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Final Drainage Report Falcon Commerce Center Filing No. 4 Falcon Commerce Center Industrial Buildings Monument, Colorado Prepared for: Forest Lakes, LLC 1123 Emerson Ave, Suite 204 Evanston, Illinois 60201 Prepared by: Kiowa Project No. 23040 October 28, 2024 ---PAGE BREAK--- i Kiowa Engineering Corporation TABLE OF CONTENTS Table of Contents i Statements and ii I. General Description 1 II. Soil Conditions 1 III. Drainage Criteria 1 IV. Existing Drainage Conditions 2 V. Proposed Drainage Conditions 2 VI. Water Quality and Detention Design 5 VII. Floodplain 5 VIII. Summary 5 IX. References 6 Appendix Table of Contents 7 ---PAGE BREAK--- ii Kiowa Engineering Corporation STATEMENTS AND APPROVALS ENGINEER'S STATEMENT: This report and plan for the final drainage design of Falcon Commerce Center Filing No. 4 was prepared by me (or under my direct supervision) in accordance with the provisions of Town of Monument and City of Colorado Springs Drainage Design and Technical Criteria for the owners thereof. I understand that the Town of Monument does not and will not assume liability for drainage facilities designed by others. Matthew W. Erichsen, PE (PE #36713) Date For and on Behalf of Kiowa Engineering Corporation DEVELOPER'S STATEMENT: Forest Lakes, LLC hereby certifies that the drainage facilities for Falcon Commerce Center Filing No. 4 shall be constructed according to the design presented in this report. I understand that the Town of Monument does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that Town of Monument reviews drainage plans pursuant to Colorado Revised Statutes, Title 30, Article 28; but cannot, on behalf of Falcon Commerce Center Filing No. 4 guarantee that final drainage design review will absolve Forest Lakes, LLC and/or their successors and/or assigns of future liability for improper design. I further understand that approval of the final plat does not imply approval of my engineer’s drainage design Forest Lakes, LLC Name of Developer Authorized Signature Date ---PAGE BREAK--- 1 Kiowa Engineering Corporation I. GENERAL DESCRIPTION The purpose of this Final Drainage Report is to describe the drainage patterns and impacts associated with the proposed improvements associated with the Falcon Commerce Center (FCC) Industrial Buildings development (Falcon Commerce Center Filing No. The subject site is located southwest of the intersection of Squadron Drive and Terrazzo Drive. The site is bounded on the north by Squadron Drive, Terrazzo Drive is located to the east, the UPS development/property is located to the west, the Santa Fe trail is located to the southwest and a park/open space is located to the southeast. This development will include construction of two industrial buildings including loading docks and offices; paved parking area, utilities and landscaping. The property is located in Section 35, Township 11 South, Range 67 West of the Sixth Principal Meridian, El Paso County, Colorado. The location of the site is shown on the Vicinity Map (Figure The property is approximately 23.11 acres in area. The property is located within a Planned Unit Development (PUD). The Town requested a lot coverage calculation. The PUD Lot Coverage definition is “The percentage of the lot area that may be covered by all of the footprints of the buildings and structures on a lot including detached garages, carports, sheds, gazebos, covered patios and decks. Driveways, dock areas, surface parking, uncovered patios and decks, and other impervious surfaces are not included.” The Town code definition is the same without the last sentence that clarifies what is excluded from the calculation. The lot coverage for the property is: Lot 1=36.9% and Lot 2=34.5%. An impervious area calculation has been completed as part of the drainage analysis. Refer to Section V for this information. There are no irrigation facilities located within the property. II. SOIL CONDITIONS Soils within the property are classified to be within Hydrologic Soils Group B based on the NRCS Soil Survey for the El Paso County area. Soils on the site are predominantly Pring coarse sandy loam and Peyton-Pring complex (Soil Group For the site drainage calculations, the soils were assumed to be Hydrologic Soil Group B. The existing vegetative cover within the development is in fair condition after the overlot grading associated with the first phase of the development in 2021 with mostly native grasses throughout the site. The existing ground slopes within a majority of the property range from 2 to 8 percent. III. DRAINAGE CRITERIA Hydrologic and hydraulic calculations for the site were performed using the methods outlined in the City of Colorado Springs Drainage Criteria Manual Volumes 1 and 2. Topography for the site was compiled using one-foot contour interval and is presented on the Drainage Plan. The hydrological calculations and design is in conformance with the FCC MDDP Update (most current MDDP Update is the Final Drainage Report and MDDP Update Falcon Commerce Center Filing No. 3, prepared by Kiowa Engineering Corp, dated July 9, 2024). The Drainage Plan – Proposed Conditions (Exhibit A) presents the proposed drainage patterns for the site, including the sub-basins impacted by this phase of the development. The peak flow rates for the sub-basins were estimated using the Rational Method. The 5-year (Minor Storm) and 100-year (Major Storm) recurrence intervals were determined. The one-hour rainfall depths were determined from Table 6-2 of the City’s Drainage Criteria Manual, Volume 1. Hydraulic calculations are provided for the proposed drainage facilities in the Final Drainage Report. Mile High Flood District (MHFD) spreadsheets and software are used to design the inlets and storm sewer. The UD-Inlet spreadsheet will be used for inlet capacity calculations. The UD-Sewer software is used to analyze and size the storm sewer system along with determining the Hydraulic Grade Line ---PAGE BREAK--- 2 Kiowa Engineering Corporation (HGL). HGL calcs for the on site storm sewer networks will be provided as part of the construction documents submittal. IV. EXISTING DRAINAGE CONDITIONS The existing drainage patterns for the subject site were reviewed and described as part of the Falcon Commerce Center Master Development Drainage Plan and Updates. Refer to that document for detailed description and calculations for the existing conditions. The runoff from the existing site sheet flows to the south-southwest onto the adjacent property. The area subject to development is located to the south of Squadron Drive and west of Terrazzo Drive. There are gutter flows in both streets adjacent to the site. The property to the west is a UPS facility and the runoff from that site is contained to the site except for a small landscape/grass strip along the property line. A storm sewer system (Storm Sewer 1) is located along the southwest side of the site, conveying the site flows to the existing full spectrum detention basin (sub-regional detention basin) located to the south of the development. This detention basin and storm sewer were designed to account for the developed flows from the subject site. Another storm sewer system (Storm Sewer 2) is located to the south of the site to the south of the park. Storm Sewer 2 connects to Storm Sewer 1 at the southwest corner of the property. V. PROPOSED DRAINAGE CONDITIONS The proposed drainage patterns for the development are described below. Refer to the Falcon Commerce Center MDDP Update for a description of the overall drainage patterns and to the Final Drainage Report Falcon Commerce Center Filing No. 1 for the design of the sub-regional detention basin. The proposed drainage patterns for the property will generally include sheet flow, gutter and drain pan flow to grated inlets or curb inlets with storm sewer pipes to capture and convey the peak flows from the 100-year storm event. On-site storm sewer systems will route the flows into the existing storm sewer system adjacent to the site. This storm sewer convey the subject property’s runoff to the existing FCC sub-regional which provides stormwater quality and detention. The percent impervious for the proposed site is 76.2% which is lower than what was assumed for the area as part of the MDDP and sub-regional detention basin design which is 85% impervious. Resulting in a reduction in peak flows leaving the site and volume required for stormwater quality and detention improvements in comparison to the MDDP calculations. Refer to the Appendix for pages from the Falcon Commerce Center Filing No. 3 FDR which includes and MDDP update. The MDDP and previous MDDP Update also include the same percent impervious for this area. The Drainage Plan – Proposed Condition for the site is provided at the end of this report. Following is a description of the proposed drainage basins and patterns. Sub-basin OS-1: The sub-basin is located to the north of the site and includes the south half of Squadron Drive from the Terrazzo intersection to the proposed access drive. The area consists of pavement, sidewalk and landscaping. Runoff will sheet flow to the Squadron curb line which will convey the flows west to the proposed access drive/curb cut. The access drive does not include a high point, runoff from the basin will drain into the site at Sub-basin A1 where they are accounted for. Sub-basin OS-2: The sub-basin is located to the east of the site and includes the west half of Terrazzo Drive from the intersection with Squadron to this point. The area consists of pavement, sidewalk and landscaping. Runoff will sheet flow to the Terrazzo curb line which will convey the flows south to the proposed curb inlet on grade. A storm sewer pipe will convey the flows from the inlet to the existing inlet on the other side of the access drive. The storm sewer discharges to the FCC sub-regional detention basin. ---PAGE BREAK--- 3 Kiowa Engineering Corporation Sub-basin A1: The sub-basin is located at the northwest corner of the site, west of Building B including mainly pavement aisles, loading docks and landscape area. Runoff sheets flows to the curb line along the west where the flows will be conveyed to a curb inlet on grade. Off site flows will enter the basin from Squadron Drive gutter and will be captured by the inlet on grade. An on-site storm sewer system will begin at this point. Sub-basin A2: The sub-basin is located along the west side of the site (west of Building The area consists of pavement, loading docks and landscaping. Runoff will sheet flow southwest to the curb line which will route the flows south to the proposed curb inlet on grade. The flows from the inlet will be routed to the storm sewer system. Sub-basin A3: The sub-basin is located along the west side of the site (between Buildings A and The area consists of pavement and some landscaping. Runoff will sheet flow southwest to the curb line which will route the flows south to the proposed curb inlet on grade. The flows from the inlet will be routed to the storm sewer system. The storm sewer continues south to an existing manhole along Storm Sewer 1 which is MDDP DP 8. Drainage calculations in the Appendix show that connecting in this location will work, due to a smaller area than assumed in the MDDP. Sub-basins A4 – A4.5: The sub-basins including the Building B roof. The roof is designed to slope to the west where downspouts will be located to convey the flows down to the ground surface. A pipe will connect to the downspouts to take the stormwater underground and into a storm sewer. The storm sewer increases in sizes as more building roof area drains into the pipe. This pipe will connect to the storm sewer system described above and specifically at the inlet in sub-basin A2. Sub-basin A8: The sub-basin is located along the east side of the site (east of Building The area consists of paved drive aisles and parking and landscaping. Runoff will sheet flow east and south along a drain pan and curb line which will route the flows to a curb inlet in sump condition, designed to capture the 100 year storm event. A storm sewer will begin in this location and convey flows to the storm sewer system described above. Sub-basin A9: The sub-basin is located along the east side of the site (east of Building The area consists of paved drive aisle, parking, landscaping and the access drive off Terrazzo Drive. Runoff will sheet flow east to the curb line which will route the flows south to a curb inlet in sump condition, designed to capture the 100 year storm event. The storm sewer from Sub-basin A8 connects to this inlet and continues west. A high point will be included along the access drive to keep flows from Terrazzo Drive from entering the site. Sub-basin A10: The sub-basin is located to the south side of Building B. The area consists of paved drive aisle, parking and landscaping. Runoff will sheet flow southwest to the curb line which will route the flows west to a curb inlet on grade. The storm sewer from Sub-basin A8 and A9 connects to this inlet along with the storm sewer from the building roof. Sub-basins A11 – A13: The sub-basins are located to the northwest of Building A. The area consists of paved drive aisles, parking and landscaping. Runoff will sheet flow to a grated inlet in each basin designed to capture the 100 year storm event. A storm sewer will convey the flows from these inlets to the Storm Sewer System described in Sub-basin A3. Sub-basin A14: The sub-basin is located along the west property line. The area consists of landscaping. Runoff will sheet flow west to a low point along the property line which will then continue south off the property. Runoff from the adjacent property to the west will combine with these flows. Sub-basin A15: The sub-basin is located to the east of the Building B parking area and south of the access drive. The area consists of landscaping. Runoff will sheet flow east onto Terrazzo Drive where ---PAGE BREAK--- 4 Kiowa Engineering Corporation the curb gutter will convey the flows south to a proposed inlet along Terrazzo Drive. The runoff will be routed to the FCC storm sewer system and the sub-regional detention basin. Sub-basin B1: The sub-basin is located to the north of Building A. The area consists of paved drive aisle, loading dock, access drive from Terrazzo Drive and landscaping. Runoff will sheet flow across the drive and pavement to the south where a grated inlet in sump condition is designed to capture the 100 year storm event. An inlet will be added along Terrazzo Drive uphill of the access drive to capture the flows in the road before draining into the site, refer to Sub-basin OS-2. Sub-basin B1.1: The sub-basin is located to the east of the Building B parking area and south of the access drive. The area consists of landscaping. Runoff will sheet flow southeast onto the proposed access drive to Building A and into Sub-basin B1.1. The runoff will be captured by the inlet in Sub- basin B1. Sub-basin B2: The sub-basin is located to the northeast of Building A. The area consists of paved drive aisle, loading dock and landscaping. Runoff will sheet flow to a drain pan at the outside edge of the loading dock paving which will convey flows to a grated inlet in sump condition designed to capture the 100 year storm event. Sub-basins B3 – B3.5: The sub-basins includes half of the Building A roof. The roof is designed for half of it to slope to the northeast where downspouts will be located to convey the flows down to the ground surface. A pipe will connect to the downspouts to take the stormwater underground and into a storm sewer. The storm sewer increases in size as more building roof area drains into the pipe. The inlet described in Sub-basin B1 will be connected to this storm sewer. Ultimately, the storm sewer pipe will connect to the existing storm sewer pipe along the southeast side of the site Sub-basin B4: The sub-basin is located to the southeast side of Building A. The area consists of paved drive aisle, parking and landscaping. Runoff will sheet flow to the curb line which will route the flows south to a curb inlet in sump condition designed to capture the 100 year event. The storm sewer from Sub-basin B2 connects to this inlet. Sub-basin B5: The sub-basin is located to the southeast side of Building A along the access drive. The area consists of a paved drive aisle and landscaping. Runoff will sheet flow to the curb line along the east side of the site which will convey the flows south to a curb inlet on grade. The storm sewer from Sub-basin B4 connects to this inlet and continues south into Sub-basin B6. A high point will be located along the access drive connection to Terrazzo to keep the public road gutter flows from entering the site. Sub-basin B6: The sub-basin is located at the south end of the site in a low point of the drive aisle. The area consists of paved drive aisle and landscaping. Runoff will sheet flow to the curb line which will route the flows south to a curb inlet in sump condition at the low point in the access drive. The inlet is designed to capture the 100 year event. The storm sewer from Sub-basin B5 connects to this the storm sewer out of the inlet. The storm sewer will connect to the existing 54-inch RCP storm sewer (Storm Sewer 2) at an existing manhole along the south side of the site before it connects to Storm Sewer 1. The MDDP shows the flows from this portion of the site connecting directly to Storm 1 instead of Storm 2 first. Therefore, the flows in Storm 2 will increase for this last segment of pipe before the Storm 1 connection, however Storm 2 has sufficient capacity. The Storm 2 UD-Sewer output is provided in the Appendix showing the pipe has capacity to convey the flows. The resulting flows at MDDP DP 11 in Storm 1 is very similar between this report and the FCC MDDP Update. Sub-basin B8: The sub-basin is located to the south of Building A. The area consists of paved drive aisle, loading dock and landscaping. Runoff will sheet flow to the south curb line which will convey flows to a curb inlet in sump condition designed to capture the 100 year storm event. Manholes and ---PAGE BREAK--- 5 Kiowa Engineering Corporation storm sewer are located within the basin from the south half of the building (the Sub-basin B9’s). The storm sewer connects to the outfall pipe described in Sub-basin B6. Sub-basins B9 – A9.5: The sub-basins include the south half of the Building A roof. The roof is designed for half of it to slope to the southwest where downspouts will be located to convey the flows down to the ground surface. A pipe will connect to the downspouts to take the stormwater underground and into a storm sewer. The storm sewer increases in size as more building roof area drains into the pipe. The storm sewer continues east to the existing 36-inch storm sewer described in Sub-basin B6. Sub-basin B10: The sub-basin is located to the southeast side of Building A. The area consists of paved drive aisle, parking and landscaping. Runoff will sheet flow to the curb line which will route the flows south to a curb inlet in sump condition designed to capture the 100 year event. A storm sewer will convey the flows from the inlet to the proposed storm sewer described in Sub-basin B6. Sub-basin B11: The sub-basin is located along the southwest property line. The area includes landscaping which will sheet flow southwest draining off the property as it does in the existing condition. Sub-basin B11.1: The sub-basin is located along the southwest property line. The area includes a future truck trailer parking area. In the current development it will be landscaping which will sheet flow southwest draining off the property as it does in the existing condition. The runoff from the future truck trailer parking area will sheet flow to the curb and gutter and drain to the 10-ft curb inlet. VI. WATER QUALITY AND DETENTION DESIGN The proposed development will drain to the existing sub-regional storm water quality and detention basin at the south end of the FCC property (north of Jackson Creek) that was constructed as part of FCC Filing No. 1. The detention basin was designed and constructed to meet the requirements of the Town of Monument and the City of Colorado Spring’s Drainage Criteria Manual (Volume 1 and It is a Full Spectrum Detention (FSD) basin that provides stormwater quality and detention improvements for the overall development. The planned percent impervious for this development is roughly 73% compared to the 85% imperiousness that was assumed in the MDDP. VII. FLOODPLAIN The subject property is not located within a FEMA regulated floodplain based on Flood Insurance Rate Map 08041C0286 G (effective date of December 7, 2018). VIII. SUMMARY This Final Drainage Report has been prepared in general conformance with the Town of Monument standards and the City of Colorado Springs Drainage Criteria Manual Volumes 1 and 2. The percent impervious for the proposed site is 76.2% which is lower than what was assumed for the area as part of the MDDP and sub-regional detention basin design which is 85% impervious. Resulting in a decrease in site runoff and stormwater quality and detention volume when compared to the MDDP calculations. No improvements to the existing storm sewer system or sub-regional stormwater detention basin will be required as part of this development. The proposed stormwater management design for the subject site has been designed to properly convey and treat stormwater based on the requirements and guidance provided in the criteria manuals and MDDP for the development. ---PAGE BREAK--- 6 Kiowa Engineering Corporation IX. REFERENCES 1) Final Drainage Report and MDDP Update, Falcon Commerce Center Filing No. 3, prepared by Kiowa Engineering Corporation, dated July 9, 2024. (Most current MDDP Update) 2) Final Drainage Report, Falcon Commerce Center Filing No. 2, prepared by Kiowa Engineering Corporation, dated May 24, 2022. 3) Final Drainage Report, Falcon Commerce Center Filing No. 1, prepared by Kiowa Engineering Corporation, dated December 7, 2020. 4) Master Development Drainage Plan, Falcon Commerce Center, prepared by Kiowa Engineering Corporation, dated October 13, 2020 and updated May 17, 2022. 5) City of Colorado Springs, Drainage Criteria Manual, Volumes 1 and 2 dated May 2014. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, and Design Workbooks/Spreadsheets, Mile High Flood Control District, latest revisions. ---PAGE BREAK--- 7 Kiowa Engineering Corporation APPENDIX TABLE OF CONTENTS APPENDIX A Figure 1: Vicinity Map Soils Map FEMA Flood Insurance Rate Map APPENDIX B Hydrologic Calculations Runoff Coefficient and Percent Impervious Calculations Time of Concentration and Drainage Basin Runoff Calculations APPENDIX B.1 Supporting Hydrologic Tables and Figures APPENDIX B.2 Relevant Pages from Other Drainage Reports APPENDIX C Hydraulic Calculations Inlet Capacity Pipe Capacity APPENDIX D Drainage Plan – Proposed Condition ---PAGE BREAK--- Kiowa Engineering Corporation APPENDIX A Figure 1: Vicinity Map Soils Map FEMA Flood Insurance Rate Map ---PAGE BREAK--- FIGURE 1 VICINITY MAP FALCON COMMERCE CENTER FILING NO. 3 SCALE: NTS SITE ---PAGE BREAK--- Hydrologic Soil Group—El Paso County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2024 Page 1 of 4 4322270 4322340 4322410 4322480 4322550 4322620 4322690 4322760 4322830 4322270 4322340 4322410 4322480 4322550 4322620 4322690 4322760 4322830 512400 512470 512540 512610 512680 512750 512820 512400 512470 512540 512610 512680 512750 512820 39° 3' 16'' N 104° 51' 24'' W 39° 3' 16'' N 104° 51' W 39° 2' 57'' N 104° 51' 24'' W 39° 2' 57'' N 104° 51' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,950 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. ---PAGE BREAK--- MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: El Paso County Area, Colorado Survey Area Data: Version 21, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 9, 2021—Jun 12, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—El Paso County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2024 Page 2 of 4 ---PAGE BREAK--- Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 71 Pring coarse sandy loam, 3 to 8 percent slopes B 24.4 100.0% Totals for Area of Interest 24.4 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—El Paso County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2024 Page 3 of 4 ---PAGE BREAK--- Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—El Paso County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2024 Page 4 of 4 ---PAGE BREAK--- H W W H D Q Q X D O F K D Q F H I O R R G Z L W K D Y H U D J H G H S W K O H V V W K D Q R Q H I R R W R U Z L W K G U D L Q D J H D U H D V R I O H V V W K D Q R Q H V T X D U H P L O H L Q L P $ U H D R I 8 Q G H W H U P 6 H Z H U D W H U 6 X U I D F H ( O H Y D W L R Q & R D V W D O 7 U D Q V H F W & R D V W D O 7 U D Q V H F W % D V H O L Q H 3 U R I L O H % D V H O L Q H + \ G U R J U D S K L F ) H D W X U H 5 V - X U L V G L F W L R Q % R X Q G D U \ 8 Q P D S S H G 7 K L V P D S F R P V V W D Q G D U G V I R U W K H X V H R I G L J L W D O I O R R G P 7 K H E D V H P D S V K R Z Q F R P V E D V H P D S D F F X U D F \ V W D Q G D U G V 7 K H I O R R G K D ] D U G L Q I R U P D W L R Q L V G H U L Y H G G L U H F W O \ I U R P D S Z D V H [ S R U W H G R Q U H I O H F W F K D Q J H V R U D P H Q G P H Q W V V X E V H T X H Q W W R W K L V G D W H D Q G W L P D W L R Q P E H F R P 7 K L V P D S L P R U H R I W K H I R O O R Z L Q J P D S H O H P H Q W V G R Q R W D S S H D U E D V H P D S L P D S F U H D W L R Q G D W H F R P P X Q L W \ L G H Q W L I L H U V S D Q H O Q X P D S L P D J H V I R U X Q P D S S H G D Q G X Q P R G H U Q L ] H G D U H D V F D Q Q R W E H X V H G I R U U H J X O D W R U \ S X U S R V H V / H J H Q G 6 7 5 8 & 7 8 5 ( 6 0 D W H S R L Q W V H O H F W H G E \ W K H X V H U D Q G G R H V Q R W U H S U H V H Q W D Q D X W K R U L W D W L Y H S U R S H U W \ O R F D W L R Q % D V H P D J H U \ 6 R X U F H ---PAGE BREAK--- Kiowa Engineering Corporation APPENDIX B Hydrologic Calculations Runoff Coefficient and Percent Impervious Calculations Time of Concentration and Drainage Basin Runoff Calculations ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Coeficient and Percent Impervious Calculation DR RO LA C5 C100 OS-1 18,660 sf 0.43ac AB 100% 0.30ac 70% 70% 90% 0% 0% 2% 0.13ac 30% 1% 70.1% 0.49 0.62 OS-2 29,400 sf 0.67ac AB 100% 0.49ac 73% 73% 90% 0% 0% 2% 0.18ac 27% 1% 73.3% 0.52 0.64 A1 60,850 sf 1.40ac AB 100% 1.20ac 86% 86% 90% 0% 0% 2% 0.20ac 14% 0% 86.1% 0.67 0.76 A2 27,610 sf 0.63ac AB 100% 0.60ac 94% 94% 90% 0% 0% 2% 0.04ac 6% 0% 94.3% 0.79 0.87 A3 10,260 sf 0.24ac AB 100% 0.22ac 92% 92% 90% 0% 0% 2% 0.02ac 8% 0% 91.9% 0.76 0.83 A4 20,825 sf 0.48ac AB 100% - 0% 0% 90% 0.48ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 A4.1 20,776 sf 0.48ac AB 100% - 0% 0% 90% 0.48ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 A4.2 20,801 sf 0.48ac AB 100% - 0% 0% 90% 0.48ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 A4.3 20,801 sf 0.48ac AB 100% - 0% 0% 90% 0.48ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 A4.4 20,798 sf 0.48ac AB 100% - 0% 0% 90% 0.48ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 A4.5 10,402 sf 0.24ac AB 100% - 0% 0% 90% 0.24ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 A8 53,200 sf 1.22ac AB 100% 0.68ac 55% 55% 90% 0% 0% 2% 0.54ac 45% 1% 56.3% 0.39 0.55 A9 21,360 sf 0.49ac AB 100% 0.43ac 88% 88% 90% 0% 0% 2% 0.06ac 12% 0% 88.1% 0.70 0.79 A10 13,790 sf 0.32ac AB 100% 0.29ac 93% 93% 90% 0% 0% 2% 0.02ac 7% 0% 92.9% 0.77 0.85 A11 13,710 sf 0.31ac AB 100% 0.21ac 68% 68% 90% 0% 0% 2% 0.10ac 32% 1% 68.3% 0.48 0.61 A12 16,860 sf 0.39ac AB 100% 0.28ac 73% 73% 90% 0% 0% 2% 0.10ac 27% 1% 73.8% 0.53 0.65 A13 10,140 sf 0.23ac AB 100% 0.20ac 86% 86% 90% 0% 0% 2% 0.03ac 14% 0% 86.5% 0.68 0.77 A14 19,990 sf 0.46ac AB 100% - 0% 0% 90% 0% 0% 2% 0.46ac 100% 2% 2.0% 0.08 0.36 A15 8,120 sf 0.19ac AB 100% - 0% 0% 90% 0% 0% 2% 0.19ac 100% 2% 2.0% 0.08 0.36 A Basins 8.50ac AB 100% 4.11ac 48% 48% 90% 2.63ac 31% 28% 2% 1.76ac 21% 0% 76.6% 0.56 0.67 Basin / DP Basin Area (DP contributing basins) Soil Type % Imperv Land Use Area Area 1 Land Use Area 3 Land Use Area 4 Land Use % Area Comp Land Use % Imp Comp Land Use % Imp % Imperv Land Use Area % Area % Imperv Land Use Area % Area Comp Land Use % Imp Basin % Imperv Basin Runoff Coef 23040-Drainage Calcs.xlsx Runoff Coef-CS Date Printed: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Coeficient and Percent Impervious Calculation DR RO LA C5 C100 Basin / DP Basin Area (DP contributing basins) Soil Type % Imperv Land Use Area Area 1 Land Use Area 3 Land Use Area 4 Land Use % Area Comp Land Use % Imp Comp Land Use % Imp % Imperv Land Use Area % Area % Imperv Land Use Area % Area Comp Land Use % Imp Basin % Imperv Basin Runoff Coef B1.1 7,610 sf 0.17ac AB 100% - 0% 0% 90% 0% 0% 2% 0.17ac 100% 2% 2.0% 0.08 0.36 B1 61,930 sf 1.42ac AB 100% 0.83ac 59% 59% 90% 0% 0% 2% 0.59ac 41% 1% 59.4% 0.41 0.56 B2 94,300 sf 2.16ac AB 100% 1.33ac 61% 61% 90% 0% 0% 2% 0.84ac 39% 1% 62.2% 0.43 0.57 B3 19,990 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B3.1 19,977 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B3.2 19,978 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B3.3 19,978 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B3.4 20,092 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B3.5 19,866 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B4 14,430 sf 0.33ac AB 100% 0.31ac 94% 94% 90% 0% 0% 2% 0.02ac 6% 0% 94.6% 0.80 0.87 B5 14,970 sf 0.34ac AB 100% 0.27ac 79% 79% 90% 0% 0% 2% 0.07ac 21% 0% 79.1% 0.58 0.69 B6 20,600 sf 0.47ac AB 100% 0.39ac 83% 83% 90% 0% 0% 2% 0.08ac 17% 0% 82.9% 0.63 0.73 B8 95,330 sf 2.19ac AB 100% 1.99ac 91% 91% 90% 0% 0% 2% 0.20ac 9% 0% 91.1% 0.74 0.82 B9 19,986 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B9.1 19,980 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B9.2 19,980 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B9.3 19,980 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B9.4 20,093 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B9.5 19,867 sf 0.46ac AB 100% - 0% 0% 90% 0.46ac 100% 90% 2% 0% 0% 90.0% 0.73 0.81 B10 13,000 sf 0.30ac AB 100% 0.28ac 93% 93% 90% 0% 0% 2% 0.02ac 7% 0% 93.2% 0.78 0.85 B11 43,000 sf 0.99ac AB 100% - 0% 0% 90% 0% 0% 2% 0.99ac 100% 2% 2.0% 0.08 0.36 B11.1 31,500 sf 0.72ac AB 100% 0.68ac 94% 94% 90% 0% 0% 2% 0.04ac 6% 0% 94.6% 0.80 0.87 B Basins 14.61ac AB 100% 6.09ac 42% 42% 90% 5.50ac 38% 34% 2% 3.02ac 21% 0% 76.0% 0.55 0.67 Overall 23.11ac AB 100% 10.20ac 44% 44% 90% 8.13ac 35% 32% 2% 4.78ac 21% 0.4% 76.2% 0.55 0.67 Basin Runoff Coefficient is based on % Imperviousness Calculation Based on Table 6-6: Runoff Coeff for Rational Method from City of Colo Springs DCM Runoff Coefficients and Percents Impervious Hydrologic Soil Type: AB Runoff Coef Method Land Use Abb % C5 C10 C100 Weighted Commercial Area CO 95% 0.81 0.83 0.88 %Imp Drives and Walks DR 100% 0.90 0.92 0.96 A Streets - Gravel (Packed) GR 80% 0.59 0.63 0.70 AB Historic Flow Analysis HI 2% 0.09 0.17 0.36 CD Industrial-Heavy IH 90% 0.73 0.75 0.81 D Industrial-Light IL 80% 0.59 0.63 0.70 Lawns LA 2% 0.08 0.17 0.36 Off-site flow-Undeveloped OF 45% 0.32 0.38 0.51 Streets - Paved PV 100% 0.90 0.92 0.96 Roofs RO 90% 0.73 0.75 0.81 User Input 1 US1 85% 0.66 0.69 0.75 *Planned commercial areas are assumed to be 85% impervious User Input 2 US2 75% 0.54 0.58 0.66 *Street right of way areas are planned to have an average impervious area of 75% based on the typical street section. %Imp 23040-Drainage Calcs.xlsx Runoff Coef-CS Date Printed: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Time of Concentration Calculation Comp. Length Slope ti Length Slope Land Type Cv Velocity tt tc Total Length tc Check OS-1 0.43ac 0.49 17lf 2.0% 3.6 min. 497lf 2.0% PV 20 2.8 ft/sec 2.9 min. 6.6 min. 514lf 12.9 min. 6.6 min. OS-2 0.67ac 0.52 30lf 3.5% 3.8 min. 590lf 3.4% PV 20 3.7 ft/sec 2.7 min. 6.5 min. 620lf 13.4 min. 6.5 min. A1 1.40ac 0.67 50lf 6.0% 3.1 min. 480lf 1.8% PV 20 2.7 ft/sec 3.0 min. 6.0 min. 530lf 12.9 min. 6.0 min. A2 0.63ac 0.79 150lf 2.2% 5.3 min. 250lf 2.6% PV 20 3.2 ft/sec 1.3 min. 6.6 min. 400lf 12.2 min. 6.6 min. A3 0.24ac 0.76 50lf 2.8% 3.2 min. 300lf 2.8% PV 20 3.3 ft/sec 1.5 min. 5.0 min. 350lf 11.9 min. 5.0 min. A4 0.48ac 0.73 80lf 5.9% 3.4 min. 169lf 4.0% PV 20 4.0 ft/sec 0.7 min. 5.0 min. 249lf 11.4 min. 5.0 min. A4.1 0.48ac 0.73 137lf 2.0% 6.3 min. 185lf 2.0% PV 20 2.8 ft/sec 1.1 min. 7.4 min. 322lf 11.8 min. 7.4 min. A4.2 0.48ac 0.73 100lf 2.0% 5.4 min. 100lf 2.0% PV 20 2.8 ft/sec 0.6 min. 6.0 min. 200lf 11.1 min. 6.0 min. A4.3 0.48ac 0.73 100lf 2.0% 5.4 min. 100lf 2.0% PV 20 2.8 ft/sec 0.6 min. 6.0 min. 200lf 11.1 min. 6.0 min. A4.4 0.48ac 0.73 100lf 2.0% 5.4 min. 100lf 2.0% PV 20 2.8 ft/sec 0.6 min. 6.0 min. 200lf 11.1 min. 6.0 min. A4.5 0.24ac 0.73 100lf 2.0% 5.4 min. 100lf 2.0% PV 20 2.8 ft/sec 0.6 min. 6.0 min. 200lf 11.1 min. 6.0 min. A8 1.22ac 0.39 60lf 5.0% 5.9 min. 590lf 1.0% PV 20 2.0 ft/sec 4.9 min. 10.8 min. 650lf 13.6 min. 10.8 min. A9 0.49ac 0.70 80lf 3.0% 4.6 min. 270lf 0.8% PV 20 1.8 ft/sec 2.5 min. 7.1 min. 350lf 11.9 min. 7.1 min. A10 0.32ac 0.77 60lf 2.1% 3.6 min. 300lf 2.6% PV 20 3.2 ft/sec 1.6 min. 5.2 min. 360lf 12.0 min. 5.2 min. A11 0.31ac 0.48 100lf 4.0% 7.2 min. 110lf 4.0% PV 20 4.0 ft/sec 0.5 min. 7.6 min. 210lf 11.2 min. 7.6 min. A12 0.39ac 0.53 100lf 4.0% 6.6 min. 70lf 4.0% PV 20 4.0 ft/sec 0.3 min. 6.9 min. 170lf 10.9 min. 6.9 min. A13 0.23ac 0.68 80lf 4.0% 4.4 min. 40lf 4.0% PV 20 4.0 ft/sec 0.2 min. 5.0 min. 120lf 10.7 min. 5.0 min. A14 0.46ac 0.08 40lf 15.0% 4.8 min. PV 20 0.0 ft/sec 0.0 min. 5.0 min. 40lf 10.2 min. 5.0 min. A15 0.19ac 0.08 110lf 4.0% 12.3 min. PV 20 0.0 ft/sec 0.0 min. 12.3 min. 110lf 10.6 min. 10.6 min. B1.1 0.17ac 0.08 100lf 15.0% 7.6 min. 40lf 5.0% PV 20 4.5 ft/sec 0.1 min. 7.7 min. 140lf 10.8 min. 7.7 min. B1 1.42ac 0.41 60lf 5.0% 5.7 min. 400lf 2.0% PV 20 2.8 ft/sec 2.4 min. 8.1 min. 460lf 12.6 min. 8.1 min. B2 2.16ac 0.43 100lf 6.0% 6.8 min. 400lf 1.0% PV 20 2.0 ft/sec 3.3 min. 10.1 min. 500lf 12.8 min. 10.1 min. B3 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B3.1 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B3.2 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B3.3 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B3.4 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B3.5 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B4 0.33ac 0.80 80lf 1.2% 4.6 min. 120lf 1.0% PV 20 2.0 ft/sec 1.0 min. 5.6 min. 200lf 11.1 min. 5.6 min. B5 0.34ac 0.58 80lf 4.5% 5.1 min. 220lf 1.8% PV 20 2.7 ft/sec 1.4 min. 6.5 min. 300lf 11.7 min. 6.5 min. B6 0.47ac 0.63 60lf 3.0% 4.6 min. 260lf 1.0% PV 20 2.0 ft/sec 2.2 min. 6.8 min. 320lf 11.8 min. 6.8 min. B8 2.19ac 0.74 80lf 3.3% 3.9 min. 730lf 1.0% PV 20 2.0 ft/sec 6.0 min. 9.9 min. 810lf 14.5 min. 9.9 min. B9 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B9.1 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B9.2 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B9.3 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B9.4 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B9.5 0.46ac 0.73 100lf 2.0% 5.4 min. 80lf 2.0% PV 20 2.8 ft/sec 0.5 min. 5.9 min. 180lf 11.0 min. 5.9 min. B10 0.30ac 0.78 50lf 4.0% 2.6 min. 160lf 1.5% PV 20 2.4 ft/sec 1.1 min. 5.0 min. 210lf 11.2 min. 5.0 min. B11 0.99ac 0.08 80lf 3.0% 11.6 min. PV 20 0.0 ft/sec 0.0 min. 11.6 min. 80lf 10.4 min. 10.4 min. B11.1 0.72ac 0.80 50lf 1.5% 3.4 min. 510lf 0.6% PV 20 1.5 ft/sec 5.5 min. 8.9 min. 560lf 13.1 min. 8.9 min. Tc Check (urban) Sub‐Basin Data Time of Concentration Estimate Min. Tc in Urban Final tc Basin / Design Point Area C5 Initial/Overland Time (ti) Travel Time (tt) 23040-Drainage Calcs.xlsx Tc-CS Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Time of Concentration Calculation Equations: Table 6‐7: Conveyance Coef (City CS DCM, Vol 1) ti (Overland) = 0.395(1.1-C5)L 0.5 S -0.333 Velocity (Travel Time) = CvS0.5 Type of Land Surface Land Type Cv C5 = Runoff coefficient for 5-year Cv = Conveyance Coef (see table) Grassed Waterway GW 15 L = Length of overland flow (ft) S = Watercourse slope (ft/ft) Heavy Meadow HM 2.5 S = Slope of flow path (ft/ft) Nearly Bare Ground NBG 10 tc Check = (L/180)+10 (Developed Cond. Only) Paved Area PV 20 L = Overall Length Riprap (Not Buried) RR 6.5 Short Pasture/Lawns SP 7 Tillage/Fields TF 5 23040-Drainage Calcs.xlsx Tc-CS Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Calculation Design Storm: 5 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q (ft) (ft/s) Tt Remarks OS-1 0.43 ac 0.49 6.6min 0.21 4.8 1.0 cfs OS-2 0.67 ac 0.52 6.5min 0.35 4.8 1.7 cfs A1 1.40 ac 0.67 6.0min 0.94 4.9 4.6 cfs A2 0.63 ac 0.79 6.6min 0.50 4.8 2.4 cfs A3 0.24 ac 0.76 5.0min 0.18 5.2 0.9 cfs A4 0.48 ac 0.73 5.0min 0.35 5.2 1.8 cfs A4.1 0.48 ac 0.73 7.4min 0.35 4.6 1.6 cfs A4.2 0.48 ac 0.73 6.0min 0.35 4.9 1.7 cfs A4.3 0.48 ac 0.73 6.0min 0.35 4.9 1.7 cfs A4.4 0.48 ac 0.73 6.0min 0.35 4.9 1.7 cfs A4.5 0.24 ac 0.73 6.0min 0.17 4.9 0.8 cfs A8 1.22 ac 0.39 10.8min 0.47 4.0 1.9 cfs 300' 7 0.7min to DP12 A9 0.49 ac 0.70 7.1min 0.34 4.6 1.6 cfs A10 0.32 ac 0.77 5.2min 0.24 5.1 1.2 cfs A11 0.31 ac 0.48 7.6min 0.15 4.5 0.7 cfs A12 0.39 ac 0.53 6.9min 0.20 4.7 1.0 cfs A13 0.23 ac 0.68 5.0min 0.16 5.2 0.8 cfs A14 0.46 ac 0.08 5.0min 0.04 5.2 0.2 cfs A15 0.19 ac 0.08 10.6min 0.02 4.0 0.1 cfs B1.1 0.17 ac 0.08 7.7min 0.01 4.5 0.1 cfs B1 1.42 ac 0.41 8.1min 0.58 4.4 2.6 cfs B2 2.16 ac 0.43 10.1min 0.93 4.1 3.8 cfs B3 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs 110' 7 0.3min to DP39 B3.1 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B3.2 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B3.3 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B3.4 0.46 ac 0.73 5.9min 0.34 4.9 1.6 cfs B3.5 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B4 0.33 ac 0.80 5.6min 0.26 5.0 1.3 cfs B5 0.34 ac 0.58 6.5min 0.20 4.8 1.0 cfs B6 0.47 ac 0.63 6.8min 0.30 4.7 1.4 cfs B8 2.19 ac 0.74 9.9min 1.63 4.1 6.7 cfs B9 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs 120' 7 0.3min to DP60 B9.1 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B9.2 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B9.3 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B9.4 0.46 ac 0.73 5.9min 0.34 4.9 1.6 cfs B9.5 0.46 ac 0.73 5.9min 0.33 4.9 1.6 cfs B10 0.30 ac 0.78 5.0min 0.23 5.2 1.2 cfs B11 0.99 ac 0.08 10.4min 0.08 4.1 0.3 cfs B11.1 0.72 ac 0.80 8.9min 0.58 4.3 2.5 cfs Travel Time Design Point Area Designation Area Direct Runoff Total Runoff 23040-Drainage Calcs.xlsx Runoff-CS SF2-5yr Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Calculation Design Storm: 5 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q (ft) (ft/s) Tt Remarks Travel Time Design Point Area Designation Area Direct Runoff Total Runoff DP 2 A4, A4.1 0.96 ac 5.0min 0.69 5.2 3.6 cfs 110' 7 0.3min to DP3 DP 3 DP1, A4.2 1.43 ac 5.3min 1.04 5.1 5.3 cfs 90' 7 0.2min to DP4 DP 4 DP3, A4.3 1.91 ac 5.5min 1.39 5.0 7.0 cfs DP 7 DP4, A1, A4.4 3.78 ac 6.0min 2.67 4.9 13.1 cfs 100' 7 0.2min to DP7 DP 8 DP6,A2,A7.4 4.90 ac 6.3min 3.52 4.8 17.0 cfs 55' 7 0.1min to DP8 DP 12 A8, A9 1.71 ac 11.5min 0.82 3.9 3.2 cfs 305' 7 0.7min to DP13 DP 13.1 A4.5, A10 0.56 ac 6.0min 0.42 4.9 2.0 cfs DP 13 DP7,DP12,DP13.1 6.05 ac 6.0min 3.91 4.9 19.1 cfs 110' 7 0.3min to DP14 DP 14 DP13, A2 6.69 ac 6.3min 4.41 4.8 21.3 cfs 95' 7 0.2min to DP15 DP 16 A11,A12 0.70 ac 7.6min 0.35 4.5 1.6 cfs 100' 7 0.2min to DP17 DP 17 DP16,A13 0.93 ac 7.9min 0.51 4.5 2.3 cfs 125' 7 0.3min to DP18 DP 18 DP14, DP17, A3 1.17 ac 8.2min 4.92 4.4 21.8 cfs 200' 7 0.5min to DP19 DP 19 DP18 1.17 ac MDDP Basin C7 8.7min 4.92 4.3 21.4 cfs DP39 B3,B3.1 0.92 ac 5.9min 0.67 4.9 3.3 cfs 85' 7 0.2min to DP41 DP40 B1,B1.1 1.60 ac 8.1min 0.59 4.4 2.6 cfs DP40.1 DP39, DP40 2.51 ac 8.1min 1.26 4.4 5.6 cfs 85' 7 0.2min to DP41 DP41 DP40.1,B3.2 2.97 ac 8.3min 1.59 4.4 7.0 cfs 90' 7 0.2min to DP42 DP42 DP41,B3.3 3.43 ac 8.5min 1.93 4.4 8.4 cfs DP43 DP42,B2,B3.4 6.06 ac 10.1min 3.19 4.1 13.1 cfs 70' 7 0.2min to DP44 DP44 DP43,B3.5 6.51 ac 10.3min 3.52 4.1 14.4 cfs 290' 7 0.7min to DP45 DP45 DP44,B4 6.84 ac 11.0min 3.79 4.0 15.1 cfs 40' 7 0.1min to DP46 DP46 DP45,B5 7.19 ac 11.1min 3.99 4.0 15.9 cfs 320' 7 0.8min to DP69 DP60 B9,B9.1 0.92 ac 6.2min 0.67 4.9 3.2 cfs 110' 7 0.3min to DP61 DP61 DP60,B9.2 1.38 ac 6.4min 1.00 4.8 4.8 cfs 110' 7 0.3min to DP62 DP62 DP61,B9.3 1.83 ac 6.7min 1.33 4.7 6.3 cfs 110' 7 0.3min to DP63 DP63 DP62,B9.4 2.30 ac 7.0min 1.67 4.7 7.8 cfs DP65 B8, B11.1 2.91 ac 9.9min 2.20 4.1 9.1 cfs DP66 DP63,B8,B9.5,B11.1 5.66 ac 9.9min 4.20 4.1 17.4 cfs 130' 7 0.3min to DP68 DP68 DP66,B6,B10 6.44 ac 10.3min 4.54 4.1 18.6 cfs DP69 DP46,DP68 13.62 ac MDDP Basins C5 & C6 11.8min 8.52 3.9 33.1 cfs Equations (taken from Fig 6-5, City of Colorado Springs DCM): Q = CiA i2=-1.19 ln(Tc) + 6.035 Q = Peak Runoff Rate (cubic feet/second) i5=-1.50 ln(Tc) + 7.583 C = Runoff coef representing a ration of peak runoff rate to ave rainfall i10=-1.75 ln(Tc) + 8.847 intensity for a duration equal to the runoff time of concentration. i100=-2.52 ln(Tc) + 12.735 i = average rainfall intensity in inches per hour A = Drainage area in acres 23040-Drainage Calcs.xlsx Runoff-CS SF2-5yr Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Calculation Design Storm: 100 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q (ft) (ft/s) Tt Remarks OS-1 0.43 ac 0.62 6.6min 0.27 8.0 2.1 cfs OS-2 0.67 ac 0.64 6.5min 0.43 8.0 3.5 cfs A1 1.40 ac 0.76 6.0min 1.07 8.2 8.8 cfs A2 0.63 ac 0.87 6.6min 0.55 8.0 4.4 cfs A3 0.24 ac 0.83 5.0min 0.20 8.7 1.7 cfs A4 0.48 ac 0.81 5.0min 0.39 8.7 3.4 cfs A4.1 0.48 ac 0.81 7.4min 0.39 7.7 3.0 cfs A4.2 0.48 ac 0.81 6.0min 0.39 8.2 3.2 cfs A4.3 0.48 ac 0.81 6.0min 0.39 8.2 3.2 cfs A4.4 0.48 ac 0.81 6.0min 0.39 8.2 3.2 cfs A4.5 0.24 ac 0.81 6.0min 0.19 8.2 1.6 cfs A8 1.22 ac 0.55 10.8min 0.67 6.7 4.5 cfs 300' 7 0.7min to DP12 A9 0.49 ac 0.79 7.1min 0.39 7.8 3.0 cfs A10 0.32 ac 0.85 5.2min 0.27 8.6 2.3 cfs A11 0.31 ac 0.61 7.6min 0.19 7.6 1.5 cfs A12 0.39 ac 0.65 6.9min 0.25 7.9 2.0 cfs A13 0.23 ac 0.77 5.0min 0.18 8.7 1.6 cfs A14 0.46 ac 0.36 5.0min 0.17 8.7 1.4 cfs A15 0.19 ac 0.36 10.6min 0.07 6.8 0.5 cfs B1.1 0.17 ac 0.36 7.7min 0.06 7.6 0.5 cfs B1 1.42 ac 0.56 8.1min 0.80 7.5 6.0 cfs B2 2.16 ac 0.57 10.1min 1.24 6.9 8.6 cfs B3 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs 110' 7 0.3min to DP39 B3.1 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B3.2 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B3.3 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B3.4 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B3.5 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B4 0.33 ac 0.87 5.6min 0.29 8.4 2.4 cfs B5 0.34 ac 0.69 6.5min 0.24 8.0 1.9 cfs B6 0.47 ac 0.73 6.8min 0.34 7.9 2.7 cfs B8 2.19 ac 0.82 9.9min 1.80 6.9 12.5 cfs B9 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs 120' 7 0.3min to DP60 B9.1 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B9.2 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B9.3 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B9.4 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B9.5 0.46 ac 0.81 5.9min 0.37 8.3 3.1 cfs B10 0.30 ac 0.85 5.0min 0.25 8.7 2.2 cfs B11 0.99 ac 0.36 10.4min 0.36 6.8 2.4 cfs B11.1 0.72 ac 0.87 8.9min 0.63 7.2 4.6 cfs Travel Time Design Point Area Designation Area Direct Runoff Total Runoff 23040-Drainage Calcs.xlsx Runoff-CS SF2-100yr Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Calculation Design Storm: 100 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q (ft) (ft/s) Tt Remarks Travel Time Design Point Area Designation Area Direct Runoff Total Runoff DP 2 A4, A4.1 0.96 ac 5.0min 0.77 8.7 6.7 cfs 110' 7 0.3min to DP3 DP 3 DP1, A4.2 1.43 ac 5.3min 1.16 8.6 9.9 cfs 90' 7 0.2min to DP4 DP 4 DP3, A4.3 1.91 ac 5.5min 1.55 8.4 13.1 cfs DP 7 DP4, A1, A4.4 3.78 ac 6.0min 3.00 8.2 24.6 cfs 100' 7 0.2min to DP7 DP 8 DP6,A2,A7.4 4.90 ac 6.3min 3.94 8.1 31.9 cfs 55' 7 0.1min to DP8 DP 12 A8, A9 1.71 ac 11.5min 1.05 6.6 6.9 cfs 305' 7 0.7min to DP13 DP 13.1 A4.5, A10 0.56 ac 6.0min 0.46 8.2 3.8 cfs DP 13 DP7,DP12,DP13.1 6.05 ac 6.0min 4.52 8.2 37.1 cfs 110' 7 0.3min to DP14 DP 14 DP13, A2 6.69 ac 6.3min 5.07 8.1 41.1 cfs 95' 7 0.2min to DP15 DP 16 A11,A12 0.70 ac 7.6min 0.44 7.6 3.4 cfs 100' 7 0.2min to DP17 DP 17 DP16,A13 0.93 ac 7.9min 0.62 7.5 4.7 cfs 125' 7 0.3min to DP18 DP 18 DP14, DP17, A3 7.86 ac 8.2min 5.69 7.4 42.3 cfs 200' 7 0.5min to DP19 DP 19 DP18 7.86 ac MDDP Basin C7 into DP8 8.7min 5.69 7.3 41.5 cfs Into Storm 1 MDDP DP8 includes C7+C8 DP39 B3,B3.1 0.92 ac 5.9min 0.74 8.3 6.1 cfs 85' 7 0.2min to DP41 DP40 B1,B1.1 1.60 ac 8.1min 0.86 7.5 6.4 cfs DP40.1 DP39, DP40 2.51 ac 8.1min 1.60 7.5 12.0 cfs 85' 7 0.2min to DP41 DP41 DP40.1,B3.2 2.97 ac 8.3min 1.98 7.4 14.6 cfs 90' 7 0.2min to DP42 DP42 DP41,B3.3 3.43 ac 8.5min 2.35 7.3 17.2 cfs DP43 DP42,B2,B3.4 6.06 ac 10.1min 3.97 6.9 27.4 cfs 70' 7 0.2min to DP44 DP44 DP43,B3.5 6.51 ac 10.3min 4.33 6.9 29.8 cfs 290' 7 0.7min to DP45 DP45 DP44,B4 6.84 ac 11.0min 4.62 6.7 31.0 cfs 40' 7 0.1min to DP46 DP46 DP45,B5 7.19 ac 11.1min 4.86 6.7 32.5 cfs 320' 7 0.8min to DP69 DP60 B9,B9.1 0.92 ac 6.2min 0.74 8.1 6.1 cfs 110' 7 0.3min to DP61 DP61 DP60,B9.2 1.38 ac 6.4min 1.11 8.0 9.0 cfs 110' 7 0.3min to DP62 DP62 DP61,B9.3 1.83 ac 6.7min 1.49 7.9 11.8 cfs 110' 7 0.3min to DP63 DP63 DP62,B9.4 2.30 ac 7.0min 1.86 7.8 14.6 cfs DP65 B8, B11.1 2.91 ac 9.9min 2.43 6.9 16.9 cfs DP66 DP63,B8,B9.5,B11.1 5.66 ac 9.9min 4.66 6.9 32.4 cfs 130' 7 0.3min to DP68 DP68 DP66,B6,B10 6.44 ac 10.3min 5.03 6.9 34.6 cfs DP69 DP46,DP68 13.62 ac MDDP Basins C5 & C6 11.8min 9.89 6.5 64.4 cfs Into Storm 2 Equations (taken from Fig 6-5, City of Colorado Springs DCM): Q = CiA i2=-1.19 ln(Tc) + 6.035 Q = Peak Runoff Rate (cubic feet/second) i5=-1.50 ln(Tc) + 7.583 C = Runoff coef representing a ration of peak runoff rate to ave rainfall i10=-1.75 ln(Tc) + 8.847 intensity for a duration equal to the runoff time of concentration. i100=-2.52 ln(Tc) + 12.735 i = average rainfall intensity in inches per hour A = Drainage area in acres 23040-Drainage Calcs.xlsx Runoff-CS SF2-100yr Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center Filing No. 4 Runoff Calculation Design Storm: 100 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q (ft) (ft/s) Tt Remarks Travel Time Design Point Area Designation Area Direct Runoff Total Runoff Comparison to MDDP Runoff Calculations MDDP Basins and Design Points (taken from FCC MDDP Update dated July 2024) MDDP C-4 2.05 ac 0.36 12.6min 0.74 6.4 4.8 cfs MDDP C-7 8.18 ac 0.75 5.3min 6.14 8.5 52.4 cfs MDDP C-8 2.83 ac 0.62 6.0min 1.76 8.2 14.5 cfs OS-2 (Detention) 12.28 ac 20.8 cfs Pilot Travel Center Detention outlet flow (PTC Det Flows), See PTC FDR MDDP DP7 DP6+C-9 29.60 ac 13.1min 21.93 6.3 137.2 cfs 663' 15 0.7min to DP8 MDDP DP8 DP7+C-7+C-8 40.61 ac 13.8min 29.84 6.1 182.6 cfs 266' 10.8 0.4min to DP9 MDDP DP9 DP8+C-6 46.48 ac 14.2min 34.24 6.0 207.0 cfs 430' 10.8 0.7min to DP10 MDDP DP10 DP9+C-5 56.06 ac 14.9min 41.44 5.9 245.7 cfs 101' 20.2 0.1min to DP11 MDDP DP11 DP10+DP26+C-4 91.42 ac 15.0min 66.91 5.9 395.8 cfs 88' 4.98 0.3min to DP12 416.6 cfs +PTC Det flows MDDP DP26 DP25+C-20 33.32 ac 9.9min 24.73 7.0 172.2 cfs 710' 16.2 0.7min to DP11 193.0 cfs +PTC Det flows UPDATES to MDDP Design Points *MDDP DP8 MDDP DP7+MDDP C8+[DP19] 40.29 ac 13.8min 29.38 6.1 179.8 cfs 266' 10.8 0.4min to DP9 *MDDP DP9 MDDP DP8 40.29 ac 14.2min 29.38 6.0 177.6 cfs 430' 10.8 0.7min to DP10 *MDDP DP10 MDDP DP9 40.29 ac 14.9min 29.38 5.9 174.2 cfs 101' 20.2 0.1min to DP11 DP26.1 MDDP DP26 + DP69 46.94 ac 11.8min 34.63 6.5 225.4 cfs 246.2 cfs +PTC Det flows *MDDP DP11 *MDDP DP10+*MDDP C- 4 + DP26.1 89.28 ac 15.0min 64.75 5.9 383.0 cfs 403.8 cfs +PTC Det flows SW Storm Connection: MDDP DP 8 is along Storm 1 at the southwest location where the onsite storm sewer will connect to Storm 1. MDDP8 includes MDDP Basins C7 and C8. -MDDP C7 is the portion of subject site draining to MDDP DP8. MDDP C8 is the property to the west and not within this site. --Comparing the MDDP DP8 to the updated DP8 for FCC Flg 4 the 100yr Flow is less compared to the MDDP. Okay to connect On Site Storm Sewer to Storm 1 at MDDP DP8 instead of MDDP DP9 SE Storm Connection: MDDP DP 11 is located of the planned southeast conection to Storm 2. The MDDP shows the onsite storm sewer connection upstream of MDDP DP 11 along Storm 1 isntead of along Storm 2. For FCC Flg 4, the flow in Storm 2 will be greater for the last section of storm sewer before connecting to Storm 1. The hydraualic model was reviewed with the greater flow and found that the Storm 2 pipe can accept these larger flows. 23040-Drainage Calcs.xlsx Runoff-CS SF2-100yr Date Prepared: 9/29/2024 Kiowa Engineering Corporation ---PAGE BREAK--- Kiowa Engineering Corporation APPENDIX B.1 Supporting Hydrologic Tables and Figures ---PAGE BREAK--- Hydrology Chapter 6 6-10 City of Colorado Springs May 2014 Drainage Criteria Manual, Volume 1 For Colorado Springs and much of the Fountain Creek watershed, the 1-hour depths are fairly uniform and are summarized in Table 6-2. Depending on the location of the project, rainfall depths may be calculated using the described method and the NOAA Atlas maps shown in Figures 6-6 through 6-17. Table 6-2. Rainfall Depths for Colorado Springs Return Period 1-Hour Depth 6-Hour Depth 24-Hour Depth 2 1.19 1.70 2.10 5 1.50 2.10 2.70 10 1.75 2.40 3.20 25 2.00 2.90 3.60 50 2.25 3.20 4.20 100 2.52 3.50 4.60 Where Z= 6,840 ft/100 These depths can be applied to the design storms or converted to intensities (inches/hour) for the Rational Method as described below. However, as the basin area increases, it is unlikely that the reported point rainfalls will occur uniformly over the entire basin. To account for this characteristic of rain storms an adjustment factor, the Depth Area Reduction Factor (DARF) is applied. This adjustment to rainfall depth and its effect on design storms is also described below. The UDFCD UD-Rain spreadsheet, available on UDFCD’s website, also provides tools to calculate point rainfall depths and Intensity-Duration-Frequency curves2 and should produce similar depth calculation results. 2.2 Design Storms Design storms are used as input into rainfall/runoff models and provide a representation of the typical temporal distribution of rainfall events when the creation or routing of runoff hydrographs is required. It has long been observed that rainstorms in the Front Range of Colorado tend to occur as either short- duration, high-intensity, localized, convective thunderstorms (cloud bursts) or longer-duration, lower- intensity, broader, frontal (general) storms. The significance of these two types of events is primarily determined by the size of the drainage basin being studied. Thunderstorms can create high rates of runoff within a relatively small area, quickly, but their influence may not be significant very far Frontal storms may not create high rates of runoff within smaller drainage basins due to their lower intensity, but tend to produce larger flood flows that can be hazardous over a broader area and extend further § Thunderstorms: Based on the extensive evaluation of rain storms completed in the Carlton study (Carlton 2011), it was determined that typical thunderstorms have a duration of about 2 hours. The study evaluated over 300,000 storm cells using gage-adjusted NEXRAD data, collected over a 14- year period (1994 to 2008). Storms lasting longer than 3 hours were rarely found. Therefore, the results of the Carlton study have been used to define the shorter duration design storms. To determine the temporal distribution of thunderstorms, 22 gage-adjusted NEXRAD storm cells were studied in detail. Through a process described in a technical memorandum prepared by the City of Colorado Springs (City of Colorado Springs 2012), the results of this analysis were interpreted and normalized to the 1-hour rainfall depth to create the distribution shown in Table 6-3 with a 5 minute time interval for drainage basins up to 1 square mile in size. This distribution represents the rainfall ---PAGE BREAK--- Chapter 6 Hydrology May 2014 City of Colorado Springs 6-17 Drainage Criteria Manual, Volume 1 Table 6-6. Runoff Coefficients for Rational Method (Source: UDFCD 2001) 3.2 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the hydraulically most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. For urban areas, the time of concentration (tc) consists of an initial time or overland flow time (ti) plus the travel time (tt) in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non- urban areas, the time of concentration consists of an overland flow time (ti) plus the time of travel in a concentrated form, such as a swale or drainageway. The travel portion (tt) of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation 6-7 for both urban and non-urban areas. HSG A&B HSG C&D HSG A&B HSG C&D HSG A&B HSG C&D HSG A&B HSG C&D HSG A&B HSG C&D HSG A&B HSG C&D Business Commercial Areas 95 0.79 0.80 0.81 0.82 0.83 0.84 0.85 0.87 0.87 0.88 0.88 0.89 Neighborhood Areas 70 0.45 0.49 0.49 0.53 0.53 0.57 0.58 0.62 0.60 0.65 0.62 0.68 Residential 1/8 Acre or less 65 0.41 0.45 0.45 0.49 0.49 0.54 0.54 0.59 0.57 0.62 0.59 0.65 1/4 Acre 40 0.23 0.28 0.30 0.35 0.36 0.42 0.42 0.50 0.46 0.54 0.50 0.58 1/3 Acre 30 0.18 0.22 0.25 0.30 0.32 0.38 0.39 0.47 0.43 0.52 0.47 0.57 1/2 Acre 25 0.15 0.20 0.22 0.28 0.30 0.36 0.37 0.46 0.41 0.51 0.46 0.56 1 Acre 20 0.12 0.17 0.20 0.26 0.27 0.34 0.35 0.44 0.40 0.50 0.44 0.55 Industrial Light Areas 80 0.57 0.60 0.59 0.63 0.63 0.66 0.66 0.70 0.68 0.72 0.70 0.74 Heavy Areas 90 0.71 0.73 0.73 0.75 0.75 0.77 0.78 0.80 0.80 0.82 0.81 0.83 Parks and Cemeteries 7 0.05 0.09 0.12 0.19 0.20 0.29 0.30 0.40 0.34 0.46 0.39 0.52 Playgrounds 13 0.07 0.13 0.16 0.23 0.24 0.31 0.32 0.42 0.37 0.48 0.41 0.54 Railroad Yard Areas 40 0.23 0.28 0.30 0.35 0.36 0.42 0.42 0.50 0.46 0.54 0.50 0.58 Undeveloped Areas Historic Flow Analysis-- Greenbelts, Agriculture 2 0.03 0.05 0.09 0.16 0.17 0.26 0.26 0.38 0.31 0.45 0.36 0.51 Pasture/Meadow 0 0.02 0.04 0.08 0.15 0.15 0.25 0.25 0.37 0.30 0.44 0.35 0.50 Forest 0 0.02 0.04 0.08 0.15 0.15 0.25 0.25 0.37 0.30 0.44 0.35 0.50 Exposed Rock 100 0.89 0.89 0.90 0.90 0.92 0.92 0.94 0.94 0.95 0.95 0.96 0.96 Offsite Flow Analysis (when landuse is undefined) 45 0.26 0.31 0.32 0.37 0.38 0.44 0.44 0.51 0.48 0.55 0.51 0.59 Streets Paved 100 0.89 0.89 0.90 0.90 0.92 0.92 0.94 0.94 0.95 0.95 0.96 0.96 Gravel 80 0.57 0.60 0.59 0.63 0.63 0.66 0.66 0.70 0.68 0.72 0.70 0.74 Drive and Walks 100 0.89 0.89 0.90 0.90 0.92 0.92 0.94 0.94 0.95 0.95 0.96 0.96 Roofs 90 0.71 0.73 0.73 0.75 0.75 0.77 0.78 0.80 0.80 0.82 0.81 0.83 Lawns 0 0.02 0.04 0.08 0.15 0.15 0.25 0.25 0.37 0.30 0.44 0.35 0.50 Land Use or Surface Characteristics Percent Impervious Runoff Coefficients 2-year 5-year 10-year 25-year 50-year 100-year ---PAGE BREAK--- Hydrology Chapter 6 6-52 City of Colorado Springs May 2014 Drainage Criteria Manual, Volume 1 Figure 6-5. Colorado Springs Rainfall Intensity Duration Frequency IDF Equations I100 = -2.52 ln(D) + 12.735 I50 = -2.25 ln(D) + 11.375 I25 = -2.00 ln(D) + 10.111 I10 = -1.75 ln(D) + 8.847 I5 = -1.50 ln(D) + 7.583 I2 = -1.19 ln(D) + 6.035 Note: Values calculated by equations may not precisely duplicate values read from figure. ---PAGE BREAK--- Kiowa Engineering Corporation APPENDIX B.2 Relevant Pages from Other Drainage Reports ---PAGE BREAK--- Final Drainage Report and MDDP Update Falcon Commerce Center Filing No. 3 Terrazzo Drive Extension across Jackson Creek Monument, Colorado Prepared for: Forest Lakes, LLC 1123 Emerson Ave, Suite 204 Evanston, Illinois 60201 Prepared by: Kiowa Project No. 23004 July 9, 2024 ---PAGE BREAK--- Falcon Commerce Center - MDDP Runoff Coeficient and Percent Impervious Calculation - Proposed Condition US1 US2 GR PV HI C2 C5 C100 C-1 423,239 sf 9.72ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 9.72ac 100% 2% 2.0% 0.03 0.08 0.36 C-2 516,369 sf 11.85ac AB 85% 11.85ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-3 439,041 sf 10.08ac AB 85% 10.08ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-4 89,210 sf 2.05ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 2.05ac 100% 2% 2.0% 0.03 0.08 0.36 C-5 417,215 sf 9.58ac AB 85% 9.58ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-6 255,584 sf 5.87ac AB 85% 5.87ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-7 356,420 sf 8.18ac AB 85% 8.18ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-8 123,101 sf 2.83ac AB 85% 2.33ac 82% 70% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0.50ac 18% 0% 70.3% 0.46 0.49 0.62 C-9 138,561 sf 3.18ac AB 85% 3.18ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-10 302,975 sf 6.96ac AB 85% 6.96ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-11 148,881 sf 3.42ac AB 85% 3.42ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-12 7,017 sf 0.16ac AB 85% 0.00ac 0% 0% 75% 0.16ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-13 16,061 sf 0.37ac AB 85% 0.00ac 0% 0% 75% 0.37ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-14 87,402 sf 2.01ac AB 85% 0.00ac 0% 0% 75% 1.69ac 84% 63% 80% 0.32ac 16% 13% 100% 0% 0% 2% 0% 0% 75.8% 0.52 0.55 0.66 C-15 32,492 sf 0.75ac AB 85% 0.00ac 0% 0% 75% 0.75ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-16 556,153 sf 12.77ac AB 85% 12.77ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-20 35,604 sf 0.82ac AB 85% 0.00ac 0% 0% 75% 0.82ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-21 34,696 sf 0.80ac AB 85% 0.00ac 0% 0% 75% 0.80ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-22 452,832 sf 10.40ac AB 85% 10.40ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-23 279,503 sf 6.42ac AB 85% 6.42ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-24 30,959 sf 0.71ac AB 85% 0.00ac 0% 0% 75% 0.71ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-25 32,412 sf 0.74ac AB 85% 0.00ac 0% 0% 75% 0.74ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-26 287,907 sf 6.61ac AB 85% 6.61ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-27 297,464 sf 6.83ac AB 85% 6.83ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-30 46,568 sf 1.07ac AB 85% 0.00ac 0% 0% 75% 1.07ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-31 47,872 sf 1.10ac AB 85% 0.00ac 0% 0% 75% 1.10ac 100% 75% 80% 0% 0% 100% 0% 0% 2% 0% 0% 75.0% 0.51 0.54 0.66 C-32 397,654 sf 9.13ac AB 85% 9.13ac 100% 85% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0% 0% 85.0% 0.63 0.66 0.75 C-40 397,324 sf 9.12ac AB 85% 0% 0% 75% 2.17ac 24% 18% 80% 0% 0% 100% 0% 0% 2% 6.95ac 76% 2% 19.4% 0.11 0.19 0.44 C-41 928,691 sf 21.32ac AB 85% 0% 0% 75% 1.27ac 6% 4% 80% 0.70ac 3% 3% 100% 0% 0% 2% 19.35ac 91% 2% 8.9% 0.05 0.13 0.40 C-42 1,078,756 sf 24.76ac AB 85% 0% 0% 75% 0% 0% 80% 1.55ac 6% 5% 100% 0% 0% 2% 23.21ac 94% 2% 6.9% 0.04 0.11 0.39 C-43 120,569 sf 2.77ac AB 85% 2.45ac 89% 75% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0.32ac 11% 0% 75.5% 0.51 0.54 0.66 C-50 1,503,730 sf 34.52ac AB 85% 29.39ac 85% 72% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 5.13ac 15% 0% 72.7% 0.48 0.52 0.64 C-51 106,587 sf 2.45ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 2.45ac 100% 2% 2.0% 0.03 0.08 0.36 C-52 75,600 sf 1.74ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 1.74ac 100% 2% 2.0% 0.03 0.08 0.36 C-53 17,300 sf 0.40ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 0.40ac 100% 2% 2.0% 0.03 0.08 0.36 C-54 400,100 sf 9.19ac AB 85% 7.69ac 84% 71% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 1.50ac 16% 0% 71.4% 0.47 0.50 0.63 D-1 51,488 sf 1.18ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 1.18ac 100% 2% 2.0% 0.03 0.08 0.36 D-2 241,038 sf 5.53ac AB 85% 0% 0% 75% 0% 0% 80% 0% 0% 100% 0% 0% 2% 5.53ac 100% 2% 2.0% 0.03 0.08 0.36 OS-1 182,538 sf 4.19ac AB 85% 0% 0% 75% 0% 0% 80% 0.32ac 8% 6% 100% 0% 0% 2% 3.87ac 92% 2% 8.0% 0.05 0.12 0.39 OS-2 534,917 sf 12.28ac AB 65.9% 0.42 0.46 0.60 OS-3 15,284 sf 0.35ac AB 100.0% 0.89 0.90 0.96 OS-4 16,899 sf 0.39ac AB 100.0% 0.89 0.90 0.96 DP13 C1-C32, OS-2 146.65ac AB 85% 113.59ac 77% 66% 75% 8.20ac 6% 4% 80% 0.32ac 0% 0% 100% 0.00ac 0% 0% 2% 12.26ac 8% 0% 70.37% 0.46 0.49 0.62 DP60 C50,C51,C54 46.15ac AB 85% 37.08ac 80% 68% 75% 0.00ac 0% 0% 80% 0.00ac 0% 0% 100% 0.00ac 0% 0% 2% 9.08ac 20% 0% 68.7% 0.44 0.48 0.61 DP42 C-40,41,42,43 57.97ac AB 85% 2.45ac 4% 4% 75% 3.44ac 6% 4% 80% 2.25ac 4% 3% 100% 0.00ac 0% 0% 2% 49.83ac 86% 2% 12.9% 0.07 0.16 0.42 Basin Runoff Coef is based on % Impervious Calculation Runoff Coefficients and Percents Impervious Hydrologic Soil Type: AB Runoff Coef Method Based on Table 6-6: Runoff Coefficients for Rational Method from City of Colo Springs DCM Land Use Abb % C5 C10 C100 Weighted Commercial Area CO 95% 0.81 0.83 0.88 %Imp Streets - Gravel (Packed) GR 80% 0.59 0.63 0.70 AB Historic Flow Analysis HI 2% 0.09 0.17 0.36 CD Lawns LA 0% 0.08 0.15 0.35 D Off-site flow-Undeveloped OF 45% 0.32 0.38 0.51 Park PA 7% 0.12 0.20 0.39 Streets - Paved PV 100% 0.90 0.92 0.96 Roofs RO 90% 0.73 0.75 0.81 User Input 1 US1 85% 0.66 0.69 0.75 *Planned commercial areas are assumed to be 85% impervious User Input 2 US2 75% 0.54 0.58 0.66 *Street right of way areas are planned to have an average impervious area of 75% based on the typical street section. %Imp Basin / DP Basin or DP Area (DP contributing basins) Soil Type % Imperv Land Use Area Area 1 Land Use Area 2 Land Use Area 3 Land Use Area 4 Land Use Area 5 LandUse % Area Comp Land Use % Imp % Imperv Land Use Area % Area Comp Land Use % Imp Land Use Area % Imperv Land Use Area % Area Comp Land Use % Imp % Imperv % Area Comp Land Use % Imp % Imperv Land Use Area % Area Comp Land Use % Imp Basin % Imperv Basin Runoff Coef 23004-Drainage Calcs-MDDP Update.xlsx Runoff Coef-CS Proposed Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center - MDDP Runoff Calculation - Proposed Condition 5 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q Slope Q Q Slope (ft) (ft/s) Tt Remarks C-1 9.72 ac 0.08 5.0min 0.79 5.2 4.1 cfs C-2 11.85 ac 0.66 8.8min 7.78 4.3 33.7 cfs C-3 10.08 ac 0.66 5.7min 6.62 5.0 32.8 cfs C-4 2.05 ac 0.08 12.6min 0.17 3.8 0.6 cfs C-5 9.58 ac 0.66 8.3min 6.29 4.4 27.7 cfs C-6 5.87 ac 0.66 7.7min 3.85 4.5 17.4 cfs C-7 8.18 ac 0.66 5.3min 5.37 5.1 27.3 cfs C-8 2.83 ac 0.49 6.0min 1.40 4.9 6.8 cfs C-9 3.18 ac 0.66 5.8min 2.09 5.0 10.3 cfs C-10 6.96 ac 0.66 7.9min 4.57 4.5 20.5 cfs C-11 3.42 ac 0.66 5.0min 2.24 5.2 11.6 cfs C-12 0.16 ac 0.54 5.0min 0.09 5.2 0.4 cfs C-13 0.37 ac 0.54 8.3min 0.20 4.4 0.9 cfs C-14 2.01 ac 0.55 8.6min 1.10 4.4 4.8 cfs 42' 5.96 0.1min to DP3 C-15 0.75 ac 0.54 7.4min 0.40 4.6 1.8 cfs 690' 3.3 3.5min to DP1 C-16 12.77 ac 0.66 9.5min 8.38 4.2 35.3 cfs C-20 0.82 ac 0.54 9.8min 0.44 4.2 1.8 cfs C-21 0.80 ac 0.54 9.8min 0.43 4.2 1.8 cfs C-22 10.40 ac 0.66 7.7min 6.82 4.5 30.9 cfs C-23 6.42 ac 0.66 7.9min 4.21 4.5 18.9 cfs 550' 10 0.9min to DP23 C-24 0.71 ac 0.54 6.5min 0.38 4.8 1.8 cfs C-25 0.74 ac 0.54 6.7min 0.40 4.7 1.9 cfs C-26 6.61 ac 0.66 6.9min 4.34 4.7 20.3 cfs C-27 6.83 ac 0.66 7.1min 4.48 4.6 20.8 cfs 700' 7 1.7min to DP20 C-30 1.07 ac 0.54 8.8min 0.58 4.3 2.5 cfs C-31 1.10 ac 0.54 8.8min 0.59 4.3 2.6 cfs C-32 9.13 ac 0.66 8.3min 5.99 4.4 26.4 cfs 730' 11.2 1.1min to DP30 C-40 9.12 ac 0.19 31.3min 1.77 2.4 4.3 cfs 1310' 4 5.5min to DP41 C-41 21.32 ac 0.13 30.9min 2.75 2.4 6.7 cfs C-42 24.76 ac 0.11 33.9min 2.84 2.3 6.5 cfs C-43 2.77 ac 0.54 7.8min 1.51 4.5 6.8 cfs 300' 5 1.0min to DP60 C-50 34.52 ac 0.52 13.9min 17.83 3.6 64.8 cfs 300' 5 1.0min to DP60 C-51 2.45 ac 0.08 6.6min 0.20 4.8 0.9 cfs C-52 1.74 ac 0.08 19.0min 0.14 3.2 0.4 cfs C-53 0.40 ac 0.08 13.8min 0.03 3.7 0.1 cfs 61.1 cfs C-54 9.19 ac 0.50 11.2min 4.64 4.0 18.4 cfs D-1 1.18 ac 0.08 12.4min 0.10 3.8 0.4 cfs D-2 5.53 ac 0.08 11.9min 0.45 3.9 1.7 cfs OS-1 4.19 ac 0.12 21.3min 0.51 3.0 1.5 cfs OS-2 12.28 ac 0.46 15.9min 5.61 3.4 19.3 cfs to DP 20 OS-2(Detention) 12.28 ac 0.4 cfs Detention outlet flow, See PTC FDR to DP20 OS-3 0.35 ac 0.90 5.7min 0.31 5.0 1.6 cfs OS-4 0.39 ac 0.90 6.0min 0.35 4.9 1.7 cfs I-25, North 60.0 cfs Flow under I-25, See I25 North Hydro Report to C-52 I-25, South 61.0 cfs Flow under I-25, See I25 North Hydro Report to C-53 FSD 2 1.1 cfs Detention outlet flow to DP61 Design Stm: Direct Runoff Total Runoff Street/Chan Pipe Travel Time Design Point Area Designation Area Pipe Size Includes I-25 South Flows 23004-Drainage Calcs-MDDP Update.xlsx Runoff-CS SF2-5yr Proposed Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center - MDDP Runoff Calculation - Proposed Condition 5 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q Slope Q Q Slope (ft) (ft/s) Tt Remarks Design Stm: Direct Runoff Total Runoff Street/Chan Pipe Travel Time Design Point Area Designation Area Pipe Size DP1 C-15+C-16 13.51 ac 10.9min 8.78 4.0 35.2 cfs 290' 7.3 0.7min to DP2 DP2 DP1+C-13 13.88 ac 11.5min 8.98 3.9 35.2 cfs 108' 12.7 0.1min to DP4 DP3 C-12+C-14 2.17 ac 8.7min 1.19 4.3 5.1 cfs DP4 DP2+DP3 16.05 ac 11.7min 10.17 3.9 39.6 cfs 290' 15.9 0.3min to DP5 DP5 DP4+C-11 19.47 ac 12.0min 12.41 3.9 47.9 cfs 433' 13.6 0.5min to DP6 DP6 DP5+C-10 26.42 ac 12.5min 16.98 3.8 64.4 cfs 295' 8.4 0.6min to DP7 DP7 DP6+C-9 29.60 ac 13.1min 19.06 3.7 71.1 cfs 663' 15.0 0.7min to DP8 DP8 DP7+C-7+C-8 40.61 ac 13.8min 25.83 3.6 94.2 cfs 266' 10.8 0.4min to DP9 DP9 DP8+C-6 46.48 ac 14.2min 29.68 3.6 106.9 cfs 430' 10.8 0.7min to DP10 DP10 DP9+C-5 56.06 ac 14.9min 35.97 3.5 127.1 cfs 101' 20.2 0.1min to DP11 DP11 DP10+DP26+C-4 91.42 ac 15.0min 57.65 3.5 203.6 cfs 88' 5.0 0.3min to DP12 Plus Pilot Detent 204.0 cfs includes PTC Det flows DP12 DP11+C-3 101.50 ac 15.3min 64.27 3.5 225.0 cfs includes PTC Det flows 547' 13.4 0.7min to FB/DP13 DP13 DP12+DP30+C1+C2 134.37 ac 15.9min 85.61 3.4 294.0 cfs to JC DP20 C-27+C-26 13.44 ac 8.7min 8.82 4.3 38.6 cfs to DP21 Plus Pilot Detent 39.0 cfs includes PTC Det flows DP21 DP20+C-25 14.18 ac 8.7min 9.22 4.3 40.4 cfs includes PTC Det flows 37' 12.0 0.1min to DP22 DP22 DP21+C-24 14.89 ac 8.8min 9.61 4.3 41.9 cfs includes PTC Det flows 780' 12.0 1.1min to DP25 DP23 C-22+C-23 16.81 ac 8.8min 11.04 4.3 47.7 cfs to DP24 DP25 DP22+C20,C21 16.51 ac 9.9min 10.48 4.1 43.9 cfs 13' 16.2 0.0min to DP26 Plus Pilot Detent 44.3 cfs includes PTC Det flows DP26 DP25+DP23 33.32 ac 9.9min 21.51 4.1 89.6 cfs 710' 16.2 0.7min to DP11 Plus Pilot Detent 90.0 cfs includes PTC Det flows DP30 C-30+C-31+C-32 11.30 ac 8.8min 7.16 4.3 31.0 cfs 328' 10.7 0.5min to FB/DP13 DP41 C-40+C-41 30.44 ac 36.7min 4.52 2.2 10.2 cfs 1280' 5.0 4.3min DP42 DP41+C-42+C-43 57.97 ac 41.0min 8.86 2.0 18.2 cfs DP50 E-18+OS-1 4.54 ac 21.3min 0.83 3.0 2.5 cfs DP60 C-50, C-51, C-54 46.15 ac 14.9min 22.66 3.5 80.0 cfs to FSD 2 DP61 FSD 2+C-52+I-25, North 47.89 ac 61.5 cfs Includes I-25 North Flows DP62 FSD2+C-52 47.89 ac 1.5 cfs On-Site Flows Only NOTE: PTC FDR is Pilot Travel Center Final Drainage Report, prepared by Drexel, Barrell & Co. July 13, 2017. *Added flow out of PTC detention basin Equations (taken from Fig 6-5, City of Colorado Springs DCM): Q = CiA i2=-1.19 ln(Tc) + 6.035 Q = Peak Runoff Rate (cubic feet/second) i5=-1.50 ln(Tc) + 7.583 C = Runoff coef representing a ration of peak runoff rate to ave rainfall i10=-1.75 ln(Tc) + 8.847 intensity for a duration equal to the runoff time of concentration. i100=-2.52 ln(Tc) + 12.735 i = average rainfall intensity in inches per hour A = Drainage area in acres *Area Designation for Direct Runoff is Direct Runoff Drainage Basin and if it combines with other basins, those basin names are added after (i.e. B+A where Basin B is Direct Runoff and Basin A is combining with Basin 23004-Drainage Calcs-MDDP Update.xlsx Runoff-CS SF2-5yr Proposed Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center - MDDP Runoff Calculation - Proposed Condition Design Storm: 100 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q Slope Q Q Slope (ft) (ft/s) Tt Remarks C-1 9.72 ac 0.36 5.0min 3.52 8.7 30.5 cfs C-2 11.85 ac 0.75 8.8min 8.90 7.3 64.7 cfs C-3 10.08 ac 0.75 5.7min 7.57 8.3 63.0 cfs C-4 2.05 ac 0.36 12.6min 0.74 6.3 4.7 cfs C-5 9.58 ac 0.75 8.3min 7.19 7.4 53.2 cfs C-6 5.87 ac 0.75 7.7min 4.41 7.6 33.5 cfs C-7 8.18 ac 0.75 5.3min 6.14 8.5 52.4 cfs C-8 2.83 ac 0.62 6.0min 1.76 8.2 14.5 cfs C-9 3.18 ac 0.75 5.8min 2.39 8.3 19.9 cfs C-10 6.96 ac 0.75 7.9min 5.22 7.5 39.3 cfs C-11 3.42 ac 0.75 5.0min 2.57 8.7 22.3 cfs C-12 0.16 ac 0.66 5.0min 0.11 8.7 0.9 cfs C-13 0.37 ac 0.66 8.3min 0.24 7.4 1.8 cfs C-14 2.01 ac 0.66 8.6min 1.33 7.3 9.7 cfs 42' 5.96 0.1min to DP3 C-15 0.75 ac 0.66 7.4min 0.49 7.7 3.8 cfs 690' 3.3 3.5min to DP1 C-16 12.77 ac 0.75 9.5min 9.59 7.1 67.8 cfs C-20 0.82 ac 0.66 9.8min 0.54 7.0 3.8 cfs C-21 0.80 ac 0.66 9.8min 0.52 7.0 3.7 cfs C-22 10.40 ac 0.75 7.7min 7.81 7.6 59.4 cfs C-23 6.42 ac 0.75 7.9min 4.82 7.5 36.3 cfs 550' 10 0.9min to DP23 C-24 0.71 ac 0.66 6.5min 0.47 8.0 3.8 cfs C-25 0.74 ac 0.66 6.7min 0.49 7.9 3.9 cfs C-26 6.61 ac 0.75 6.9min 4.96 7.9 39.0 cfs C-27 6.83 ac 0.75 7.1min 5.13 7.8 40.0 cfs 700' 7 1.7min to DP20 C-30 1.07 ac 0.66 8.8min 0.70 7.3 5.1 cfs C-31 1.10 ac 0.66 8.8min 0.72 7.3 5.2 cfs C-32 9.13 ac 0.75 8.3min 6.85 7.4 50.7 cfs 730' 11.2 1.1min to DP30 C-40 9.12 ac 0.44 31.3min 4.00 4.1 16.3 cfs 1310' 4 5.5min to DP41 C-41 21.32 ac 0.40 30.9min 8.50 4.1 34.7 cfs C-42 24.76 ac 0.39 33.9min 9.63 3.9 37.1 cfs C-43 2.77 ac 0.66 7.8min 1.83 7.6 13.9 cfs C-50 34.52 ac 0.64 13.9min 22.07 6.1 134.7 cfs 300' 5 1.0min to DP60 C-51 2.45 ac 0.36 6.6min 0.89 8.0 7.1 cfs C-52 1.74 ac 0.36 19.0min 0.63 5.3 3.3 cfs C-53 0.40 ac 0.36 13.8min 0.14 6.1 0.9 cfs 193.9 cfs includes I-25, South Flows C-54 9.19 ac 0.63 11.2min 5.79 6.6 38.5 cfs D-1 1.18 ac 0.36 12.4min 0.43 6.4 2.7 cfs D-2 5.53 ac 0.36 11.9min 2.00 6.5 13.0 cfs OS-1 4.19 ac 0.39 21.3min 1.65 5.0 8.3 cfs OS-2 12.28 ac 0.60 15.9min 7.31 5.8 42.1 cfs to DP 20 OS-2 (Detention) 12.28 ac 20.8 cfs Detention outlet flow, See PTC FDR to DP20 OS-3 0.35 ac 0.96 5.7min 0.34 8.3 2.8 cfs OS-4 0.39 ac 0.96 6.0min 0.37 8.2 3.0 cfs I-25, North 276.0 cfs Flow under I-25, See I25 North Hydro Report to C-52 I-25, South 193.0 cfs Flow under I-25, See I25 North Hydro Report to C-53 FSD 2 51.1 cfs Detention outlet flow to DP61 Direct Runoff Total Runoff Street/Chan Pipe Travel Time Street Design Point Area Designation Area Pipe Size 23004-Drainage Calcs-MDDP Update.xlsx Runoff-CS SF2-100yr Proposed Kiowa Engineering Corporation ---PAGE BREAK--- Falcon Commerce Center - MDDP Runoff Calculation - Proposed Condition Design Storm: 100 Year C*A i Sum i L Vel C Tc (acre) (in/hr) Q Tc C*A (in/hr) Q Slope Q Q Slope (ft) (ft/s) Tt Remarks Direct Runoff Total Runoff Street/Chan Pipe Travel Time Street Design Point Area Designation Area Pipe Size DP1 C-15+C-16 13.51 ac 10.9min 10.08 6.7 67.8 cfs 290' 7.3 0.7min to DP2 DP2 DP1+C-13 13.88 ac 11.5min 10.32 6.6 67.9 cfs 108' 12.7 0.1min to DP4 DP3 C-12+C-14 2.17 ac 8.7min 1.44 7.3 10.5 cfs DP4 DP2+DP3 16.05 ac 11.7min 11.76 6.5 77.0 cfs 290' 15.9 0.3min to DP5 DP5 DP4+C-11 19.47 ac 12.0min 14.32 6.5 92.8 cfs 433' 13.6 0.5min to DP6 DP6 DP5+C-10 26.42 ac 12.5min 19.55 6.4 124.5 cfs 295' 8.4 0.6min to DP7 DP7 DP6+C-9 29.60 ac 13.1min 21.93 6.3 137.2 cfs 663' 15.0 0.7min to DP8 DP8 DP7+C-7+C-8 40.61 ac 13.8min 29.84 6.1 182.6 cfs 266' 10.8 0.4min to DP9 DP9 DP8+C-6 46.48 ac 14.2min 34.24 6.0 207.0 cfs 430' 10.8 0.7min to DP10 DP10 DP9+C-5 56.06 ac 14.9min 41.44 5.9 245.7 cfs 101' 20.2 0.1min to DP11 DP11 DP10+DP26+C-4 91.42 ac 15.0min 66.91 5.9 395.8 cfs 88' 5.0 0.3min to DP12 Plus Pilot Detent 416.6 cfs includes PTC Det flows DP12 DP11+C-3 101.50 ac 15.3min 74.48 5.9 457.7 cfs includes PTC Det flows 547' 13.4 0.7min to FB/DP13 DP13 DP12+DP30+C1+C2 134.37 ac 15.9min 102.48 5.8 590.0 cfs to JC DP20 C-27+C-26 13.44 ac 8.7min 10.09 7.3 73.4 cfs to DP21 Plus Pilot Detent 94.2 cfs includes PTC Det flows DP21 DP20+C-25 14.18 ac 8.7min 10.58 7.3 97.8 cfs includes PTC Det flows 37' 12.0 0.1min to DP22 DP22 DP21+C-24 14.89 ac 8.8min 11.05 7.3 101.0 cfs includes PTC Det flows 780' 12.0 1.1min to DP25 DP23 C-22+C-23 16.81 ac 8.8min 12.62 7.3 91.5 cfs to DP24 DP25 DP22+C20,C21 16.51 ac 9.9min 12.11 7.0 84.3 cfs 13' 16.2 0.0min to DP26 Plus Pilot Detent 105.1 cfs includes PTC Det flows DP26 DP25+DP23 33.32 ac 9.9min 24.73 7.0 172.2 cfs 710' 16.2 0.7min to DP11 Plus Pilot Detent 193.0 cfs includes PTC Det flows DP30 C-30+C-31+C-32 11.30 ac 8.8min 8.28 7.3 60.1 cfs 328' 10.7 0.5min to FB/DP13 DP41 C-40+C-41 30.44 ac 36.7min 12.50 3.7 45.7 cfs 1280' 5.0 4.3min DP42 DP41+C-42+C-43 57.97 ac 41.0min 23.96 3.4 80.9 cfs DP50 E-18+OS-1 4.54 ac 21.3min 1.99 5.0 10.0 cfs DP60 C-50, C-51, C-54 46.15 ac 14.9min 28.75 5.9 170.4 cfs to FSD 2 DP61 FSD 2+C-52+I-25, North 47.89 ac 330.4 cfs Includes I-25 North Flows DP62 FSD2+C-52 47.89 ac 54.4 cfs On-Site Flows Only NOTE: PTC FDR is Pilot Travel Center Final Drainage Report, prepared by Drexel, Barrell & Co. July 13, 2017. *Added flow out of PTC detention basin Equations (taken from Fig 6-5, City of Colorado Springs DCM): Q = CiA i2=-1.19 ln(Tc) + 6.035 Q = Peak Runoff Rate (cubic feet/second) i5=-1.50 ln(Tc) + 7.583 C = Runoff coef representing a ration of peak runoff rate to ave rainfall i10=-1.75 ln(Tc) + 8.847 intensity for a duration equal to the runoff time of concentration. i100=-2.52 ln(Tc) + 12.735 i = average rainfall intensity in inches per hour A = Drainage area in acres *Area Designation for Direct Runoff is the Direct Runoff Drainage Basin and if it combines with other basins, those basin names are added after (i.e. B+A where Basin B is Direct Runoff and Basin A is combining with Basin 23004-Drainage Calcs-MDDP Update.xlsx Runoff-CS SF2-100yr Proposed Kiowa Engineering Corporation ---PAGE BREAK--- NE 1/4 SECTION 35 SE 1/4 SECTION 35 W D D D D D D D ET S S S S 8 11 26 30 25 21 10 42 41 9 22 23 20 1 2 7 12 13 4 3 5 6 50 C-32 9.13 AC 0.66 0.75 C-20 0.82 AC 0.54 0.66 C-31 1.10 AC 0.54 0.66 C-21 0.80 AC 0.54 0.66 C-2 11.85 AC 0.66 0.75 C-4 2.05 AC 0.08 0.36 C-5 9.58 AC 0.66 0.75 C-23 6.42 AC 0.66 0.75 C-22 10.40 AC 0.66 0.75 C-30 1.07 AC 0.54 0.66 C-3 10.08 AC 0.66 0.75 C-42 24.76 AC 0.11 0.39 D-2 5.53AC 0.08 0.36 C-40 9.12 AC 0.20 0.44 C-41 21.32 AC 0.13 0.40 C-6 5.87 AC 0.66 0.75 C-1 9.72 AC 0.08 0.36 C-7 8.18 AC 0.66 0.75 C-27 6.83 AC 0.66 0.75 C-14 2.01 AC 0.55 0.66 C-13 0.37 AC 0.54 0.66 C-24 0.71 AC 0.54 0.66 C-8 2.83 AC 0.49 0.62 C-10 6.96 AC 0.66 0.75 C-16 12.77 AC 0.66 0.75 OS-2 12.28 AC 0.46 0.60 OS-1 4.19 AC 0.21 0.45 C-25 0.74 AC 0.54 0.66 D-1 1.18 AC 0.08 0.36 C-15 0.75 AC 0.54 0.66 C-12 0.16 AC 0.54 0.66 C-9 3.18 AC 0.66 0.75 C-11 3.42 AC 0.66 0.75 OS-3 0.35 AC 0.90 0.96 OS-4 0.39 AC 0.90 0.96 C-26 6.61 AC 0.66 0.75 C-50 34.52 AC 0.52 0.64 C-51 2.45 AC 0.08 0.36 C-53 0.40 AC 0.08 0.36 C-54 9.19 AC 0.50 0.63 60 61 C-52 1.74 AC 0.08 0.36 62 63 C54 C-43 2.77 AC 0.54 0.66 BAPTIST ROAD INTERSTATE-25 BAPTIST ROAD JACKSON CREEK DELLACROCE RANCH LLC REC# 204192562 COLORADO DEPARTMENT OF TRANSPORTATION REC# 202008864 JACKSON CREEK MONUMENT CREEK MONUMENT CREEK JACKSON CREEK WOODCARVER PROPERTIES LLC REC# 202095013 LOT 1 PILOT TRAVEL CENTER FILING NO 1 WOODCARVER ROAD WOODCARVER ROAD INTERSTATE-25 STORM SEWER SYSTEM 2 STORM SEWER SYSTEM 1 JACKSON CREEK TERRAZZO DRIVE TERRAZZO DRIVE STORM SEWER SYSTEM 2 STORM SEWER SYSTEM 1 STORM SEWER SYSTEM 1 TERRAZZO DRIVE SQUADRON DRIVE FULL SPECTRUM DETENTION BASIN (FSD 1) DELLACROCE RANCH LLC REC# 204192562 DELLACROCE RANCH LLC REC# 204192562 DELLACROCE RANCH LLC STORM SEWER SYSTEM 1 STORM SEWER SYSTEM 3 DETENTION BASIN (FSD 2) D D EXHIBIT B FALCON COMMERCE CENTER MASTER DEVELOPMENT DRAINAGE PLAN DRAINAGE PLAN - PROPOSED CONDITION DATE: MAY 17, 2022 REVISED: JULY 9, 2024 LEGEND 1 A 1.84 AC 0.76 0.83 VICINITY MAP SCALE: NTS SITE SUB-BASIN AND DESIGN POINT DISCHARGES BASIN & DESIGN POINT CONTRIBUTING BASINS 5-YR FLOW 100-YR FLOW C-1 4.1 cfs 30.5 cfs C-2 33.7 cfs 64.7 cfs C-3 32.8 cfs 63.0 cfs C-4 0.6 cfs 4.7 cfs C-5 27.7 cfs 53.2 cfs C-6 17.4 cfs 33.5 cfs C-7 27.3 cfs 52.4 cfs C-8 6.8 cfs 14.5 cfs C-9 10.3 cfs 19.9 cfs C-10 20.5 cfs 39.3 cfs C-11 11.6 cfs 22.3 cfs C-12 0.4 cfs 0.9 cfs C-13 0.9 cfs 1.8 cfs C-14 4.8 cfs 9.7 cfs C-15 1.8 cfs 3.8 cfs C-16 35.3 cfs 67.8 cfs C-20 1.8 cfs 3.8 cfs C-21 1.8 cfs 3.7 cfs C-22 30.9 cfs 59.4 cfs C-23 18.9 cfs 36.3 cfs C-24 1.8 cfs 3.8 cfs C-25 1.9 cfs 3.9 cfs C-26 20.3 cfs 39.0 cfs C-27 20.8 cfs 40.0 cfs C-30 2.5 cfs 5.1 cfs C-31 2.6 cfs 5.2 cfs C-32 26.4 cfs 50.7 cfs C-40 4.3 cfs 16.3 cfs C-41 6.7 cfs 34.7 cfs C-42 6.5 cfs 37.1 cfs C-43 6.8 cfs 13.9 cfs C-50 64.8 cfs 134.7 cfs C-51 0.9 cfs 7.1 cfs C-52 0.4 cfs 3.3 cfs C-53 0.1 cfs 0.9 cfs C-54 18.4 cfs 38.5 cfs D-1 0.4 cfs 2.7 cfs D-2 1.7 cfs 13.0 cfs OS-1 1.5 cfs 8.3 cfs OS-2 0.4 cfs 20.8 cfs OS-3 1.6 cfs 2.8 cfs OS-4 1.7 cfs 3.0 cfs DP1 C-15+C-16 35.2 cfs 67.8 cfs DP2 DP1+C-13 35.2 cfs 67.9 cfs DP3 C-12+C-14 5.1 cfs 10.5 cfs DP4 DP2+DP3 39.6 cfs 77.0 cfs DP5 DP4+C-11 47.9 cfs 92.8 cfs DP6 DP5+C-10 64.4 cfs 124.5 cfs DP7 DP6+C-9 71.1 cfs 137.2 cfs DP8 DP7+C-7+C-8 94.2 cfs 182.6 cfs DP9 DP8+C-6 106.9 cfs 207.0 cfs DP10 DP9+C-5 127.1 cfs 245.7 cfs DP11 DP10+DP26+C-4 204.0 cfs 416.6 cfs DP12 DP11+C-3 225.0 cfs 457.7 cfs DP13 DP12+DP30+C1+C2 294.0 cfs 590.0 cfs DP20 C-27+C-26 39.0 cfs 94.2 cfs DP21 DP20+C-25 40.4 cfs 97.8 cfs DP22 DP21+C-24 41.9 cfs 101.0 cfs DP23 C-22+C-23 47.7 cfs 91.5 cfs DP25 DP22+C20,C21 44.3 cfs 105.1 cfs DP26 DP25+DP23 90.0 cfs 193.0 cfs DP30 C-30+C-31+C-32 31.0 cfs 60.1 cfs DP41 C-40+C-41 10.2 cfs 45.7 cfs DP42 DP41+C-42+C-43 18.2 cfs 80.9 cfs DP50 E-18+OS-1 2.5 cfs 10.0 cfs DP60 C-50, C-51, C-54 80.0 cfs 170.4 cfs DP61 FSD 2+C-52+I-25, North 61.5 cfs 330.4 cfs DP62 FSD2+C-52 1.5 cfs 54.4 cfs D FSD-1: FULL SPECTRUM DETENTION (NORTH) Kiowa Engineering Corporation 1604 South 21st Street Colorado Springs, Colorado 80904 (719) 630-7342 FSD-1: MAX. DETENTION RELEASE RATES AT COMMON DESIGN POINT: JACKSON CREEK AT SANTA FE TRAIL DESIGN POINT Q2 Q5 Q10 Q25 Q50 Q100 EXISTING CONDITION PROPOSED CONDITION: FLOW TO DP 42 (NOT INCLUDING DETENTION) MAXIMUM DETENTION RELEASE RATE PROPOSED CONDITION: TOTAL FLOW AT DP SCALE: 1"=200' 0 200' 400' FSD-2: FULL SPECTRUM DETENTION (SOUTH) FSD-2: MAX. DETENTION RELEASE RATES AT COMMON DESIGN POINT: DP 62 AT SANTA FE TRAIL DESIGN POINT Q2 Q5 Q10 Q25 Q50 Q100 EXISTING CONDITION PROPOSED CONDITION: FLOW TO DP 62 (NOT INCLUDING DETENTION) MAXIMUM DETENTION RELEASE RATE PROPOSED CONDITION: TOTAL FLOW AT DP ---PAGE BREAK--- Kiowa Engineering Corporation APPENDIX C Hydraulic Calculations Inlet Capacity Pipe Capacity ---PAGE BREAK--- MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Inlet 6 Inlet 10 Inlet 11 Site Type (Urban or Rural) URBAN URBAN URBAN Inlet Application (Street or Area) STREET STREET STREET Hydraulic Condition On Grade On Grade In Sump Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) 4.6 1.9 1.6 Major QKnown (cfs) 8.8 4.5 3.0 Bypass (Carry-Over) Flow from Upstream Inlets must be organized from upstream (left) to (right) in order for bypass flows to be linked. Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs) 0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs) 0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) 4.6 1.9 1.6 Major Total Design Peak Flow, Q (cfs) 8.8 4.5 3.0 Minor Flow Bypassed Qb (cfs) 0.0 0.0 N/A Major Flow Bypassed Qb (cfs) 0.5 0.1 N/A INLET MANAGEMENT ---PAGE BREAK--- MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Qb (cfs) Major Flow Bypassed Qb (cfs) INLET MANAGEMENT Inlet 13 Inlet 14 Inlet 15 URBAN URBAN URBAN STREET STREET STREET On Grade On Grade In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT/Denver 13 Valley Grate 1.2 2.4 0.7 2.3 4.4 1.5 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.2 2.4 0.7 2.3 4.4 1.5 0.0 0.0 N/A 0.0 0.2 N/A ---PAGE BREAK--- MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Qb (cfs) Major Flow Bypassed Qb (cfs) INLET MANAGEMENT Inlet 16 Inlet 17 Inlet 18 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump On Grade CDOT/Denver 13 Valley Grate CDOT/Denver 13 Valley Grate CDOT Type R Curb Opening 1.0 0.8 0.9 2.0 1.6 1.7 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.8 0.9 2.0 1.6 1.7 N/A N/A 0.0 N/A N/A 0.0 ---PAGE BREAK--- MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Qb (cfs) Major Flow Bypassed Qb (cfs) INLET MANAGEMENT Inlet 40 Inlet 43 Inlet 45 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Valley Grate CDOT/Denver 13 Valley Grate CDOT Type R Curb Opening 2.6 3.8 1.3 6.0 8.6 2.4 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 2.6 3.8 1.3 6.0 8.6 2.4 N/A N/A N/A N/A N/A N/A ---PAGE BREAK--- MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Qb (cfs) Major Flow Bypassed Qb (cfs) INLET MANAGEMENT Inlet 46 Inlet 65 Inlet 67 URBAN URBAN URBAN STREET STREET STREET On Grade In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.0 9.1 1.2 1.9 16.9 2.2 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.0 9.1 1.2 1.9 16.9 2.2 0.0 N/A N/A 0.0 N/A N/A ---PAGE BREAK--- MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Qb (cfs) Major Flow Bypassed Qb (cfs) INLET MANAGEMENT Inlet 68 ed URBAN STREET In Sump CDOT Type R Curb Opening 1.4 12.5 No Bypass Flow Received 0.0 0.0 1.4 12.5 N/A N/A ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 70.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.015 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 50.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 5.9 9.6 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 4.60 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 8.80 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 6 23040-MHFD-Inlet_v5.03.xlsm, Inlet 6 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 15.00 15.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 4.6 8.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.5 cfs Capture Percentage = Qa/Qo C% = 100 95 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening 23040-MHFD-Inlet_v5.03.xlsm, Inlet 6 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 40.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 2.2 8.0 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 1.90 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 4.50 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 10 23040-MHFD-Inlet_v5.03.xlsm, Inlet 10 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 10.00 10.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 1.9 4.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.1 cfs Capture Percentage = Qa/Qo C% = 100 97 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening 23040-MHFD-Inlet_v5.03.xlsm, Inlet 10 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 40.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 30.0 40.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 11 23040-MHFD-Inlet_v5.03.xlsm, Inlet 11 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.17 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.9 5.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 1.6 3.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT Type R Curb Opening Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 11 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 40.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 30.0 40.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 2.2 8.0 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 1.20 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 2.30 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 13 23040-MHFD-Inlet_v5.03.xlsm, Inlet 13 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 10.00 10.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 1.2 2.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo C% = 100 100 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening 23040-MHFD-Inlet_v5.03.xlsm, Inlet 13 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.030 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 6.2 15.3 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.40 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 4.40 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 14 23040-MHFD-Inlet_v5.03.xlsm, Inlet 14 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 10.00 10.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 2.4 4.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.2 cfs Capture Percentage = Qa/Qo C% = 100 96 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening 23040-MHFD-Inlet_v5.03.xlsm, Inlet 14 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 18.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.010 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015 Height of Curb at Gutter Flow Line HCURB = 0.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.035 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 12.0 18.0 ft Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 15 23040-MHFD-Inlet_v5.03.xlsm, Inlet 15 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = N/A N/A Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.36 0.52 ft Depth for Curb Opening Weir Equation dCurb = N/A N/A ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.63 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.0 2.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 0.7 1.5 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT/Denver 13 Valley Grate Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 15 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 18.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015 Height of Curb at Gutter Flow Line HCURB = 0.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.035 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 12.0 18.0 ft Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.1 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 16 23040-MHFD-Inlet_v5.03.xlsm, Inlet 16 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.1 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = N/A N/A Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.36 0.52 ft Depth for Curb Opening Weir Equation dCurb = N/A N/A ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.64 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.1 2.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 1.0 2.0 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT/Denver 13 Valley Grate Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 16 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 18.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015 Height of Curb at Gutter Flow Line HCURB = 0.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.035 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 12.0 18.0 ft Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 17 23040-MHFD-Inlet_v5.03.xlsm, Inlet 17 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = N/A N/A Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.36 0.52 ft Depth for Curb Opening Weir Equation dCurb = N/A N/A ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.63 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.0 2.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 0.8 1.6 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT/Denver 13 Valley Grate Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 17 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.030 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 24.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 6.2 15.3 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 0.90 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 1.70 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 18 23040-MHFD-Inlet_v5.03.xlsm, Inlet 18 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 10.00 10.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 0.9 1.7 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo C% = 100 100 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening 23040-MHFD-Inlet_v5.03.xlsm, Inlet 18 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 60.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.015 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015 Height of Curb at Gutter Flow Line HCURB = 0.00 inches Distance from Curb Face to Street Crown TCROWN = 60.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 30.0 60.0 ft Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 40 23040-MHFD-Inlet_v5.03.xlsm, Inlet 40 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = N/A N/A Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.36 0.52 ft Depth for Curb Opening Weir Equation dCurb = N/A N/A ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.38 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.6 4.4 cfs WARNING: Inlet Capacity < Q Peak for Minor and Major Storms Q PEAK REQUIRED = 2.6 6.0 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT/Denver 13 Valley Grate Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 40 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 60.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.015 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015 Height of Curb at Gutter Flow Line HCURB = 0.00 inches Distance from Curb Face to Street Crown TCROWN = 60.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 40.0 ft Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.7 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 43 23040-MHFD-Inlet_v5.03.xlsm, Inlet 43 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 3 3 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.7 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = N/A N/A Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.50 0.69 ft Depth for Curb Opening Weir Equation dCurb = N/A N/A ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.54 0.75 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.9 8.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 3.8 8.6 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT/Denver 13 Valley Grate Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 43 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 42.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 10.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 45 23040-MHFD-Inlet_v5.03.xlsm, Inlet 45 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.17 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.9 5.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 1.3 2.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT Type R Curb Opening Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 45 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.015 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 4.4 18.0 cfs Minor storm max. allowable capacity GOOD - greater than the design peak flow of 1.00 cfs on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design peak flow of 1.90 cfs on sheet 'Inlet Management' MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 46 23040-MHFD-Inlet_v5.03.xlsm, Inlet 46 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 10.00 10.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q = 1.0 1.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo C% = 100 100 % CDOT Type R Curb Opening INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.03 (August 2023) CDOT Type R Curb Opening 23040-MHFD-Inlet_v5.03.xlsm, Inlet 46 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 60.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 30.0 60.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 7.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 65 23040-MHFD-Inlet_v5.03.xlsm, Inlet 65 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = 15.00 15.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.46 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.79 0.87 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.7 17.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 9.1 16.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT Type R Curb Opening Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 65 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 3.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 67 23040-MHFD-Inlet_v5.03.xlsm, Inlet 67 9/28/2024, 11:01 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 5.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.17 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.9 5.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 1.2 2.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT Type R Curb Opening Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 67 9/28/2024, 11:01 PM ---PAGE BREAK--- Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK = 2.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.0 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow = SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Falcon Commerce Center Flg 4 Inlet 68 23040-MHFD-Inlet_v5.03.xlsm, Inlet 68 10/28/2024, 1:31 PM ---PAGE BREAK--- Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression from above) alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.0 7.1 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.17 0.43 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.79 0.99 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 2.5 12.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms Peak) Q PEAK REQUIRED = 1.4 12.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-Vert H-Curb W Lo Lo Wo WP CDOT Type R Curb Opening Override Depths 23040-MHFD-Inlet_v5.03.xlsm, Inlet 68 10/28/2024, 1:31 PM ---PAGE BREAK--- Falcon Commerce Center - Industrial Buildings Pipe Diameter Calculations Pipe # 5yr Flow 100yr Flow Contributing Flows Manning Pipe Slope Calculated Pipe Diameter Pipe Diameter Minimum Slope of Pipe Full Pipe Flow Velocity Mannings Pipe Capacity Capacity Check S1 1.8 cfs 3.4 cfs Basin A4 0.013 1.0% 12-inch 12‐inch 0.89% 4.5 ft/sec 3.6 cfs OK S2 3.6 cfs 6.7 cfs DP2 0.013 1.1% 15-inch 15‐inch 1.08% 5.5 ft/sec 6.8 cfs OK S3 5.3 cfs 9.9 cfs DP3 0.013 1.5% 16-inch 18‐inch 0.89% 7.3 ft/sec 12.9 cfs OK S4 7.0 cfs 13.1 cfs DP4 0.013 1.0% 20-inch 24‐inch 0.33% 7.2 ft/sec 22.7 cfs OK S5 1.7 cfs 3.2 cfs Basin A4.4 0.013 1.0% 11-inch 12‐inch 0.80% 4.5 ft/sec 3.6 cfs OK S6 4.6 cfs 8.8 cfs Basin A1 0.013 1.0% 17-inch 18‐inch 0.69% 6.0 ft/sec 10.5 cfs OK S7 13.1 cfs 24.6 cfs DP7 0.013 1.2% 24-inch 24‐inch 1.19% 7.9 ft/sec 24.8 cfs OK S10 1.9 cfs 4.5 cfs Basin A8 0.013 1.0% 13-inch 15‐inch 0.49% 5.3 ft/sec 6.5 cfs OK S11 1.6 cfs 3.0 cfs Basin A9 0.013 1.0% 11-inch 15‐inch 0.22% 5.3 ft/sec 6.5 cfs OK S12 3.2 cfs 6.9 cfs DP12 0.013 1.0% 15-inch 18‐inch 0.44% 6.0 ft/sec 10.5 cfs OK S13 19.1 cfs 37.1 cfs DP13 0.013 2.7% 24-inch 24‐inch 2.69% 11.9 ft/sec 37.3 cfs OK S14 21.3 cfs 41.1 cfs DP14 0.013 3.3% 24-inch 24‐inch 3.30% 13.1 ft/sec 41.2 cfs OK S15 0.7 cfs 1.5 cfs Basin A11 0.013 2.2% 7-inch 15‐inch 0.05% 7.8 ft/sec 9.6 cfs OK S16 1.6 cfs 3.4 cfs DP16 0.013 1.0% 12-inch 15‐inch 0.27% 5.3 ft/sec 6.5 cfs OK S17 2.3 cfs 4.7 cfs DP17 0.013 1.0% 13-inch 15‐inch 0.53% 5.3 ft/sec 6.5 cfs OK S18 21.8 cfs 42.3 cfs DP18 0.013 2.0% 27-inch 30‐inch 1.06% 11.8 ft/sec 58.2 cfs OK S38 1.6 cfs 3.1 cfs Basin B3 0.013 1.0% 11-inch 12‐inch 0.74% 4.5 ft/sec 3.6 cfs OK S39 3.3 cfs 6.1 cfs DP39 0.013 1.0% 15-inch 15‐inch 0.90% 5.3 ft/sec 6.5 cfs OK S40 5.6 cfs 12.0 cfs DP40.1 0.013 1.3% 18-inch 18‐inch 1.30% 6.8 ft/sec 12.0 cfs OK S41 7.0 cfs 14.6 cfs DP41 0.013 1.0% 20-inch 24‐inch 0.42% 7.2 ft/sec 22.7 cfs OK S42 8.4 cfs 17.2 cfs DP42 0.013 1.0% 22-inch 24‐inch 0.58% 7.2 ft/sec 22.7 cfs OK S43 13.1 cfs 27.4 cfs DP43 0.013 1.0% 26-inch 30‐inch 0.45% 8.4 ft/sec 41.1 cfs OK S44 14.4 cfs 29.8 cfs DP44 0.013 0.7% 28-inch 30‐inch 0.53% 7.0 ft/sec 34.4 cfs OK S45 15.1 cfs 31.0 cfs DP45 0.013 1.0% 27-inch 30‐inch 0.57% 8.4 ft/sec 41.1 cfs OK S46 15.9 cfs 32.5 cfs DP46 0.013 1.0% 27-inch 30‐inch 0.63% 8.4 ft/sec 41.1 cfs OK S59 1.6 cfs 3.1 cfs Basin B9 0.013 1.0% 11-inch 12‐inch 0.74% 4.5 ft/sec 3.6 cfs OK S60 3.2 cfs 6.1 cfs DP60 0.013 1.0% 15-inch 15‐inch 0.88% 5.3 ft/sec 6.5 cfs OK S61 4.8 cfs 9.0 cfs DP61 0.013 1.0% 17-inch 18‐inch 0.73% 6.0 ft/sec 10.5 cfs OK S62 6.3 cfs 11.8 cfs DP62 0.013 1.3% 18-inch 18‐inch 1.26% 6.8 ft/sec 12.0 cfs OK S63 7.8 cfs 14.6 cfs DP63 0.013 2.0% 18-inch 18‐inch 1.93% 8.4 ft/sec 14.9 cfs OK S64 1.6 cfs 3.1 cfs Basin B9.5 0.013 2.0% 10-inch 12‐inch 0.73% 6.4 ft/sec 5.1 cfs OK S65 6.7 cfs 12.5 cfs Basin B8 0.013 2.0% 17-inch 18‐inch 1.42% 8.4 ft/sec 14.9 cfs OK S66 17.4 cfs 32.4 cfs DP66 0.013 1.0% 27-inch 30‐inch 0.62% 8.4 ft/sec 41.1 cfs OK S67 1.2 cfs 2.2 cfs Basin B10 0.013 1.0% 10-inch 15‐inch 0.12% 5.3 ft/sec 6.5 cfs OK S68 18.6 cfs 34.6 cfs DP68 0.013 1.0% 28-inch 30‐inch 0.71% 8.4 ft/sec 41.1 cfs OK S69 33.1 cfs 64.4 cfs DP69 0.013 1.0% 36-inch 36‐inch 0.93% 9.5 ft/sec 66.9 cfs OK Equations: Pipe Dia=((2.16Qn)/(S 0.5 0.375 Flow Velocity = (1.49/n)Rh 2/3 S 1/2 Rh = Aw/Wp Q = Discharge in cubic feet per second Pipe Capacity = (1.49/n)ARh 2/3 S 1/2 Aw = p(d2/4) n = Manning's roughness coefficient A = Cross-sectional area of pipe Aw = Water Cross Sectional Area S = Slope of the pipe A=p (D2/4) d = Water (Flow) Depth Within Pipe Rh = Hydraulic Radius D = Inside Diameter of Pipe Wp = pd (For Capacity Calculation) 23040-Drainage Calcs.xlsx Pipe Capacity Date Printed: 9/28/2024 Kiowa Engineering Corporation ---PAGE BREAK--- ---PAGE BREAK--- Program: UDSEWER Math Model Interface 2.1.1.4 Run Date: 9/29/2024 9:09:19 PM UDSewer Results Summary Project Title: Falcon Commerce Center Filing No. 2 Project Description: Storm Sewer System 2 System Input Summary Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula One Hour Depth (in): Rainfall Constant 28.5 Rainfall Constant 10 Rainfall Constant 0.786 Rational Method Constraints Minimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. (ft): 500 Maximum Urban Overland Len. (ft): 300 Used UDFCD Tc. Maximum: Yes Sizer Constraints Minimum Sewer Size (in): 18.00 Maximum Depth to Rise Ratio: 0.90 Maximum Flow Velocity (fps): 24.0 Minimum Flow Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation (ft): 6751.00 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope Gutter Length (ft) Gutter Velocity (fps) OUTFALL 1 6760.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S71-2 6761.76 246.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S71-1 6767.84 192.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S71 6774.54 192.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S70 6774.31 192.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S66-1 6775.00 96.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S69 6774.93 103.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S67 6775.03 3.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S65-1 6780.09 101.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S65 6784.13 101.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S63 6784.23 98.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S62 6787.40 94.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S64 6784.23 4.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S68 6775.03 3.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow ---PAGE BREAK--- Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S71-2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 246.20 S71-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192.70 S71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192.70 S70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192.70 S66-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96.70 S69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103.30 S67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.70 S65-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101.40 S65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101.40 S63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98.00 S62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 94.50 S64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.10 S68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.80 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Invert (ft) Slope Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) S71-2 61.50 6746.54 3.9 6748.94 0.013 0.13 1.00 CIRCULAR 54.00 in 54.00 in S71-1 332.25 6750.22 2.0 6756.86 0.013 0.13 1.00 CIRCULAR 54.00 in 54.00 in S71 318.64 6756.86 1.9 6762.91 0.013 0.05 1.00 CIRCULAR 54.00 in 54.00 in S70 58.04 6763.11 2.0 6764.27 0.013 0.11 1.00 CIRCULAR 54.00 in 54.00 in S66-1 71.17 6768.15 2.0 6769.57 0.013 0.05 0.00 CIRCULAR 36.00 in 36.00 in S69 45.30 6765.77 2.0 6766.68 0.013 1.00 1.00 CIRCULAR 42.00 in 42.00 in S67 36.69 6768.78 3.0 6769.88 0.013 1.01 0.00 CIRCULAR 18.00 in 18.00 in S65-1 417.58 6766.78 1.3 6772.21 0.013 0.05 0.44 CIRCULAR 42.00 in 42.00 in S65 376.20 6772.31 1.3 6777.20 0.013 0.05 1.00 CIRCULAR 42.00 in 42.00 in S63 36.70 6777.30 2.1 6778.07 0.013 1.00 1.00 CIRCULAR 42.00 in 42.00 in S62 31.50 6778.17 2.1 6778.83 0.013 0.05 1.00 CIRCULAR 42.00 in 42.00 in S64 14.31 6779.20 2.2 6779.51 0.013 1.00 0.00 CIRCULAR 18.00 in 18.00 in S68 14.31 6768.78 3.0 6769.21 0.013 1.00 0.00 CIRCULAR 18.00 in 18.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment S71-2 389.40 24.48 51.16 15.80 31.16 25.90 3.12 Supercritical 246.20 0.00 Velocity is Too High S71-1 278.85 17.53 47.82 12.94 33.01 18.92 2.19 Pressurized 192.70 332.25 S71 271.79 17.09 47.82 12.94 33.58 18.54 2.12 Supercritical Jump 192.70 100.13 S70 278.85 17.53 47.82 12.94 33.01 18.92 2.19 Supercritical 192.70 0.00 S66-1 94.58 13.38 36.00 13.68 36.00 13.68 0.00 Pressurized 96.70 71.17 S69 142.67 14.83 37.25 11.45 26.49 16.16 2.07 Pressurized 103.30 45.30 S67 18.24 10.32 8.82 4.30 5.50 8.09 2.48 Pressurized 3.70 36.69 S65-1 115.02 11.96 37.01 11.30 30.62 13.49 1.53 Pressurized 101.40 417.58 S65 115.02 11.96 37.01 11.30 30.62 13.49 1.53 Pressurized 101.40 376.20 S63 146.19 15.19 36.54 11.03 25.16 16.29 2.17 Pressurized 98.00 36.70 S62 146.19 15.19 36.03 10.76 24.58 16.16 2.19 Pressurized 94.50 31.50 S64 15.62 8.84 9.30 4.45 6.29 7.45 2.12 Pressurized 4.10 14.31 S68 18.24 10.32 8.94 4.34 5.58 8.15 2.48 Pressurized 3.80 14.31 A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: ---PAGE BREAK--- Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment S71-2 246.20 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 S71-1 192.70 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 S71 192.70 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 S70 192.70 CIRCULAR 54.00 in 54.00 in 48.00 in 48.00 in 54.00 in 54.00 in 15.90 S66-1 96.70 CIRCULAR 36.00 in 36.00 in 42.00 in 42.00 in 36.00 in 36.00 in 7.07 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise S69 103.30 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 S67 3.70 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 S65-1 101.40 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 S65 101.40 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 S63 98.00 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62 S62 94.50 CIRCULAR 42.00 in 42.00 in 36.00 in 36.00 in 42.00 in 42.00 in 9.62 S64 4.10 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 S68 3.80 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 6751.00 Invert Elev. Manhole Losses HGL EGL Element Name (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) (ft) Upstream (ft) (ft) Friction Loss (ft) Upstream (ft) S71-2 6746.54 6748.94 0.00 0.00 6751.00 6755.84 6759.56 0.00 6759.56 S71-1 6750.22 6756.86 0.30 1.44 6759.01 6762.19 6761.29 3.17 6764.47 S71 6756.86 6762.91 0.11 0.00 6762.30 6766.89 6764.58 4.91 6769.49 S70 6763.11 6764.27 0.25 0.00 6767.15 6769.14 6771.42 0.00 6771.42 S66-1 6768.15 6769.57 0.15 0.00 6771.15 6772.63 6774.05 1.49 6775.54 S69 6765.77 6766.68 1.79 0.49 6771.91 6772.38 6773.70 0.48 6774.17 S67 6768.78 6769.88 0.07 0.00 6774.17 6774.22 6774.24 0.05 6774.29 S65-1 6766.78 6772.21 0.09 1.03 6773.56 6777.78 6775.29 4.22 6779.51 S65 6772.31 6777.20 0.09 0.00 6777.87 6781.67 6779.59 3.80 6783.40 S63 6777.30 6778.07 1.61 0.11 6783.51 6783.86 6785.12 0.35 6785.47 S62 6778.17 6778.83 0.07 0.11 6784.16 6784.43 6785.65 0.28 6785.93 S64 6779.20 6779.51 0.08 0.00 6783.40 6783.42 6783.48 0.02 6783.50 S68 6768.78 6769.21 0.07 0.00 6774.17 6774.19 6774.24 0.02 6774.26 Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ Junction Loss K * V_fi ^ Friction loss is always Upstream EGL - EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The minimum trench width is 2.00 ft Upstream Element Name Length (ft) Wall (in) Bedding (in) Bottom Width (ft) Top Width (ft) Trench Depth (ft) Cover (ft) Top Width (ft) Trench Depth (ft) Cover (ft) Volume (cu. yd) Comment S71-2 61.50 5.50 8.00 8.42 25.34 15.54 9.46 22.14 13.95 7.86 417.80 S71-1 332.25 5.50 8.00 8.42 19.59 12.67 6.59 18.46 12.11 6.02 1630.18 S71 318.64 5.50 8.00 8.42 18.47 12.11 6.03 19.76 12.76 6.67 1573.73 S70 58.04 5.50 8.00 8.42 19.36 12.56 6.47 16.58 11.17 5.08 264.68 S66-1 71.17 4.00 6.00 6.67 10.33 7.00 2.83 8.86 6.26 2.10 122.51 ---PAGE BREAK--- S69 45.30 4.50 6.00 7.25 14.57 9.41 4.66 14.00 9.13 4.38 133.53 S67 36.69 2.50 4.00 4.92 11.80 6.69 4.44 9.80 5.69 3.44 53.47 S65-1 417.58 4.50 6.00 7.25 13.80 9.02 4.27 13.26 8.76 4.01 1149.43 S65 376.20 4.50 6.00 7.25 13.06 8.66 3.91 11.36 7.81 3.06 919.63 S63 36.70 4.50 6.00 7.25 11.16 7.71 2.96 9.82 7.04 2.29 76.35 S62 31.50 4.50 6.00 7.25 9.62 6.94 2.19 14.64 9.45 4.70 78.07 S64 14.31 2.50 4.00 4.92 9.37 5.48 3.23 8.94 5.26 3.01 16.38 S68 14.31 2.50 4.00 4.92 11.80 6.69 4.44 11.14 6.36 4.11 22.71 Total earth volume for sewer trenches = 6458 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 inches. If the calculated width of the trench bottom is less than the minimum acceptable width, the minimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 inches The sewer bedding thickness is equal to: Four inches for pipes less than 33 inches. Six inches for pipes less than 60 inches. Eight inches for all larger sizes. ---PAGE BREAK--- Kiowa Engineering Corporation APPENDIX D Drainage Plan – Proposed Condition ---PAGE BREAK--- EX W EX W EX UGE EX STM EX STM EX STM EX STM EX STM EX STM EX STM EX STM EX STM EX STM EX W EX W EX W EX W EX W EX W EX W EX W EX W EX W EX W DS DS D D D D D D D D A1 1.40 AC 0.67 0.76 A2 0.63 AC 0.79 0.87 A4 0.48 AC 0.73 0.81 A4.1 0.48 AC 0.73 0.81 A4.2 0.48 AC 0.73 0.81 A4.3 0.48 AC 0.73 0.81 A4.4 0.48 AC 0.73 0.81 A4.5 0.24 AC 0.73 0.81 A10 0.32 AC 0.77 0.85 A11 0.31 AC 0.48 0.61 A12 0.39 AC 0.53 0.65 A3 0.24 AC 0.76 0.83 A8 1.22 AC 0.39 0.55 A9 0.49 AC 0.70 0.79 B3 2.16 AC 0.43 0.57 B3.1 0.46 AC 0.73 0.81 B3.2 0.46 AC 0.73 0.81 B3.3 0.46 AC 0.73 0.81 B3.4 0.46 AC 0.73 0.81 B3.5 0.46 AC 0.73 0.81 B9 0.46 AC 0.73 0.81 B9.1 0.46 AC 0.73 0.81 B9.2 0.46 AC 0.73 0.81 B9.3 0.46 AC 0.73 0.81 B9.4 0.46 AC 0.73 0.81 B9.5 0.46 AC 0.73 0.81 B1 1.42 AC 0.41 0.56 B2 2.16 AC 0.43 0.57 B4 0.33 AC 0.80 0.87 B5 0.34 AC 0.58 0.69 B6 0.47 AC 0.63 0.73 B10 0.30 AC 0.78 0.85 B8 2.19 AC 0.74 0.82 B11.1 0.72 AC 0.80 0.87 OS-1 0.43 AC 0.49 0.62 3 4 7 14 18 17 12 13 60 61 62 63 66 39 41 42 43 44 45 46 19 68 S3 S4 S5 S6 S7 6 S10 10 11 S11 S12 13 S13 14 S14 15 S15 17 S17 18 S18 S59 S60 S61 S62 S63 S64 S38 40 S39 S41 S42 S42.1 S44 S45 43 45 46 S46 67 S67 S68 A14 0.46 AC 0.08 0.36 A15 0.19 AC 0.08 0.36 16 S16 16 2 S1 S2 S40 40 S43 65 S65 S66 69 S69 A13 0.23 AC 0.68 0.77 B1.1 0.17 AC 0.08 0.36 OS-2 0.67 AC 0.52 0.64 UNITED PARCEL SERVICE DEVELOPMENT (16.91AC PROPERTY) OPEN SPACE / PARK 2 ACRES EAGLE ROCK DEVELOPMENT WOODCARVER ROAD SQUADRON DRIVE TERRAZO DRIVE PROPOSED BUILDING B 572' x 200' 114,400SF PROPOSED BUILDING A 648' x 370' 239,760SF STORM SEWER SYSTEM 1 STORM SEWER SYSTEM 1 STORM SEWER SYSTEM 2 STORM SEWER SYSTEM 1 UNPLATTED UNPLATTED UNPLATTED B11 0.99 AC 0.08 0.36 26.1 11 8 9 10 26 68 65 DRAINAGE PLAN - PROPOSED CONDITIONS A Kiowa Engineering Corporation 5951 Middlefield Road, Suite 200 Littleton, Colorado 80123 (303) 692-0369 FALCON COMMERCE CENTER FILING NO. 4 FCC INDUSTRIAL BUILDINGS MONUMENT, COLORADO EXHIBIT Design: MWE JIM JIM/MWE Drawn: Check: Revisions: 23004 Date: Project No.: October 28, 2024 LEGEND 1 10 S10 A 1.84 AC 0.76 0.83 D SCALE: 1"=60' 0 60' 120'