6973.71 6964.7 450 ( 160 180 ---PAGE BREAK--- Section: J-5 Side X y Slope (ft/ft) n-value east 58.6 6964.70 0.0238 0.016 100.0 6964.29 108.2 6963.22 Upstream CL Elev. 6970.92 112.8 6963.35 Section CL Elev. 6964.7 west 118.6 6964.39 Distance (ft) 261.1 130.4 6964.70 143.2 6964.13 147.6 6962.78 Elev is that of CL, next to bldg. 164.1 6964.09 needed est. elevation Jefferson: Section J-5 6966.00 ~ 6965.50 i 6965.00 Q ~ 6964.50 ~ 6964.00 C ~ 6963.50 n, ~ 6963.00 w 6962.50 6962.00 - - 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ---PAGE BREAK--- Section: J-6 Side X y Slope (ft/ft) n-value east 100.0 6952.00 0.0357 0.016 107.3 6950.40 114.4 6949.10 Upstream CL Elev. 6954.61 121 .3 6950.24 Section CL Elev. 6950.28 133.0 6950.28 Distance (ft) 121.3 west 145.1 6949.64 165.7 6946.84 229.0 6950.00 Jefferson: Section J-6 6954.00 6953.00 i 6952.00 0 ~ 6951.00 ~ 6950.00 .2 6949.00 l ~ 6948.00 w 6947.00 6946.00 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 Stations (ft) ( ---PAGE BREAK--- Section: J-7 Side X y Slope (ft/ft) n-value east 100.0 6949.43 0.0228 0.016 126.7 6943.21 130.5 6943.00 Upstream CL Elev. 6948.08 138.7 6943.98 Section CL Elev. 6939.25 west I 150.0 6944.05 ;I Distance (ft) 387.1 163.1 6943.70 171.2 6942.17 188.3 6943.75 207.3 6944.00 near edge of building Jefferson: Section J-7 6951.00 6950.00 ~ 6949.00 ~ 6948.00 < ~ 6947.00 .2 6946.00 ~ 6945.00 G> w 6944.00 6943.00 6942.00 100.0 120.0 140.0 160.0 Stations (ft) 180.0 200.0 220.0 ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Street Capacities Based on Survey - Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 Washington Street Cross Sections - all section data looking south (facing de (Between 2nd St. and Lincoln) -Centerline Section: W-1 Side X y Slope (ft/ft) n-value east west 100.0 6974.00 0.0199 0.016 138.9 6972.51 165.1 6972.02 Upstream CL Elev. 6977.16 179.4 6972.24 Section CL Elev. 6969.83 190.8 6971 .66 Distance (ft} 367.8 199.4 6971 .39 216.3 6971.75 edge of building 244.6 6971 .75 edge of building Washington: Section W-1 6976.00 6975.50 co 6975.00 co C 6974.50 6974.00 ~ 6973.50 C: I Q) iii 6972.00 6971.50 6971.00 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 260.0 Stations (ft) ---PAGE BREAK--- Section: W-2 Side X y Slope (ft/ft) n-value east 100.0 6969.00 0.0111 0.016 127.7 6967.97 133.3 6968.36 Upstream CL Elev. 6969.83 145.6 6968.26 Section CL Elev. 6968.26 157.1 6967.78 Distance (ft) 141.5 west 165.8 6967.99 212.0 6967.99 \ near edge of building near edge of building Washington: Section W-2 6971.00 6970.50 00 co 6970.00 C ~ 6969.50 ~ 6969.00 C: :8 6968.50 m 1 6968.00 w 6967.50 6967.00 100.0 120.0 140.0 160.0 Stations (ft) 180.0 200.0 220.0 ( ( ( ---PAGE BREAK--- Town of Monument - Stormwater Master Plan Street Capacities Based on Survey - Ayres Associates, November 2005 Street Capacities determined using Haested's FlowMaster2005 Front Street Cross Sections - all section data looking south (facing (Between 2nd St. and Lincoln) -Centerline Section: F-1 Side X y Slope (ft/ft) n-value east 100.0 6974.00 0.0308 0.016 114.8 6973.93 124.8 6972.63 \ Upstream CL Elev. 6972 132.5 6972.24 Section CL Elev. 6968 133.6 6971.79 Distance (ft) 130 154.1 6972.21 west 176.1 6971.18 177.0 6971 .66 edge of building 193.7 6971.32 Front: Section F-1 6976.00 6975.50 oi" 6975.00 co C 6974.50 ~ 6974.00e--...... ~ 6973.50 C: .Q 6973.00 iii > 6972.50 Cl) w 6972.00 6971.50 6971.00 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ---PAGE BREAK--- ~am) Section: F-2 Side X y Slope (Wft) n-value east 100.0 6964.00 0.0233 0.016 130.4 6962.93 141.8 6961.94 Upstream CL Elev. 6964 147.1 6963.09 Section CL Elev. 6962 158.1 6963.41 Distance (ft) 86 west 172.7 6963.44 174.0 6963.47 175.2 6963.75 edge of building Front: Section F-2 6966.00 6965.50 S 6965.00 co C 6964.50 ~ 6964.00 6963.50 C .2 6963.00 iii > 6962.50 Q) w 6962.00 6961.50 6961.00 - 100.0 120.0 140.0 Stations (ft) 160.0 180.0 ( ---PAGE BREAK--- Section: F-3 Side east west - 6961 .50 co co ~ 6961.00 ct e 696o.5o C .2 X 100.0 133.2 156.5 168.3 183.5 184.8 y Slope (ft/ft) 6960.00 0.0106 6959.95 6959.37 \ Upstream CL Elev. 6959.40 Section CL Elev. 6959.11 Distance (ft) 6959.43 edge of building Front: Section F-3 j QI w 6959.50 n-value 0.016 6960 6958 189.3 6959.00 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ---PAGE BREAK--- Section: F-4 Side X y Slope (ft/ft) n-value east 100.0 6954.00 0.0121 0.016 130.3 6953.38 141 .1 6952.57 Upstream CL Elev. 6956.53 147.0 6953.21 Section CL Elev. 6953.48 159.2 6953.48 Distance (ft) 252.3 174.9 6952.89 west 176.4 6953.25 Front: Section F-4 6956.00 6955.50 co co 6955.00 0 ~ 6954.50 6954.00 C: ,g 6953.50 Ill > ~ 6953.00 w 6952.50 6952.00 100.0 120.0 140.0 160.0 180.0 200.0 Stations (ft) ( ---PAGE BREAK--- APPENDIX E Developed Condition Hydrology ---PAGE BREAK--- E.1 - Developed Condition Subbasin Parameters ---PAGE BREAK--- Worksheet for Subbas!n Hydrologlc Parameters (Area, CN, Time of concentration) Project - Town of Monument Stormwater Master Plan MASTER PLAN CONDITION Dela in Red hes been chengt,d [J9f11 Existing Condjtio_n tp .r,:tflecl D.eveloped COr}dlllions CREEK - SOUTH OF HWY 105 Subbasin C-3 )(OQ.36-!!QU_~ -mi~ 2.3 acres 100849 square feet (Input or Soil Type , 9 CN Calculalions Area (s0 Area (ac) Land Type 6011 9 1.4 Pasture/Meadow 0 0.0 Forest O 0.0 Parks 0 0.0 Lawns 40730 0.9 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commerc!al 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 2.3 ,Comp_. C 74 AMC2 85 AMC3 0.512516 C10 Overland_f:low 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending ElevaUon, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87(1 .1-C]D"0.5 / S"0.33, mlr Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11 . Average velocity, V (flg. 3-1 IVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, Pw 15. Hydraulic Radius. r-a/p., It 16. Channel slope, s, Mt 17. Mannings n 18. V=1.49r2"s'~/n, IVs 19. Flow Lenglh, L, ft 20. T,=U3600V, hra. 121. Total Tc, hrs. tlal1_= Town of Monument 205 7117 7110 3.414634146 0.51 10.49 Grassed Waterway 670 1.9 1.5 2.07 0.09 Channel 1 1 1.00 1 1 1.49 0 0.000 ~ o.i6"""""l Creek - Developed CondiUon Subbasin Parameters Subbasin C-4 g:0060 a(jii'arein[es 3.8 acres 166242 square feet (input or Soil Type, B CN Calculations Area (s0 Area (ac) Land Type 33 170 0.8 Pasture/Meadow 0 0.0 Forest 0 0 199412 0 0 0 0 0 0 0 0 0 0 0 Check Comp. CN- 0.0 Parks 0.0 Lawns 4.6 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Commerelal 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 5.3 92AMC2 96 AMC3 0.81 C10 Overland-Fl~ 1. Flow Length, It 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87[1.1-C]D"0.5 / S'0.33, mir Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow - 160 7098 7093 3.125 0.81 4.75 7. Surface description Grassed Waterway 8. Flow Length, ft 880 3. Watercourse slope, s% 2.7 10. k value 1.5 11. Average velocity, V (fig. 3-1 IVs 2.46 12. T,=U3600V, hrs. 0.10 Channel flow Channel 13. Cross seclional flow area, a (fl') 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r2"s1n/n, fUs 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 !21 . Total Tc, hrs. I 0.18 I I flal1_= 0.11 I Subbasin C-.5 :0:0365!!9i!aie~rrillei 23.4 acres 1017493 square feet Soil Type , B (input or CN Calculations Area (s0 Area (ac) Land Type 225125 5.2 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 lawns 43783 0 0 0 0 0 1.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 15.5 MF Housing 8/ac 1.7 Retail Commercial 676575 72010 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial Check :comp:·cN 0.0 Heavy Industrial 0.0 Railroad Yard 23.4 80 - AMC2 90 AMC3 0.556702 C10 Overland Flow 1. Flow Length, rr· 300 2a. Beginning Elevation, ft 7088 2b. Ending Elevation, ft 7077 3. Watercourse Slope, percent 3.666666667 4. C10 Value 0.56 5. Ti= 1.87[1.1-C]D"0.5 / 5"0.33, mlr 11.46 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Grassed Waterway 8. Flow Length, rt 1020 3. Watercourse slope, s% 2 10. k value 1.5 11 . Average velocity, V (fig. 3-1 fUs 2.12 12. T1=U3600V, hra. 0.13 Channel flow Channel 13. Cross sectional flow area, a (fl') 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius. r=a/Pt,,, fl 1.00 16, Channel slope, s, Mt 1 17. Mannings n 1 18. V=1 .49r2"s'~/n, ft/s 1.49 19. Flow Lenglh, L, ft 0 20. T,=U3600V , hrs. 0.000 f21. Total Tc, hrs. I 0.32 I I tiag = o.1c::] 1 of 40 Subbasin C-6 .0.0159 10.2 acres 442712 square feet (input or Soll Type, B CN Calculations Area (s0 Area (ac) Land Type 13500 0.3 Pasture/Meadow 0 0.0 Forest 0 0.0 ParlJ!. 18.0 acres 784405 square feet Soil Type, B (input ' B" or CN Calculations Area (sD Area (ac) Land Type 112360 0 0 0 27900 0 0 0 0 2.6 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 lawns 0.6 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2lac 0.0 SF Housing 3/ac 13.3 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 577485 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 66660 0 Check Comp. CN 1.5 Heavy Industrial 0.0 Railroad Yard 18.0 75- AMC2 87 AMC3 0.503911 C10 bverlar,d_Flow 1. Flow Length, fl 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87[1 .1-C]D'0.5 / S'0.33, mlr Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o k value 11. Average velocity, V (fig. 3-1), ftls 12. T1=L/3600V . hrs. Channel flow 13. Cross sectional now area, a (fr) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-a/p., fl 16. Channel slope, s, Mt 17. Mannings n 18. V=1.49r"'s1"1n, IVs 19. Flow Length, L, fl 20. T1:U3600V, hrs. 121. Total Tc,_ hrs Tia!!. = ? nf 40 200 7060 7047 6.5 0.50 a.so Grassed Waterway 1005 5.2 1.5 3.42 0.08 Channel 890 145 6.14 0.024 0.08 9.67 65 0.002 0.23 Subbasin C-10 Q:o063 SQUBr& irillea 4.0 acres 174500 square feet (Input or Soll Type • B CN Calculations Area (sD Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest O 0.0 Parks 0 0.0 Lawns O 0.0 Impervious 0 0.0 Gravel Road 43560 1.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0.0 Neighborhood Commercial O 0.0 Light Industrial 130940 3.0 Heavy Industrial O 0.0 Railroad Yard Check 4.0 Comp.CN 86--AMC2 94 AMC3 0.68 C10 Overland Flow 1. Flow Length, ft° 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent C10 Value 15. Tl= 1.87[1.1-ClD'0.5/ S'0.33, mir ··Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ftls 12. T,=Ll3600V, hrs. Channel flow 13. Cross sectional now area, a (ff) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-a/p., fl 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s1"1n, ftls 19. Flow Length, L, fl 20. T1=L/3600V, hr.;. 121. Total Tc, hrs = 130 7034 7026 6.153846154 0.68 4.97 Grassed Waterway! 445 7.6 1.5 4.14 O.oJ Channel 132 52 2.54 0.015 0.08 4.24 105 0.007 0.12 0,07 Ayres Associates April 2006 ---PAGE BREAK--- Subbasln C-11 IUIU8_ml1ii 1.0 acres 42697 square feet (Input or Soil Type· B CN Calculations Area (sQ Area (ac) Land Type 0 0 6595 36102 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.2 Lawns 0.8 lmpe!Vious 0.0 Gravel Road 0.0 SF Housfng 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Rallrnad Yard 1.0 ·92-~AMC2 96 AMC3 0. 799601 C10 Overland Flow 1. Flow Length, ft 2a. Beginning Elevation, fl 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value - 5. Tl= 1.87[1.1-C]D'0.5/S'0.33, mir Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), IVs 12. T1=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (fil) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, IVft 17. Mannings n 18. V=1.49r"'s'01n, IVs 19. Flow Length, L, ft 20. T1=U3600V, hrs. l21. Total Tc, hrs. I 45 7046 7042 8.888888889 0.80 1.83 Paved 265 1.5 2 2.45 0.03 Channel 1 1 1.00 1 1 1.49 0 0.000 0.06 I T1ag Town of Monument Creek~ Developed Condition Subbasin Parameters Subbasin C-12 Area_= J>-::@12_SQU8r!l_rr,i(l!Jl 0.8 acres 32746 square feet (input or Soil Type - B CN Calculations Area (sQ Area (ac) Land Type 8712 0.2 Pasture/Meadow 0 0.0 Forest o o.o Parks O 0.0 Lawns 24034 0 0 0 0 0 0 0 0 0 0 0 0.6 Impervious 0.0 Gravel Road 0.0 SF Houslng 1/ac 0.0 SF Housing 2Jac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railrnad Yard 0.8 87- AMC2 93 AMC3 0.73 C10 Overland Flow 1. Flow Length, ft 2a. Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87[1 . 1-C]D'0.5 I S'0.33, mlr ··oeveloped <300 fl, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T1=U3600V, hrs. 50 7050.5 7047 7 0.73 2.59 Paved 475 2.7 2 3.29 0.04 Channel flow Channel 13. Cross sectional flow area, a ( ) 14. Wetted perimeter, p. 15. Hydraullc Radius, ft I 1.00 16. Channel slope, s, Mt 17. n 18. V=1 .49r"'s '0 1n, IVs 1.49 19. Flow Length, L, ft 0 20. T1=U3600V, hrs. 0.000 i21. Total Tc, hrs. I 0.08 I flag= 0,05 Subbasln C-13 uaremite'I: 0.5 acres 22137 square feet Soil Type • B (input or ' C' ) CN Calculations Area (sQ Area (ac) Land Type 10285 0.2 Pasture/Meadow 0 0.0 Forest o o.o Parks 0 0.0 Lawns 11 852 0 0 0 0 0 0 0 0 0 0 0 Check 0.3 Impervious 0.0 Gravel Road 0.0 SF Housing Hae 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 0.5 Coriij,'.""CN 79--AMC2 88 AMC3 0.598006 C10 Overtand Flow 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87(1. 1-C]D'0.5 I S'0.33, mir Developed <300 ft, Undeveloped < 500 ft S_hatlo_w_ Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T1=U3600V, hrs. 25 7038 7033 20 0.60 1.75 Paved 300 1 2 2.00 0.04 Channel flow Channel '13. Cross sectional now area, a (n2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'01n, ft/s 19. Flow Length, L, ft 20. T1=U3600V, hrs. J21. Total Tc, hrs. Tlall_= 3 of 40 1.00 1.49 0 0.000 0.07 li.li4' Subbasin C-14 ma-s: o:0·1()4~hes· 6.7 acres 290299 square feet Soil Type, B (input or CN Calculations Area (sQ Area (ac) Land Type 220459 5.1 Pasture/Meadow O 0.0 Forest o o.o Parks O 0.0 Lawns 17600 0 0 0 0.4 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 1.2 SF Housing 3/ac 3.5 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retall Commercial 52240 154000 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 10.2 comii·c:N 67 - AMC2 82 AMC3 0.38 C10 Over1and Flow 1. Flow Length, ft 2a. Beginning Elevatlon, ft 2b. Ending Elevatlon, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti = 1.87[1. 1-C]D'0.5 / S'0.33, mlr ··Developed-<300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T1=U3600V, hrs. Channel now 13. Cross sectional now area, a 14. Welted perimeter, p. 15. Hydraulic Radius, fl 16. Channel slope, s, ft/ft n . Mannings n 18. V=1.49r"'s'01n, ft/s 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121 . Total Tc, hrs. Trall_ = 170 7032 7019 7.647058824 0.38 8.97 Grassed Waterway! 780 4 1.5 3.00 0.07 Channer 1.00 1 1 1.49 0 0.000 0.22 0.13 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin C.-15 3.6 acres 154686 square feet Soil Type· B (input or ' C' ) CN Calculations Area (sn Area (ac) Land Type 92486.0 2.1 Pasture/Meadow a a.a Forest O 0.0 Parks 0 0.0 Lawns 15600 0.4 Impervious O 0.0 Gravel Road o 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 34600 0.8 SF Housing 3/ac 12000 0.3 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial O 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard 3.6 55· - AMC2 81 AMC3 0.368498 C10 Overland Flow 1. Flow Length, fl" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value - 5. Ti= 1.87[1.1-CJD·0.5 / s•o.33, mir "Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Fk>w 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T,=U3600V, hrs. Channel flow 13, Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=a/p., ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49,.ms•n1n, ft/s 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. ! 21. Total Tc, hrs. I flag- Town of Monument 60 7005 6999 10 0.37 4.96 Grassed Waterway 530 2.8 1.5 2.51 0.06 Channel 1 1 1.00 1 1 1.49 0 0.000 0.14 !i.08 Developed Condition Subbasin Parameters I I Subbasin C-16 1are 2.8 acre's 121578 square feet (Input or Sol!Type - B CN Calculations Area (sn Area (ac) Land Type 113878 0 0 0 2.6 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.2 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0 .0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0 .0 MF Housing 8/ac 0.0 Retail Commercial 7700 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 2.8 sf- A MC2 77 AMC3 0.29 C10 Overland Flow - 1. Flow Length, rr· 130 2a. Beginning Elevation, n 7003 2b. Ending Elevation, ft 6991 3. Watercourse Slope. percent 9.230769231 4. C10 Value 0.29 5. TI= 1.87[1. 1-CJD•0.5 / s•0.33, mir 8.28 "Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Grassed Waterway 8. Flow Length, fl 300 3. Watercourse slope, s% 25.3 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 7.54 12. T,=LJ3600V, hrs. 0.01 Channel flow Channel 13. Cross sectional flow area, a (n2) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r=a/p., ft 1.00 16. Channel slope, s, fVrt 1 17. Mannings n 1 18. V=1.49,.ms•n1n, ft/s 1.49 19. Flow Length, L, ft 0 20. T1=U3600V, hrs. 0.000 !21 . Total Tc, hrs. I 0.15 I Tia§!= 0.09 I j Subbasin C-17 l~~ji 0.8 acres 36645 square feel Soil Type • B (input or ) CN Calculations Area (sn Area (ac) Land Type 16645 0.4 Pasture/Meadow o o.o Forest O 0.0 Parks 0 0.0 Lawns 0.2 lmpervlous 0.2 Gravel Road 0 .0 SF Housing 1/ac 0 .0 SF Housing 2/ ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 10000 10000 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial Check Comp. CN 0.0 Heavy Industrial 0.0 Railroad Yard 0.8 76 AMC2 87 AMC3 0.577466 C10 Ove~and Flow 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI = 1.87[1.1-CJD•0.5 I s•o.33, mir " Developed <300 ft, Undeveloped < 500 ft ShallQW Concentrated Flow 7 . Surface description 8. Flow Length, fl 3. Watercourse slope, s% 10. k value 11. Average velocity, V(fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a ( ) 14. Wetted perimeter, Pw I 15. Hydraulic Radius, r=a/p., ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49,.ms,nln, ft/s 19. Flow Length, L, ft 20. T1=l13600V, hrs. 121. Total Tc. iirs. I I flag= 4 of 40 90 6989 6985 4.444444444 0.58 5.67 Grassed Waterway 250 1.2 1.5 1.64 0.04 Channel 1 1.00 1.49 0 0.000 0.14 0.08 Subbasin C-18 :0:@r3_l!4 f8-1!!1uare mUl!!I_ 26.7 acres 1164893 square feet Soil Type, B (input or CN Calculations Area (sf) Area (ac) Land Type 289703 6.7 Pasture/Meadow 0 0.0 Forest 0 0 189450 54470 0 0 0 0 0 0.0 Parks 0.0 Lawns 4.3 Impervious 1.3 Gravel Road 0.0 SF Housing Hae 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac o.o SF Housing 4/ac 0.0 MF Housing 8/ac 14.5 Retail Commercial 631270 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 26.7 Come,_CN ~ MC2 92 AMC3 0.73 C10 Overland Flow - 1. Flow Length, tr 375 2a. Beginning Elevation, ft 7279 2b. Ending Elevation, ft 7241 3. Watercourse Slope, percent 10.13333333 4. C10 Value 0.73 5. Tl= 1.87[1.1-C]D'0.5 / 5'0.33, mir 6.18 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface descriptlon Paved 8. Flow Length, It 1140 3. Watercourse slope, s% 5.6 10. k value 2 11. Average velocity, V (fig. 3-1 IVs 4.73 12. T,=U3600V, hrs. O.Q7 Channel flow Channel 13. Cross sectional flow area, a (tt2) 1 14. Wetted perimeter. Pw 1 15. Hydraulic Radius, II 1.00 16. Channel slope, s, fVfl 1 17. Mannings n 1 18. V=1 .49i"'s'nin, IVs 1.49 19. Flow Length, L. ft 0 20. T,=U3600V, hrs. 0.000 !21. Total Tc, hrs. I 0.17 t1ag- 0.10 Town of Monument Creek - Developed Condition Subbasln Paramelers Subbasin C-21 ~~uare mile! 20.6 acres 896855 square feet Soil Type , B (input or CN Calculations Area (sn Area (ac) Land Type 110065 2.5 Pasture/Meadow O o.o Forest o 0.0 Parks 0 0.0 Lawns 170120 3.9 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 616670 14.2 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 20.6 )::omp. CN - 89 AMC2 95 AMC3 0.82 C10 - Overland Flow 1. Flow Length, w· 285 2a. Beginning Elevation, ft 7193 2b. Ending Elevation, ft 7177 3. Watercourse Slope, percent 5.614035088 4. C10 Value 0.82 5. Tl= 1.87[1.1-C]D'0.5 / 5'0.33, mir 5.00 ""Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description P.av.ed 8. Flow Length, It 925 3. Watercourse slope, s% 3,9 10. k value 2 11. Average velocity, V (fig. 3-1), IVs 3.95 12. T,=U3600V, hrs. O.Q7 Channel flow Channel 13. Cross sectional flow area, a (ff) , 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, fVft 1 17. Mannings n 1 18. V=1.49i"'s1n/n, IVs 1.49 19. Flow Length, L, fl 0 20. T,=U3600V, hrs. 0.000 I ! 21. Total Tc, hrs. I 0.15 j j T1ag= 0.09 Subbasln C-22 rArea = 0 ~~,,19~,UIIJUDiles: 3.5 acres 150659 square feet (input or Soil Type ,a CN Calculatk>ns Area (sn Area (ac) Land Type 18269 0.4 Pasture/Meadow O 0.0 Forest 0 0.0 Parlp&Q Condt.itions BEACON LITE SYSTEM Subbasin D1 gj)9~!1!1!1Ll!l~ 1.3 acres 55768 square feet Soil Type = B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0 0 17476 0 0 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 lawns 0.4 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.9 Retail Commercial 38292 0 0 0 0 0.0 Neighbortiood Commercial 0.0 Lighl Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 1.3 Comp. CN 94 AMC2 98 AMC3 0.9 C10 Overtar'ld Flow 1. Flow Length, ft"-• 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87[1.1-CJD•0.5 I S•0.33, min ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1}, fUs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a {ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-a/pw, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s '"In, !Us 19. Flow Length, L, R 20. T1=U3600V, hrs. f21 . Total Tc, hrs. Town of Monument Stormwater Masler Plan 30 7047 7046.5 1.666666667 0.90 1.73 Paved 410 3 2 3.46 0.03 Channel 1 1 1.00 1 1.49 0 0.000 0.06 m Dirty Woman Creek - Developed CondlUon Subbasrn Parameters Subbasin 0 2 A!iJ!.= 1>~~~-l!aa ~l6.ici~l~'l 1.6 acres 71283 square feet (Input or Soil Type~ B CN Calculations Area (sf} Area (ac) Land Type 21493 0 0 0 0 0 0 0 0 0 0 0.5 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.1 Retail Commercial 49790 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0 .0 Heavy Industrial o.o Railroad Yard Check Comp. CN Overland Flow 1.6 82- AMC2 s1 AMC3 0.70 C10 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevalion, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti = 1.87[1.1-ClD'0.5 I s•0.33, m;n Oeveklped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow length, ft 3. Watercourse slope, s% 10. k value 11 . Average velocity, V (fig. 3-1), ft/s 12. T1=U3600V, hrs. ~ 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s'01n, !Us 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. TiaJ! = 155 7039.5 7036.5 1.935483871 0.70 7.41 Paved 190 7.1 2 5.33 0,01 Channel 1 1.00 1.49 0 0.000 013 0.08 Ayres Associates Aprtl 2006 ---PAGE BREAK--- Subbasin 0.5 (Area~ ~uainli.!i 1.4 acres 60647 square feet Soil Type : B (input or CN Calculatlons Area (sf) Area {ac} Land Type 12127 0.3 Pasture/Meadow O 0.0 Forest o o.o Parks 0 35976 0 0 0 0 0.0 Lawns 0.8 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 'lJac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.2 MF Housing 8/ac 0 .1 Retail Commercial 6784 5760 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 1.4 'Comp. Cfl- 88 f!:!,C2 94 AMC3 0.74 C10 Overtand Flow 1. Flow Length, 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87[1.1-C]D'0.5 / S•0.33, min ··oeveloped <300 ft, Undeveloped < 500 ft Shallow_Concentrated Flow 7. Surface dE!-SCription 8. Flow Length, ft 3. Watercourse slope, s% 10. k va!ue 11. Average velocity, V (f,g. 3-1), ft/s 12. T,=U3600V, hrs. g_hanneLfl~ 13. Cross sectional flow area, a 14. Wetted perimeter, 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49?i's'n/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. Tia~= Town of Monument Stonnwater Master Plan 180 7035 7030 2. 777777778 0.74 6.51 Paved 225 0.9 2 1.90 0.03 Channel 1.00 1 1 1.49 0 0.000 0.14 m Dirty Woma.!!..f_reek - Developed Condition Subbasin Parameters Subbasin 06 JUl!l.lll .1!1\!m..!l!lh!!i 4.4 acres 192342 square feet (input or Soil Type = 8 CN Calculalions Area (sf) Area (ac) Land Type 11088 0.3 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 5390 0 .1 Impervious 0 0.0 Gravel Road O 0.0 SF Housing 1/ac 0 0.0 SF Housing '}Jae O 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 134784 3.1 M F Housing 8/ac 4108.0 0.9 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Light Industrial O 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 4.4 Comp. CN 85 AMC2 94 AMC3 0.65 C10 Ov""'ertand Flo_w 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3, Watercourse Slope, percent 4. C10Value 5. TI= 1.87[1.1-C]D'0.5 / S'0.33, min 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrate_d Flow 7. Surface description a. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel now_ 13. Cross sectional flow area, a (ft1 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49?i's '"In, ft/s 19. Flow Length, L. ft 20. T,=U3600V, hrs. 121. Total Tc. hrs. 'Tia.!! = JOO 7036,S 7.027 3. 166666667 0.65 9.91 Paved 575 1.6 2 2.53 0.06 Channel 1.00 1.49 1 0.000 rn rn Subbasin 07 ~ = ~3lU<,ii'a!!l mll!l.a: 2.4 acres 106201 square feet (input or Soil Type ~s CN Calculations Area (sf) Area (ac} Land Type 55684 1.3 Pasture/Meadow O 0.0 Forest O 0.0 Parks 0 0.0 Lawns 50517 1.2 Impervious 0 0.0 Gravel Road O 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac O 0.0 SF Housing 4/ac o 0.0 MF Housing 8/ac O 0.0 Relail Commercial 106201 82444 46963 8721 14743 0 0.0 Neighborhood Commercial O 0.0 Light Industrial 0 0.0 Heavy Industrial O 0.0 Railroad Yard Check 2.4 Comp. CN 77.02694 AMC2 86.94049 AMC3 0.559188 C10 Overtand Flow 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent C10 Value Is. Ti= 1.87j1.1-CJD'0.5 / S'0.33, min ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 IVs 12. T,=U36DOV, hra. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. n 18. V=1 .49?i's1n/n, IVs 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 100140 200 7057 7053 2 0.56 11.38 Grassed Waleiway 830 1.9 1.5 2.07 0.11 Channel 1.00 1 1 1.49 0 0.000 0.30 o.1a Subbasin 08 2.8 acres 120932 square feet (Input or Soil Type = 8 CN C alculatlons Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest O 0.0 Parks 0 0.0 Lawns 0 0 .0 Impervious O 0.0 Gravel Road O 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4fac O 0.0 MF Housing 8/ac 120932 2.8 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Light Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard Check 2.8 Comp. CN 92 AMC2 97 AMC3 0.9 C10 Overland Flow' 1. Flow Length, 2a. Elevation, ft 2b. Ending Elevation, ft 3. Walercourse Slope, percent 4. C10Value 5. Tl = 1.87[1.1-C]D'0.5 I S'0.33, min HDeveloped <300 ft, Undeveloped < 500 ft _$_hallow Concentrated Flow 7. Surface-description 8. Flow Length, ft 3. Watercourse slope, s°lo 10. kvalue 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V. hrs. ~ 13. Cross sectional flow area, a (ft') 14. Wetted perimeter, p 15. Hydraulic Radius, r-alp ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r"'s'nin, ft/s 19. Flow Length, L. ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. "l'ia~= 130 7055 7052 2.307692308 0.90 3.24 Paved 440 2.7 2 3.29 0.04 Channel 1.00 1.49 0 0.000 li.09 m Ayres Associates April 2006 ---PAGE BREAK--- Subbasln D9 M!l~--18, 1.5 acres 65695 square feet Soil Type= B (Input or CN Calculations Area (sf} Area (ac) Land Type O 0.0 Pasture/Meadow 0 0.0 Forest O o.o Parks 0 0 o. 0 0 0 0 0 65695 0 0 0 Check Comp. CN Overland Flow 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.5 Relail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 1.5 92 AMC2 97 AMC3 0.9 C10 1. Flow Length, tr 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI = 1.67(1.1-C)D'0.5 I S'0.33, min 0 DeVeloped w 1. Flow Length, fr" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87(1.1.C]D'0.5 / S"0.33. min · ·oeve1oped < 300 ft. Undeveloped < 500 ft Shallow Concentrate_!i Flow 7. Surtace description 8. Flow Length, ft 10. k value 1 3. Watercourse slope, s% 11. Average velocity, V (fig, 3-1 ft/s 12. T,=U3600V, hra. Channel flow 13. Cross sectional flow area, a (it'j 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=aJp ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s'n/n, ft/s 19. Flow Length, L, ft 120. T1=U3600V, hra. 121. Total Tc, hrs. Tla.9. = 60 7020 7018 3.333333333 0.90 1.95 Paved 100 2 2 2.83 0.01 Channel 1.00 1 1 1.49 0 0.000 m 0,03 Overland_F-:_!o~ 1. Flow Lenglh, w· 2a. Beginning Elevallon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87(1.1-C]D' 0.5 / S'0.33, min 0 0 eveloped <300 ft, Undevek>ped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Lenglh, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), fUs 12. T,=U3600V, hra. ~ 13. Cross sectional flow area, a 14. Wetted perimeter, 15. Hydraulic Radius, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r"'s'n/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hr.;. j 21. Total Tc, hrs. i'ia.9. = 12 of 40 300 7022 7016 2 0.60 12.79 Paved 365 1.8 2 2.68 0.04 Channel 1 1 1.00 1 1 1.49 0 0.000 ~ ~ Overland Flow 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Walercourse Slope, percent 4. C10Value 5. Ti= 1.87(1.1-C]D'0.5/ S'0.33. min · ·Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Fklw 7 . Surface description 8. Flow Lenglh, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hra. Channel flow 13. Cross secUonal flow area, a (ft ) 14. Wetted perimeter, 15. Hydraulic Radius, ft 16. Channel slope, s. fVft 17. Mannings n 18. V=1.49r"'s'n/n, ft/s 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. I _ Tlag= 65 7032.5 7030 3.846153846 0.68 4.08 Paved 1065 2.2 2 2.97 0.10 Channel 1 1 1.00 1 1 1.49 0 0.000 I 0.17 0.10 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin 017 l!liZ. o..mll!I~ 9.4 acres 409672 square feet Soil Type: B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0 0 0 14992 16011 0 0 0 0 0 378669 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parks 0.0 Lawns 0.3 Impervious 0.4 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 21ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 8.7 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 9.4 Check Comp: CN ~99 'AMC2 96.95594 AMC3 0.896092 C10 Overland F::low 1. Flow Length, ft 2a. Beginning Elevation, fl 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87(1.1-C]D'0.5 / 5'0.33, min **DeV8loPed-<300 ft, UndeVeloped <-500 ft Shallow Concentrated Flow 7 . Surface description 8. Flow Length, n 3 . Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 tus 12. T1=LJ3600V, hrs. 300 7032 7014 6 0.90 3.66 Paved 540 2.6 2 3.22 0 .05 ~ Channel 13. Cross sectional flow area, a (ft.i) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, tuft 17. Mannings n 18. V=1.49r"'s1n/n, 1Vs 19. Flow Length, L, ft 20. T,=LJ3600V, hrs. 121. Total Tc, hrs. Tlag = Town of Monument Stonnwater Master Plan 1.00 1 1 1.49 0 0.000 a.fl 'ii.156 Dirty Woman Creek - Developed Condition Subbasin Parameters Subbasin 0 18 .0.005S. 111:fuli.. 3.5 acres 153563 square feet Soil Type : B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow o o.o Forest o o.o Parks 0 0.0 Lawns 0 0 0 0 0 0 0 153563 0 0 0 0 Check Comp.' CN Overland Flow 0.0 Impervious 0.0 Grave! Road o.o SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 3.5 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 3.5 >2'WAMC2 97 AMC3 0.9 C10 1. Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevat!on, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87(1.1-C]D'0.5 / 5'0.33, min Developed <300 ft, Undeveloped< 500 ft Shallow Concentrate_d_ FJow i7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), tus 12. T1=LJ3600V, hrs. 500 7012 7000 2.4 0 .90 6.26 Paved 220 0.7 2 1.67 0.04 ~ Channel 13. Cross sectional flow area, a (fl1) 14. Wetted perimeter, Pw 15. Hydraul!c Radius, r-alpw, R 16. Channel slope, s, 17. Mannings n 18. v ~1.49r2'3s ,ri,n, tus 19. Flow Length, L, ft 20. T1=LJ3600V, hrs. 121. Total Tc, hrs. Tlal! = 1.00 1.49 0 0.000 0.14 m Subbasin 020 l).0043.SQU819.miles 2.8 acres 120178 square feet Soil Type : B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest o o.o Parks O 0.0 Lawns 34487 0.8 lmpeivious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 21ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 85691 2.0 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0 .0 Railroad Yartl Check 2.8 Comp. CN~7218 AMC2 97.57393 AMC3 0.9 C10 Overland-Flow 1. Flow Length, ft 2a. Beginning Elevalron, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87(1.1-CJD'0.5 / S'0.33, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. ft/s 12. T1=U3600V, hrs. Channel now 13. Cross secttonal flow area, a (ft ) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s'12/n, fl/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. I f lag ~ 13 of 40 110 7026.5 7020 5.909090909 0.90 2.18 Paved 1155 1.9 2 2.76 0.12 Channel 1 1 1.00 1 1 1.49 0 0.000 0.15 CU59 I I Subbasin 021 · .0.0049:iped < 500 ft Shallow Concentrated Flow 7. Surtace description Paved 8. Flow Lenglh, ft 1020 3. Watercourse slope, s% 1.7 10. kvalue 2 11. Average velocity, V (fig . 3-1 ft/s 2.61 12. T1=U3600V, hrs. 0.11 Channel flow Channel 13. Cross sectional flow area, a 1 14. Wetted perimeter, 1 15. Hydraulic Radius, r=atp ft 1.00 16. Channel slope, s, fVft 1 17. Mannings n 1 18. V=1 .49r"'s1n/n, ft/s 1.49 19, Flow Length, L, ft 0 20. T 1=U3600V, hrs. 0.000 121 . Total Tc, hrs. I 0.17 I flag= 0.10 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin D37 0.0026)q"\iai.unileij" 1.7 acres 72505 square feet Soil Type = B (input or CN Calculations Area (sf} Area (ac) Land Type 0 0 0 13973 10610 0 0 0 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 0.0 Parlw L Flow Lenglh, tr 2a. Beginning Elevatlon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value - 5. Tl= 1.87(1 .1-C]D'0.5/ S'0.33, min --oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentraled Flow 7. Surface description 8. Flow Lenglh, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T1=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft ) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s 112/n, IVs 19. Flow Lenglh, L. ft 20. T1=U3600V, hrs. 121. Total Tc, hrs. I I tiag = 275 6995 6990 1.818181818 0.61 12.54 Grassed Waterway 870 2.4 1.5 2.32 0.10 Channel 1 1 1.00 1 1 1.49 0 0.000 0.31 Cl19 I I Subbasin 047 "(j]jij30_ !l(IU8(8 mJles 1.9 acres 82785 square feet Soil Type = B (input or CN Calcu1atlons Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 40431 0 0 0 0 0 0 0 42354 0 0 0 Check Comp. CN 0.9 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 1.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 1.9 92.88386- AMC:2 96.95354 AMC3 0.823258 C10 Overland Flow - 1. Flow Length, 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 60 6990 6988 3. Watercourse Slope, percent 3.333333333 4. C10Value 0 .82 5. Ti= 1.8711.1-C)D'0.5 / 5 ' 0.33, min 2.69 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow - 7. Surface description Grassed Waterway 8. Flow Length, ft 840 3. Watercourse slope, s% 2.3 10. k value 1.5 11. Average velocity, V (fig. 3-1), ft/s 2 .27 12. T1=U3600V, hrs. 0 .10 Channel flow Channel 13. Cross sectional flow area, a (ft 2) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1 .49r2'3s 112/n, ft/s 1.49 19. Flow Length, L, ft 0 20. T1=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.15 I I T1ag = 0.09 - I 17 of 40 Subbasin 048 Soil Type= B CN Calculations Area (sf) Area (ac) Land Type 155024 0 0 51875 26204 22793 0 0 0 0 0 0 3.6 Pasture/Meadow 0 .0 Forest 0.0 Parlw 7. Surface description a. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity. V (fig. 3-1 !Us 12. T1=U3600V. hrs. Channel flow 13. Cross sectional flow area, a (ft ) 14. Welled perimeler, Pw 15. Hydraulic Radius, ft 16. Channel slope, s. ft/ft 17. Mannings n 18. V=1.49r"'s'"tn, !Us 19. Flow Length. L. ft 20. T,=U3600V. hrs. j21 . Total Tc, hrs. - I 'Flag= 130 6947 6944.5 1.923076923 0.39 12.17 Paved 531 2.7 2 3.29 0.04 Channel I 1.00 1.49 0 0.000 I 0.25 0.15 Ayres Associates April 2006 ---PAGE BREAK--- PEAKVIEW RIDGENALLEY RIDGE SUBDIVISION (NEW NAME: PASTIMES SUBDIVISION) Subbasin 053 Subbasin 054 Subbasin 055 JArea = o.u2S"., 1,9uare-mlles Area = uara miles Area = 0.0480 sguare_n,.Hes: us.ts acres 4 ,3 acres 30.7 acres 817603 square feet 187960 square feet Soil Type• B (lnpul or Soil Type • B (Input or CN Calculations CN Calculations Area (sf} Area (ac) Land Type Area (sf} Area (ac) Land Type 622713 0 0 0 0 0 0 0 14.3 PasturelMeadow 0.0 Forest 0.0 Parks 0.0 lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 1.9 SF Housing 3/ac 2.6 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0 0.0 Pasture/Meadow a 0,0 Forest o 0.0 Parks O 0.0 Lawns O 0.0 Impervious O 0.0 Gravel Road a o.o SF Housing 1/ac O 0.0 SF Housing '2/ac 0 0.0 SF Housing 3/ac 187960 4.3 SF Housing 4/ac O 0.0 MF Housing 8/ac O a.a Retail Commercial 1337780 square feet Soil Type • B (Input or CN Calculations Area (sf) Area (ac) Land Type n 4330 2.6 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 10990 0.3 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing '2/ac 0 0.0 SF Housing 3/ac 1212460 27.8 SF Housing 4/ ac 0 0.0 MF Housing 8/ac 0 0.0 Reta11 Commercial 82860 112030 0 0 0 0 0 0 0.0 Neighborflood Commercial 0.0 light lnduslrial o 0.0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0.0 Heavy Industrial 0 .0 Railroad Yard Check Comp. CN 18.8 61.74821 AMC2 78.65n2 AMC3 0.299457 C10 Overland Flow 1. Flow Lenglh-, 2a. Beginning Elevation, ft 2b. Ending Elevallon, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl = 1.87{1 .1-C)D'0.5 I S"0.33, min --oeV-eloJ)8d <30C}ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (ftg. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-afpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s112/n, ft/s 19. Flow Length, L. ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. Tlag = Town of Monument Stormwater Master Plan 255 6947 6906 16.07843137 0.30 9 .56 Paved 0 1 2 2.00 0.00 Channel 1360 220 6.18 0.009 0.06 7.94 1320 0.046 0.21 15:IT Dirty Woman Creek - Developed Condition Subbasin Parameters 0 0.0 Light Industrial 0 0.0 Heavy Industrial O 0.0 Railroad Yard Check 4 .3 comp:-c, -75 AMC2 88 AMC3 0.5 C10 Overland Flow 1. Flow Length, ft•• 2a. Beginning Elevalion, ft 2b. Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti= 1.87{1.1-C)D'0.5 I S"0.33, min uoeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8 . Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (ftg. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, fVft 17. Mannings n 18. V=1.49r2'3s 1r21n, tus 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. 121. Total Tc. hrs. I flag = - 181 6950 6946 2.209944751 0.50 11.62 Paved 635 9.4 2 6.13 0 .03 Channel 1 1 1.00 1 1 1.49 0 0.000 0.22 I 0.13 I 0 0.0 Light Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard Check 30.7 Comp. CN 73.73609 AMC2 87 .06482 AMC3 0.48192 C10 Overland Flow 1. Flow Length, ft"* 2a, Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87{1 .1-C)D'0.5 I s•0.33, min 0 Developed <300 ft. Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft ) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, fVfl 17. Mannings n 18. V=1.49r2'3s 1f2/n, ftfs 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Tota! Tc, hrs. I flag = 19of40 220 6945 6938 3.181818182 0.48 11.70 Paved 1925 1 2 2 .00 0 .27 Channel 1.00 1 1 1.49 0 0.000 I 0.46 0.28 Ayres Associates April 2006 ---PAGE BREAK--- Worksheet for Subbasin Hydrologic Parameters (Area, CN, Time of concentration) Project - Town of Monument Stormwater Master Plan MASTER PLAN CONDITION Data In Red has baoQ cli1111ged (rom Existing CondiUon lo reOoct Developed Coodtltions Railroad Swale System Subbasin 060 ~ = Soil Type ~a CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Par1ped <300 ft, Undeveloped < 500 ff Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o 10. k varue 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alp , ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'n/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. !21. Total Tc, hrs. TTar Town of Monument 165 6992 6989 1.818181818 0.75 6.90 Paved 400 2.4 2 3.10 0.04 Channel 1.00 1 1 1.49 0 0.000 rn 'li.ll!I Dirty Woman,.,_~reek - Developed Condition Subbasin Parameters D61 uara milai 1.4 acres 60698 square feet (input or CN Caflculations Area Area (ac) Land Type 0.0 Pasture/Meadow 0.0 Forest 0 0 60698 0 0 0 0 0 0 0 Check 0.0 Par1w Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 20 of 40 !Tli[= 300 6992.5 6986 2.166666667 0.77 8.40 Paved 520 1.6 2 2.53 0.06 Channel 1 1 1.00 1 1 1.49 0 0.000 0.20 li.f2' Subbasin 063 11:1,= O.OQ.: .cN 0.0 Railroad Yard 3.1 67.72166 AM<:2 82.94405 AMC3 0.354161 C10 Overland Flow 1. Flow Length. ft"' 2a. Beglnning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value Tl = 1.87(1.1-C]D'0.5 / S'0.33, min ··oeveloped <300 ft, Uiideveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V 3-1 IVs 12. T,=U3600V, hrs. Channel_OQ't{ 13. Cross sectional flow area, a {ft2) 14. Wetted perimeter, p. 15. Hydraulic Radius, r-afpw, n 16. Channel slope, s, ft/fl 17. Mannings n 18. V=1.49r"'s1n/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. j21. Totaitc, hrs. rTa]! = 250 6954 6942.5 4.6 0.35 13.33 G-rBssed Walerway 355 1.7 1.5 1.96 0.05 Channel 1.00 1.49 0 0.000 027 1i.'l"6 Subbasin 078 O.Cl029_sql/8J!I miles 1.9 acres 81064 square feet Soil Type= B (input or CN Calculations Area (sf) Area (ac) Land Type 34368 0.8 Pasture/Meadow o a.a Forest o 0.0 Parks 0 4478 0 0 0.0 Lawns 0.1 Impervious 0.0 Gravel Road a.a SF Housing 1/ac 1.0 SF Housing 2/ac a.a SF Housing 3/ac a.a SF Housing 4/ac a.a MF Housing 8/ac a.a Retail Commercial 42218 0 0 0 0 0 0 0 0 0.0 Netghborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial Check Comp.C 0.0 Railroad Yard 1.9 6 6.45919 'AMC2 81.95771 AMC3 0.337986 C10 Overland Flow 1. Flow Length, ft" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87(1.1-C]D'0.5 / S'0.33, min 0 Developed <300 ft, Undeveloped< 500 ft ShallPW Concentrated Flow 7. Surface 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V 3-1), IVs 12. T1=U3600V, hrs. ~hannelflow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter. p. 15. Hydraulic Radius, Falpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s1n/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. Tlag = 24 of 40 200 6951 5936.5 507.25 0.34 2.58 Grassed Waterway 470 1.8 1.5 2.01 0.06 Channel 1 1 1.00 1.49 0 0.000 o.T1 lT.lm' Subbasln 079 2.0 acres 88085 square feet Soil Type • B (input or CN Calculations Area (sf) Area (ac) Land Type 68344 1.6 Pasture/Meadow a 0.0 Forest o o.o Parks 0 0 0 0 0 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac a.a SF Housing 2/ac 0.5 SF Housing 3/ac 0.0 SF Housing 4/ac a.a MF Housing 8/ac 0.0 Retail Commercial 19741 0 0 0 0 0 0 0 0.0 Netghbortiood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard 2.0 ·s,;13758 AMC2 78.24113 AMC3 0.283617 C10 ..iand Flow 1. Flow Length, ft" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87(1.1-C]D'0.5 / S'0.33, min HDeveloped <300 ft, Undeveloped < 500 ft Sha11D'N Concentrated Flow 7. Surface description 8. Flow Length. ft 3. Watercourse sklpe, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13, Cross secUonal flow area, a (ft2) 14. Wetted perimeter, p. 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s1n/n, fUs 19. Flow Length, L. ft 20. T,=U3600V, hrs. i 21. Total Tc. hrs. TTaF 60 6939 6927 20 0.28 4.40 Grassed Waterway 1055 3.1 1.5 2.64 0.11 Channel 1.00 1 1 1.49 0 0.000 rn tr.TI Ayres Associales April 2006 ---PAGE BREAK--- Subbasfn 080 Subbasin 081 Area= 0.0082 !9uare miles 5.3 acres 229850 square feet Soil Type~ B (Input or SoHype . B (input or CN Calculations CN Calculations Area (sf) Area (ac) Land Type Area (sf) Area (ac) Land Type 35435 0.8 Pasture/Meadow 77953 1.8 Pasture/Meadow 0 0.0 Forest 0 0.0 Forest 53377 1.2 Parks 98961 2.3 Parks 0 0.0 Lawns 0 0.0 Lawns 55059 1.3 Impervious 0 0.0 Impervious 3681 0.1 Gravel Road 4866 0.1 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 2/ac 417401 9.6 SF Housing 3/ac 48070 1.1 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 SF Housing 4fac 0 0.0 MF Housing 8/ac 0 0.0 MF Housing 8/ac 0 0.0 Relail Commercial 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard 0 0.0 Railroad Yard Check 13.0 Check 5.3 Comp. CN 73.45705 "AMC2 Comp. CN 66~ C2 86.50289 AMC3 82 AMC3 0.432479 C10 0.31 C10 Overland Flow Overland Flow 1. Flow Length, ft 0 295 1. Flow Length, 265 2a. Beginning Elevation, ft 6938 2a. Beginning Elevation, ft 6932.5 2b. Ending Elevation, ft 6924 2b. Ending Elevation, ft 6926.5 3. Watercourse Slope, percent 4.745762712 3. Watercourse Slope, percent 2.264150943 4. C10Va1ue 0.43 4. C10Value 0.31 5. Tl= 1.87(1.1-CJ0'0.5 / S'0.33, min 12.82 5. Ti= 1.87(1.1-C)D'0.5 / 5'0.33, min 18.26 --oeveloped <300 ft, Undeveloped< 500 ft --oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow Shallow Concentrated Flow 7. Surface description Grassed Waterway 7. Surface description Grass Pasture 8. Flow length, ft 890 8. Flow Length, ft 355 3. Watercourse slope, s% 4.6 3. Watercourse slope, s% 10.8 10. k value 1.5 10. k value 0.7 11. Average velocity, V (fig. 3-1), ft/s 3.22 11. Average velocity, V(flg. 3-1), ft/s 2.30 12. T1=L/3600V, hrs. 0.08 12. T,=L/3600V, hrs. 0.04 Channel flow Channel Channel flow Channel 13. Cross sectional flow area, a (ft 2) 1 13. Cross sectional flow area, a (ft2) 1 14. Wetted perimeter, 1 14. Wetted perimeter, 1 15. Hydraulic Radius, r=afp.,.., ft 1.00 15. Hydraulic Radius, r-alpw, ft 1.00 16. Channel slope, s, fVft 1 16. Channel slope, s, fVft 1 17. Mannings n 1 17. Mannings n 1 18. V•1.49r"'s •ntn, ft/s 1.49 18. V=1.49r"'s1n/n, ft/s 1.49 19. Flow Length, L, ft 0 19. Flow Length, L. ft 0 20. T,•Ll3600V, hrs. 0.000 20. T1=L/3600V, hrs. 0.000 121. Total Tc, hrs. I 0.29 I 121 . Total Tc, hrs. I 0.35 iiag= ll.H I I l lag ~ rL~:n Town of Monument Dirty Woman Creek . Developed Condition Subbasln Parameters Subbasin 082 Area= 0.0154 $quare mnes· 9.9 acres 429495 square ieet Soil Type ~ e (Input or CN Calculalions Area (sij Area (ac) Land Type 0 0 .0 Pasture/Meadow 0 0 .0 Forest 232506 5 .3 Parks 0 0 .0 Lawns 10696 0.2 Impervious 16099 0.4 Gravel Road 0 0 .0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 170194 3.9 SF Housing 3/ac 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 9.9 Comp.CN 72~ C2 86 AMC3 0.37 C10 Qver1anQ F!Qw 1. Flow Length, ft 0 200 2a. Beginning Elevation, ft 6910 2b. Ending Elevalion, ft 6905 3. Watercourse Slope, percent 2.5 4. C10Value 0.37 5. Ti= 1.87[1.1...C]D"'0.5 / S"'0.33, min 14.20 --oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Grassed Waterway 8. Flow Length, ft 1050 3. Watercourse slope. s% 2.2 10. k value 1.5 11. Average velocity, V (fig. 3-1), ft/s 2.22 12. T.=Ll3600V, hrs. 0.13 Channel flow Channel 13. Cross sectional flow area. a (ft2) 1 14. Welled perimeter, Pw 1 15. Hydraulic Radius, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V•1.49r"'s'n/n, ft/s 1.49 19. Flow Length, L, ft 0 20. T1=L/3600V, hrs. 0.000 I 121. Total Tc, hrs. I ~,j7 I I I ilag = ll.~ I 25 of 40 Subbasin 083 Area= 0.0193 !9Uare miles 12.3 acres 537677 square feet Soil Type ~ 8 (input or CN Calculations Area (sr) Area (ac) Land Type 350046 8.0 Pasture/Meadow 157386 3.6 Forest 0 0.0 Parks 0 0.0 lawns 30245 0.7 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing '2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Relail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 12.3 Comp. CN 59 AMC2 77 AMC3 0.24 C10 Qyerland Flow 1. Flow Length, w· 300 2a. Beginning Elevation, ft 6887 2b. Ending Elevation, ft 6878 3. Watercourse Slope, percent 3 4 . C10Value 0.24 5. Tl= 1.87(1.1-C)D'0.5 / 5'0.33, min 19.32 ··oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated flow 7. Surface description Grassed Waterway 8. Flow Length, ft 0 3. Watercourse slope, s% 1 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 1.50 12. T1=L/3600V, hrs. 0.00 Channel flow Channel 13. Cross sectional flow area, a (ft 2) 500 14. Wetted perimeter, p 100 15. Hydraulic Radius, ft 5.00 16. Channel slope, s, fVft 0.021 17. Mannings n 0.08 18. V=1.49r"'s1n/n, ft/s 7.89 19. Flow Length, L, ft 920 20. T,•Ll3600V, hrs. 0.032 l21. Total Tc, hrs. I 0.35 I iiag = 6.21 Ayres Associates April 2006 ---PAGE BREAK--- Worksheet for Subbasin Hydrologlc Parameters (Area, CN, Time of concentration) Project- Town of Monument Stormwater Master Plan MASTER PLAN CONDITION 1-25 CORRIDOR SYSTEM Subbasln D-24 a!ll'miles_ 1.1 acres 49393 square feet Soil Type, B (input or CN Calculations Area (sf) Area (ac) Land Type 20199 0.5 Pasture/Meadow O 0.0 Forest O 0.0 Parks O 0.0 Lawns 0. 7 Impervious 0.0 Gravel Road 0.0 SF Housing 1 lac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 29 194 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard C heck Comp. Cl 1.1 ·82- AMC2 90 - AMC3 0.634186 C10 OverlincJ Flow 1. Flow Length, ft"" 2a. Beginning Elevatlon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87[1.1.CJD•0.5 / S'0.33, mir ••oeveloped <300 ft, Undeveloped <-500 ft ~t,allqw Concentrated Flow 7. Surface description B. Flow Length, ft 3. Watercourse slope, s% 10 . k value 11. Average velocity, V (fig. 3-1 IVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, p. 15. Hydraulic Radius, r-a/p., It 16. Channel slope, s, fVft 17. Mannings n 18. V=1 .49r2"s1~/n, ft/s 19. Flow Length. L, ft 20. T,=U3600V, hrs. f21. Total Tc, hrs. i'ia.9_ • Town of Monument 30 7071 7070.5 1.666666667 0.63 4.03 Grassed Waterway 950 1.4 1.5 1.77 0.15 Channel 1 1 1.00 1.49 0 0.000 Q.22 0.13 Woman Creek - Developed Condition Subbasin Parameters D.aJa in Red has bi?en cllanged from Exjsli)1g Condition to reflect Developed CondUUons Subbasin D-25 /vQ= J!.OOZ!l_l!IUll!!l...!!!i.l~. 1.9 acres 81463 square feet Soil Type , B (input or CN Calculations Area (sf) Area (ac) Land Type 4 5701 1.0 Pasture/Meadow 0 0.0 Forest o o.o Parks 0 0.0 Lawns 35762 0.8 Impervious O 0.0 Gravel Road 0 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac O 0.0 Retail Commercial O 0.0 Neighborhood Commercial O 0.0 Light Industrial 0.0 Heavy Industrial 0 .0 Railroad Yard Check 1.9 Comp. CN 76 AMC2 86 AMC3 0.54 C10 Overland Flow 1. Flow Length, ft- 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti = 1.87[1.1-CJD•o.5 / S'0.33, mir 0 Developed <300 ft, Undeveloped< 500 ft Shallow_Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T1• U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, p. 15. Hydraulic Radius, r-a/p., ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r2"s ,n,n, ft/s 19. Flow Length. L, ft 20. U3600V, hrs. 121 . Total Tc, hrs. ~ 135 7061 7057 2.962962963 0.54 8.57 Grassed Waterway 915 2.5 1.5 2.37 0.11 Channel 1 1 1.00 1.49 0 0.000 Q.25 Q.15 Subbasin D-26 .0.0048Jl(!L!8!Ullli. 3.1 acres 133662 square feet Soil Type : B (input or CN Calculations Area (sf) Area (ac) Land Type 40521 0.9 Pasture/Meadow 0 0.0 Forest O 0.0 Parks O 0.0 Lawns 2.1 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Houslng 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0 .0 Retail Commercial 9314 1 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp: CN 3.1 86 . - AMC2 92 AMC3 0.702946 C10 O_~e_rland Flow 1. Flow Length, ft 2a. Beginning Elevatlon, ft 2b. Ending Elevation, ft 3. Watercourse Sk>pe, percent 4. C10 Value 5. Ti = 1.87(1.1-CJD'0.5 / S'0.33, mlr Developed <300 ft, Undeveloped < 500 ft ~hallow Concentrated Fk>w 7. Surface descriptiOn-- 8. Flow Length, It 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), fVs 12. T,•U3600V, hrs. Channel flow 13. Cross sectional flow area. a (ff) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16 . Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2"s1n/n, ft/s 19. Flow Length, L, ft 20. T,•U3600V, hrs. 121. Total Tc, hrs. n a.9_ = 26 of Pages 40 7070 7069.5 1.25 0.70 4.36 Grassed Waten.vay 1640 2.1 1.5 2.17 0.21 Channel 1 1 1.00 1.49 0 0.000 0.28 0.17 Subbasln D-27 :o:oo:i_2~ u,1r!L1l!lles 2 .0 acres 88871 square feet Soil Type , B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest O 0.0 Parks 0 0.0 Lawns 14098 0 0 0 0 0 0 0.3 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0 .0 SF Housing 4/ac 0.0 MF Housing 8/ac 1.7 Retail Commercial 74773 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 2.0 Comp: 93· "AMC2 ·97 AMC3 0.90 C10 Overland Flow 1. Flow Length, tr· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 14. C10 Value 15. Ti= 1.87[1.1-CJD'0.5/ S'0.33, mir Developed <300 n, Undeveloped < 500 n Shc1!low Concentrated Fk,w 7. Surface description 8. Flow Length, It 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,•U3600V, hrs. Channel now 13. Cross sectional flow area, a (fr) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2"s1n/n, ft/s 19. Flow Length, L, ft 20. T,•U3600V, hrs. 121. Total Tc, hrs. Tia.9_ • 270 7042 7037 1.851851852 0.90 5.01 Paved 380 1.6 2 2.53 0.04 Channel 1.00 1 1 1.49 0 0.000 rn 0.08 Ayres Associates April 2006 ---PAGE BREAK--- Subbasln D-28 1. 1 acres 48743 square feet (input or Soll Type, B CN Calculations Area (sf) Area (ac) Land Type O 0.0 Pasture/Meadow O 0.0 Forest 0 0.0 Parlw 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value I 1. Average velocity, V (fig. 3-1 IVs 12_ T,=U3600V, hrs. Channel flow 1 13. Cross sectional flow area, a (ft') 14. Wetted perimeter, Pw 115. Hydraulic Radius, r-at~. ft 16. Channel slope, s, Mt 17. Mannings n 18. V=1.49r"'s'nln, IVs 19. Flow Lenglh, L, ft 20. T,=U3600V. hrs. 121. Total Tc, hrs. Tia11_ = 27 of Pages 185 7017 6993 12.97297297 0.67 4.72 Grassed Waterway 855 3 1.5 2.60 0.09 Channel 1.00 1 1.49 0 0.000 0.17 a.To Subbasin D-31 ll.l)j)97J;Ql@l'.!!.!llll8S_ 6.2 acres 269346 square feet Soil Type , B (input or CN Calculations Area (sf) Area (ac) Land Type 123356 2.8 Pasture/Meadow O 0.0 Forest O 0.0 Parl.026fillq_l!Wll!l!l!: 16.9 acres 735439 square feet Soil Type • B (Input or CN Calculations Area (sf) Area (ac) Land Type 660702 15.2 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 1.7 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 74737 0 0 0 0 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check [Comp: CN 16.9 62 . AMC2 78 AMC3 0.316054 C10 Overland Flow Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. TI = 1.87[1.1-C]D'0.5 / S'0.33, mir -oevelopedw - - 1. Flow Length, tr· 180 2a. Beginning Elevation, ft 7014.3 2b. Ending Elevation, ft 7008 3. Watercourse Slope, percent 3.5 4. C10 Value 0.41 5. Ti = 1.87(1.1-C)D'0.5 I 5"0.33, min 11.47 ""DeveJoped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Grassed Waterway 8. Flow Length, ft 510 3. Watercourse slope, s% 1.6 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 1.90 12. T,=U3600V, hrs. 0.07 Channel flow Channel 13. Cross sectional flow area, a (ft 2} 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius. r=alp ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s1n/n, ft/s 1.49 19. Flow Length. L. ft 0 20. T,=U3600V, hrs. 0.000 j21. Total Tc, hrs. I 0.27 I - I t1ag = 0.16 I of 40 Subbasin M 12 Area= 0.0024 .!!9U818 mikii 1.5 acres 65658 square feet Soil Type B (Input or CN Calculations Area (sD Area (ac) Land Type 59087 1.4 PasturefMeadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 0 0.0 Impervious 6571 0 .2 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy lnduslrial 0 0.0 Railroad Yard Check 1.5 Comp. CN 61 AMC2 77.80143 AMC3 0.305044 C10 - Overland flow 1. Flow Length, tt·· 260 2a. Beginning Elevation, ft 7008.5 2b. Ending Elevation, ft 7004 3. Watercourse Slope, percent 1.730769231 4. C 10Va1ue 0.31 5. Ti= 1.87(1.1-C)D'0.5 I 5"0.33. min 20.00 -oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 325 3. Watercourse slope, s% 2.2 10. k value 2 11 , Average velocity, V (ftg. 3-1), fVs 2.97 12. T,=U3600V. hrs. 0.03 Channel flow Channel 13. Cross sectional flow area, a (ft ) 14. Wetted perimeter, Pw 1 15. Hydraul!c Radius, r-alp ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s1n/n, fUs 1.49 19. Flow Length, L, ft 0 20. T1=U3600V, hrs. 0.000 121. Total Tc, hrs. I 1i.36 I flag= 0.22 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M13 118t8j'iiiles: 64052 square feet Soll Type= B (Input or CN Calculalions Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 13329 0.3 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac 70723 1.6 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Relail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial O 0.0 Heavy Industrial O 0.0 Railroad Yard Check 1.9 Comp. c ~ - AMCi 90 AMC3 0.563432 C10 Ov_erland_~low 1. Flow Length, ft"" 2a. Beginning Etevatlon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 14. C10 Value 5. Tl = 1 .87{1 .1-C]D•0.5 / S"0.33, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse stope, s% 10. k value 11. Average velocity, V (fig. 3-1), ff/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a 14. Wetted perimeter, Pw 15, Hydraulic Radius, r=alp , ft 16. Channel slope, s, tuft 17. Mannings n 16. V=1.49r2'3s112/n, tus 19. Flow Length, L, ft 20. T,=U3600V, hrs. f21. Total Tc, hrs. TTag_ = Town of Monument Stormwater Master Plan 170 7006.5 7001 3.235294118 0.56 8.88 Grassed Waterway 310 2.3 1.5 2.27 0.04 Channel 1 1.00 1.49 0 0.000 ITT"§ rn Monument Creek Tributary- Developed Condition Subbasin Parameters Subbasin M14 ~ _O,l!.03LOQuara"mllo!o: 2.0 acres 86840 square feel (input or Soil Type::: B CN Cak:u!atlons Area (sf) Area {ac) Land Type O 0.0 Pasture/Meadow o 0.0 Forest O o.o Parks 0 0.0 Lawns 0 0.0 Impervious 4178 0.1 Gravel Road O 0.0 SF Housing 1/ac 82662 1.9 SF Housing 2/ac O 0.0 SF Housing 3/ac 0 0.0 SF Housing 4/ac o 0.0 MF Housing 8/ac O 0.0 Retail Commercial O 0.0 Neighborhood Commerc!al 0 0.0 Light Industrial O 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 2.0 Comp. CN 7-1 AMC2 85 AMC3 0.37165 C10 Overfand Flow 1. Flow Length, ft"" 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87{1.1-C]D"0.5 / S"0.33, min 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ff/s 12. T,=U3600V, hrs. ~ 13. Cross sectional flow area, a 14. Welted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, tuft 17. Mannings n 16. V=1.49r2'3s 112/n, ft/s 19. Flow Length, L, ft 20. T,=U3600V, hrs. i21 . Total Tc. hrs. TTall.= 145 7001 6996 3.448275862 0.37 10.90 Paved 340 2.1 2 2.90 0.03 Channel 1 1.00 1.49 0 0.000 0.21 rn Subbasin M15 2.3 acres 101946 square feet Soil Type = B (input or ·c CN Calculations Area (sf) Area {ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest 0 0.0 Parks 0 0.0 lawns 17106 0 0 0 0.4 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 1.9 SF Housing 3Jac 0 .0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 84840 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Ugh! Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check 2.3 Comp.CN 76 AMC2 88 AMC3 0.483897 C10 dverfand Flow 1. Flow Length, fr 2a. Beginning Elevation, ft 2b. Ending ElevaUon, ft 3, Watercourse Slope, percent 4. C10 Value 5. n = 1.87[1.1-C]o•o.51 S"0.33, min Developed <300 ft. Undeveloped < 500 tt Shallow Concentrated Flow 7. Surface description 8. Flow Length. ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 ff/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft 2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, tuft 17. Mannings n 18. V=1.49r2'3s 112/n, fVs 19. Flow Length, L, ft 20. T,=U3600V, hrs. )21. Total Tc, hrs. TTa.9.= 33 of 40 225 7000 6991 4 0.48 10.94 Grassed Waterway 355 1.5 1.5 1.84 0.05 Channel 1.00 1.49 0 0.000 0.24 rn Subbasin M16 Jf0028.!9U8nl_mllei: 1.8 acres 78472 square feet Soil Type= B (Input or CN Calculations Area (sf) Area (ac) Land Type O o.o Pasture/Meadow 0 0.0 Forest 0 0 7861 0 0 0 0 0 0 0 0.0 Parks 0.0 Lawns 0.2 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Relail Commercial 70611 0 0 0 1.6 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp. CN 1.8 89 AMC2 95 AMC3 0.765026 C10 Overland How 11. Flow Length, ft !2a. Beginning Elevalion, ft 12b. Ending Elevatlon, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87{U-CJD"°'5_/§'0}3, min · ·oeveloped <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (f,g. 3-1), ff/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s112/n, fVs 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. TTall. = 265 6990 6983.75 2.358490566 0.77 7.68 Paved 140 1.4 2 2.37 0.02 Channel 1 1.00 1.49 0 0.000 0.14 M9 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M17 l\lll!l.!Dlln 0.8 acres 36736 square reet (Input or Soll Type : 8 CN Calculations Area (sQ Area (ac) Land Type 8600 0.2 Pasture/Meadow O 0.0 Forest O 0.0 Parks O 0.0 Lawns 0 0.0 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2Jac O 0.0 SF Housing 3/ac a 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0,0 Neighborhood Commercial 28136 0.6 Light Industrial 0 0.0 Heavy Industrial o o.o Railroad Yard Check 0 .8 Comp.CN 8 91- AMC3 0.594654 C10 Over1and Flow - 1. Flow Length. tt·· 150 2a. Elevation, ft 7018 2b. Ending Elevation, ft 7013 3. Watercourse Slope, percent 3.333333333 4. C10Value 0.59 5. Ti= 1.87(1.1-CJD•0.5 / S"0.33, min 7.78 --Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow Surface description Grassed Waterway 8, Flow Length, ft 255 3. Watercourse slope, s% 1.6 10. k value 1.5 11. Average velocity, V (fig. 3-1 ft/s 1.90 12. T1=U3600V, hrs. 0 .04 ~ Channel 13. Cross sectional flow area, a (ft 2 ) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r-alpw, ft 1.00 16. Channel slope. s. fl/ft 1 17. Mannings n 1 18. V=1.49r"'s1n/n, 11/s 1.49 19. Fklw Length, L, ft 0 20. T1=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.17 t1ag= i5.i i5 Town or Monument Stonnwater Master Plan I I Subbasin M18 Area= O.Q!!!l!Uquara milei" 0.6 acres 24499 square feet (Input or Soll Type: B CN Calculatlons Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forest 0 0.0 Parks O 0.0 Lawns 10627 0.2 Impervious 0 0.0 Gravel Road O 0.0 SF Housing 1/ac O 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 13872 0.3 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Ught Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 0.6 Comp. CN 85 w AMC2 93 AMC3 0.673509 C10 Overland Flow 1. Flow Length, ft"" 215 2a. Beginning Elevation, ft 7012.5 2b. Ending Elevation, ft 7006.2 3. Watercourse Slope, percent 2.930232558 4. C10Value 0.67 5. TI= 1.87[1.1-CJD•0.5 / s •o.33. min 8.20 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7, Surface description Grassed Walerway 8. Flow Length, tt 270 3, Watercourse slope, s% 1.7 10. k value 1.5 11 . Average velocity, V (fig. 3-1 ft/s 1.96 12. T1=U3600V, hrs. 0.04 Channel flow Channel 13. Cross sectional flow area, a {ft~) 1 14. Wetted perimeter, Pw 1 15. Hydraulic Radius, r=alpw, ft 1.00 16. Channel slope, s, ft/ft 1 17. Mannings n 1 18. V=1.49r"'s'n/n, 11/s 1.49 19. Flow Length, L, ft 0 20. T1=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.18 I Tlag = 0.11 Monument Tributary- Developed Condflion Subbasin Parameters I I Subbasin M19 J)J!Ol_6..!![U_l(8 _mlleS: 1.0 acres 44679 square feet (Input or Soll Type: B CN Calculations Area (sf} Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest O 0.0 Parks 0 0.0 Lawns O o.o Impervious 0 0.0 Gravel Road O 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 44679 1.0 SF Housing 3Jac O 0.0 SF Housing 4/ac O 0.0 MF Housing 8/ac 0 0.0 Retail Commercial O 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial o o.o Railroad Yard Check Comp: CN Overland Flow 72 86 0.4 1.0 1. Flow Length, tr· AMC2 AMC3 C10 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Ti= 1.87(1.1-CJDA0.5 / 511.0.33, min 0 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surtace description 8. Flow Length. ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T1=U3600V. hrs. Channel flow 13. Cross sectional flow area, a (ft 2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=atp ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s'ntn. 11/s 19. Flow Length. L. tt 20. T1=U3600V, hrs. )21. Total Tc, hrs. I Tia§!= 34 of 40 185 7012.9 7007.75 2.783783784 0.40 12.70 Paved 280 2.4 2 3.10 0.03 Channel 1 1 1.00 1 1 1.49 0 0.000 I 0 .24 0.14 Subbasin M20 ~11= .0:0008.!9UBii°".riiJles. 0.5 acres 22803 square feet Soil Type= B (input or CN Calculations Area (sf} Area (ac) Land Type 0 0.0 Pasture/Meadow O 0.0 Forast 0 0 0.0 Parks 0.0 Lawns 0.1 Impervious 0.0 Gravel Road 4973 0 0 0 17830 0 0 0 0 0 0 0 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.4 SF Housing 3,lac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 0.0 Heavy Industrial 0.0 Railroad Yard ChAr..k 0.5 =c-om_ 7~8 AMC2 89 AMC3 0.509043 C 10 Overfana Flow Flow Length, ft 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10Value 5. Tl= 1.87(1.1-CJD"0.5 I s •o.JJ, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length. tt 3. Watercourse slope, so/o 10. k value 11. Average velocity, V (fog. 3-1). !Us 12. T1=U3600V, hrs. Channel f1CM1 13, Cross sectional flow area, a (ft.i.) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r"'s 1n/n, !Us 19. Flow Length, L. ft 20. T1=U3600V. hrs. 121. Total Tc, hrs. 'tl'ail.= 50 7004 7003 2 0.51 6.22 Paved 130 1.5 2 2.45 0.01 Channel 1.00 1 1 1.49 0 0.000 lf.12 'ii.67 Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M21 Subbasin M22 uaremlkt• 0-:-0950_ 67407 square feet 138989 square feel Soil Type =B (Input or Soil Type= B (input or CN Calculations CN Calculations Area (sf) Area (ac) Land Type Area (sf) Area (ac) Land Type 21019 0.5 Pasture/Meadow 59067 1.4 Pasture/Meadow 0 0.0 Forest 0 0.0 Forest 0 0.0 Parks 0 0.0 Parks 0 0.0 Lawns 0 0.0 Lawns 0 0.0 Impervious 0 0.0 Impervious 0 0.0 Gravel Road 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 2/ac 0 0.0 SF Housing 3/ac 0 0.0 SF Housing 3/ac 46388 1.1 SF Housing 4/ac 79922 1.8 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Heavy lndustrlal 0 0.0 Railroad Yard 0 0.0 Railroad Yard Check 1.5 Check 3.2 Comp, CN 69.6_!1902 AM~ - Comp. CN 67.n541 AMC2 84.25813 AMC3 82.90029 AMC3 0.422044 C10 0.393756 C10 Overland Flow Overland Flow 1. Flow Length, ft 130 1. Flow Length, w· 285 2a. Beginning Elevation, ft 7002 2a. Beginning Elevation, ft 7016 2b. Ending Elevation, ft 6992 2b. Ending Elevation, ft 7009 3. Watercourse Slope, percent 7.692307692 3. Watercourse Slope, percent 2.456140351 4. C 10 Value 0.42 4 . C10 Value 0.39 5. Tl= 1.87(1.1-CJD•0.5 / s•o.33, min 7.37 5. Ti= 1.87(1. 1-CJD•0.5 / s•0.33, min 16.57 ··oeveloped <300 ft, Undeveloped < 500 ft uoeveloped <300 ft, Undevek>ped < 500 ft Shallow Concentrated Flow Shallow Concentrated Flow 7. Surface description Grassed Waterway 7. Surface description Grassed Waterway 8. Flow Length, ft 315 8 . Flow length, ft 430 3. Watercourse slope, so/o 1.3 3. Watercourse slope, s% 1.7 10. k value 1.5 10. k value 1,5 11, Average velocity, V (f,g. 3-1), ft/s 1.71 11 . Average velocity, V (fig. 3-1), ft/s 1.96 12. T,=U3600V, hrs. 0.05 12. T,=U3600V, hrs. 0.06 Channel flow Channel Channel now Channel 13. Cross sectional flow area, a (ft ) 1 13. C ross sectional flow area, a (fl ) 1 14. Welted perimeter, Pw 1 14 . Wetted perimeter, Pw , 15. Hydraulic Radius, r=afpw, ft 1.00 15. Hydraulic Radfus, r=afpw, ft 1.00 16. Channel slope, s, ft/ft 1 16. Channel slope, s, ft/ft 1 17. Mannings n 1 17. Mannings n 1 18. V=1.49r2'3s1r.z/n, ft/s 1.49 18. V=1 .49r"'s101n, ft/s 1.49 19. Flow l ength, L, ft 0 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 20. T,=U3600V, hrs. 0.000 121. Total Tc, hrs. I 0.17 I j21 . Total Tc, hrs. I 0.34 f1al!.= 0.10 I I Tlag = 0 .20 Town of Monument Stormwater Master Plan Monument Creek Tributary- Developed Condition Subbasin Parameters Subbasin M23 :o:oo~ uara.l!lllii: 2.2 acres 95906 square feet Soil Type = B (input or CN Calculations Area (sf) Area (ac) land Type 0 0.0 Pasture/Meadow 0 a.a Forest 0 o.o Parks 0 0.0 Lawns 9736 0.2 Impervious 4282 0.1 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing Vac 8 1888 1.9 SF Housing 3/ac 0 0.0 SF Housing 4/ac 0 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 2.2 Comp. CN 7Jj.21984 AMC2 87 .67689 AMC3 0.468617 C10 Overland Flow 1. Flow Length, tr· 185 2a. Beginning Elevation, ft 7007 2b. Ending Elevation, ft 7003 3. Watercourse Slope, percent 2.162162162 4. C10 Value 0.47 5. Ti= 1.87(1. 1-C)D•0.5 / min 12.45 Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description Paved 8. Flow Length, ft 310 3. Watercourse sk>pe, s% 1.9 10. k value 2 11. Average velocity, V (fig. 3-1), ft/s 2.76 12. T,=U3600V, hrs. 0.03 Channel now Channel 13. Cross sectional flow area, a.{ft ) , 14. Welted perimeter, Pw 1 15. Hydraulic Radius, r=alpw, ft 1.00 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1 .49r"'s 1•1n, ft/s 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0 .000 I j 21 . Total Tc, hrs. I 0 .24 I I Tiag= 0.14 35 of 40 Subbasin M24 ~.ticlmm!!'l! 1.5 acres 63564 square feet (Input or Soil Type ~ s C N Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture!Meadow 0 0.0 Forest 0 0.0 Parks 0 6362 0 0 0 0.0 lawns 0.1 Impervious 0 .0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 1.3 SF Housing 3Jac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 57202 0 0 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Light Industrial Check Comp.CN 0.0 Heavy Industrial o.o Railroad Yarn 1.5 74.60229 AMC2 87.30115 AMC3 0.450044 C10 Overland-Flow 1. Flow Length, tr 2a. Beginning Elevation, ft 2b. Ending Elevatlon, ft 3. Watercourse Slope, percent 4. C10 Value 5. Tl= 1.87{1. 1-C)D•0.5 I min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow -210 7005 7000 2,380952381 0 .45 13.23 7. Surface description GraSsed Waterway 8. Flow Length, ft 270 3. Watercourse slope, s% 1.9 10. k value 1.5 11. Average velocity, V (fog. 3-1), ft/s 2.07 12. T,=U3600V, hrs. 0.04 Channel flow Channel 13. Cross sectional flow area, a (ft 2) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=alpw, ft 1.00 16. Channel slope, s, fUft 1 17. Mannings n 1 18. V=1.49r"'s1•1n, ft/s 1.49 19. Flow Length, L, ft 0 20. T,=U3600V, hrs. 0.000 121. Total Tc, hrs. j 0.26 T1ag = 6.1:> Ayres Associates April 2006 ---PAGE BREAK--- Subbasln M25 0.5 acres 23122 square feet (input or Soil Type =B CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks O 0.0 Lawns O 0.0 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac O 0.0 SF Housing 2Jac 23122 0.5 SF Housing 3/ac 0 0.0 SF Housing 4/ac O 0 .0 MF Housing 8/ac 0 0.0 Retail Commercial Subbasln M26 Aria= miles: 1.8 acres 79950 square feet Soll Type= B (input or CN Calculations Area (sf) Area (ac) Land Type 21408 0.5 Pasture/Meadow a a.a Forest o o.o Parks 0 0.0 Lawns 5146 0.1 Impervious 0 0.0 Gravel Road O 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac 53396 1.2 SF Housing 3/ac 0 0.0 SF Housing 4/ac o 0.0 MF Housing 8/ac 0 0.0 Retail Commercial 0 0.0 Neighborhood Commercial O 0.0 Neighborhood Commercial 0 0.0 Ught Industrial 0 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Heavy Industrial o 0.0 Railroad Yard 0 0.0 Railroad Yard Check 0.5 Check 1.8 Comp. CN 72 AMC2 86 AMC3 0.4 C10 Comp. CN 69.92475 AMC2 84. 15907 AMC3 0.392018 C10 Over1and Flow - Overland Flow 1. Flow Length, ft 60 1. Flow Length, ft 0 2a. Beginning Elevation, ft 7000 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 6998 2b. Ending Elevation, ft 3. Watercourse Slope, percent 3.333333333 3. Watercourse Slope, percent 4. C10 Value 0.40 4. C10 Value 5. TI = 1.87(1 .1-CJ0•0.5 I S'0.33. m;n 6.81 5. Ti= 1.87[1 .1-CJD"0.5 I S"0.33, min ""Developed <300 fl, Undeveloped < 500 ft ""Developed <300 fl, Undeveloped < 500 ft Shallow Concentrated Flow Shallow Concentrated Flow 7. Surface description Paved 7. Surface description 8. Flow Length, ft 235 8. Flow Lenglh, ft 3. Watercourse sk>pe, s% 2.1 3. Watercourse slope, so/o 10. k value 2 10. k value 11. Average velocity, V (fig. 3-1), fVs 2.90 11. Average velocity, V (ftg. ft/s 12. T1=L/3600V, hrs. 0.02 12. T1=U3600V, hrs. ~ Channel Channel flow 13. Cross sectional flow area, a (ft ) 1 13. Cross sectional flow area, a (ft") 14. Wetted perimeter, Pw 1 14. Wetted perimeter, Pw 15. Hydraulic Radius, 1-alpw, ft 1.00 15. Hydraulic Radius, r=alpw, ft 16. Channel slope , s, ft/ft 1 16. Channel slope, s, 17. Mannings n 1 17. Mannings n 18. V=1 .49r2"s' 0 rn. tus 1.49 18. V=1.49r2"s101n. tus 19. Flow Length, L, ft a 19. Flow Length. L, ft 20. T 1=U3600V, hrs. 0.000 20. T1=U3600V, hrs. 121 . Total Tc, hrs. I 0.14 I 121 . Total Tc, hrs. Tlai= 0.08 I - I T1ag = - Town or Monument Stormwater Master Plan Monument (;re_ek Tributary~ Developed Condition Subbasin Parameters 225 6998.5 6991.5 3. 111111111 0.39 13.66 Paved 175 1.2 2 2.19 0.02 Channel 1 1 1.00 1 1 1.49 a 0.000 I 0.25 0.15 Subbasin M27 TO MONUMENT LAKE Subbasin M30 = "!:ija = 0.0053~ u&f8Jlll'" 4.5 acres 3.4 acres 196763 square feet Soil Type = B (Input or Soll Type • B 148518 square feet (input or CN Calculations CN Ca~ulations Area (sf) Area (ac) Land Type Area (sf) Area (ac) Land Type 20790 a a a a 5813 a a 0 a a a 0.5 Pasture/Meadow 73329 1.7 Pasture/Meadow 0.0 Forest O 0.0 Forest 0.0 Parks O 0.0 Parks 0.0 Lawns O 0.0 Lawns 0.0 Impervious o a.a Impervious 0.1 Gravel Road O 0.0 Gravel Road 0.0 SF Housing 1/ac O 0.0 SF Housing 1/ac a.a SF Housing 2/ac a a.a SF Housing 2/ac 0.0 SF Housing 3/ac O 0.0 SF Housing 3/ac a.a SF Housing 4/ac a a.a SF Housing 4/ac 0.0 MF Housing 8/ac O 0.0 MF Housing 8/ac 0.0 Retail Commercial O 0.0 Retail Commercial 170160 a a 0 3.9 Neighborhood Commercial 75189 1.7 Neighborhood Commercial a.a Light Industrial a a.a Light Industrial 0.0 Heavy Industrial O 0.0 Heavy Industrial 0.0 Railroad Yard O 0.0 Railroad Yard 4.5 Check 3.4 84.74157 AMC2 Comp. CN B -18786 AMC2 92.96291 AMC3 85.61898 AMC3 0.698647 C10 0.503131 C10 _Qy_er1an_d_f _lo~ 1. Flow Length, ft 2a. Beginning ElevaUon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C10 Value 5. Ti.,. 1.87(1 .1-CJD"0.5 I 511.0.33, min ""Developed <300 tt, Undeveloped < 500 ft Shallow Concentrated Flow 7 . Surface description 8. Flow Lenglh, ft 3. Watercourse slope, so/o 10. k value 11. Average velocity, V (fig. 3-1), fVs 12. T,=U3600V, hrs. ~ 13. Cross sectional flow area, a cW> 14. Wetted perimeter, 15. Hydraulic Radius, ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2"s'0rn. tus 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc. hrs. = 36 of 40 300 6985 6978.2 2.266666667 0.70 9.92 Paved 320 3.3 2 3.63 0.02 Channel 1.00 1 1 1.49 a 0.000 rn li.TI Overland· Flow 1. Flow Length, ft 2a. Beginning ElevaUon. ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C 10Value Ti = 1.87(1 .1-C)D" 0.5 I 5"0.33, min ' "Developed <300 ft, Undeveloped < 500 tt Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3 . Watercourse slope, s% 10. k value 11 . Average velocity, V (fig. 3-1), ft/s 12. T1=U3600V, hrs. ~ 13. Cross sectional flow area, a (fe ) 14. Wetted perimeter, Pw 15. HydrauHc Radius, r=alpw, ft 16. Channel slope, s, fVft 17. Mannings n 1 B. V=1 .49r2"s '01n, tus 19. Flow Length, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. = 25 6995 6989.75 21 0.50 2.04 Grassed Waterway 1160 1.6 1.5 1.90 0.17 Channel 1 1 1.00 1 1 1.49 a 0.000 rn rn Ayres Associates April 2006 ---PAGE BREAK--- Subbasin M31 g.o21?-1Su•m-ro11!ii 13.6 acres 593524 square feet Soil Type= B (input or CN Calculations Area (sf) Area (ac) Land Type 0 0.0 Pasture/Meadow 0 0.0 Forest 127424 2.9 Parks O 0.0 Lawns 19850 0.5 Impervious 0 0.0 Gravel Road 0 0.0 SF Housing 1/ac 0 0.0 SF Housing 2/ac O 0.0 SF Housing 3/ac 223125 5.1 SF Housing 4/ac 223125 5,1 MF Housing 8/ac O 0.0 Retail Commercial 0 0.0 Neighborhood Commercial O 0.0 Light Industrial 0 0.0 Heavy Industrial 0 0.0 Railroad Yard Check 13.6 Comp. CN ' 78.2404 • AMC2 89.76472 AMC3 0.508033 C10 Overland Flow 1. Flow Length, w· 2a. Beginning ElevaUon, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4 . C10 Value 5. Ti= 1.87(1.1-C]D,.,0.5 / S"0.33, min uoeveloped <300 ft, Linde\leloped < ·soo ft Shallow Concenlraled Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1 fVs 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (ft~} 14. Wetted perimeter, Pw 15. Hydraulic Radius, r-alpw, ft 16. Channel slope, s, Wft 17. Mannings n 18. V=1.49r"'s"'ln, IVs 19. Flow Length, L, ft 20. T1=U3600V, hrs. 121 . Total Tc, hrs. Tlar Town of Monument Stormwater Master Plan 185 6972.4 6959 7.243243243 0.51 7.83 G1assed Waterway 755 5,6 1.5 3.55 0.06 Channel 1 1 1.00 1.49 0 0.000 rn o.'i'i Monument Creek Tributary- Developed Condition Subbasin Parameters MONUMENT CREEK SYSTEM Subbasin M35 JfOP4_~ Soil Type= B CN Calcufatlons Area (sf) Area {ac) Land Type 110317 2.5 Pasture/Meadow 0 0.0 Forest 0 0.0 Parks 0 0.0 Lawns 14116 0.3 Impervious 0 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing '2/ac 0.0 SF Housing 3/ac 0.0 SF Housing 4/ac 0.0 MF Housing 8/ac 0.0 Retail Commercial 0.0 Neighborhood Commercial 0.0 Light Industrial 0.0 Heavy Industrial 0.0 Railroad Yard Check Comp. C 2.9 62.537r AMC2 78.60918 AMC3 0.323738 C10 Overland Flow 1. Flow Length, tr 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4. C 10 Value 5. TI= 1.87(1.1-C]D•0.5 I 5'0.33, min --oeveloped <300 ft, Undeveloped< 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, s% 10. k value 11. Average velocity, V (fig. 3-1), ft/s 12. T,=U3600V, hrs. Channel flow 13. Cross sectional flow area, a (flt) 14. Wetted perimeter, Pw 15. Hydraulic Radius, r=a/pw, ft 16. Channel slope, s. Wft 17. Mannings n 18. V=1 .49r"'s 1• 1n, IVs 19. Flow Length, L, ft 20. T1=L/3600V, hrs. 121 . Total Tc, hrs. Tlag = 205 6968 6958 4.87804878 0.32 12.32 Grassed Waterway 500 2.3 1.5 2.27 0.06 Channel 1.00 1.49 0 0.000 0.27 o.i'6 Subbasin M36 .M2&5.J!9uare m11 16.9 acres 738234 square feet Soil Type = B (input ~a · or ·c · ) CN Calculations Area (sf) Area (ac) Land Type 0 0 73634 0 0 0 0 0 0 0.0 Pasture/Meadow 0.0 Forest 1.7 Parks 0.0 Lawns 0.0 Impervious 0.0 Gravel Road 0.0 SF Housing 1/ac 0.0 SF Housing 2/ac 0.0 SF Housing 3/ac 10.4 SF Housing 4/ac 4 .8 MF Housing 6/ac 0.0 Retail Commercial 454900 209700 0 0 0 0 0 0.0 Neighborhood Commercial 0.0 Ught Industrial 0.0 Heavy Industrial 0 .0 Railroad Yard Check Comp. CN 16.9 7I,24h, AMC2 89.30536 AMC3 0.508457 C10 Overland Flow 1. Flow Length, w· 2a. Beginning Elevation, ft 2b. Ending Elevation, ft 3. Watercourse Slope, percent 4 . C10 Va!ue 5. Tl = 1.8711 .1-CJD'0.5 1 s•o.33, min Developed <300 ft, Undeveloped < 500 ft Shallow Concentrated Flow 7. Surface description 8. Flow Length, ft 3. Watercourse slope, so/o 10. k value 11. Average velocity, V (fig. 3-1 ft/s 12. T,=U3600V, hrs. ~ 13. Cross sectional flow area, a (fti) 14. Wetted perimeter, Pw 15. Hydraulic Radius, Falp.,.., ft 16. Channel slope, s, ft/ft 17. Mannings n 18. V=1.49r2'3s112/n, ft/s 19. Flow Lenglh, L, ft 20. T,=U3600V, hrs. 121. Total Tc, hrs. 'Tla_11_= 37 of 40 300 6953 6946 2.333333333 0.51 14.49 Paved 1130 1.1 2 2.10 0.15 Channel 1 1 1.00 1.49 0 0.000 0.39 rn Subbasin M37 :o: