Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutBLOOM COMMUNITY POOL & PARK - BDR250007 - SUBMITTAL DOCUMENTS - ROUND 1 - Drainage Related Document IG CiviiWorx Final Drainage and Erosion Control Report ---------------- Bloom Park tic Pool `�.. Fort Collins, CO .. V ID it I • �'t'�'•"-t COMMUNITY Prepared for: Hartford Acquisitions LLC 4801 Goodman Road Timnath,CO 80547 February 19, 2025 4025 Automation Way,Ste B2 Fort Collins,CO 80525 1 970-698-6046 1 www.civilworxeng.com Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO February 19, 2025 Mr. Wes Lamarque City of Fort Collins Engineer 281 North College Ave Fort Collins, CO 80524 RE: Bloom Park& Pool Final Drainage Design and Erosion Control Report Project Number:C24008 Dear Wes, CivilWorx, LLC is pleased to submit this Final Design and Erosion Control Report for the Bloom Park&Pool Development in Fort Collins, Colorado. This report serves to document the Final design plans for the Bloom Park and Pool Development, and to show conformance with the previously approved drainage master plan by Galloway (Bloom Filing 1 and Filing 1 Amendment). The proposed modifications to the park site include updates to the existing catchment delineations and impervious areas, and new storm flow routing based on a review of the overall drainage plan for the greater subdivision. In general, the proposed plan is not substantially different from the drainage plan presented with the preliminary plan review. CivilWorx has re-evaluated flows and capacity information for the existing storm sewer which bisects this park site as it will be used to convey the minor flows generated by the park site into the existing sand filter, and ultimately outfall into Pond D. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in City of Fort Collins Storm Drainage Design Criteria and Construction Standards. This report was prepared in compliance with technical criteria set forth in both the Urban Drainage and Flood Control District(UDFCD) Urban Storm Drainage Criteria Manual and the City of Fort Collins Storm Drainage Design Criteria. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Respectfully, Scott Nesbitt, PE Senior Project Engineer CivilWorx, LLC I C24008-Bloom Park&Pool Drainage Report Final Drainage and Erosion Control Report Bloom Park&Pool CiVilWorx Fort Collins,CO TABLE OF CONTENTS PAGE I. General Location and Description........................................................................................................................1 A. Location .......................................................................................................................................................1 B. Description of Property...............................................................................................................................1 II. Drainage Basins and Catchments.........................................................................................................................3 A. Major Basin Description...............................................................................................................................3 B. Pre-Project, Planned Drainage Patterns......................................................................................................3 III. Drainage Design Criteria ......................................................................................................................................4 A. Regulations..................................................................................................................................................4 B. Development Criteria Reference and Constraints.......................................................................................4 C. Hydrological Criteria....................................................................................................................................4 D. Hydraulic Criteria and Governing Standards ...............................................................................................4 IV. Drainage Facility Design.......................................................................................................................................5 A. General Developed Project Overview..........................................................................................................5 V. Sediment/Erosion Control..................................................................................................................................10 VI. Conclusions........................................................................................................................................................10 A. Compliance with Standards.......................................................................................................................10 B. Drainage Plan.............................................................................................................................................11 VII. References.....................................................................................................................................................11 Vill. Certification...................................................................................................................................................12 List of Figures Figure1.Vicinity and Phase Map...................................................................................................................................1 Figure 2. Lower Cooper Slough Drainage Basin—As Shown on the City of Fort Collins Website..................................3 Figure 3. Proposed Drainage Plan..................................................................................................................................6 List of Tables Table 1. Existing Catchment Planned Drainage Parameters..........................................................................................3 Table 2. Developed Catchment Runoff Summary.........................................................................................................7 Table 3.Storm Sewer Piping Summary..........................................................................................................................8 Table 4.Storm Sewer Hydraulic Grade Line Summary..................................................................................................9 Table 5.Storm Sewer Inlet Interception Summary.....................................................................................................10 APPENDICES APPENDIX A—Drainage and Erosion Control Plans APPENDIX B—Hydrological Modelling(EPA SWMM) APPENDIX C—LID/Water Quality Calculations APPENDIX D—Referenced Reports I I C24008-Bloom Park&Pool Drainage Report Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO I. General Location and Description A. Location The Bloom Development (referred herein as "the site") is located north of State Highway 14 (Mulberry Street)and just west of Interstate 25.The site is located within the southwest half of Section 9,Township 7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins,County of Larimer,State of Colorado. The site is located on the parcel of land #8709229005 owned by "MULBERRY DEVELOPMENT LLC". A vicinity map is shown with Figure 1. i rJ t'HI Il•NU�te• �; � Qa h(u dl*'atialf/ IttOHfp 41 '�,_� 'I ; _ 75rit/lilFj.il101A1. T— J�L � C291if `i'�"7917N { � I .?� r l+tt'L.,i.i ' tie rl ff.IJ1 —..(,r- t1�. j {•fd 1 `,f qq h o 645 r �, 'S.$"� -'"- cl 1 1 } ',1� I �,,��' •-�,[.a �,{ it N11 t. Figure 1. Vicinity and Phase Map B. Description of Property Currently, the project site is partially developed with the adjacent roads to the south and west sides of the site already constructed. The park site is directly adjacent to Pond D, which sits just east of the site and is currently operational.There is an existing pump house on the eastern side of the site,which will be incorporated into the landscaping and design of the park.There is also an existing mail kiosk structure on the west side of the site which will be protected in place during the construction of this park. An existing private storm line and associated easement is located in the center of the site running east to west. This storm line conveys flows from previously constructed portions of the site with an outfall into the sand 1 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO filter within Pond D. The historic use of the property was agriculture and farming and thus characterized as a tilled field.The site currently has been overlot graded and largely filled. Below is a detailed summary of the existing conditions: Ground Cover-The site is currently partially developed,with some existing structures and utilities therefore ground conditions can be characterized as bare native soils roughly graded to support the construction of the pumphouse and grading of Pond D. Grades—In general,the entire site drains to the south southeast.These grades are generally less than 1%,with a few localized areas that slope between 2-5%. Soil Type-According to the Natural Resources Conservation (NRCS)web soil survey and report,the site consists of Garret loam and Ascalon sandy loam soils of hydrologic soils groups Type B and C. Soils are assumed type C/D for drainage purposes. Utilities—The site includes the existing storm sewer within property,which will be utilized in the drainage design of the park. Domestic water and sanitary sewers stubs have been provided along the west side of the site, south of the mail kiosk. There are utilities associated with the pump house including an electrical service, gas services, and associated irrigation lines. Natural gas, telephone,fiber, and electric are installed around the perimeter of the site on the west and south sides of the site. Groundwater—Groundwater was observed at depths of 10'to 12' below the general project site (Appendix D). Note that this site will generally be filled during the earthwork phase of construction. 2 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO II. Drainage Basins and Catchments A. Major Basin Description This site is located within the Cooper Slough drainage basin as most recently described in the Mulberry Master Drainage Plan (MDP) by Galloway Engineering Firm and dated April 6th, 2021,with the last revision of the report being dated as June 20, 2023. Figure 2. Lower Cooper Slough Drainage Basin—As Shown on the City of Fort Collins Website B. Pre-Project, Planned Drainage Patterns The project site is located within the Cooper Slough Drainage Basin as shown in Figure 2 above. The proposed site area for the park is minor, consisting of only 2.45 acres.The pre-project drainage pattern for the site is generally flowing south southeast with overland flows either running off directly into Pond D or reaching adjacent streets N Aria Way and Skyes Dr, where flows will reach existing storm drain inlets which outfall into Pond D. The nearest receiving waters to the site are the Cooper slough drainage and wetlands (approximately 1,200 feet from the site)that flow into the Boxelder Creek,which further transports water to the Poudre River. Below is summary of the existing catchments within which the project sits, these catchments had planned C-values as a broad way of estimating the planned impervious areas for the future development areas. The site is primarily located within Basin "D18.1" with minor impacts to "D14" and "D19". Table 1. Existing Catchment Planned Drainage Parameters Existing Basin Area(ac.) C2 Cioo D18.1 2.22 0.8 1.0 D14 0.75 0.7 0.87 D19 0.62 0.79 0.99 3 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO III. Drainage Design Criteria A. Regulations The design criteria for this development are the City of Fort Collins Stormwater Drainage Criteria Manual (FCSDCM) dated March 2018 and the Mile High Flood District Criteria Manuals Volumes 2, and 3 (referred to herein as MHFDCM). B. Development Criteria Reference and Constraints The criteria used as the basis to analyze and design stormwater features of this project were done according to the references cited in this report. C. Hydrological Criteria In accordance with the City of Fort Collins policy, a minor and major storm are identified as the 2-year and 100-year storms, respectively. These storms have been used as a basis for planning and design. The proposed developed drainage networks, including the stormwater detention system, are designed using the USEPA Stormwater Management Model (SWMM version 5.2.4) software. SWMM input parameters for catchment runoff utilized Table 4.1-1 of the referenced FCSDCM, as was done with a previous CivilWorx analysis of the Bloom Multi Family Development(dated 6/25/2024). Post development runoff for the site will be in accordance with the previously approved Bloom Filing 1 Amendment — drainage modifications and the Mulberry and Greenfields Master Drainage Plan both of which were developed by Galloway Engineering. D. Hydraulic Criteria and Governing Standards The developed site will convey runoff to an existing detention pond, adjacent to the site to the east via a combination of channelized flow, sheet flow, and storm sewer, then release to the downstream system per the approved Mulberry and Greenfields Master Drainage Report as currently amended by Galloway Engineering. SWMM modeling was used to verify conformance with the Galloway drainage report and to ensure the existing storm lines have adequate capacity to convey the runoff created by the development of this park and pool site. Hydraulic calculations for all pipes and swales were also completed using EPA- SWMM and are included in this report. SWMM catchment width parameters are calibrated using the theory of cascading planes (see Guo reference). This method was also documented in the 2016 SWMM Hydrology Reference Manual published by the EPA. 4 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO IV. Drainage Facility Design A. General Developed Project Overview The developed Bloom project site area includes the construction of a pool with associated buildings, parking areas, landscaped areas, a playground, a pickleball court, sidewalks and gravel paths. The Bloom Park and Pool project is part of the Cooper Slough basin whose ultimate outfall is Boxelder Creek, located south of Colorado Highway 14 (Mulberry Street). Runoff from the Bloom Park and Pool site will be captured using a combination of curb&gutter,storm inlets,and storm sewer pipe(existing and proposed) being conveyed to an existing onsite detention facility. This detention pond, designated as Pond D, will also include inflow from adjacent property to the east, west and north as shown on the Mulberry and Greenfields Master Drainage Plan (as currently amended) by Galloway Engineering. It is noted that the Galloway drainage modelling for the Bloom site and impacted basins had C-values ranging near 1 and therefore would be approaching an assumed 100%impervious coverage based on the catchment parameters within the referenced report (Appendix D). The proposed impervious area is considerably less than the full impervious coverage originally assumed by the drainage master plan. Modifications to the drainage plan from previous submittals include the addition of building roof drain collection and a more detailed design for the LID chamber system. Overall Drainage Plan The overall drainage plan is to convey runoff to the detention facility Pond D, on the east side of the site prior to discharging via the existing Pond D outlet as was planned in the Galloway Master drainage report. Following is an analysis of the site drainage concepts and routing as well as a summary of all of the proposed on site drainage Catchments. All flow summaries at design points, including conveyance facilities, have been designed in detail as part of the EPA SWMM model. Catchments D14-1 and D14-2: These two catchments are situated on the west side of the site,they represent areas of the site which will flow overland westward to the existing Aria Way street.These minor flows will be intercepted by existing storm inlets on Aria near the northwest corner of the site. From here it is carried through Storm Line Z and into the existing detention pond D. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM. Catchment D18.1A—D18.1H: These catchments represent most of the developed park area, all falling within the existing planned catchment area for D18.1, according to the Galloway Master Drainage report. These catchments are summarized below in Table 2.These catchments generally flow toward the existing storm sewer situated in the center of the site running from the west to the east, with an outfall into Pond D via a forebay and sand filter. Internal site runoff is conveyed via gentle overland flow channelized curb/gutter/pan flow, storm pipes ranging from 8"to 18"in size,some smaller area inlets including 24"x24" Nyloplast area inlets, and one type 13-inlet near the SW corner of the site. Street capacities, inlet sizing,and storm sewer sizing were all completed using EPA-SWMM. 5 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO Catchment D19-1: This 0.06-acre catchment is located at the south side of the site, near the SW corner of the site. This catchment flows south to the existing Skyes Drive.These minor flows will be intercepted by existing storm inlets on Skyes Drive just east of the project site, ultimately flowing into the existing detention pond D. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM. Catchment D24-1: This small 0.02-acre catchment is located on the west side of the park site, just east of the proposed courts.This small area will flow overland directly into pond D. -------------- ----------------------------------------------------- r 1 Ir � r ■ f arm .! SMNA,3 I � iSIQMlNELv f ST.IiNAt••-1 - ` /�� 1 �N b,o�•�. --� sy 5 die, ,. 1 a•i.vxw owuu � Ime �j sror- R mom � I �--.-----.------- j SYKES DOW Figure 3. Proposed Drainage Plan 6 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO Drainage Catchment Summaries The following is a summary of the Catchment runoff characteristics: Table 2. Developed Catchment Runoff Summary Catchment Area % C2 Q2 Cioo Qioo (ac.) Imperv. cfs cfs D14-1 0.26 9% 0.059 0.05 0.553 1.57 D14-2 0.11 34% 0.23 0.08 0.683 0.98 D18.1A 0.75 8% 0.054 0.13 0.502 2.52 D18.1B 0.03 26% 0.176 0.02 0.647 0.26 D18.1C 0.18 83% 0.66 0.36 0.894 1.72 D18.111) 0.43 31% 0.209 0.29 0.657 3.23 D18.1E 0.11 48% 0.332 0.1 0.74 0.88 D18.1F 0.11 89% 0.722 0.22 0.92 1.03 D18.1G 0.07 21% 0.142 0.03 0.616 0.52 D18.1H 0.31 78% 0.605 0.55 0.871 2.9 D19-1 0.06 20% 0.135 0.03 0.621 0.51 D24-1 0.02 38% 0.607 0.56 0.872 2.93 Note the infiltration parameters prescribed by the FCSDCM represent fully saturated underlying soil moisture conditions and thus produce very high runoff rates and volumetric yields. Storm Sewers The proposed drainage system for Bloom Park and Pool was modeled in EPA-SWMM to determine pipe sizing and flow routing. The SWMM models for the 100-year and 2-year storms are included in Appendix B for reference. • Storm Line A.1-This system drains the western portion of the site to the existing storm drainage line 29x45 HERCP pipe running east-west through the site,and into Pond D. This storm drainage infrastructure is composed of 8" and 12" ADS storm pipe with small area inlets to capture flows caught between the existing mail kiosk and the slide hill. • Storm Line B-This system collects drainage along the southern and eastern portions of the site, south of the pump house. Flows from the parking lot and ball courts are routed to a pan and type-13 inlet. From here flows are conveyed to the north through 12" and 18" storm lines, connecting to the existing 36-inch storm line via a new connection Manhole constructed over the existing storm.These flows outfall into Pond D • Storm Line B.1-This system collects drainage along the pool deck between the pool and the pool buildings captured via a trench drain. The trench drain then connects to 8-inch ADS lines which feed back into the main trunk of Storm Line B, and its outfall into the existing 36-inch RCP storm and into Pond D. Table 3 summarizes the pipe flows for the storm sewer systems for the project. 7 Final Drainage and Erosion Control Report Bloom Park&Pool CiVil''W orx Fort Collins,CO v v Table 3.Storm Sewer Piping Summary Link Element Size V2 Q2 Vioo Qioo Upstream Downstream (in) fps cfs fps cfs Node Node EX PIPE A.1-1 Zl 29x45 1.94 0.42 5.39 1.48 STM.MH A.1-1 SDMHZI EX PIPE B-1 POND-D 36 4.07 0.93 7.93 3.33 STM.MH B-1 POND D EX PIPE Zl B-1 36 3.02 0.79 5.74 2.75 SDMHZI STM.MH B-1 EX PIPE Z2 A.1-1 29x45 2.19 0.43 5.41 1.51 SDMHZ2 STM.MH A.1-1 PIPE A.1-2 A.1-1 12 1.47 0 2.65 0.13 STM A.1-2 INV. STM.MH A.1-1 PIPE B.1-0 B.1-OA 4 3.75 0.82 3.92 1.05 STM B.1-0 INV STM 6.1-0A INV. PIPE B.1-0 B-2 8 2.15 0.11 2.87 0.35 STM 6.1-1 INV. STM B-2 INV PIPE B.1-OA B.1-1 8 3.17 0.14 3.51 0.21 STM 13.1-0A INV. STM B.1-1 INV. PIPE B-1 18 2.71 0.1 4.25 0.49 STM B-1 INV STM.MH B-1 PIPE B-2 B-1 18 2.71 0.1 4.21 0.49 STM B-2 INV STM B-1 INV PIPE B-3 B-2 12 2.49 0.21 4.36 1.13 STM B-3 INV STM B-2 INV PIPE B-4 B-3 12 2.59 0.21 3.94 1.12 STM B-4 INV. STM B-4 INV. EX PIPE A.1-1 Zl 29x45 1.94 0.42 5.39 1.48 STM.MH A.1-1 SDMHZI EX PIPE B-1 POND-D 36 4.07 0.93 7.93 3.33 STM.MH B-1 POND D EX PIPE Z1 B-1 36 3.02 0.79 5.74 2.75 SDMHZI STM.MH B-1 EX PIPE Z2 A.1-1 29x45 2.19 0.43 5.41 1.51 SDMHZ2 STM.MH A.1-1 PIPE A.1-2 A.1-1 12 1.47 0 2.65 0.13 STM A.1-2 INV. STM.MH A.1-1 PIPE B.1-0 B.1-OA 4 3.75 0.82 3.92 1.05 STM B.1-0 INV STM B.1-0A INV. PIPE B.1-0 B-2 8 2.15 0.11 2.87 0.35 STM 6.1-1 INV. STM B-2 INV PIPE B.1-OA B.1-1 8 3.17 0.14 3.51 0.21 STM 13.1-0A INV. STM 6.1-1 INV. PIPE B-1 18 2.71 0.1 4.25 0.49 STM B-1 INV STM.MH B-1 PIPE B-2 B-1 18 2.71 0.1 4.21 0.49 STM B-2 INV STM B-1 INV PIPE B-3 B-2 12 2.49 0.21 4.36 1.13 STM B-3 INV STM B-2 INV PIPE B-4 B-3 12 2.59 0.21 3.94 1.12 STM B-4 INV. STM B-4 INV. EX PIPE A.1-1 Zl 29x45 1.94 0.42 5.39 1.48 STM.MH A.1-1 SDMHZI EX PIPE B-1 POND-D 36 4.07 0.93 7.93 3.33 STM.MH B-1 POND D EX PIPE Z1 B-1 36 3.02 0.79 5.74 2.75 SDMHZI STM.MH B-1 EX PIPE Z2 A.1-1 29x45 2.19 0.43 5.41 1.51 SDMHZ2 STM.MH A.1-1 PIPE A.1-2 A.1-1 12 1.47 0 2.65 0.13 STM A.1-2 INV. STM.MH A.1-1 8 Final Drainage and Erosion Control Report Bloom Park&Pool CiVilWorx Fort Collins,CO Table 4 summarizes the hydraulics of the proposed drainage plan for major and minor storm events. Table 4.Storm Sewer Hydraulic Grade Line Summary Node Element D2 HGL2 Q2 Dioo HGLioo Qioo ft ft cfs ft ft cfs Storm Sewer Structures SDMHZ1 1.8 4944.3 11.71 4.1 4946.6 40.60 SDMHZ2 1.6 4944.4 11.73 5.0 4947.8 40.11 STM.MH A.1-1 1.7 4944.4 11.44 4.6 4947.3 40.12 STM.MH B-1 1.6 4944.1 12.30 3.4 4945.9 43.93 STM A.1-2 INV. 0.0 4946.0 0.02 1.3 4947.3 0.31 STM A.1-2 RIM 0.0 4949.4 0.02 0.1 4949.5 0.26 STM B.1-0 INV 0.2 4950.2 0.22 0.4 4950.4 0.27 STM 8.1-0 RIM 0.4 4952.1 0.22 0.5 4952.2 1.03 STM B.1-OA INV. 0.2 4948.8 0.41 0.2 4948.8 1.44 STM B.1-1 INV. 0.2 4948.3 0.23 0.3 4948.4 0.76 STM 8.1-1 RIM 0.0 4950.6 0.03 0.1 4950.7 0.52 STM B-i INV 0.1 4946.1 0.76 0.3 4946.3 3.66 STM B-2 INV 0.3 4946.6 0.76 0.7 4947.0 3.61 STM B-3 INV 0.3 4946.8 0.54 0.8 4947.3 2.88 STM B-4 INV. 0.3 4947.3 0.54 0.9 4947.9 2.89 STM_B-4_RIM 0.1 4949.4 0.54 0.3 4949.6 2.90 Roadway Flowline/Curb at Storm Sewer Inlets FL_D18.1H 0.1 4949.8 0.55 0.2 4949.9 2.90 RD.FL. D14-1 0.1 4948.6 0.13 0.3 4948.8 2.50 RD.FL. D14-2 0.1 4949.6 0.08 0.2 4949.7 0.98 Playground Sump Node STORE D.18.1D* 0.2 4947.7 0.65 0.8 4948.3 5.68 * Note this the area of the playground which will be confined by a vertical curb,with an inlet into the existing storm line at SDMHZI. Inlets The proposed drainage system was modeled in EPA-SWMM. Inlet sizing and intercepted flows were modeled using the SWMM analysis, with corresponding flowline depths associated with inlets listed in Table 4 from the assessment. 9 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO Table 5 below summarizes intercepted flow with the proposed inlets for the minor and major storms: Table 5.Storm Sewer Inlet Interception Summary Inlet Name Inlet Type/Size Q2 Qioo cfs cfs STM A.1-2 INLET 24x24 Area Inlet 0.02 0.26 STM B.1-0 INLET 24x24 Area Inlet 0.22 0.27 STM B.1-1 INLET 24x24 Area Inlet 0.03 0.52 STM—B-4—INLET Type 13 0.54 2.89 Existing Detention Pond Conformance The existing detention pond D was designed by Galloway, which was designed to provide storage for all storm flows generated by this park and pool site. Given the fact that the Catchment D18.1 was planned for a near 100% impervious area while the proposed average impervious for the entire site coming in at under 40%composite imperviousness. Therefore, Pond D has been designed to manage flows more than what is being proposed for the Park and Pool and the pond's performance will not be compromised. All existing storm drainage information was sourced from the Bloom Filing 1 Amendment — Drainage Modifications report by Galloway Engineering for the overall development. Water Quality and LID Design The subdivision infrastructure design includes provisions for Water Quality/LID associated with the Sand Filter for Area D (LID 1 & LID 2). The drainage report for Filing 1 included design computations for 23.68 acres of tributary area. A review of the Filing 1 amendment drainage report found that the final tributary for the LID sand filters is 17.74 acres including the proposed park area. Based on these findings, the proposed site improvements are submitted as in conformance with the LID/WQ planning assumptions of the original site infrastructure and no additional features or mitigation are required for the project. A summary of the findings is included with Appendix C. V. Sediment/Erosion Control In addition to the information provided below, a separate Storm Water Management Plan (SWMP) was prepared for this site in accordance with the Stormwater Discharge Permit for Colorado Department of Public Health and Environment and the City of Fort Collins criteria. This document is not included with this report but is part of the submittal. The SWMP has more detailed information on the sediment and erosion control items for this project. For reference, the erosion control plan sheets are provided in Appendix A. VI. Conclusions A. Compliance with Standards Storm drainage calculations have followed the guidelines provided by the City of Fort Collins Stormwater Criteria Manual and the Mile High Flood District Manuals Volumes Z and 3. 10 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO B. Drainage Plan The proposed drainage system is not anticipated to have issues associated with conveyance,collection or detention based on the work to date in the subdivision planning. No negative impacts are expected due to this development as related to the existing downstream drainage networks or subdivisions. The minor increase in HGL is anticipated on the existing storm sewer due to the approx. 4-5 cfs of additional inflow for a major storm. The depth of flow in the upstream connected street network was verified to maintain the city depth criteria for the major storm event. In general,the proposed development is less impervious than originally assumed for the affected sub catchments. Pond D will have a smaller overall inflow runoff volume than originally planned based with the referenced Galloway drainage plan. The Final drainage plan for the Bloom park and pool is submitted as being both viable and sound in terms of drainage planning in both the short and long-term for the City of Fort Collins. VII. References 1. City of Fort Collins Stormwater Criteria Manual, As adopted by the City Council of the City of Fort Collins, as referenced in Section 26-500 of the Code of the City of Fort Collins, Revised December 2018. 2. Mile High Floor District Drainage Criteria Manuals 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado, November 2010 with some sections revised January 2021. 3. Storm Water Management Model, Reference Manual Volume I, Hydrology, U.S. Environmental Protection Agency,January 2016. 4. Storm Water Management Model, Reference Manual Volume II, Hydraulics, U.S. Environmental Protection Agency, May 2017. 5. Mulberry Master Drainage Report,City of Fort Collins—Galloway, revised October 131h, 2021. 11 Final Drainage and Erosion Control Report Bloom Park&Pool Civi1'V"I orx Fort Collins,CO VIII. Certification "I hereby attest that this report for the Final drainage design of the Bloom Park and Pool was prepared by me, or under my direct supervision, in general accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria for the responsible parties thereof. I understand that the City of Fort Collins does not and shall not assume liability for drainage facilities designed by others." <Sealed with Final Approval> Scott Nesbitt Registered Professional Engineer State of Colorado No. 52479 12 Final Drainage and Erosion Control Report Bloom Park& Pool CIVIL' orx Fort Collins,CO APPENDIX A • DRAINAGE AND EROSION CONTROL PLAN MAPS A d ° ° a a ° A d .4 d" d.. d vdd° A 4 \ Node Bement IType I D 2(ft) HI 2(ft) (L2(cfs) Cl 00(ft) HCIL 100(ft) C 100(cfs) d STOW SEVVB2STN;lJCTURES I ` 9DMHZ1 JJNC11ON 1.8 4944.3 11.71 4.1 4946.E 40.60 CivilWorx SDMHZ2 .UNCTNON 1.6 4944.4 11.73 50 4947.8 40.11 STM.MH Al-1 ,JUNCTION 1.7 4944.4 11.44 4.61 4947.3 40.12 - - 4 _ 4025 Way 1 A: Automation NCTNON 0 946 0 0 1 94 0 3 Suite B2 \ STM MH B-1 .J<JNCTNON 1 6 4944 1 12 30 3 4 4945 9 43 93 Au n a STM A l-2 INV .)<J .0 4 .0 2 .3 4 7.3 1 ui e STM Al-2 RIM ,1<JNCTNON 0.0 4949.4 0.02 0.1 4949.5 0.2E Fort Collins, CO 80525 / 1 STM Rl-O INV .UNC_n0N 0.2 4950.2 0.22 0.4 4950.4 0.27 (970) 698-6046 I STM B 1-0 RIM ,UNCTNON 0.4 4952.1 0.22 0.5 4952.2 1.03 CivilWorxen .com KEYMAP g a STM B.1-0A INV ,UNCTNON 0.2 4948.8 0.41 0.2 4948.8 1.44 NTS STM B.1-1 INV. ,UNCTNON 0.2 4948.31 0.23 0.3 4948.4 0.76 STM B.1-1 RIM .JIJNCTNON 0.0 4950.E 0.03 0.1 4950.7 0.52 y N STM B-1 11W ,UNC-n0N 0.1 4946.1 0.76 0.3 4946.3 3.66 LEGEND N o \� STM B-2 INV .UNCTNON 0.3 4946.6 0.76 0.7 4947.0 3.61 v / STM B-3 INV ,ILINCTNON 0.3 4946.8 0.54 0.8 4947.3 2.88 ° STM B-4 I JJNC11ON 0.3 4947.3 0.54 0.9 4947.9 2.89 / 11 NV. MAPPING / SITE 3 Y . \ STM B-4_RIM JJNC11ON 0.1 4949.4 0.54 0.3 4949.6 2.90 � C'_ ° 4e ^ A \ ROADWAY FLONEICURBNODES PROPERTY BOUNDARY g a L) En IM.I a �\ I • FL D18.1H ,JUNCTION 0.1 4949.8 0.55 0.2 4949.9 2.9� RIGHT-OF-WAY w a) a I I RD.FL D14-1 ,UNC-n0N 0.1 4948.E 0.13 0.3 o 4948.8 2.50 m 0 r ID RD.FL D14-2 ,)<JNCTION 0.1 4949.E 0.08 0.2 4949.7 0.98 LOT LINES PLAYGROUND SUMP =E - - - - - - EASEMENTS �' ' ao o STORE_D.18.1D STORAGE 0.2 4947.7 0.65 0.8 4948.3 5.68 _ a��i � � a OTHER CENTER LINEM. } m m m C D19-1 OUT OUTFALL 0.0 4950.5 0.031 0.0 4950.51 0.51 CURB AND GUTTER / -5100_ EXISTING CONTOURS o NUIlf 1dC - - - - - - - - • 5100 PROPOSED CONTOURS Size V 2 CL2 \ 100 Q 100 Downstream Link Bement - - - Upstream Node �� PHASING LINE N (in) (fps) (cfs) (fps) (cfs) Node o - - - _ •.' d j / D( PIPE A 1-1 Z1 29x45 1.94 0.42 5.39 1.48 STM.MH Al-1 SDMHZ1 N p D( PIPE B-1 POND-D 36 4.07 0.93 7.93 3.33 STM.MH B-1 POND D PROPOSED UTILITIES N 1 d a EXISTING STORM SEWER / D( PIPE Z1 B-1 36 3.02 0.79 5.74 2.75 SDMHZ1 STM.MH- TM.MH B-1- - STORM DRAIN PIPE Li r.1 1A OUTLET STRUCTURE i/ B( PIPE 71 A 1-1 29x45 2.19 0.43 5.41 1.51 SDMHZ2 STM.MH A 1-1 w PIPE A 1-2 A 1-1 12 1.47 0 2.65 0.13 S1M A 1-2_INV SW.MH A 1-1 m FLARED END SECTION PIPE B.1-0 B.1-OA 4 3.75 0.82 3.92 1.05 STM B.1-0 INV STM B.1-OA INV ® STORM DRAIN INLET m PIPE B.1-0_B-2 8 2.15 0.11 2.87 0.35 5'NM B.1-1 1W.. STM B-2-INV -1 OD STORM DRAIN OUTLET PIPE B.1-0A_B.1-1 8 3.17 0.14 3.51 0.21 STM B.1-OA_INV STM-B.1-1-1W.. U) \\ I I EXlS77NG STORM SEWER . /// ///// /' PIPE 18 2.71 0.1 4.25 0.49 STM B-1_INV SNM.MH_B-1 RIP RAP w / OUTLET STRUCTURE - � // /� ��// / PIPE B-2 B-1 18 2.71 0.1 4.21 0.49 STM B-2 INV STM B-1 INV ® 0 PIPE B-3 B-2 12 2.49 0.21 4.36 1.13 STM B-3 INV STM B-2 INV PIPEB-4 B-3 12 2.59 0.21 3.94 1.12STM B-4-INV. STnn_B-4 INV. EXISTING UTILITIES ST STORM DRAIN PIPE I �'' ° C 2 ® FLARED END SECTION /o Subcatchment Area Q 2 C 100 Q 100 ' STORM DRAIN INLET STM MH A.1-1 (Acres) Imperv. (CFS) (CFS) ' -- STM MH B-1 \ \ \ 1 I I I I � STORM DRAIN OUTLET \ \ \ \ III I I 1 I I D14-1 0.26 9% 0.059 0.05 0.553 1.57 .2' , \ \\ \ I I i I I 1 I I D14-2 0.11 34% 0.23 0.08 0.683 0.98 RIP RAP O J►� � �, t ? \ \11 \ I I I I I111 I D 181 A 0.75 8% 0.054 0.13 0.502 2.52 O STORM LINEA.1 x X D18.1 0.03 26% 0.176 0.02 0.647 0.26STM IN B- Oust" ` 4. , FF l I I/ 1I I1 I D18.1C 0.18 83/ 0.66 0.36 0.894 1.72 GRADING 5 D18.1D 0.43 31% 0.209 0.29 0.657 3.23 Q D18. 1110 BASIN BOUNDARY STORM LINE A.1.1 STM IN A.1-2 D181D \ 0.11 ae, / I \\ 1 I / I I I I I I D18.1 E 0.11 48% 0.332 0.1 0.74 0.88 z a D18.1 F 0.11 89% 0.722 0.22 0.92 1.03 d I QI STORM LINE B / I I I I I I I I I I I I I I D18.1G 0.07 21% 0.142 0.03 0.616 0.52 DESIGN POINT Ld II STM IN A.1.1-1.• i i I I II III I D18.1 H 0.31 78% 0.605 0.55 0.871 2.9 0-101 _ D18.1B I I I I 1 1 I I I I I I I D19-1 0.06 20% 0.135 0.03 0.621 0.51 Q J ° 26, STM IN A.1-3 STM IN B-2 I I I I I I D24-1 0.02 38% 0.607 0.56 0.872 2.93 7 z BASIN LABEL 4 q I I I I 2.45 36% + STORM LINE B.1 I / I / I I I I I I I I a_ ♦+ $ �+ ' I / IIIII I I Total Area Ste Impery STM IN A.j4 \+ I I Ir l I I 1 1 / III l Q + a' I / / BASIN IMPERVIOUSNESS , � D1s,c I / // / / I / I BASIN AREA IN O 0.18 83% TRENCH DRAIN END x \+ STM IN B.1-1 , //// / �/ / // /// / / / I FLOW DIRECTION O I I \ \ \ I I III \ 1 \ NOTES MUG I I 0.11 34% 4"TRENCH DRAIN 0.07 21% STORM LINE B Lill I I I I \ �► x /X 11 1 1 1 1 I I 1 \ \ \ 1. SEE GRADING SHEETS FOR ADDITIONAL Q / \ d - - - - - - - - - - _ SPOT ELEVATIONS FOR THE PROJECT. _ - D18AH D241 0.31 78% EXISTING STORM SEW - - 2. SEE EROSION CONTROL PLA NS FOR X x 0.02 OUTLET STRUCTURE ADDITIONAL INFORMATION. _- O` - - = - - - - - D18.1 F ` 0.11 j STM INB-4 ILL Lk , D19-1 I I \ .06 20% , W 4 PRELIMINARY SYKES DRI VE NOT F O R CONSTRUCTION a SHEET NUMBER % ,d °. ed. .d.a ad'.. ° r a. DN01 ° a 4 10 OF 31 SHEETS 0 15' 30' 60' SCALE SCALE: 1"= 30' VERTICAL: N/A 4_ HORIZONTAL: 1"=30' JOB NUMBER C24008 A d <G 'd° 4 E E E E . . . E. . . E E. . . . E♦ d/ \ �, � � °ed S SS S SS S SS SS S SS SS SS SS SS SS \ CivilWorx zz Li i\ E � E r. rF E E E E - - EAU E E G� �\ \ E V) \ \ 4025 Automation Way ♦ . ..de Suite 132 e N \ Fort Collins, CO 80525 sb� sz b� — �� — s� �b�s — G (970) 698-6046 G \ G GKEYMAP I CivilWorxeng.com c G G G G w G G NTS Q m a� LEGEND N � ca.w -o o 0 c °. ... cu a / 1 c 0 0 S N A. D 1 MAPPING / SITE 3 cn -0 c N co ae ^ PROPERTY BOUNDARY g 0 c a m � I �� I — — — RIGHT-OF-WAY UU = N m I my � � A. LOT LINES LU — Q c rn N 3 � -0 CENTER LINE c a_o` M 'o g — — / / ,e CURB AND GUTTER �@ Q cn T11" MAN WAS onooG000 m N IRR IRR I R ` . IR IRR IRR IRR IRR IRR IR — — — IRR / / / II1111111111111111 PHASING LINE H a E Nounvo SF (10 I \— _ _ i _ _ _ _ — M . a 1 I I I I I I / � � _ - - - - - - J SF � — =494& - - IRR < UL`4 Us _ / 04 w I\ I I I I E E / ,\ d♦ //// / , / / EROSION CONTROL IP LL. IP LIMITS OF DISTURBANCE / I' w � 44 RIP RAP m I" () N N / \ /�/ / FLOW DIRECTION W PERIMETER CONTROL Q WATTLES / / E A-' E cn �\ �_ 1 / // / / — WD WATTLE DIKE \ / \ 1VEHICLE W W W / v1 1 1 1 1 VTC CONTROL PApKING J m I / / �,� Ill 11 I 1 �/ Q SS SS SS SS in I III I NOTES J — / I I I I I I I I � RS ROCK SOCK O �— // Z 1. THE CONTRACTOR IS RESPONSIBLE FOR _ — E / `� I I I I I I I I I VERIFYING THE FIELD CONDITIONS ARE AS —J TS TEMPORARY SEDIMENT O AUL E \ I I I I SHOWN IN THE DRAWINGS. IF THE d. PUMP HOUSE ) I I ' d � FF.'S1.44 / I I � / �/ I I I I CONTRACTOR FINDS DISCREPANCIES THE z Q e.. 1 I I CONTRACTOR SHALL CONTACT THE `yS \ 1 / I 1 I I I I I I I I I ENGINEER. �q IP INLET PROTECTION � � <. I I I \ I \ J I I I I I I I I 2. ALL DISTURBED AREAS SHALL BE j e' \ \ 1st / I \I 1 I I I I I I REVEGETATED. cn — SILT FENCE J I l l SF SF d SF ¢° O 3. EROSION CONTROL PRACTICES,SITE e d \ NTI\/��Q I I I I I I I I I I PROTECTION,AND REVEGETATION SS I e 1 I I I I I I I I I ' 1 METHODS SHALL FOLLOW CITY D e e. SF I I I I I I I I I REGULATIONS. w e °A. STOCKPILE MANAGEMENT Q I I I I I I I I I I I 4. IN ADDITION TO THE EROSION CONTROL \ z e' ;.• MEASURES SHOWN ON THIS DRAWING,THE �� O \ cn CONTRACTOR SHALL COMPLETE, COORDINATE WITH,AND UPDATE AS SURFACE ROUGHENING ° \ Q I I I I IIII I REQUIRED,THE STORMWATER POLLUTION SR � aj a _ \ � PREVENTION PLAN(SWPP)FOR THIS z e:', d♦.. / / ' 1 / / / / / // / I h PROJECT.rT O w g J CONCRETE WASHOUT O_ Q / / 1 1� 5. CONTRACTOR TO TERRACE SLOPES USING I I I CW STRUCTURE(SUBJECT TO O '^ / / / / / 1 1 A"TRACKED"VEHICLE, RUN �J MOVE IF NECESSARY) v, 6, SS D C PERPENDICULAR TO SLOPE TO INHIBIT E 0 a,°I / I / �I I ( / I 1 1 1 RILL/GULLEY EROSION,CONTRACTOR MAY O IRR IRR IRR IRR IR \ / / / I / I I I I 1 1 \ USE OTHER WINDROW-TYPE METHODS AS \ I/ / / / / I I I, I i I I I 1 \� APPROVED BY ENGINEER.TYPICAL ALL PS PERMANENT SEEDING W d LL.N ed e w \ _` p rn rn rn SLOPES,REPEAT AS NECESSARY UNTIL 1 i p p� Zp , p co LANDSCAPING IS INSTALLED. 0 �t I rn 4 rnrnrnrnrnrn °� � �' i i ; \ 6. ANY AREAS USED FOR STOCKPILING W AND/OR STAGING SHOULD ALSO HAVE SEDIMENT AND EROSION CONTROL \ SILT FENCE TO BE REMOVED N / I 1 1 1 I \_ MEASURES AS NECESSARY. THESE AREAS \ `�" SHOULD BE LOCATED AT LEAST 100'AWAY = — ♦ S cn 1 1 I I \ \\\ _ -- \ \ \ — — — — — — \ — FROM DRAINAGE WAYS. THE SWMP Q 1 _ SHOULD BE UPDATED TO SHOW THESE \ 4 I ( 1 \ ` _— — — — — — — — — — — — — — — _ AREAS AND SEDIMENT AND EROSION 0 wo N "°I ( / ` \ \ \\ ` ` — — — — — — — — — — — — CONTROL ITEMS. THE ITEMS MAY INCLUDE 11 BUT ARE NOT LIMITED TO VEHICLE TRACKING CONTROL,SILT FENCE, Q CONSTRUCTION FENCE,CONCRETE w WASHOUT,AND SEDIMENT TRAP. _ 7. TEMPORARY SEEDING OR TACKIFER PLACEMENT SHALL BE UTILIZED IN THE O _ _ LL > ° I VTC da I A. \�\ I \ �\ ` — — — _ — — _ _ — LONGER THAN G4 DAYS WITH NOEXPOSED Q ? �� ♦ I \ 1 \ — — — CONSTRUCTION ACTIVITY. W S / — — — — — — \ GAS G S b 4 — — 8. TURF REINFORCEMENT MAT SHALL BE Q SF � - - PYRAMAT OR— e S - - [� _ ` �— — — — — NECESSARY. APPROVED EQUAL IF IL ,° A.a °d a 4d .d° �� J a GT- o—S` p — °. A GAS S A" `l W ° d _ 'lam `- GAS GAS GAS GAS Sb a� �S b i d' d ° � Sb0 9. CONTRACTOR SHALL REMOVE ALL AULT ' E E L — E E E E ° E ed' bO SEDIMENT,MUD,CONSTRUCTION DEBRIS, a � OR OTHER POTENTIAL POLLUTANTS THAT � E MAY HAVE BEEN DISCHARGED TO OR, cn //// IP ACCUMULATE IN,THE FLOW LINES AND IWW W W W W W W W W W W W PUBLIC RIGHTS-OF-WAY OF THE CITY,AS A m w // RESULT OF CONSTRUCTION ACTIVITIES PRELIMINARY W ASSOCIATED WITH THIS DEVELOPMENT OR SS SS w S w SS SYKES DRII/E w SHALL BE CONNDUCTT CONSTRUCTION OED DAILY,IAS MAY OBEL NOT FOR REQUIRED.SUCH MATERIALS SHALL BE CONSTRUCTION PREVENTED FROM ENTERING THE STORM EWER. 10. THE PROJECT LANDSCAPE PLAN WILL cf) //// //// //// CONTAIN THE DETAILED INFORMATION E E E --- REGARDING REQUIRED SEED TYPES/MIXES. ° CE E _ SHEET NUMBER a E 11 E E ° d <.. .ad".: .e d 4 � � .e.Q _ 4 L E E E E SEETHE GENERAL NOTES SHEETS FOR AL a ae OF THE CITY OF FORT COLLINS EROSION ° 17 IP EC01 E CONTROL NOTES. 11 OF 31 SHEETS SCALE d SCALE: 1"= 30' VERTICAL: N/A HORIZONTAL: 1"=30' cn JOB NUMBER C24008 E E E E E. . . E E. E, `� N 7 5 \ W w W W W w w w w w W w <°.S SS S SS S SS SS S SS SS SS SS SS SS \ \ wCIvIlWory A. E E E E E E E VAU E E G \ � \ E � - \ \ 4025 Automation Way AA_. ..de d / \� Suite B2 .. a .. \ Fort Collins, CO 80525 e s G 970 698-6046 ��, sb� � sz� � be _ SttO _ s� �b.� — \ ( ) G \ G G KEYMAP I CivilWorxeng.com G G G G w G G NTS Q M 0 LEGEND 0 0 c M � � @ (f) � m co ` d �/ \ MAPPING / SITE (n \ C o m @ E m a ^ ) PROPERTY BOUNDARY 0 a a m � �\ I — — — RIGHT-OF-WAY r o ID m I mw _ w LOT LINES m ° - 1fY�, I a c m lJ — I a N 0 — — — — — — / CENTER LINE a `o c o — — — / co ,e CURB AND GUTTER __ / / m c — a onoo 000 0 C w IRR IRR I R IR :� Rf� IRR IRR IRR IRR IRR IR IRR IRR / PHASING LINE a E Q 495 0 — N011fld0 cn M . �g� _ R = — IRR o 9 - ' E_ --9�— a. EROSION CONTROL N E \� - _ _ _ / 'ice / / w A. / LIMITS OF DISTURBANCE Q WD crn ! 9S °) RIP RAP m 0) FLOW I r /� // /\\////// / /// FLOW DIRECTION LLl d / / / /// // A. 046 ) / 1 A . oho / / /////j / PERIMETER CONTROL 0 // WATTLES °g .�q) \ \ I \ / // /\// WATTLE DIKE E E `� E I \ / //�///// /� W D I 3, / VTC VEHICLE PAD KING 8 \ \ I SS SS SS SS m , - - \ R9 , \1\ NOTES J TA R9 \ \ \ , I I RS ROCK SOCK LLB 99 � � I II I O O 1. THE CONTRACTOR IS RESPONSIBLE FOR _ Z \ \ O VERIFYING THE FIELD CONDITIONS ARE AS j TS TEMPORARY SEDIMENT SHOWN IN THE DRAWINGS. IF THE L - � \ d' d a � IP PUMP HOUSE ) I I I CONTRACTOR FINDS DISCREPANCIES THE 7 Q, I FF.'51.44 / I � l 111 I I I I I CONTRACTOR SHALL CONTACT THE Q L r. I P INLET PROTECTION Q WD d IP "�I / \ \ I I I III I I 2. ALL DISTURBED AREAS SHALL BE J L IP o``� x \ I I I I I I I REVEGETATED. Q a • 1�N ' I I I I I I I I I I -SF- SF SILT FENCE J d _ p 3. EROSION CONTROL PRACTICES,SITE \ l a' .d • I \ I I I PROTECTION,AND REVEGETATION SS I ° rn `719, ) I �I I I 1 I I I METHODS SHALL FOLLOW CITY NO/ d I s I , I , I I , I I I II REGULATIONS. i'� w e4. • \ I I I I I I I \ SF STOCKPILE MANAGEMENT Q \ \, I P I I I I I I I I 4. IN ADDITION TO THE EROSION CONTROL ,/ \ z MEASURES SHOWN ON THIS DRAWING,THE \ \+ I I I I I I I CONTRACTOR SHALL COMPLETE, \/ O I 4 COORDINATE WITH AND UPDATE AS IP 1 I 9 I , SURFACE ROUGHENING ! , a ` - a// IP \+ IP 4952 I I / I I / III I REQUIRED,THE STORMWATER POLLUTION SR V I I / I I I / I I I I / I PROJECTION PLAN(SWPP)FOR THIS w + / / // CONCRETE WASHOUT O S. I P \ / // / / 1 ` 5. CONTRACTOR TO TERRACE SLOPES USING I CW STRUCTURE(SUBJECT TO O x / // \ A"TRACKED"VEHICLE, RUN �J MOVE IF NECESSARY) U) E 6, SS " n • + I kg�j2 IP I I / I I I l PERPENDICULAR TO SLOPE TO INHIBIT 1 40 I ( I \ \ 1 \ RILL/GULLEY EROSION, CONTRACTOR MAY In O IRR IRR IRR IRR p IR °� - •>� d I I I I I I I I I I \ \ USE OTHER WINDROW-TYPE METHODS AS x I I I / I I �� I \ APPROVED BY ENGINEER,TYPICAL ALL PS PERMANENT SEEDING d' 011-0 a, . I \ • °' I I I I I 1 SLOPES, REPEAT AS NECESSARY UNTIL \ W a. w / I I / \ �\ \ I� �I I I \\ LANDSCAPING IS INSTALLED. I I I I I I I 1 \ 6. ANY AREAS USED FOR STOCKPILING W \ I I \ AND/OR STAGING SHOULD ALSO HAVE - ---" -m i x - ,: / / \ A SILT FENCE TO BE REMOVED I I I I SEDIMENT AND EROSION CONTROL \ O d. a °1 WD I I I / I I I I \_ - - - - MEASURES AS NECESSARY. THESE AREAS = x I \ \ - SHOULD BE LOCATED AT LEAST 100'AWAY A. I p - \\ \\ FROM DRAINAGE WAYS. THE SWMP o _ _ _ _ _ SHOULD BE UPDATED TO SHOW THESE � F S n \ I ( I I\I \\ \\\ _- - - - - - - - - - - - - AREAS AND SEDIMENT AND EROSION O wp I I I 495 Q I ( I I \ \ ` - - - - - - - CONTROL ITEMS. THE ITEMS MAY INCLUDE � - - - - - - - BUT ARE NOT LIMITED TO VEHICLE x • • \ \ \ \ \ - _ - _ - TRACKING CONTROL, SILT FENCE, Q CONSTRUCTION FENCE,CONCRETE _ w � I \ nNgh ( \ \ \ ` - - - - _ -- - - _ _ _ WASHOUT,AND SEDIMENT TRAP. \ \ _ x % T IP 7. TEMPORARY SEEDING OR TACKIFER RS I e v �_ PLACEMENT SHALL BE UTILIZED IN THE O W D \ d: / \ EVENT THAT A GRADED AREA IS EXPOSED U- \ - - LONGER THAN 14 DAYS WITH NO A. x_ N00 ^\ CONSTRUCTION ACTIVITY. LLI S x X_x / E I I I GAS G S ✓0 WD m IRS \ _ _ \ 8. TURF REINFORCEMENT MAT SHALL BE Q PYRAMAT OR APPROVED EQUAL IF - - - NECESSARY .. °•• - V AS GAS GH. 4 S -�GAS S .. ,. RS n d . 50 — `� ! St1J� � RS ° - SbO g CONTRACTOR SHALL REMOVE ALL r A- . A. AULr - �;..a�.'„_-- WD- / E - 495 F F - E ° .d SEDIMENT, MUD, CONSTRUCTION DEBRIS, w .� E ° ' " . a OR OTHER POTENTIAL POLLUTANTS THAT (n 0 off - - E MAY HAVE BEEN DISCHARGED TO OR, w - - w W- w w ACCUMULATE IN,THE FLOW LINES AND m WD WD W w RESULT OF CON PUBLIC STRUCTION UCT ON ACTIVITIES F-WAY OF THE I S A ASSOCIATED WITH THIS DEVELOPMENT OR PRELIMINARY CONSTRUCTION PROJECT.SAID REMOVAL NOT FOR SS SS w S w SS SYKES DRI VE SHALL BE CONDUCTED DAILY,AS MAY BE REQUIRED.SUCH MATERIALS SHALL BE PREVENTED FROM ENTERING THE STORM CONSTRUCTION 10, THE PROJECT LANDSCAPE PLAN WILL //// //// //// //// CONTAIN THE DETAILED INFORMATION E E E REGARDING REQUIRED SEED TYPES/MIXES. a � a E E E E � E E E E -E _ SHEET NUMBER a d..' ° 11, SEETHE GENERAL NOTES SHEETS FOR ALL d. ° a` a, E THE CITY OF FORT COLLINS EROSION E C 0 2 E CONTROL NOTES. A. A A A 'NA -4 k:�:� A _ E 12 OF 31 SHEETS SCALE SCALE: V = 30' VERTICAL: N/A HORIZONTAL: JOB NUMBER C24008 E E E E E. . . E E. E° \ 5 �d W W W W W W W ,w W W W W �, i \ S SS S SS S SS SS S SS SS SS SS SS SS \ w CivilWorx \ \ \ � \ E E E E E E VGA E G 4025 Way d e � fA � E ° � ° �� E \ Automation a .a ,, ° Suite B2 a ° \ Fort Collins, CO 80525 m S-V sz � b! — �S — s �b�s — G (970) 698-6046 G \ G G KEYMAP I CivilWorxeng.com c G G G G w G G NTS Q m a� LEGEND N � o 0 c M � � � 1 MAPPING / SITE = N Y D 3 m C� � \ o z m @ E m a ^ PROPERTY BOUNDARYLn a a m � I I - - - RIGHT-OF-WAY r o m I I mw � w A. LOT LINES ccu 5 ° ° _ o o o) m CENTER LINE a_o c cu o - /e a - CURB AND GUTTER } �� ¢WIN a // / m c a o000 00o L O N IRR IRR I R IR 7. Rf� IRR IRR IRR IRR IRR IR IRR IRR / / d \R9S - L L / \/// / PHASING LINE o H a E 495 Z NO nv0 cn L0 CV m \ \ 959� RR - - I RR _/ / // - CCD V - - _ _ _ CV r E_ A9�_ = / �e ! / . �.: a. / \\'/ EROSION CONTROL N v E E - PS /ice / LIMITS OF DISTURBANCE PS PS e �" / / — _ 1� ° w RIP RAP m N I �� / / / //// �j FLOW DIRECTION W Q PERIMETER CONTROL Q -GAS / iN P,S' o°o , r/ / //// // /// // WATTLES "p Oi \L10 ` I / / // °g ..� �... ..°. a \ /� J / /// // / WATTLE DIKE E E C E I 1` / / //�///// W W WVEHICLE CONTROL PAD KING 8 T710SS SS SS SS - NOTES Q 9 � � \ � , I I I � ROCK SOCK z M '1� 01 � �/ � 99 � � I II I IS O 9 _J � �` � I I III I III 9S S _= I , ' I I I 1. THE CONTRACTOR IS RESPONSIBLE FOR _ E E AUL PS x 9 9ss. X \-i` , ` �, I I I I I I I I I I VERIFYING THE FIELD CONDITIONS ARE AS , TS TEMPORARY SEDIMENT ^ / I I I I SHOWN IN THE DRAWINGS. IF THE d PUMP HOUSE i d a Q IP / I I I CONTRACTOR FINDS DISCREPANCIES THE z Q e I FF.'51.44 � � /1 I I I I I CONTRACTOR SHALL CONTACT THE Q Q r ENGINEER. �q IP INLET PROTECTION J x � 1 � 1 1 I \ / I I I III I I 2. ALL DISTURBED AREAS SHALL BE Z A. cam^'I \ I \ 1 I I 1 1 I I I I I REVEGETATED. J a 0 ��N I ' I I I I I I I I I I _SF- SF SILT FENCE d cn IP _ IP IoL \ �, I I 3. EROSION CONTROL PRACTICES,SITE O O SS I O . • rn 4. �A,g I I I I METTHODSPROTECTIOSHALLDFOLLOW CITY LL IP o) S I I � I I I I I I I I I REGULATIONS. w \ 1 I I STOCKPILE MANAGEMENT IPI I I I I I I 4. IN ADDITION TO THE EROSION CONTROL `. > SF Q Z I I II \ .' + I I I I I I I I I MEASURES SHOWN ON THIS DRAWING,THE � O v�i \ I I I I I CONTRACTOR SHALL COMPLETE, IP + IP 4 I I I I I COORDINATE WITH,AND UPDATE AS SURFACE ROUGHENING ° \ Q \+ 4952 I I I I I I I I REQUIRED,THE STORMWATER POLLUTION SR 7 �% I l I I I / / I PREVENTION PLAN(SWPP)FOR THIS z e'.d 3. .d° \+ / / I PROJECT. O O Q ° I CONCRETE WASHOUT Q w ° % IP \+ / / / / / ` 5. CONTRACTOR TO TERRACE SLOPES USING I I I CW STRUCTURE(SUBJECT TO 0 U) S. K I I // / 1 A"TRACKED"VEHICLE, RUN �J MOVE IF NECESSARY) O ,O I <j PERPENDICULAR TO SLOPE TO INHIBIT E 4 SS + �9 l l �I I ( / ( 1 RILL/GULLEY EROSION,CONTRACTOR MAY NN O rn 0. IRR IRR -rn - �IRR IRR IR � • � I I PS �`; I I � � I I 1 � USE OTHER WINDROW-TYPE METHODS AS x ! / I I �� I APPROVED BY ENGINEER.TYPICAL ALL PS PERMANENT SEEDING ° d <d : I i 1 " .. ( I I I 11 SLOPES,REPEAT AS NECESSARY UNTIL O • rp S I I / 1 �1 1 I I� II I I I �\ LANDSCAPING IS INSTALLED. V) w 1 ' I I I I I I 1 6. ANY AREAS USED FOR STOCKPILING d ° N \ I I / ) 1 I I I \ AND/OR STAGING SHOULD ALSO HAVE W l PS x / / 1 I I I I I 1 1 ` \ SEDIMENT AND EROSION CONTROL SILT FENCE TO BE REMOVED 0 i _ \ o \ I I I . .. I I � MEASURES AS NECESSARY. THESE AREAS II I II II, I ` 1\ 1\ 1 _- - - - - — SHOULD BE LOCATED AT LEAST 100'AWAY = ° _ - FROM DRAINAGE WAYS. THE SWMP Q _ - - - - - - - - __ SHOULD BE UPDATED TO SHOW THESE w ° N I l I \ \ \ - - - - - - - - - - - - - - - - - AREAS AND SEDIMENT AND EROSION O CONTROL ITEMS. THE ITEMS MAY INCLUDE � BUT ARE NOT LIMITED TO VEHICLE TRACKING CONTROL,SILT FENCE, Q CONSTRUCTION FENCE,CONCRETE _ w ^�5 ( \ \ \` - - - - -- _ - - WASHOUT,AND SEDIMENT TRAP. s. PS T IP ) \� \\ \ \ V - / \ ��\ 7. TEMPORARY SEEDING OR TACKIFER � PLACEMENT SHALL BE UTILIZED IN THE o g I " \ / \ \ EVENT THAT A GRADED AREA IS EXPOSED L.L LONGER THAN 14 DAYSd" I I \\ \\ 1 ^\ CONSTRUCTION ACTIVITY. WITH NO Q LX_X Dc9� � - S / E I I " I — — — — — — — i \ - 8. TURF REINFORCEMENT MAT SHALL BE GAS G S rri - - _ = PYRAMAT OR APPROVED EQUAL IF A ad - _ -- - -- - - - - - - - - _ - NECESSARY. e .. ° - W GAS PS AS GAS 4`�50 ��; GAS SVC Sb0 � d <° i d` —�SbO 9 CONTRACTOR SHALL REMOVE ALL _ - AULT E E 95 E a E - --- --- --- _ E ,.' SEDIMENT,MUD,CONSTRUCTION DEBRIS, .° e♦: ° e♦ E E _ ° . a � OR OTHER POTENTIAL POLLUTANTS THAT -� - 1 7 MAY HAVE BEEN DISCHARGED TO OR, _ E W W W w W W W W W / ACCUMULATE IN,THE FLOW LINES AND m W PUBLIC RIGHTS-OF-WAY OF THE CITY,AS A w /,// RESULT OF CONSTRUCTION ACTIVITIES PRELIMINARY W ASSOCIATED WITH THIS DEVELOPMENT OR CONSTRUCTION PROJECT.SAID REMOVAL NOT FOR _SS_SS w SS-1 w SS SYKES DRI VE w SHALL BE CONDUCTED DAILY,AS MAY BE REQUIRED.SUCH MATERIALS SHALL BE PREVENTED FROM ENTERING THE STORM CONSTRUCTION EWER. EM 10. THE PROJECT LANDSCAPE PLAN WILL CONTAIN THE DETAILED INFORMATION E E E REGARDING REQUIRED SEED TYPES/MIXES. a E SHEET NUMBER - � a E E E E . -E 11 E E E .a d".: .e G 4 x .,.d ... SEETHE GENERAL NOTES SHEETS FOR L ° a a♦ FORT COLLINS EROSION E C 0 3 `. CONTROL NOTES A. E OF THE CITY OF _ E 13 OF 31 SHEETS SCALE d SCALE: 1"= 30' VERTICAL: N/A HORIZONTAL: 1"=30' cn JOB NUMBER C24008 Final Drainage and Erosion Control Report Bloom Park& Pool CIVIL' orx Fort Collins,CO APPENDIX B • SWMM Model Overview • 2-Year SWMM Model Status Report • 100-Year SWMM Model Status Report B BLOOM PARK AND POOL - SWMM Subcatch 12/20/2024 00:01:00 Imperviousness ' 20.00 40.00 60.00 ' 80.00 Z5.1 8 Z6 85 Out-1 Ori rice-1 SDMHZ56'6 2%1 ,� P-1' �W-2.1-2 000 Z3.1 iiv-��`..SDMHZ2.12,2 D18.1A Rain Gage-1 �P-2 4 GUTTER D1 1 1 J - POND D Pipe - (2) iTiiiiRD.FL. D14-1 /R JunJunction-5 P-5� IN-Z3.1 j_IN-Z3 13.1 L��EX PIPE B-1 POND-D "' rr �,-�' -,; _lM/� STM.MH B-1 SDMHZ4 Pipe - 3) Orifice-5 SDMHZ33DMHZ2,STM.MH A.1-1_ESC"" �1Nc I� J .. _ STM_B-1_INV IN-(Orifice- f✓ipe - k �� . �"� A.1-1 � _ Z3.A-W GU I I tK 4-Z u Junc_ tion-';STM A.1-2 R STORE D.18.1 D OL 01-0 BYPASl '95 MPIPI= Fnin ' STM B-2 INV Z3.A-E OPSTM_B.1-1_INLE� STM 1.1-.STM_B-3 INV SWMM5.2 95 PIPE RD.FL. D_ 14-21 9) D24-1 — PID� R-d R-3 Page 1 STM B�0 INLET (cTnn Q � n ini�� ,STM B.1-0 RIMt3.1 78 3 D PAN D 8.1iSTM B.STM_B-4_RIM IL— Ff D 18.1 H D19-1 OUT. BLOOM PARK AND POOL - SWMM (PARK AREA) IaoP�o� ,zza.oz�oa o,Po A 95 P-, W-2.1 2 2 INY2.1A Jw50MH]2:1 J�IN�Z2.2 iPe- LF��... INLET22.2 GUTTER f-t JINZ22 RD.FL fl' POND C 2 EX/PPIIPEE B I POND U I MH 0 8 6DMH23 _ _ STM.Mill nl-t x PIPF ml-1 Zt. ZI itAZ-P'IPe-Id / GUTTER DI \ / /j DiB.,E PIPE B]B 2 Dtg:l Ot F fSTM B 1- ILFf / E-3 INV v 83 ��FSTM1I 8.f-1_RI Vr BTM B.1-0 INLET Di3 EA eJ/ ITM 11 PPE I,_ / STM B.,U RIM pt&1H Q g� 8-1_MIriM _kIM PAN_D,btH B/� \\\1L me.1N BLOOM PARK AND POOL - 2-YEAR EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4) ------------------------------------------------------------ WARNING 04: minimum elevation drop used for Conduit OL B.1-0_BYPASS WARNING 05: minimum slope used for Conduit OL B.1-0 BYPASS Element Count ************* Number of rain gages . . . . . . 1 Number of subcatchments . . . 19 Number of nodes . . . . . . . . . . . 44 Number of links . . . . . . . . . . . 52 Number of pollutants . . . . . . 0 Number of land uses . . . . . . . 0 **************** Raingage Summary Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ Rain Gage-1 2-YR INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Impery %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- D14-1 0.26 75.00 8.80 4.5000 Rain Gage-1 RD.FL._D14-1 D14-2 0.11 75.00 34.00 5.0000 Rain Gage-1 RD.FL._D14-2 D18.1A 0.75 100.00 8.00 2.5000 Rain Gage-1 POND_D D18.1B 0.03 20.00 26.00 5.0000 Rain Gage-1 STM_A.1-2 RIM D18.1C 0.18 50.00 83.00 2.0000 Rain Gage-1 STORE_D.18.1D D18.1D 0.43 120.00 31.00 5.0000 Rain Gage-1 STORE D.18.1D D18.1E 0.10 60.00 48.00 2.0000 Rain Gage-1 POND_D D18.1F 0.11 25.00 89.00 1.0000 Rain Gage-1 STM_B.1-0_RIM D18.1G 0.07 40.00 21.00 2.0000 Rain Gage-1 STM_B.1-1 RIM D18.1H 0.31 75.00 78.00 2.5000 Rain Gage-1 FL_D18.1H D19-1 0.06 50.00 20.00 3.5000 Rain Gage-1 D19-1_OUT D24-1 0.31 50.00 78.00 7.5000 Rain Gage-1 POND D SWMM 5.2 Pagel BLOOM PARK AND POOL - 2-YEAR Z2.1-A 0.25 50.00 95.00 3.0000 Rain Gage-1 J-IN-Z2.1-A Z2.2 0.82 120.00 85.00 3.0000 Rain Gage-1 J-IN-Z2.2 Z3.1 1.60 125.00 90.00 3.0000 Rain Gage-1 J-IN-Z3.1 Z3.A-E 1.04 50.00 95.00 3.0000 Rain Gage-1 Junction-10 Z3.A-W 0.65 75.00 95.00 3.0000 Rain Gage-1 J-IN-Z3.A Z5.1 1.50 120.00 85.00 3.0000 Rain Gage-1 J-IN-Z5.1 Z6 0.46 80.00 85.00 3.0000 Rain Gage-1 J-IN-Z6 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- INLETZ2.1-A JUNCTION 4943.92 6.00 0.0 INLETZ2.2 JUNCTION 4943.94 6.00 0.0 INLETZ3.1 JUNCTION 4943.92 6.00 0.0 INLETZ3.A JUNCTION 4943.85 6.00 0.0 INLETZ5.1 JUNCTION 4945.90 6.00 0.0 INLETZ6 JUNCTION 4945.98 6.00 0.0 STM B.1-OA BYPASS JUNCTION 4948.25 20.00 50.0 STM_B.l-0_BYPASS JUNCTION 4948.00 20.00 50.0 J-IN-Z2.1-A JUNCTION 4948.07 6.00 50.0 J-IN-Z2.2 JUNCTION 4948.07 6.00 50.0 J-IN-Z3.1 JUNCTION 4947.72 6.00 50.0 J-IN-Z3.A JUNCTION 4947.63 6.00 50.0 J-IN-Z5.1 JUNCTION 4952.17 6.00 50.0 J-IN-Z6 JUNCTION 4952.03 6.00 50.0 Junction-10 JUNCTION 4948.50 6.00 50.0 FL_D18.1H JUNCTION 4949.70 10.00 50.0 RD.FL._D14-2 JUNCTION 4949.50 10.00 50.0 RD.FL._D14-1 JUNCTION 4948.50 10.00 50.0 Junction-4 JUNCTION 4953.00 6.00 50.0 Junction-5 JUNCTION 4952.75 6.00 50.0 SDMHZI JUNCTION 4942.50 6.00 0.0 SDMHZ2 JUNCTION 4942.84 6.00 0.0 SDMHZ2.1 JUNCTION 4943.73 6.00 0.0 SDMHZ3 JUNCTION 4943.80 6.00 0.0 SDMHZ4 JUNCTION 4945.33 6.00 0.0 SDMHZ5 JUNCTION 4945.77 6.00 0.0 STM.MH_A.1-1 JUNCTION 4942.72 6.00 0.0 STM.MH B-1 JUNCTION 4942.48 6.00 50.0 STM A.1-2 INV. JUNCTION 4945.97 20.00 50.0 SWMM 5.2 Page 2 BLOOM PARK AND POOL - 2-YEAR STM A.1-2 RIM JUNCTION 4949.40 20.00 50.0 STM_B.1-0_INV JUNCTION 4950.00 20.00 50.0 STM_B.1-0_RIM JUNCTION 4951.70 10.00 50.0 STM_B.1-OA_INV. JUNCTION 4948.58 20.00 50.0 STM_B.1-1_INV. JUNCTION 4948.16 20.00 50.0 STM_B.1-1 RIM JUNCTION 4950.60 10.00 50.0 STM_B-1_INV JUNCTION 4945.96 10.00 50.0 STM_B-2 INV JUNCTION 4946.28 20.00 50.0 STM_B-3 INV JUNCTION 4946.50 20.00 50.0 STM B-4 INV. JUNCTION 4947.00 10.00 50.0 STM B-4 RIM JUNCTION 4949.30 10.00 50.0 Out-1 OUTFALL 4942.00 0.50 0.0 D19-1_OUT OUTFALL 4950.50 0.00 0.0 POND_D STORAGE 4942.44 6.00 0.0 STORE D.18.1D STORAGE 4947.50 6.00 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- EX_PIPE_A.1-1_Zl STM.MH_A.1-1 SDMHZl CONDUIT 143.9 0.1529 0.0130 EX PIPE B-1 POND-D STM.MH B-1 POND D CONDUIT 102.3 0.0391 0.0130 EX_PIPE_Z1_B-1 SDMHZI STM.MH_B-1 CONDUIT 40.8 0.0490 0.0130 EX_PIPE_Z2_A.1-1 SDMHZ2 STM.MH_A.1-1 CONDUIT 81.6 0.1470 0.0130 GUTTER D14-1 J-IN-Z2.2 RD.FL._D14-1 J-IN-Z2.2 CONDUIT 26.0 1.6553 0.0140 GUTTER_D14-2 D14-1 RD.FL._D14-2 RD.FL._D14-1 CONDUIT 190.0 0.5263 0.0140 OL_B.1-0 STM_B.1-0_RIM STM_B.1-OA_BYPASS CONDUIT 95.1 4.1567 0.0120 OL B.1-0 BYPASS STM B.1-0 BYPASS STORE D.18.1D CONDUIT 49.8 0.0200 0.0120 OL_B.1-OA STM_B.1-OA_INV. STM_B.1-OA_BYPASS CONDUIT 10.0 -1.7002 0.0120 OL_B.1-OA_BYPASS STM_B.1-OA_BYPASS STM_B.1-0_BYPASS CONDUIT 28.6 0.8751 0.0160 OL_B.1-1 STM_B.1-1_INV. STM_B.1-0_BYPASS CONDUIT 10.0 -3.4020 0.0120 P-1 POND_D Out-1 CONDUIT 216.4 0.2034 0.0130 P-2 J-IN-Z5.1 Junction-4 CONDUIT 83.4 -0. 9948 0.0140 P-3 Junction-4 Junction-5 CONDUIT 30.4 0.8235 0.0140 P-4 J-IN-Z6 Junction-5 CONDUIT 82.0 -0.8775 0.0140 P-5 Junction-5 J-IN-Z3.1 CONDUIT 392.2 1.2825 0.0140 P-6 J-IN-Z2.1-A J-IN-Z3.1 CONDUIT 130.7 0.2677 0.0140 P-7 Junction-10 J-IN-Z3.A CONDUIT 102.1 0.8518 0.0140 PAN_D18.1H_B-4 FL_D18.1H STM_B-4 RIM CONDUIT 29.8 1.3411 0.0130 Pipe - (10) INLETZ2.1-A SDMHZ2.1 CONDUIT 10.1 1.8730 0.0130 Pipe - (11) INLETZ2.2 SDMHZ2.1 CONDUIT 30.4 0.6902 0.0130 Pipe - (12) INLETZ5.1 SDMHZ5 CONDUIT 7.7 1.6839 0.0130 SWMM 5.2 Page 3 BLOOM PARK AND POOL - 2-YEAR Pipe - (13) INLETZ6 SDMHZ5 CONDUIT 25.5 0.8241 0.0130 Pipe - (2) SDMHZ5 SDMHZ4 CONDUIT 108.5 0.4057 0.0130 Pipe - (3) SDMHZ4 SDMHZ3 CONDUIT 424.6 0.3604 0.0130 Pipe - (4) SDMHZ3 SDMHZ2 CONDUIT 77.2 1.2437 0.0130 Pipe - (7) SDMHZ2.1 SDMHZ2 CONDUIT 85.1 1.0460 0.0130 Pipe - (8) INLETZ3.1 SDMHZ3 CONDUIT 31.9 0.3763 0.0130 Pipe - (9) INLETZ3.A SDMHZ3 CONDUIT 8.6 0.5820 0.0130 PIPE_A.1-2 A.1-1 STM_A.1-2 INV. STM.MH_A.1-1 CONDUIT 41.0 1.9980 0.0130 PIPE B.1-0 B.1-OA STM B.1-0 INV STM B.1-0A INV. CONDUIT 75.2 1.8899 0.0130 PIPE B.1-0 B-2 STM B.1-1 INV. STM B-2 INV CONDUIT 60.0 3.1349 0.0130 PIPE B.1-OA B.1-1 STM B.1-6A INV. STM BA-1 INV. CONDUIT 28.4 1.4811 0.0130 PIPE_B-1 STM_B-1_INV STM.MH_B-1 CONDUIT 30.1 0.4987 0.0130 PIPE_B-2 B-1 STM_B-2_INV STM_B-1_INV CONDUIT 63.8 0.5013 0.0130 PIPE B-3 B-2 STM B-3 INV STM B-2 INV CONDUIT 43.0 0.5118 0.0130 PIPE_B-4_B-3 STM_B-4_INV. STM_B-3 INV CONDUIT 96.5 0.5179 0.0130 IN-PARK STORE_D.18.1D SDMHZI ORIFICE IN-Z2.1-A J-IN-Z2.1-A INLETZ2.1-A ORIFICE IN-Z2.2 J-IN-Z2.2 INLETZ2.2 ORIFICE IN-Z3.1 J-IN-Z3.1 INLETZ3.1 ORIFICE IN-Z3.A J-IN-Z3.A INLETZ3.A ORIFICE IN-Z5.1 J-IN-Z5.1 INLETZ5.1 ORIFICE IN-Z6 J-IN-Z6 INLETZ6 ORIFICE Orifice-1 STORE_D.18.1D SDMHZI ORIFICE STM B-4 INLET STM B-4 RIM STM B-4 INV. ORIFICE STM_B.l-0_INLET STM_B.1-0_RIM STM_B.1-0_INV ORIFICE STM B.1-1 INLET STM B.1-1 RIM STM B.1-1 INV. ORIFICE STM_A.l-2 INLET STM_A.1-2 RIM STM_A.1-2 INV. ORIFICE Orifice-10 J-IN-Z6 J-IN-Z5.1 WEIR Orifice-5 J-IN-Z3.A J-IN-Z3.1 WEIR W-2.1-2.2 J-IN-Z2.2 J-IN-Z2.1-A WEIR Cross Section Summary Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- EX_PIPE_A.1-1_Zl HORIZ_ELLIPSE 2.42 7.40 0.74 3.75 1 26.96 EX PIPE B-1 POND-D CIRCULAR 3.00 7.07 0.75 3.00 1 13.19 EX_PIPE_Z1_B-1 CIRCULAR 3.00 7.07 0.75 3.00 1 14.77 EX_PIPE_Z2_A.1-1 HORIZ_ELLIPSE 2.42 7.40 0.74 3.75 1 26.44 GUTTER_D14-1 J-IN-Z2.2 1/GUTTER 3.00 69.77 1.63 26.50 1 1318.85 GUTTER D14-2 D14-1 1/GUTTER 3.00 69.77 1.63 26.50 1 743.67 SWMM 5.2 Page 4 BLOOM PARK AND POOL - 2-YEAR OL_B.1-0 TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 6616.80 OL_B.1-0_BYPASS TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 458.98 OL_B.1-OA TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 3975.14 OL_B.1-OA_BYPASS TRAPEZOIDAL 3.00 109.50 1.58 68.00 1 1290.38 OL_B.1-1 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 5622.92 P-1 CIRCULAR 0.50 0.20 0.12 0.50 1 0.25 P-2 1/GUTTER 3.00 69.77 1.63 26.50 1 1022.39 P-3 1/GUTTER 3.00 69.77 1.63 26.50 1 930.20 P-4 1/GUTTER 3.00 69.77 1.63 26.50 1 960.26 P-5 1/GUTTER 3.00 69.77 1.63 26.50 1 1160.87 P-6 1/GUTTER 3.00 69.77 1.63 26.50 1 530.41 P-7 1/GUTTER 3.00 69.77 1.63 26.50 1 946.07 PAN_D18.1H_B-4 TRAPEZOIDAL 3.00 180.30 1.50 120.10 1 3126.57 Pipe - (10) CIRCULAR 1.50 1.77 0.38 1.50 1 14.38 Pipe - (11) CIRCULAR 1.50 1.77 0.38 1.50 1 8.73 Pipe - (12) CIRCULAR 1.50 1.77 0.38 1.50 1 13.63 Pipe - (13) CIRCULAR 1.50 1.77 0.38 1.50 1 9.54 Pipe - (2) CIRCULAR 2.50 4.91 0.62 2.50 1 26.12 Pipe - (3) CIRCULAR 2.50 4.91 0.62 2.50 1 24.62 Pipe - (4) HORIZ_ELLIPSE 2.42 7.40 0.74 3.75 1 76.90 Pipe - (7) CIRCULAR 2.00 3.14 0.50 2.00 1 23.14 Pipe - (8) CIRCULAR 1.50 1.77 0.38 1.50 1 6.44 Pipe - (9) CIRCULAR 1.50 1.77 0.38 1.50 1 8.01 PIPE A.1-2 A.1-1 CIRCULAR 1.00 0.79 0.25 1.00 1 5.04 PIPE_B.1-0_B.1-OA CIRCULAR 0.33 0.09 0.08 0.33 1 0.26 PIPE B.1-0 B-2 CIRCULAR 0.67 0.35 0.17 0.67 1 2.14 PIPE_B.1-OA_B.1-1 CIRCULAR 0.67 0.35 0.17 0.67 1 1.47 PIPE_B-1 CIRCULAR 1.50 1.77 0.38 1.50 1 7.42 PIPE B-2 B-1 CIRCULAR 1.50 1.77 0.38 1.50 1 7.44 PIPE B-3 B-2 CIRCULAR 1.00 0.79 0.25 1.00 1 2.55 PIPE B-4 B-3 CIRCULAR 1.00 0.79 0.25 1.00 1 2.56 **************** Transect Summary **************** Transect 1/GUTTER Area: 0.0004 0.0015 0.0046 0.0106 0.0194 0.0322 0.0493 0.0698 0.0913 0.1129 0.1345 0.1561 0.1777 0.1994 0.2211 0.2428 0.2646 0.2864 0.3082 0.3301 0.3520 0.3739 0.3958 0.4178 0.4398 SWMM 5.2 Page 5 BLOOM PARK AND POOL - 2-YEAR 0.4619 0.4839 0.5060 0.5282 0.5503 0.5725 0.5948 0.6170 0.6393 0.6616 0.6840 0.7063 0.7287 0.7512 0.7736 0.7961 0.8187 0.8412 0.8638 0.8864 0.9091 0. 9318 0.9545 0.9772 1.0000 Hrad: 0.0182 0.0370 0.0466 0.0563 0.0694 0.0814 0.0917 0.1098 0.1318 0.1547 0.1779 0.2013 0.2247 0.2481 0.2714 0.2945 0.3176 0.3405 0.3632 0.3858 0.4083 0.4307 0.4528 0.4749 0.4968 0.5185 0.5401 0.5616 0.5829 0.6040 0.6251 0. 6460 0.6667 0.6873 0.7078 0.7282 0.7484 0.7685 0.7885 0.8083 0.8280 0.8476 0.8671 0.8864 0.9056 0.9247 0.9437 0.9626 0.9814 1.0000 Width: 0.0328 0.0739 0.1985 0.3231 0.4675 0.6552 0.8429 0.9422 0.9451 0.9464 0.9477 0.9491 0.9504 0.9518 0.9531 0.9544 0.9558 0.9571 0.9585 0.9598 0.9611 0.9625 0.9638 0.9652 0.9665 0.9678 0.9692 0.9705 0.9719 0.9732 0.9745 0.9759 0.9772 0.9786 0.9799 0.9812 0.9826 0.9839 0.9853 0.9866 0.9879 0.9893 0.9906 0.9920 0.9933 0.9946 0.9960 0.9973 0.9987 1.0000 **************** Analysis Options Flow Units . . . . . . . . . . . . . . . CFS Process Models: Rainfall/Runoff . . . . . . . . YES RDII . . . . . . . . . . . . . . . . . . . NO Snowmelt . . . . . . . . . . . . . . . NO Groundwater . . . . . . . . . . . . NO Flow Routing . . . . . . . . . . . YES Ponding Allowed . . . . . . . . YES Water Quality . . . . . . . . . . NO Infiltration Method . . . . . . GREEN_AMPT Flow Routing Method . . . . . . DYNWAVE Surcharge Method . . . . . . . . . SLOT SWMM 5.2 Page 6 BLOOM PARK AND POOL - 2-YEAR Starting Date . . . . . . . . . . . . 12/20/2024 00:00:00 Ending Date . . . . . . . . . . . . . . 12/20/2024 04:00:00 Antecedent Dry Days . . . . . . 0.0 Report Time Step . . . . . . . . . 00:01:00 Wet Time Step . . . . . . . . . . . . 00:01:00 Dry Time Step . . . . . . . . . . . . 00:01:00 Routing Time Step . . . . . . . . 1.00 sec Variable Time Step . . . . . . . YES Maximum Trials . . . . . . . . . . . 20 Number of Threads . . . . . . . . 1 Head Tolerance . . . . . . . . . . . 0.005000 ft Control Actions Taken Volume Depth Runoff Quantity Continuity acre-feet inches --------- ------- Total Precipitation . . . . . . 0.736 0.978 Evaporation Loss . . . . . . . . . 0.000 0.000 Infiltration Loss . . . . . . . . 0.202 0.269 Surface Runoff . . . . . . . . . . . 0.477 0.633 Final Storage . . . . . . . . . . . . 0.058 0.076 Continuity Error (%) . . . . . -0.041 Volume Volume Flow Routing Continuity acre-feet 10^6 gal --------- --------- Dry Weather Inflow . . . . . . . 0.000 0.000 Wet Weather Inflow . . . . . . . 0.477 0.155 Groundwater Inflow . . . . . . . 0.000 0.000 RDII Inflow . . . . . . . . . . . . . . 0.000 0.000 External Inflow . . . . . . . . . . 0.000 0.000 External Outflow . . . . . . . . . 0.127 0.041 Flooding Loss . . . . . . . . . . . . 0.000 0.000 Evaporation Loss . . . . . . . . . 0.000 0.000 Exfiltration Loss . . . . . . . . 0.000 0.000 Initial Stored Volume . . . . 1.885 0.614 Final Stored Volume . . . . . . 2.236 0.729 Continuity Error (%) . . . . . -0.034 S WMM 5.2 Page 7 BLOOM PARK AND POOL - 2-YEAR ************************* Highest Continuity Errors Node STM_B.1-0_BYPASS (81.43%) Node STM_B.l-OA_BYPASS (8.64%) Node STM MH_A.1-1 (1.51%) Node SDMHZl (1.33%) Node SDMHZ2 (1.07%) Time-Step Critical Elements *************************** None Highest Flow Instability Indexes Link Pipe - (9) (7) Link Pipe - (8) (4) Link Pipe - (4) (1) ********************************* Most Frequent Nonconverging Nodes Convergence obtained at all time steps. Routing Time Step Summary Minimum Time Step 0.50 sec Average Time Step 1.00 sec Maximum Time Step 1.00 sec % of Time in Steady State 0.00 Average Iterations per Step 2.00 % of Steps Not Converging 0.00 Time Step Frequencies 1.000 - 0.871 sec 99.99 % 0.871 - 0.758 sec 0.00 % SWMM 5.2 Page 8 BLOOM PARK AND POOL - 2-YEAR 0.758 - 0. 660 sec 0.00 % 0.660 - 0.574 sec 0.00 % 0.574 - 0.500 sec 0.01 % Subcatchment Runoff Summary ---------------------------------------------------------------------------------------------------------------------- Total Total Total Total Impery Pery Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS ---------------------------------------------------------------------------------------------------------------------- D14-1 0.98 0.00 0.00 0.91 0.08 0.00 0.06 0.00 0.05 D14-2 0.98 0.00 0.00 0.72 0.30 0.00 0.22 0.00 0.08 D18.1A 0.98 0.00 0.00 0.92 0.07 0.00 0.05 0.00 0.13 D18.1B 0.98 0.00 0.00 0.78 0.23 0.00 0.17 0.00 0.02 D18.1C 0.98 0.00 0.00 0.25 0.73 0.10 0.65 0.00 0.36 D18.1D 0.98 0.00 0.00 0.74 0.27 0.00 0.20 0.00 0.29 D18.1E 0.98 0.00 0.00 0.61 0.42 0.01 0.32 0.00 0.10 D18.1F 0.98 0.00 0.00 0.18 0.78 0.12 0.71 0.00 0.22 D18.1G 0.98 0.00 0.00 0.82 0.18 0.00 0.14 0.00 0.03 D18.1H 0.98 0.00 0.00 0.31 0.69 0.08 0.59 0.00 0.55 D19-1 0.98 0.00 0.00 0.83 0.18 0.00 0.13 0.00 0.03 D24-1 0.98 0.00 0.00 0.31 0.69 0.08 0.59 0.00 0.56 Z2.1-A 0.98 0.00 0.00 0.05 0.83 0.00 0.83 0.01 0.64 Z2.2 0.98 0.00 0.00 0.15 0.75 0.00 0.75 0.02 1.82 Z3.1 0.98 0.00 0.00 0.10 0.79 0.00 0.79 0.03 3.24 Z3.A-E 0.98 0.00 0.00 0.05 0.83 0.00 0.83 0.02 1.81 Z3.A-W 0.98 0.00 0.00 0.05 0.83 0.00 0.83 0.01 1.52 Z5.1 0.98 0.00 0.00 0.15 0.74 0.00 0.74 0.03 2.94 Z6 0.98 0.00 0.00 0.15 0.75 0.00 0.75 0.01 1.05 ****************** Node Depth Summary --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- SWMM 5.2 Page 9 BLOOM PARK AND POOL - 2-YEAR INLETZ2.1-A JUNCTION 0.05 0.52 4944.44 0 00:42 0.52 INLETZ2.2 JUNCTION 0.11 0.58 4944.52 0 00:40 0.58 INLETZ3.1 JUNCTION 0.21 0.93 4944.85 0 00:41 0. 93 INLETZ3.A JUNCTION 0.23 0.96 4944.81 0 00:40 0.96 INLETZ5.1 JUNCTION 0.13 0.71 4946.61 0 00:40 0.71 INLETZ6 JUNCTION 0.08 0.51 4946.49 0 00:40 0.51 STM_B.1-OA_BYPASS JUNCTION 0.00 0.00 4948.25 0 00:42 0.00 STM_B.1-0_BYPASS JUNCTION 0.00 0.00 4948.00 0 01:27 0.00 J-IN-Z2.1-A JUNCTION 0.01 0.07 4948.14 0 00:40 0.07 J-IN-Z2.2 JUNCTION 0.02 0.15 4948.22 0 00:40 0.15 J-IN-Z3.1 JUNCTION 0.04 0.21 4947.93 0 00:40 0.21 J-IN-Z3.A JUNCTION 0.04 0.21 4947.84 0 00:40 0.21 J-IN-Z5.1 JUNCTION 0.03 0.20 4952.37 0 00:40 0.20 J-IN-Z6 JUNCTION 0.01 0.10 4952.13 0 00:40 0.10 Junction-10 JUNCTION 0.11 0.26 4948.76 0 00:40 0.26 FL_D18.1H JUNCTION 0.03 0.12 4949.82 0 00:40 0.12 RD.FL._D14-2 JUNCTION 0.03 0.11 4949.61 0 00:40 0.11 RD.FL._D14-1 JUNCTION 0.03 0.10 4948.60 0 00:40 0.10 Junction-4 JUNCTION 0.00 0.00 4953.00 0 00:00 0.00 Junction-5 JUNCTION 0.00 0.00 4952.75 0 00:00 0.00 SDMHZI JUNCTION 1.13 1.80 4944.30 0 00:42 1.80 SDMHZ2 JUNCTION 0.81 1.60 4944.44 0 00:42 1.59 SDMHZ2.1 JUNCTION 0.10 0.71 4944.44 0 00:42 0.71 SDMHZ3 JUNCTION 0.15 0.63 4944.43 0 00:41 0.63 SDMHZ4 JUNCTION 0.15 0.67 4946.00 0 00:41 0.67 SDMHZ5 JUNCTION 0.15 0.71 4946.48 0 00:40 0.71 STM.MH_A.1-1 JUNCTION 0.92 1.65 4944.37 0 00:42 1.65 STM.MH_B-1 JUNCTION 1.14 1.62 4944.10 0 00:42 1.62 STM_A.l-2 INV. JUNCTION 0.01 0.04 4946.01 0 00:40 0.04 STM A.1-2 RIM JUNCTION 0.00 0.01 4949.41 0 00:40 0.01 STM_B.l-0_INV JUNCTION 0.04 0.24 4950.24 0 00:40 0.24 STM_B.1-0_RIM JUNCTION 0.05 0.40 4952.10 0 00:40 0.39 STM_B.1-OA_INV. JUNCTION 0.04 0.18 4948.76 0 00:40 0.18 STM_B.1-1_INV. JUNCTION 0.03 0.15 4948.31 0 00:40 0.15 STM_B.1-1_RIM JUNCTION 0.00 0.01 4950.61 0 00:40 0.01 STM_B-1 INV JUNCTION 0.07 0.32 4946.28 0 00:41 0.32 STM_B-2_INV JUNCTION 0.07 0.32 4946.60 0 00:40 0.32 STM_B-3_INV JUNCTION 0.06 0.31 4946.81 0 00:40 0.31 STM_B-4_INV. JUNCTION 0.06 0.31 4947.31 0 00:40 0.31 STM_B-4 RIM JUNCTION 0.01 0.09 4949.39 0 00:40 0.09 Out-1 OUTFALL 0.50 0.50 4942.50 0 00:00 0.50 D19-1_OUT OUTFALL 0.00 0.00 4950.50 0 00:00 0.00 POND_D STORAGE 1.14 1.20 4943.64 0 02:20 1.20 STORE D.18.1D STORAGE 0.03 0.17 4947.67 0 00:43 0.17 SWMM 5.2 Page 10 BLOOM PARK AND POOL - 2-YEAR ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- INLETZ2.1-A JUNCTION 0.00 0.58 0 00:40 0 0.00557 0.000 INLETZ2.2 JUNCTION 0.00 1.88 0 00:40 0 0.0177 0.004 INLETZ3.1 JUNCTION 0.00 2.96 0 00:40 0 0.0343 0.057 INLETZ3.A JUNCTION 0.00 3.12 0 00:40 0 0.038 0.044 INLETZ5.1 JUNCTION 0.00 2.80 0 00:40 0 0.0303 0.005 INLETZ6 JUNCTION 0.00 0.99 0 00:40 0 0.00931 0.003 STM B.1-OA BYPASS JUNCTION 0.00 0.01 0 00:40 0 6.11e-06 0.528 gal STM B.1-0 BYPASS JUNCTION 0.00 0.00 0 00:42 0 1.02e-06 0.828 gal J-IN-Z2.1-A JUNCTION 0.64 0.64 0 00:40 0.00566 0.00566 -0.030 J-IN-Z2.2 JUNCTION 1.82 1.95 0 00:40 0.0166 0.0177 0.040 J-IN-Z3.1 JUNCTION 3.24 3.26 0 00:40 0.0342 0.0343 0.077 J-IN-Z3.A JUNCTION 1.52 3.28 0 00:40 0.0147 0.038 0.064 J-IN-Z5.1 JUNCTION 2.94 2.94 0 00:40 0.0303 0.0303 0.051 J-IN-Z6 JUNCTION 1.05 1.05 0 00:40 0.00932 0.00932 0.039 Junction-10 JUNCTION 1.81 1.81 0 00:40 0.0233 0.0233 0.056 FL_D18.1H JUNCTION 0.55 0.55 0 00:40 0.00497 0.00497 0.005 RD.FL._D14-2 JUNCTION 0.08 0.08 0 00:40 0.00067 0.00067 0.464 RD.FL._D14-1 JUNCTION 0.05 0.13 0 00:40 0.00041 0.00108 0.514 Junction-4 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal Junction-5 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal SDMHZI JUNCTION 0.00 11.71 0 00:42 0 0.147 1.351 SDMHZ2 JUNCTION 0.00 11.73 0 00:41 0 0.137 1.085 SDMHZ2.1 JUNCTION 0.00 2.43 0 00:40 0 0.0232 -0.020 SDMHZ3 JUNCTION 0.00 9.71 0 00:41 0 0.112 -0.015 SDMHZ4 JUNCTION 0.00 3.78 0 00:40 0 0.0396 0.058 SDMHZ5 JUNCTION 0.00 3.78 0 00:40 0 0.0396 -0.023 STM.MH A.1-1 JUNCTION 0.00 11.44 0 00:41 0 0.139 1.528 STM.MH_B-1 JUNCTION 0.00 12.31 0 00:42 0 0.156 0.892 STM A.1-2 INV. JUNCTION 0.00 0.02 0 00:40 0 0.00014 0.115 STM_A.1-2_RIM JUNCTION 0.02 0.02 0 00:40 0.00014 0.00014 0.000 STM_B.1-0_INV JUNCTION 0.00 0.22 0 00:40 0 0.00211 0.026 STM B.1-0 RIM JUNCTION 0.22 0.22 0 00:40 0.00211 0.00211 0.011 SWMM 5.2 Page 11 BLOOM PARK AND POOL - 2-YEAR STM B.1-OA_INV. JUNCTION 0.00 0.41 0 00:42 0 0.00211 0.028 STM_B.1-1 INV. JUNCTION 0.00 0.23 0 00:40 0 0.00237 0.012 STM_B.1-1_RIM JUNCTION 0.03 0.03 0 00:40 0.000263 0.000263 -0.002 STM_B-1 INV JUNCTION 0.00 0.76 0 00:40 0 0.00734 0.019 STM_B-2_INV JUNCTION 0.00 0.76 0 00:40 0 0.00734 0.002 STM_B-3 INV JUNCTION 0.00 0.54 0 00:40 0 0.00497 0.019 STM_B-4_INV. JUNCTION 0.00 0.54 0 00:40 0 0.00497 -0.006 STM_B-4 RIM JUNCTION 0.00 0.54 0 00:40 0 0.00497 0.003 Out-1 OUTFALL 0.00 0.39 0 02:20 0 0.041 0.000 D19-1_OUT OUTFALL 0.03 0.03 0 00:40 0.000215 0.000215 0.000 POND_D STORAGE 0.79 12.79 0 00:43 0.00695 0.769 0.025 STORE D.18.1D STORAGE 0.65 0.65 0 00:40 0.00554 0.00554 0.000 ********************** Node Surcharge Summary ********************** No nodes were surcharged. ********************* Node Flooding Summary ********************* No nodes were flooded. Storage Volume Summary ------------------------------------------------------------------------------------------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------------------ POND_D 93.687 19.0 0.0 0.0 98.006 19.9 0 02:20 4.46 STORE D.18.1D 0.031 0.0 0.0 0.0 0.195 0.0 0 00:43 0.37 Outfall Loading Summary SWMM 5.2 Page 12 BLOOM PARK AND POOL - 2-YEAR ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Out-1 100.00 0.38 0.39 0.041 D19-1 OUT 43.12 0.00 0.03 0.000 ----------------------------------------------------------- System 71.56 0.39 0.39 0.041 Link Flow Summary ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ IFlowl Occurrence IVelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- EX PIPE A.1-1 Zl CONDUIT 11.35 0 00:42 1.94 0.42 0.71 EX PIPE B-1 POND-D CONDUIT 12.32 0 00:43 4.07 0.93 0.44 EX PIPE Z1 B-1 CONDUIT 11.67 0 00:42 3.02 0.79 0.57 EX PIPE Z2 A.1-1 CONDUIT 11.43 0 00:41 2.19 0.43 0.67 GUTTER D14-1 J-IN-Z2.2 CHANNEL 0.13 0 00:40 1.63 0.00 0.04 GUTTER_D14-2 D14-1 CHANNEL 0.08 0 00:40 1.13 0.00 0.03 OL_B.l-0 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 OL_B.l-0_BYPASS CONDUIT 0.00 0 01:27 0.00 0.00 0.00 OL_B.l-OA CONDUIT 0.23 0 00:42 0.50 0.00 0.04 OL_B.l-OA_BYPASS CONDUIT 0.00 0 00:42 0.00 0.00 0.00 OL_B.1-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.02 P-1 CONDUIT 0.39 0 02:20 1.98 1.54 1.00 P-2 CHANNEL 0.00 0 00:00 0.00 0.00 0.03 P-3 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 P-4 CHANNEL 0.00 0 00:00 0.00 0.00 0.02 P-5 CHANNEL 0.00 0 00:00 0.00 0.00 0.03 P-6 CHANNEL 0.02 0 00:40 0.15 0.00 0.05 P-7 CHANNEL 1.80 0 00:40 3.29 0.00 0.08 PAN_D18.1H_B-4 CONDUIT 0.54 0 00:40 2.38 0.00 0.03 Pipe - (10) CONDUIT 0.56 0 00:40 1.78 0.04 0.41 Pipe - (11) CONDUIT 1.86 0 00:40 3.67 0.21 0.42 Pipe - (12) CONDUIT 2.80 0 00:40 3.38 0.21 0.48 Pipe - (13) CONDUIT 0.99 0 00:40 1.50 0.10 0.41 SWMM 5.2 Page 13 BLOOM PARK AND POOL - 2-YEAR Pipe - (2) CONDUIT 3.78 0 00:40 3.45 0.14 0.28 Pipe - (3) CONDUIT 3.69 0 00:41 3. 63 0.15 0.26 Pipe - (4) CONDUIT 9.67 0 00:41 3.10 0.13 0.46 Pipe - (7) CONDUIT 2.27 0 00:40 1.72 0.10 0.58 Pipe - (8) CONDUIT 2.96 0 00:41 3.24 0.46 0.52 Pipe - (9) CONDUIT 3.12 0 00:40 3.37 0.39 0.53 PIPE_A.1-2 A.1-1 CONDUIT 0.02 0 00:40 1.47 0.00 0.04 PIPE_B.1-0_B.1-OA CONDUIT 0.21 0 00:40 3.75 0.82 0.63 PIPE_B.1-0_B-2 CONDUIT 0.23 0 00:40 2.15 0.11 0.35 PIPE B.1-OA B.1-1 CONDUIT 0.20 0 00:40 3.17 0.14 0.24 PIPE_B-1 CONDUIT 0.76 0 00:41 2.71 0.10 0.22 PIPE B-2 B-1 CONDUIT 0.76 0 00:40 2.71 0.10 0.22 PIPE_B-3 B-2 CONDUIT 0.53 0 00:40 2.49 0.21 0.32 PIPE B-4 B-3 CONDUIT 0.54 0 00:40 2.59 0.21 0.31 IN-PARK ORIFICE 0.37 0 00:43 IN-Z2.1-A ORIFICE 0.58 0 00:40 0.14 IN-Z2.2 ORIFICE 1.88 0 00:40 0.31 IN-Z3.1 ORIFICE 2.96 0 00:40 0.41 IN-Z3.A ORIFICE 3.12 0 00:40 0.43 IN-Z5.1 ORIFICE 2.80 0 00:40 0.40 IN-Z6 ORIFICE 0.99 0 00:40 0.20 Orifice-1 ORIFICE 0.00 0 00:00 STM B-4 INLET ORIFICE 0.54 0 00:40 STM B.1-0 INLET ORIFICE 0.22 0 00:40 1.00 STM_B.l-1_INLET ORIFICE 0.03 0 00:40 STM A.1-2 INLET ORIFICE 0.02 0 00:40 Orifice-1-0 WEIR 0.00 0 00:00 0.00 Orifice-5 WEIR 0.00 0 00:00 0.00 W-2.1-2.2 WEIR 0.00 0 00:00 0.00 Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- EX_PIPE_A.1-1_Zl 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 EX PIPE B-1 POND-D 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 EX_PIPE_Z1_B-1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 EX PIPE Z2 A.1-1 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.00 SWMM 5.2 Page 14 BLOOM PARK AND POOL - 2-YEAR GUTTER D14-1 J-IN-Z2.2 1.00 0.03 0.00 0.00 0.11 0.86 0.00 0.00 0.17 0.00 GUTTER_D14-2 D14-1 1.00 0.03 0.00 0.00 0.96 0.02 0.00 0.00 0.70 0.00 OL_B.1-0 1.00 0.80 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OL_B.1-0_BYPASS 1.00 0.17 0.00 0.00 0.00 0.00 0.00 0.83 0.00 0.00 OL_B.1-OA 1.00 0.09 0. 90 0.00 0.00 0.00 0.02 0.00 0.00 0.00 OL_B.1-OA_BYPASS 1.00 0.17 0.64 0.00 0.20 0.00 0.00 0.00 0.82 0.00 OL_B.1-1 1.00 0.03 0. 97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 P-2 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-4 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-5 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-6 1.00 0.02 0.01 0.00 0.97 0.00 0.00 0.00 0.95 0.00 P-7 1.00 0.03 0.00 0.00 0.04 0.93 0.00 0.00 0.03 0.00 PAN_D18.1H_B-4 1.00 0.03 0.00 0.00 0.01 0.96 0.00 0.00 0.00 0.00 Pipe - (10) 1.00 0.03 0.00 0.00 0.96 0.01 0.00 0.00 0.85 0.00 Pipe - (11) 1.00 0.03 0.00 0.00 0.56 0.41 0.00 0.00 0.00 0.00 Pipe - (12) 1.00 0.03 0.00 0.00 0.28 0.69 0.00 0.00 0.29 0.00 Pipe - (13) 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.84 0.00 Pipe - (2) 1.00 0.05 0.00 0.00 0.92 0.03 0.00 0.00 0.47 0.00 Pipe - (3) 1.00 0.05 0.00 0.00 0.94 0.00 0.00 0.00 0.15 0.00 Pipe - (4) 1.00 0.01 0.05 0.00 0.95 0.00 0.00 0.00 0.95 0.00 Pipe - (7) 1.00 0.01 0.05 0.00 0.95 0.00 0.00 0.00 0.89 0.00 Pipe - (8) 1.00 0.03 0.00 0.00 0.96 0.02 0.00 0.00 0.00 0.76 Pipe - (9) 1.00 0.03 0.00 0.00 0.95 0.02 0.00 0.00 0.00 0.85 PIPE A.1-2 A.1-1 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 0.00 0.00 PIPE_B.1-0_B.1-OA 1.00 0.05 0.00 0.00 0.04 0.91 0.00 0.00 0.00 0.00 PIPE B.1-0 B-2 1.00 0.03 0.00 0.00 0.95 0.02 0.00 0.00 0.90 0.00 PIPE_B.1-OA_B.1-1 1.00 0.03 0.05 0.00 0.13 0.78 0.00 0.00 0.02 0.00 PIPE_B-1 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0.00 PIPE_B-2 B-1 1.00 0.08 0.00 0.00 0.90 0.02 0.00 0.00 0.83 0.00 PIPE_B-3 B-2 1.00 0.06 0.00 0.00 0.93 0.01 0.00 0.00 0.83 0.00 PIPE B-4 B-3 1.00 0.05 0.00 0.00 0.94 0.01 0.00 0.00 0.83 0.00 ************************* Conduit Surcharge Summary ---------------------------------------------------------------------------- Hours Hours -- ------ Hours Full ---- --- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- SWMM 5.2 Page 15 BLOOM PARK AND POOL - 2-YEAR P-1 4.00 4 .00 4 .00 4 .00 4.00 Analysis begun on: Wed Feb 19 08:45:22 2025 Analysis ended on: Wed Feb 19 08:45:23 2025 Total elapsed time: 00:00:01 SWMM 5.2 Page 16 BLOOM PARK AND POOL - 100-YEAR EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4) ------------------------------------------------------------ WARNING 04: minimum elevation drop used for Conduit OL B.1-0_BYPASS WARNING 05: minimum slope used for Conduit OL B.1-0 BYPASS Element Count ************* Number of rain gages . . . . . . 1 Number of subcatchments . . . 19 Number of nodes . . . . . . . . . . . 44 Number of links . . . . . . . . . . . 52 Number of pollutants . . . . . . 0 Number of land uses . . . . . . . 0 **************** Raingage Summary Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ Rain Gage-1 100-YR INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Impery %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- D14-1 0.26 75.00 8.80 4.5000 Rain Gage-1 RD.FL._D14-1 D14-2 0.11 75.00 34.00 5.0000 Rain Gage-1 RD.FL._D14-2 D18.1A 0.75 100.00 8.00 2.5000 Rain Gage-1 POND_D D18.1B 0.03 20.00 26.00 5.0000 Rain Gage-1 STM_A.1-2 RIM D18.1C 0.18 50.00 83.00 2.0000 Rain Gage-1 STORE_D.18.1D D18.1D 0.43 120.00 31.00 5.0000 Rain Gage-1 STORE D.18.1D D18.1E 0.10 60.00 48.00 2.0000 Rain Gage-1 POND_D D18.1F 0.11 25.00 89.00 1.0000 Rain Gage-1 STM_B.1-0_RIM D18.1G 0.07 40.00 21.00 2.0000 Rain Gage-1 STM_B.1-1 RIM D18.1H 0.31 75.00 78.00 2.5000 Rain Gage-1 FL_D18.1H D19-1 0.06 50.00 20.00 3.5000 Rain Gage-1 D19-1_OUT D24-1 0.31 50.00 78.00 7.5000 Rain Gage-1 POND D SWMM 5.2 Pagel BLOOM PARK AND POOL - 100-YEAR Z2.1-A 0.25 50.00 95.00 3.0000 Rain Gage-1 J-IN-Z2.1-A Z2.2 0.82 120.00 85.00 3.0000 Rain Gage-1 J-IN-Z2.2 Z3.1 1.60 125.00 90.00 3.0000 Rain Gage-1 J-IN-Z3.1 Z3.A-E 1.04 50.00 95.00 3.0000 Rain Gage-1 Junction-10 Z3.A-W 0.65 75.00 95.00 3.0000 Rain Gage-1 J-IN-Z3.A Z5.1 1.50 120.00 85.00 3.0000 Rain Gage-1 J-IN-Z5.1 Z6 0.46 80.00 85.00 3.0000 Rain Gage-1 J-IN-Z6 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- INLETZ2.1-A JUNCTION 4943.92 6.00 0.0 INLETZ2.2 JUNCTION 4943.94 6.00 0.0 INLETZ3.1 JUNCTION 4943.92 6.00 0.0 INLETZ3.A JUNCTION 4943.85 6.00 0.0 INLETZ5.1 JUNCTION 4945.90 6.00 0.0 INLETZ6 JUNCTION 4945.98 6.00 0.0 STM B.1-OA BYPASS JUNCTION 4948.25 20.00 50.0 STM_B.l-0_BYPASS JUNCTION 4948.00 20.00 50.0 J-IN-Z2.1-A JUNCTION 4948.07 6.00 50.0 J-IN-Z2.2 JUNCTION 4948.07 6.00 50.0 J-IN-Z3.1 JUNCTION 4947.72 6.00 50.0 J-IN-Z3.A JUNCTION 4947.63 6.00 50.0 J-IN-Z5.1 JUNCTION 4952.17 6.00 50.0 J-IN-Z6 JUNCTION 4952.03 6.00 50.0 Junction-10 JUNCTION 4948.50 6.00 50.0 FL_D18.1H JUNCTION 4949.70 10.00 50.0 RD.FL._D14-2 JUNCTION 4949.50 10.00 50.0 RD.FL._D14-1 JUNCTION 4948.50 10.00 50.0 Junction-4 JUNCTION 4953.00 6.00 50.0 Junction-5 JUNCTION 4952.75 6.00 50.0 SDMHZI JUNCTION 4942.50 6.00 0.0 SDMHZ2 JUNCTION 4942.84 6.00 0.0 SDMHZ2.1 JUNCTION 4943.73 6.00 0.0 SDMHZ3 JUNCTION 4943.80 6.00 0.0 SDMHZ4 JUNCTION 4945.33 6.00 0.0 SDMHZ5 JUNCTION 4945.77 6.00 0.0 STM.MH_A.1-1 JUNCTION 4942.72 6.00 0.0 STM.MH B-1 JUNCTION 4942.48 6.00 50.0 STM A.1-2 INV. JUNCTION 4945.97 20.00 50.0 SWMM 5.2 Page 2 BLOOM PARK AND POOL - 100-YEAR STM A.1-2 RIM JUNCTION 4949.40 20.00 50.0 STM_B.1-0_INV JUNCTION 4950.00 20.00 50.0 STM_B.1-0_RIM JUNCTION 4951.70 10.00 50.0 STM_B.1-OA_INV. JUNCTION 4948.58 20.00 50.0 STM_B.1-1_INV. JUNCTION 4948.16 20.00 50.0 STM_B.1-1 RIM JUNCTION 4950.60 10.00 50.0 STM_B-1_INV JUNCTION 4945.96 10.00 50.0 STM_B-2 INV JUNCTION 4946.28 20.00 50.0 STM_B-3 INV JUNCTION 4946.50 20.00 50.0 STM B-4 INV. JUNCTION 4947.00 10.00 50.0 STM B-4 RIM JUNCTION 4949.30 10.00 50.0 Out-1 OUTFALL 4942.00 0.50 0.0 D19-1_OUT OUTFALL 4950.50 0.00 0.0 POND_D STORAGE 4942.44 6.00 0.0 STORE D.18.1D STORAGE 4947.50 6.00 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- EX_PIPE_A.1-1_Zl STM.MH_A.1-1 SDMHZl CONDUIT 143.9 0.1529 0.0130 EX PIPE B-1 POND-D STM.MH B-1 POND D CONDUIT 102.3 0.0391 0.0130 EX_PIPE_Z1_B-1 SDMHZI STM.MH_B-1 CONDUIT 40.8 0.0490 0.0130 EX_PIPE_Z2_A.1-1 SDMHZ2 STM.MH_A.1-1 CONDUIT 81.6 0.1470 0.0130 GUTTER D14-1 J-IN-Z2.2 RD.FL._D14-1 J-IN-Z2.2 CONDUIT 26.0 1.6553 0.0140 GUTTER_D14-2 D14-1 RD.FL._D14-2 RD.FL._D14-1 CONDUIT 190.0 0.5263 0.0140 OL_B.1-0 STM_B.1-0_RIM STM_B.1-OA_BYPASS CONDUIT 95.1 4.1567 0.0120 OL B.1-0 BYPASS STM B.1-0 BYPASS STORE D.18.1D CONDUIT 49.8 0.0200 0.0120 OL_B.1-OA STM_B.1-OA_INV. STM_B.1-OA_BYPASS CONDUIT 10.0 -1.7002 0.0120 OL_B.1-OA_BYPASS STM_B.1-OA_BYPASS STM_B.1-0_BYPASS CONDUIT 28.6 0.8751 0.0160 OL_B.1-1 STM_B.1-1_INV. STM_B.1-0_BYPASS CONDUIT 10.0 -3.4020 0.0120 P-1 POND_D Out-1 CONDUIT 216.4 0.2034 0.0130 P-2 J-IN-Z5.1 Junction-4 CONDUIT 83.4 -0. 9948 0.0140 P-3 Junction-4 Junction-5 CONDUIT 30.4 0.8235 0.0140 P-4 J-IN-Z6 Junction-5 CONDUIT 82.0 -0.8775 0.0140 P-5 Junction-5 J-IN-Z3.1 CONDUIT 392.2 1.2825 0.0140 P-6 J-IN-Z2.1-A J-IN-Z3.1 CONDUIT 130.7 0.2677 0.0140 P-7 Junction-10 J-IN-Z3.A CONDUIT 102.1 0.8518 0.0140 PAN_D18.1H_B-4 FL_D18.1H STM_B-4 RIM CONDUIT 29.8 1.3411 0.0130 Pipe - (10) INLETZ2.1-A SDMHZ2.1 CONDUIT 10.1 1.8730 0.0130 Pipe - (11) INLETZ2.2 SDMHZ2.1 CONDUIT 30.4 0.6902 0.0130 Pipe - (12) INLETZ5.1 SDMHZ5 CONDUIT 7.7 1.6839 0.0130 SWMM 5.2 Page 3 BLOOM PARK AND POOL - 100-YEAR Pipe - (13) INLETZ6 SDMHZ5 CONDUIT 25.5 0.8241 0.0130 Pipe - (2) SDMHZ5 SDMHZ4 CONDUIT 108.5 0.4057 0.0130 Pipe - (3) SDMHZ4 SDMHZ3 CONDUIT 424.6 0.3604 0.0130 Pipe - (4) SDMHZ3 SDMHZ2 CONDUIT 77.2 1.2437 0.0130 Pipe - (7) SDMHZ2.1 SDMHZ2 CONDUIT 85.1 1.0460 0.0130 Pipe - (8) INLETZ3.1 SDMHZ3 CONDUIT 31.9 0.3763 0.0130 Pipe - (9) INLETZ3.A SDMHZ3 CONDUIT 8.6 0.5820 0.0130 PIPE_A.1-2 A.1-1 STM_A.1-2 INV. STM.MH_A.1-1 CONDUIT 41.0 1.9980 0.0130 PIPE B.1-0 B.1-OA STM B.1-0 INV STM B.1-0A INV. CONDUIT 75.2 1.8899 0.0130 PIPE B.1-0 B-2 STM B.1-1 INV. STM B-2 INV CONDUIT 60.0 3.1349 0.0130 PIPE B.1-OA B.1-1 STM B.1-6A INV. STM BA-1 INV. CONDUIT 28.4 1.4811 0.0130 PIPE_B-1 STM_B-1_INV STM.MH_B-1 CONDUIT 30.1 0.4987 0.0130 PIPE_B-2 B-1 STM_B-2_INV STM_B-1_INV CONDUIT 63.8 0.5013 0.0130 PIPE B-3 B-2 STM B-3 INV STM B-2 INV CONDUIT 43.0 0.5118 0.0130 PIPE_B-4_B-3 STM_B-4_INV. STM_B-3 INV CONDUIT 96.5 0.5179 0.0130 IN-PARK STORE_D.18.1D SDMHZI ORIFICE IN-Z2.1-A J-IN-Z2.1-A INLETZ2.1-A ORIFICE IN-Z2.2 J-IN-Z2.2 INLETZ2.2 ORIFICE IN-Z3.1 J-IN-Z3.1 INLETZ3.1 ORIFICE IN-Z3.A J-IN-Z3.A INLETZ3.A ORIFICE IN-Z5.1 J-IN-Z5.1 INLETZ5.1 ORIFICE IN-Z6 J-IN-Z6 INLETZ6 ORIFICE Orifice-1 STORE_D.18.1D SDMHZI ORIFICE STM B-4 INLET STM B-4 RIM STM B-4 INV. ORIFICE STM_B.l-0_INLET STM_B.1-0_RIM STM_B.1-0_INV ORIFICE STM B.1-1 INLET STM B.1-1 RIM STM B.1-1 INV. ORIFICE STM_A.l-2 INLET STM_A.1-2 RIM STM_A.1-2 INV. ORIFICE Orifice-10 J-IN-Z6 J-IN-Z5.1 WEIR Orifice-5 J-IN-Z3.A J-IN-Z3.1 WEIR W-2.1-2.2 J-IN-Z2.2 J-IN-Z2.1-A WEIR Cross Section Summary Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- EX_PIPE_A.1-1_Zl HORIZ_ELLIPSE 2.42 7.40 0.74 3.75 1 26.96 EX PIPE B-1 POND-D CIRCULAR 3.00 7.07 0.75 3.00 1 13.19 EX_PIPE_Z1_B-1 CIRCULAR 3.00 7.07 0.75 3.00 1 14.77 EX_PIPE_Z2_A.1-1 HORIZ_ELLIPSE 2.42 7.40 0.74 3.75 1 26.44 GUTTER_D14-1 J-IN-Z2.2 1/GUTTER 3.00 69.77 1.63 26.50 1 1318.85 GUTTER D14-2 D14-1 1/GUTTER 3.00 69.77 1.63 26.50 1 743.67 SWMM 5.2 Page 4 BLOOM PARK AND POOL - 100-YEAR OL_B.1-0 TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 6616.80 OL_B.1-0_BYPASS TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 458.98 OL_B.1-OA TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 3975.14 OL_B.1-OA_BYPASS TRAPEZOIDAL 3.00 109.50 1.58 68.00 1 1290.38 OL_B.1-1 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 5622.92 P-1 CIRCULAR 0.50 0.20 0.12 0.50 1 0.25 P-2 1/GUTTER 3.00 69.77 1.63 26.50 1 1022.39 P-3 1/GUTTER 3.00 69.77 1.63 26.50 1 930.20 P-4 1/GUTTER 3.00 69.77 1.63 26.50 1 960.26 P-5 1/GUTTER 3.00 69.77 1.63 26.50 1 1160.87 P-6 1/GUTTER 3.00 69.77 1.63 26.50 1 530.41 P-7 1/GUTTER 3.00 69.77 1.63 26.50 1 946.07 PAN_D18.1H_B-4 TRAPEZOIDAL 3.00 180.30 1.50 120.10 1 3126.57 Pipe - (10) CIRCULAR 1.50 1.77 0.38 1.50 1 14.38 Pipe - (11) CIRCULAR 1.50 1.77 0.38 1.50 1 8.73 Pipe - (12) CIRCULAR 1.50 1.77 0.38 1.50 1 13.63 Pipe - (13) CIRCULAR 1.50 1.77 0.38 1.50 1 9.54 Pipe - (2) CIRCULAR 2.50 4.91 0.62 2.50 1 26.12 Pipe - (3) CIRCULAR 2.50 4.91 0.62 2.50 1 24.62 Pipe - (4) HORIZ_ELLIPSE 2.42 7.40 0.74 3.75 1 76.90 Pipe - (7) CIRCULAR 2.00 3.14 0.50 2.00 1 23.14 Pipe - (8) CIRCULAR 1.50 1.77 0.38 1.50 1 6.44 Pipe - (9) CIRCULAR 1.50 1.77 0.38 1.50 1 8.01 PIPE A.1-2 A.1-1 CIRCULAR 1.00 0.79 0.25 1.00 1 5.04 PIPE_B.1-0_B.1-OA CIRCULAR 0.33 0.09 0.08 0.33 1 0.26 PIPE B.1-0 B-2 CIRCULAR 0.67 0.35 0.17 0.67 1 2.14 PIPE_B.1-OA_B.1-1 CIRCULAR 0.67 0.35 0.17 0.67 1 1.47 PIPE_B-1 CIRCULAR 1.50 1.77 0.38 1.50 1 7.42 PIPE B-2 B-1 CIRCULAR 1.50 1.77 0.38 1.50 1 7.44 PIPE B-3 B-2 CIRCULAR 1.00 0.79 0.25 1.00 1 2.55 PIPE B-4 B-3 CIRCULAR 1.00 0.79 0.25 1.00 1 2.56 **************** Transect Summary **************** Transect 1/GUTTER Area: 0.0004 0.0015 0.0046 0.0106 0.0194 0.0322 0.0493 0.0698 0.0913 0.1129 0.1345 0.1561 0.1777 0.1994 0.2211 0.2428 0.2646 0.2864 0.3082 0.3301 0.3520 0.3739 0.3958 0.4178 0.4398 SWMM 5.2 Page 5 BLOOM PARK AND POOL - 100-YEAR 0.4619 0.4839 0.5060 0.5282 0.5503 0.5725 0.5948 0.6170 0.6393 0.6616 0.6840 0.7063 0.7287 0.7512 0.7736 0.7961 0.8187 0.8412 0.8638 0.8864 0.9091 0. 9318 0.9545 0.9772 1.0000 Hrad: 0.0182 0.0370 0.0466 0.0563 0.0694 0.0814 0.0917 0.1098 0.1318 0.1547 0.1779 0.2013 0.2247 0.2481 0.2714 0.2945 0.3176 0.3405 0.3632 0.3858 0.4083 0.4307 0.4528 0.4749 0.4968 0.5185 0.5401 0.5616 0.5829 0.6040 0.6251 0. 6460 0.6667 0.6873 0.7078 0.7282 0.7484 0.7685 0.7885 0.8083 0.8280 0.8476 0.8671 0.8864 0.9056 0.9247 0.9437 0.9626 0.9814 1.0000 Width: 0.0328 0.0739 0.1985 0.3231 0.4675 0.6552 0.8429 0.9422 0.9451 0.9464 0.9477 0.9491 0.9504 0.9518 0.9531 0.9544 0.9558 0.9571 0.9585 0.9598 0.9611 0.9625 0.9638 0.9652 0.9665 0.9678 0.9692 0.9705 0.9719 0.9732 0.9745 0.9759 0.9772 0.9786 0.9799 0.9812 0.9826 0.9839 0.9853 0.9866 0.9879 0.9893 0.9906 0.9920 0.9933 0.9946 0.9960 0.9973 0.9987 1.0000 **************** Analysis Options Flow Units . . . . . . . . . . . . . . . CFS Process Models: Rainfall/Runoff . . . . . . . . YES RDII . . . . . . . . . . . . . . . . . . . NO Snowmelt . . . . . . . . . . . . . . . NO Groundwater . . . . . . . . . . . . NO Flow Routing . . . . . . . . . . . YES Ponding Allowed . . . . . . . . YES Water Quality . . . . . . . . . . NO Infiltration Method . . . . . . GREEN_AMPT Flow Routing Method . . . . . . DYNWAVE Surcharge Method . . . . . . . . . SLOT SWMM 5.2 Page 6 BLOOM PARK AND POOL - 100-YEAR Starting Date . . . . . . . . . . . . 12/20/2024 00:00:00 Ending Date . . . . . . . . . . . . . . 12/20/2024 04:00:00 Antecedent Dry Days . . . . . . 0.0 Report Time Step . . . . . . . . . 00:01:00 Wet Time Step . . . . . . . . . . . . 00:01:00 Dry Time Step . . . . . . . . . . . . 00:01:00 Routing Time Step . . . . . . . . 1.00 sec Variable Time Step . . . . . . . YES Maximum Trials . . . . . . . . . . . 20 Number of Threads . . . . . . . . 1 Head Tolerance . . . . . . . . . . . 0.005000 ft Control Actions Taken Volume Depth Runoff Quantity Continuity acre-feet inches --------- ------- Total Precipitation . . . . . . 2.959 3.928 Evaporation Loss . . . . . . . . . 0.000 0.000 Infiltration Loss . . . . . . . . 0.379 0.503 Surface Runoff . . . . . . . . . . . 2.524 3.350 Final Storage . . . . . . . . . . . . 0.058 0.077 Continuity Error (%) . . . . . -0.058 Volume Volume Flow Routing Continuity acre-feet 10^6 gal --------- --------- Dry Weather Inflow . . . . . . . 0.000 0.000 Wet Weather Inflow . . . . . . . 2.524 0.822 Groundwater Inflow . . . . . . . 0.000 0.000 RDII Inflow . . . . . . . . . . . . . . 0.000 0.000 External Inflow . . . . . . . . . . 0.000 0.000 External Outflow . . . . . . . . . 0.177 0.058 Flooding Loss . . . . . . . . . . . . 0.000 0.000 Evaporation Loss . . . . . . . . . 0.000 0.000 Exfiltration Loss . . . . . . . . 0.000 0.000 Initial Stored Volume . . . . 1.885 0.614 Final Stored Volume . . . . . . 4.240 1.382 Continuity Error (%) . . . . . -0.201 S WMM 5.2 Page 7 BLOOM PARK AND POOL - 100-YEAR ************************* Highest Continuity Errors Node STM B.1-0 BYPASS (5.20%) *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes Link Orifice-5 (2) Link IN-Z3.A (1) Link Pipe - (9) (1) Link IN-Z3.1 (1) ********************************* Most Frequent Nonconverging Nodes ********************************* Convergence obtained at all time steps. ************************* Routing Time Step Summary Minimum Time Step 0.21 sec Average Time Step 1.00 sec Maximum Time Step 1.00 sec % of Time in Steady State 0.00 Average Iterations per Step 2.00 % of Steps Not Converging 0.00 Time Step Frequencies 1.000 - 0.871 sec 99.42 % 0.871 - 0.758 sec 0.23 % 0.758 - 0.660 sec 0.10 % 0.660 - 0.574 sec 0.06 % 0.574 - 0.500 sec 0.19 % SWMM 5.2 Page 8 BLOOM PARK AND POOL - 100-YEAR *************************** Subcatchment Runoff Summary ---------------------------------------------------------------------------------------------------------------------- Total Total Total Total Impery Pery Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS ---------------------------------------------------------------------------------------------------------------------- D14-1 3.93 0.00 0.00 1.75 0.34 1. 92 2.17 0.02 1.57 D14-2 3.93 0.00 0.00 1.21 1.30 1.71 2.68 0.01 0.98 D18.1A 3.93 0.00 0.00 1.95 0.31 1.74 1.97 0.04 2.52 D18.1B 3.93 0.00 0.00 1.36 1.00 1.79 2.54 0.00 0.26 D18.1C 3.93 0.00 0.00 0.34 3.18 1.13 3.51 0.02 1.72 D18.1D 3.93 0.00 0.00 1.32 1.19 1. 69 2.58 0.03 3.23 D18.1E 3.93 0.00 0.00 0.98 1.84 1.53 2.91 0.01 0.88 D18.1F 3.93 0.00 0.00 0.23 3.41 1.06 3.61 0.01 1.03 D18.1G 3.93 0.00 0.00 1.49 0.81 1.82 2.42 0.00 0.52 D18.1H 3.93 0.00 0.00 0.43 2.99 1.18 3.42 0.03 2.90 D19-1 3.93 0.00 0.00 1.47 0.77 1.86 2.44 0.00 0.51 D24-1 3.93 0.00 0.00 0.43 2.99 1.18 3.42 0.03 2.93 Z2.1-A 3.93 0.00 0.00 0.09 3.75 0.11 3.75 0.03 2.46 Z2.2 3.93 0.00 0.00 0.28 3.57 0.31 3.57 0.08 7.66 Z3.1 3.93 0.00 0.00 0.18 3.65 0.21 3.65 0.16 14.36 Z3.A-E 3.93 0.00 0.00 0.09 3.73 0.10 3.73 0.11 8.85 Z3.A-W 3.93 0.00 0.00 0.09 3.74 0.11 3.74 0.07 6.20 Z5.1 3.93 0.00 0.00 0.28 3.56 0.31 3.56 0.14 13.10 Z6 3.93 0.00 0.00 0.27 3.57 0.32 3.57 0.04 4.36 Node Depth Summary --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- INLETZ2.1-A JUNCTION 0.91 4.38 4948.30 0 00:43 4.38 INLETZ2.2 JUNCTION 0.92 4.48 4948.42 0 00:42 4.48 INLETZ3.1 JUNCTION 0.96 4.45 4948.37 0 00:41 4.45 SWMM 5.2 Page 9 BLOOM PARK AND POOL - 100-YEAR INLETZ3.A JUNCTION 1.02 4.49 4948.34 0 00:41 4.49 INLETZ5.1 JUNCTION 0.41 3.85 4949.75 0 00:39 3.74 INLETZ6 JUNCTION 0.31 3.94 4949.92 0 00:39 3.75 STM_B.1-OA_BYPASS JUNCTION 0.01 0.09 4948.34 0 00:40 0.08 STM B.1-0_BYPASS JUNCTION 0.08 0.27 4948.27 0 00:57 0.27 J-IN-Z2.1-A JUNCTION 0.04 0.37 4948.44 0 00:43 0.37 J-IN-Z2.2 JUNCTION 0.08 0.47 4948.54 0 00:40 0.47 J-IN-Z3.1 JUNCTION 0.11 0.76 4948.48 0 00:42 0.76 J-IN-Z3.A JUNCTION 0.12 0.85 4948.48 0 00:42 0.85 J-IN-Z5.1 JUNCTION 0.09 0.40 4952.57 0 00:40 0.40 J-IN-Z6 JUNCTION 0.05 0.43 4952.46 0 00:40 0.43 Junction-10 JUNCTION 0.17 0.41 4948.91 0 00:40 0.41 FL_D18.1H JUNCTION 0.06 0.22 4949.92 0 00:40 0.22 RD.FL._D14-2 JUNCTION 0.06 0.22 4949.72 0 00:40 0.22 RD.FL. D14-1 JUNCTION 0.07 0.25 4948.75 0 00:40 0.25 Junction-4 JUNCTION 0.00 0.00 4953.00 0 00:00 0.00 Junction-5 JUNCTION 0.00 0.00 4952.75 0 00:00 0.00 SDMHZI JUNCTION 2.15 4.08 4946.58 0 00:41 4.08 SDMHZ2 JUNCTION 1.91 4.99 4947.83 0 00:41 4.99 SDMHZ2.1 JUNCTION 1.08 4.43 4948.16 0 00:43 4.43 SDMHZ3 JUNCTION 1.01 4.33 4948.13 0 00:40 4.33 SDMHZ4 JUNCTION 0.42 3.79 4949.12 0 00:38 3.76 SDMHZ5 JUNCTION 0.42 3.75 4949.52 0 00:39 3.67 STM.MH_A.1-1 JUNCTION 1.99 4.59 4947.31 0 00:41 4.59 STM.MH_B-1 JUNCTION 2.09 3.43 4945.91 0 00:40 3.43 STM A.1-2 INV. JUNCTION 0.08 1.34 4947.31 0 00:41 1.34 STM_A.l-2 RIM JUNCTION 0.01 0.06 4949.46 0 00:40 0.06 STM B.1-0 INV JUNCTION 0.11 0.40 4950.40 0 00:40 0.40 STM_B.l-0_RIM JUNCTION 0.15 0.54 4952.24 0 00:40 0.54 STM B.1-OA INV. JUNCTION 0.07 0.23 4948.81 0 00:56 0.19 STM_B.l-1_INV. JUNCTION 0.07 0.27 4948.43 0 00:40 0.27 STM_B.1-1 RIM JUNCTION 0.01 0.09 4950.69 0 00:40 0.09 STM_B-1_INV JUNCTION 0.16 0.73 4946.69 0 00:40 0.73 STM_B-2 INV JUNCTION 0.16 0.74 4947.02 0 00:40 0.73 STM_B-3_INV JUNCTION 0.15 0.83 4947.33 0 00:40 0.82 STM_B-4 INV. JUNCTION 0.15 0.92 4947.92 0 00:40 0.92 STM B-4 RIM JUNCTION 0.04 0.28 4949.58 0 00:40 0.28 Out-1 OUTFALL 0.50 0.50 4942.50 0 00:00 0.50 D19-1_OUT OUTFALL 0.00 0.00 4950.50 0 00:00 0.00 POND_D STORAGE 1.93 2.23 4944.67 0 02:55 2.23 STORE D.18.1D STORAGE 0.38 0.77 4948.27 0 00:58 0.77 ******************* SWMM 5.2 Page 10 BLOOM PARK AND POOL - 100-YEAR Node Inflow Summary ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- INLETZ2.1-A JUNCTION 0.00 5.47 0 00:42 0 0.0372 0.177 INLETZ2.2 JUNCTION 0.00 9.16 0 00:39 0 0.101 0.083 INLETZ3.1 JUNCTION 0.00 10.31 0 00:38 0 0.15 -0.525 INLETZ3.A JUNCTION 0.00 12.16 0 00:38 0 0.169 -0.568 INLETZ5.1 JUNCTION 0.00 8.02 0 00:40 0 0.13 0.001 INLETZ6 JUNCTION 0.00 8.87 0 00:40 0 0.0593 -0.002 STM B.1-OA BYPASS JUNCTION 0.00 0.79 0 00:40 0 0.00365 -0.150 STM B.1-0_BYPASS JUNCTION 0.00 0.77 0 00:40 0 0.00372 5.483 J-IN-Z2.1-A JUNCTION 2.46 7.18 0 00:41 0.0254 0.038 0.040 J-IN-Z2.2 JUNCTION 7.66 10.07 0 00:40 0.0795 0.103 0.001 J-IN-Z3.1 JUNCTION 14.36 18.92 0 00:40 0.159 0.167 -0.007 J-IN-Z3.A JUNCTION 6.20 14.89 0 00:40 0.0661 0.177 0.085 J-IN-Z5.1 JUNCTION 13.10 13.10 0 00:40 0.145 0.145 0.013 J-IN-Z6 JUNCTION 4.36 9.28 0 00:40 0.0446 0.0593 0.007 Junction-10 JUNCTION 8.85 8.85 0 00:40 0.105 0.105 -0.082 FL_D18.1H JUNCTION 2.90 2.90 0 00:40 0.0288 0.0288 -0.001 RD.FL._D14-2 JUNCTION 0.98 0.98 0 00:40 0.00801 0.00801 -0.472 RD.FL. D14-1 JUNCTION 1.57 2.50 0 00:40 0.0153 0.0234 0.232 Junction-4 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal Junction-5 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal SDMHZ1 JUNCTION 0.00 40.60 0 00:39 0 0.698 0.621 SDMHZ2 JUNCTION 0.00 40.09 0 00:39 0 0.647 0.671 SDMHZ2.1 JUNCTION 0.00 11.77 0 00:46 0 0.138 0.483 SDMHZ3 JUNCTION 0.00 31.26 0 00:39 0 0.511 0.696 SDMHZ4 JUNCTION 0.00 17.11 0 00:39 0 0.19 -0.279 SDMHZ5 JUNCTION 0.00 16.86 0 00:39 0 0.19 -0.015 STM.MH A.1-1 JUNCTION 0.00 40.09 0 00:39 0 0.648 0.814 STM.MH B-1 JUNCTION 0.00 43.96 0 00:40 0 0.737 0.414 STM_A.1-2 INV. JUNCTION 0.00 0.31 0 00:48 0 0.00209 0.057 STM_A.1-2_RIM JUNCTION 0.26 0.26 0 00:40 0.00207 0.00207 0.000 STM_B.1-0_INV JUNCTION 0.00 0.27 0 00:40 0 0.00774 0.008 STM_B.1-0_RIM JUNCTION 1.03 1.03 0 00:40 0.0108 0.0108 -0.022 STM_B.1-OA_INV. JUNCTION 0.00 1.44 0 00:56 0 0.00779 0.027 STM_B.1-1_INV. JUNCTION 0.00 0.76 0 00:40 0 0.0119 0.003 STM B.1-1 RIM JUNCTION 0.52 0.52 0 00:40 0.0046 0.0046 0.000 SWMM 5.2 Page 11 BLOOM PARK AND POOL - 100-YEAR STM B-1_INV JUNCTION 0.00 3.62 0 00:40 0 0.0406 -0.001 STM_B-2 INV JUNCTION 0.00 3.61 0 00:40 0 0.0406 0.004 STM_B-3_INV JUNCTION 0.00 2.87 0 00:40 0 0.0288 -0.001 STM_B-4 INV. JUNCTION 0.00 2.89 0 00:40 0 0.0288 0.003 STM B-4 RIM JUNCTION 0.00 2.90 0 00:40 0 0.0288 0.002 Out-1 OUTFALL 0.00 0.54 0 02:55 0 0.0538 0.000 D19-1_OUT OUTFALL 0.51 0.51 0 00:40 0.00397 0.00397 0.000 POND_D STORAGE 6.34 49.80 0 00:39 0.0769 1.42 0.092 STORE D.18.1D STORAGE 4.95 5.68 0 00:40 0.0473 0.0508 -0.244 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- INLETZ2.1-A JUNCTION 0.34 2.882 1.618 INLETZ2.2 JUNCTION 0.35 2.981 1.519 INLETZ3.1 JUNCTION 0.35 2.954 1.546 INLETZ3.A JUNCTION 0.36 2.987 1.513 INLETZ5.1 JUNCTION 0.23 2.351 2.149 INLETZ6 JUNCTION 0.21 2.436 2.064 SDMHZI JUNCTION 0.27 1.079 1.921 SDMHZ2 JUNCTION 0.36 2.575 1.008 SDMHZ2.1 JUNCTION 0.31 2.431 1.569 SDMHZ3 JUNCTION 0.26 1.829 1.671 SDMHZ4 JUNCTION 0.16 1.293 2.207 SDMHZ5 JUNCTION 0.11 1.250 2.250 STM.MH_A.1-1 JUNCTION 0.23 1.161 1.409 STM B.1-0 INV JUNCTION 0.29 0.066 19.601 Node Flooding Summary No nodes were flooded. SWMM 5.2 Page 12 BLOOM PARK AND POOL - 100-YEAR ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------------------ POND_D 158.498 32.2 0.0 0.0 183.071 37.2 0 02:55 4.46 STORE D.18.1D 1.306 0.2 0.0 0.0 3.459 0.4 0 00:58 1.01 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Out-1 100.00 0.50 0.54 0.054 D19-1 OUT 49.24 0.08 0.51 0.004 ----------------------------------------------------------- System 74.62 0.58 0.92 0.058 Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ IFlowl Occurrence IVelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- EX_PIPE_A.1-1_Zl CONDUIT 39.89 0 00:39 5.39 1.48 1.00 EX_PIPE_B-1 POND-D CONDUIT 43.95 0 00:40 7.93 3.33 0.81 EX_PIPE_Zl_B-1 CONDUIT 40.58 0 00:42 5.74 2.75 1.00 EX_PIPE_Z2_A.1-1 CONDUIT 40.02 0 00:39 5.41 1.51 1.00 GUTTER D14-1 J-IN-Z2.2 CHANNEL 2.44 0 00:40 2.69 0.00 0.12 GUTTER_D14-2 D14-1 CHANNEL 0.94 0 00:40 1.31 0.00 0.08 OL B.1-0 CONDUIT 0.75 0 00:40 1.84 0.00 0.02 SWMM 5.2 Page 13 BLOOM PARK AND POOL - 100-YEAR OL_B.1-0_BYPASS CONDUIT 0.75 0 00:40 0.77 0.00 0.09 OL_B.1-OA CONDUIT 1.25 0 00:56 1.45 0.00 0.06 OL_B.1-OA_BYPASS CONDUIT 0.77 0 00:40 1.00 0.00 0.05 OL_B.1-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.05 P-1 CONDUIT 0.54 0 02:55 2.77 2.15 1.00 P-2 CHANNEL 0.00 0 00:00 0.00 0.00 0.07 P-3 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 P-4 CHANNEL 0.00 0 00:00 0.00 0.00 0.07 P-5 CHANNEL 0.00 0 00:00 0.00 0.00 0.13 P-6 CHANNEL 4.93 0 00:41 0.79 0.01 0.19 P-7 CHANNEL 8.72 0 00:40 3.46 0.01 0.21 PAN D18.1H B-4 CONDUIT 2.90 0 00:40 2.48 0.00 0.08 Pipe - (10) CONDUIT 5.49 0 00:44 3.11 0.38 1.00 Pipe - (11) CONDUIT 8.70 0 00:38 4.92 1.00 1.00 Pipe - (12) CONDUIT 8.18 0 00:39 4.63 0.60 1.00 Pipe - (13) CONDUIT 8.81 0 00:40 4.98 0.92 1.00 Pipe - (2) CONDUIT 17.11 0 00:39 4.68 0.65 1.00 Pipe - (3) CONDUIT 17.62 0 00:39 3.94 0.72 1.00 Pipe - (4) CONDUIT 31.22 0 00:39 4.22 0.41 1.00 Pipe - (7) CONDUIT 11.79 0 00:46 3.75 0.51 1.00 Pipe - (8) CONDUIT 10.17 0 00:49 5.75 1.58 1.00 Pipe - (9) CONDUIT 12.04 0 00:38 6.82 1.50 1.00 PIPE_A.1-2 A.1-1 CONDUIT 0.66 0 00:51 2.65 0.13 1.00 PIPE B.1-0 B.1-OA CONDUIT 0.27 0 00:40 3.92 1.05 0.88 PIPE_B.1-0_B-2 CONDUIT 0.75 0 00:40 2.87 0.35 0.76 PIPE B.1-OA B.1-1 CONDUIT 0.31 0 00:56 3.51 0.21 0.34 PIPE_B-1 CONDUIT 3.62 0 00:40 4.25 0.49 0.49 PIPE B-2 B-1 CONDUIT 3.62 0 00:40 4.21 0.49 0.49 PIPE_B-3 B-2 CONDUIT 2.87 0 00:40 4.36 1.13 0.78 PIPE B-4 B-3 CONDUIT 2.87 0 00:40 3.94 1.12 0.88 IN-PARK ORIFICE 0.83 0 00:58 IN-Z2.1-A ORIFICE 5.47 0 00:42 0.74 IN-Z2.2 ORIFICE 9.16 0 00:39 0.94 IN-Z3.1 ORIFICE 10.31 0 00:38 1.00 IN-Z3.A ORIFICE 12.16 0 00:38 1.00 IN-Z5.1 ORIFICE 8.02 0 00:40 0.81 IN-Z6 ORIFICE 8.87 0 00:40 0.86 Orifice-1 ORIFICE 0.00 0 00:00 STM_B-4_INLET ORIFICE 2.89 0 00:40 STM_B.1-0_INLET ORIFICE 0.27 0 00:40 1.00 STM B.1-1 INLET ORIFICE 0.52 0 00:40 STM_A.1-2 INLET ORIFICE 0.26 0 00:40 Orifice-10 WEIR 4.95 0 00:40 0.11 Orifice-5 WEIR 4.79 0 00:40 0.42 SWMM 5.2 Page 14 BLOOM PARK AND POOL - 100-YEAR W-2.1-2.2 WEIR 1 .00 0 00 :40 0 .04 Flow Classification Summary ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- EX_PIPE A.1-1 Zl 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 EX PIPE B-1 POND-D 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 EX PIPE Zl B-1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 EX PIPE Z2 A.1-1 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.00 GUTTER D14-1 J-IN-Z2.2 1.00 0.02 0.00 0.00 0.13 0.84 0.00 0.00 0.17 0.00 GUTTER D14-2 D14-1 1.00 0.02 0.00 0.00 0.97 0.01 0.00 0.00 0.88 0.00 OL_B.1-0 1.00 0.45 0.41 0.00 0.06 0.07 0.00 0.00 0.92 0.00 OL B.1-0 BYPASS 1.00 0.08 0.00 0.00 0.42 0.00 0.00 0.49 0.00 0.00 OL_B.1-OA 1.00 0.05 0.79 0.00 0.00 0.00 0.16 0.00 0.00 0.00 OL B.1-OA BYPASS 1.00 0.08 0.37 0.00 0.54 0.01 0.00 0.00 0.84 0.00 OL_B.1-1 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 P-2 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-4 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-5 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P-6 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.92 0.00 P-7 1.00 0.02 0.00 0.00 0.09 0.89 0.00 0.00 0.10 0.00 PAN_D18.1H_B-4 1.00 0.02 0.00 0.00 0.01 0.97 0.00 0.00 0.05 0.00 Pipe - (10) 1.00 0.03 0.00 0.00 0.96 0.02 0.00 0.00 0.01 0.00 Pipe - (11) 1.00 0.02 0.00 0.00 0.94 0.04 0.00 0.00 0.00 0.00 Pipe - (12) 1.00 0.03 0.00 0.00 0.50 0.47 0.00 0.00 0.20 0.00 Pipe - (13) 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.49 0.00 Pipe - (2) 1.00 0.04 0.00 0.00 0.94 0.02 0.00 0.00 0.45 0.00 Pipe - (3) 1.00 0.04 0.00 0.00 0.96 0.00 0.00 0.00 0.85 0.00 Pipe - (4) 1.00 0.01 0.04 0.00 0.96 0.00 0.00 0.00 0.05 0.00 Pipe - (7) 1.00 0.01 0.03 0.00 0.96 0.00 0.00 0.00 0.04 0.00 Pipe - (8) 1.00 0.03 0.00 0.00 0.96 0.02 0.00 0.00 0.00 0.12 Pipe - (9) 1.00 0.03 0.00 0.00 0.96 0.02 0.00 0.00 0.00 0.09 PIPE_A.1-2 A.1-1 1.00 0.03 0.00 0.00 0.08 0.00 0.00 0.89 0.03 0.00 PIPE_B.1-0_B.1-OA 1.00 0.03 0.00 0.00 0.04 0.93 0.00 0.00 0.00 0.00 PIPE B.1-0 B-2 1.00 0.03 0.00 0.00 0.91 0.06 0.00 0.00 0.94 0.00 SWMM 5.2 Page 15 BLOOM PARK AND POOL - 100-YEAR PIPE B.1-0A B.1-1 1.00 0.03 0.02 0.00 0.09 0.86 0.00 0.00 0.01 0.00 PIPE_B-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.00 0.00 PIPE_B-2 B-1 1.00 0.05 0.00 0.00 0.81 0.14 0.00 0.00 0.65 0.00 PIPE_B-3 B-2 1.00 0.04 0.00 0.00 0.94 0.02 0.00 0.00 0.78 0.00 PIPE B-4 B-3 1.00 0.03 0.00 0.00 0.95 0.02 0.00 0.00 0.84 0.00 Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- EX_PIPE A.1-1 Z1 0.35 0.35 0.37 0.28 0.32 EX PIPE B-1 POND-D 0.01 0.20 0.01 0.64 0.01 EX PIPE Z1 B-1 0.20 0.27 0.20 0.58 0.22 EX PIPE Z2 A.1-1 0.35 0.36 0.35 0.28 0.34 P-1 4.00 4.00 4.00 4.00 4.00 Pipe - (10) 0.34 0.34 0.36 0.01 0.01 Pipe - (11) 0.35 0.35 0.36 0.01 0.21 Pipe - (12) 0.22 0.23 0.23 0.01 0.14 Pipe - (13) 0.21 0.21 0.23 0.01 0.08 Pipe - (2) 0.11 0.11 0.16 0.01 0.01 Pipe - (3) 0.16 0.16 0.26 0.01 0.01 Pipe - (4) 0.27 0.27 0.36 0.01 0.01 Pipe - (7) 0.31 0.31 0.45 0.01 0.01 Pipe - (8) 0.35 0.35 0.35 0.24 0.33 Pipe - (9) 0.35 0.36 0.35 0.21 0.36 PIPE_A.1-2 A.1-1 0.15 0.15 0.23 0.01 0.01 PIPE_B.1-0_B.1-OA 0.01 0.29 0.01 0.35 0.01 PIPE_B.1-0_B-2 0.01 0.01 0.07 0.01 0.01 PIPE_B-3 B-2 0.01 0.01 0.01 0.05 0.01 PIPE B-4 B-3 0.01 0.01 0.01 0.05 0.01 Analysis begun on: Wed Feb 19 10:24:58 2025 Analysis ended on: Wed Feb 19 10:24:59 2025 Total elapsed time: 00:00:01 SWMM 5.2 Page 16 Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO APPENDIX C • LID Design Tool Outlet C Bloom Park and Pool LID Review uta-nmr fuarr+ata o.ua,ralaacn cu»al meet w Y rJ�aalptrner. w.F"ep6f LID SUMMARY ca mPoftg; "lowwrey tare': tdN+28,29M N Tributary Treated Added Valuate Req. Volume Provided 1'majacl: u Filling i Starmwater Quality Strategy Tributary Basins Area{acres} (cu.ft) (cu.it Impervious ) rocallen, LID 1(Baaln D1,03.1,D3,D4,012 D211 1-Sand Filter D21,D21.1 37.17 8.75 4615 8500 f Barsn Sh xm9e Vokrrn® D2,D5,136,D7, D8, A)Etted.7hre Eatpeivlcwsrlear.oP Tributary Area.i, I,= d4.Q 96 D8.1,D9,DID,1D11r (fCG%if all pawed assd foofao yeas upstream of s"Fitter) 2-Sand Filter D13,D14,D15,D15.1 28.49 0.76 10083 10625 B) Titulary Arsa's Impervioasnesa Raba(r=I,)106F 4-Biaretention 016 1.07 0.76 869 906 C) Water Qualay Capture Volume{W CV)Based an 12-haur Dran Time '•IOQCV= ti 1 h watershed iri&Kis Total Treatment;D Basins 11.03 MCV-D.s`(f}.9l r'-1.19`i`+0.7t-li ••. �r R -ry' ,• .A tA) Conariqudiig V.-vt rwiedArea(irdWing said filter ama) Afe;a 3$3,32MS tq n E) lAr w Iguatty QsVure Volume(UNGGVi Design Volume eu rt LID 1 AREA FROM PHASE 1 REPORT V,,4,,=WOCV d 12'Area D1 1.37 D3.1 0.71 Design Procedure Form: Sand Filter(SF) D3 1.11 D4 1.04 UD-13MP SWrs.ian 3.Ci7 March 2f)18) Sheet 1 of 2 D12 1.48 Designer: M.Pepin Company: Galloway D21 1.6 Date: May zs,2023 CALC 7.31 318,424 Project- Mulberry Filing t FROM REPORT 8.35 363,726 Location: LID Y Tributary(02,D5.DB,08,08,Dti,015,1 D22) DIFFERENCE (1.04) (45,302.40) NEGATIVE IS OVERACCOLINTING LID 2 AREA FROM PHASE 1 REPORT t.6asm storage voiurna D2 3.29 A)Effective Imperviousness of Tributary Area,1, I., D5 1.13 (1OD%Ial paved and roofed areas upstream of ramd filter). D6 1.32 B) Tributary Area's Imperviousness Ratio(i=1.1100) t= D.57d D8 1.24 G? Water Quality Capture Volume(WQCV)Based on 12-riour Drain Time WgGV= 0.98 watershed inches D9 1.56 WQCV-D.S'(0:91'P}-1.19-F-0.78.1) D11 1.15 0) Contributing Watershed Arse(sncAading send alter area) Area= 667,774 sq fl D 15 0.7 D18 0.37 E) Water Quality Capture Volume(WQCV)Oesign Volume `vwacv= 10.083 cu ft D22 0.24 Vw ,,,=WQCV f$2•Area CALC 11 479,160 F) For Watersheds outside of the Denver Region.Depth of dr= it FROM REPORT 15.33 667,774 Average Runoff Producing Storm DIFFERENCE (4.33) (188,614.00) G) For Watersheds Outside of the Denver Region, V.rvacvoTr.es= cu It Water Quality Capture Volume(WQCV)Design Volume FROM AMENDED BASIN MAPPING (Actual Acreage) H) User Input or Water Quality Capture Volume(WQCV)Design Volume Va . USER= ar It LID 1 D2 3.29 (Only it a different WOGV Design Voi#me is dewed) LID 1 D5 1.13 LID 1 D6 1.32 LID 1 D8 1.24 LID 1 D8.1 0.17 LID 1 D11 1.15 LID 1 D22 0.24 LID 2 D7 1.57 LID 2 D9 1.56 LID 2 D10 0.54 LID 2 D14 0.75 LID 2 D16 1.06 LID 2 D17 1.07 PARK D18.1 2.22 LID LID 0.43 Acres SF CALC 17.74 772,754 FROM REPORT 23.68 1,031,500 DIFFERENCE (5.94) (258,745.60) Final Drainage and Erosion Control Report Bloom Park&Pool CivilWorx Fort Collins,CO APPENDIX D • Full Galloway Drainage Report, Amendment 1 • Bloom Geotechnical Report D Ga;10 owa 5265 Ronald Reagan Blvd Suite 210 I Johnstown,CO 80534 970.800.3300•GallowayUS.com Memorandum To: Wes Lamarque, PE City of Fort Collins From: Matthew Pepin, PE Galloway, Inc. Date: 06/20/2023 Re: Bloom Filing 1 Amendment - Drainage Modifications To Mr. Lamarque, Bloom Filing 1 required revisions that would include a modified pond, an added pond, and modifications to associated storm infrastructure. This memorandum is to help provide information on the changes from the approved Bloom F1 Final Drainage Report for the stated Amendment. Pond Modification /Addition Pond G was initially approved to provide 9.5 ac-ft of volume and release at a rate of 17.6 cfs. This pond is being split into two separate ponds to allow for increased development within the piece of land where Pond G initially was planned. Pond G will now be reduced to a volume of 4.8 ac-ft and releasing at 13.5 cfs. A second pond, Pond G1, will be located on the western part of the site. Pond G1 will provide 5.1 ac-ft of volume and release at 4.4 cfs. This would increase the amount of total flow existing both ponds from the original by 0.2 cfs. In order to maintain a maximum of 22.3 cfs releasing into the southern part of the Cooper Slough outfall, Pond I's flow will be restricted from 0.35 cfs to 0.15 cfs. Storm Infrastructure The associated basin that were tributary to the effected modification storm infrastructure are labeled as A-G1, A-G2....A-G6. Inlet calculations were added for these basins as well. An updated StormCAD output for the effected storm lines has been included a part of this memo. Tailwater conditions were set based on the 100-year WSEL for the major storm event and a free outfall condition in the minor event. Note: there is HGL surcharging from SD Inlet L1.5 and SD Inlet L1. The HGL at this location is .27 higher than the RIM at the MH of SD MH L1.4. This equates to 3.24 inches and would remain within the ROW, not impacting the lots. Storm Infrastructure incorporating Bloom F2 In order to take into account LID's within Bloom F2, there is another modification to the storm pipe infrastructure. A concern of too much flow entering the LID in the major storm events would cause damage needed to be mitigated. To prevent this from happening, a manhole would split flow from outfalling into the LID and by passing downstream to outfall into the EDB (Pond E). This flow split would have flow entering into the LID at a maximum of 15.5 cfs in the major storm event. The flow split is achieved by having the smaller 15" pipe sit lower than the larger pipe, restricting flow for the minor event to only pass through the 15" pipe. The flow rate allowing for all flow in the minor storm event to enter the LID at a flow rate of 12.02 cfs. HFH22-Memorandum F1 Amendment.docx Page 1 of 2 Bloom Filing 1 06/20/2023 CONCLUSION The modifications to the site will not change the overall design intent that was originally approved with Bloom F1 Drainage Report. Sincerely, OP GALLOWAY p� ANEW /;o••. cS'� 60198 Matthew Pepin, PE """"'" • G Civil Project Engineer SS�ONAL E� MatthewPepin@Gallowayus.com 01/02/2024 HFH22-Memorandum F1 Amendment.docx Galloway&Company, Inc. Page 2 of 2 BASIN SUMMARY TABLE Tributary Area C2 C'oo tc 2-Year tc 100-Year Q2 Q100 Sub-basin (acres) (min) (min) (cfs) (cfs) D1 1.37 0.59 0.73 10.8 8.4 1.7 8.5 D2 3.29 0.59 0.74 15.9 15.9 3.6 15.5 D3 1.11 0.69 0.86 10.2 7.4 1.7 8.5 D3.1 0.71 0.60 0.75 13.2 10.7 1.3 4.0 D4 1.04 0.60 0.75 10.8 8.4 1.3 6.6 D5 1.13 0.62 0.77 12.8 10.3 1.4 6.6 D6 1.32 0.63 0.78 13.8 11.3 1.6 7.7 D7 1.57 0.62 0.78 12.8 10.3 2.0 9.4 D8 1.24 0.60 0.75 6.4 5.4 2.0 9.1 D8.1 0.17 0.79 0.99 8.1 5.0 0.3 1.7 D9 1.56 0.63 0.79 6.9 6.0 2.6 11.8 D 10 0.54 0.72 0.91 7.8 5.0 1.0 4.9 D11 1.15 0.65 0.81 9.6 6.9 1.7 8.5 D 12 1.48 0.64 0.80 11.6 9.4 2.0 9.4 D 13 0.97 0.20 0.26 11.9 11.9 0.4 1.8 D 14 0.75 0.70 0.87 6.2 5.0 1.4 6.5 D 15 0.70 0.59 0.74 8.3 7.1 1.0 4.7 D 15.1 0.93 0.63 0.79 10.7 9.4 1.3 5.9 D16 1.06 0.72 0.91 6.2 5.0 2.1 9.5 D 17 1.07 0.72 0.90 6.2 5.0 2.1 9.6 D 18 0.37 0.25 0.31 13.1 13.1 0.2 0.8 D 19 0.62 0.79 0.99 13.3 11.4 1.0 4.5 D20 0.60 0.82 1.00 9.2 7.5 1.1 5.3 D21 1.60 0.19 0.23 15.1 15.1 0.6 2.4 D22 0.24 0.15 0.19 5.6 5.5 0.1 0.4 D23 0.68 0.43 0.53 9.8 8.7 0.7 3.0 D24 3.02 0.15 0.19 5.0 5.0 1.3 5.6 OS1 0.70 0.44 0.55 9.0 7.8 0.7 3.3 OS2 0.54 0.35 0.44 9.0 8.1 0.4 2.0 OS3 0.85 0.33 0.41 12.4 11.8 0.6 2.6 OS4 0.29 0.46 0.57 5.0 5.0 0.4 1.7 OS5 0.15 0.79 0.99 5.0 5.0 0.3 1.5 OS6 0.43 0.60 0.75 8.2 7.2 0.6 2.9 OS7 0.41 0.57 0.72 8.4 7.4 0.6 2.6 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3.Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV 0001.01 Drainage_Calcs_Template_v2.0-CoFC.xls E1 1.07 0.72 0.90 6.6 5.0 2.0 9.6 E2 0.96 0.76 0.95 6.0 5.0 2.0 9.1 E3 0.80 0.68 0.85 10.7 9.4 1.2 5.4 E3.1 0.80 0.68 0.85 10.7 9.4 1.2 5.4 E4 0.40 0.22 0.28 10.3 9.8 0.2 0.9 E5 1.07 0.72 0.90 5.0 5.0 2.2 9.5 E6 0.63 0.68 0.85 7.9 6.8 1.1 4.9 E7 1.03 0.74 0.92 5.0 5.0 2.2 9.5 E8 0.35 0.21 0.27 10.4 9.9 0.2 0.7 E9 1.07 0.72 0.90 5.0 5.0 2.2 9.6 E 10 1.03 0.74 0.93 5.0 5.0 2.2 9.5 Ell 0.40 0.55 0.68 8.8 7.9 0.5 2.3 E11.1 0.34 0.68 0.85 7.9 6.7 0.6 2.7 E 12 0.44 0.79 0.99 7.2 5.9 0.9 4.1 E12.1 0.21 0.94 1.00 5.0 5.0 0.6 2.1 E13 0.59 0.15 0.19 10.1 9.8 0.2 0.9 E14 0.30 0.65 0.81 8.8 6.5 0.5 2.2 E14.1 1.30 0.80 1.00 10.0 10.0 2.3 10.0 E 15 0.57 0.82 1.00 14.4 12.3 0.9 4.1 E15.1 0.56 0.80 1.00 10.0 10.0 1.0 4.3 E16 1.00 0.15 0.19 14.8 14.8 0.3 1.2 E17 0.59 0.65 0.81 9.2 7.6 0.9 4.2 E 17.1 0.40 0.55 0.69 10.1 8.8 0.5 2.3 E18 0.41 0.55 0.69 7.8 6.6 0.6 2.6 E 19 2.72 0.80 1.00 10.0 10.0 4.8 21.0 E20 0.74 0.76 0.95 15.7 15.7 1.0 4.5 E20.1 0.23 0.76 0.96 8.5 7.0 0.4 2.0 E21 1.04 0.20 0.26 14.0 14.0 0.4 1.8 E22 0.99 0.76 0.96 5.0 5.0 0.4 9.4 E23 0.99 0.77 0.96 5.0 5.0 2.2 9.4 E24 0.73 0.54 0.67 12.8 11.6 0.8 3.6 E24.1 0.36 0.67 0.84 11.6 9.4 0.5 2.4 E25 0.74 0.78 0.98 14.0 13.3 1.1 5.0 E25.1 0.19 0.62 0.78 9.8 8.5 0.3 1.2 E26 2.39 0.80 1.00 10.0 10.0 0.3 18.5 E26.1 0.72 0.80 1.00 10.0 10.0 1.3 5.5 E27 0.33 0.69 0.86 6.5 5.0 0.6 2.9 E28 0.84 0.76 0.95 14.6 14.6 1.2 5.3 E29 1.77 0.15 0.19 5.0 5.0 0.8 3.3 E30 1.04 0.77 0.97 15.7 15.7 1.5 6.4 A-G 1 1.91 0.71 0.88 18.6 18.6 2.3 9.9 A-G2 0.20 0.76 0.94 5.0 5.0 0.4 1.9 A-G3 1.15 0.78 0.98 16.5 16.5 1.6 7.0 A-G4 1.15 0.79 0.99 17.7 17.7 1.6 6.9 A-G5 0.87 0.54 0.68 13.4 13.0 0.9 4.1 A-G6 0.83 0.58 0.73 11.1 10.0 1.0 4.6 G5 0.34 0.77 0.96 9.0 7.6 0.6 2.9 G6 0.37 0.77 0.96 9.0 7.6 0.7 3.1 G6.1 0.45 0.77 0.96 9.0 7.6 0.8 3.8 G7.1 0.42 0.81 1.00 8.7 7.3 0.8 3.7 G7 0.46 0.78 0.98 6.8 5.4 0.9 4.4 G8 0.48 0.78 0.97 6.9 5.5 1.0 4.5 H 1 0.44 0.77 0.97 7.3 5.9 0.0 4.1 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3.Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV 0001.01 Drainage_Calcs_Template_v2.0-CoFC.xls H2 O.53 0.77 0.96 7.3 5.9 0.9 4.9 H3 0.92 0.80 1.00 7.3 5.8 1.0 8.8 H4 1 1.02 0.80 0.99 7.4 5.9 1.9 9.7 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3.Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV 0001.01 Drainage_Calcs_Template_v2.0-CoFC.xls STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:Mulberry Project Name: Mulberry Filing 1 Location:CO,Fort Collins Project No.:HFH22 Calculated By: MJP Checked By: JP Date: 8/3/21 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME T,CHECK FINAL DATA (Ti) (TJ (URBANIZED BASINS) BASIN D.A. Hydrologic Cz Co Cleo L S Tali-yaar T;I10-ar L S Cy VEL. Tt COMP.Tc Iz-year COMP.T.I ioo-raa, TOTAL Urbanized T. T� 2-year T.I loo-yea, ID (AC) Soils Group Cr=1.00 Cr=1.00 Cp1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) D1 1.37 B 0.59 0.59 0.73 130 2.00 8.7 6.2 325 0.50 20 2.51 2.1 10.8 8.4 455 12.5 10.8 8.4 D2 3.29 B 0.59 0.59 0.74 100 2.00 7.5 5.3 966 0.50 20 1.2 13.0 20.5 18.3 1066 15.9 15.9 15.9 D3 1.11 B 0.69 0.69 0.86 120 2.00 6.7 3.9 400 0.50 20 1.9 3.6 10.2 7.4 520 12.9 10.2 7.4 D3.1 0.71 B 0.60 0.60 0.75 120 2.00 8.2 5.8 500 0.50 20 1.7 5.0 13.2 10.7 620 13.4 13.2 10.7 D4 1.04 B 0.60 0.60 0.75 120 2.00 8.2 5.7 300 0.87 20 1.9 2.7 10.8 8.4 420 12.3 10.8 8.4 D5 1.13 B 0.62 0.62 0.77 120 2.00 7.9 5.4 480 0.67 20 1.6 4.9 12.8 10.3 600 13.3 12.8 10.3 D6 1.32 B 0.63 0.63 0.78 1201 2.00 7.7 5.2 6401 0.761 20 1.7 6.1 13.8 11.3 760 14.2 13.8 11.3 D7 1.57 B 0.62 0.62 0.78 1201 2.00 7.8 5.3 430 0.51 20 1.4 5.0 12.8 10.3 550 13.1 12.8 10.3 D8 1.24 B 0.60 0.60 0.75 20 2.00 3.31 2.3 360 0.92 20 1.9 3.1 6.41 5.4 380 12.1 6.41 5.4 D8.1 0.17 B 0.79 0.79 0.99 120 2.00 5.0 1.8 360 0.92 20 1.9 3.1 8.1 4.9 480 12.7 8.1 5.0 D9 1.56 B 0.63 0.63 0.79 15 2.00 2.7 1.8 560 1.20 20 2.2 4.3 6.9 6.0 575 13.2 6.9 6.0 D10 0.54 B 0.72 0.72 0.91 120 2.00 6.1 3.2 160 0.63 20 1.6 1.7 7.8 4.9 280 11.6 7.8 5.0 D11 1.15 B 0.65 0.65 0.81 120 2.00 7.3 4.7 210 0.60 20 1.5 2.3 9.6 6.9 330 11.8 9.6 6.9 D12 1.48 B 0.64 0.64 0.80 90 2.00 6.5 4.3 500 0.66 20 1.6 5.1 11.6 9.4 590 13.3 11.6 9.4 D13 0.97 B 0.20 0.20 1 0.26 90 2.00 12.6 11.9 250 0.68 20 1.6 2.5 15.1 14.4 340 11.9 11.9 11.9 D14 0.75 B 0.70 0.70 0.87 30 2.00 3.3 1.91 250 0.501 20 1.4 2.9 6.2 4.8 280 11.6 6.2 5.0 D15 0.70 B 0.59 0.59 0.74 1 30 2.00 4.1 2.9 560 1.25 20 2.2 4.2 8.3 7.1 590 13.3 8.3 7.1 D15.1 0.93 B 0.63 0.63 0.79 30 2.00 3.8 2.5 780 0.50 20 1.91 6.9 10.71 9.4 810 14.5 10.7 9.4 D16 1.06 B 0.72 0.72 0.91 80 2.00 5.0 2.6 100 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D17 1.07 B 0.72 0.72 0.90 80 2.00 5.0 2.6 100 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D18 0.37 B 0.25 0.25 0.31 100 2.00 12.6 11.7 450 0.67 20 1.6 4.6 17.2 16.3 550 13.1 13.1 13.1 D19 0.62 B 0.79 0.79 0.99 40 2.00 2.9 1.0 950 0.58 20 1.5 10.4 13.3 11.4 990 15.5 13.3 11.4 D20 0.60 B 0.82 0.82 1.00 40 2.00 2.6 0.9 700 0.50 20 1.8 6.6 9.2 7.5 740 14.1 9.2 7.5 D21 1.60 B 0.19 0.19 0.23 300 0.50 37.3 35.4 610 0.98 20 2.0 5.1 42.4 40.5 910 15.1 15.1 15.1 D22 0.24 B 0.15 0.15 0.19 101 2.00 4.51 4.3 1001 0.511 20 1.4 1.2 5.6 5.5 110 10.6 5.6 5.5 D23 0.68 B 1 0.43 0.43 1 0.53 50 2.00 7.1 6.0 300 0.86 20 1.9 2.7 9.8 8.7 350 11.9 9.81 8.7 D24 3.02 B 0.15 0.15 0.19 30 25.00 3.3 3.2 100 0.91 20 1.91 0.9 4.21 4.1 130 10.7 5.01 5.0 0S1 0.70 B 0.44 0.44 0.55 50 2.00 7.0 5.8 180 1.00 20 1.5 2.0 9.0 7.8 230 11.3 9.0 7.8 OS2 0.54 B 0.35 0.35 0.44 50 2.00 7.9 7.0 120 1.00 20 1.8 1.1 9.0 8.1 170 10.9 9.0 8.1 OS3 0.85 B 0.33 0.33 0.41 25 2.00 5.7 5.1 400 1.00 20 1.0 6.7 12.4 11.8 425 12.4 12.4 11.8 OS4 0.29 B 0.46 0.46 0.57 25 2.00 4.8 3.9 45 2.00 20 3.0 0.3 5.0 4.21 70 10.4 5.0 5.0 OS5 0.15 B 0.79 0.79 0.99 50 2.00 3.3 1.2 45 2.00 20 3.0 0.3 3.5 1.41 95 10.5 5.0 5.0 056 0.43 B 0.60 0.60 0.75 20 2.00 3.3 2.3 325 1.25 20 1.1 4.9 8.2 7.2 345 11.9 8.2 7.2 OS7 0.41 B 0.57 0.57 0.72 20 2.00 3.5 2.6 325 1.25 20 1.1 4.9 8.4 7.4 345 11.9 8.4 7.4 EX-1 0.78 B 0.88 0.88 1:00 20 2.00 1.5 0.7 1170 0.50 20 0.7 21.4 22.9 22.01 8901 9 14.9 Page 5 of 14 6/20/2023 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:Mulberry Project Name: Mulberry Filing 1 Location:CO,Fort Collins Project No.:HFH22 Calculated By: MJP Checked By: JP Date: 8/3/21 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME T,CHECK FINAL DATA (T) (TJ (URBANIZED BASINS) BASIN D.A. Hydrologic Ci Cs C+oo L S Ti I a-rear T;1 mo-rear L S C„ VEL. Tt COMP.T,I 2-Year COMP.T.I,00-Yea, TOTAL Urbanized T. T.I a-Yea, T.I ioo-Yea, ID (AC) Soils Group Cr=1.00 Cr=1.00 Cp1.25 (FT) (%) (MIN) (MIN) (FT) M) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) E1 1.07 C 0.72 0.72 0.90 80 2.00 5.1 2.7 150 0.67 20 1.61 1.5 6.6 4.2 230 11.3 6.6 5.0 E2 0.96 C 0.76 0.76 0.95 80 2.00 4.5 2.0 150 0.67 20 1.6 1.5 6.0 3.5 230 11.3 6.0 5.0 E3 0.80 C 0.68 0.68 0.85 30 2.00 3.4 2.0 585 0.44 20 1.3 7.3 10.7 9.4 615 13.4 10.7 9.4 E3.1 0.80 C 0.68 0.68 0.85 30 2.00 3.4 2.0 585 0.44 20 1.3 7.3 10.7 9.4 615 13.4 10.7 9.4 E4 0.40 C 0.22 0.22 0.28 40 2.00 8.3 7.7 250 1.04 20 2.0 2.0 10.3 9.8 290 11.6 10.3 9.8 E5 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E6 0.63 C 0.68 0.68 0.85 20 2.00 2.8 1.7 460 0.56 20 1.5 5.1 7.9 6.8 480 12.7 7.91 6.8 E7 1.03 C 0.74 0.74 0.92 45 2.00 3.6 1.7 100 2.59 20 3.2 0.5 4.1 2.3 145 10.8 5.0 5.0 E8 0.35 C 0.21 0.21 0.27 40 2.00 8.3 7.8 250 1.04 20 2.0 2.0 10.4 9.9 290 11.6 10.4 9.9 E9 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E10 1.03 C 0.74 0.74 0.93 45 2.00 3.6 1.7 100 2.59 20 3.2 0.5 4.1 2.2 145 10.8 5.0 5.0 E11 0.40 C 0.55 0.55 0.68 20 2.00 3.7 2.8 460 0.56 20 1.5 5.1 8.8 7.9 480 12.7 8.8 7.9 E11.1 0.34 C 0.68 0.68 0.85 20 2.00 2.8 1.6 460 0.56 20 1.5 5.1 7.9 6.7 480 12.7 7.9 6.7 E12 0.44 C 0.79 0.79 0.99 20 2.00 2.1 0.8 460 0.56 20 1.5 5.1 7.2 5.9 480 12.7 7.2 5.9 E12.1 0.21 C 1 0.94 0.94 1 1.00 201 2.00 1.1 0.7 200 1.3E 20 2.3 1.5 2.6 2.1 220 11.2 5.0 5.0 E13 0.59 C 0.15 0.15 0.19 20 2.00 6.3 6.1 375 0.69 20 1.7 511 10.1 9.8 395 12.2 10.1 9.8 E14 0.30 C 0.65 0.65 0.81 90 2.00 6.4 4.11 2751 0.941 20 1.91 2.41 8.81 6.51 365 12.0 8.8 6.5 E14.1 1.30 C 0.80 0.80 1.00 Future Developed Area Multi-Family 10.0 10.0 10.0 E15 0.57 C 0.82 0.82 1.00 60 2.00 3.2 1.1 775 0.33 20 1.2 11.2 14.4 12.3 835 14.6 14.4 12.3 E15.1 0.56 C 0.80 0.80 1.00 Future Developed Area Multi-Family 10.0 10.0 10.0 E16 1.00 C 0.15 0.15 0.19 101 2.00 4.5 4.3 855 0.30 20 1.1 12.9 17.4 17.2 865 14.8 14.8 14.8 E17 0.59 C 0.65 0.65 0.81 40 2.00 4.2 2.7 450 0.58 20 1.5 4.9 9.2 7.6 490 12.7 9.2 7.6 E17.1 0.40 C 0.55 0.55 0.69 40 2.001 5.11 3.81 4501 0.581 201 1.51 4.91 10.11 8.8 490 12.7 10.1 8.8 E18 0.41 C 0.55 0.55 0.69 40 2.001 5.21 3.91 3001 0.861 201 1.91 2.71 7.81 6.6 340 11.9 7.8 6.6 E19 2.72 C 0.80 0.80 1.00 Future Developed Area I Multi-Family 10.0 10.0 10.0 E20 0.74 C 0.76 0.76 0.95 301 2.00 2.8 1.2 1000 0.26 20 1.0 16.4 19.1 17.6 1030 15.7 15.7 15.7 E20.1 0.23 C 0.76 0.76 0.96 301 2.00 2.7 1.2 500 0.50 20 1.4 5.8 8.5 7.0 530 12.9 8.5 7.0 E21 1.04 C 0.20 0.20 0.26 50 2.00 9.4 8.9 675 2.00 15 0.9 12.1 21.5 21.0 725 14.0 14.01 14.0 E22 0.99 C 0.76 0.76 0.96 45 2.00 3.3 1.4 100 2.59 20 3.2 0.5 3.9 2.0 145 10.8 5.01 5.0 E23 0.99 C 0.77 0.77 0.96 45 2.00 3.3 iiA2.46 100 1.47 20 2.4 0.7 4.0 2.1 145 10.8 5.0 5.0 E24 0.73 C 0.54 0.54 0.67 80 2.00 7.5 420 0.35 20 1.2 5.9 13.4 11.6 500 12.8 12.8 11.6 E24.1 0.36 C 0.67 0.67 0.84 80 2.00 5.7 420 0.50 20 1.2 5.9 11.6 9.4 500 12.8 11.6 9.4 E25 0.74 C 0.78 0.78 0.98 50 2.00 3.3 675 0.22 20 0.9 12.1 15.4 13.3 725 14.0 14.0 13.3 E25.1 0.19 C 0.62 0.62 0.78 30 2.00 3.9 420 0.50 20 1.2 5.9 9.11 8.51 450 12.5 9.8 8.5 E26 2.39 C 0.80 0.80 1.00 Future Developed Area I Multi-Family 10.0 10.0 10.0 E26.1 0.72 C 0.80 0.80 1.00 Future Developed Area Multi-Family 10.0 10.0 10.0 E27 0.33 C 0.69 0.69 0.86 1001 2.00 6.1 3.5 75 1.96 20 2.8 0.4 6.5 4.0 175 11.0 6.5 5.0 E28 0.84 C 0.76 0.76 0.95 201 2.00 2.3 1.0 800 0.18 20 0.9 15.6 17.8 16.6 820 14.6 14.6 14.6 E29 1.77 C 0.15 0.15 0.19 10 2.00 4.5 4.3 75 1.96 20 2.8 0.4 4.9 4.7 85 10.5 5.0 5.0 E30 1.04 C 0.77 0.77 0.97 25 2.00 2.4 1.0 1000 0.50 20 0.8 21.7 24.2 22.7 1025 15.7 15.7 15.7 A-7-1- 1.91 C 0.71 0.71 0.88 25 2.00 2.9 1.6 1520 0.60 20 0.6 40.7 43.7 42.4 1545 18.6 18.6 18.6 A-G2 0.20 C 0.76 0.76 0.94 25 2.00 2.6 1.2 173 0.60 20 1.8 1.6 4.1 2.7 198 11.1 5.0 5.0 A-G3 1.15 C 0.78 0.78 0.98 25 2.00 2.4 0.9 1140 0.60 20 0.7 26.5 28.8 27.4 1165 16.5 16.5 16.5 A-G4 1.15 C 0.79 0.79 0.99 25 2.00 2.31 0.8 1355 0.60 20 0.71 34.3 36.61 35.1 1380 17.7 17.7 17.7 A-G5 0.87 C 0.54 0.54 0.68 25 2.00 4.2 3.2 590 0.60 20 1.0 9.9 14.0 13.0 615 13.4 13.41 13.0 A-G6 0.83 C 0.58 0.58 0.73 251 2.00 3.9 2.8 480 0.67 20 1.1 7.2 11.1 10.0 505 12.8 11.1 10.0 G5 0.34 C 0.77 0.77 0.96 25 2.00 2.5 1.1 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G6 0.37 C 0.77 0.77 0.96 25 2.00 2.5 1.1 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G6.1 0.45 C 0.77 0.77 0.96 25 2.00 2.5 1.0 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G7.1 0.42 C 0.81 0.81 1.00 25 2.00 2.2 0.7 450 1.50 20 1.1 6.6 8.7 7.3 475 12.6 8.7 7.3 G7 0.46 C 0.78 0.78 0.98 25 2.00 2.3 0.9 350 0.60 20 1.3 4.5 6.8 5.4 375 12.1 6.8 5.4 G8 0.48 C 0.78 0.78 0.97 25 2.00 2.4 1.0 350 0.60 20 1.3 4.5 6.9 5.5 375 12.1 6.9 5.5 FUT-G 17.03 C 0.85 0.85 1.00 100 2.00 3.71 1.5 500 0.05 20 1.11 7.7 11.4 9.2 600 13.3 11.4 9.2 Hi 0.44 C 0.77 0.77 0.97 25 2.00 2.4 1.0 370 0.50 20 1.3 4.9 7.3 5.91 395 12.2 7.3 5.9 H2 O.53 C 0.77 0.77 0.96 25 2.00 2.4 1.0 370 0.50 20 1.3 4.9 7.3 5.91 395 12.2 7.3 5.9 H3 0.92 C 1 0.80 0.80 1.00 25 2.00 2.2 0.7 380 0.50 20 1.2 5.1 7.3 5.8 405 12.3 7.3 5.8 H4 1.02 C 0.80 0.80 0.99 25 2.00 2.3 0.8 380 0.50 20 1.2 5.1 7.4 5.9 405 12.3 7.4 5.9 FUT-A 56.00 C 0.80 0.80 1.00 Future Developed Area 10.0 10:0 10.0 FUT-B 15.30 C 0.80 0.80 1.00 Future Developed Area 10.0 10.0 10.0 FUT-C 22.00 C 0.80 0.80 1.00 1 Future Developed Area 01 10.0 10.0 Page 6 of 14 6120/2023 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:Mulberry Project Name: Mulberry Filing 1 Location:CO,Fort Collins Project No.:HFH22 Calculated By: MJP Checked By: JP Date: 8/3/21 SUB-BASIN INITIALIOVERLAND TRAVEL TIME Tc CHECK FINAL DATA (TJ (Tr) (URBANIZED BASINS) BASIN D.A. Hydrologic Cz Cs Cie. L S T;I i.ya,r T;11oo1— L S C„ VEL. Tt COMP.Tc I2-.r COMP.T.I iee-rear TOTAL Urbanized Tc T�:xaar T� ioe-ve,r ID (AC) Soils Group Cr=1.00 Cr=1.00 Cf=1.25 (FT) I%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN) NOTES: T;=(1.87*(1.1-CCf)*(L)^0.5)/((S)^0.33), S in% Type of Land Surface Cv Ti L/60V Heavy Meadow 2.5 Velocity V=CV*S^0.5, S in ft/ft Tillage/Field 5 T.Check=10+L/180 Short Pasture and Lawns 7 For urbanized basins a minimum T,of 5.0 minutes is required. Needy Bare Ground 10 For non-urbanized basins a minimum T.of 10.0 minutes is required Grassed Waterway 15 Paved Areas and Shallow Paved Swales 20 Page 7 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision: Mulberry Project No.: HFH22 Location: CO, Fort Collins Calculated By: MJP Design Storm: 2-Year Checked By: JP Date: 8/3/21 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U m U STREET �° ° _ o o - - 0 REMARKS Q Q a) co Cn m Q U' c, Q o 1 m Q CO 0- J > F- D1 D1 1.37 0.59 10.8 0.80 2.15 1.7 D2 D2 3.29 0.59 15.9 1.95 1.82 3.6 D3 D3 1.11 0.69 10.2 0.76 2.19 1.7 D3.1 D3.1 0.71 0.60 13.2 0.42 2.00 0.8 D4 D4 1.04 0.60 10.8 0.63 2.15 1.3 D5 D5 1.13 0.62 12.8 0.69 2.02 1.4 D6 D6 1.32 0.63 13.8 0.83 1.95 1.6 13.8 1.52 1.95 3.0 D7 D7 1.57 0.62 12.8 0.98 2.02 2.0 D8 D8 1.24 0.60 6.4 0.74 2.67 2.0 D8.1 D8.1 0.17 0.79 8.1 0.14 2.45 0.3 D9 D9 1.56 0.63 6.9 0.99 2.60 2.6 D 10 D 10 0.54 0.72 7.8 0.39 2.49 1.0 D11 D11 1.15 0.65 9.6 0.75 2.27 1.7 D12 D12 1.48 0.64 11.6 0.94 2.10 2.0 D13 D13 0.97 0.20 11.9 0.20 2.08 0.4 D14 D14 0.75 0.70 6.2 0.52 2.69 1.4 D15 D15 0.70 0.59 8.3 0.42 2.43 1.0 D15.1 D15.1 0.93 0.63 10.7 0.59 2.16 1.3 D16 D16 1.06 0.72 6.2 0.77 2.70 2.1 D17 D17 1.07 0.72 6.2 0.77 2.69 2.1 D18 D18 0.37 0.25 13.1 0.09 2.00 0.2 D19 D19 0.62 0.79 13.3 0.49 1.99 1.0 D20 D20 0.60 0.82 9.2 0.49 2.31 1.1 D21 D21 1.60 0.19 15.1 0.30 1.87 0.6 D22 D22 0.24 0.15 5.6 0.04 2.77 0.1 D23 D23 0.68 0.43 9.8 0.29 2.24 0.7 D24 D24 3.02 0.15 5.0 0.45 2.85 1.3 0S1 0S1 0.70 0.44 9.0 0.31 2.34 0.7 OS2 OS2 0.54 0.35 9.0 0.19 2.34 0.4 OS3 OS3 0.85 0.33 12.4 0.28 2.05 0.6 OS4 OS4 0.29 0.46 5.0 0.13 2.85 0.4 OS5 OS5 0.15 0.79 5.0 0.12 2.85 0.3 OS6 OS6 0.43 0.60 8.2 0.26 2.44 0.6 OS7 OS7 0.41 0.57 8.4 0.23 2.42 0.6 Page 8 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision: Mulberry Project No.: HFH22 Location: CO, Fort Collins Calculated By: MJP Design Storm: 2-Year Checked By: JP Date: 8/3/21 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U m U STREET �° ° _ o o - - 0 REMARKS Q Q a) co Cn m Q U' c, Q o 1 00 Q co 0- J > F- E1 E1 1.07 0.72 6.6 0.77 2.65 2.0 E2 E2 0.96 0.76 6.0 0.73 2.72 2.0 E3 E3 0.80 0.68 10.7 0.54 2.16 1.2 E3.1 E3.1 0.80 0.68 10.7 0.54 2.16 1.2 E4 E4 0.40 0.22 10.3 0.09 2.19 0.2 E5 E5 1.07 0.72 5.0 0.77 2.85 2.2 E6 E6 0.63 0.68 7.9 0.43 2.48 1.1 E7 E7 1.03 0.74 5.0 0.76 2.85 2.2 E8 E8 0.35 0.21 10.4 0.07 2.18 0.2 E9 E9 1.07 0.72 5.0 0.77 2.85 2.2 E10 E10 1.03 0.74 5.0 0.76 2.85 2.2 E11 E11 0.40 0.55 8.8 0.22 2.37 0.5 El 1.1 E11.1 0.34 0.68 7.9 0.23 2.48 0.6 E 12 E 12 0.44 0.79 7.2 0.34 2.57 0.9 E12.1 E12.1 0.21 0.94 5.0 0.20 2.85 0.6 E13 E13 0.59 0.15 10.1 0.09 2.21 0.2 E14 E14 0.30 0.65 8.8 0.19 2.37 0.5 E14.1 E14.1 1.30 0.80 10.0 1.04 2.21 2.3 E15 E15 0.57 0.82 14.4 0.47 1.91 0.9 E15.1 E15.1 0.56 0.80 10.0 0.45 2.21 1.0 E16 E16 1.00 0.15 14.8 0.15 1.88 0.3 E17 E17 0.59 0.65 9.2 0.38 2.32 0.9 E17.1 E17.1 0.40 0.55 10.1 0.22 2.21 0.5 E18 E18 0.41 0.55 7.8 0.22 2.49 0.6 E19 E19 2.72 0.80 10.0 2.18 2.21 4.8 E20 E20 0.74 0.76 15.7 0.57 1.83 1.0 E20.1 E20.1 0.23 0.76 8.5 0.18 2.40 0.4 E21 E21 1.04 0.20 14.0 0.21 1.94 0.4 E22 E22 0.99 0.76 5.0 0.76 2.85 2.2 E23 E23 0.99 0.77 5.0 0.76 2.85 2.2 E24 E24 0.73 0.54 12.8 0.39 2.02 0.8 E24.1 E24.1 0.36 0.67 11.6 0.24 2.10 0.5 E25 E25 0.74 0.78 14.0 0.58 1.94 1.1 E25.1 E25.1 0.19 0.62 9.8 0.12 2.24 0.3 E26 E26 2.39 0.80 10.0 1.91 2.21 4.2 E26.1 E26.1 0.72 0.80 10.0 0.57 2.21 1.3 E27 E27 0.33 0.69 6.5 0.23 2.66 0.6 E28 E28 0.84 0.76 14.6 0.64 1.90 1.2 E29 E29 1.77 0.15 5.0 0.27 2.85 0.8 E30 E30 1.04 0.77 15.7 0.80 1.83 1.5 Page 9 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision: Mulberry Project No.: HFH22 Location: CO, Fort Collins Calculated By: MJP Design Storm: 2-Year Checked By: JP Date: 8/3/21 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U STREET a° o Q U } _ o O LL a m _ REMARKS Q Q i CO _P C_ O N L E L .� O C� O U to VI C _ v U O ( N O E N Q c Q O O _Q C o m U U) co o U) a J G1 A-G1 1.91 0.71 18.6 1.35 1.68 2.3 G2 A-G2 0.20 0.76 5.0 0.15 2.85 0.4 G3 A-G3 1.15 0.78 16.5 0.90 1.79 1.6 G4 A-G4 1.15 0.79 17.7 0.91 1.73 1.6 A-G5 A-G5 0.87 0.54 13.4 0.47 1.98 0.9 A-G6 A-G6 0.83 1 0.58 11.1 1 0.48 2.14 1 1.0 G5 G5 0.34 0.77 9.0 0.26 2.33 0.6 G6 G6 0.37 0.77 9.0 0.28 2.33 0.7 G6.1 G6.1 0.45 0.77 9.0 0.34 2.33 0.8 G7.1 G7.1 0.42 0.81 8.7 0.34 2.37 0.8 G7 G7 0.46 0.78 6.8 0.36 2.61 0.9 G8 G8 0.48 0.78 6.9 0.37 2.61 1.0 H 1 H 1 0.44 0.77 7.3 0.34 2.55 0.9 H2 H2 O.53 0.77 7.3 0.41 2.55 1.0 H3 H3 0.92 0.80 7.3 0.73 2.55 1.9 H4 H4 1.02 0.80 7.4 0.81 2.55 2.1 Page 10 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision: Mulberry Project No.: HFH22 Location: CO, Fort Collins Calculated By: MJP Design Storm: 100-Year Checked By: JP Date: 6/2/21 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME o _ U N `a STREET o o '' o `' _^ REMARKS d Q U U } U U o o N Q o Q Q c U) c o� c o o s a� a) a� 0 a� Q c Q o - 2n _ Q coO' H U C'I H U C'I fn W Q U) a J Io IH D1 D1 1.37 0.73 8.4 1.00 8.45 8.5 0.5 3.7 734 14.1 0.9 D2 D2 3.29 0.74 15.9 2.44 6.35 15.5 D3 D3 1.11 0.86 7.4 0.96 8.86 8.5 0.5 8.5 400 14.1 0.5 8.8 1.96 8.24 16.1 D3.1 D3.1 0.71 0.75 10.7 0.53 7.54 4.0 10.7 2.48 7.54 18.7 Total Flow at D3 D4 D4 1.04 0.75 8.4 0.78 8.43 6.6 D5 D5 1.13 0.77 10.3 0.87 7.66 6.6 D6 D6 1.32 0.78 11.3 1.03 7.41 7.7 11.3 1.90 7.41 14.1 D7 D7 1.57 0.78 10.3 1.22 7.65 9.4 D8 D8 1.24 0.75 5.4 0.93 9.75 9.1 D8.1 D8.1 0.17 0.99 5.0 0.17 9.95 1.7 D9 D9 1.56 0.79 6.0 1.24 9.49 11.8 D10 D10 0.54 0.91 5.0 0.49 9.95 4.9 D11 D11 1.15 0.81 6.9 0.94 9.09 8.5 D12 D12 1.48 0.80 9.4 1.18 7.99 9.4 D13 D13 0.97 0.26 11.9 0.25 7.27 1.8 D14 D14 0.75 0.87 5.0 0.66 9.95 6.5 D15 D15 0.70 0.74 7.1 0.52 9.01 4.7 D15.1 D15.1 0.93 0.79 9.4 0.73 8.00 5.9 D16 D16 1.06 0.91 5.0 0.96 9.95 9.5 D17 D17 1.07 0.90 5.0 0.96 9.95 9.6 D18 D18 0.37 0.31 13.1 0.11 6.99 0.8 D19 D19 0.62 0.99 11.4 0.61 7.38 4.5 11.4 0.94 7.38 7.0 Combined with D23 D20 D20 0.60 1.00 7.5 0.60 8.83 5.3 D21 D21 1.60 0.23 15.1 0.37 6.51 2.4 D22 D22 0.24 0.19 5.5 0.05 9.75 0.4 D23 D23 0.68 0.53 8.7 0.36 8.32 3.0 D24 D24 3.02 0.19 5.0 0.57 9.95 5.6 0S1 OS1 0.70 0.55 7.8 0.38 8.69 3.3 OS2 OS2 0.54 0.44 8.1 0.24 8.58 2.0 OS3 OS3 0.85 0.41 11.8 0.35 7.30 2.6 OS4 OS4 0.29 0.57 5.0 0.17 9.95 1.7 OS5 OS5 0.15 0.99 5.0 0.15 9.95 1.5 OS6 OS6 0.43 0.75 7.2 0.32 8.96 2.9 OS7 OS7 0.41 0.72 7.4 0.29 8.87 2.6 EX-1 EX-1 0.78 1.00 14.9 0.78 6.53 5.1 14.9 2.68 6.53 17.5 Total Flow to Existing Inlet Page 11 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision: Mulberry Project No.: HFH22 Location: CO, Fort Collins Calculated By: MJP Design Storm: 100-Year Checked By: JP Date: 6/2/21 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME o _ U N `� STREET o o '' o `' _^ REMARKS d Q U U } U U o o N Q o Q Q c U) c o� c o o s a� a) a� 0 a� Q c Q o - 2n _ Q m � U 0 � U C3 fn () Q (n a J o � E1 E1 1.07 0.90 5.0 0.96 9.95 9.6 E2 E2 0.96 0.95 5.0 0.91 9.95 9.1 E3 E3 0.80 0.85 9.4 0.68 8.01 5.4 E3.1 E3.1 0.80 0.85 9.4 0.68 8.01 5.4 E4 E4 0.40 0.28 9.8 0.11 7.81 0.9 E5 E5 1.07 0.90 5.0 0.96 9.95 9.5 E6 E6 0.63 0.85 6.8 0.54 9.16 4.9 E7 E7 1.03 0.92 5.0 0.95 9.95 9.5 E8 E8 0.35 0.27 9.9 0.09 7.78 0.7 E9 E9 1.07 0.90 5.0 0.96 9.95 9.6 E10 E10 1.03 0.93 5.0 0.95 9.95 9.5 Ell Ell 0.40 0.68 7.9 0.27 8.66 2.3 E11.1 E11.1 0.34 0.85 6.7 0.29 9.18 2.7 E12 E12 0.44 0.99 5.9 0.43 9.56 4.1 E12.1 E12.1 0.21 1.00 5.0 0.21 9.95 2.1 E13 E13 0.59 0.19 9.8 0.11 7.80 0.9 E14 E14 0.30 0.81 6.5 0.24 9.29 2.2 E14.1 E14.1 1.30 1.00 10.0 1.30 7.72 10.0 E15 E15 0.57 1.00 12.3 0.57 7.16 4.1 E15.1 E15.1 0.56 1.00 10.0 0.56 7.72 4.3 E16 E16 1.00 0.19 14.8 0.19 6.57 1.2 E17 E17 0.59 0.81 7.6 0.48 8.78 4.2 E17.1 E17.1 0.40 0.69 8.8 0.28 8.27 2.3 E18 E18 0.41 0.69 6.6 0.28 9.26 2.6 E19 E19 2.72 1.00 10.0 2.72 7.72 21.0 E20 E20 0.74 0.95 15.7 0.71 6.39 4.5 E21 E20.1 0.23 0.96 7.0 0.22 9.08 2.0 E21 E21 1.04 0.26 14.0 0.27 6.75 1.8 E22 E22 0.99 0.96 5.0 0.95 9.95 9.4 E23 E23 0.99 0.96 5.0 0.94 9.95 9.4 E24 E24 0.73 0.67 11.6 0.49 7.33 3.6 E24.1 E24.1 0.36 0.84 9.4 0.30 7.97 2.4 E25 E25 0.74 0.98 13.3 0.73 6.93 5.0 E25.1 E25.1 0.19 0.78 8.5 0.15 8.37 1.2 E26 E26 2.39 1.00 10.0 2.39 7.72 18.5 E26.1 E26.1 0.72 1.00 10.0 0.72 7.72 5.5 E27 E27 0.33 0.86 5.0 0.29 9.95 2.9 E28 E28 0.84 0.95 14.6 0.80 6.63 5.3 E29 E29 1.77 0.19 5.0 0.33 9.95 3.3 E30 E30 1.04 0.97 15.7 1.00 6.39 6.4 Page 12 of 14 6/20/2023 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: Mulberry Filing 1 Subdivision: Mulberry Project No.: HFH22 Location: CO, Fort Collins Calculated By: MJP Design Storm: 100-Year Checked By: JP Date: 6/2/21 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME o _ U N `a STREET o o '' o `' _^ REMARKS d Q U U } U U o o N Q o Q Q c U) c CD Ma� Q c Q o - 2n _ Q 10 � U `� 0 U C'I fn W Q U) 0- J o G 1 A-G 1 1.91 0.88 18.6 1.68 5.86 9.9 G2 A-G2 0.20 0.94 5.0 0.19 9.95 1.9 G3 A-G3 1.15 0.98 16.5 1.13 6.25 7.0 G4 A-G4 1.15 0.99 17.7 1.14 6.03 6.9 A-G5 A-G5 0.87 0.68 13.0 0.59 7.00 4.1 A-G6 A-G6 0.83 0.73 10.0 0.60 7.72 1 4.6 G5 G5 0.34 0.96 7.6 0.33 8.78 2.9 G6 G6 0.37 0.96 7.6 0.35 8.78 3.1 G6.1 G6.1 0.45 0.96 7.6 0.43 8.79 3.8 G7.1 G7.1 0.42 1.00 7.3 0.42 8.92 3.7 G7 G7 0.46 0.98 5.4 0.45 9.78 4.4 G8 G8 0.48 0.97 5.5 0.47 9.74 4.5 FUT-G FUT-G 17.03 1.00 9.2 17.03 8.09 137.8 H 1 H 1 0.44 0.97 5.9 0.43 9.56 4.1 H2 H2 O.53 0.96 5.9 0.51 9.55 4.9 H3 H3 0.92 1.00 5.8 0.92 9.58 8.8 H4 I H4 1 1.02 1 0.99 1 5.9 1 1.02 1 9.56 1 9.7 Page 13 of 14 6/20/2023 PIPE OUTFALL RIPRAP SIZING CALCULATIONS Subdivision: Project Name: Mulberry Filing 1 Location: CO,Fort Collins Project No.: HFH22 Calculated By: MJP Checked By: JP Date: 8/3/21 STORM DRAIN SYSTEM FUT-C DP-18.1 DP-1322 FUT-B (Cooper DP-E20 G2 G3 G7 Slough) Q100(cfs) 37.2 38.0 17.2 23.0 54.5 13.9 84.3 32.8 Flows are the greater of proposed vs. future D or H(in) 36 48 24 30 42 28.8 54 36 W(ft) 3.8 Slope(%) 0.30 0.3 0.4 0.1 0.4 0.4 0.2 0.1 Yn(in) 23.16 23.50 18.00 19.60 29.00 12.00 43.20 19.80 Yt(ft) 2.00 2.00 1.50 1.50 2.00 1.00 3.60 2.00 If"unknown"Yt/D=0.4 Yt/D,Yt/H 0.67 0.50 0.75 0.60 0.57 0.42 0.80 0.67 Per section 11-3 Supercritical Yes Yes Yes Yes Yes Yes Yes Yes Q/DA2.5,Q/WHA1.5 2.39 1.19 3.04 2.33 2.38 0.98 1.96 2.10 Q/DA1.5,Q/WHA0.5 Da,Ha(in)* 29.58 35.75 21.00 24.80 35.50 20.40 48.60 27.90 Da=0.5(D+Yn),Ha=0.5(H+Yn) Q/DaA1.5,Q/WHaA0.5* 9.61 7.39 7.43 7.74 10.71 2.81 10.34 9.25 d50(in),Required 4.50 4.89 3.02 4.12 6.04 1.13 3.89 4.33 Required Riprap Size L L L L L L L L Fig.8-34 Use Riprap Size L L L L L L L L d50(in) 9 9 9 9 9 9 9 9 Fig.8-34 1/(2 tan q) 4.30 0.00 2.00 1.00 2.00 0.00 0.00 0.00 Fig.9-35 OR Fig 9-36 Erosive Soils Yes Yes Yes Yes Yes Yes Yes Yes At 6.76 6.91 3.13 4.18 9.91 2.53 15.33 5.96 At=Q/5.5 L 1.6 0.0 0.2 0.3 2.9 0.0 0.0 0.0 L=(1/(2 tan q))(At/Yt-D) Min L 9.0 12.0 6.0 7.5 10.5 7.2 13.5 9.0 Min L=3D or3H Max L 30.0 40.0 20.0 25.0 35.0 24.0 45.0 30.0 Max L=10D or 10H Length(it) 9.0 12.0 6.0 7.5 10.5 7.2 13.5 9.0 Bottom Width(ft) 9.0 12.0 6.0 7.5 10.5 7.2 13.5 9.0 Width=3D(Minimum) Riprap Depth(in) 18 18 18 18 18 18 18 18 Depth=2(d50) Type II Base Depth(in) 6 6 6 6 6 6 6 6 Table 8-34 fine grained soils) Cutoff Wall No No No No No No No No Cutoff Wall Depth(it) Depth of Riprap and Base Cutoff Wall Width(ft) FUT-A 56.00 0.80 1.00 FUT-B 15.30 0.80 1.00 FUT-C 22.00 0.80 1.00 D BASINS (TO DETENTION) 37.17 - - 37.3 172.1 E BASINS (TO DETENTION) 28.49 - - 42.2 213.0 TO LID 1 8.35 - - TO LID 2 15.33 - - TO LID 3 1.06 - - TO LID 4 1.03 - - TO LID 5 1.07 - - TO LID 6 1.07 - - TO LID 7 0.96 -TO LID 8 1.03 -TO LID 9 1.07 -TO LID 10 1.03 -TO LID 12 0.99 -TO LID 13 0.99 - - H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3.Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs Template_v2.0-CoFC.xls P-194P-101 ,'SD INLET L1 (PUBLIC) SD INLET L1.5 SDMH L1.4 4 PP S l C'? I rK SD INLET L1.3A �, STUB 1-1.1-1 STUB L1.2-1 9 1 SD INLET L1.2A ao CO TD INLET K1 SDMH L1.1Aa SDMH L1.1 P-191 SDMH L12 P_19, SDMH L1.3 INLET K2 � o s d t air Page 1 of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL Conduit Invert Invert Length Slope Capacity Hydraulic Hydraulic Energy Energy Label Start Node Stop Node (Start) (Stop) (Calculated) (User Diameter Manning's Flow Velocity (Full Grade Grade Grade Grade Headloss (ft) (ft) Defined} (ft/ft) (in) n (cfs) ONFlow) Line(In) Line Line(In) Line (ft) (ft) (ds) (ft) (Out)(ft) (ft) (Out)(ft) P-189(2)(Storm K) SD INLET K2 SD INLET K1 4,932.19 4,931.97 55.0 0.004 24.0 0.013 2.37 3.37 14.31 4,932.92 4,932.91 4,933.00 4,932.95 0.05 P-189(1)(Storm K) SD INLET K1 SD FES K 4,931.97 4,931.58 98.5 0.004 24.0 0.013 3.19 3.67 14.31 4,932.61 4,932.20 4,932.82 4,932.43 0.40 P-191(Storm L) SDMH 11.1(Storm L) SDMH 11.2(Storm L) 4,928.43 4,929.78 337.0 -0.004 60.0 0.013 60.89 7.76 164.71 4,932.11 4,932.14 4,932.83 4,932.36 0.46 P-187(2)(Storm L) STUB 1-1.1-1 SDMH 11.1(Storm L) 4,930.19 4,929.93 50.5 0.005 42.0 0.013 10.00 5.22 71.14 4,932.25 4,932.25 4,932.30 4,932.29 0.01 P-190(Storm L) SDMH 11.1(Storm L) SD FES 1-1.0(Storm L) 4,928A3 4,928.10 83.1 0.004 60.0 0.013 70.77 6.07 164.71 4,930.81 4,930.39 4.931.73 4,931.40 0.33 P-192(Storm L) SDMH 11.2(Storm L) SDMH 1-1.3(Storm L) 4,929.76 4,930.46 171.0 -0.004 36.0 0.013 5.99 4.23 42.18 4,933.27 4,933.26 4,933.29 4,933.27 0.01 P-166(Storm L) STUB 1-1.2-1 SDMH 11.2(Storm L) 4,931.03 4,930.76 50.5 0.005 42.0 0.013 55.00 8.16 71.14 4,933.35 4,933.09 4,934.38 4,933.62 0.76 P-193(Storm L) SDMH 11.4(Storm L) SDMH 1-1.3(Storm L) 4,931.10 4,930.46 158.8 0.004 - 0.013 6.11 4.00 41.77 4,933.29 4,933.28 4,933.30 4,933.29 0.01 P-187(5)(Storm L) SDMH L1.1A SD FES OA 4,929.62 4,928.21 87.9 0.016 24.0 0.013 3.14 5.99 28.64 4,930.24 4,929.42 4,930.46 4,929.46 1.00 P-187(6)(Storm L) SD INLET L1.2A SDMH L1.1A 4,930.72 4,930.12 37.5 0.016 18.0 0.013 3.14 6.16 13.29 4,931.39 4,930.62 4,931.65 4,931.19 0.46 P-187(7)(Storm L) SD INLET L1.3A SD INLET L1.2A 4,931.40 4,930.72 42.7 0.016 18.0 0.013 2.84 5.98 13.29 4,932.04 4,931.74 4,93228 4,931.81 0.47 P-101(Storm L) SDMH 11.4(Storm L) SD INLET L1(PUBLIC)(Storm L) 4,931.73 4,931.88 37.5 -0.004 24.0 0.013 2.99 3.60 14.31 4,933.30 4,933.30 4,933.33 4,933.32 0.01 P-194(Storm L) SD INLET 1-1.5(Storm L) SDMH 11.4(Storm L) 4,931.83 4,931.76 17.5 0.004 24.0 0.013 3.25 3.69 14.31 4,933.30 4,933.29 4.933.32 4,933.32 0.00 HAHartford Homes\CO Fort Collins HFH22-Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/i4vtg5xl.xml 5/9/2023 Page 1 of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL Manhole Elevation Hydraulic Hydraulic Energy Energy Elevation Grade Grade Grade Grade Headloss Label (Rim)(ft) (Invert) Line(In) Line Line(In) Line (ft) (ft) (Out)(ft) (ft) (Out)(ft) SD INLET K2 4,936.80 4,932.19 4,932.93 4,932.93 4,933.01 4,933.01 0.02 SD INLET K1 4,936.80 4,931.97 4,932.72 4,932.65 4,932.93 4,932.86 0.11 SDMH 1-1.1 (Storm L) 4,938.88 4,928.43 4,931.35 4,930.99 4,932.27 4,931.91 0.55 SDMH 1-1.2(Storm L) 4,938.70 4,929.78 4,932.55 4,932.25 4,933.27 4,932.97 0.44 SDMH 1-1.3(Storm L) 4,937.81 4,930.46 4,933.27 4,933.27 4,933.29 4,933.29 0.00 SDMH L1.1A 4,936.99 4,929.62 4,930.31 4,930.28 4,930.54 4,930.51 0.07 SD INLET L1.2A 4,936.70 4,930.72 4,931.52 4,931.45 4,931.78 4,931.70 0.13 SD INLET L1.3A 4,936.58 4,931.40 4,932.09 4,932.09 4,932.33 4,932.33 0.05 SDMH 1-1.4(Storm L) 4,936.27 4,931.10 4,933.30 4,933.29 4,933.31 4,933.30 0.01 SD INLET L1 (PUBLIC)(Storm L) 4,936.17 4,931.88 4,933.30 4,933.30 4,933.33 4,933.33 0.00 SD INLET 1-1.5(Storm L) 4,936.17 4,931.83 4,933.30 4,933.30 4,933.32 4,933.32 0.00 STUB 1-1.2-1 4,936.12 4,931.03 4,933.35 4,933.35 4,934.38 4,934.38 0.00 STUB 1-1.1-1 1 4,936.27 1 4,930.19 1 4,932.25 1 4,932.25 1 4,932.30 1 4,932.30 1 0.00 HAHartford Homes\CO Fort Collins HFH22-Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw file:///C:/Users/matthew pepin/AppData/Local/Temp/Bentley/StormCAD/2zyvz4ui.xml 5/9/2023 Page 1 of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL Outfall Flow Elevation Elevation (User Elevation (Total Boundary Label (Invert) Defined (ft) (Rim)(ft) Ofsj Condition Type Tailwater) (ft) SD FES K 4,931.58 4,935.41 3.13 User Defined Tailwater 4,931.26 SD FES L1.0(Storm L) 4,928.10 4,932.48 70.75 User Defined Tailwater 4,929.42 SD FES L1A 4,928.21 4,931.50 3.12 User Defined Tailwater 4,929.42 HAHartford Homes\CO Fort Collins HFH22-Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm F1 Amendment.stsw file:///C:/Users/matthew pepin/AppData/Local/Temp/Bentley/StormCAD/Ovbgbcje.xml 5/9/2023 Page 1 of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL Conduit Length Capacity Hydraulic Hydraulic Energy Energy Invert Invert Slope (User Diameter Manning's Flow Velocity (Full Grade Grade Grade Grade Headloss Label Start Node Stop Node (Start) (Stop) (Calculated) (ft) (ft) Defined) (ft/ft) (in) n (cfs) (ft/s) Flow) Line(In) Line Line(In) Line (ft) (ft) (cfs) (ft) (Out)(ft) (ft) (Out)(ft) P-189(2)(Storm K) SD INLET K2 SD INLET K1 4,932.19 4,931.97 55.0 0.004 24.0 0.013 8.25 2.63 14.31 4,936.79 4,936.72 4,936.90 4,936.83 0.07 P-189(1)(Storm K) SD INLET K1 SD FES K 4,931.97 4,931.58 98.5 0.004 24.0 0.013 11.14 3.54 14.31 4,936.49 4,936.25 4,936.66 4,936.45 0.24 P-191(Storm L) SDMH L1.1(Storm L) SDMH L1.2(Stone L) 4,928.43 4,929.78 337.0 -0.004 60.0 0.013 125.24 6.38 164.71 4,935.17 4,934.39 4,935.80 4,935.02 0.78 P-187(2)(Storm L) STUB L1.1-1 SDMH 1-1.1(Stone L) 4,930.19 4,929.93 50.5 0.005 42.0 0,013 20.00 2.08 71.14 4,934.75 4,934.73 4,934.62 4,934.80 0.02 P-190(Stone L) SDMH 11.1(Storm L) SD FESL1.0(Storm L) 4,928.43 4,928.10 83.1 0.004 60.0 0.013 144.78 9.46 164.71 4,933.40 4,933.15 4,934.25 4,934.00 0.25 P-192(Storm L) SDMH 11.2(Storm L) SDMH 1-1.3(Storm L) 4,929.78 4,930.46 171.0 -0.004 36.0 0.013 20.77 2.94 42.18 4,936.27 4,936.11 4,936.41 4,936.24 0.17 P-166(Storm L) STUB L1.2-1 SDMH L1.2(Stone L) 4,931.03 4,930.78 50.5 0.005 42.0 0.013 105.00 10.91 71.14 4,935.63 4,935.08 4,937.48 4,936.93 0.55 P-193(Storm L) SDMH 1-1.4(Storm L) SDMH 1-1.3(Stone L) 4,931.10 4,930.46 158.8 0.004 - 0,013 21.29 2.99 41.77 4,936.43 4,936.27 4,936.57 4,936.41 0.17 P-187(5)(Storm L) SDMH L1.1A SD FES L1A 4,929.62 4,928.21 87.9 0.016 24.0 0.013 13.95 4A4 28.64 4,933.48 4,933.15 4,933.79 4,933.46 0.33 P-187(6)(Storm L) SD INLET L1.2A SDMH L1.1A 4,930.72 4,930.12 37.5 0.016 18.0 0.013 13.97 7.91 13.29 4,933.97 4,933.31 4,934.95 4,934.28 0.66 P-187(7)(Storm L) SD INLET L1.3A SD INLET L1.2A 4,931.40 4,930.72 42.7 0.016 18.0 0.013 12.90 7.30 1329 4,935.59 4,934.94 4,936.41 4,935.77 0.64 P-101(Storm L) SDMH 1-1.4(Storm L) SD INLET L1(PUBLIC)(Storm L) 4,931.73 4,931.88 37.5 -0.004 24.0 0,013 10.45 3.32 14.31 4,936.66 4,936.58 4,936.83 4,936.75 0.08 P-194(Stone L) SD INLET L1.5(Storm L) SDMH 1-1.4(Storm L) 4,931.83 4,931.76 17.5 0.004 24.0 0.013 11.34 3.61 14.31 4,936.60 4,936.56 4,936.80 4,936.76 0.04 HAHartford Homes\CO Fort Collins HFH22-Mulbeny\OCIV\Drain Reports\Prop\Hydraulics\FDP_Fl\StormCAD\HFH022_Storm F1 AmendmenLstsw file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/a4kzopc2.xml 5/9/2023 Page 1 of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL Manhole Elevation Hydraulic Hydraulic Energy Energy Elevation Grade Grade Grade Grade Headloss Label (Rim)(ft) (Invert) Line(In) Line Line(In) Line (ft) (ft) (Out)(ft) (ft) (Out)(ft) SD INLET K2 4,936.80 4,932.19 4,936.80 4,936.80 4,936.90 4,936.90 0.00 SD INLET K1 4,936.80 4,931.97 4,936.59 4,936.53 4,936.79 4,936.72 0.10 SDMH 1-1.1 (Storm L) 4,938.88 4,928.43 4,933.92 4,933.57 4,934.77 4,934.42 0.52 SDMH 1-1.2(Storm L) 4,938.70 4,929.78 4,935.55 4,935.30 4,936.19 4,935.93 0.38 SDMH 1-1.3(Storm L) 4,937.81 4,930.46 4,936.27 4,936.27 4,936.41 4,936.41 0.00 SDMH L1.1A 4,936.99 4,929.62 4,933.59 4,933.55 4,933.89 4,933.85 0.10 SD INLET L1.2A 4,936.70 4,930.72 4,934.47 4,934.17 4,935.44 4,935.14 0.49 SD INLET L1.3A 4,936.58 4,931.40 4,935.75 4,935.75 4,936.58 4,936.58 0.17 SDMH 1-1.4(Storm L) 4,936.27 4,931.10 4,936.54 4,936.46 4,936.68 4,936.60 0.11 SD INLET L1 (PUBLIC)(Storm L) 4,936.17 4,931.88 4,936.17 4,936.17 4,936.34 4,936.34 0.00 SD INLET 1-1.5(Storm L) 4,936.17 4,931.83 4,936.17 4,936.17 4,936.37 4,936.37 0.00 STUB 1-1.2-1 4,936.12 4,931.03 4,935.63 4,935.63 4,937.48 4,937.48 0.00 STUB 1-1.1-1 1 4,936.27 1 4,930.19 1 4,934.75 1 4,934.75 1 4,934.82 1 4,934.82 1 0.00 HAHartford Homes\CO Fort Collins HFH22-Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm F1 Amendment.stsw file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/doij rrkx.xml 5/9/2023 Page 1 of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL Outfall Flow Elevation Elevation (User Elevation (Total Boundary Label (Invert) (Rim)(ft) Out) Condition Type Defined (ft) (cfs) Tailwater) (ft) SD FES K 4,931.58 4,935.41 10.92 User Defined Tailwater 4,936.25 SD FES 1-1.0(Storm L) 4,928.10 4,932.48 144.70 User Defined Tailwater 4,933.15 SD FES L1A 4,928.21 4,931.50 13.85 User Defined Tailwater 4,933.15 HAHartford Homes\CO Fort Collins HFH22-Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm F1 Amendment.stsw file:///C:/Users/matthew pepin/AppData/Local/Temp/Bentley/StormCAD/eogfdv33.xm1 5/9/2023 f1H-1 SDf,•Ni 12-A.6 MH•2 SDM H 12-A 5 SLAM Q-A.-: PAH-.'is l ' Sr Apr.,%IAI f TIti:S DAR=Y N_E—K.1-A TSL, A�fA IW rT Mj A �U AIiLA INLtI K.2 3DARCAINL-T Mi.1 smm If. AREA 14LET G•A.1 F1-4fa�•� SD 12-A.3 5n Rr.4 I NI -T 13.a 7 SC A4RPONLET 5-k 1 Sr m 1 m SU Al f bN N Lt I i.I NHv SDUH 12-A.2 SO A+tA I LLt I I!%-A A Sp AREA IN LET I S A.'-.4 S]AR=A IN-ET h3.2 f H-zm r I Js, r•aH-3o f — Y •� ';r INI -T P 1 1r 1 1-3 j IAH-26 NIH-25 � SD INLET 11 I I IIM-,t 5,NH I--A I =DMH Is SD`AF 4 SLL1H 11 GAF-27 S�h•H 14 1 , h 1 j(j IFJ1 rT L3 1 r. A4M-5L � t .y SCF i .1unD YI -SE)INLEq INLET D2 SC FES J ] Y I ,•. ,SUIn4"Ja.2 So01F A* AiH :•' 1AF•11 SDf•4H J% SUM Jt• SD61-4 J5 3DNI 1.4 SDPA I J3 SGMI I J2 �D Inlet J:i 1 SD Inlet J2 1 E Page 1 of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL Conduit Length Sloe Capacity Hydraulic Hydraulic Energy .Energy Node (User p Diameter Manning's Flow Velocity p itY Grade Grade Grade Grade Headloss Label Start Node Stop Invert Invert (Calculated) (Full Flow) (Start)(ft) (Stop)(ft) Defined) (wft) (in) n (cfs) IWO (cfs) Line(In) Line(Out) Line(In) Line(Out) (ft) (ft) (ft) (ft) (ft) (ft) P-156(Storm 1) MH-1 SDMH 12-A.6 4,942.30 4,942.10 50.5 0.004 24.0 0.013 7.00 2.23 14.23 4,947.73 4.947.68 4,947.81 4,947.76 0.05 P-143(Storm 1) SDMH 12-A.6 SDMH 12-A.5 4,942.10 4,941.60 134.8 0.004 24.0 0.013 7.00 2.23 13.78 4.947.59 4,947.46 4,947.67 4,947.54 0.13 P-142(Storm 1) SDMH 12-A.5 SDMH 12-A.4 4,941.60 4,941.20 99.8 0.004 24.0 0.013 14.00 4.46 14.32 4,946.95 4,946.56 4,947.25 4,946.87 0.38 P-141(Storm 1) SDMH 12-A.4 SDMH 12-A.3 4,941.20 4,940.60 141.4 0.004 36.0 0.013 21.00 2.97 43.44 4,946.55 4.946.41 4,946.69 4,946.55 0.14 P-140(Storm 1) SDMH 12-A.3 SDMH 12-A.2 4,940.60 4,940.40 51.0 0.004 36.0 0.013 30.25 4.28 41.78 4,946.10 4,945.99 4,946.38 4,946.28 0.10 CO-32 SDMH 12-A.2 MH-33 4,940.40 4,939.95 108.0 0.004 42.0 0.013 39.50 4.11 64.94 4,945.81 4,945.65 4,946.08 4,945.91 0.17 CO-33 MH-33 SDMH 12-A.1 4,939.95 4,939.70 70.7 0.004 42.0 0.013 54.61 5.68 59.82 4,945.16 4,944.95 4,945.66 4,945.46 0.21 CO-36 SDMH 12 SD FES I(Storm 1) 4,937.25 4,937.00 - 0.004 54.0 0.013 100.75 6.33 125.31 4,944.27 4,944.11 4,944.90 4,944.73 0.16 C0-41 SDMH 12-A.1 0-4 4,939.70 4,939.52 61.4 0.003 15.0 0.013 15.46 0.00 3.50 4,944.28 4,940.76 4,946.75 4,943.23 3.52 CO-42 SDMH 12-A.1 SDMH 12 1 4,940.95 1 4,937.75 60.9 1 0.053 1 48.0 1 0.013 1 39.05 1 3.1.1 1 329.25 1 4,945.07 1 4,945.03 1 4,945.23 1 4,945.18 1 0.05 H:\H\Hartford Homes\CO Fort Collins HFH22-MulberrykOCMDrain Reports\Prop\HydraulicslFDP_F1\StormCAD\HFH022_Storm E_Split_Amendment F1.stsw file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StonnCAD/ig4Onuyi.xml 6/20/2023 Page 1 of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL Manhole Elevation Elevation Hydraulic Hydraulic Energy Energy Headloss Label Grade Line Grade Line Grade Line Grade Line (Rim)(ft) (Invert)(ft) (In)(ft) (Out)(ft) (In)(ft) (Out)(ft) (ft) MH-1 4,948.00 4,942.82 4,947.75 4,947.75 4,947.83 4,947.83 0.02 MH-33 4,946.64 4,939.74 4,945.30 4,945.26 4,945.80 4,945.76 0.14 SDMH 12 4,947.01 4,937.75 4,944.50 4,944.40 4,945.12 4,945.02 0.22 SDMH 12-A.1 4,946.69 4,937.55 4,945.10 4,945.10 4,945.26 4,945.26 0.03 SDMH 12-A.2 4,946.46 4,938.26 4,945.90 4,945.87 4,946.16 4,946.13 0.09 SDMH 12-A.3 4,946.72 4,940.69 4,946.21 4,946.15 4,946.50 4,946.44 0.12 SDMH 12-A.4 4,947.44 4,941.40 4,946.61 4,946.58 4,946.75 4,946.72 0.06 SDMH 12-A.5 4,947.84 4,941.90 4,947.20 4,947.01 4,947.51 4,947.32 0.25 SDMH 12-A.6 4,948.96 4,942.57 4,947.65 4,947.60 4,947.73 4,947.68 0.06 H:\H\Hartford Homes\CO Fort Collins HFH22- Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/oglfwcgi.xml 6/20/2023 Page 1 of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: GAL Outfall Flow Elevation Elevation (User Elevation (Total Boundary Label (Invert) Defined (ft) (Rim)(ft) Ofsj Condition Type Tailwater) (ft) SD FES I (Storm 1) 4,939.01 4,945.07 111.60 User Defined Tailwater 4,944.11 04 4,939.52 4,937.55 15.46 User Defined Tailwater 4,944.50 H:\H\Hartford Homes\CO Fort Collins HFH22- Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw file:///C:/Users/matthew pepin/AppData/Local/Temp/Bentley/StormCAD/hyugttla.xml 6/20/2023 Page 1 of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL Conduit Length Energy Energy Slope Capacity Hydraulic Hydraulic Label Start Node StopNode (User Diameter Manning Flow Velocity Grade Grade Headloss avert overt (Calculated) (Full Flow) Grade Line Grade Line (Start)(ft) (Stop)(ft) Defined) (flat) (in) n (cfs) (ft/s) (ots) (In)(ft) (Out)(ft) Line(in) Lin((Out) (ft) ( P-156(Storm 1) MH-1 SDMH 12-A.6 4,942.30 4,942.10 50.5 0.004 24.0 0.013 2.40 3.37 14.23 4,942.99 4,942.98 4.943.09 4,943.03 0.06 P-143(Storm 1) SDMH 12-A.6 SDMH 12-A.5 4,942.10 4,941.60 134.8 0.004 24.0 0,013 2.40 3.29 13.78 4,942.88 4,942.86 4,942.95 4.942.88 0.07 P-142(Storm 1) SDMH 12-A.5 SDMH 12-A.4 4,941.60 4,941.20 99.8 0.004 24.0 0.013 4.80 4.11 14.32 4,942.40 4,942.30 4,942.66 4,942.40 0.26 P-141(Storm 1) SDMH 12-A.4 SDMH 12-A.3 4,941.20 4,940.60 141.4 0.004 36.0 0.013 6.20 4.36 43.44 4,941.98 4,941.84 4.942.26 4,941.91 0.35 P-140(Storm 1) SDMH 12-A.3 SDMH 12-A.2 4,940.60 4,940.40 51.0 0.004 36.0 0.013 7.60 4.49 41.78 4,941.63 4,941.63 4,941.82 4,941.73 0.09 CO-32 SDMH 12-A.2 MH-33 4,940.40 4,939.95 108.0 0.004 42.0 0.013 9.00 4.75 64.94 4,941.38 4,941.41 4,941.64 4,941.49 0.15 CO-33 MH-33 SDMH 12-A.1 4,939.95 4,939.70 70.7 0.004 42.0 0.013 12.02 4.86 59.82 4,941.01 4,940.75 4,941.38 0.00 4,941.38 CO-36 SDMH 12 SD FES I(Storm 1) 4,937.25 4,937.00 0.004 54.0 0.013 14.33 5.24 125.31 4,939.01 4,939.01 4,939.10 4,939.08 0.02 C0-41 SDMH 12-A.1 0-4 4,939.70 4,939.52 61.4 0.003 15.0 0.013 12.01 0.00 3.50 4,942.88 4,940.74 4,944.37 4,942.25 2.12 CO-42 SDMH 12-A.1 SDMH 12 1 4,940.95 1 4,937.75 60.9 1 0.053 1 48.0 1 0.013 1 0.00 1 0.00 1 329.25 1 4,940.95 1 4,939.12 1 4,940.95 1 4,939.12 1 1.83 H:\H\Hartford Homes\CO Fort Collins HFH22-MulberrykOCMDrain Reports\Prop\HydraulicslFDP_Fl\StormCAD\HFH022_Storm E_Split_Amendment F1.stsw file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/iysl lwyO.xml 6/20/2023 Page 1 of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL Manhole Elevation Elevation Hydraulic Hydraulic Energy Energy Headloss Label Grade Line Grade Line Grade Line Grade Line (Rim)(ft) (Invert)(ft) (In)(ft) (Out)(ft) (In)(ft) (Out)(ft) (ft) MH-1 4,948.00 4,942.82 4,943.01 4,943.01 4,943.11 4,943.11 0.02 MH-33 4,946.64 4,939.74 4,941.09 4,941.09 4,941.46 4,941.45 0.07 SDMH 12 4,947.01 4,937.75 4,939.03 4,939.03 4,939.12 4,939.12 0.02 SDMH 12-A.1 4,946.69 4,937.55 (N/A) (N/A) (N/A) (N/A) 0.00 SDMH 12-A.2 4,946.46 4,938.26 4,941.43 4,941.43 4,941.69 4,941.69 0.05 SDMH 12-A.3 4,946.72 4,940.69 4,941.69 4,941.67 4,941.89 4,941.86 0.06 SDMH 12-A.4 4,947.44 4,941.40 4,942.08 4,942.04 4,942.36 4,942.32 0.10 SDMH 12-A.5 4,947.84 4,941.90 4,942.61 4,942.45 4,942.87 4,942.71 0.21 SDMH 12-A.6 4,948.96 4,942.57 4,942.94 4,942.89 4,943.01 4,942.96 0.06 H:\H\Hartford Homes\CO Fort Collins HFH22- Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw file:///C:/Users/matthew pepin/AppData/Local/Temp/Bentley/StormCAD/hj2dpjxz.xml 6/20/2023 Page 1 of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: GAL Outfall Flow Elevation Elevation Boundary (User Elevation (Total Label (Invert) (Rim)(ft) Out) Condition Defined (ft) (cfs) Type Tailwater) (ft) SD FES I (Storm 1) 4,939.01 4,945.07 23.24 Free Outfall - 04 4,939.52 4,937.55 12.01 Free Outfall - H:\H\Hartford Homes\CO Fort Collins HFH22- Mulberry\OCIV\Drain Reports\Prop\Hydraulics\FDP_F1 \StormCAD\HFH022_Storm E_Split_Amendment F1.stsw file:///C:/Users/matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/mmt4vwtr.xml 6/20/2023 Profile Report Engineering Profile - Storm 12-A SDMH 12 - SDMH 12-A.6 (HFH022_Storm E_Split_Amendment F1.stsw) SDMH 12-A.6 Rim:4,948.96 ft SDMH 12-A.5 Invert:4,942.57 ft SDMH 12-A.4 4,950.00 Rim:4,947.84 ft SDMH 12-A:3 SDMH 12-A.1-1 SDMH 12-A.1 SDMH 12 / Invert:4,941.90 ft `Rim:t:4,941.40 SDMH Rim: ,947.01 ft / Invert:4,941.40 ft Rim:4,946.72f gim.4,946.46ft Rim:4,946.64ft Rim:4,946.69ft Invert:4,937.75 ft I nvert:4,940. lhvert:4,938.26 ft Invert:4,939.74 ft Invert:4,937.55 4,945.00 - - - - 4 99.8 It @ 0.0.ft/ft P-141(Storm I):14. �$6 -1 Corm 1):51.0 It OQ111`08.0 ft 0.004 H/ Circle-36.0 in RCP CO-3 7 I m Circle 6.0 in RCP Circle-42.0 in P@ w Circle-4 m IwO�6 4,940.00 - - - - 4,935.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station(ft) StormCAD HFH022_Storm E_Split_Amendment F1.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.01.081 6/19/2023 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Storm 12-A SDMH 12 - SDMH 12-A.6 (HFH022_Storm E_Split_Amendment F1.stsw) SDMH 12-A.6 Rim:4,948.96 ft SDMH 12-A.5 Invert:4,942.57 ft SDMH 12-A.4 Rim:4,947.84 ft SDMH 12 4.950.00 Rim:4,947:44 ft I � SDMH 12-A:3 SDMH 12-A.1-1 SDMH 12-A.1 Invert:4,941.90ft ` SDMH 12-A.2 Rim:4,947.01 ft / Invert:4,941.40f Rim, 946.72 Dim 4,946.46ft Rimert:9,6.64ft Rim, 4437.55 Invert:4,937.75 ft Invert:4.,940. 1hvert:4,938.26ft Invert:4,939.74 ft Invert:4,937.55 4.945.00 - c 4 ft/ft :99.8 k @ 0.004 k/k P-141(Storm 1):14. �$6 `o RCP - 1 t -1 1):51 torm . . p4figt18.0 ft 0004. fli RCP Cir cle-36. i 0-33:7; ®�9 m 0i RCP 0 ft Circle 6.0 in RCP Circl -420 in P ft� w Circle-4 in 00 4,940.00 4,935.00 - -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station(ft) StormCAD HFH022_Storm E_Split_Amendment F1.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.01.081 6/19/2023 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Bloom Filing 1 Final Drainage Report Proposed SWMM Model 03/19/2021 00:15:00 CoFC_2yr CityofFortCollins A D Pond—A CooperSloughNorth Pond_D Pond A Outle B FPond D Outlet J1 C Pond B Pond E C1 Pond C Pond B utlet J2 CooperSlough Pond C Outlet /G G'Pond E Outlet 777j Pond G1 S4 Pond CII PondG1_Outlet 01 PondG Outlet J3 // F CommerdalPond Pond f d Hg1 iI Lake Cana Pond_I Outle I!T///.C5 and H OuteY JgCq Peakdew_Storm_Stub SWMM 5.1 Page 1 ***2-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ **************** Analysis Options **************** Flow Units . . . . . . . . . . . . . . . CFS Process Models: Rainfall/Runoff . . . . . . . . YES RDII . . . . . . . . . . . . . . . . . . . NO Snowmelt . . . . . . . . . . . . . . . NO Groundwater . . . . . . . . . . . . NO Flow Routing . . . . . . . . . . . YES Ponding Allowed . . . . . . . . NO Water Quality . . . . . . . . . . NO Infiltration Method . . . . . . HORTON Flow Routing Method . . . . . . KINWAVE Starting Date . . . . . . . . . . . . 03/19/2021 00:00:00 Ending Date . . . . . . . . . . . . . . 03/20/2021 00:00:00 Antecedent Dry Days . . . . . . 0.0 Report Time Step . . . . . . . . . 00:15:00 Wet Time Step . . . . . . . . . . . . 00:05:00 Dry Time Step . . . . . . . . . . . . 01:00:00 Routing Time Step . . . . . . . . 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation . . . . . . 18.191 0.978 Evaporation Loss . . . . . . . . . 0.000 0.000 Infiltration Loss . . . . . . . . 5.155 0.277 Surface Runoff . . . . . . . . . . . 11.762 0.633 Final Storage . . . . . . . . . . . . 1.334 0.072 Continuity Error (%) . . . . . -0.330 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow . . . . . . . 0.000 0.000 Wet Weather Inflow . . . . . . . 11.762 3.833 Groundwater Inflow . . . . . . . 0.000 0.000 RDII Inflow . . . . . . . . . . . . . . 0.000 0.000 External Inflow . . . . . . . . . . 0.000 0.000 External Outflow . . . . . . . . . 10.809 3.522 Flooding Loss . . . . . . . . . . . . 0.000 0.000 Evaporation Loss . . . . . . . . . 0.000 0.000 Exfiltration Loss . . . . . . . . 0.000 0.000 Initial Stored Volume . . . . 0.000 0.000 Final Stored Volume . . . . . . 0.945 0.308 Continuity Error (%) . . . . . 0.063 ******************************** Highest Flow Instability Indexes ******************************** Link Pond_C_Outlet (54) ************************* Routing Time Step Summary ************************* Minimum Time Step 30.00 sec Average Time Step 30.00 sec Maximum Time Step 30.00 sec of Time in Steady State 0.00 Average Iterations per Step 1.00 of Steps Not Converging 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Impery Pery Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.94 35.83 0.631 D 0.98 0.00 0.00 0.51 0.42 0.00 0.43 0.43 23.47 0.435 E 0.98 0.00 0.00 0.38 0.54 0.00 0.54 0.39 16.91 0.551 C 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.48 22.13 0.813 G 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.42 20.75 0.814 H 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.32 21.49 0.727 B 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.26 13.91 0.634 I 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.12 9.41 0.728 S4 0.98 0.00 0.00 0.20 0.70 0.02 0.72 0.02 2.01 0.731 S5 0.98 0.00 0.00 0.69 0.22 0.05 0.27 0.02 1.59 0.276 G1 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.44 22.00 0.814 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 31 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 33 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 34 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 01 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Pond_A STORAGE 0.51 2.30 4947.80 0 02:11 2.30 Pond_B STORAGE 0.97 2.80 4945.30 0 04:58 2.80 Pond_C STORAGE 0.24 2.49 4940.99 0 01:16 2.49 Pond_D STORAGE 0.86 1.03 4945.03 0 03:24 1.03 Pond_E STORAGE 0.28 1.11 4937.11 0 01:59 1.11 Pond_G STORAGE 0.51 3.01 4931.01 0 01:35 3.01 Pond_H STORAGE 0.48 2.36 4925.36 0 01:58 2.36 Pond_I STORAGE 2.49 2.87 4925.37 0 02:58 2.87 Fut_CommercialPond STORAGE 0.10 0.19 4924.19 0 02:07 0.18 Pond G1 STORAGE 0.56 2.27 2.27 0 02:11 2.27 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 0.35 0 03:24 0 0.198 0.000 31 JUNCTION 0.00 0.35 0 03:24 0 0.198 0.000 33 JUNCTION 0.00 7.77 0 01:35 0 0.82 0.000 34 JUNCTION 0.00 9.99 0 01:39 0 1.15 0.000 Peakview_Storm_Stub OUTFALL 0.00 9.99 0 01:39 0 1.15 0.000 CooperSlough OUTFALL 0.00 12.69 0 01:30 0 1.87 0.000 Lake-Canal OUTFALL 0.00 0.10 0 02:58 0 0.0588 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal 01 OUTFALL 0.00 2.56 0 02:11 0 0.443 0.000 Pond_A STORAGE 35.83 35.83 0 00:45 0.938 0.938 0.069 Pond_B STORAGE 13.91 17.84 0 00:45 0.258 1.2 0.021 Pond_C STORAGE 22.13 22.13 0 00:45 0.475 0.475 0.072 Pond_D STORAGE 23.47 23.47 0 00:40 0.429 0.429 -0.002 Pond_E STORAGE 16.91 16.91 0 00:45 0.389 0.389 0.058 Pond_G STORAGE 22.57 22.80 0 00:40 0.439 0.821 0.057 Pond_H STORAGE 21.49 21.49 0 00:40 0.321 0.321 0.071 Pond_I STORAGE 9.41 9.41 0 00:40 0.124 0.124 0.000 Fut_CommercialPond STORAGE 1.59 1.59 0 00:40 0.0155 0.0155 -0.004 Pond_G1 STORAGE 22.00 22.00 0 00:45 0.443 0.443 0.058 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ ------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ ------------ Pond_A 10.714 1.9 0.0 0.0 70.020 12.7 0 02:11 6.56 Pond_B 14.711 4.4 0.0 0.0 53.442 15.9 0 04:58 5.09 Pond_C 1.141 0.6 0.0 0.0 19.947 11.0 0 01:16 8.11 Pond_D 41.008 10.3 0.0 0.0 52.428 13.2 0 03:24 0.35 Pond_E 7.177 2.4 0.0 0.0 30.543 10.1 0 01:59 3.20 Pond_G 2.492 1.2 0.0 0.0 25.454 12.1 0 01:35 7.77 Pond_H 4.597 2.3 0.0 0.0 28.178 14.0 0 01:58 2.19 Pond_I 11.848 11.3 0.0 0.0 15.361 14.6 0 02:58 0.10 Fut_CommercialPond 0.957 3.2 0.0 0.0 1.850 6.2 0 02:07 0.05 Pond-GI 6.908 3.1 0.0 0.0 38.755 17.6 0 02:11 2.56 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.55 1.79 9.99 1.153 CooperSlough 99.55 2.90 12.69 1.867 Lake Canal 99.03 0.09 0.10 0.059 CooperSloughNorth 0.00 0.00 0.00 0.000 01 98.72 0.69 2.56 0.443 ----------------------------------------------------------- System 79.37 5.48 25.28 3.522 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ IFlowl Occurrence Ivelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.35 0 03:24 C2 DUMMY 0.35 0 03:24 C3 DUMMY 7.77 0 01:35 C4 DUMMY 9.99 0 01:39 Pond_H_Outlet ORIFICE 2.19 0 01:58 0.00 Pond_D_Outlet ORIFICE 0.35 0 03:24 0.00 Pond_E_Outlet ORIFICE 3.20 0 01:59 0.00 Pond_B_Outlet ORIFICE 5.09 0 04:58 0.00 Pond_C_Outlet ORIFICE 8.11 0 01:16 0.00 Pond_A_Outlet ORIFICE 6.56 0 02:11 0.00 PondG_Outlet ORIFICE 7.77 0 01:35 0.00 Pond_I_Outlet ORIFICE 0.10 0 02:58 0.00 C5 ORIFICE 0.05 0 02:07 0.00 PondG1 Outlet ORIFICE 2.56 0 02:11 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue May 9 16:24:04 2023 Analysis ended on: Tue May 9 16:24:04 2023 Total elapsed time: < 1 sec ***100-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ **************** Analysis Options **************** Flow Units . . . . . . . . . . . . . . . CFS Process Models: Rainfall/Runoff . . . . . . . . YES RDII . . . . . . . . . . . . . . . . . . . NO Snowmelt . . . . . . . . . . . . . . . NO Groundwater . . . . . . . . . . . . NO Flow Routing . . . . . . . . . . . YES Ponding Allowed . . . . . . . . NO Water Quality . . . . . . . . . . NO Infiltration Method . . . . . . HORTON Flow Routing Method . . . . . . KINWAVE Starting Date . . . . . . . . . . . . 03/19/2021 00:00:00 Ending Date . . . . . . . . . . . . . . 03/20/2021 00:00:00 Antecedent Dry Days . . . . . . 0.0 Report Time Step . . . . . . . . . 00:15:00 Wet Time Step . . . . . . . . . . . . 00:05:00 Dry Time Step . . . . . . . . . . . . 01:00:00 Routing Time Step . . . . . . . . 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation . . . . . . 68.225 3.669 Evaporation Loss . . . . . . . . . 0.000 0.000 Infiltration Loss . . . . . . . . 10.547 0.567 Surface Runoff . . . . . . . . . . . 56.639 3.046 Final Storage . . . . . . . . . . . . 1.335 0.072 Continuity Error (%) . . . . . -0.433 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow . . . . . . . 0.000 0.000 Wet Weather Inflow . . . . . . . 56.639 18.457 Groundwater Inflow . . . . . . . 0.000 0.000 RDII Inflow . . . . . . . . . . . . . . 0.000 0.000 External Inflow . . . . . . . . . . 0.000 0.000 External Outflow . . . . . . . . . 46.231 15.065 Flooding Loss . . . . . . . . . . . . 0.000 0.000 Evaporation Loss . . . . . . . . . 0.000 0.000 Exfiltration Loss . . . . . . . . 0.000 0.000 Initial Stored Volume . . . . 0.000 0.000 Final Stored Volume . . . . . . 10.394 3.387 Continuity Error (%) . . . . . 0.025 ******************************** Highest Flow Instability Indexes ******************************** Link Pond_C_Outlet (53) ************************* Routing Time Step Summary ************************* Minimum Time Step 30.00 sec Average Time Step 30.00 sec Maximum Time Step 30.00 sec of Time in Steady State 0.00 Average Iterations per Step 1.00 of Steps Not Converging 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Impery Pery Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 3.67 0.00 0.00 0.62 2.51 0.48 2.99 4.55 233.48 0.815 D 3.67 0.00 0.00 1.14 1.72 0.77 2.49 2.52 144.67 0.679 E 3.67 0.00 0.00 0.84 2.19 0.59 2.78 2.01 108.80 0.758 C 3.67 0.00 0.00 0.15 3.23 0.22 3.45 2.06 138.82 0.939 G 3.67 0.00 0.00 0.15 3.23 0.22 3.45 1.83 129.25 0.940 H 3.67 0.00 0.00 0.31 2.87 0.43 3.30 1.49 119.43 0.900 B 3.67 0.00 0.00 0.54 2.51 0.56 3.08 1.28 85.59 0.838 I 3.67 0.00 0.00 0.30 2.88 0.44 3.31 0.58 49.26 0.903 S4 3.67 0.00 0.00 0.29 2.80 0.52 3.32 0.08 8.81 0.906 S5 3.67 0.00 0.00 1.01 0.90 1.77 2.67 0.15 19.35 0.726 G1 3.67 0.00 0.00 0.15 3.23 0.22 3.45 1.92 136.89 0.940 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 31 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 33 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 34 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 01 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Pond_A STORAGE 3.18 6.54 4952.04 0 02:36 6.53 Pond_B STORAGE 6.13 7.11 4949.61 0 11:54 7.11 Pond_C STORAGE 1.24 5.94 4944.44 0 02:07 5.93 Pond_D STORAGE 3.87 4.29 4948.29 0 03:36 4.28 Pond_E STORAGE 1.54 5.17 4941.17 0 02:22 5.16 Pond_G STORAGE 3.14 7.98 4935.98 0 02:23 7.98 Pond_H STORAGE 3.46 8.00 4931.00 0 02:17 8.00 Pond_I STORAGE 5.30 5.60 4928.10 0 03:05 5.60 Fut_CommercialPond STORAGE 1.19 1.93 4925.93 0 02:09 1.92 Pond G1 STORAGE 3.33 5.99 5.99 0 02:25 5.99 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 0.75 0 03:36 0 0.454 0.000 31 JUNCTION 0.00 0.75 0 03:36 0 0.454 0.000 33 JUNCTION 0.00 13.51 0 02:23 0 3.9 0.000 34 JUNCTION 0.00 17.96 0 02:21 0 5.5 0.000 Peakview_Storm_Stub OUTFALL 0.00 17.96 0 02:21 0 5.5 0.000 CooperSlough OUTFALL 0.00 21.91 0 02:20 0 7.56 0.000 Lake-Canal OUTFALL 0.00 0.14 0 03:05 0 0.0866 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal 01 OUTFALL 0.00 4.37 0 02:25 0 1.92 0.000 Pond_A STORAGE 233.48 233.48 0 00:40 4.55 4.55 0.029 Pond_B STORAGE 85.59 92.51 0 00:40 1.28 5.82 0.002 Pond_C STORAGE 138.82 138.82 0 00:40 2.06 2.06 0.029 Pond_D STORAGE 144.67 144.67 0 00:40 2.52 2.52 -0.000 Pond_E STORAGE 108.80 108.80 0 00:40 2.01 2.01 0.046 Pond_G STORAGE 138.06 142.01 0 00:40 1.91 3.9 0.019 Pond_H STORAGE 119.43 119.43 0 00:40 1.49 1.49 0.031 Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 -0.000 Fut_CommercialPond STORAGE 19.35 19.35 0 00:40 0.153 0.153 0.004 Pond_G1 STORAGE 136.89 136.89 0 00:40 1.92 1.92 0.024 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ ------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ ------------ Pond_A 185.389 33.6 0.0 0.0 495.551 89.8 0 02:36 12.13 Pond_B 219.784 65.5 0.0 0.0 274.945 81.9 0 11:54 8.57 Pond_C 27.246 15.0 0.0 0.0 177.236 97.9 0 02:07 13.64 Pond_D 289.304 72.7 0.0 0.0 326.657 82.1 0 03:36 0.75 Pond_E 52.777 17.4 0.0 0.0 201.128 66.2 0 02:22 8.85 Pond_G 62.862 30.0 0.0 0.0 208.826 99.5 0 02:23 13.51 Pond_H 59.829 29.7 0.0 0.0 168.893 83.8 0 02:17 4.23 Pond_I 68.022 64.6 0.0 0.0 75.236 71.5 0 03:05 0.14 Fut_CommercialPond 11.941 39.8 0.0 0.0 19.259 64.2 0 02:09 0.22 Pond-GI 94.135 42.9 0.0 0.0 219.170 99.8 0 02:25 4.37 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.62 8.54 17.96 5.501 CooperSlough 99.58 11.74 21.91 7.558 Lake Canal 99.41 0.13 0.14 0.087 CooperSloughNorth 0.00 0.00 0.00 0.000 01 99.27 2.99 4.37 1.919 ----------------------------------------------------------- System 79.58 23.41 44.38 15.064 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ IFlowl Occurrence Ivelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.75 0 03:36 C2 DUMMY 0.75 0 03:36 C3 DUMMY 13.51 0 02:23 C4 DUMMY 17.96 0 02:21 Pond_H_Outlet ORIFICE 4.23 0 02:17 0.00 Pond_D_Outlet ORIFICE 0.75 0 03:36 0.00 Pond_E_Outlet ORIFICE 8.85 0 02:22 0.00 Pond_B_Outlet ORIFICE 8.57 0 11:54 0.00 Pond_C_Outlet ORIFICE 13.64 0 02:07 0.00 Pond_A_Outlet ORIFICE 12.13 0 02:36 0.00 PondG_Outlet ORIFICE 13.51 0 02:23 0.00 Pond_I_Outlet ORIFICE 0.14 0 03:05 0.00 C5 ORIFICE 0.22 0 02:09 0.00 PondG1 Outlet ORIFICE 4.37 0 02:25 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue May 9 16:22:43 2023 Analysis ended on: Tue May 9 16:22:43 2023 Total elapsed time: < 1 sec STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME(WQCV)OUTLET Project: Bloom Filing 1 Basin ID:Pond G1-Filing 1 Amendment WQCV Design Volume(Input): Catchment Imperviousness,la= 90.0 percent Catchment Area,A= 2050. acres Diameter of holes,D= 1.275 inches Depth at WQCV outlet above lowest perforation,H= 3.00 feet Number of holes per row,N= 1 Vertical distance between rows,h= 4.00 inches OR Number of rows,NIL= 9.00 Orifice discharge coefficient,Co= 0.65 Height of slot,H= inches Slope of Basin Trickle Channel,S= 0.008 ft/ft Width of slot,W= inches Time to Drain the Pond= 40 hours Watershed Design Information(Input): 0 ° 0 0 ° °0° Perforated 0 0 0 o Plate Percent Soil Type A= % 0 ° 0 0 0 o Examples Percent Soil Type B_ 0 % 0 0 0 p o° Percent Soil Type C/D= 100 Outlet Design Information(Output): Water Capture Volume,WQCV= 0. watershed 4„ inches 0 0 0 0 Water Quality Capture Volume(WQCV)= 0.685 acre-feet o o O 0 Design Volume e V1(WQQCV/12'Area'1.2)Vol= 0.823 823 acre-feet Outlet area per row,Ao= 1.28 square inches Total opening area at each raw based on user-input above,Ao= 1.28 square inches Total opening area at each row based on user-input above,Ao= 0.009 square feet 3 Central Elevations of Rows of Holes in feet Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 E 4927.11 4927.44 1 4927.78 1 4928.11 1 4928A4 4928.78 4929.11 1 4929.44 1 4929.r8 1 1 1 1 1 1 1 1 1 1 1 1 1 Flow Collection Capacity for Each Row of Hot"In do 4927.11 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 1 0.0000 0.00 4927.61 0.0327 0.0191 0.0000 0.0000 0 woo 0.0000 0.0000 0.0000 0.0000 0.05 4928.11 0.0462 0.0378 0.0265 0.0000 0.0001) 0.0000 0.0000 0.0000 0.0000 0.11 492861 0.0566 0.0500 0.0421 0.0327 0.0191 0.0000 0.0000 0.0000 0.0000 0.20 4929.11 0.0654 0,0597 0,0533 0.0462 0.0378 0.0265 0,0000 0.0000 0.0000 0.29 4929.61 0.0731 0.0681 0.0625 0.0566 0.0500 0.0421 0.0327 0.0191 0.0000 0.40 4930.11 0.0801 0.0755 0.0705 0.0654 0.0597 0.0533 0.0462 0.0378 0.0265 0.52 4930.61 0.0865 0.0823 0.0777 0.0731 0.0681 0.0625 0.0566 0.0500 0.0421 0.60 4931.11 0.0924 0.0885 0,0843 0.0801 0.0755 0.0705 0.0664 0.0597 0.0533 0.67 4931.61 1 0.0980 0.0944 0.0904 0.0865 0.0823 0.0777 0.0731 0.0681 0.0625 0.73 4932.11 1 0.1033 0.0999 0.0962 0.0924 0.0885 0.0843 0.0801 0.0755 0.0705 0.79 4932.61 1 0.1084 0.1051 0,1016 0.0980 0.0944 0.0904 0,0865 0.0823 0.0777 0.84 4933.11 1 0.1132 0.1101 0,1067 0.1033 0.0999 0.0962 0.0924 0.0885 0.0843 0.89 4933.61 1 0.1178 0.1148 0.1116 6.1084 0.1051 0.1016 0.0980 0.0944 0.0904 0.94 4934.11 1 0.1223 0.1194 0.1163 0.1132 0.1101 0.1067 0.1033 0.0999 0.0962 0.99 4934.61 0.1266 0.1238 0,1208 0.1178 0.1148 0.1116 0,1084 0.1051 0.1016 1.03 4935.11 0.1307 0.1280 0,1251 0.1223 0.1194 0.1163 0,1132 0.1101 0.1067 1.07 4935,61 0.1347 0.1321 0.1293 0.1266 0.1238 0.1208 0.1178 0.1148 0.1116 1.11 4936.11 0.1387 0.1361 0.1334 0.1307 0.1280 1 0.1251 0.1223 0.1194 1 0.1163 1.15 4936.61 0.1425 0.1400 0,1373 0.1347 0.1321 1 0.1293 0.1266 0.1238 0.1208 1.19 #WA #WA #WA #WA #WA #WA #WA #WA #WA #NIA #WA. #WA #WA #WA #WA #WA #WA #WA #WA #NIA #WA #WA #WA #WA #WA #WA #WA #WA #WA #NIA #WA #WA #WA #WA #WA #WA #WA #N/A #WA #N/A #WA #WA #WA #WA #WA #WA #WA #WA #WA #NIA #WA #WA. #WA #WA #N/A #WA. #WA #WA #WA #NIA #WA #WA #WA #WA #WA #WA #WA #WA #WA #NIA #WA #WA MA #WA #WA #WA MA #WA #WA #N/A #WA #WA #WA #WA #WA #WA #WA #WA #WA. #N/A #WA #WA. #WA #WA #WA #WA #WA #WA #WA #WA #WA #N/A #WA #WA #WA #WA #WA #WA #WA #NIA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA. #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA. #WA #WA #WA #WA. #WA #WA #WA #WA #WA #WA #WA #WA #WA #N/A #WA #WA #WA #NIA #WA #NIA #WA #WA #WA MA #WA MA #WA #N/A #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #N/A #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA .#WA #WA #WA #WA MIA #WA #NIA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #N/A #WA #N/A #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA #WA Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Row i Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 24 HFH22_Pond Gl WQCV_Fl Amendment.As,WQCV 5/8/2023,3:46 PM STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME(WQCV)OUTLET Project: Bloom Filing 1 Basin ID:Pond G1-Filing 1 Amendment STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4938.00 0. 0 0. 0 0. 0 0. 0 0. 0 1. 0 1.0 1. 0 4936.00 4934.00 N N N 4932.00 N aI :6 4930.00 4928.00 4926.00 Discharge(cfs) HFH22_Pond G1 WQCV_F1 AmenomentAs,WQCV 5/8/2023,3:46 PM F_ RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Bloom Filing 1 Basin ID: Pond G1 Restrictor Plate x o _ / — � o 0 0 'o _i #1 Vertical #2 Vertical Sizinq the Restrictor Plate for Circular Vertical Orifices or Pipes (input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 5.99 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert= 0.00 Required Peak Flow through Orifice at Design Depth Q = 4.37 Pipe/Vertical Orifice Diameter(inches) Dia =1 18.0 Orifice Coefficient Co= 0.65 Full-flow Capacity(Calculated) Full-flow area Af= 1.77 Half Central Angle in Radians Theta = 3.14 Full-flow capacity Qf= 21.1 Percent of Design Flow= 483% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 1.05 Flow area Ao= 0.35 Top width of Orifice(inches) To= 15.61 Height from Invert of Orifice to Bottom of Plate(feet) Yo= 0.38 Elevation of Bottom of Plate Elev Plate Bottom Edge= 0.38 Resultant Peak Flow Through Orifice at Design Depth Qo= 4.4 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1 0.92 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =1 0.19 HFH22 Pond G1 WQCV F1 Amendment.xls, Restrictor Plate 5/8/2023, 3:46 PM STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME(WQCV)OUTLET Project: Bloom Filing 1 Basin ID:Pond G WQCV Design Volume(Input): Catchment Imperviousness,la= 90.0 percent Catchment Area,A= 19.50 acres Diameter of holes,0= 1.593 inches Depth at WQCV outlet above lowest perforation,H= 3.75 feet Number of holes per row,N= 1 Vertical distance between rows,h= 4.00 inches OR Number of rows,NIL= 11.00 Orifice discharge coefficient,Co= 0.65 Height of slot,H= inches Slope of Basin Trickle Channel,S= 0.008 ft/ft Width of slot,W= inches Time to Drain the Pond= 40 hours Watershed Design Information(Input): plae ° ° ° ° Perforated PercentTypeBFfl Exatmples Percent Soil Type C/D= 100 Outlet Design Information(Output): Water Quality Capture Volume,WQCV= 0.401 watershed ,� inches 0 0 0 0 Water Quality Capture Volume(WQCV)= 0.652 acre-feet o O O 0 Design Volume(WQCV/12'Area.1.2)Vol= 0.782 acre-feet Outlet area per row,Ao= 1.08 square inches Total opening area at each raw based on user-input above,Ao= 1.99 square inches Total opening area at each row based on user-input above,Ao= 0.014 square feet 3 Central Elevations of Rows of Holes in feet Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 E 4929.00 4929.33 1 4929.67 1 4930.00 1 4930.33 4930.67 4931.00 1 4931.33 1 4931.67 4932.00 1 4932.33 1 1 1 1 1 1 1 1 1 1 1 1 1 Flow Collection Capacity for Each Row of Holes In dfs 4929.00 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 1 0,0000 0.0000 1 0.0000 0.00 4929.50 0.0511 0.0298 0.0000 0.0000 0:woo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.08 4930.00 0.0722 0.0591 0.0415 0.0000 0.0000 6.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.17 4930.50 0.0885 0.0781 0.0658 0.0511 OM98 0.0000 0.0000 MOW 0.0000 0.0000 0.0000 0.31 4931.00 0.1022 0,0933 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 0.0000 0.0000 0,0000 0.45 4931.50 0.1142 0.1064 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 0.0000 0.0000 0.0000 0.63 4932.00 0.1251 0.1180 0.1103 0.1022 0.0933 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 0.81 4932.50 0.1351 0.1286 0.1215 0.1142 0.1064 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 1.02 4933.00 0.1445 0,1384 0.1318 0.1251 0.1180 0..1103 0.1022 0.0933 0.0833 0,0722 0.0591 1.18 4933.50 0.1532 01475 0.1414 0.1351 0.1286 01215 0.1142 0.1064 0.0977 00885 0.0781 1.31 4934.00 0.1815 0.1561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 0.1103 0.1022 0.0933 1.43 4934.50 0.1694 0.1642 0.1588 0.1532 0.1475 0.1414 0,1351 0.1286 0.1215 0.1142 0,1064 1.54 4935.00 0.1769 0.1720 0.1668 0.1615 0.1561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 1.64 4935.50 0.1842 0.1794 0.1744 0.1694 0.1642 0.1588 0.1532 0.1475 0.1414 0.1351 0.1286 1.74 4936.00 0.1911 0.1866 0.1817 0.1769 0.1720 0.1668 0.1615 0.1561 0.1503 0.1445 0.1384 1.83 4936.50 0.1978 0.1934 0.1888 0.1842 0.1794 0.1744 0.1694 0.1642 0.1688 0.1532 0.1475 1.91 4937.00 0.2043 0.2001 0.1956 0.1911 0.1866 0.1817 0,1769 0.1720 0.1668 0.1615 0,1561 1.99 4937.50 0.2106 0.2065 0.2021 0.1978 0.1934 0.1888 0.1842 0.1794 0.1744 K02106 0.1642 2.07 4938.00 0.2167 0.2127 0.2085 0.2043 0.2001 0.1956 0.1911 0.1866 0.1817 0.1720 2.15 4938.50 02226 0.2187 0.2147 0.2106 02065 0.2021 0.1978 0.1934 0.1888 0.1794 2.22 4939.00 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2043 0.2001 0.1956 0.1866 2.29 4939.50 0.2341 0.2304 0.2265 0.2228 0.2187 0.2147 0.2106 0.2065 0.2021 0.1934 2.36 4940.00 0.2396 0.2360 0.2322 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2001 2.42 4940.50 0.2450 0.2414 0.2377 0.2341 0.2304 0.2265 0.2226 0.2187 0.2147 02065 2.49 4941.00 02502 02468 02431 02396 02360 0.2322 0,2284 0.2246 0.2206 0,2127 2.55 4941.50 02554 02520 02485 02450 02414 02377 02341 02304 02265 02187 2.61 494200 02604 02571 02536 02502 02468 02431 02396 02360 02322 0.2246 2.67 4942.50 0.2654 0.2621 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 0.2377 0.2341 0.2304 2.73 4943.00 02703 0.2671 0,2637 0.2604 02571 0.2536 0,2502 0.2468 02431 0.2396 0,2360 2.79 4943.50 0.2751 0.2719 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 2.84 4944.00 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 2.90 4944.50 0.2844 0.2813 0.2782 02751 0.2719 0.2686 0.2654 02621 0.2587 0.2554 0.2520 2.95 4945.00 02889 0.2859 0.2828 0.2798 02767 0.2734 0.2703 0.2671 02637 0.2604 0,2571 3.01 4945.50 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 3.06 4946.00 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671 3.11 4946.50 0.3022 0.2993 0.2963 02934 0.2905 0.2874 0.2844 02813 0.2782 0.2751 0.2719 3.16 4947.00 0.3065 0.3036 0.3007 0.2978 0.2949 0.2919 02889 0.2859 0.2828 0.2798 02767 3.21 4947.50 0.3107 0.3079 0.3050 0.3022 0.2993 0.2963 0.2934 0.2905 1 0.2874 0.2844 0.2813 3.26 4948.00 0.3149 0.3121 0.3093 0.3065 0.3036 0.3007 0.2978 0.2949 0.2919 0.2889 0.2859 3.31 4948.50 0,3190 0,3163 0.3135 0.3107 0.3079 0,3050 0.3022 0.2993 0.2963 0,2934 0,2905 3.35 4949.00 0.3230 0.3204 0.3176 0.3149 0.3121 0.3093 0.3065 0.3036 0.3007 0.2978 0.2949 3.40 4949.50 0.3271 0.3244 0.3217 0.3190 0.3163 0.3135 0.3107 0.3079 0.3050 0.3022 0.2993 3.45 4950.00 0.3310 0.3284 0.3257 0.3230 03204 0.3176 0.3149 0.3121 03093 0.3065 0.3036 3.49 4950.50 0.3349 0.3324 0.3297 0.3271 0.3244 03217 0.3190 0.3163 0.3135 0.3107 0.3079 3:54 Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 24 HFH22_Pond G WQCV_Fl Amendmentxls,WQCV 5/8/2023,3:44 PM STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME(WQCV)OUTLET Project: Bloom Filing 1 Basin ID:Pond G STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4955.00 0.100 0. 0 1.00 1. 0 2.10 2. 0 1110 3.50 4.10 4950.00 4945.00 N N N 4940.00 N aI :6 4935.00 4930.00 4925.00 Discharge(cfs) HFH22_Pond G WQC%_F7 A—drnentAs,WQCV 5/8/2023,3:44 PM F_ RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Bloom Filing 1 Basin ID: Pond G Restrictor Plate o I'DX _ / — � o 0 0 C 'o _i #1 Vertical #2 Vertical Sizinq the Restrictor Plate for Circular Vertical Orifices or Pipes (input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 7.98 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert= 0.00 Required Peak Flow through Orifice at Design Depth Q = 13.51 Pipe/Vertical Orifice Diameter(inches) Dia = 18.0 Orifice Coefficient Co= 0.65 Full-flow Capacity(Calculated) Full-flow area Af= 1.77 Half Central Angle in Radians Theta = 3.14 Full-flow capacity Qf= 24.8 Percent of Design Flow= 183% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 1.62 Flow area Ao= 0.94 Top width of Orifice(inches) To= 17.98 Height from Invert of Orifice to Bottom of Plate(feet) Yo= 0.79 Elevation of Bottom of Plate Elev Plate Bottom Edge= 0.79 Resultant Peak Flow Through Orifice at Design Depth Qo= 13.5 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1 1.19 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =1 0.40 HFH22 Pond G WQCV F1 Amendment.xls, Restrictor Plate 5/8/2023, 3:42 PM _ PROPOSED MAJOR CONTOUR j ------- ------------------- \ _ ' - 4y� - - PROPOSED MINOR CONTOUR36 Gamuloway -------------- ao� �� - _ �\ \ - --- 82---- -- - - -- --- --- EXISTING MAJOR CONTOUR - - -4835- - - ------------------------------ L _ \ - - - - aao ' _ `\ \ - _ EXISTING MINOR CONTOUR 36 ----- ° � 77 EXISTING STORM DRAIN - - - SD - - - 5265 Ronald Reagan Blvd.,Suite 210 \ - - - - - - - Johnstown,CO 80534 PROPOSED STORM DRAIN � \ ` \ 970.800.3300 �. D21 \ \ \ PROPOSED STORM INLET 8 aaa ao� GallowayUS.com A'•;r+••~ ` \ PROPERTY BOUNDARY - i :'-;:•, ; � \ \\ \ � PROPOSED RIGHT-OF-WAY q0A 0.15 2.84 \ \ `\ PROPOSED LOTUNE ID ffl l P, \ \ ------------- 0.19 acres \ \ \ \ \ \ EASEMENT LINE \ \ \ ou aoa \ \ BASIN ID - .. }• � 1 � '�. � �' , �,�\ `� ,� \ ; \ '\.\ � Al 2-YR RUNOFF COEFFICIENT 0.05 pp� CIOf 2.50 \ \` \ \ ♦`\ \ 0.35 acres BASIN AREA 7 1 ♦ ` \ \ ♦\ 7/ 100-YR RUNOFF (ACRES) ,• : ti I D 1 `\ \\ \ \ ♦ COEFFICIENT 0.59 1 .37 \\ ` �. \ \ \ �.v 1 I 1 \ a�,4 \ \ `\\ \ \ l DESIGN POINT �q COPYRIGHT i 0.73 acres ____ ::. �'' \ \ \ THESE PLANS ARE AN INSTRUMENT OF SERVICE ----- - --- ---r I- ;�, \ \ DETENTION POND BASIN BOUNDARY AND ARE THE PROPERTY OF GALLOWAY,AND MAY (i.e.,MHFD-Detention_v4.03 and/or SWMM) --., •r • :+ ' : ___ _ \`♦\ \ \\ ";: 4 O \ \ \ \ NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED \ \ ♦ 72 WITHOUT THE WRITTEN CONSENT OF GALLOW . ,� \\ \\ \\ \ \ ♦ \ SUB-BASIN BOUNDARY(i.e.,Rational Method) COPYRIGHTS AND INFRINGEMENTS WILL BE -12 W - 1- - - - - W ♦ \ \ \ FEMA CROSS SECTION � anu ENFORCED AND PROSECUTED. \\ \ �'' � \ \ \ ` _ - \\ \ \ "' �\ \ ♦\ \ K EYMAP ECTION Aj - \ ( LANDSCAPING) .. : .: ...:.. :• :-: \ I I _ \�\ ♦`\\ \ \ 71 OVERLAND FLOW GIR I r---------I r--------1 n-----------1, - ----- , \I I I \`�� \ \\ \ \ DIRECT FLOW DIRECTION \ I I I \ \\ \ ♦\ \ (I.E.,PAVEMENT,CURB AND GUTTER) I I I I I I � � I '•'I I I � I I \\ \ I I I I I I I � I I �� I I I I . \ \ � ♦ \ 4970 APPROXIMATE DETENTION POND I I I I I I f I I \ OVERFLOW PATH 100-Year 100-Year �r i �♦ 1► \ \\ \ \ `\ \ Detention Pond CV aGc ft Volume 1 W EL r Release Rate I I LOT 12 I I LOT 13 I I LOT 14 I I r. \\ \\ \\ \ \ aC-ft CfS I I I I I I I `.•. I I I I I � I I I I I I I I I I I I I ♦♦ \ I I I I I I I I I I '• I \� \\ \ \ ♦ IRRIGATION POND LIMITS I I I I \ \ \ '� \ \\ \\ \ `\ \ A N/A 10.5 4953.73 12.1 '' I I I L ------ - --- I I- \ � \♦ \ S \`\ ` \i` \` 67 `\ \ \ 69 B N/A 6.6 4948.31 8.6 J L-------J L-------J L----------J I I I - \\ \ \\ \ ♦ \ \ C N/A 4.6 4944.9 13.6 I I 1 r-----------7 ---------------- }, I I .•........: D 0.23 6.4 4946.3 0.75 %> \\ �� \\ \\ ♦\\ \ \ E 0.38 5.1 4944.16 8.9 D12 I G N/A 4.8 4933.15 13.5 I I LOT 19 G1 N/A 5.1 4936.25 4.4 // ,'' \♦� H N/A 4.4 4933 4.2 LOT 20 064 i I 1 � . � ` '� � ♦ \ \ \ ♦ � I N/A 1.7 4930.54 0.15 48 i :•' 0.80 acres // / I i i i - --- --_ y .'' ♦♦\ / >'� ♦\ Y ' \ SDMH H2 (PRIVATE\ BASIN SUMMARY TABLE D3 . 1 D 21 ` :i ;. MH-ECCENTRIC (6' 0) \ `\ J , I ♦ \ \ ♦ C1oo Tributary Area Cz t�1z-v.ar tc Iioo-v.ar Qz Qioo ` /' / I ■ I \ ♦ e \ \ ♦ Sub-basin acres min min) (cfs) (cfs `` /' ,/ I ■I I I I I \�'•v.. }`\v/�'//,' LOT 18 I �I I I II II II 0 D1 1.37 0.59 0.73 10.8 8.4 1.7 8.5 .60 D2 3.29 09 0.74 15.9 15.9 3.6 15.50.71 D3 1.11 09 0.86 10.2 7.4 1.7 8.5// ♦\ \\ / �Q ♦\ \ ,� \ \ \ D3.1 0.71 0.60 0.75 13.2 10.7 1.3 4.0 0.75 acres / \ \ / `� \ \ \\ `�O \ \ `\ D4 1.04 0.60 0.75 - - 1.3 6.6 D5 1.13 0.62 0.77 12.8 10.3 1.4 6.6 \ I I I r I'. \`------------ I:,• I / \ /, �� \ \ \ \ D6 1.32 0.63 0.78 13.8 11.3 1.6 7.7 d{{•• I ..• , ♦\ \ \ D7 1:57 0.62 0.78 12.$ 1 D.3 2.0 9.4 r- ---, Ir' I I 1 I ' ' ` \9 \ \\\ DS 1.24 0.60 0.75 6.a 5.4 2.0 9.1 ---------- •. ♦♦ �" ..♦ \\\ ♦\ Ds.1 0.17 0.79 0.79 6.1 6.0 2.3 1.7SDMH H3 (PRIVATE) � � I --- --- --� \ \ D9 1.00 0.63 0.79 6.9 6.0 2.6 11.8 ------ --- D 3 MH-ECCENTRIC (5' 0) \ \ D10 0.54 0.72 0.91 7.8 5.0 - 4.9 I LOT 17 I I ---- -- ------ ------- \ ` \` \ `\ D11 1.15 0.65 0.81 9.6 6.9 1.7 8.5 ' I I �I ::• I I Jam` \ \ \ \ D12 1.48 0.64 0.80 11.6 9.4 2.0 9.4 U) I j �� I I I ♦` ` ♦♦ ••; .♦ \ \\ D13 0.97 0.20 0.26 11.9 11.9 0.4 1.8 SDMH H1 (PRIVATE \ \ \ \ D14 0.75 0.70 0.87 6.2 5.0 1.4 6.5 7 �' I I I �• I \ \ r H-E CCENTRIC (5' 0\ ♦ ♦ D16 1. . 0..74 8.3 57.1 1.0 4.70.69 3 0.79 10.7 9.4 1.3 5.9 SD INLET H5.1 (PUBLIC) \ � 0 7 091 2 0 2 9 L------------- 0.86 acres INLET (10')� \ \� �� \ \ \ D17 1.07 0.72 0.90 6.2 5.0 2.1 9.6 SDMH H4 (PUBLIC) \ \ \ ♦ D18 0.37 0.25 0.31 13.1 13.1 0.2 0.8 MH-ECCENTRIC (5' 0) ♦♦ \\ \ • D19 0.62 0.79 0.99 13.3 11.4 1.0 4.5 \\ \ ` �� D20 0.60 0.82 1.00 9.2 7.5 1.1 5.3 7 UJ LOT 16 I I +I ( I , �CA a�GQ \\ \\ \� \ \ D22 0.24 0.15 0.19 5.6 15.5 0.5.1 1 0.4 W _J I N I I I I D13 , ,/ �� ,o SDMH H5 (PUBLIC) \ \ \\ D21 . 1 D23 0.68 0.43 0.53 9.8 8.7 0.7 3.0 z I I I I �� D3 oG0 MH-ECCENTRIC (6' �O. D24 3.02 0.15 0.19 5.0 5.0 1.3 5.6 ~ O o •�: s � \ \ ,�,• OS1 0.70 0.4a 0.55 9,0 7.8 D.7 3.3 LJJ I BLOCK 21 I I I ( \>0`� its RCP (PUBLIC) \` \` \` \\ \ \�� OS2 054 035 044 90 81 04 20 I I I I L-------- _ SDMH H6 PUBUC Q U 0.20 ------ ------ GQ` SD INLET H5.1A (PUBLIC) ',• ♦ D 2 \ \� 2 84 OS3 0.85 0.33 0.41 12.4 11.8 0.6 2.6 O f I I 0.97 ,. - NTRIC (5' 0) - ( \ \ \�G', Z MH ECCE OS4 0.29 0.46 0.57 5.0 5,0 0.4 1.7 _ • � �,�g I CDOT TYPE R INLET ... \\ \\ OS5 0.15 0.79 0.99 5.0 5.0 D.3 1.5 '^ o ;: I I 0.26 acres �,�� D4 I `\ `\ 0.19 acres OS6 D a3 0.75 8.2 7.2 0.6 2.9 w - J I r ---- 1 ■ I I Q�� I \ \ \ \ OS7 0.41 0.57 0.72 S.a 7.4 0.6 2.6 J..•')j •-,• 8U„w II IjvII •'. ...iiIl-,`•_`.�-•..;-<-.-•.::-.;- •.•-•..'-,,-`'-•::--,••-':-s'�-:.w.-. '-J:iIIj II ��• II.• y`:'=.'.".'. IIIIIII IIII � I� I� D 11 2. ..•:II: "•• ,_ :.;, :: '• 's•:: ".: ' SRDC MP �FU a Fi' t /' , IjIIII I1IIII ♦ .. \ \\ \\\ \ \ \\ 1 \ E2 096 076 0.955 6.0 5.0 2.0 9. w ULOT15 0.59 E3 0.80 0.68 0.85 10.7 9.4 1.2 5.43.2Q E3.1 0.80 0.68 0.85 10.7 9.4 1.2 5.4 0 JG O 16" RCP (PUBLIC) SDMH H7 (PUBLIC) 0.74 acres E4 0.40 0.22 0.28 10.3 9.8 0.2 0.9 1.07 as a 5.0 sMH-ECCENTRIC (5' m) \ 1.1 4.9 H8 (PUBUC) D5 36A FES \ E7 1:03 074 092 5.0 O MH-ECCENTRIC (5' 0) E8 035 0.21 0.27 10.4 9.9 OE9 1.07 0.72 0.90 5.0 5.0 2.2 9.6I7 E10 1.03 074 093 5.0 5.0 2.2 9.5 BC) 0.68 8.8 7.9 0.5 2.3SD AREA INLET H9 (PU 062 1 .13 E11.1 0.34 0.68 0.85 7.9 6 7 0.6 2.7 4CDOT-TYPE 13 COMBO INLET (TRIPLE) 0.77 acres E12 0.44 0.79 0.99 7.2 5.9 0.9 4.1D4 LJU D21M E12.1 0.21 0.94 1.00 5.0 5.0 0.6 2.1 `'J E13 0.59 0.15 0.19 10.1 9:$ 0.2 0.9 ( '°;•' ' ' I \ : • 0.5 2.2 1 I f :,•:• I �•. ..:.. ,� �^.II L � III .1. • � _ - I I ♦ \)I I J X O EE1146.1 11..:.3000 00...8105 001...081091 11940.2...0$ 1 104...08 2.3 9 1410...220O60 CDOT-TYPE C INLET (35 E15 057 082 1.00 144 123 0.9 4.1 _ Date Issue Description A Init. � - E15.1 0.56 0.80 1.00 10.0 10.0 1.0 4:3 ---_-_ - ---------------, 0.75 acres E17 059 0.65 24" RCP (PRIVA 0.55 0.69 10.1 8.8 0.5 2.3 P 1 05/1012023 F1 AMENDMENT JEP .: II LOT 1 _ _ ---- - _ -�- _ I r I I E18 0,41 0.55 0,69 7.8 6,6 0.6 2.6 ui E19 2.72 0.80 1:00 10.0 10.0 1 4.8 21.0 - __------- _---_- --J I I I I I _ Lli E20 0.74 0.76 0.95 15.7 15.7 1.0 4.5 I I I -------------------- ----- I I I E20.1 0.23 0.76 0.96 8.5 7.0 0.4 2.0 BLOCK 22 ( I I ------------ -------------- I \v ~• I r- ---- ----------- E21 1.04 0.20 0.26 14.0 14.0 0.4 1.8 E22 0.99 0.76 0.96 5.0 5.0 0.4 9.4 I I I I I E23 0.99 0.77 0.96 5. ----- J - L---- ------- • I I - - - / I - - - - - - - I- _ E24 U. 0.54 0.67 12.8 11.6 0.8 3.6 I I I I I r-----------------1 I I \ I I - I w E2a.1 0.36 0.67 0.84 11.6 9.a D.5 2:4 E25 0.74 0.78 0.98 14.0 13.3 1 1.1 5.0 E25.1 0.19 0.62 0.78 9.8 8.5 0.3 1.2 e LOT 2 i i / i I ///�� W I I I I I E26 2.39 0.80 1.00 10.0 10.0 0.3 18.5 E26.1 0.72 0.80 1.00 10.0 10.0 1.3 5.5 - ;:�I I I I I E27 0.33 0.69 0.86 6.5 5,0 0.6 2.9 _ I„I„I E28 0.84 0.76 0.95 14.6 14.6 1.2 5.3 E29 1.77 0.15 0.19 5.0 5.0 0.8 3.3 _ J I I Ij_• I I ` LII --------- ------ II III II E30 1..04 0..77 0...97 15..7 15..7 1.5 6.40.63 � r ---------------- D 7 1 .32 A-G1 1:91 071 088 186 186 2.3 9.9 LOT3 0.78 acres A-G2 020 0.76 094 5.0 5.0 0.4 1.9 - N A-G3 1.15 0.78 0.98 16.5 16.5 1.6 7.0 Y I • I I 1 y L` N .� I I I I ' L-- ---------- _------ ------- ________ '• L A-G4 1.15 0.79 0.99 17.7 17.7 1.6 6.9 i SO INLET E3.1 A-G5 0.87 0.54 0.68 13.4 13.0 0.9 4.1 -------- (PUBLIC ) - `t •a 0.62 I ;: �, :. 6 (PU LIC) _ T (10'), A-G6 0.83 0.58 0.73 11.1 10:0 1.0 4.6 ..:•'• :. T TYPE R INLE �.�.i,. ...:;.•.. L_______________J 1 .57 I D6 __: SD INLET E L ( ),' CDOSDMH E3 (PUBUC) c� .J I :'•' I I i• ' � � •� � •' •• � CDOT-TYPE R INLET 10 G5 0.34 0.77 0.96 9.0 7.6 0.6 2.9 G a �, G6 0.37 0.77 0.96 9,0 7.6 0.7 3.1 I ----------------, i +'. I 0.78 acres I SDMH E5 (PUBUC) MH-FLAT TOP (T0) m Gs1 Day 9.0 7.6 0.8 38 z I I I I I n� p� G7.1 0.42 0.81 1.00 8.7 7.3 0.8 3.7 I I I I LOT4 I I I �� SD INLET E5.1 (PUBUC) -tea J MH-FLAT TOP (6'0) SD INLET E3.1A (PUBUC) �7 0.46 0.78 0.98 6.8 5.4 0.9 4.4 CDOT-TYPE R INLET (10') G8 0.48 0.78 0.97 6.9 5.5 1.0 4.5 Project Na: HFH000022 CDOT-TYPE R INLET (10') X 38" HE-RCP (PUBUC) 29" X 45" HE RCP (PUBLIC) 3' X 60" HE-RCP H1 0.44 0.77 0.97 7.3 5.9 0.0 4.1 Drawn By: JKD ■ ■ � . ■ . ■ � ! /. W EV■ .^ 1 IC� -- M O.92 0.80 1.00 7.3 5.8 1.0 8.9 H3 0.92 o.s0 1.00 7.3 5.s 1.o s.s Checked By: JEP MATC H L I N E-SEE SHEET C, 0. 1 NOTES: Ha 102 0.80 0.99 7.4 5.9 1.9 9.7 1, PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAINIFLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF Date: 11.07.2022 U FUT-A 5600 0.80 1.00 CITY MUNICIPAL CODE. FUT-B 15.30 MO 1.00 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION FUT-C 22.00 o.so 1.00 DRAINAGE PLAN NOTES CONTINUED: ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER 5. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL SLOUGH FLOODPLAIN LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE 0 0 FACILITIES. IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY REQUIREMENTS OF ELEVATING TO THE RFPE. 0 10 20 50 CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. 6. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. �■■ - Know what'sbel ow. C1 0 , 0 z SCALE:1"=50' Call beforeyoudig. ii MATCHLINE-SEE SHEET C10.0W-W-ULPRWFFIL m m m -_ Gammoway -, r-----------------I I 0.78 acres i SDMH E5 (PUBLIC) MH-FLAT TOP (T0) j LOT 4 I I : I I I v �°� - - 5265 Ronald Reagan Blvd.,Suite 210 t I �� SD INLET E5.1 (PUBUC)�-tea MH-FLAT TOP (6'0) SD INLET E3.1A (PUBLIC) I I I I I C CDOT-TYPE R INLET (10') Johnstown,CO 80534 I I I I I CDOT-TYPE R INLET (10') - v - 970.800.3300 R14N - �IE-RCI Gallow y S com E" X (PUBLIC) �29" X 45" HE RCP (PUBUC) 8" X 60" aas aaa _J I : I . :•�-:: .:• : : ••'.:: •.�• H E4 (PUBLIC) • }: - . 38" HE RCP (PU C) } �---------------� i i - - --- ------- - - ------ ------- D8 I -FLAT TOP (6,0) . . .. RCP (PUBUC) : mil - --____-- --- -------- - ------ ------- [ .. ... ...:. .... r----------------� i i i i ---- , - - I, I• LOT 5 I I I I I I I I _1W N I IUl I I y I I I D10I I D 8 - -_ I I I I I I I I I 0.6 qob I I I I ' I D8 . 1 'I I I I I ` ' I 8 q021 .24D 14 0.720.60 ; ■ ' LOT 6 I I 0.54 ; 0.75 acres 0.79 0.91 acres 0.17 0.70 �I I � 0.99 acres 0.75 - L_______________� i --- - ---- ----------------------- - 0.87 acres - -- ----- -------- ---- .: I -- - ---- ------------------- ----- --- -- I SDMH Z5 (PUBLIC) i I n i i ■ I J BLOCK 22 i I I I / MH ECCENTRIC (5' 0) I D �/ I I Iv � `. ��// SD INLET Z5.1 (PUBLIC) 24" RCP (PUBLIC);D INLET Z6 (PUBLIC) I I _J / i I SD INLET 1-A (PUBUC) COPYRIGHT _______________J I :•,, I I CDOT-TYPE R INLET 10' CDOT-TYPE R INLET (10') I CDOT-TYP R INLET (10') r----------------, I I 18" RCP (PUBUC) I { THESE PLANS ARE AN INSTRUMENT OF SERVICE I I I '• I I � I._I II AND ARE THE PROPERTY OF GALLOWAY,AND MAY LL_ LOT 8 \ s I ' ; 1 ,56 I 18" RCP (PUB )SD INLET Z2.2 (PUBUC)\ NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED I I I I I I D7 = I I 0.79 acres I CDOT-TYPE R INLET (10) ■ WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE I I I I = I I I 18' RCP (PUBUC) ■ gaff I n? I I I I m I ENFORCED AND PROSECUTED. I ••`. � :1 I I � ': I I � ; e m � � I I I SDMH Z2.1 (PUBLIC) .-. � ( I --- __J v ' ____-�_-- ' I-- MH-ECCENTRIC (5' 0) _ K YMAP ------------�- L------- , - ----- -- -- :. `--------------1 --- ------- -------- --- --- --- ------- m D14 M D 13 D" •'SD INLET Z3.1 (PUBLIC) �i� I 0 � CDOT-TYPE R INLET (10) r N r , PROPOSED MAJOR CONTOUR ., V - -r ` -_->� - a _____ _____ ___ __ PROPOSED MINOR CONTOUR 36 I I \ SDMH Z4 (PUBLIC) c� F----------- =MH-ECCENTRIC (5' 0) m I J SDMH Z1 (PRIVA■ EXISTING MAJOR CONTOUR -- -4835-- - - - - X 38 HE-RCP BUHE-RCP - - - - CCELli - » � co � MH E NTRIC f a (PU C) SDMH Z3 (PUBUC) a X 45" (PUBLIC) I - 29" X 45" (PRIVATE)- EXISTING MINOR CONTOUR 24" : .. . ..;•:r•... Y .•.:.. :::.•..., H / S H Z2 (PUBLIC) - - - SD - - - •.L :.. .. •......... :. . :•.•..•. :•; :.. -.:_,. -., :.M. FLAT TOP. ... _ STORM DRAIN --- 1 r-----1 r-----1 F--- - ---t - -- - -- • __-- _-- SD INLET Z3-A (PUB °° 1 H-FLAT TOP (6'0) 18 . 1 = EXISTINGZl ---NONNI Nonni t-- D5 - 1 r^ PROPOSED STORM DRAIN I I I I I I I CDOT-TYPE R INLET ( 0') ; I ,- V J I I I I I I D18 I i • � :2 1-- PROPOSED STORM INLET Ea ' D 16 I I ? ',:`'••° ; O.4 0 ■ W PROPERTY BOUNDARY LOT 5 I I LOT 6 I I LOT 7 , I LOT D 17 I I \ I i I I '` '• 15. I 2.22 ■ W PROPOSED RIGHT-OF-WAY :• I \ I I ' I '{ I 1 .00 acres PROPOSED LOTLINE 0'25 0.37 0.72 D150.72 1 .06 ` ' -' W EASEMENT LINE -------------- 1 .07 D 16 I z 0.31 acres _ 0.91 acres - `� ' ' 0.90 acres S AREA INLET (PRIVATE SD AREA INLE IF4-A.2 P ATE I J ) D 17 0.61 ( ) BASIN ID _-�� :� I AP A-CIRCULAR IN T (24" 0) 0.86 ----- - t APWA-CIRCU R INLET (18" ) ' ■ - - - - *. -- 76 Al !fl --- --- 0. acres - - -----�-- ■ I 18" RCP RIVATE) 18" RCP (P ATE)' � • �:•:: ---- - ------- ---- rJ I 2-YRRUNOFF ----, r----_, r----- $ gp SD AREA INLET 4-A.1 PRIV COEFFICIENT AR ATE) I F ( ATE) ;: I ` I Q 0.05 D 5 ■ r��- A -CIRC R INLE 24" 0 APWA-CIRCULAR INLET (18" 0) . :; I I i 0.35 acres I I I I osi I I BASIN AREA I I 100-YR RUNOFF ACRES _OT 12 ; ; LOT 11 ; ; LOT I \ I I I COEFFICIENT 0.63 ' 0.44 0.70 I r. 0.9 I \ ` \ I :� rJ �� D 19 ■ BLOC 24 0.55 acres _ i I I 0.79 acr s 0 a: � ` � DESIGN POINT A ----1 L----- J L-----J U- - - - }- - - 0.79 - -- ---- --- -- ---- - ---- ----------- --- --- ------------- HFD Detente BASINDETENTION POND BOUNDARY and/orARY __ I ii: .. .:. .. I i.e. on v 62 0 acres SUB-BASIN BOUNDARY(i.e.,Rational Method) W- -$ w I I S4 \ FEMA CROSS SECTION - z --$""" SDMH F6 (PUBLIC) r�� r�� OVERLAND FLOW DIRECTION MH-ECCENTRIC (4' 0) �_ _� r I I � 53 � 52 51 4955 (I.E.,LANDSCAPING) I I 18" RCP SDMH F5 (PUBLIC) 24" RCP (PUBLIC) SDMH F4 (PUBLIC) --36" RCP (PI'• J) -42" RCP ':•:•:•:. .•. .:.•. .•....•. EN CURB- _ E20 . 1 LE,PAVMH ECCENTRIC (4' 0) --� ME 6' 0 __� SDMH F3 PUB (IRECT FELMW DIRCECTIO Mw H ECCENTRIC (6 R) - (PUBUC) -�--I- --- - .,-- ------ --T - ---- ---- 4----- - ------ ---- ---- --- --- - z w I I I I I I I r I I i S - ---------- APPROXIMATE DETENTION POND 0 I I I I I I I I I j E3 . 1 I I 0.67 1 .11 OVERFLOW PATH 0 0 � _ LOT 7 i i LOT 8 i i LOT 9 i 4 I I I I a ' I ,: , 0.83 acres z cn OS2 �: `�► ' I I I I I I IRRIGATION POND LIMITS w - I I I I I I �: is I 0.690.71 cc D20 - . > J z II II L'" 0.86 acres ■ p o I I NOTES: I I I I I I 0.41 0.68 ' SD ARE T F5.2 ( VATE) • I ; p I I I I I �,.; E 3 ____�� ' APW IRCULAR INLET 18" 0 IN T F4.2 (PRIVA ) - 0 _____� L_____J �_ � .• O 82 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, COOPER SLOUGH FLOODPLAIN/FLOODWAY MUST J 0.51 acres i ;.,- �II-_ _� -___- A-CIRCU R INLET (1 0) ' '- N 0.60 COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE ~ SO AREA INLET F5.1 PRIVATE ` ( ) 18" RCP (PRIVA E) 1 .00 acres s I I --- APWA-CIRCULAR INLET (18" 0 _ __ i 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE z J 0 .; N ` I I I v T 0.72 1 •07 18" RCP ( IVATE) E2 7 i PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE U_ m U_ r-----, r-----, r-----, � � I I .' ., ::..,....: ----- ----- 0.76 0.96 . :..:. ac3es I I I 0.90 acre I 0,60 PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN E 1 AREA INLET F4.1 (PRIVATE) { I E3• r:, LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN APWA-CIRCULAR INLET (18" 0) 1 THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, F3-B (PU j LOT 12 I I LOT 11 I I LOT 10 I I I : •r I I I i I I 1 I '• CDOT-TYPE R INLET 10' I 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK I I I I I I :•I I I I I I ( ) RCP (PUBLIC) POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue/Description Init. i I I I I II I v =��► I I � ' ^ I T ■ 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE o2.13.2023 ENGINEERS STAMP ADDED JEP I I I I I I I I - I I I • I I I S-217 (PUBLIC � ( ) ■ 0 1 05/10/2023 F1 AMENDMENT JEP BL CK 26 I I �I I - - - I I i FLOODWAY UNLESS NO RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A I. I, I C OT-TYPE R INLET (10')l 20 I I I I I I I I I I ; I U NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE L_____J L_____J L_____.� I _ __ I_ ��' __---_ ' ___s2 __ ____ ___ _1--L fit ;� �- _- 1 l \ ----�_ I -- _ COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS - ' I •• •••"''' -••'> •'- �.•.•:. N• • •' ' • - .. J �•• � � REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE I W BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE -g w I ■ W BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. - �S _ E25 - 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. S 51 N SDMH 12-A.6 (PUBUC' - T I 2 52 \ \ MH-ECCENTRIC (5' 0 �I E8 '7 0.74 24 W __�..r------ --- Ex- 1 --F- - --- - --- --- --- --- --- --- ---- --- - - -- - --- 0.98 acres I ■ - 1I I I I �• I I I I 0.41 ' ,: • I f ' I >� 1 ■ z - Y I I LOT 7 I I 0.68 I El 1 . 1 I . I I I I 0.51 acres I I 0 I , �•I I I w I I I I � qh ::: '' .' 0.68 I I I I I g I I I ,.. ---- ;.I '� '' 0.34 ---- -- ---- ---- ---- Project No: HFH000022 II II . - E6 - 1 4 __J L_______J � � I I ' II i SD AREA INLET 16.3 0.85 acres --- 0.21 0.35 IRR �, ___ - - _ ■ Q Q I E22 Drawn By: JKD _• Q I APWA-CIRCULAR INLET (18" 0) ■ I ' = I I I '. CC I I I I I I I I I I A I VATE) Checked By: JEP I I I I I I r E 2 Date: 11.07.2022 I ; I APWA-CIRCULAR INLET (18 0 w I ' E5 0.85 acres _ I I 1 I I E 9 `` SD AREA INLET 16.1-A 1 i i LOT 10 LOT 9 i N I I i ' I J APWA-CIRCULAR INLET (18" 0) \ _ 0.76 0.99 .. I I _ DRAINAGE PLAN C =�- -- ---------- -------- ■ I ■ �r ■ I ■ ■ - - �� ■ 0.96acre MATCHLINE-SEE SHEET C10.2 U 0 LL 0 O y 0 10 20 50 Knowwhat'sbelow. C 10 , z SCALE:1"=50' Call beforeyoudig. ii MATCHLINE-SEE SHEET C10. 1 Gan owa I,• LLI E5 0.85 acres I 5D AREA INLET 16.1-A \ I c -- - 5265 Ronald Reagan Blvd.,Suite 210 i I I I APWA-CIRCULAR INLET (18" 0) _ O'76 - 9 I LOT 10 : ' LOT 9 i C I i I I i _ I ---- 0.99 - Johnstown,CO 80534 I I I I I I J I I E 5 ------ ------ acres = 970 800 3300 6••.�• 0 9 a Q .� rG I I I I :� «I' •I.•r E 9 �� %I `+i GallowayUS.com L I I 1 I 1 I I I I i SDMH'-6 I (PUBUC) ■ _ B OCK 28 I is j n I I I MH-ECCENTRIC s 0 n n 1if11 I I I I " SO AREA INLET 16.2 ( ) - I I I I I 0.72 _ : 24" RCP (PRIVATE) _ LSD AREA INLET 16-A.1 (PRIVATE) - ? I ;: 1 ,07 -CIRCULAR INLET (18" 0) 0.72 - - - - APWA-CIRCULAR INLET (18" 0) II II Llllll _J L-------J -------� I 0.90 acres 24' RCP i 1 .07 24" RCP I ` • I . ;•.:::'•' '.; � '• I SD ARE INLET 161 I '� « `>,• 'I I i'I 0 acres APWA- C1l/ NLET 18" 0 IOU ,o „ I I II I I ; L�� I E24 I , W- I I F -$ w I 0.54 0.73 17,rJ ■ SD AREA IN T IS-A.2 (PRIVATE) I 0.67 acres SD AREA INLET 15.1 (PRIVATE) 12 I •'q. �: , . '" I I SD AREA INLET 15-A.1 PRIVA I APWA-CIRCULAR INLET 18 0 aa� aiw -, I--------- ----- I F APWA-CIR LAR INLET (18" 0) I I APWA-CIRCULAR INLET (18" 0) ( )CULAR T v ■ I I 30" RCP (PRIVATE) y1 I 24" RCP (PRIVATE) i 0.79 i SDMH 15 (PUBLIC) -- a ■ 0.74 v 0.44 1 ( ) SD AREA INLET 15.2 (PRIVATE) v �' •:' 1 .03 APWA-CIRCULAR INLET (18" 0) E 2 I I MH-ECCENTRIC 6 0 LOT 7 ; ; LOT 8 0E10 .99 acres .: ( ) � � OS3 0.92 acres �- AREA INLET 15-A.3 (PRIVATE) .. . ' .. Ii NPWA-CIRCULAR INLET (18" 0) --- I : I • N ------- " :N COPYRIGHT T I THESE PLANS ARE AN INSTRUMENT OF SERVICE ';'• i '� i SD AREA INLET 15-A.1-A (PRIVATE).' �: I I I I 0.33 0.85 I I E7 I I APWA-CIRCULAR INLET (12" 0) �'' .- E23 0.77 0. AND ARE THE PROPERTY OF GALLOWAY,AND MAY O :• L 0.74 _ 96 ® NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED . __ �______-i �___-____� I I �' : 1 i 1 .03 I <a aci WITHOUT THE WRITTEN CONSENT OFGALLOWAY. 0.41 acres ;: 1 I f' 1 I 1 I COPYRIGHTS AND INFRINGEMENTS WILL BE :.: :; I •. I E 1 0 SD INLET 14-A.1 (PUBUC) I � I I S I SD A I .,~C) I �pnts ENFORCED AND PROSECUTED. I I I I I I - I -- -- -- I I _ ___ _ M -ECCENTRIC (8' 0) N K YMAP i 18" RCP (PUBUC) . ..•.. .... •. .,. _ ___--- DO --- -- - INLET 14.3-1 (PUBLIC) ---- - -- ---- LOT 9 i I INLET 14.4 PUBLIC LOT 10 i i i I IT- R I (T (10') 18" RCP (PUBLIC) :. -TYPE R I T (10' _ I I I I I I - 24" RCP (PUBUC) PROPOSED MAJOR CONTOUR El 0.84 acres 36 11.1 " - SD INLET 14-A.2 (PUBLIC) PROPOSED MINOR CONTOUR B, OCK 30 I f E6 I m "CDOT-TYPE R INLET (10') CDOT-TV -- 0.55 EXISTING MAJOR CONTOUR -4835-- - ,; I I I I 0.46 0.29 m - ---_ ` - EXISTING MINOR CONTOUR -J L-------J -------�� I �. - +-v r - 9 --- --- ; � acres ___-r1----�J - � ---r�---- ---J L EXISTING STORM DRAIN U - - - SD - - - /. / } SDMH 14.2 (PUBLIC) 0.68 z --•S 210 (PUBLIC) ,' . ::: :.;..:. :•:: �.=:-•. ..�.:.••. ••.-'__ .;. ••�..--•••.' 0.57 acres • ... .; ..,......:...y....::,....::•.:� .. . :..., � MH-ECCENTRIC 8 0 ...:.;. . , .. . . •, . :• CDOT-TYPE R INLET (10').•..:.•.• :.. - .•_•:�•: / I ( )' "' SD INLET 14.1-A.1 (PUBUCo _ PROPOSED STORM DRAIN 610 E 11 CDOT-TYPE R INLET (10')J`n 24.1 " (PUBLIC)m x PROPOSED STORM INLET Ea -8 W � SDMH I-3A PUBUC v SDMH 14.1 (PUBLIC) M ' ° MH-RECT. FLAT TOP (9' X 9') �� ■ PROPERTY BOUNDARY MH-ECCENTRIC (8' 0) PROPOSED RIGHT-OF-WAY a > co 1 PROPOSED LOTUNE • I I 36 RCP BU - 43 X 68" HE-RCP PUBUC)-- 43 BUC) " X 518'HRCPr(PUBUC)�) SDMH 14 (PUBUC) EASEMENT LINE -------------- II .. . . �-.. ,y...•. . ,. .. .. •. ... :.... MH-RECT ....-..: .;.. N �. .. ... . .. 251 --1 r---------i r------ - --- ---- -------------- _ SD INLET 14.1-A (PUBLIC) . FLAT TOP (9' X 9') ----- � I I � .� ---------------------- ----CDOT-TYPE R INLET (10') ( T- ..:• ----�, BASIN ID I I I I I V I II I\ I E14 . 1 E 2 LOT 7 LOT s i I I I Wl El 2 . 1 I r Al I I I I j I ; \� II - I II 0 2-YR RUNOFF 0.80 COEFFICIENT OS5 1 .3 �� = 0.69 .33 Uo.052.50 1 .00 acresE140.94 I . , 0.35acresBASIN AREA 0.21 I 0.86 a res 100-YR RUNOFF � (ACRES) 1 I I I I I ' I I I 1 .00 acres I I ; �II ' _ W COEFFICIENT L-------J L--------J I I I 0.79 .SO D INLET E R INLET I I 0.15 c o -TYP 1 (10') W 0.99 acres 0.65 0.30 i 1 i SDMH J4.1 (PUBLIC) ■ 0.62 DESIGN POINT A - - - -2, SS I d 0.81 acres I -EC 1C V J ! El 5 . 1 N I E 16 \il 6 . 1 I •• � 0.78 DETENTION POND BASIN BOUNDARY ■ I� W i.e.,MHFD-Detention_v4.03 and/or SWMM li - i .:� = 18" (PUBLIC E 2 7 'w/� ( > 0.80 24' RCP (PUBIJ SUB-BASIN BOUNDARY i.e.,Rational Method 1 .15 .8 ( ) I I I I I I I ' SD INLET J4.2 (PUBUC) 0.72 W `I «: 1 .0 acres 12.1 CDOT-TYPE R INLET (10') ■ OS6 � _ E 5 � .00 acres FEMA CROSS SECTION - z ------ ----- ---------- -------- ------------------- ' = l fY' ' ' z .'_.f s. " :',;•. `: --------- -- ----- - OVERLAND FLOW DIRECTION y .. �. 0.60 ":.:: .. r.<.. : .e.. 0.82 ;j¢ -TYPE (I.E.,LANDSCAPING) 5D INLET J5 A (PUBLIC) I� 0.43 - - -� - - - - - - - - - - - � - 0.57 _ _ CDOT R INLET (10') I v - - - - - - -J E 15 - - - == - - - -,: z-_ - - - - ' ' U DIRECT FLOW DIRECTION i I 0.75 acres SDMH J7 (PUBLIC) 1 .00 acres SDMH J5 (PUBLIC) •- v - - - - - ■ (I.E.,PAVEMENT,CURB AND z °2 CENTRIC (5' 0) a SDMH J4 (PUBUC) GUTTER) L U W -- [ �, I _ MH-ECCENTRIC (8' 0) Q LJJ •' 9 SDMH JE �v -ECCENTRIC 8' 0) _ - - C C z -W- I I -( ) - MH'ECCENTRIC (5' 0) `� X 45" HE-RCP PUBUC °O SDMH J3 (PUBUC) G G O vv N/ W 24" RCP PUBUC °O C°" ( ) 34" X 53III 1� - APPROXIMATE DETENTION POND- 24" RCP PUBUC W_ W ( W ) " HE-RCP (PUBUC) MH-ECCENTRI-C!)-- OVERFLOW PATH 0 0 U t - - - - -_-_ - - - -. - - - - - - _ _ _ SO INLETJ5.1 (PUBLIC) � I W - - w z U� OS7 r -, F y _ m IRRIGATION POND LIMITS - , '�� '_. .-� -'.: •' 1 ''*'`' �.• -. _- - - -CDOT-TYPE R INLET (10')- -r -�- -.I - - - - - - - - - - - - J Z_ I ----- L ----- =Ir ■ W I� _ _ _LL__ E17 � as ______ � o 0.60 : ;` ------- - _____aal NOTES: 0.41 E 7 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100 YEAR COOPER SLOUGH FLOODPLAINIFLOODWAYRND MUST J O U I 0.75 acres - I - - - - -* - - - - - COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. Q 0 4• 0.65 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE Z J 0 ,, :• i, / / I : r I 0.59 - \ ■ PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m LL 6• I � .1 L• 0.81 acres PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN I ,' � I .`i is LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK �I 1 / I i POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue/Description Init. 02.13.2023 ENGINEERS STAMP ADDED JEP 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE �.1 1 05I10/2023 F1 AMENDMENT JEP :i I / i �. i ■ FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A �� i i I-- i ■ NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE / i I COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS - I I REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY CO BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE - i•,••., I ::i I BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE Jy BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. _ 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. I I - r :• I I / I i J. I - :T. : 1 FUT-G I �� ll 0.90 I I 20.5 } '.• I - - - - - I 4 _ _ J 1 .00 acres r i Project No: HFH000022 o F: •: I � i I i•. U' ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Drawn By: JKD MATC H L I N E-SEE SHEET C 10.8 Checked By: JEP Date: 11.07.2022 0 U z DRAINAGE PLAN U 0 LL 0 U y 0 10 20 50C1 Knowwhat'sbelow. 0 , 2 z SCALE:1"=50' Call before you dig. ii aowa ` \ I j 5265 Ronald Reagan Blvd.,Suite 210 ` \ I - :T Johnstown,CO 80534 ■ \ I _ - 970.800.3300 ■ `v I I ■ all ql GallowayUS.com \ �ti Tm \ \ � \ / s9 O i I ■ O \ \ I I CE == Elmu aa� aos U ■�\ \ I ITmmT \ \ W \ \ I I 61 \ I - ♦ �\\\\ \\ ��o i I I � ao� aw SDMH G3 (PRIVAT\E)\ \ I I I LU A MH-ECCENTRIC (5' 0)\ \ \ r Q W - \\ \\ I '_1 I , ■ I I ■ W \`\ • \� \\ \ \ ' all z \ N� \\ \ 59 COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY ■ \/y \� Z \\ `\ _ — — _ I I( / NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED U ■ \\ _ , — — — I I I ) ■ ® WITHOUT THE WRITTEN CONSENT OF GALLOWAY. % / � COPYRIGHTS AND INFRINGEMENTS WILL BE 5a I I \ ,� `\ —� — — — — — — — I �� / ■ Ipnts ENFORCED AND PROSECUTED. K YMAP -4960- SDMH Ei JUBLIC) \ \ c+ I i) I/ ■ PROPOSED MAJOR CONTOUR MH-FLAT TOP (8'0)N \ I I 36 'I PROPOSED MINOR CONTOUR QJeJ1 •� \ \ D22 56 I I i � )�I ■ EXISTING MAJOR CONTOUR —— —4835—— — EXISTING MINOR CONTOUR - � _ �• \i `�°' .� i I j (��I EXISTING STORM DRAIN — — — SD — — — `\ \ \ 0.15 0,24 i I I i (li PROPOSED STORM DRAIN SDMH E2 (PUBLIC) \ ` I PROPOSED STORM INLET MH-FLAT TOP (8'0) `\\` \ � � 0.19 acres \\\ i I i � PROPERTY BOUNDARY mD1 1 � I \\ � Ea SDMH G2 ` / �MH-ECCENTRI ` \\ I i ■ PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE 5 j - \ I \\ `\ EASEMENT LINE -------------- 1 .15 1 acres I I I \ \ \ \\ AgSS l l , 59 I j I^ ¢ II \ \ \ `\ / / / ■ BASIN ID Al ■ I I \\\ 2-YR RUNOFF v ••:.. COEFFICIENTOD 0 05 ID22- .: r `� acres BASIN AREA SO FES E (PRIVATE) -•• \ \ \ / / 100-YR RUNOFF (ACRES) 54 COEFFICIENT ----------- ----- SD AREA INLET G�PRIVATE) \�� \\ \\\ i/ � / // ■ (D ■ CDOT-TYPE C INLET (35" X 35") �� \ \\ \� / i ■ O DESIGN POINT Q SD 24" FES \ \ Q `\ j / DETENTION POND BASIN BOUNDARY ♦ 5 ,� / / / / (i.e.,MHFD-Detention_v4.03 and/or SWMM) LU ',;: �� 4� �� \ \\ \\ /i / / 58 ��h ■ W SUB-BASIN BOUNDARY(i.e.,Rational Method) ■ SD FES Z (PRIVATE) �o�o `� \ ' 36" FES .fig � / ■ �9 \ \ �� / / FEMA CROSS SECTIONCn — z ` \ \ \ \ \ i / W OVERLAND FLOW DIRECTION D2N5 / / W (I.E.,LANDSCAPING) G ::: � / '^ g6 F%�� Y�' i / / DIRECT FLOW DIRECTION U �A s), 0.43 ■ W GUTTER)( EMENT,CURB AND W W sv ) 0.99 � � ■ Z / z W o �M 0.53 acres /j 5 J APPROXIMATE DETENTION POND O W 0 \ / / OVERFLOW PATH !!nn 0 d / �/ O V \ / Z�`�' �; Q�\�P�1•" • SDMH B7 (PRIVATE) \\ �, / i� 54 U J � IRRIGATION POND LIMITS W MH-ECCENTRIC (5 0), \\ / ■ J z UJ w 3 . D24 SD OUTLr I STRUCTURE BS► „ ] \ i ■ W LL. ■ 6.1 Cool--TYPE C INLET (35 X 35 ) \ / NOTES: 0 0 U) (PRIVATE) \\\\\ / 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEARCOOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J O U z 3 OZ •- ,� \\\\ / / 5� COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. z O 0.19 acres D24 1• •'` 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE J O J / �� \\\\ / i ■ PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m LL ■ / �'� \ \ I \ \ ■ PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN U ■ ��'i9 \ y LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. CQ \ \ / 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK c ,' � �\ \ ♦ POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue/Description Init. SD FES F (PUBLIC) 4,7.7 / ;' �� i \\ \ - 02.13.2023 ENGINEERS STAMP ADDED JEP 36" FES `\, \\\\ �\ /� ■ 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE ■ , ��`\ \\\\ FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A 1 05I10/2023 F1 AMENDMENT JEP ■ �� ; •a. �� \ \ \\\ �\ ■ NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE — ?\ COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS — ------- -- ------ ��SD INLET F1 (PUBLIC) �'.' `\ `\ \\\\ . REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE CDOT-TYPE R INLET (10') / i� `\ `\ \\\� S2 i BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE — . f" - ;• _ _ r SDMH B6 (PRIVATE) `\ / BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. • D1 9 '�-�� D23 � MH-ECCENTRIC (5' �) — — — — — — I / ■ — ■ ,\\ I /i `\\ �\ �\ `\ — \ )( / 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. ■ SDMH F2 (Pm JC) — �� MH-FLAT Ti. SD INLET F2.1 (PUBLIC) — Y : :-.;• ,...: • 6 CDO -TYPE R INLET (10) 3 � T T ' \ \\\ ( ■ ----- ----------_ D20 o Project No: HFH000022 Drawn By: JKD LL ■ ' \\ \\�� \ \ �\ ■ Checked By: JEP / \ ■ l / \\ o \ \ Date: 11.07.2022 0.80 2 72 �l \ i \\\ \q` \\\ DRAINAGE PLAN MATCHLINE-SEE SHEET C10.4 U 0 LL 0 O y 0 10 20 50C1 Knowwhat'sbelow. 0 , 3 z SCALE:1"=50' Call beforeyoudig. ii MATCHLINE-SEE SHEET C10.3 - =4 Gammoway �115265 Ronald Reagan Blvd.,Suite 210 ' � \ � �\\ Johnstown,CO 80534 ■ 0,80 9� `' \ \\ ♦ 970.800.3300 ■ mu 2.72 i i �\ �\ \ \ \ ■ GallowayUS.com 1 .00 acres \ \ ♦ ■ _ r I \ I .�� .�� A \V\ ♦ �rl L�ll O 4.y �X aa+E aoa U ■ I t` I ; \ L1J 49 LL1 \ \ \\\ ♦ ■ E1 9011110 I \ w SDMH 12-A.5 (PUBLIC) I j ��\ \ SDMH B5 (PRIVATE) ■_ MH-ECCENTRIC (5' 0) -' MH-ECCENTRIC (5' 0) UBUC) 24" RCP (PRIVATE) w 24' RCP (PUBLIC) COPYRIGHT / �� \ \ \ \ ♦ THESE PLANS ARE AN INSTRUMENT OF SERVICE J --L 1- AND ARE THE PROPERTY OF GALLOWAY,AND MAY ■ I i I / `� `� \ \ \ \ ` ' NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED CL I 48 I I I �\ �\'I \ \ \ \ ♦ ■ ® WITHOUT THE WRITTEN CONSENT OF GALLOWAY. U ■ I I I r- I \ \ � COPYRIGHTS AND INFRINGEMENTS WILL BE N ENFORCED AND PROSECUTED. \ I I SDMH 12-A.4 I �� ' �� \ \\ \ NK I E:YMAP MH-ECCENTRIC (5' 0) ----- --- ------------- ■ 18" RCP (PRIVATE)-_______ E26 PROPOSED MAJOR CONTOUR \ PROPOSED MINOR CONTOUR 36 0.80 2.39 ' ' 1 � � \�`�\ \�`�� \\�\\ \ � EXISTING MAJOR CONTOUR -- -4835-- - 1 .0 acres i 1 I ��A \ \\ \ EXISTING MINOR CONTOUR �\ �rr'rG \\\\ EXISTING STORM DRAIN - - - SD - - - 99 I I I - 9j �\ PROPOSED STORM DRAIN res PROPOSED STORM INLET Ea I �\ �\ ■ gPIROOPEERTY QBOLU`NNDARY I-I IRRIGF'KUAg&KI(�H bF-WAY E28 -Now- IVATE) I •: I 10) I I �� PROPOSED LOTUNE EASEMENT LINE -------------- I • y la' SYROOLI 0.76 Q '..' I I E26 0.84 BASIN ID 18" RCP (PRIVATE) 0.95 acres E30 48 Al ., n I , I 2-YR RUNOFF IVATE SDMH 12-A.3 (PUBLIC)) COEFFICIENT 18" 0) i �', i MH-ECCENTRIC (5' 0) i I a, i 0.77 1 .04 0.05 2.50 0.97 acres 0.35 acres BASIN AREA 100-YR RUNOFF 24" RCP (PRIVATE) i i i �� ■ COEFFICIENT (ACRES) SDMH 12-A.2 (PRIVA ; Q 3 MH-ECCENTRIC 6' ( I I � DESIGN POINT Q E20 FUT-C I I I DETENTION POND BASIN BOUNDARY 0.^^ I I '� (i.e.,MHFD-Detention-v4.03 and/or SWMM) acres v I 0.57 1 .44 ■ ' I I 0.80 LJJ SUB-BASIN BOUNDARY(i.e.,Rational Method) � U I 0.71 acres 22.00 I 1 .00 acres FEMA CROSS SECTION - z --- E25 E20 I - - W OVERLAND FLOW DIRECTION J 24" RCP (PUBLIC) � - N s w (I.E.,LANDSCAPING) O 2 " RCP (PUBU j S-205 (PUBLIC) I I DIRECT FLOW DIRECTION F r I CDOT-TYPE R INLET (10') i i / / ■ (I.E.,PAVEMENT,CURB AND z U ■ S-202 (PUBLIC) a SDMH 12-A.1-1 (PUBLIC) = LJJLU DOT-TYPE R INLET (10') MH-ECCENTRIC (6' 0) j ; / ■ Z GUTTER) LJJ Z I- I I / - W 46 ; `• I 46 / J APPROXIMATE DETENTION POND O W r i '`' / OVERFLOW PATH O O SDMH 12-A.1 PUBLIC MH-FLAT TOP (8'0) I IRRIGATION POND LIMITS w J z O I .. 1 /' ; •': :,..:- :,..,.... 36" RCP (PUBLIC) NOTES: ' r +� "'•`"'' `"'•'" �� NIF- SD INLET D2 (PUBLIC) � U rr SO INLET D1 (PUBLIC) CDOT-TYPE R INLET (10') 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEARCOOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J O w CDOT-TYPE R INLET (10')F. I i COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. Q ~ z SDMH C5 I 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE z O SDMH 13 (P C) vet\G� ) I PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m 0 S; / Q r ■ J .y:• MH-ECCENTRIC A• m) „ ��Q � .- ■ TOA �� :� I E30X PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN D (PUBLIC)< I ' ■ U ■ •� �� jCJ SD FES I (PUBU �� FES :.. :: I / � - - - - � ' LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN 54' FES' E29 i EIre? , i THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, Q i I 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue Description Init. 5 . 1 0.15 1 .77 I • I ; / / __ 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE = 02.13.2023 ENGINEERS STAMP ADDED JEP 1 05/1012023 F1 AMENDMENT JEP 0.19 acres FLOODWAY UNLESS NO RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A - ■ NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE mm COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS III 0.19 i I REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE acres SD FES J (PUBLIC) I i BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE 48" FES� I - - - BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. �, I I i ■ 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. 39 38 37 36 4g40 i� i ■ - 0 I� ■ El 5 . 1 I� 4945 - ----- �� SD INLET J1 (PUBLIC) _ o R _ _ -.�, 0.80 - CDOT TYPE R INLET (10') � I .. 0.56 1 .00 acres - - - - - - - - - = �'._ _" ; 15. 46 - I� - - - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ 980=0- - _ 34" X 53" HE-RCP (PUBLIC) SDMH J2 (PUBLIC) - C4N(TPRUBLI 5),i t N HFH000022 - SDMH - - \ - - MH-ECCENTRIC IC ( 0) Nt- - -MH-ECCENTRIC (8' 0)_ Project a: Drawn By: JKD ■ - - - - - - - - - - - - - - - - - ��S-98 (PUBLIC) - N/- - - - - - - Checked By: JEP ■ - �_� �I 17 -._.•-.-_ .,CDOT-TYPE R INLET (10') W - _aaI - N -` Date: 11.07.2022 ------ ---- aa1 NMI ------ DRAINAGE PLAN 49 ■ ■ ■ �� ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 7 MATCHLINE-SEE SHEET C10.9 U 0 LL 0 O y 0 10 20 50C1 Knowwhafsbelow. 0 , 4 z SCALE:1"=50' Call beforeyoudig. ii MATCHm 0LINE-SEE SHEET C10.6 0 �� m m �� m m �� m 0 �� m N % Gammoway m m m m =OPEN 0 m ( II \ \ m m 0 5265 Ronald Reagan Blvd.,Suite 210 XS: 5806 _ _ __ Johnstown,CO 80534 WSEL: 4946 I I I I \` _ —_ _ — —�— 970.800.3300 / s I SDMH Al (PRIVATE) .8_ _ ` _ aaa aaa GallowayUS.com _� MH—FLAT TOP (5'0) \ �TRTI �95° i I IIEa-= El EE I / i I I I aa4 aoa ■ / ' i i I III � � � it I I I I II aw I I I ` G0.10 dQ11 THESE COPYRIGHT ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED i III WITHOUT THE WRITTEN CONSENT OF GALLOWAY. CPYRIGHTS AND FUT— B I� I � amEOFOR ED AND PROSEICUTEDENTS WILL BE M I I III / , I K YMAP 0.80 / 15.30 � � � I // / �' 1 .00 acres i , I III / / I PROPOSED MAJOR CONTOUR EFFECTIVE COOPER SLOUGH / l PROPOSED MINOR CONTOUR 36 IEXISTING MAJOR CONTOUR — —4835—— —FEMA 100 YEAR FLOODPLAIN LIMITS / — I EXISTING MINOR CONTOUR EXISTING STORM DRAIN — — — SD — — — \ \` �♦ i I I / I PROPOSED STORM DRAIN PROPOSED STORM INLET 8 \\ \ I ! II11 XS: 5347 / PROPERTY BOUNDARY \\ — — _ _ _ _ _ _ _ —— I I WSEL: 4945.7 % PROPOSED RIGHT—OF—WAY — — — PROPOSED LOTLINE \\\�\ ♦ ,� I I / j EASEMENT LINE —————————————— SO FES A (PRIVATE) / I BASIN ID . �� \\ �� ♦ ` �� ' 36" FES I �I �♦ I Al 2-YR RUNOFF // COEFFICIENT�i� I I / 0.05 2.50 FF\ / II / \ / I `\ `\ SDMH 64 (PRIVATE) ` ` I I III 0-YR RUN0.35 acres BAS IN `� `� ` �' 10CIENT O (ACRES) MH—ECCENTRIC 0REA � � \ (� � � ♦ 10, � � I � I EFFECTIVE COOPER SLOUGH FLOODWAY LIMITS COEFF I o•. I p \ \ ♦ / \` `" \\�\ ` ♦ /// / I i I I DESIGN POINT Q \` ♦ ` \\\ ♦ // '' I I I DETENTION POND BASIN BOUNDARY \ ` \ L1J (i.e.,MHFD-Detention_v4.03 and/or SWMM) 00, w \`� ♦\`� \\\ ` ♦ // �i' SUB-BASIN BOUNDARY(i.e.,Rational Method) _ \`�_ ♦\`� \\\ ♦ ice' / 9.7:1, I I I I FEMA CROSS SECTION — z L1J FUTURE POND BOVLAND FLOW I IIII / I Q LL] \ \ \\\\ \\\ ` ��' DETENTION POND `♦ I III I I (I EERANDSCAP NG)RECTION r^ i / V; \�\\ \` \\\ ♦ / / I / DIRECT FLOW DIRECTION L1J �\ ,�' \\\ ♦, �i� / / I i III I (I.E.,PAVEMENT,CURB AND z \ I I GUTTER) L U UJ APPROXIMATE DETENTION POND OVERFLOW PATH 0— O O 2 0`♦ 9 \ U � � \ \�� I � I � �s �9so `� \ \\�� ♦ � I ` IRRIGATION POND LIMITS w J z S / G 0.80 ` \\ �\\ \ I i III / / L U LL J 22.00 ♦ \ \ \ ` J I / / NOTES: 0 1 .00 acres I ` \\\\\ \� I III `` / / 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J O `�\ ♦ \ \ �► I I ` / / COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. Q O 0 F- �� g�� ♦ I i III 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE Z J 0 PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m LL PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS TEMPORARY OR PERMANENT IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN i IIII / THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, I �__ _ _ _ _ _ — — —— 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK ` ♦ SDMH B3 PRIVATE A SO AREA INLET B2.1 I I .. ` ( ) ♦ CDOT—TYPE C INLET 35' X 35" POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue Description Init. 10.5:1 `� MH—FLAT TOP (5'0)\ \� (,, ) / - 02.13.2023 ENGINEERS STAMP ADDED JEP 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE �� P�1 ♦ \ \ \\\ I i IIII FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A 1 05/10/2023 F1 AMENDMENT JEP= NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE �Q \ ♦ , III / COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS SD C♦e T STRUCTURE 63.1 ♦♦ ` \ \\ � , I CDOT—TYPE C INLET (35" X 35") �� \ �\ ��wQ ♦ I / REQUIRED POST CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE — (PRIVATE) \ �� I / BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE — ♦ `\ �G `\ \\ •� I I / BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. - 9 \PON C g�1 \\\\ ♦` \\ \ \ \ �� +\ I i♦ ICI �sF srj� / �./ 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. - ' DETE N POND \ �� I ' I `• �9� I — ♦ SDMH B2 (PRIVATE) \\ \ \ �` ♦ i I `♦ — MH—FLAT TOP (50) 468, 1 — — — — _ — — _ — — — \ I \\ ♦ _ _ _ — _ _ _ — _ _ _ Project No: HFH000022 SDMH Bl (PRIVATE) Drawn By: JKD LL — MH—FLAT TOP (5'0) / I `ate I I I Checked By: JEP Date: 11.07.2022 U W W as, W W v SD FES B (PRIVATE) — ♦ rr . DRAINAGE PLAN z / `< �Irg, 30" FES / I U 0 LL 0 O y 0 10 20 50C1 Knowwhat'sbelow. 0 , 5 z SCALE:1"=50' Call beforeyoudig. ii MATCHLINE-SEE SHEET C10.7 Gam,loway r77 5265 Ronald Reagan Blvd.,Suite 210 / — / ♦ _ Johnstown,CO 80534 970.800.3300 \� ■ / i � / I � � GallowayUS.com iiiiiii mom iL i / LILIuu I 7 T I rWLW1R9q I / ♦ - �EE= EIE= EEqa1 aos / EFFECTIVE COOPER SLOUGH FLOODWAY LIMITS / ,n N, COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE 4951.4 —_ —' PROPERTYAND ARE THE OF GALLOWAY,AND MAY NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. ■ I I / I I I ` / ® COPYRIGHTS AND INFRINGEMENTS WILL BE ■ I / j I ( I � Ipnts ENFORCED AND PROSECUTED. I / i I K YMAP / T�1 ■ I I / I I 1 I PROPOSED MAJOR CONTOUR I ■ I / I I I I PROPOSED MINOR CONTOUR 36 EXISTING MAJOR CONTOUR —— —4835—— — I EXISTING MINOR CONTOUR 1 EXISTING STORM DRAIN — — — SD — — — "' I I I J I I 1 PROPOSED STORM DRAIN ■ FL11II.11 E OND A �/ I Ali I I PROPOSED STORM INLETEa DETENTION POND i I I I 1 PROPERTY BOUNDARY ■ It / I 1 PROPOSED RIGHT—OF—WAY t / I I PROPOSED LOTLINE —————————————— FUT—A EASEMENT LINE tl 7.7:1 / 8.8:1 "AGE SWIM I ■ 0.80 BASIN ID ■ 56.00 / 1 .00 acres I I I Al 2-YR RUNOFF �I ♦ COEFFICIENT I I I ♦ 0.05 2.50 I I I I ♦ 0.35 acres BASIN AREA 100-YR RUNOFF (ACRES) COEFFICIENT M O ■ / DESIGN POINT Q DETENTION POND BASIN BOUNDARY ♦♦ ♦` (i.e.,MHFD-Detention_v4.03 and/orSWMM) W `� I � I I I � I w ■ / i I I I SUB-BASIN BOUNDARY(i.e.,Rational Method) I I ♦ EFFECTIVE COOPER SLOUGH ` FEMA CROSS SECTION z / I i I I FEMA 100 YEAR FLOODPLAIN LIMITS Q LL] I W / / i \ I I I __ —— OVERLAND FLOW DIRECTION J I (LE.,LANDSCAPING) SD OUTLET STRUCTURE A3 ■ / I CDOT—TYPE C INLET (35 X 35') 1 ♦ DIRECT FLOW DIRECTION (PRIVATE) ` / (I.E.,PAVEMENT,CURB AND z z ■ / I �A. 1 1 I I I I I 1 �� / GUTTER) w J 7 \ / / APPROXIMATE DETENTION POND 2-7 SDMH A2 (PRIVATE) I _ � ` � O —ECCENTRIC (5 0) MH ' I I / ` OVERFLOW PATH O O U ■ i I I , `` ♦ IRRIGATION POND LIMITS cn w Z Q / I I I ♦ / J J � ■ ' � �� I I ICI � � W LL. � NOTES: O 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J O U °° i \ I I ` COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. z O ------- ------------ I ♦ / 2. THE DEVELOPER SHALL OBTAINAFLOODPLAINUSEPERMITFROMTHECITYOFFORTCOLLINSANDPAYALLAPPLICABLEFLOODPLAINUSE _ J O XS: 6204 I I \ ■ / i - - - -WSEL: 4949.2 i i /I I� I — — — — ` PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m LL - ■ i `� I I ♦ PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN i I ! / I ♦ ` LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN ■ ■ m I ♦ THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, I I�I `♦ 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue Description Init. - 02.13.2023 ENGINEERS STAMP ADDED JEP 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE ■ // i I I I �� ` FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A 1 05I10/2023 F1 AMENDMENT JEP ■ // i I I `` NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE - /i I I `♦ ♦ COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS - / REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE - / I� lI III �1 �♦ ` BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. ■ / i" i I� I 1 ` �` 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. - ■ FUT- B I - s3 � � � i I III �� ♦` �` - ■ 5� 0.80 15.30 i �� — 3 1 .00 acres I II X, II EFFECTIVE COOPER SLOUGH FE 100 YEAR FLOODPLAIN LIMITS \ Project Na: HFH000022 �` III ` \ // Drawn By: JKD ■ 51 / I I �� ♦V Checked By: JEP III Date: 11.07.2022 s I I XS: 5806 — s2 I SDMH Al (PRIVATE) WSEL: 4946.8_ _ _ _ �` DRAINAGE PLAN MATCHLINE-SEE SHEET C10.5 U 0 LL 0 O y 0 10 20 50C1 Knowwhat'sbelow. 0 , 6 z SCALE:1"=50' Call before you dig. ii aowa 5265 Ronald Reagan Blvd.,Suite 210 r Johnstown,CO 80534 970.800.3300 / 1 ° C1u GallowayUS.com � ► il I � / LI1W 1 i 1 r I M4 aoa 1gE 1 i l G 1 at_ r ' i 1 mu LL i 1 i I 1 my can COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE ——— I AND ARE THE PROPERTY OF GALLOWAY,AND MAY / — I NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED ® WITHOUT THE WRITTEN CONSENT OF GALLOWAY. \ Iu COPYRIGHTS AND INFRINGEMENTS WILL BE mm qn� ENFORCED AND PROSECUTED. NK YMAP XS: 7842 ' PROPOSED MAJOR CONTOUR WSEL: 4960.2 _ _ �—_-------------- — — — — — — I — — — —� PROPOSED MINOR CONTOUR 36 - I EXISTING MAJOR CONTOUR —— —4835—— - - EXISTING MINOR CONTOUR IEXISTING STORM DRAIN — SD — SS PROPOSED STORM DRAIN ' � SS SS PROPOSED STORM INLET Ea- IPROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY -- - - - • � I XS' 7754 PROPOSED LOTLINE — _ - - -- - - WSEL: 4957.3 -- - EASEMENT LINE -------------- — — _ —3��--- ---------- --" XS• 7724 "AGE SAMOM ---- — -- ————————— — —————— 1 I WSEL: 4956 9 E— � ---- I IA — — —I — — — — — — — _ � �' _ — 1 — BASIN ID 2-YR RUNOFF / / I I I / I ' COEFFICIENT 0.05 2.50 / I I EFFECTIVE COOPER SLOUGH / I 1 0.35 acres BASIN AREA FEMA 100 YEAR FLOODPLAIN LIMITS / I ► 100-YR RUNOFF v? / 1 1 COEFFICIENT (ACRES) DESIGN POINT A 1 I I I 1 DETENTION POND BASIN BOUNDARY (i.e.,MHFD-Detention—v4.03 and/or SWMM) / I III II i i 1 SUB-BASIN BOUNDARY(i.e.,Rational Method) ^ / I I ► FEMA CROSS SECTION — v, / i 1 OVERLAND FLOW DIRECTION I.E.,LANDSCAPING) DIRECT FLOW DIRECTION E.,PAVEMENT,CURB AND S9 I ` I ` GUTTER) LU 6� 6, / I III LUz / i 1 APPROXIMATE DETENTION POND /—o Q I III I OVERFLOW PATH O 0 _ 73_4 54.6 1 1 II / IRRIGATION POND LIMITS LU J z WSEL _ > L _ W J NOTES: 0 �E 0 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J O 0 COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. z 0 F- 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE _ J / PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m 0 / PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN �— _ LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK EFFECTIVE COOPER SLOUGH FLOODWAY LIMITS POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue/Description Init. 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE - 02.13.2023 ENGINEERS STAMP ADDED JEP— FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A 1 05/1012023 F1 AMENDMENT JEP NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE �49636 1 I � COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS — / REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE — / I / BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. FUT-A / / I i i 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. = 0.80 I 1 56.00 / I I I •' �' — 1 .00 acres / 10, Project No: HFH000022 Drawn By: JKD Checked By: JEP ,f Date: 11.07.2022 N. DRAINAGE PLAN MATCHLINE-SEE SHEET C10.6 U 0 LL 0 O y 0 10 20 50C1 Knowwhat'sbelow. 0 , 7 z SCALE:1"=50' Call beforeyoudig. ii MATCHLINE-SEE SHEET C10.2 Gammoway 0.41 ' I 5265 Ronald Reagan Blvd.,Suite 210 I 0.75 acres I _ _ _ -:- - - - - - - il - r. I r I Johnstown,CO 80534 j II`• I - i s c� I - 11:1 970.800.3300 ,r.:•. I I I r: I 0.65 k:.. I�� / i i 4, I 0.59 ■ ° q04 GallowayUS.com NN `. i i L J. ,I 0.81 acres i i I "I NMI MIF , t .. / I .i Ir• I � G0.1 i I � I::::� I I •I j:• I aa� aos ' L� I ' � I I �.1 G I ■ mu am • I I• I 39 I r. •. I � I .� r I I I y � my dQ11 Kill COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY ' FUT-G ' I , h,•F::I I / I [;. I NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED + ■ ® WITHOUT THE WRITTEN CONSENT OF GALLOWAY. 7 In .I F: � a� 'I i. I �� COPYRIGHTS AND INFRINGEMENTS WILL BE i•. II% Ipnts ENFORCED AND PROSECUTED. / 0.90 I ' �' I N K YMAP / 20.5 I :I ti• - \ - - - 1 .00 acres I I _ I i� I ■ PROPOSED MAJOR CONTOUR I I r I'.': I r-:•: i ■ PROPOSED MINOR CONTOUR 36 A-G3 ' I A-G4 EXISTING MAJOR CONTOUR -- -4835-- - I EXISTING MINOR CONTOUR - - - - I F ► I ='=' 1'. EXISTING STORM DRAIN - SD - • { I 0.78 ± �- 0.78 PROPOSED STORM DRAIN _ 1 .15 I 1 .15 I i 0.98 acres i I 0.98 acres ■ PROPOSED STORM INLETEa XS: 3Q$$ I PROPERTY BOUNDARY I A-G 1 WSEL: 4 ' t' I ■ PROPOSED RIGHT-OF-WAY 937.7 I I: PROPOSED LOTUNE -------------- - EASEMENT LINE 0.71 1 .91 - - _ I _ - -. 0.88 acres _ - - _ ■ BASIN ID - _ XS: 3046 SEL: 49 A 1 2-YR RUNOFF ( I _ I •� _ - I COEFFICIENT 0.05 2.50 is I J 0.35 acres BASIN AREA 100-YR RUNOFF (ACRES) I i COEFFICIENT ,37 L..:; I I I I DESIGN POINT A DETENTION POND BASIN BOUNDARY (i.e.,MHFD-Detention_v4.03 and/or SWMM) I� I I i,.•� j I ,•1 �� I SUB-BASIN BOUNDARY(i.e.,Rational Method) XS: 2793 I FEMA CROSS SECTION - z WSEL: 4933.9 r I w Q •"'i I - _ _ _ 1•I I ��//�'� OVERLAND FLOW DIRECTION �+/ (I.E.,LANDSCAPING) r I I rj.:•;)' � � ?j �" I - -■ W DIRECT FLOW DIRECTION 7 I ;� i•' I z (I.E.,PAVEMENT,CURB AND r -A I l• ■ GUTTER) w UJ J Z I•. APPROXIMATE DETENTION POND O I ,•:;, I I ;: I OVERFLOW PATH 0 O t.,•; I I_ I I I Q IRRIGATION POND LIMITS w I ty': I I ■ J z _ I L U L.L J 1 [,�•.I I / I Q \ is NOTES: 0 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. Q O -I 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE Z J 0 I I I / / I- I \ ■ PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE I..L m L.L \ PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN I I � _ ■ / I i LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN 1 - - _ - i \ THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, _ 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK XS' 2618 I i \ # Date Issue/Description Init. WSEL: 4932.7 _ i L I POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. p / - �' I - 02.13.2023 ENGINEERS STAMP ADDED JEP 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE I I I•�• I �- _ !" I � ■ 1 05I10/2023 F1 AMENDMENT JEP `• ;� I I I FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE - I l` I I I1.�' , j / I :I i•. "s BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE - • BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. i \ 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. - r": J I I -I / r - I - •I I \ I I .l r;.i I ■ Z r.::�.• I � I t.J r.. t: I",.�� I I •ri I Project No: HFH000022 Ir,'••'I I I .. I•• i I L; I I ,� t I ■ Drawn By: JKD ' ( I �4 :. I / I I•�I •�:•.i I �� ■ Checked By: JEP Date: 11.07.2022 U 1 I I c '• I _ I �+'•' • I � I •I I+' I DRAINAGE PLAN NS 7 LL MATCHLINE-SEE SHEET C10. 10 o T 0 10 20 50C1 Knowwhat'sbelow. 0 , 8 z SCALE:1"=50' Call beforeyoudig. MATCHLINE-SEE SHEET C10M M -M .4 '■'■ Gammoway F7:71 '? 5265 Ronald Reagan Blvd.,Suite 210 E 1 7 . 44 � Johnstown,CO 80534 0.55 - 970.800.3300 ou . \ 0.40 �TRTI GallowayUS.com 0.69 acres ` - - - - - - - � \ +• 1 ao� aoa �I U I G5 M. G6 m mu 0.77 0.34 *. 0.77 0.45 0.96 acres 0.96 acres „ COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED ■ ® WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ■ aau cau I ENFORCED AND PROSECUTED. FUT-GKI YMAP 0.90 19,5 G5 PROPOSED MAJOR CONTOUR 1 .0 0 acres G6 PROPOSED MINOR CONTOUR 36 1 36" RCP (IPUBUC)45" HE-RCP EXISTING MAJOR CONTOUR - - -4835-- - SO INLET C3.1A (PUBUC) EXISTING MINOR CONTOUR C -TYPE I T (10 EXISTING STORM DRAIN - - - SD - - - SDI T C3.1 (PUBLIC) Aqlk SDMH C3 (PUBLIC) _ CDOT- E R INLET (10') PROPOSED STORM DRAIN . MH-FLAT TOP (7'0) PROPOSED STORM INLETEa PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY '. PROPOSED LOTLINE .: EASEMENT LINE -------------- "AGE SAMOM ■ BASIN ID - - XS: 3088 Al � _ _ - WSEL: 4937.7 2-YR RUNOFF COEFFICIENT 0.05 2.50 0.35 acres BASIN AREA 10 RUNOFF COEFFICIENT COEFFICIENT (ACRES) 00 - - XS: 3046 - - - Q - WSEL: 4935.3 - m DESIGN POINT Q - - _-- - - DETENTION POND BASIN BOUNDARY (i.e.,MHFD-Detention_v4.03 and/or SWMM) w � - - w SUB-BASIN BOUNDARY(i.e.,Rational Method) I vJ co G6 . 1 I G7 . 1 FEMA CROSS SECTION - W / OVERLAND FLOW DIRECTION w (I.E.,LANDSCAPING) 1 VJ - - _ _ 0.77 0.45 0 1 0.42 / DIRECT FLOW DIRECTION LJJ 0.96 acres _ 1 .00 acres 933.9 / GUTTER) w W (I.E.,PAVEMENT,CURB AND z _ APPROXIMATE DETENTION POND J - OVERFLOW PATH O O IRRIGATION POND LIMITS w J z W LL. J NOTES: fn � 0 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J0 U COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 0 18" RCP (11'e X-23' HE-RCP 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE _ J 0 SD INLET C2.1A (PUBLIC) PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m LL CDOT-TYPE R INLET (10') I / PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN I SDMH (PUBLIC) MH-FLAT TOP (60) THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. � / i 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK Q [ / POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue Description Init. 1 02.13.2023 ENGINEERS STAMP ADDED JEP 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE 1 05/10/2023 F1 AMENDMENT JEP II y ® FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE - _ XS: 2618 / COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS - WSEL: 4932.7 REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE - _ BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE - --- BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. - �i' 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. - G7 G 8 0.78 0.78 Y \ 0.46 0.48 - ■ 0.98 acres cr 0.97 acres w I z I I I I IProject Na: HFH000022 I I . I / Drawn By: JKD LL 1 Checked By: JEP a' • ` I I II I t Date: 11.07.2022 DRAINAGE PLAN ■ �` ' ■ ■ ■ I ■ ■ ■ ■ ■ ■ MMMI1111111M ■ ■ ■ ■ M1IIIIIMIIMIIIM ■ ■ ■ ■ ■ ■ ■ ■ LL N MATCHLINE-SEE SHEET C10. 11 0 U LL N 0 O y 0 10 20 50 Knowwhat'sbelow. C1 0 , 9 z SCALE:1"=50' Call beforeyoudig. ii MATCHLINE-SEE SHEET C10.8 -- Gam,loway I I I / � ••i h„ j - - III_ I � 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 970.800.3300 ' I I �.. ' i ■ qos q04 GallowayUS.com .. I I �� I ■ II �T(il 14 4'•,I I I, 1 A-G 1 1W LU Um LU LU G0.A au - El E 0.71 1 .91 G3 G4au 0.88 acres I I POND G i 0.90 , ' RCP (PUBLIC) L I WQ DETENTION PO ■ I' J: 20.5 SD INLET L1.5 ii `� I': 0 10 20 50 . i 1 .00 acres CDOT-TYPE R INLET (10') SD INLET L1 (PUBLIC) �+A-G2 j2 I .<I CDOT-TYPE R INLET (10') SCALE:1"=50' h A-G5 20 0. I r` 0.94 0.52 I I I 0.87 T. 0.76 acres 0.65 acres I �� G 1 i I r COPYRIGHT I 1 L'• I 1 THESE PLANS ARE AN INSTRUMENT OF SERVICE ------------ SD INLET L1. ,� - ---- -r->--- -r-r-- ----I-I-- ��------------------ - ---- --- -- -------- --� `I L------------------ I __ AND ARE THE PROPERTY OF GALLOWAY,AND MAY CDOT-TYPE R INLET ( ') r..` NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED -I .• u .- ��__ �_ -. _ .,. �•_ .�' - __- _■ WITHOUT THE WRITTEN CONSENT OFGALLOWAY. ENFORCED AND PROSECUTED. COPYRIGHTS AND INFRINGEMENTS WILL BE \ �� -G - SD I ET L1.2A � iV K 3 - ��. 8 YMAP CDOT TYPE R IN T (10') � I SDMH L1.1A SDMH L1.1 SDMH L1.2 SDMH L1.3 -��■�� I II I MH-ECCENTRIC (1 0) MH-ECCENTRIC (8' 0)_ _ _ 0-RECT. FLAT TOP (7' X 7') KU MH-ECCENTRIC (8' 0) 36" RCP L �...-• ••�• -�-._.. t-.:--..-.:' - -- 7 -� - - -- ---- -- - - - ---- ---- - --- - - ---- -- - _ PROPOSED MAJOR CONTOUR 36-�,.... 1 . � - •• .:--• �..: -- -4835-- - 1 --I- --- - - -- ' ---- -� - -- --- 7--------- ------ ---- ----------------------------------- - - ,-.� 1 F _--_- T EXISTING MAJOR CONTOUR 39 --- ''' EXISTING MINOR CONTOUR to 1 � ' I 38 --------_ EXISTING STORM DRAIN - - - SD - - - PROPOSED STORM DRAIN SD FES LTA SD FES L1.0 37 I � PROPOSED STORM INLET Ea 30" FES 60 FES PROPERTY BOUNDARY I � II I I A-G6 ■ PROPOSED RIGHT-OF-WAY PROPOSED LOTLINE 0.55 EASEMENT LINE -------------- I 0.69 acres ■ BASIN ID XS: 2198 ■ WSEL: 4930.7 A 1 -- - - T--�-- I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2-YR RUNOFF l COEFFICIENT 0.05 2.50 BASIN AREA I I 100-YR RUNOFF 0.35 acres■ COEFFICIENT (ACRES) I III ■ � I III I O DESIGN POINT Q A II I DETENTION POND BASIN BOUNDARY EFFECTIVE COOPER SLOUGH � (i.e.,MHFD-Detention-v4.03 and/or SWMM) FEMA 100 YEAR FLOODPLAIN LIMITS UJ ■ SUB-BASIN BOUNDARY(i.e.,Rational Method)UJ 10 FEMA CROSS SECTION - z \ V, Q I I I I W OVERLAND FLOW DIRECTION J / \ (I.E.,LANDSCAPING) UJ / \ '^ I I V, DIRECT FLOW DIRECTION I / \ ■ 1 (I.E.,PAVEMENT,CURB AND z W GUTTER) LU LLI Z III I I APPROXIMATE DETENTION POND J OVERFLOW PATH O O OO v I J 1 `` ■ IRRIGATION POND LIMITS LU J z / �\ ■ Q Lu LL CC XS: 1748 G NOTES: �� O \ WSEL: 4930.5 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J O U / \ COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. Q O 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE Z J O _ I �,' I ■ PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m LL \ \ \ F \\ ■ PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN \\'■ �.� \ THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK \ ( \ # Date Issue/Description Init. EFFECTIVE COOPER SLOUGH POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. \ = - FEMA 100 YEAR FLOODPLAIN LIMITS \ FUT- H 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE - 0 ENGINEERS STAMP ADDED JEP ■ 1 05I10/2023 12023 F1 AMENDMENT JEP \� \ FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A _ _ �� \ ■ NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE - ��\�\ `\ \ 0.80 33, COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS - \ REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE 1 .00 acres \\ \ \ BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE - \\ \ \ \\ - ■ BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. - I z i 0 1 5.6:1 WQ / DETENTION POND \\\ `\ \ o Project No: HFH000022 01 \ \\\ `� \ Drawn By: JKD \`�\ \\ \ �\`\ \\�\ \`�\ \ - ' \ ■ Checked By: JEP I \ KnowwhatsbeloW. Date: 11.07.2022 I \ \ \ \ Call before you dig. DRAINAGE PLAN ■ ■ � ■ ■ ; ■ ■ �� ■ ■ � ■ ■ ■ � ■ ■ ' ■ ■ ■ ■ � ■ ■ ' ■ � CITY OFGREELEY LL MATCHLINE-SEE SHEET C10. 12 Reviewed By. U LL WATER/SEWER CHIEF ENGINEER DATE 0 U C 10 10 Review does not constitute "approval" of plans. Permittee is responsible for accuracy and completeness of plans. L •' MATCHLINE-SEE SHEET C10.9 Gan owa � I I 5265 Ronald Reagan Blvd.,Suite 210 I Johnstown,CO 80534 I _ 970.800.3300 ■ I I �� GOs qIN GallowayUS.com I G 7 G8ID JIM �I 1 0.78 0.57 1REP 010 0.98 acres , �; 0.78 0.48 ArRawl I v v v v «� i 36" RCP (PRIVATE) 0.97 acres 7. v 1 POND G STORM FES C (PRIVATE) SDMH C1 (PUBLIC) WQ DETENTION POND 36" FES �� v MH-ECCENTRIC (7' 0) 010 mu SD INLET 02 (PUBLIC):.. v v v v SD 0 T STRUCTURE 01 (PRIVATE) CDOT-TYPE R INLET (10') SDMH 03 (PUBLIC) A-G5 CDO -TYPE C INLET (35" X 35") � MH-ECCENTRIC (6' 0) \\ \ \ 1� ° 18�RCP - v v v aaio �ann 24" RCP (PRIVATE) 24" LP � � v v , COPYRIGHT 0.52 ES PLANS H ARE AN INSTRUMENT OF SERVICE 0.87 G7 `-'" AND ARE THE PROPERTY OF GALLOWAY,AND MAY 0.65 acres \ NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. ENFORCED AND PROSECUTED. COPYRIGHTS AND INFRINGEMENTS WILL BE :. U ---------- --• -.- . .: L .�- v v K YMAP PROPOSED MAJOR CONTOUR �- SDMH M6 (PUBLIC) - - PROPOSED MINOR CONTOUR 36 3g MH-ECCENTRIC (5 0) EXISTING MAJOR CONTOUR -- -4835-- - EXISTING MINOR CONTOUR -- - - - -�-� - - - - - - EXISTING STORM DRAIN SD ---_ -x. _ - v v ---______ ' .• _� \ PROPOSED STORM DRAIN -------- ----------------- - --- ■ 8 --�-- PROPOSED STORM INLET ■ (S. 2198 _ PROPERTY BOUNDARY WSEL: 4930.7 - - PROPOSED RIGHT-OF-WAY \ - - v PROPOSED LOTLINE EASEMENT LINE -------------- A-G6 BASIN ID H 2 ■ 0.55 0.83 - - - - 0.69 acres Al 0.7 0.77 2-YR RUNOFF 0.55 , 0.53 COEFFICIENT 0.05 2.50 0.9 acres 0.96 acres 0.35 acres 0-YR RUNOFF BASIN AREA ■ \ 1000EFFICIENT (ACRES) SDMH M5 (PUBLIC) ■ �� MH-ECCENTRIC (5' 0) DESIGN POINT I DETENTION POND BASIN BOUNDARY (i.e.,MHFD-Detention-v4.03 and/or SWMM) W ■ SUB-BASIN BOUNDARY(i.e.,Rational Method) W \ = I FEMA CROSS SECTION z Q OVERLAND FLOW DIRECTION J 1 L1J 11 o � 1 \ 1 (LE.,LANDSCAPING) ``^^ \ DIRECT FLOW DIRECTION V ■ (I.E.,PAVEMENT,CURB AND z L U ■ (FUT- H 11 170 GUTTER) LU L U � 1 1 II l APPROXIMATE DETENTION POND 0 J I I OVERFLOW PATH O = 0.80 33.3 11 O 0 U IU 1 .00 acres J zSD INLET M4 (PUBLIC) IRRIGATION POND LIMITS w ■ CDOT-TYPE R INLET (10') \ J z ■ 1 18 RCP (PUBLICS .' � 'I t 1 w LL. J XS: 1748 0 p NOTES: U - - - - - - - - - - - - WSEL: 4930.5 - - - - - - - - - - - - - - - - - - `' 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST _I O COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. Q O H 1 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE z J ■ __ PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE LL m U_ ■ -- PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN H3 -- LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, - 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK I 0.80 0 92 m POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. # Date Issue I Description Init. 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE - 02.13.2023 ENGINEERS STAMP ADDED JEP ■ 1 .00 acres � I 1 , I - ■ FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A 1 05/10/2023 F1 AMENDMENT JEP II M NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE - 1 1 COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE \ BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE - BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. - ■ I 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. I I - I SDMH M3 (PUBLIC) H4 -_ MH-ECCENTRIC (6' 0) 0.80 I I 1 .02 ■ 0.99 acres ■ I I ' I I 1 Project Na: HFH000022 I I \ I 01 ■ II _--- 1 ` i Drawn By: JKD Checked By: JEP a' ■ I I 1 \ I I I 1 Date: 11.07.2022 z I DRAINAGE PLAN I � � ■ ■ ■ ■ ■ ■ ■ ■ ■ �� ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ MATCHLINE-SEE SHEET C10. 13 U 0 LL 0 O y 0 10 20 5010-��- Knowwhat'sbeloW. C ■ z SCALE:1"=50' Call before you dig. ii Gammoway 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 970.800.3300 ao� GallowayUS.com ID rii MIT I � E�]L ou aoa l au ® aot aat MATCHLINE-SEE SHEET C10. 10 my ann SCALE:1°=50' COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAYNOT BE DUPLICATED,\ \ \ \ WITHOUT THE WR TTEN CONOSENT OF GASED,OR P OWAY REPRODUCED COPYRIGHTS AND INFRINGEMENTS WILL BE acts ENFORCED AND PROSECUTED. K Y�MAP ; PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR — — 36 EXISTING MAJOR CONTOUR —4835—— — �� XS: 1277 EXISTING MINOR CONTOUR \ WSEL: 4930.5 - - - SD — — — \, EXISTING STORM DRAIN �- - - - - - - - - - - - - - - PROPOSED STORM DRAIN PROPOSED STORM INLET 8 PROPERTY BOUNDARY PROPOSED RIGHT-OF-WAY PROPOSED LOTUNE EASEMENT LINE -------------- �� rFUT- H BASIN ID M Al 0.80 2-YR RUNOFF 33.3 CDCOEFFICIENT 0.05 1 .00 acres 7— 2. 0.35 acrree s 10 / \ \ U BASIN AREA \ \ \ COEFFICIENT (ACRES) LLI DESIGN POINT A DETENTION POND BASIN BOUNDARY 1 � W (i.e.,MHFD-Detention_v4.03 and/or SWMM) W SUB-BASIN BOUNDARY(i.e.,Rational Method) FEMA CROSS SECTION — z i W Q FUT- 1 z OVERLAND FLOW DIRECTION J (LE.,LANDSCAPING) \ \ i \ I \ t \ �+'`•"~ DIRECT FLOW DIRECTION 0.80 6.A 'tl \ 1 \ \ \ t� \ �•.' � U (I.E.,PAVEMENT,CURB AND � z V `F t 1I I \ \ \ I r GUTTER) w W 1 .00 acres Q zo t \ \ APPROXIMATE DETENTION POND /��.•," � OVERFLOW PATH � O l � !!nn —� � --------------------- �,.o O V U IRRIGATION POND LIMITS w J Z --�1 --------------------- W L.L J XS: 9o0 .,..: p O WSEL: 4930.5 NOTES: U —�— — — _ _ _ _ _ _ _ _ _ _ _ _ _ _ 3: •' — — 4 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED O FEMA-REGULATED, COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J — — — — — — —� ` ' — — — — Q ~COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 1 � , .. 0 Of "�"' 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE Z J 0 \ W s PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE U_ m L1_ Ili � z 1 . .ti . — — w • , •�. —W '1 `1 i 1 r::• +:.:.• '. PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN 'v XS: 844 \— — , — — — — — —- - — �` ' LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN WSEL. 4930.5 ro — — THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, — — — — — _ - p -c _ "" — — _ , , _ — �0 F° ro —FO G ——_Eo— — —��o _ __ 3. CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN.CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK . _ _ • 4 CONSTRUCTION OF NEW STRUCTURE HARD SURFACE PATH WALKWAYS,DRIVEWAYS, AL AND PARKING AREAS IS PROHIBITED IN THE D2 13.2023 ENGINEERS STAMP ADDED I JEP POPULATION HAZARDOUS MATERIALS AND GOVERNMENT FACILITIES W- - - S,H S,W S,D S,WALLS,A � � � FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET.ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A 1 05/1012023 F1 AMENDMENT JEP ———— ——� ————— ————————'———— ——————-- NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE . BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE - BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. — _ 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. Y 3 3 ui C7 Q z_ Project Na: HFH000022 U 0 o Drawn By: JKD Checked By: JEP 0 Knowwhat'sbelow. Date: 11.07.2022 Call beforeyoudig. DRAINAGE PLAN CITY OF GREELEY Reviewed By. U LL WATER/SEWER CHIEF ENGINEER DATE 0 U C10 , 12 Review does not constitute "approval" of plans. Permittee is responsible for accuracy and completeness of plans. ii Gammoway 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 970.800.3300 ao� GallowayUS.com fTm I � cloA q0a TmnT ao� aat MATCHLINE-SEE SHEET C10. 11 COPYRIGHT 0 10 20 50 HPLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY,AND MAY I N ; ; - NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED ■ �� `� ; CA LE:1"=50' ® WITHOUT THE WRITTEN CONSENT OF GALLOWAY. S COPYRIGHTS AND INFRINGEMENTS WILL BE ■ H 4 ; � � \\ i i l l dots ENFORCED AND PROSECUTED. i i i NK,EYMAP FUT- H 11 EFFECTIVE COOPER SLOUGH FEMA 100 YEAR FLOODPLAIN LIMITS 0.80 1 .02 _ I� I 0.99 acres I PROPOSED MAJOR CONTOUR 33.3 �"' i a `� PROPOSED MINOR CONTOUR 36 ■ 1 .00 acres I I EXISTING MAJOR CONTOUR —— —4835—— — I - EXISTING MINOR CONTOUR XS: 1277 -; � ��\ ; EXISTING STORM DRAIN — — — SD — — — WSEL: 4930.5 PROPOSED STORM DRAIN PROPOSED STORM INLET Ea ■ H 3 ��, �� ; ; PROPERTY BOUNDARY ■ rF �� `v �� ; PROPOSED RIGHT-OF-WAY H3 PROPOSED L01UNE EASEMENT LINE -------------- 0.80 0.92 _ ` H4 _ ■ 1 .00 acres ----- — _--__ BASIN ID ■ � - _ 1 - - - ; , , � 2-YR RUNOFF Al N ` _ _ _ I COEFFICIENT 0.05 2.50 BAS IN 0.35 acres M2 (PUBLIC) �N 1 0-YR RUNOFF (ACRES)AREA SDMH = __ MH-ECCENTRIC (6' 0) 0 COEFFICIENT DESIGN POINT i L1J _ `\ DETENTION POND BASIN BOUNDARY 2 �o -.::.. I /; - \ \\ (i.e.,MHFD-Detention-v4.03 and/or SWMM) VJ o'• - r i SD OUTLET STRUCTURE M1.1 I / \` / \ SUB-BASIN BOUNDARY(i.e.,Rational Method) w '••" CDOT-TYPE C INLET (35" X 35") (n LJJ Z �•' i � (PRIVATE) i a� �� \\ �\ 1 FEMA CROSS SECTION — � SDMH M1 PUBLIC 7�\ ` OVERLAND FLOW DIRECTION POND H MH-ECCENTRIC i I.E.,LANDSCAPING /:.•.: 1 ATE) ( ) ��, ( ) 18" RCP (PRIV WQ / DETENTION POND DIRECT FLOW DIRECTION y (I.E.,PAVEMENT,CURB AND GUTTER) LU W y G Z y APPROXIMATE DETENTION POND O r\ OVERFLOW PATH O O C� U Q a -xCEt X EL II .., (O - - ------------- ---------- - IRRIGATION POND LIMITS II UJ J Z 0 32 w J t. -------------------- _ — NOTES: _ SDMH M PUBLIC I O I - S 1. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED,100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST J U MH-ECCENTRIC (8' 0) - - - - - - - - - - - - _ - _ COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE 2. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE Z O 0 ■ w 11 - --__ 02 PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY(BUILDING OF STRUCTURES,GRADING,FILL,DETENTION PONDS,BIKE U_ m L.L _ -- PATHS,PARKING LOTS,UTILITIES,LANDSCAPED AREAS,FLOOD CONTROL CHANNELS,ETC.)WITHIN THE COOPER SLOUGH FLOODPLAIN W —W w LJ w — — —" - - " - — ��w / I W �L LIMITS--.STORAGE OF EQUIPMENT AND MATERIALS(TEMPORARY OR PERMANENT)IS NOT ALLOWED IN THE FLOODWAY.ALL ACTIVITIES WITHIN W - — THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE, IF 7 —— — — = 3. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES,AT-RISK FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN ESRISKA - # Date Issue/Description Init. —ro— — —ro — ro - Fo Fo - _ t�_ _ POPULATION,HAZARDOUS MATERIALS,AND GOVERNMENT FACILITIES. P � rt I — -- --- ----- -- - 02.13,2023 ENGINEERS STAMP ADDED JEP 4. CONSTRUCTION OF NEW STRUCTURES,HARD SURFACE PATHS,WALKWAYS,DRIVEWAYS,WALLS,AND PARKING AREAS IS PROHIBITED IN THE — — - — ----- — *----- — — — — — =--- 1 05/1012023 F1 AMENDMENT JEP FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A -- � NO-RISE CERTIFICATION PREPARED BY PROFESSIONAL ENGINEER LICENSED IN COLORADO.AN APPROVED FEMA ELEVATION CERTIFICATE — �_ COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS — I REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY(CO)BEING ISSUED.PLEASE NOTE: IF ANY PART OF THE -- - - -- - BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY,THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. = ■ 5. ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. = ------------- ---------=______ - ______________---------_-= Y 3 3 ui C7 Q z_ o 0 Project No HFH000022 �, • Drawn By: JKD Checked By: JEP 0 Knowwhat'sbelow. Date: 11.07.2022 Call before you dig. DRAINAGE PLAN CITY OF GREELEY Reviewed By: U LL WATER/SEWER CHIEF ENGINEER DATE 0 U C1 0 , 13 Review does not constitute "approval" of plans. Permittee is responsible for accuracy and completeness of plans. CTLITHOMPSON Founded • Oigltally signed by Robert Mosbey DN:CN=Ruben Mosbey,OU=Users and Groups,OU=Engineering, Robert Mosbey OU=POT,DC=es,DC=oily, Inge,. DC=oorn Data:2023.09.26 08:45:37-06'00' SUBGRADE INVESTIGATION AND PAVEMENT RECOMMENDATIONS Bloom Subdivision Filing 1 Roads, Phase 2 Aria Way, Tourmaline Place, Parkland Street, Roselyn Street, Flourish Lane, and Portions of Conquest Street, Sykes Drive, Comet Street, Crusader Street, and Greenfields Drive Fort Collins, Colorado Prepared for: HARTFORD HOMES 4801 Goodman Street Timnath, Colorado 80542 Attention: Shane Westlind Vice President of Land CTLIT Project No. FC07733.008-135 September 25, 2023 CTLIThompson, Inc. Denver, Fort Collins, Colorado Springs, Glenwood Springs, Pueblo, Summit County—Colorado Cheyenne, Wyoming and Bozeman, Montana Table of Contents Scope 1 Summary Of Conclusions 1 Site Location and Project Description 2 Previous Investigations 2 Field and Laboratory Investigation 2 Subsurface Conditions 3 Pavement Design 4 Traffic Projections 4 Subgrade and Groundwater Conditions 5 Pavement Thickness Calculations 5 Pavement Recommendations 5 Subgrade and Pavement Materials and Construction 6 Water-Soluble Sulfates 7 Maintenance 9 Surface Drainage 9 Limitations 10 FIGURES 1 AND 2 — LOCATIONS OF EXPLORATORY BORINGS APPENDIX A— SUMMARY LOGS OF EXPLORATORY BORINGS APPENDIX B — RESULTS OF LABORATORY TESTING APPENDIX C — PAVEMENT DESIGN CALCULATIONS APPENDIX D — PAVEMENT CONSTRUCTION RECOMMENDATIONS APPENDIX E — MAINTENANCE PROGRAM Scope This report presents the results of our subgrade investigation and pavement recommendations for the proposed roadways in the Bloom Subdivision in Fort Collins, Colorado. The purpose of our subgrade investigation was to determine the subsurface conditions and to evaluate pavement support characteristics for our pavement recommendations. The report was conducted in general conformance with the Larimer County Urban Area Street Standards, August 2021. This report was prepared from data developed during field exploration, laboratory testing, engineering analysis, and experience with similar conditions. The report includes a description of the subsurface conditions found in exploratory borings, laboratory test results, and pavement construction and material recommendations for the construction of Aria Way, Tourmaline Place, Parkland Street, Roselyn Street, Flourish Lane, and portions of Conquest Street, Sykes Drive, Comet Street, Crusader Street, and Greenfields Drive. If plans change significantly, we should be contacted to review our investigation and determine if our recommendations still apply. A brief summary of our conclusions is presented below, with more detailed criteria and recommendations contained in the report. Summary Of Conclusions 1. Soils encountered in our borings generally consisted of 10 feet of clean to clayey, gravelly sand or sandy clay. The upper 3 to 5 feet of all but six borings was fill, placed during site grading and/or utility installation. Bedrock was not encountered during this investigation. Groundwater was encountered in ten borings at approximately 4 to 9 feet. Only one boring indicated water within 5 feet of the subgrade surface. 2. The subgrade soils classified as A-2-4 to A-6 according to AASHTO methods. Such material is considered to exhibit good to poor subgrade support. Swell- consolidation testing indicated swells of nil to 2.8 percent. Based on our lab data, subgrade conditions and our experience, we recommend mitigation for swelling soils. 3. Precipitation in the area was observed to create soft, saturated soil conditions. If soft soils are encountered during construction stabilization can likely be achieved by crowding 1'/2 to 3-inch nominal size crushed rock into the subgrade until the base does not deform by more than about 1-inch under compactive effort. Chemical treatment (cement, fly ash, lime) can also be considered for stabilization. We understand that cement stabilization has been the preferred method at this site. Soft soil mitigation is discussed in the report. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 1 CTL I T PROJECT NO.FC07733.008-135 4. Asphaltic concrete and/or Portland cement concrete over aggregate base course are appropriate surface pavements for the included roadways. Minimum pavement recommendations are presented in this report. Site Location and Project Description The Bloom Subdivision is located between East Vine Drive and Mulberry Street, east of Timberline Drive in Fort Collins, Colorado (Figure 1). Phase 2 includes the portion of Greenfields Drive between International Boulevard and Sykes Drive. Also included in the investigation are Aria Way, Tourmaline Place, Parkland Street, Roselyn Street, Flourish Lane, and portions of Conquest Street, Sykes Drive, Comet Street, and Crusader Street. The roads are anticipated to be paved with hot mix asphalt and/or Portland cement concrete. Previous Investigations CTLIThompson previously performed a Preliminary Geotechnical Investigation at Bloom Subdivision under CTLIT project No. FC07733-115, report dated May 11, 2017, and a Geotechnical Investigation for various Filing 1 structures under FC07733.005-125 dated July 18, 2023. A Subgrade Investigation and Pavement Design was performed for the Phase 1 roads under CTLIT Project No. FC07733.006-135, report dated July 26, 2023. Data from the previous investigations were considered for this report. Field and Laboratory Investigation Our field investigation consisted of drilling twenty-one borings to a depth of approximately 10 feet, logging the subsurface conditions, recording penetration-resistance tests, and acquiring samples of the subgrade materials. Borings were drilled at approximate 500-foot spacing, or less. The approximate locations of our borings are presented on Figures 1 and 2. The borings were drilled with 4-inch diameter continuous-flight augers and a truck-mounted drill. Our field representative directed the field investigation as the borings were advanced. Bulk samples were obtained from the upper 4 feet of the borings and modified California samples were obtained from selected intervals within the borings. The number of blows from a 140-pound hammer failing 30 inches, required to drive the modified California sampler, were recorded. Summary logs of the borings, including results of field penetration resistance tests, are presented in Appendix A. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 2 CTL I T PROJECT NO.FC07733.008-135 After the samples were returned to our laboratory, our geotechnical engineer for this project examined the samples and assigned laboratory testing. Laboratory testing was performed in general accordance with AASHTO and ASTM methods to determine index properties, classification, and subgrade support values for those soil types influencing the pavement design. To evaluate potential heave, swell-consolidation testing was performed on samples of the subgrade soils. Swell testing samples were inadvertently tested under a pressure of 500 pounds per square foot (psf) instead of the required 150 psf. We have adjusted the recommendations in this report accordingly. Other laboratory tests and analysis included moisture content, dry density, Atterberg limits, gradation analysis, swell consolidation, particle- size analysis, and water-soluble sulfate tests. We performed one Hveem stabilometer tests on bulk samples during this investigation and two during the previous investigation. Results of laboratory tests are presented on Appendix B and summarized in Table B-I. Subsurface Conditions Soils encountered in our borings generally consisted of clean to clayey, gravelly sand or sandy clay to the depths explored of 10 feet. The upper 3 to 5 feet of all but six borings was identified as fill, placed during site grading and/or utility installation. The fill was tested by our firm and generally found to meet project specifications at the time of placement. Bedrock was not encountered during this investigation. Swell-consolidation testing of the upper 5 feet indicated nil to 2.8 percent swell. Samples tested in the laboratory contained 5 to 58 percent clay and silt-sized particles (passing the No. 200 sieve). Atterberg limit testing indicated liquid limits of 21 to 32 and plasticity indices of 5 to 18. Hveem Stabilometer tests of three bulk samples collected from the Filing 1 interior roads and Greenfields Drive indicated R-values of 15, 25, and 25. Groundwater was encountered in ten borings at approximately 4 to 9 feet. Only one boring indicated water within 5 feet of the subgrade surface and not indicative of a shallow groundwater table. Groundwater fluctuates seasonally and will be affected by irrigation and precipitation. Groundwater is not expected to affect pavement construction for the included roads. Further description of the subsurface conditions is presented in our boring logs and laboratory test results. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 3 CTL I T PROJECT NO.FC07733.008-135 Pavement Design New construction is planned for the subject roadways. We understand roadway improvements are regulated by the Larimer County Urban Area Street Standards August 2021 (LCUASS), which requires the use of the AASHTO pavement design methods for their roadways. These design methods require input parameters for traffic projections for a specified design life, roadway classification, characteristics of the subgrade materials, type and strength characteristics of pavement materials, groundwater conditions, drainage conditions, and statistical data. Traffic Projections Traffic projections are typically expressed as an 18-kip Equivalent Daily Load Application (EDLA) for a single day or as an 18-kip Equivalent Single Axle Load (ESAL) for the design period of 20 years. Traffic projections were not provided to us for this report. We used Table 10.1: Flexible Pavement Design Criteria from LCUASS for assumed ESAL loads. Table A presents the roadway classifications and Design ESALs used with our calculations. Table A: Design 18-kip Equivalent Single Axle Loads (ESALs) Street Flexible ESAL Rigid ESAL Aria Way (Parkland to Sykes), Tourmaline Place, Parkland Street, Conquest Street, Comet Street, 36,500/73,000 47,900/95,700 Crusader Street, Roselyn Street, and Flourish Lane (Local/Cul-de-sac) Sykes Drive and Aria Way (Sykes to Donnella) 182,500 239,000 (Minor Collector) Greenfields Drive 730,000 957,000 (Two-Lane Arterial) HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 4 CTL I T PROJECT NO.FC07733.008-135 Subgrade and Groundwater Conditions The subgrade soils generally consist of clean to clayey, gravelly sand or sandy clay that classifies as A-2-4 to A-6 in accordance with AASHTO classification methods. Hveem stabilometer tests of composite samples of nearby sandy clay and clayey sand resulted in R- values of 15 to 25. We used the R-value of 15 which we converted to a resilient modulus of 7,247 psi based on CDOT criteria. Moderately to highly plastic clay and higher swelling soils were encountered during this investigation. Based on our experience at the site and laboratory data, we recommend mitigation for swelling soils. Mitigation should consist of the removal, moisture or chemical treatment, and re-compaction of 12 inches of the subgrade below the included roadways. We understand that cement treatment is the preferred stabilization method at this site. Groundwater was encountered at depths of approximately 4 to 9 feet in ten borings during this investigation. Only one boring indicated water within 5 feet of the subgrade surface and not indicative of a shallow groundwater table. Groundwater is not expected to interfere with the performance of the pavement. Pavement Thickness Calculations We used AASHTO methods to develop our pavement thickness calculations for flexible and rigid pavements with input values provided by the LCUASS, our laboratory tests, and observations. Input values including initial and terminal serviceability indices, reliability factor, and layer strength coefficients were taken from LCUASS. Other input values not specified by the LCUASS were estimated based on our experience with similar projects. Computer- generated printouts of the pavement calculations are presented in Appendix C. Pavement Recommendations For our design, we assume the pavement will be constructed during a single stage. If multiple-stage construction is desired, we should be consulted to revise our recommendations. We have provided pavement design recommendations for new construction including hot mix asphalt (HMA) on aggregate base course (ABC), and Portland cement concrete (PCC). Cement treatment of the upper 12 inches of subgrade is recommended to mitigate swelling soils and soft soils. Minimum pavement thickness recommendations are presented on Table B. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 5 CTL I T PROJECT NO.FC07733.008-135 TABLE B: MINIMUM PAVEMENT THICKNESS RECOMMENDATIONS Hot Mix Asphalt Portland Cement (HMA) + Aggregate Concrete Roadway Base Course (ABC) (PCC) + + Chemical Treated Chemical Treated Subgrade CTS Sub grade CTS Aria Way (Parkland to Sykes), Tourmaline Place, Parkland Street, Conquest Street, Comet 4" HMA + 6" PCC + 12" CTS Street, Crusader Street, Roselyn 6" ABC + 12" CTS Street, and Flourish Lane Local Sykes Drive and Aria Way 5.5" HMA + (Sykes to Donnella) 7" ABC + 12" CTS 6" PCC + 12" CTS (Minor Collector) Greenfields Drive 7.5" HMA + g" PCC + (Two-Lane Arterial) 11.5" ABC + 12" CTS 12" CTS Subgrade and Pavement Materials and Construction The construction materials are assumed to possess sufficient quality as reflected by the strength factors used in our design calculations. Materials and construction requirements of LCUASS 2021 or CDOT should be followed. LUCASS requires mitigation of swelling soils when swell potential is 2.0 percent or greater. Based on the results of laboratory testing, our experience, and LCUASS, we believe that mitigation for swell will be required below the included roadways. Soft saturated soils have been encountered throughout the site because of higher-than-normal precipitation. Cement treatment has been used as the preferred stabilization method for the site roadways to address both problems. Cement reduces the plasticity and swell potential of soil and also increases its bearing capacity. Cement concentration for subgrade stabilization typically ranges between 4 to 7 percent by weight. We believe 4 to 5 percent will likely be necessary at this site. We recommend a minimum of 1-day curing period (3 days is preferred) prior to paving for cement treatment. The surface of the stabilized area should be kept moist during the cure period by periodic, light sprinkling if needed. Strength gains will be slower during cooler weather. Traffic should not be permitted on the treated subgrade during the curing period. Mixing of the treated subgrade should not occur if the temperature of the soil mixture is below HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 6 CTL I T PROJECT NO.FC07733.008-135 40 degrees Fahrenheit. The subgrade should be protected from freezing or drying at all times until paving. We do not recommend placing asphalt pavement directly on cement treated subgrade. Placement, mixing, and compaction of stabilized subgrade should be observed and tested by our firm. Recommendations for paving materials and subgrade preparations, including moisture and chemical treatment, are presented in Appendix D. Preparation of the subgrade should extend from back-of-walk to back-of-walk for attached or monolithic walks or back-of-curb to back-of-curb. These criteria were developed from analysis of the field and laboratory data, our experience, LCUASS, and CDOT requirements. If the materials cannot meet these requirements, our pavement recommendations should be re-evaluated based upon available materials. The use of recycled materials, such as recycled asphalt pavement (RAP) and recycled concrete may be used in place of aggregate base course (ABC) provided they meet minimum R-values and gradations established by LCUASS. Materials planned for construction should be submitted and the applicable laboratory tests performed to verify compliance with the specifications. Water-Soluble Sulfates The method of applying the stabilizing agent to the soil will depend partly on the level of water-soluble sulfates in the subgrade soil. A reaction of water-soluble sulfates in the soil and available calcium in the stabilizing agent can occur creating the mineral ettringite, which can swell causing detrimental effects to the pavement surface. If unacceptable concentrations of water-soluble sulfates are present in the soil, the double-application method can reduce the risk of pavement heave due to ettringite formation to an acceptable level. We measured water- soluble sulfate concentrations in twenty-one samples for this investigation and fifteen samples from previous investigations at less than 0.01 to 0.55 percent. Five samples were between 0.20 and 0.55 percent and three were between 0.10 to 0.20 percent with all other samples being below measurable to 0.08 percent. Our threshold limit of water-soluble sulfates in soils for single application of cement, fly ash, or lime for stabilization is 0.5 percent. Based on our test results, we believe single application is appropriate for the site. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 7 CTL I T PROJECT NO.FC07733.008-135 In addition to the interaction of water-soluble sulfates with chemical treatment agents, concrete that is exposed to sulfate-rich soils can be subject to sulfate attack. If concrete pavements or structures will not be in contact with sulfate-rich soils, by means of an aggregate base course layer or other materials, the risk of sulfate attack should be low. Based on our cumulative test results, our experience, and ACI 332-20, the sulfate exposure class is RS2 (see Table C). Deviations from the exposure class may occur as a result of additional sampling and testing. TABLE C: SULFATE EXPOSURE CLASSES PER ACI 332-20 Water-Soluble Sulfate(SO4) Exposure Classes in Soil Not Applicable RSO <0.10 Moderate RS1 0.10 to 0.20 Severe RS2 0.20 to 2.00 Very Severe RS3 >2.00 A) Percent sulfate by mass in soil determined by ASTM C1580 For this level of sulfate concentration, ACI 332-20 indicates there are special cement type requirements for sulfate resistance as indicated in Table D. TABLE D: CONCRETE DESIGN REQUIREMENTS FOR SULFATE EXPOSURE PER ACI 332-20 E0Maximum Minimum Cementitious Material Types B a Water/ Compressive ASTM ASTM ASTM Calcium Cement Strength a C150/ C595/ C1157/ Chloride Ratio (psi) C150M C595M C1157MNo Type No Type Admixtures No No RSO N/A 2500 Restrictions Restrictions Type Restrictions Restrictions RS1 0.50 2500 II Type with (MS) MS No Designation Restrictions RS2 0.45 3000 V c Type with (HS) HS Not Permitted Design tion Type with (HS) V+ Pozzolan Designation HS+ Pozzolan RS3 0.45 3000 or Slag plus Pozzolan or Slag Not Permitted Cement° or Slag Cement Cement E E A) Concrete compressive strength specified shall be based on 28-day tests per ASTM C39/C39M B) Alternate combinations of cementitious materials of those listed in ACI 332-20 Table 5.4.2 shall be permitted when tested for sulfate resistance meeting the criteria in section 5.5. C) Other available types of cement such as Type III or Type I are permitted in Exposure Classes RS1 or RS2 if the C3A contents are less than 8 or 5 percent, respectively. D) The amount of the specific source of pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slab to be used shall not be less than the amount tested in accordance with ASTM C1012/C1012M and meeting the criteria in section 5.5.1 of ACI 332-20. E) Water-soluble chloride ion content that is contributed from the ingredients including water aggregates, cementitious materials, and admixtures shall be determined on the concrete mixture ASTM C1218/C1218M between 29 and 42 days. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 8 CTL I T PROJECT NO.FC07733.008-135 Superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze-thaw deterioration, the water-to-cementitious materials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high-water tables. Concrete should have a total air content of 6 percent ± 1.5 percent. Maintenance Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the long-term life of a pavement system. We recommend a preventive maintenance program be developed and followed for all pavement systems to ensure that design life can be realized. Choosing to defer maintenance usually results in accelerated deterioration leading to higher future maintenance costs and/or repair. A recommended maintenance program is outlined in Appendix E. Excavation of completed pavement for utility construction or repair can destroy the integrity of the pavement and result in a severe decrease in serviceability. To restore the pavement top original serviceability, careful backfill compaction before repaving is necessary. Surface Drainage A primary cause of premature pavement deterioration is infiltration of water into the pavement system. This increase in moisture content usually results in the softening of base course and subgrade soil and eventual failure of the pavement. In addition, parts of Colorado experience many freeze-thaw cycles each season that can result in deterioration of the pavement. We recommend that subgrade, pavement, and surrounding ground surface be sloped to cause surface water to run off rapidly and away from pavements. Backs of curbs and gutters should be backfilled with compacted fill and sloped to prevent ponding adjacent to backs of curbs and to paving. The final grading of the subgrade should be carefully controlled so the pavement design cross-section can be maintained. Low spots in the subgrade that can trap water should be eliminated. Seals should be provided within the curb and pavement, and in all joints to reduce the possibility of water infiltration. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 9 CTL I T PROJECT NO.FC07733.008-135 Limitations This report has been prepared for the exclusive use of Hartford Homes for the purpose of providing geotechnical design and construction criteria for the proposed project. This report was prepared from data developed during our field exploration, laboratory testing, engineering analysis, and experience with similar conditions. The borings were spaced to obtain a reasonably accurate understanding of the existing pavements and subsurface conditions. The borings are representative of conditions encountered only at the exact boring locations. Variations in subsurface conditions not indicated by our borings are always possible. The recommendations contained in this report were based upon our understanding of the planned construction. If plans change or differ from the assumptions presented herein, we should be contacted to review our recommendations. A representative of our firm should observe subgrade preparation and pavement construction. Our representative should also conduct tests of construction materials for compliance with recommendations presented in this report and/or specifications of the controlling agency. Due to the changing nature of site characterization, pavement design methods, standards, and practices, the information and recommendations provided in this report are only valid for one year following the date of issue. Following that time, our office should be contacted to provide, if necessary, any updated recommendations and design criteria as appropriate for the engineering methodologies used at that time. We believe this investigation was conducted in a manner consistent with that level of skill and care ordinarily used by members of the profession currently practicing under similar conditions in the locality of this project. No warranty, express or implied, is made. If we can be of further service in discussing the contents of this report or in the analysis of the influence of subsurface conditions on design of the pavements, please call. CTL THOMPSON, INC. oa'°0 c�i wa Rw4F �� Trace Krausse K Sep 25 2023 2:42 PM Trace Krausse, PE R.B. "Chip" Leadbetter, III, PE Geotechnical Project Engineer Senior Engineer HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 10 CTL I T PROJECT NO.FC07733.008-135 E.VINE DR. LEGEND: SITE Z N TH-1 INDICATES APPROXIMATE W LOCATION OF EXPLORATORY BORING E.MULBERRY ST. APPROXIMATE SCALE: 1"=200' TH-1 INDICATES APPROXIMATE 0' 100, 200' 9 LOCATION OF PAST COMPLETED VICINITY MAP BORINGS FROM FC07733.006-135 FORT COLLINS,COLORADO NOT TO SCALE TH-1 - - F TH-1� -'t—TH-2 -� C: TH-2 ------------ Ti An C H-3 - ` TH-4 - �.- - _TH-6_ - Parkland Street :. 4-4 "TH-4 Conquest Street Locations of Exploratory Borings HARTFORD HOMES FIGURE 1 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 LEGEND: APPROXIMATE TH-1 INDICATES APPROXIMATE SCALE: 1"=225' LOCATION OF EXPLORATORY 0' 112.5' 225' BORING AlI�� - -e�- •rr�•� '- .ems ,FF—�.�''�.` - t � .. o..- I'WF — Sykes Drive == • TH-10 — - i TH-21 TH-17 Comet Street � I 4 L J k ` I :r . TH 18 L TH-20 TH-16 _ } ! _T .- _ � 41� - P - �i I11v �• r —15 d�R Crusader Street 0 TH-19 1 ti• •k----• '- wa TH Locations of Exploratory Borings HARTFORD HOMES FIGURE 2 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 APPENDIX A SUMMARY LOGS OF EXPLORATORY BORINGS TH-1 TH-2 TH-3 TH-4 TH-5 TH-6 0 0 40 15/12 00, 7/12 00, 23/12 10/12 6/12 6/12 LEGEND: WC=8.8 WC=9.9 WC=8.4 WC=14.9 WC=15.6 WC=12.4 DD=123 DD=126 DD=127 DD=114 DD=116 DD=121 FILL,CLAY,SANDY WITH OCCASIONAL GRAVEL, MOIST,MEDIUM STIFF TO VERY STIFF, SW=1.3 SW=0.2 SW=0.1 SW=0.4 LL=30 PI=16 SW=0.2 SS=<0.01 V SS=0.320 SS=0.030 SS=0.550 -200=56 SS=0.530 BROWN 7/12 9/12 24/12 11/12 11/12 11/12 5 WC=7.3 WC=9.4 WC=9.5 5 WC=12.1 -200=5 DD=122 WC=3.2 DD=125 LL=27 PI=12 DD=127 200=5 LL=21 PI=5 200=6 Sw=0.1 200=28 FILL,SAND,CLEAN TO CLAYEY,GRAVELLY, MOIST,SOFT TO MEDIUM DENSE,BROWN -200= PI=9 -200=24 SS=0.460 -200=32 SAND,CLAYEY,SLIGHTLY MOIST TO MOIST, LOOSE, BROWN(SC) 4/12 12/12 5/12 11/12 6/12 15/12 10 10 SAND,GRAVELLEY,SLIGHTLY SILTY,WET, LOOSE,TAN, PINK, GREY(SP) CLAY,SANDY,SLIGHTLY MOIST TO MOIST, MEDIUM STIFF TO VERY STIFF, - F1 BROWN(CL) 15 15 DRIVE SAMPLE.THE SYMBOL 15/12 INDICATES 15 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D.SAMPLER 12 INCHES. w H- w w w w w 11 = 20 20 = SZ WATER LEVEL MEASURED AT TIME OF DRILLING. q- a a w w 25 25 NOTES: 1. THE BORINGS WERE DRILLED ON AUGUST 30TH,2023 USING 4-INCH DIAMETER CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG. 2. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN 30 30 THIS REPORT. 3. WC INDICATES MOISTURE CONTENT(%). DID - INDICATES DRY DENSITY(PCF). SW - INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE(%). -200- INDICATES PASSING NO.200 SIEVE(%). 35 35 ILL - INDICATES LIQUID LIMIT. PI INDICATES PLASTICITY INDEX. SS INDICATES SOLUBLE SULFATE CONTENT(%). 40 40 Summary Logs of HARTFORD HOMES Exploratory Borings BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE A-1 11111 TH-7 TH-8 TH-9 TH-10 TH-11 TH-12 TH-13 TH-14 0 0 9/12 14/12 00, 10/12 11/12 00, 18/12 32/12 17/12 23/12 WC=12.2 WC=11.5 WC=11.8 WC=1.4 WC=8.4 WC=6.8 WC=8.6 WC=17.2 DD=123 DD=121 oop DD=121 -200=6 DD=120 DD=128 DD=120 DD=118 LL=32 PI=18 SW=0.2 LL=28 PI=13 SS=0.030 00, SW=2.8 SW=1.2 LL=27 PI=10 LL=24 PI=9 -200=45 SS=<0.01 -200=44 46/12 SS=<0.01 SS=0.030 -200-53 -200=32 5 15/12 14/12 00, 8/12 we=1.s 16/12 41/12 14/12 17/12 5 W C=9.4 W C=10.2 W C=10.8 -200=7 W C-5.1 W C=7.5 W C=10.7 W C=8.3 DD=124 DD=117 OOP DD=120 DD=111 DD=111 DD=120 DD=120 SW=0.3 LL=26 PI=11 SW=0.4 LL=25 PI=10 -200=16 SW=1.6 SW=0.2 SS=0.030 -200=42 SS=0.010 -200=36 SS=0.030 SS=<0.01 16/12 12/12 30/12 10/12 11/12 9/12 10/12 19/12 10 10 15 15 0 0 m m U _U = 20 20 = n T7 m m m m 25 25 30 30 35 35 40 40 Summary Logs of HARTFBLOOM FILING HOMES Exploratory Borings BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE A-2 11111 TH-15 TH-16 TH-17 TH-18 TH-19 TH-20 TH-21 0 KIM 0 10/12 10/12 17/12 12/12 16/12 11/12 19/12 WC=9.6 WC=11.9 WC=10.1 WC=8.9 WC=8.9 WC=9.2 WC=10.8 DD=121 DD=121 DD=125 DD=123 DD=120 DD=124 DD=124 -200=38 SW=0.2 LL=26 PI=10 LL=25 PI=10 -200=30 LL=25 PI=10 SW=0.4 SS=<0.01 SS=0.080 -200=39 -200-32 SS=0.030 -200-36 SS-0.010 5 7/12 1 13/12 15/12 12/12 13/12 10/12 21/12 5 W C=8.6 W C=7.6 W C=8.3 W C=8.1 W C=8.0 W C=7.5 -200=40 DD=126 DD=130 DD=123 DD=121 DD=127 SW=0.0 SW=0.0 LL=26 PI=12 SW=0.1 LL=24 PI=9 SS=<0.01 SS=<0.01 -200=36 SS=<0.01 -200=28 Ez 24/12 26/12 29/12 3/12 10 10 15 15 0 0 m m m m = 20 20 = n -n m m m m 25 25 30 30 35 35 40 40 Summary Logs of HARTFBLOOM FILING HOMES Exploratory Borings BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE A-3 APPENDIX B RESULTS OF LABORATORY TESTS TABLE B-1 - SUMMARY OF LABORATORY TESTING 3 iEXPANSION UNDER CONSTANT 1 1 ! ! PRESSURE DUE TO WETTING ii i t i I I I i i i i i l l l i i i i i i I l i i - z ! 1 1 1 1 g Zi THI I W ! I -2 -- - - -� �.------ - -- ...- -- ----- -------�- 1 LU _3 ! i -! W i t O U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of SAND, CLAYEY(SC) DRY UNIT WEIGHT= 123 PCF From TH- 1 AT 2 FEET MOISTURE CONTENT= 8.8 % 3 I EXPANSION UNDER CONSTANT 2 PRESSURE DUE TO WETTING i i i I I T i I � I I I I ! I I I I I I I I I I I I I I I I I Z O 0 � I i a i LLI --.._. rr 8-0 Z l cl) w -3 O U I I i l I i I 4 0 1APPLIED PRESSURE - KSF 1•0 10 100 Sample Of SAND, CLAYEY(SC) DRY UNIT WEIGHT= 126 PCF From TH-2 AT 2 FEET MOISTURE CONTENT= 9.9 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-1 3 EXPANSION UNDER CONSTANT 2 — PRESSURE DUE TO WETTING I I i I I I I I I I i i l I I I --- �. -� - Z Z j l a I I j j i i W o -2 ZO W -3 1 1! U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of SAND, CLAYEY(SC) DRY UNIT WEIGHT= 127 PCF From TH-3 AT 2 FEET MOISTURE CONTENT= 8.4 % 3 l III EXPANSION UNDER CONSTANT l PRESSURE DUE TO WETTING I I I I I I I I i i j i i I I I I I ! I I I I i i i 1 Z O 0 Z a i i i i i i i i i i i i i l i w I o I I I I I I I I I I I I Z i Ocn � I W I I a � 3 U I I i t I j i I I I -4 01APPLIED PRESSURE - KSF 1•0 10 100 Sample Of SAND, CLAYEY(SC) DRY UNIT WEIGHT= 114 PCF From TH-4 AT 2 FEET MOISTURE CONTENT= 14.9 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-2 3 EXPANSION UNDER CONSTANT 2 PRESSURE DUE TO WETTING i i o Z L l l l l N i i I i l Z W e -2 1.- --�.--------- -------�--- ----------� -I-- --------- ---------I --- -I--� Ocn LLj -3 ll U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of FILL, CLAY, SANDY(CL) DRY UNIT WEIGHT= 125 PCF From TH-5 AT 4 FEET MOISTURE CONTENT= 9.4 % 3 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING I i i I I i I I Fri- I I I I i i i l i i i i i i i l Z O O Z Q i i W - _ 1_ t_ ......................._.....................-......... ___ ..._......... _ ---------- __ __ __ - - o : II : Z - � _ �_ 1 cn ji N l j w -3 O I I I I I I I I I I I I I _4 01APPLIED PRESSURE - KSF 1.0 10 100 Sample Of FILL, CLAY, SANDY(CL) DRY UNIT WEIGHT= 121 PCF From TH-6 AT 2 FEET MOISTURE CONTENT= 12.4 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-3 3 EXPANSION UNDER CONSTANT z ___ li _PRESSURE DUE TO WETTING I l i i I j ! ! ! ! I ! ! I I I I I ! ! I Z ! Z it i W I -2 --- -- - - - .-------- --- -+-� -i. ----- ------- �- ZO i ! U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of FILL, SAND, CLAYEY(SC) DRY UNIT WEIGHT= 124 PCF From TH-7 AT 4 FEET MOISTURE CONTENT= 9.4 % 3 ! ! EXPANSION UNDER CONSTANT 2 PRESSURE DUE TO WETTING I I I I I J I I I I Z ! j O 0 Z a i i i i i i i W ----__ ----__�_ _1__� - --- 1___ _; 0 LD 11 w I -3 � 0 U I I i t I j I I I I -4 0 1APPLIED PRESSURE - KSF 1•0 10 100 Sample Of SAND, CLAYEY(SC) DRY UNIT WEIGHT= 121 PCF From TH-8 AT 2 FEET MOISTURE CONTENT= 11.5 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-4 3 ll EXPANSION UNDER CONSTANT 2 ___ l ill PRESSURE DUE TO WETTING I I I I I I I I I I � Z l O i ! Z lii i a _ a i i i I i t i i w -z -- - - -� �.------ - -- ...- -- ----- -------�- 1 � _3 w I I I I i I I I I O U 4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of SAND, CLAYEY(SC) DRY UNIT WEIGHT= 120 PCF From TH-9 AT 4 FEET MOISTURE CONTENT= 10.8 % 4 I EXPANSION UNDER CONSTANT 3 T PRESSURE DUE TO WETTING i 2 Z — � Z a w I � I I I I : - � 1_ 1 o cl) it i w l -2 O U I I i l I I 3 u'APPLIED PRESSURE - KSF 1•0 10 iuu Sample Of CLAY, SANDY(CL) DRY UNIT WEIGHT= 120 PCF From TH- 11 AT 2 FEET MOISTURE CONTENT= 8.4 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-5 3 li l EXPANSION UNDER CONSTANT ! ! ! PRESSURE DUE TO WETTING I � I ! ► - z � ! l l l I z W ! I I ! ! ! ! p U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of FILL,SAND, CLAYEY(SC) DRY UNIT WEIGHT= 128 PCF From TH- 12 AT 2 FEET MOISTURE CONTENT= 6.8 % 3 I ! ! ! EXPANSION UNDER CONSTANT z PRESSURE DUE TO WETTING I i t I I I I I I z 0 - � Q Lu LD 0 W d -3 � OIH -4 01APPLIED PRESSURE - KSF 1.0 10 100 Sample Of CLAY, SANDY(CL) DRY UNIT WEIGHT= 120 PCF From TH- 13 AT 4 FEET MOISTURE CONTENT= 10.7 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-6 3 i EXPANSION UNDER CONSTANT z — PRESSURE DUE TO WETTING I I I I I I i i i i i i i i I I i i I Z l l l l l Z w l l l l -z ---- -- - - - �.-------- --- -- ...----� -� ----- ------ -}- - ZO U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of FILL, CLAY, SANDY(CL) DRY UNIT WEIGHT= 120 PCF From TH- 14 AT 4 FEET MOISTURE CONTENT= 8.3 % 3 l l l l EXPANSION UNDER CONSTANT l PRESSURE DUE TO WETTING I I I I I I I I i i j i i I i i i 1 I Z I I I I i j i l i i O o l l I I I I I Z a i i i i i i i i i l I I I i I I I I I I Z j II -z - - iI` W I I a � 3 -4 0.1APPLIED PRESSURE - KSF 1•0 10 100 Sample of FILL, SAND, CLAYEY(SC) DRY UNIT WEIGHT= 121 PCF From TH- 16 AT 2 FEET MOISTURE CONTENT= 11.9 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-7 3 I I I I NO SWELL AFTER WETTING I I I I ! I I t I I z - III i i I I i i Z o �—I -- --� _ O N I I I I I I I I I I Z a w ! 1 l I ! -z ---- -- - - - �.-------- --- -+ -� ----- ------ -}- - Z -�O i U -4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of FILL, SAND, CLAYEY(SC) DRY UNIT WEIGHT= 126 PCF From TH- 17 AT 4 FEET MOISTURE CONTENT= 7.6 % 3 I ! I I I ! I 11 I ! I NO SWELL AFTER WETTING 2 1 I I I I Z I I I I I i l i i O o Z a i i i i i i � � w 1 ......----.._._. ..----_.._.i._..�_..._i......+..__.i.. . ------ ---__._�._..__ ......................_........... ...i. 0 I j O jl 1 w I 3 � O 4 0.1APPLIED PRESSURE - KSF 1•0 10 100 Sample of FILL, SAND, CLAYEY(SC) DRY UNIT WEIGHT= 130 PCF From TH- 18 AT 4 FEET MOISTURE CONTENT= 8.3 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-8 3 EXPANSION UNDER CONSTANT 2 — PRESSURE DUE TO WETTING I I ! I I I I I I I i i j I I I Z 0 Z lil i I I l i I X W o -2 ZO cl) l LLj -3 U 4 0.1 1.0 10 100 APPLIED PRESSURE -KSF Sample of FILL, SAND, CLAYEY(SC) DRY UNIT WEIGHT= 121 PCF From TH-20 AT 4 FEET MOISTURE CONTENT= 8.0 % 3 l EXPANSION UNDER CONSTANT 2 l PRESSURE DUE TO WETTING I I I I I I I I i i j i i I I I I I ! I I I I i j j I j I Z I I I j l I i i j I I I 0 0 Z a i i i i i i i i i i i i i l W _ _ _ �__1__�__, _ _ ........ o I I I I I i I I I I I I I I I Z o 1_ IJ I— wI I I I I a � 3 0 l I U _4 APPLIED PRE55URE -K5F Sample Of FILL, SAND, CLAYEY(SC) DRY UNIT WEIGHT= 124 PCF From TH-21 AT 2 FEET MOISTURE CONTENT= 10.8 % HARTFORD HOMES Swell Consolidation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 FIGURE B-9 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/" 3" 5"6" R" 100 0 90 10 80 20 z 70 30 w z_ W d 60 40 Uj z z U 50 50 LU w � w w IL 40 60 a 30 70 20 80 10 90 0 1 1 fl, g 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY(PLASTIC)TO SILT(NON-PLASTIC) IF FINE I MEDIUM ICOARSEI FINE I COARSE I COBBLES Sample of CLAY, SANDY(CL) GRAVEL 1 % SAND 41 % From S- 1 AT 0-4 FEET SILT&CLAY 58 % LIQUID LIMIT 28 % PLASTICITY INDEX 13 % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/2" 3" 5"6" 8"0 100 90 10 80 20 z 70 30 w z a EL 60 40 w z z v 50 50 w w w IL 40 60 n. 30 70 20 80 10 90 0 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SANDS GRAVEL FINE MEDIUM 1COARSE1 FINE COARSE I COBBLES Sample of SAND, CLAYEY(SC) GRAVEL 11 % SAND 54 % From S-2 AT 0-4 FEET SILT&CLAY 35 % LIQUID LIMIT 24 % PLASTICITY INDEX 9 % HARTFORD HOMES Gradation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 Test Results FIGURE B-10 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/" 3" 5"6" R" 100 0 90 10 80 20 z 70 30 w z_ W d 60 40 LLj z z U 50 50 LLJ w wOF w a 40 160 a 30 70 20 80 10 90 0 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY(PLASTIC)TO SILT(NON-PLASTIC) IF FINE I MEDIUM ICOARSEI FINE I COARSE I COBBLES Sample of SAND (SP) GRAVEL 35 % SAND 60 % From TH-2 AT 4 FEET SILT&CLAY 5 % LIQUID LIMIT % PLASTICITY INDEX % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/2" 3" 5"6" 8"0 100 90 10 80 20 070 30 w z V) a EL 60 40 w v z 50 50 w w w IL 40 60 a 30 70 20 80 10 90 0 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SANDS GRAVEL FINE MEDIUM 1COARSE1 FINE COARSE I COBBLES Sample of SAND (SP) GRAVEL 18 % SAND 76 % From TH-4 AT 4 FEET SILT&CLAY 6 % LIQUID LIMIT % PLASTICITY INDEX % HARTFORD HOMES Gradation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 Test Results FIGURE B-11 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/" 3" 5"6" R" 100 0 90 10 80 20 z 70 30 w z_ W d 60 40 uj Ar U 50 50 czwi w � w w IL 40 60 a 30 70 20 80 10 90 0 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY(PLASTIC)TO SILT(NON-PLASTIC) IF FINE I MEDIUM ICOARSEI FINE I COARSE I COBBLES Sample of SAND, GRAVELLY(SP) GRAVEL 24 % SAND 69 % From TH- 10 AT 4 FEET SILT&CLAY 7 % LIQUID LIMIT % PLASTICITY INDEX % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/:" 3" 5"6" 8"0 100 90 10 80 20 070 30 w z V) a EL 60 40 w z z v 50 50 w w w IL 40 60 n. 30 70 20 80 10 90 0 i I i k ii I A 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SANDS GRAVEL FINE MEDIUM 1COARSE1 FINE COARSE I COBBLES Sample Of FILL, SAND, CLAYEY(SC) GRAVEL 8 % SAND 60 % From TH- 14 AT 2 FEET SILT&CLAY 32 % LIQUID LIMIT 24 % PLASTICITY INDEX 9 % HARTFORD HOMES Gradation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 Test Results FIGURE B-12 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. *200 *100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 11/" 3" 5"6" R" 100 0 90 10 80 20 z 70 30 w z_ W d 60 40 z z U 50 50 czwi w w w a 40 80 a 30 70 20 80 10 90 0 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY(PLASTIC)TO SILT(NON-PLASTIC) IF FINE I MEDIUM ICOARSEI FINE I COARSE I COBBLES Sample of SAND, CLAYEY(SC) GRAVEL 18 % SAND 42 % From TH- 15 AT 4 FEET SILT&CLAY 40 % LIQUID LIMIT % PLASTICITY INDEX % HARTFORD HOMES Gradation BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 Test Results FIGURE B-13 TABLE B-1 SUMMARY OF LABORATORY TESTING ATTERBERG LIMITS SWELL TEST RESULTS* PASSING WATER- MOISTURE DRY LIQUID PLASTICITY APPLIED NO. 200 SOLUBLE DEPTH CONTENT DENSITY LIMIT INDEX SWELL* PRESSURE SIEVE SULFATES BORING (FEET) N (PCF) (%) (PSF) N (%) DESCRIPTION S-1 0-4 9.3 28 13 58 CLAY, SANDY (CL) S-2 0-4 6.5 24 9 35 SAND, CLAYEY (SC) TH-1 2 8.8 123 1.3 500 <0.01 SAND, CLAYEY (SC) TH-1 4 12.1 127 24 9 32 SAND, CLAYEY (SC) TH-2 1 2 9.9 126 0.2 500 0.32 SAND, CLAYEY (SC) TH-2 4 4.8 5 SAND (SP) TH-3 2 8.4 127 0.1 500 0.03 SAND, CLAYEY (SC) TH-3 4 7.3 122 21 5 24 SAND, CLAYEY (SC) TH-4 2 14.9 114 0.4 500 0.55 SAND, CLAYEY (SC) TH-4 4 3.2 6 SAND (SP) TH-5 2 15.6 116 30 16 56 FILL, CLAY, SANDY (CL) TH-5 4 9.4 125 0.1 500 0.46 FILL, CLAY, SANDY (CL) TH-6 2 12.4 121 0.2 500 0.53 FILL, CLAY, SANDY (CL) TH-6 4 9.5 27 12 28 FILL, SAND, CLAYEY (SC) TH-7 2 12.2 123 32 18 45 FILL, SAND, CLAYEY (SC) TH-7 4 9.4 124 0.3 500 0.03 FILL, SAND, CLAYEY (SC) TH-8 2 11.5 121 0.2 500 <0.01 SAND, CLAYEY (SC) TH-8 4 10.2 117 26 11 42 SAND, CLAYEY (SC) TH-9 2 11.8 121 28 13 44 SAND, CLAYEY (SC) TH-9 4 10.8 120 0.4 500 0.01 SAND, CLAYEY (SC) TH-10 2 1.4 6 0.03 FILL, SAND, CLAYEY (SC) TH-10 4 1.8 7 SAND (SP) TH-11 2 8.4 120 2.8 500 <0.01 CLAY, SANDY (CL) TH-11 4 5.1 111 25 10 36 SAND, CLAYEY (SC) TH-12 2 6.8 128 1.2 500 0.03 FILL, SAND, CLAYEY (SC) * NEGATIVE VALUE INDICATES COMPRESSION. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 Page 1 of 3 TABLE B-1 SUMMARY OF LABORATORY TESTING ATTERBERG LIMITS SWELL TEST RESULTS* PASSING WATER- MOISTURE DRY LIQUID PLASTICITY APPLIED NO. 200 SOLUBLE DEPTH CONTENT DENSITY LIMIT INDEX SWELL* PRESSURE SIEVE SULFATES BORING (FEET) (%) (PCF) (%) (PSF) (%) (%) DESCRIPTION TH-12 4 7.5 111 16 SAND, CLAYEY (SC) TH-13 2 8.6 120 27 10 53 CLAY, SANDY (CL) TH-13 4 10.7 120 1.6 500 0.03 CLAY, SANDY (CL) TH-14 2 17.2 118 24 9 32 FILL, SAND, CLAYEY (SC) TH-14 4 8.3 120 1 0.2 500 <0.01 FILL, CLAY, SANDY (CL) TH-15 2 9.6 121 38 <0.01 FILL, SAND, CLAYEY (SC) TH-15 4 8.6 40 SAND, CLAYEY (SC) TH-16 2 11.9 121 0.2 500 0.08 FILL, SAND, CLAYEY (SC) TH-17 2 10.1 125 26 10 1 39 FILL, SAND, CLAYEY (SC) TH-17 4 7.6 126 0.0 500 <0.01 FILL, SAND, CLAYEY (SC) TH-18 2 8.9 123 25 10 32 FILL, SAND, CLAYEY (SC) TH-18 4 8.3 130 0.0 500 <0.01 FILL, SAND, CLAYEY (SC) TH-19 2 8.9 120 30 0.03 FILL, SAND, CLAYEY (SC) TH-19 4 8.1 123 26 12 36 FILL, SAND, CLAYEY (SC) TH-20 2 9.2 124 25 10 36 FILL, SAND, CLAYEY (SC) TH-20 4 8.0 121 0.1 500 <0.01 FILL, SAND, CLAYEY (SC) TH-21 2 1 10.8 1 124 0.4 500 0.01 FILL, SAND, CLAYEY (SC) TH-21 4 7.5 127 24 9 28 FILL, SAND, CLAYEY (SC) * NEGATIVE VALUE INDICATES COMPRESSION. HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 Page 2 of 3 GROUND ENGINEERING CTL Thompson - 2021-2022 Misc Lab Testing Report Date: Sep 14,2023 Work Order No.: 21-0609.SoilSampling.0038;ver: 1 Work Order Date: Sep 5,2023 Reviewed by: Joe Zorack SoillAggregate Laboratory Specification Title: Onsite/Native(Granular) Sampling Method: ASTM D75/AASHTO T2/CDOT CP30 Material Description: Very pale brownlLight brown,GRAVEL with clay Sample Location: Location 1 R-Value (ASTM D2844) 100 Test Moisture Exudation Point (%) Pressure R-Value 80 si 1 12.2 165 11 60 2 8.6 467 19 m 3 10.2 307 15 40 R-Value at 300 psi 19 Exudation Pressure 20 15 11 Remarks: 0 700 600 500 400 300 200 100 0 Exudation Pressure(psi) 50 40 0 c 30 c 0 U 2 20 LO 0 102 12.2 10 4111 700 600 500 400 300 200 100 0 Exudation Pressure(psi) Results apply only to the specific items and locations referenced and at the time of testing,observations or special inspections.Unless noted otherwise,samples were received in adequate condition. This report should not be reproduced,except in full,without the written permission of GROUND Engineering Consultants,Inc. 41 Inverness Drive East, Englewood, Colorado www.groundeng.com 303-289-1989 Englewood I Commerce City I Loveland I Granby I Gypsum I Colorado Springs HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 Page 3 of 3 CTLIT PROJECT NO.FC07733.008-135 APPENDIX C AASHTO FLEXIBLE PAVEMENT DESIGN CALCULATIONS Flexible Structural Design Local Roadway(s): Aria Way, Tourmaline PI., Conquest St., Comet St., Crusader St., Roselyn St. and Flourish Lane Reliability 75 % Standard Deviation 0.44 Initial Serviceability 4.5 Terminal Serviceability 2.0 Resilient Modulus 7,247 psi Design ESALs 36,500 Design Structural Number 1.80 Structural Layers Coefficient Drainage Thickness SN HMA 0.44 1 4 1.76 ABC 0.11 1.05 6 0.69 CSS 0.1 1 0 0.00 SUM11 2.451 HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 FIGURE C-1 Flexible Structural Design Local Cul-de-Sac Roadway(s): Parkland Street Reliability 80 % Standard Deviation 0.44 Initial Serviceability 4.5 Terminal Serviceability 2 Resilient Modulus 7,247 psi Design ESALs 73,000 Design Structural Number 2.07 Structural Layers Coefficient Drainage Thickness SN HMA 0.44 1 4 1.76 ABC 0.11 1.05 6 0.69 CSS 0.1 1 0 0.00 SUM11 2,451 HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 FIGURE C-2 Flexible Structural Design Minor Collector Roadway(s): Sykes Drive and Aria Way (Sykes to Donella) Reliability 75 % Standard Deviation 0.44 Initial Serviceability 4.5 Terminal Serviceability 2.3 Resilient Modulus 7,247 psi Design ESALs 182,500 Design Structural Number 2.34 Structural Layers Coefficient Drainage Thickness SN HMA 0.44 1 5.5 2.42 ABC 0.11 1.05 7 0.81 CSS 0.1 1 0 0.00 SUM11 3.23 HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 FIGURE C-3 Flexible Structural Design Two-Lane Arterial Roadway(s): Greenfields Drive Reliability 90 % Standard Deviation 0.44 Initial Serviceability 4.5 Terminal Serviceability 2.5 Resilient Modulus 7,247 psi Design ESALs 730,000 Design Structural Number 3.14 Structural Layers Coefficient Drainage Thickness SN HMA 0.44 1 7.5 3.30 ABC 0.11 1.05 11.5 1.33 CSS 0.1 1 0 0.00 Sum 4.63 HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 FIGURE C-4 Rigid Pavement Design - Based on AASHTO Supplemental Guide RIGID PAVEMENT DESIGN TWO-LANE ARTERIAL Greenfields Drive between International Blvd.and Sykes Drive Bloom Filing 1 Phase 2 Project#FC07733.008-135 Fort Collins,Colorado Slab Thickness Design Pavement Type JPCP 18-kip ESALs Over Initial Performance Period(million) 0.96 million Initial Serviceability 4.5 Terminal Serviceability 2.5 28-day Mean PCC Modulus of Rupture 600 psi Elastic Modulus of Slab 3,400,000 psi Elastic Modulus of Base 1,200 psi Base Thickness 6 in. Mean Effective k-Value 60 psi/in Reliability Level 90 % Overall Standard Deviation 0.44 Calculated Design Thickness 8.0 in HARTFORD HOMES BLOOM FILING 1 ROADS-PHASE 2 CTLIT PROJECT NO.FC07733.008-135 FIGURE C-5 APPENDIX D PAVEMENT CONSTRUCTION RECOMMENDATIONS SUBGRADE PREPARATION Chemically Stabilized Subgrade (CSS) 1. Utility trenches and all subsequently placed fill should be properly compacted and tested prior to subgrade preparation. As a minimum, fill should be compacted to 95 percent of standard Proctor maximum dry density. 2. The subgrade should be stripped of organic matter and should be shaped to final line and grade. 3. The contractor or owner's representative can, if directed, have a mix design performed in general accordance with ASTM D 558 using the actual site soils and the approved stabilizing agent (lime, fly ash or a combination of lime and fly ash). Scheduling should allow at least eight weeks for the mix design to be completed prior to construction. 4. High calcium quicklime should conform to the requirements of ASTM C 977 and ASTM C 110. Dolomitic quicklime, magnesia quicklime with magnesium oxide contents in excess of 4 percent, or carbonated quicklime should not be used. 5. Fly ash should consist of Class C in accordance with ASTM C 593 and C 618. 6. All stabilizing agents should come from the same source as used in the mix design. If the source is changed, a new mix design should be performed. 7. Stabilizing agents should be spread with a mechanical spreader from back of curb to back of curb for detached sidewalks or back of walk to back of walk for attached sidewalks, where applicable. 8. The subgrade should be mixed to the specified depth and at the specified concentration until a uniform blend of soil, stabilizing agent and water is obtained and the moisture content is at least 2 percent (for cement and fly ash) and 3 percent (for lime) above the optimum moisture content of the design mixture (ASTM D 558). 9. If lime is used, a mellowing period of up to seven days may be required following initial mixing. Once the pH of the mixture is 12.3 or higher and the plasticity index is less than 10, the soils shall again be mixed and moisture conditioned to at least 3 percent over optimum moisture content and compacted to at least 95 percent of the mixture's maximum dry density (ASTM D 558). Up to seven additional days may be required for curing prior to paving. The treated surface shall be kept moist or sealed with emulsified asphalt. Traffic should not be allowed on the surface during the mellowing and curing periods. 10. If fly ash is used, the mixture should be moisture conditioned to at least 2 percent over optimum moisture content and compacted to at least 95 percent of the mixture's maximum dry density (ASTM D 558) within 2 hours from the time of initial fly ash mixing. HARTFORD HOMES D-1 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 11. If a lime/fly ash combination is used, the lime should be mixed first and allowed to mellow as indicated for lime treatment in item 9. Following the mellowing period, the fly ash should be added, moisture conditioned and compacted as indicated above within 2 hours of initial fly ash mixing. 12. Samples of loose, blended stabilizing agent/soil mixture should be sampled by a representative of CTL Thompson, Inc. for compressive strength testing (ASTM D 1663) to determine compliance (optional) when full credit for the FASS layer is used in the pavement thickness design. 13. Batch tickets should be supplied to the owner or owner's representative with the application area for that batch to determine compliance with the recommended proportions of fly ash to soil. 14. The subgrade should be re-shaped to final line and grade. 15. The subgrade should be sealed with a pneumatic-tire roller that is sufficiently light in weight so as to not cause hairline cracking of the subgrade. 16. Where sulfate concentrations are over 0.5 percent, a double treatment method should be performed. When a double treatment is required, the first half of the stabilizing agent should be placed, moisture treated and allowed to mellow or cure for at least two weeks. The remaining half of the stabilizing agent plus an additional 0.5 (for lime) to 2 (for fly ash) percent shall then be applied. 17. Mixing of the fly ash, lime, or lime/fly ash treated subgrade should not occur if the temperature of the soil mixture is below 40°F. 18. We recommend a minimum of 2 days curing prior to paving. The surface of the stabilized area should be kept moist during the cure period by periodic, light sprinkling if needed. Strength gains will be slower during cooler weather. Traffic should not be permitted on the treated subgrade during the curing period. The subgrade should be protected from freezing or drying at all times until paving. 19. Placement, mixing and compaction of stabilized subgrade should be observed and tested by a representative of our firm. Aggregate Base Course (ABC) 1. A Class 5 or 6 Colorado Department of Transportation (CDOT) specified ABC should be used. Reclaimed asphalt pavement (RAP) or reclaimed concrete pavement (RCP) alternative which meets the Class 5 or 6 designation and design R-value/strength coefficient is also acceptable. 2. Bases should have a minimum Hveem stabilometer value of 78, or greater. ABC, RAP, and RCP must be moisture stable. The change in R-value from 300-psi to 100-psi exudation pressure should be 12 points or less. HARTFORD HOMES D-2 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 3. ABC, RAP, or RCP bases should be placed in thin lifts not to exceed 6 inches and moisture treated to near optimum moisture content. Bases should be moisture treated to near optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). 4. Placement and compaction of ABC, RAP, or RCP should be observed and tested by a representative of our firm. Placement should not commence until the underlying subgrade is properly prepared and tested. Hot Mix Asphalt (HMA) 1. HMA should be composed of a mixture of aggregate, filler, hydrated lime, and asphalt cement. Some mixes may require polymer modified asphalt cement, or make use of up to 20 percent reclaimed asphalt pavement (RAP). A mob mix design is recommended and periodic checks on the mob site should be made to verify compliance with specifications. 2. HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. 3. Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieves) should be avoided. A gradation with a nominal maximum size of 1 or 2 inches developed on the fine side of the maximum density line should be used. 4. Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of approximately 4 percent. The mixture should have a minimum VMA of 14 percent and between 65 percent and 80 percent of voids filled. 5. Asphalt cement should meet the requirements of the Superpave Performance Graded (PG) Binders. The minimum performing asphalt cement should conform to the requirements of the governing agency. 6. Hydrated lime should be added at the rate of 1 percent by dry weight of the aggregate and should be included in the amount passing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. 7. Paving should be performed on properly prepared, unfrozen surfaces that are free of water, snow, and ice. Paving should only be performed when both air and surface temperatures equal, or exceed, the temperatures specified in Table 401- 3 of the 2021 Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. 8. HMA should not be placed at a temperature lower than 2450F for mixes containing PG 64-22 asphalt, and 290OF for mixes containing polymer-modified asphalt. The breakdown compaction should be completed before the HMA temperature drops 20°F. HARTFORD HOMES D-3 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 9. Wearing surface course shall be Grading S or SX for residential roadway classifications and Grading S for collector, arterial, industrial, and commercial roadway classifications. 10. The minimum/maximum lift thicknesses for Grade SX shall be 1'/2 inches/2'/2 inches. The minimum/maximum lift thicknesses for Grade S shall be 2 inches/3'/2 inches. The minimum/maximum lift thicknesses for Grade SG shall be 3 inches/5 inches. 11. Joints should be staggered. No joints should be placed within wheel paths. 12. HMA should be compacted to between 92 and 96 percent of Maximum Theoretical Density. The surface shall be sealed with a finish roller prior to the mix cooling to 185°F. 13. Placement and compaction of HMA should be observed and tested by a representative of our firm. Placement should not commence until approval of the proof rolling as discussed in the Subgrade Preparation section of this report. Sub-base, base course or initial pavement course shall be placed within 48 hours of approval of the proof rolling. If the Contractor fails to place the sub-base, base course or initial pavement course within 48 hours or the condition of the subgrade changes due to weather or other conditions, proof rolling and correction shall be performed again. Portland Cement Concrete (PCC) 1. Portland cement concrete should consist of Class P of the 2021 CDOT - Standard Specifications for Road and Bridge Construction specifications for normal placement. PCC should have a minimum compressive strength of 4,500 psi at 28 days and a minimum modulus of rupture (flexural strength) of 600 psi. Job mix designs are recommended and periodic checks on the iob site should be made to verify compliance with specifications. 2. Portland cement should be Type II "low alkali" and should conform to ASTM C 150. 3. Portland cement concrete should not be placed when the subgrade or air temperature is below 40°F. 4. Concrete should not be placed during warm weather if the mixed concrete has a temperature of 90°F, or higher. 5. Mixed concrete temperature placed during cold weather should have a temperature between 50°F and 90°F. 6. Free water should not be finished into the concrete surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended whenever the concrete surface becomes difficult to finish. HARTFORD HOMES D-4 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 7. Curing of the Portland cement concrete should be accomplished by the use of a curing compound. The curing compound should be applied in accordance with manufacturer recommendations. 8. Curing procedures should be implemented, as necessary, to protect the pavement against moisture loss, rapid temperature change, freezing, and mechanical injury. 9. Construction joints, including longitudinal joints and transverse joints, should be formed during construction, or sawed after the concrete has begun to set, but prior to uncontrolled cracking. 10. All joints should be properly sealed using a rod back-up and approved epoxy sealant. 11. Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent of the design strength, with saw joints already cut. 12. Placement of Portland cement concrete should be observed and tested by a representative of our firm. Placement should not commence until the subgrade is properly prepared and tested. HARTFORD HOMES D-rj BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 APPENDIX E MAINTENANCE PROGRAM MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. 1. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing should be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking, and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20-year service life, at least one major corrective overlay should be expected. HARTFORD HOMES E-1 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135 MAINTENANCE RECOMMENDATIONS FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information of effective times to apply preventive maintenance. c. Crack sealing should be performed annually as new cracks appear. 2. 4 to 8 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 4 to 8 years to reduce joint deterioration. b. Typical preventive maintenance for rigid pavements includes patching, crack sealing and joint cleaning and sealing. c. Where joint sealants are missing or distressed, resealing is mandatory. 3. 15 to 20 Year Corrective Maintenance a. Corrective maintenance for rigid pavements includes patching and slab replacement to correct subgrade failures, edge damage and material failure. b. Asphalt concrete overlays may be required at 15-to-20-year intervals to improve the structural capacity of the pavement. HARTFORD HOMES E-2 BLOOM FILING 1 ROADS-PHASE 2 CTL I T PROJECT NO.FC07733.008-135