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engineering CIVAS civil engineering solutions 10056 Brisbane Lane Littleton Colorado 80130 [PHONE REDACTED] civas−eng.com MONUMENT MARKETPLACE NORTH, FILING NO. 1A, LOT 4A MONUMENT, COLORADO FINAL DRAINAGE REPORT Prepared for: MAH Architectural Group 1385 S Colorado Blvd., Penthouse Denver, Colorado 80222 phone: (303) 778-0608 Prepared by: CIVAS Engineering, LLC 10056 Brisbane Lane Littleton, Colorado 80130 phone: (720) 240-5882 Revised May 15, 2024 November 7, 2023 Project No. 23-315 ---PAGE BREAK--- I. ENGINEER’S STATEMENT: The attached drainage plan and report were prepared under my direction and supervision and are correct to the best of my knowledge and belief. Said drainage report has been prepared according to the criteria established by the City/County for drainage reports and said report is in conformity with the master plan of the drainage basin. I accept responsibility for any liability caused by any negligent acts, errors, or omissions on my part in preparing this report. Steven M. Strickling, P.E. Colorado Number 31237 For and On Behalf of CIVAS Engineering, LLC II. DEVELOPER’S STATEMENT: I, the developer, have read and will comply with all of the requirements specified in this drainage report and plan. . 6/26/2024 ---PAGE BREAK--- 2 INTRODUCTION This report represents a Final Drainage Report for Monument Marketplace North, Filing No. 1A, Lot 4A, and was prepared in accordance the El Paso County Drainage Criteria Manual (DCM) and satisfies the Town of Monument submittal requirements. This report was also prepared using portions of the City of Colorado Springs DCM, latest editions. This report addresses post-development storm peak runoff rates for the 5-year and 100-year storm events. Stormwater detention and water quality is provided for the project by an existing regional facility located west of the subject property on the west side of Cinematic Drive. PROPERTY LOCATION AND DESCRIPTION Lot 4A, Monument Marketplace Filing No. 1A is part of the Monument Marketplace North PD Site Plan, a which is an 11.84 ac. planned business/commercial development located west of Jackson Creek Parkway, north of the Monument Marketplace and east of I-25 in the Town of Monument, Colorado. The planned use for Lot 4A is for a Ziggi’s Coffee restaurant with associated parking, sidewalk, utility and landscape improvements. The property is surrounded by existing platted, undeveloped commercial lots to the south west and north and Jackson Creek Parkway, a public right-of-way to the east. Access to the site is from a proposed driveway cut in Cinematic View, a private road located within a 40’ wide access easement, 20’ of which is located on the west side of Lot 4A. ---PAGE BREAK--- 3 FIGURE 1 - VICINITY MAP Soil on the majority of the site, as classified by the Soil Conservation Services of the U.S. Department of Agriculture in the Soil Survey for the El Paso County Area (refer to figures 2, 3 and is Pring coarse sandy loam (71). This soil type has a slow runoff rate and a rapid permeability rate. Pring coarse sandy loam (71) is part of hydrologic soil group B (refer to figure ---PAGE BREAK--- 4 FIGURE 2 – SCS SOIL SURVEY MAP ---PAGE BREAK--- 5 FIGURE 3 – SCS SOIL SURVEY MAP LEGEND FIGURE 4 – SCS SOIL SURVEY SOIL MAP UNITS ---PAGE BREAK--- 6 FIGURE 5 – SCS SOIL SURVEY HYDROLOGIC SOIL GROUP DRAINAGE CRITERIA The El Paso County Drainage Criteria Manual (DCM) and the City of Colorado Springs DCM latest editions were used in the preparation of this report. The Rational Method was used to calculate the post-development storm peak flows for the 5-year and 100- year storm events FLOODPLAIN IMPACTS The FEMA Flood Insurance Rate Map (FIRM) firmette for Community Panel 08041C0278G, revised December 7, 2018 (refer to figure 6) shows that no portion of this development lies within the 100·year flood plain of Teachout Creek, nor its tributaries. ---PAGE BREAK--- 7 FIGURE 6 – FIRM FIRMETTE FOR COMMUNITY PANEL 08041C0278G EXISTING DRAINAGE BASINS The project site is located in Drainage Basin A2 (0.7 ac.) and Drainage Basin A4 (2.0 ac.) as shown on the Drainage Map Developed Conditions for Monument Marketplace North Filing No. 1, within the Final Drainage Report for Monument Marketplace North Filing No. 1, a copy of which is located in the appendix of this report. Drainage Basin A2 sheet flows to the southwest to 5’ and 10’ at grade curb inlets located at Design Point 2 which is on the west side of Cinematic View, a private road. Drainage Basin A4 surface flows onto the northwest portion of the adjacent lot to the south, Lot 5A and ultimately to a 10’ sump curb inlet at Design Point 4 which is located on the west side of Cinematic View. RCP storm sewer systems convey developed flows from the ---PAGE BREAK--- 8 inlets to a Water Quality and Detention Pond on the west side of Cinematic View located southwest of the project site. The storm sewer system and the water quality and detention pond have recently been constructed per the Monument Marketplace North construction plans. DEVELOPED DRAINAGE BASINS The proposed Monument Marketplace North, Filing No. 1A, Lot 4A development, also known as Ziggi’s Coffee, has been divided into 3 drainage basins, A2a, A2b and A4a. Developed runoff from basin A2a surface flows across the pavement to concrete pans and catch curb and gutter and outfalls through a 2’ wide curb cut to a rip rap apron and into a triangular rock mulch landscape swale with 4:1 side slopes and a depth of 0.75 feet in Basin A2b. The swale has a slope of is approximately 40 feet in length and outfalls onto the paved entry drive through a 2’ wide curb cut in the northern curb return and into Basin A2b. Developed runoff from Basin A2b surface flows across the landscape and pavement, and combined with the flows from Basin A2a, then surface flows across Cinematic View to existing curb and gutter which conveys developed flows to the south to the existing 5’ and 10’ at grade curb inlets, as previously discussed in the Existing Drainage Basins section of this report. Developed runoff from Basin A4a sheet flows across the landscape, sidewalk and pavement areas to catch curb and outfalls through a 1’ wide curb cut to a rip rap apron and into a triangular rock mulch landscape swale with 4:1 side slopes and a depth of 0.50 feet. The swale has a slope of 1.5%, is approximately 20 feet in length and conveys flows to a concrete apron and sidewalk chase in the adjacent development on Lot 5A. The flows will surface flow across the parking lot of that development to south and southwest and across Cinematic View to existing catch curb and gutter which conveys flows to the south to the existing 10’ sump curb inlet, previously discussed in the Existing Drainage Basins section of this report. The drainage basin characteristics and developed flows are listed in the Design Point Summary Table on page 9. ---PAGE BREAK--- 9 Design flows from the proposed Monument Marketplace North, Filing No. 1A, Lot 4A (MMN Flg 1 L 4A) development, also known as Ziggi’s Coffee, are in compliance with the design flows calculated in the Final Drainage Report for Monument Marketplace North Filing No. 1 (MMN Flg 1) as summarized below. Ziggi’s Coffee MMN Flg 1 L 4A MMN Flg 1 Basin Area (ac.) Q5/Q100 (cfs) Basin Area (ac.) Q5/Q100 (cfs) A2a +A2b 0.64 1.9 / 3.9 A2* 0.57 2.4 / 4.1 A4a 0.25 0.6 / 1.4 A4* 0.33 1.4 / 2.6 *Basin A2 per MMN Flg 1 is 0.7 ac. and Q5 = 3.0 cfs and Q100 = 5.0 cfs. The ratio of Lot 4A within Basin A2 = 0.57/0.7 = 0.81. The prorated runoff from Lot 4A within Basin A2 is Q5 = 0.81 x 3.0 cfs = 2.4 cfs and Q100 = 0.81 x 5.0 cfs = 4.1 cfs. *Basin A4 per MMN Flg 1 is 2.0 ac. and Q5 = 8.0 cfs and Q100 = 15.0 cfs. The ratio of Lot 4A within Basin A4 = 0.33/2.0 = 0.17. The prorated runoff from Lot 4A within Basin A4 is Q5 = 0.17 x 8.0 cfs = 1.4 cfs and Q100 = 0.17 x 15.0 cfs = 2.6 cfs. WATER QUALITY The four step process has been taken to select and implement stormwater quality control measures for the Monument Marketplace North, Filing No. 1A, Lot 4A development, also known as Ziggi;s Coffee, in accordance with Section I.7.2 of the El ---PAGE BREAK--- 10 Paso County Engineering Criteria Manual. Step 1: Employ Runoff Reduction Practices. Basin A2a (0.38 ac.) and A4a (0.25 ac.) (79% of the site), both utilize runoff reduction practices by surface draining the runoff from the unconnected impervious areas (UIA), the sidewalks, patio and paved parking lot to receiving porous areas (RPA’s), the triangular rock mulch landscape swales. Step 2: Stabilize Drainageways. There are no existing streams or drainageways on this site. Therefore no stabilization is required. Step 3: Provide Water Quality Capture Volume (WQCV). Water quality capture volume is provided for the proposed project in the existing regional Water Quality and Detention Pond for the Monument Marketplace North Filing No. 1 development, also known as Ziggi’s Coffee. Step 4: Consider Need for Industrial and Commercial BMPs. The Monument Marketplace North, Filing No. 1A, Lot 4A development, also known as Ziggi’s Coffee, will provide source control Best Management Practices (BMP’s) that include periodic sweeping of the parking lot to prevent accumulation of litter and debris, periodic inspection of the outdoor trash receptacle and enclosure to ensure that the lid and enclosure gate are functioning so that the trash is properly covered and contained, the collection and disposal of grass clippings after mowing operations and maintaining the landscaping with a minimal use of pesticides and fertilizers. CONCLUSIONS A. Compliance with Standards This report has been prepared in accordance with the El Paso County Drainage Criteria Manual. The drainage improvements provide adequate protection to this site ---PAGE BREAK--- 11 without adverse impacts on adjoining upstream or properties and are in compliance with the Final Drainage Report for Monument Marketplace North Filing No. 1. B. Drainage Concept The proposed drainage patterns and drainage design for the Monument Marketplace North, Filing No. 1A, Lot 4A development, also known as Ziggi’s Coffee conform to the approved Drainage Map Developed Conditions for Monument Marketplace North Filing No. 1, within the Final Drainage Report for Monument Marketplace North Filing No. 1. Developed runoff from this development will be conveyed by an existing public drainage system to an existing regional water quality and detention pond located on the west side of Cinematic View, southwest of the proposed development, which releases flows at historic rates, mitigating the impacts of the upstream development on properties. REFERENCES 1. "El Paso County Drainage Criteria Manual" and updates. 2. "City of Colorado Springs Drainage Criteria Manual, Volume January 2021 (revised). 3. "El Paso County Engineering Criteria Manual", October 14, 2020 (revised). 4. The United States Department of Agriculture, Natural Resources Conservation Service, “Web Soil Survey” data for the project site, retrieved from http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.asp. 5. Federal Emergency Management Agency Firmette for Flood Insurance Rate Map Number 08041C0278G, dated 12/7/2018. 6. Final Drainage for Monument Marketplace Filing No. , prepared by Westworks Engineering, May 1, 2019. ---PAGE BREAK--- APPENDIX Hydrologic Calculations Hydraulic Calculations Reference Information Developed Drainage Plan ---PAGE BREAK--- Hydrologic Calculations ---PAGE BREAK--- Designer: Company: Note: Date: The imperviousness and runoff coefficient values Project Name: were obtained from Table 6-6 of the City of Colorado Springs Project Number: Drainage Criteria Manual. Hydrological Soil Group: B Imperviousness: 100% 100% 90% 80% 0% C2: 0.89 0.89 0.71 0.57 0.02 C5: 0.90 0.90 0.73 0.59 0.08 C100: 0.96 0.96 0.81 0.70 0.35 Area Area Area Area Area Imp. (ac.) % 9,667 1,288 1,060 0 4,503 16,518 0.38 72.1% 0.64 0.67 0.78 5,829 526 545 0 4,283 11,183 0.26 61.2% 0.55 0.58 0.72 3,750 1,230 578 0 5,202 10,760 0.25 51.1% 0.46 0.49 0.66 A2a C5 C100 Calculation of Imperviousness and Runoff Coefficient Values Land Use: SMS CIVAS Engineering, LLC Imp and Sub-Basin Name 5/15/2024 Ziggi's Monument 23-315 Sub-Basin Composite Imperviousness and Runoff Coefficient Values C2 A2b A4a Paved Drives Concrete/ Walks Roofs Gravel Roads Lawns/ Native ---PAGE BREAK--- Designer: Notes: Company: Ti = (0.395*(1.1 - C5)*Li^0.5)/(Si^0.33) Cv = 2.5 Heavy Meadow Date: Tt=L/60V (Velocity = Cv*Sw^0.5) 5.0 Tillage / Field Project Name: 6.5 Rip Rap (not buried) Project Number: Tc Check = (26 -17*Imp) + Lt /((60*(14*Imp-9)*St^) 7.0 Short Pasture and Lawns 10.0 Nearly Bare Ground Area Description: 15.0 Grassed Waterway 20.0 Paved Areas and Shallow Paved Swales tc Final tc Area Length Slope Length Slope Velocity Length (Li) (Si) (Lt) (St) Imp (Lt) Min tc acres feet % minutes feet % ft/sec minutes minutes decimal feet minutes minutes A2a 0.67 0.38 40 12.5 2.2 205 0.5 20.0 1.41 2.4 4.6 0.72 205 16.3 5.0 min tc A2b 0.58 0.26 40 2.0 4.7 190 1.0 20.0 2.00 1.6 6.3 0.61 190 17.4 6.3 A4a 0.49 0.25 40 12.5 3.0 210 1.0 20.0 2.00 1.8 4.8 0.51 210 19.5 5.0 min tc First Design Point Remarks Data (ti) (tt) (Urbanized Basins) Basin Design. C5 ti Cv tt tc = ti+ tt Urbanized Area min. tc = 5 min. Sub-Basin Initial/Overland Time Travel Time 23-315 Standard Form SF-1, Time of Concentration SMS CIVAS Engineering, LLC 5/15/2024 Ziggi's Monument ---PAGE BREAK--- Designer: Company: Note: Date: Design Storm: I5 = -1.50 x ln(tc) + 7.583 Project Name: Project Number: STREET Area tc I Q tc I Q Slope Street Flow Design Flow Slope Pipe Size Length Velocity tt REMARKS ac. min. in/hr cfs min. in/hr cfs % cfs cfs % in ft ft/sec min 1 A2a 0.38 0.67 5.0 0.25 5.17 1.3 1.3 2 A2b 0.26 0.58 6.3 0.15 4.82 0.7 6.3 0.40 4.82 1.9 3 A4a 0.25 0.49 5.0 0.12 5.17 0.6 0.6 Ziggi's Monument Standard Form SF-2, Storm Drainage System Design (Rational Method Procedure) SMS CIVAS Engineering, LLC 5/15/2024 5-year 23-315 Direct Runoff Total Runoff Street Travel Time Design Point Basin Desig. Runoff Coeff. C*A Σ(C*A) Pipe Page 1 ---PAGE BREAK--- Designer: Company: Note: Date: Design Storm: I100 = -2.52 x ln(tc) + 12.735 Project Name: Project Number: STREET Area tc I Q tc I Q Slope Street Flow Design Flow Slope Pipe Size Length Velocity tt REMARKS ac. min. in/hr cfs min. in/hr cfs % cfs cfs % in ft ft/sec min 1 A2a 0.38 0.78 5.0 0.30 8.68 2.6 2.6 2 A2b 0.26 0.72 6.3 0.18 8.10 1.5 6.3 0.48 8.10 3.9 3 A4a 0.25 0.66 5.0 0.16 8.68 1.4 1.4 Ziggi's Monument Standard Form SF-2, Storm Drainage System Design (Rational Method Procedure) SMS CIVAS Engineering, LLC 5/15/2024 100-year 23-315 Direct Runoff Total Runoff Street Travel Time Design Point Basin Desig. Runoff Coeff. C*A Σ(C*A) Pipe Page 2 ---PAGE BREAK--- Hydraulic Calculations ---PAGE BREAK--- FLOW CAPACITY CALCULATION WORKSHEET FOR Input Data Max Depth: 0.30 ft. Material: conc Mannings Coefficient: 0.013 Bottom Width: 0.00 ft. Left Side Slope: Vertical 10000 Right Side Slope: 8.8 % for 2 feet (gutter) Right Side Slope: 2.0 % beyond gutter (drivelane) Max. Channel Top Width: 8.7 ft. Longitudinal Slope: 0.80 % Assumed Depth of Flow: 0.26 ft. Calculation Results cross-sectional area: 0.57 s.f. wetted perimeter: 6.92 ft. Capacity: 1.10 cfs Velocity: 1.94 fps Velocity Head: 0.06 ft. Gutter Capacity = 1.10 cfs 100-year Flow = 1.00 cfs OK (70% of Basin A4a) (70% x 1.4 cfs) Drivelane at curb ramp - Basin 4a Page 1 ---PAGE BREAK--- TRAPEZOIDAL CHANNEL FLOW CAPACITY CALCULATION WORKSHEET FOR Project Name: Ziggi's Monument Project No: 23-315 with 2.00 ft bottom width 2 : 1 left side slope 2 : 1 right side slope Input Data Channel Depth: 0.33 ft. Material: conc Mannings Coefficient: 0.013 Bottom Width: 2.00 ft. Left Side Slope: 50 % 50 Right Side Slope: 50 % 50 Channel Top Width: 3.3 ft. Longitudinal Slope: 2.00 % Assumed Depth of Flow: 0.22 ft. Calculation Results cross-sectional area: 0.54 s.f. wetted perimeter: 2.98 ft. Capacity: 2.77 cfs Velocity: 5.15 fps OK Velocity Head: 0.41 ft. Curb Cut Channel Flow: 2.8 cfs 100-yr Design Flow: 2.6 OK 2' wide curb cut - Basin A2a Page 1 ---PAGE BREAK--- TRAPEZOIDAL CHANNEL FLOW CAPACITY CALCULATION WORKSHEET FOR Project Name: Ziggi's Monument Project No: 23-315 with 1.00 ft bottom width 2 : 1 left side slope 2 : 1 right side slope Input Data Channel Depth: 0.33 ft. Material: conc Mannings Coefficient: 0.013 Bottom Width: 1.00 ft. Left Side Slope: 50 % 50 Right Side Slope: 50 % 50 Channel Top Width: 2.3 ft. Longitudinal Slope: 2.00 % Assumed Depth of Flow: 0.21 ft. Calculation Results cross-sectional area: 0.30 s.f. wetted perimeter: 1.94 ft. Capacity: 1.38 cfs Velocity: 4.64 fps OK Velocity Head: 0.33 ft. Curb Cut Channel Flow: 1.4 cfs 100-yr Design Flow: 1.4 OK 1' wide curb cut - Basin A4a Page 2 ---PAGE BREAK--- FLOW CAPACITY CALCULATION WORKSHEET FOR with 1.00 ft bottom width Vertical left side slope Vertical right side slope Input Data Channel Depth: 0.40 ft. Material: conc Mannings Coefficient: 0.013 Bottom Width: 1.00 ft. Left Side Slope: Vertical 10000 Right Side Slope: Vertical 10000 Channel Top Width: 1.0 ft. Longitudinal Slope: 1.50 % Assumed Depth of Flow: 0.31 ft. Calculation Results cross-sectional area: 0.31 s.f. wetted perimeter: 1.62 ft. Capacity: 1.45 cfs Velocity: 4.66 fps Velocity Head: 0.34 ft. Gutter Capacity = 1.45 cfs 100-year Flow = 1.40 cfs ok Sidewalk Chase Basin 4a Page 1 ---PAGE BREAK--- 2.0' WIDE CURB CUT INTO LANDSCAPE AREA Q100 = 2.6 CFS ASSUMPTIONS: Yt / D = 0.4, VMAX = 5.0 fps, Q/WH^0.5 = 2.6 / 2.0*0.22^0.5 = 2.8 FROM FIGURE 9-39 - USE: TYPE L RIPRAP FOR A MIN. DISTANCE OF 3 x H - 3 X 0.22' = 0.7' Width = 3 x W = 3 x 2.0 = 6.0 ft FROM FIGURE 8-34 - d50 = 9" USE 6 ft W x 2.0 ft L TYPE L RIPRAP, d50 = 9" RIP RAP CALCULATIONS - Basin A2a Page 1 ---PAGE BREAK--- 1.0' WIDE CURB CUT INTO LANDSCAPE AREA Q100 = 1.4 CFS ASSUMPTIONS: Yt / D = 0.4, VMAX = 5.0 fps, Q/WH^0.5 = 1.4 / 1.0*0.21^0.5 = 3.1 FROM FIGURE 9-39 - USE: TYPE L RIPRAP FOR A MIN. DISTANCE OF 3 x H - 3 X 0.2' = 0.6' Width = 3 x W = 3 x 1.0 = 3.0 ft FROM FIGURE 8-34 - d50 = 9" USE 3 ft W x 2.0 ft L TYPE L RIPRAP, d50 = 9" RIP RAP CALCULATIONS - Basin A4a Page 2 ---PAGE BREAK--- FLOW CAPACITY CALCULATION WORKSHEET FOR with 0.00 ft bottom width 4 : 1 left side slope 4 : 1 right side slope Input Data Channel Depth: 0.75 ft. Material: rock Mannings Coefficient: 0.035 Bottom Width: 0.00 ft. Left Side Slope: 25.0 % 25 Right Side Slope: 25.0 % 25 Channel Top Width: 6.0 ft. Longitudinal Slope: 1.00 % Assumed Depth of Flow: 0.60 ft. Calculation Results cross-sectional area: 1.44 s.f. wetted perimeter: 4.95 ft. Capacity: 2.69 cfs Velocity: 1.86 fps Velocity Head: 0.05 ft. Rock Mulch Swale Flow: 2.69 cfs 100-yr Design Flow: 2.60 OK Rock Mulch Swale from Basin A2a Page 1 ---PAGE BREAK--- FLOW CAPACITY CALCULATION WORKSHEET FOR with 0.00 ft bottom width 4 : 1 left side slope 4 : 1 right side slope Input Data Channel Depth: 0.50 ft. Material: rock Mannings Coefficient: 0.035 Bottom Width: 0.00 ft. Left Side Slope: 25.0 % 25 Right Side Slope: 25.0 % 25 Channel Top Width: 4.0 ft. Longitudinal Slope: 1.50 % Assumed Depth of Flow: 0.44 ft. Calculation Results cross-sectional area: 0.77 s.f. wetted perimeter: 3.63 ft. Capacity: 1.44 cfs Velocity: 1.86 fps Velocity Head: 0.05 ft. Rock Mulch Swale Flow: 1.44 cfs 100-yr Design Flow: 1.40 OK Rock Mulch Swale Basin A4a Page 2 ---PAGE BREAK--- Reference Information ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- ---PAGE BREAK--- LOT 5A LOT 4A PORTION OF LOT 4A WITHIN BASIN A2 = 0.57 AC. PORTION OF LOT 4A WITHIN BASIN A4 = 0.33 AC. ---PAGE BREAK--- Developed Drainage Plan ---PAGE BREAK--- LP LP LP LP LOT 1 JACKSON CREEK PARKWAY (RECEPTION NO. 203270646) (120' R.O.W.) SEC. 23 SEC. 26 N89°08'44"E 197.75' N89°08'44"E 196.42' LOT 3 S00°28'12"E 198.00' LOT 5A LOT 3 VILLAGE AT JACKSON CREEK FIL. NO. 1 REC. NO. 216713728 BASIS OF BEARINGS N00°51'16"E 198.00' N SUMMARY RUNOFF TABLE 811 10056 Brisbane Lane Littleton Colorado 80130 [PHONE REDACTED] civas-eng.com engineering CIVAS civil engineering solutions 6-26-2024 LEGEND: