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Drainage Reports - 08/02/2024
City of Fort Collins Approved Plans Approved by: Wes Lamarme Date: 8/2/2024 PorfColtins FINAL DRAINAGE REPORT SIT AND STAY DOG BAR 1524 N . COLLEGE AVENUE FORT COLLINS , CO Prepared For: City of Fort Collins Stormwater Engineering 281 North College Avenue Fort Collins, CO 80522 Prepared By: Olsson 1880 Fall River Road, Suite 200 Loveland, CO 80538 Matt Barr, El David Pendleton, PE 970-461-7733 May 2024 Olsson Project No. 021-04575 oisson 0 Sit and Stay Dog Bar Fort Collins, CO May 2024 TABLE OF CONTENTS 1 GENERAL LOCATION AND DESCRIPTION ........................................................................4 1 .1 LOCATION ..................................................................................................4 1 .2 DESCRIPTION OF PROPERTY ....................................................................4 2 DRAINAGE BASINS AND SUB-BASINS...............................................................................6 2.1 MAJOR BASIN DESCRIPTION .....................................................................6 2.2 SUB-BASIN DESCRIPTION ..........................................................................6 3 DRAINAGE DESIGN CRITERIA ...........................................................................................7 3.1 STORMWATER MANAGEMENT STRATEGY.................................................7 3.2 STORM SEWER SYSTEM DESIGN ..............................................................7 3.3 CONFORMANCE WITH LOW IMPACT DEVELOPMENT.................................9 3.4 CONFORMANCE WATER QUALITY TREATMENT CRITERIA ........................9 4 CONCLUSIONS..................................................................................................................10 4.1 COMPLIANCE WITH STANDARDS ............................................................. 10 4.2 CONCEPT SUMMARY................................................................................ 10 Appendix A — Maps and Exhibits Appendix B — Hydrologic Calculations Appendix C — Hydraulic Calculations Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 REPORT CERTIFICATION I hereby certify that this report for the final drainage design of Sit and Stay Dog Bar was prepared by me, or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual for the owners thereof. David Pendleton, P.E. State of Colorado No.: 60928 o�p,Do L��F�. 28 z: 06/04/2024 TONAL 3 Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 1 GENERAL LOCATION AND DESCRIPTION 1.1 LOCATION The project site is located within Lot 3 of the Country Club Corners Sixth Filing and is currently listed as 1524 North College Avenue, Fort Collins, Colorado 80524. The project site is approximately 95,369 square feet (2.19 acres) and is currently vacant. The site is bordered by private drives on the west and east, and by other properties on the north and south. Neighboring properties are as follows: North: Single-Story Multi-Use Commercial Building South: Medical Building West: Carwash; Vacant Lot East: County Department Offices; Vacant Lot The primary access to the proposed development will utilize the existing private drive that connects the northwest corner of the site to N College Avenue to the west. Secondary points of access will utilize Bristlecone Drive to the south, Willox Lane to the north, and Blue Spruce Drive to the east. The location of the proposed development can be seen in Figure 1, as well as in the Vicinity Map located within Appendix A of this report. 1.2 DESCRIPTION OF PROPERTY The existing ground cover of the site currently consists mostly of short pastured/lawn and native grasses. Generally, the site slopes from northeast to southwest with average slopes of 2% to 4%. Soils within the property are classified as Hydrologic Soil Group C according to the Natural Resources Conservation Service (NRCS) Custom Soil Resource Report for the site. The property is designated as Zone X, Area of Minimal Flood Hazard, according to the National Flood Hazard Layer (NFHL) FIRMette Panel 08069C0977G, dated June 17, 2008. The NRCS report and NFHL FIRMette Panel are included within Appendix A of this report. The proposed improvements for this site include an approximately 13,000 square-foot building, parking and landscaping areas, potable water and wastewater service connections, and grading and drainage improvements. Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 Pw • � r r �j A' r. � FPO- AO dP PROJECT ;>3r • ' LOCATION 4 s T, Ato r Figure 1: Vicinity Map Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 2 DRAINAGE BASINS AND SUB-BASINS 2®1 MAJOR BASIN DESCRIPTION According to the City of Fort Collins Stormwater Criteria Manual (FCSCM) Master Drainage Basin Map, the proposed development is located within the Dry Creek Basin. 2.2 SUB-BASIN DESCRIPTION The proposed development of the site has been divided into two sub-basins based on the proposed drainage patterns. These basins are denoted as B-1 and B-2. Basin B-1 is comprised of the majority of the proposed building's rooftop area, as well as lawns and pavement area to the north of the building. Flows generated within the basin will be routed into the proposed private storm sewer infrastructure via various area inlets and roof downspouts located throughout the site. The collected runoff will then enter the proposed northern private underground detention facility, where volumes will be attenuated and released at a controlled rate into the existing public storm sewer infrastructure located to the east of the site. Basin B-2 is comprised of the majority of the site's outdoor lawn and pavement areas, parking lots, and a small portion of the southern rooftop area. Flows generated within the basin will be routed into the proposed private storm sewer infrastructure via various area inlets, curb inlets, roof downspouts, and a trench drain. The collected runoff will then enter the proposed southern private underground detention facility, where volumes will be attenuated and released at a controlled rate into the existing public storm sewer infrastructure located to the east of the site. Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 3 DRAINAGE DESIGN CRITERIA 3.1 STORMWATER MANAGEMENT STRATEGY The drainage design and analysis for the site has been completed in accordance with the FCSCM, existing drainage patterns, floodplain regulations, and all other applicable state and federal regulations. All runoff generated on-site will be routed to one of the two underground detention facilities. Runoff will be collected by various area inlets, curb inlets, roof downspouts, and trench drain systems. These systems will provide treatment of the water quality capture volume (WQCV), as well as attenuation of the runoff volume generated within the 100-year major storm event. Each StormTech system will also be equipped with its own outlet structure, which has been designed to release the attenuated 100-year volumes at a rate no greater than the historic 2-year runoff rate of 0.2 cfs/acre. The underground detention facilities are to be comprised of Advanced Drainage Solutions (ADS) StormTech chamber systems. These systems are to also be equipped with ADS Isolator Row PLUS systems in order to provide enhanced water quality treatment. 3.2 STORM SEWER SYSTEM DESIGN The proposed development's private storm sewer infrastructure has been designed to safely convey stormwater away from the building and to the underground detention system. All proposed storm inlets and storm sewer piping have been sized to convey their respective portions of the runoff generated within the 100-year storm event. The sizing of the proposed inlets, as well as the results of the pipe sizing model, are included within Appendix C of this report. Appendix B of this report includes the Rational Method calculations for the site, as well as sizing information for each of the StormTech systems. As previously stated, the StormTech facilities have been sized to treat their respective WQCV, as well as attenuated and release their respective 100-year storm event runoff volume. During the 100-year storm event, the high HGL's within the existing storm sewer infrastructure may cause stormwater to back up into the proposed private storm sewer infrastructure. However, due to peaking offsets, the runoff generated onsite will fill the StormTech system first and create a positive head differential that will maintain the release through the outlet structure. As the existing storm sewer infrastructure has the capacity to withstand the addition of flow generated by the proposed development, the system will return to the normal operating condition after the storm peaks have receded. 7 Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 Table 1 below summaries the allowable and proposed release rates from each of the proposed StormTech systems into the existing storm sewer infrastructure located to the east of the site. Table 1. Release Rates Summary Maximum Allowable Proposed I.D. Release Rate Release Rate (cfs) (cfs) B1 0.180 0.165 B2 0.250 0.250 TOTAL 0.430 0.415 As the total cumulative release rate from the two separate StormTech systems is less than the maximum allowable release rate designated for the site, the existing storm sewer will have the capacity to serve the needs of the proposed development. In addition to the criteria set forth within the FCSCM, the City of Fort Collins (COFC) has expressed unique concerns related to the proposed development plan to address the regular maintenance of the concentration of dog waste that is to be located within the site's turf areas. Per discussions and coordination with the COFC, the following resolution has been agreed upon: • Low-flow sprinklers located throughout the turf area operate on a regular basis throughout the business day in order to provide a high frequency, low intensity maintenance. These minor flows will be allowed to infiltrate through the permeable turf section. • The turf area will be hard power washed on a much less regular basis. During these more intense cleaning sessions, runoff will drain into the proposed storm sewer system's trench drain and the area inlet located within the eastern parking lot. However, prior to entering the StormTech chambers, this runoff will be re-directed into the proposed sanitary sewer system via a network of various gate valves. During power washing sessions, the two valves on the storm sewer system will need to be closed, and the two valves on the sanitary sewer system will need to be open. • When not conducting hard power washes, the two sanitary sewer system valves are to be close and the two valves on the storm sewer system are to be open. This will prevent any runoff generated with storm events from entering the sanitary sewer infrastructure. Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 3.3 CONFORMANCE WITH LOW IMPACT DEVELOPMENT The overall stormwater management strategy utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step: Step 1 — Employ Runoff Reduction Practices The proposed development's total pavement coverage has been minimized in order to facilitate the reduction of runoff peaks, volumes, and pollutant loads generated by the site. Step 2— Implement BMPs That Provide a WQCV with Slow Release Water quality treatment and LID implementation for the proposed development will be provided by the Isolator Row PLUS systems located within each StormTech facility. Step 3— Stabilize Drainageways All runoff generated onsite will flow overland before reaching either its respective or the proposed curb and gutter within the parking areas. Step 4— Implement Site Specific and Other Source Control BMPs All site specific needs for the proposed development will be met through the utilization of the StormTech and Isolator Row PLUS systems. Additionally, the proposed trash enclosure located in the northeast corner of the site will provide adequate waste management and help prevent debris and pollutant from enter the private and public storm sewer networks. 3.4 CONFORMANCE WATER QUALITY TREATMENT CRITERIA Each of the Isolator Row PLUS systems have been sized to adequately store and treat each of their respective WQCV. Per the FCSCM, each of these systems will drain their WQCV within 12 hours. Sizing information for the Isolator Row PLUS systems is included within the calculations presented within Appendix B of this report. Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 4 CONCLUSIONS 4®1 COMPLIANCE WITH STANDARDS The drainage design and analysis for the proposed development has been completed in accordance with the FCSCM, existing drainage patterns, floodplain regulations, and all other applicable state and federal regulations. 4.2 CONCEPT SUMMARY The proposed grading and drainage improvements designed for the proposed development will provide an enhancement and adequate improvement to the existing drainage patterns and local and regional stormwater management. The stormwater runoff generated onsite will be directed to the two private underground detention facilities located on site. These facilities have been adequately sized to serve the needs of the site and will provide water quality treatment and runoff attenuation. The outlet structures from the detention facilities have been designed to release runoff at or below their maximum allowable release rate. The proposed development of the site will not create any adverse impacts to the adjacent properties. Any areas located outside of the SITE's property line that were routed onsite in the existing condition have been accounted for with the proposed storm sewer infrastructure. Olsson 021-04575 Sit and Stay Dog Bar Fort Collins, CO May 2024 APPENDIX A - Maps and Exhibits Vicinity Map NRCS Custom Soil Resource Report NFHL FIRMette Panel Drainage Maps LID Exhibit 11 Olsson 021-04575 r. ,p 3 _n,2rairi 5 �I ,L �r �'' .Jt f'al.>`a/a�a/t�.rs�• �i/.+�,�c �r i✓r✓+r✓?lf ^ , r,`-' .. 11� r If r Ar , # 17 - 11 0 iry l �,. iZ ��},y,- Red Ctdar Circle^�edlcedar Cirefe " F .. �, , �4 L � � a i . — ;r✓_ yl 1. �-`_ of _ owl � 1 1 USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for N ��� States Department of Agriculture and other Larimer County Federal agencies, State Natural agencies including the Resources Agricultural Experiment Area, Colorado Conservation Stations, and local Service participants 3 dw _ ^ip ► ' J � 0 200 I p l September 21, 2021 Custom Soil Resource Report Soil Map N v a 0 0 4937W 4937M 493740 493760 4937W 493800 40'36'31"N "NNW I I I i l 40°36 31"N - - r a j i � 1 i r f � a Soil Map may not be valid at thi tale. 9 40°36 26"N I '�` 40°36 26"N 493700 493720 493740 493760 493780 4938M a Map Scale:1:779 if printed on A portrait(8.5"x 11")sheet v N Meters 0 0 10 20 40 W /V 0 35 70 140 210 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UfM Zone 13N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) #y Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot .,.. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil � Soil Map Unit Points g pp g y Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Streams and Canals I� Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot Rails measurements. Closed Depression Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service � � US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. ® Miscellaneous Water This product is generated from the USDA-NRCS certified data as ® Perennial Water of the version dates)listed below. h, Rock Outcrop Soil Survey Area: Larimer County Area,Colorado + Saline Spot Survey Area Data: Version 15,Jun 9,2020 . . Sandy Spot Soil map units are labeled(as space allows)for map scales 4W Severely Eroded Spot 1:50,000 or larger. 9 Sinkhole Date(s)aerial images were photographed: Aug 11,2018—Aug Slide or Slip 12,2018 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 73 Nunn clay loam, 0 to 1 percent 2.3 100.0% slopes Totals for Area of Interest 2.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Larimer County Area, Colorado 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2ting Elevation: 4,100 to 5,700 feet Mean annual precipitation: 14 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 135 to 152 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap- 0 to 6 inches: clay loam Bt1 - 6 to 10 inches: clay loam Bt2- 10 to 26 inches: clay loam Btk-26 to 31 inches: clay loam Bk1 -31 to 47 inches: loam Bk2-47 to 80 inches: loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 7 percent Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum: 0.5 Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY042CO -Clayey Plains Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY042CO-Clayey Plains Hydric soil rating: No Wages Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No 14 National Flood Hazard Layer FIRMette yFEMA Legend 105°445'W 409642"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation(BFE) Zone A.V.A99 1.., SPECIAL FLOOD With BFE or Depth Zone AE,AO,AH,VE.AR 3 FL-001 JINAY HAZARD AREAS Regulatory Floodway TBhJ i 69?!4 S35 .T8N R6W S36 l Z[in AE - r %Annual Chance Flood Hazard,Areas of of 1%annual chance flood with average ' depth less than one foot or with drainage F mot_ �� areas of less than one square mile zone x :' � Future Conditions 1%Annual Chance Flood Hazard Zone x 1 Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes.zone x _ f _ It -- FLOOD HAZARD Area with Flood Risk due to Levee zone o , �. '■p---7' �-,u" - NO SCREEN Area of Minimal Flood Hazard Zonex _ r 1 7 �.' Q Effective LOMRs VIP OTHER AREAS Area of Undetermined Flood Hazard zoned +* GENERAL ---- Channel,Culvert,or Storm Sewer `` ,+ le STRUCTURES IIIIIII Levee,Dike,or Floodwall Q__L0.2 Cross Sections with 1%Annual Chance l ° ■ - 17.5 Water Surface Elevation !AREA.OF MINIM FL�{�D 4R N � e- - - Coastal Transect C1# (?-f+FC7ik -olli115 ?O, a sa— Base Flood Elevation Line(BFE) r r f 4 Limit of Study R l 10* Jurisdiction Boundary r tib " " ---- Coastal Transect Baseline _ r r OTHER i F ' Profile Baseline ,f- _ a r y _ f, FEATURES Hydrographic Feature r TTN R69W S2 t Digital Data Available p m No Digital Data Available MAP PANELS Unmapped " J a - .�. • __ L The pin displayed on the map is an approximate - point selected by the user and does not represent = q t an authoritative property location. 4 1 — 7 { , This map complies with FEMA's standards for the use of 4'r s digital flood maps if it is not void as described below. +. s The basemap shown complies with FEMA's basemap *. # - a accuracy standards 7 + , The flood hazard information is derived directly from the r - r authoritative NFHL web services provided by FEMA.This map __�_ was exported on 6/8/2023 at 3:08 PM and does not 1 �pI A%"*�r� reflect changes or amendments subsequent to this date and I '_ G J time.The NFHL and effective information may change or U become superseded by new data over time. Th s 1 « 0 II n `, This map image is void if the one or more of the following map elements do not appear:basemap imagery,flood zone labels, legend,scale bar,map creation date,community identifiers, FIRM panel number,and FIRM effective date.Map images for 1'6'OOO Feet 105°4'8"W 40°36'1511N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap Imagery Source:USGS National Map 2023 E 0 I EXIS77NG I I I I DETENTION J` I EXISTING STORM SEWER O M EXIS77NG STORM SEWER 1 I ` FACILITY \ I I I LOT —_ tar z l I COUNTRY CLUB CORNERS 67H FILING COUNTRY CLUB CORNERS o — — — — — / 67H FILING to m SCALE IN FEET — — — _— _ _ _ _ —— _ — \ L /� \ J 1" 20' d m o � U EX/S77NG 24" — -STORM SEWER — — — — — — — — — — 30'EXISTING — — — — — EXIS77NG 24" o/ >PRNA7E DRIVE \ — co" STORM SEWER J / — \M - NOTE / '— ———— RELEASED BDOCUME NT HAS BEEN OLSSON ASSOCIATES ONLY FOR REVIEW BY OTHEGULATOSS AGEN NALS,AND IS OTHER PROFESSIONALS,AND IS SUBJEGTTO CHANGE, THIS 1 / EXISTING STORM SEWER DOCUMENCONST IS NOT TO BE USED 7/ EXISTING 20'DRAINAGE ° / &UTILITY EASEMENT / RESPONSIBILITY FOR EXISTING r / \ / ` ° •� • ./• UTILITY LCCATICNS(HCRI—TAL / OR VERTICAL).THE EXISTING 49g3 DRRAWING HAVE eFENN THIS \ / \ • FROM THE BEST AVAILABLE / INFORMATION.IT IS HOWEVER —4983 \ THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY O PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION O / 36,- ' 1 \ ACTIVITIES. 49/ CALL UTILITY NOTIFICATION CENTER OF COLORADO BASIN INFORMATION TABLE I (// - - - — �/' / I BASIN ID cup 2 YR C 100 YR C 2 CS)EAR Q 10(C S O I ( ) Knowwnarsbelow. 0.25 1.25 5.44 Call before you dig. 101111 pMENpE� 1 I m � I mil► 1 SITE AREA \\ II O LOT 3 COUNTRY CLUB CORNERS 67H FILING / \ 110,722 SF w Z / Ez \ \ \ - - - -\ I a > LU 4982 _ \ \ \ PROPERTY LINE�w I o PROPERTY LINE \\ \ \\ i■y■ d o o i \ 4980— o I LL ■ ® — z of ■ \ � � 2'-WIDE 2'-WIDE _ — ;� J LU %m SIDEWALK SIDEWALK — _ I \ — — (L 0'CO 0' o>S Xx� CHASE CHASE — — — —— —— =- =7 U` 0 U` LU Z — — _ -__ -------------- - of ------ -------.___.__ a _.--_._-_.-.-------_ _---_-�- - o --a'----i-`�--------------------- LEGEND Z_ Z D O \ I \ _ t• BASIN BOUNDARY Q }C.) 30'EXISTING «o PRIVATE DRIVE \ -- CONCENTRATION/DESIGN POINT }0) Q N Z p U J EXIS77NG 24" \ I- - — — STORM SEWER _ �� _ SUB-BASIN AREA F J Z •-y�'z t ----_4979 ------• — — — — (ACRES) SUB BASIN ID# j o LIM A o� _ — _ C� x Z 1������_ ��� lf�•�!�E•� i�ff�M�f�����f���i XX 2 YEAR COEF. w O U) XX 100 YEAR COEF. U Z 47 o F- O n EXISTING FLOW ARROWo O U O/E N CONTOUR LINES TYPES O oa EXISTING MAJOR CONTOUR —— d—by: DP GS O checked by: TE CS EXISTING MINOR CONTOUR ONOC by: DP RB o N Ppmwd by: RB RB Prolecl tl—m O BODRN01 IZ75.tlwp N N O %2 aplp: os.ni.zoz< i� 3a 1 00 o 0 \ I 3 - -D NFACILITY ( 0'— — — — — 10' 20' 40' -_ _— `r SCALE IN FEET mr lilt EXIS71NG 24' ` I ® / • o d U STORM SEWER EXISTING 24'r — a- - -_ - - — — - - / 30'EXIS77NG — — — / PRI VA 7E ORII�E STORM SEWER \ a m..'0 \ n J LID TABLE NOTE n THIS DOCUMENT HAS BEEN TOTAL PROPOSED AREA 95.258 SF RELEASED BY OLSSON ASSOCIATES ONLY FOR REVIEW — TOTAL PROPOSED IMPERVIOUS 41,360 SF BYREGULATORY AGENCIES AND TYPE-13 �� » COMBO INLET 1 TYPE-13 TYPE-13 ��\ AREA SUBJE PROFESSIONALS, THIS ND IS COMBO INLET COMBO INLET TOTAL IMPERVIOUS AREA 31.020 SF DOCUMENTIS NOTTO BE USED REQUIRED FOR TREATMENT FOR CONSTRUCTION. 7 EXISTING 20'ORAIN;�SID (75%) 0, &UTILITY EASEMENT � PROPOSED AREA TO BE 0 SF \ - _ - TREATED BY PAVERS RESPONSIBILITY FOR EXISTING �(.x�\ 4953 • •� PROPOSED IMPERVIOUS AREA 41,360 SF UTILITY LOCATIONS(HORRONTAL 1l�^_ , TO BE TREATED BY ISOLATOR UTILITIESORVERTICAL).THEEXISTING \ —4983 ` _ J , • • ROWS ORAWNG HADVE BEEN PLM ON OTTED \ \ PROPOSED AREA TO BE 0 SF FROM THE BEST AVAILABLE n \ �4983 F,98 1 TREATED BY RAIN GARDENS INFORMATION.ITISHOWEVER ',1 THE RESPONSIBILITY OF THE "� ^c \ TOTAL AREA TO BE TREATED 41,360 SF CONTRACTOR TO FIELD VERIFY -4984- BY LID THELDCATIONOFALLUTILITIES O \ / 4985� PRIOR TO THE COMMENCEMENT PERCENT AREA TO BE 100% OFAWCONBTRUCTION a986^ ' �c _ _ \ �9g2 \ TREATED BY LID ACTATIES. CALL UTILITY NOTIFICATION m / / I I \ �_ /_ CENTER OF COLORADO B-1 a" ADS BASIN INFORMATION TABLE ;/" n YARD INLET 2 YEAR Q 100 YR Q / TRENCH_DRAIN 0.35 p,99 BASIN ID 2 YR C 100 YR C (CFS) (CFS) I 1 / Know .wharsbelow. B-1 1 0.791 0.981 0.791 3.46 o o /`' \ // / I °� 4982 i I B-2 0.47 0.59 1.79 7.79 NA NCa11 b^es°Ne�y NdNgER o NPEa�Nso Np UTe wI // /// \ I 1 B-2 _ISOLATOR ROW -_____® ur . _ — /// // I I I 0.47 I I / \ — — \ 8' ADS 1.83 05 I r , CONNECT TO II YARD INLET U DOWNSPOUT CONNECT TO , (� z DOWNSPOUT CONNECT TO 0 / I PROPOSED STORMTECH I , DOWNSPOUT u / MC-3500 CHAMBERS w U) N // I I_ , O OB ..B" ADS o U) E. J \ I \ I I , CONNECT TO -A I YARD INLET yL) \ \ I \ \\81 I �j , DOWNSPOUT / ROWATOR �'�' � LLJ >z ao I I \ I o CONNECT o� 4 O \ISOLATOR ROW -- -a9S1- _ DOWNSPOUT N- 4983 98p - 4982 \ 1 _ O i -�_ __ _ _ _PROPOSED STORMTECH I N \ \ _ 4981 MC-3500 CHAMBERS �•I 10'PROPOSED 9 / \ __ _ _ \ I DRAINAGE EASEMENT ;n / V/ 498001 - -- `SIDEWALK SIDEWALK pfj \ 1 J 00 CULVERT 4980 CULVERT 1 L� j� �� \ 4--- I I __ Z 2 o EED Q ~ _ 2 rn NI -� 2'-WIDE COMBO INLETS 2'-WIDE — I g0 (y O L G N d U) m< SIDEWALK SIDEWALK I a9 O --- — M ll BASIN BOUNDARY Ud x m W CHASE I CHASE — —JI— T g 0 I_ I CONCENTRATION/DESIGN POINT Q U Z Z ZOO O 10' PROPOSED ` — W SUB-BASIN AREA Z EASEMENT SUB BASIN ID a g}U 30'EXISTING I I •I— (ACRES) p m «o _ 1 J PRIVATE DRIVE 1_-.� C p U)J EXISTING 24' 2 YEAR COEF. LU _p U STORM SEWER I 11��" — — — - O.ta XX } — — — I I I A XX 100 YEAR COEF. p 4979- ZQ rni __ _ d ~ O a0 (J��� -� hIm<IY� — _ —I —— J �,} �L L � ���— _ — — PROPOSED FLOW ARROW a' O (n Z vi o I I-_ 0 O � J H— o/E a a o CONTOUR LINES TYPES 0 LL I EXISTING MAJOR CONTOUR d—by: DP O checked by: TE oN EXISTING MINOR CONTOUR appm dby: RE OlVQC by: OP a N PROPOSED MAJOR CONTOUR P'al'.' p dre g np.: j$ PROPOSED MINOR CONTOUR data: 0E.01.20N j C10.0 32 Of 32 E 0 C 3 I DETEN77ON I I FACILITY �^� 0' 10' 20' 40' W \\ — — — _ _ — _ — — — ` SCALE IN FEET — _ co _ o EXIS77NG 24" -STORM SEWER - - / — EXISTING / o PRIRI VATE DRIVE > STORM SEWER \ t to 3 / _! \ LID TABLE NOTE + THIS DOCUMENT HAS BEEN ` 771 TOTAL PROPOSED AREA 95,258 SF RELEASED BY OLSSON - \ ASSOCIATES ONLY FOR REVIEW+ TOTAL PROPOSED IMPERVIOUS 41,360 SF BY OCIATESORY NLY FO CIES AND VIEWTYPE-13 TYPE-13 \� d AREA OTHER PROFESSIONALS,AND IS COMBO IN TYPE-13 _�\ 1 COMBO INLET COMBO INLET' DOC MTTO CHANGE.THIS 777 TOTAL IMPERIVOUS AREA 31,020 SF DocuMENT IS NDT TO.aeussD W EXIS77NG 20'DRSo AINAG— `` REQUIRED(75%)TREATMENT FOR CONSTRUCTION. &UTILITY EASEMENTSD " PROPOSED AREA TO BE 0 SF 1 _ So 1 `L�_ TREATED BY PAVERS RESPONSIBILITY FOR EXISTING x —x 4g83 PROPOSED IMPERVIOUS AREA 41,360 SF UTILITY LOCATIONS(HORI—TAL HE EXISTING TO BE TREATED BY ISOLATOR OR VERTICAL).SHOWN NONTHIS Q, ROWS UTILITIESSSHOE ENTHIS • DRAWING HAVE BEEN PLOTTED •' PROPOSED AREA TO BE D SF FROM THE BEST AVAILABLE TREATED BY RAIN GARDENS INFORMATION IT IS HOWEVER B� THE RESPONSIBILITY OF THE ^ \ x 1 TOTAL AREA TO BE TREATED 41,360 SF CONTRACTOR TO FIELDVERIFY BY LID PRIOR TO THE COMMENCEMENT 4985 L\ PERCENT AREA TO BE 100% OF ANY CONSTRUCTION TREATED BY LID ACTIVITIES. III g CALL UTILITY NOTIFICATION CENTER OF COLORADO B. ADS BASIN INFORMATION TABLE ; 1 YARD INLET N �X I I f3 TRENCH DRAIN �" O 9g 2 CS,0 10(C S O „0.35 BASIN ID 2 YR C 100 YR C J B-1 0.79 0.98 0.79 3.46 Know .wharlbelow. �oaoaC aBaeAeIasI before eovfaso Ern.e y�o..uEdFoga. B-2 0.47 0.59 1.79 7 79 uze x 4�P2m .�EE �,awa�aF��°EaEso�aoMENa�a B-2 _ISOLATOR ROW 0.47 1 8"ADS al I 1.83 r — — — — YARD INLET 0.5 , CONNECT TO CONNECT TO I z CONNECT TO o DOWNSPOUT DOWNSPOUT\ DOWNSPOUT i PROPOSED SM E I I MC-3500 CHAMBERS EU), pJ .0 7 i EEll I COnINECT TO x. a5 _I yA YARD INLETo o _ 4987 w , DOWNSPOUT WISOLATOR ROW ^ — / I I " I �o ao rca o 980 ISOLATOR ROW \ r CONNECT T 4982 o YI I -`/ NJ \ DOWNSPOUT 4983 --------- -- N ola I 1 4 PROPOSED STORMTECH N zo 1 — 4981- MC-3500 CHAMBERS h� 10'PROPOSED 9 4980 13 DRAINAGE EASEMENT U -- Z - I / ---------------- j / / 1 1/ SIDEWALK _ SIDEWALK P10 / CULVERT 4980CULVER jN 11T I 4980 2 dwl \__- 1 (2) TYPE-13 \ _ _ I �" LEGEND. . ((0 N m 2'-WIDE COMBO INLETS 2-WIDE — gg80 BASIN BOUNDARY D_ m M SIDEWALK SIDEWALK --- Q CHASE CHASE _ _ _ — _- O CO W IL LL CD z EL-U !— — — — 11 1 CONCENTRATION/DESIGN POINT W O of \ _ — 10 PROPOSED \ pppp O Z 0 O DRAINAGE EASEMENT 1 SUB-BASIN ID# Z g} SUB-BASIN AREA Q U o^ — -497as_ --- (ACRES) a n 30'EXIS77NG 1 ) IL F m Yo -- - PRIVATE DRIVE 1 a EXIS77NG 24" - ` �- 1 C 2 YEAR COEF. U jol _ STORM SEWER ` — — _ - _ 0 18 XX 1 YEAR COEF 0 J z mZ — — t -- -------------4979- --------- .--------- - - — — _ — XX W J ?Q F O m� 1 _ ��—�'i �� _ _ �L L � — T—�= - — PROPOSED FLOW ARROW O U ox — I _Bi LID TREATED AREA O o B2 LID TREATED AREA 0 F of ry o o CONTOUR LINES TYPES 0 of EXISTING MAJOR CONTOUR drawn by: OP o Y _ checked by: TE ao EXISTING MINOR CONTOUR approved by: RB �N QA/QC by: DP NN PROPOSED MAJOR CONTOUR proiam ao.: In4n p drawing ao.: PROPOSED MINOR CONTOUR tlata: 05.g1.?A24 �a C10.0 3 a 32 of 32 0 Sit and Stay Dog Bar Fort Collins, CO May 2024 APPENDIKB - Hydrologic Calculations Rational Method Calculations Detention Facility Sizing Calculations 12 Olsson 021-04575 RATIONAL METHOD CALCULATIONS: COMPOSITE RUNOFF COEFFICIENT& PERCENT IMPERVIOUS Project Name: Sit and Stay Date: 4/29/2024 Project Number: 021-04575 Prepared By: DMP Client: Basin Name: EXISTING BASINS SURFACE TYPE Runoff Coefficients Percent Major Basin Asphalt, Lawns,Clayey, TOTAL AREA Basin Name Basin Description Rooftop C C*Cf Impervious Routing Concrete <2% (acres) (acres) (acres) (acres) 2,5, 10 100 N EX1 Existing Site N/A 2.187 2.187 0.20 0.25 2.00% DEVELOPED BASINS SURFACE TYPE Runoff Coefficients Percent Major Basin Asphalt, Lawns,Clayey, TOTAL AREA Basin Name Basin Description Rooftop C C*Cf Impervious Routing Concrete <2% (acres) (acres) (acres) (acres) 2,5, 10 100 N B-1 North Site CAP 1 0.023 0.253 0.078 0.354 0.79 0.98 71.30% B-2 South Site CAP 0.608 0.063 1.162 1 1.833 1 0.47 0.591 37.54% RATIONAL METHOD CALCULATIONS: COMPOSITE CALCULATED TIME OF CONCENTRATION Project Name: Sit and Stay Date: 4/29/2024 Project Number: 021-04575 Prepared By: DMP Client: Basin Name: EXISTING BASINS Basin Characteristics Overland Flow Channelized Flow Tc Tc Final Tc C C*Cf Small,Urban Equation 3.3-2 Equation 5-4&5-5 Equation 5-3 Equation 3.3-5 Basin Name Basin Description Basin? L S Ti L S V2 Tt Tc Tc Tc 2,5,10 100 (1.49/n)*R^(2/3) Length (ft) (ft/ft) (min) (ft) (ft/ft) (ft/s) (min) (min) (min) (min) EXl Existing Site 1 0.201 0.25 Yes 5.00 DEVELOPED BASINS Basin Characteristics Overland Flow Channelized Flow Tc Tc Final Tc C C*Cf Small,Urban Equation 3.3-2 Equation 5-4&5-5 Equation 5-3 Equation 3.3-5 Basin Name Basin Description Basin? L S Ti L 5 V2 Tt Tc Tc Tc 2,5,10 100 (1.49/n)*R^(2/3) Length (ft) (ft/ft) (min) (ft) (ft/ft) (ft/s) (min) (min) (min) (min) B-1 North Site 10,791 0.98 Yes I I I 1 1 5.00 B-2 South Site 1 0.471 0.59 No 93.00 1 0.041 1 26.22 284.48 1 0.005 Paved Areas 20 1 1.5 1 3.26 29.47 877 12.10 12.10 RATIONAL METHOD CALCULATIONS: BASIN RUNOFF CALCULATIONS Project Name: Sit and Stay Date: 4/29/2024 Project Number: 021-04575 Prepared By: DMP Client: Basin Name: EXISTING BASINS Basin Characteristics Intensity Runoff Basin Name Basin Description Area C C*Cf Tc 12 1100 Q2 Q100 (acres) 2,5, 10 100 (min) (in/hr) (in/hr) (cfs) (cfs) EX1 Existing Site 1 2.187 1 0.201 0.251 5.01 2.85 1 9.95 1 1.25 5.44 DEVELOPED BASINS Basin Characteristics Intensity Runoff Basin Name Basin Description Area C C*Cf Tc 12 1100 Q2 Q100 (acres) 2,5, 10 100 (min) (in/hr) (in/hr) (cfs) (cfs) B-1 North Site 0.354 1 0.791 0.981 5.01 2.85 1 9.95 1 0.79 1 3.4ELI B-2 South Site 1.833 0.47 0.59 12.1 2.05 7.16 1.79 7.79 BASIN PARAMETERS Project Name: Dog Park Bar Project Number: 021-04575 oisson Client: Basin Name: B1 Date: 6/15/2023 Prepared By: MWB Area: 0.354 acres C(minor): 0.79 IMP: 71.30% Max Allowable Release Rate: 0.18 cfs Base of Stone Elevation: 4976.86 ft ORIFICE RATING CURVE: OUTLET STRUCTURE ORIFICE SIZING FOR 100-YEAR STORM Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B1 tilsq_ on Input Variables Results Design Storm : 100 PROPOSED ORIFICE Max. Allowable Release Rate = 0.180 DIAMETER : Orifice Diameter= 1 5/8 in 1 5/8 inches Orifice Area = 0.014 sf Orifice Coefficient= 0.610 PROPOSED ORIFICE Chamber Type = MC-3500 RELEASE RATE : System Height= 66.0 in 0.165 cfs Stage Stage Outlet Release Rate (in ) (ft) (cfs) 1 0.00 0.00 0.00 Q C„A�r 2 gh Equation 6-6 2 2.75 0.23 0.03 Where: Q= Discharge,cfs 3 5.50 0.46 0.05 Co=Orifice coefficient,dimensionless 4 8.25 0.69 0.06 A= Cross-sectional area of orifice,ft2 5 11.00 0.92 0.07 g=Gravitational constant(32.2 ft/sec2) 6 13.75 1.15 0.08 h = Effective head,ft 7 16.50 1.38 0.08 8 19.25 1.60 0.09 If the outlet from the detention basin is under free 9 22.00 1.83 0.10 outfall, the effective head is measured from the 10 24.75 2.06 0.10 centroid of the orifice to the upstream water 11 27.50 2.29 0.11 surface elevation. 12 30.25 2.52 0.11 13 33.00 2.75 0.12 If the downstream jet or orifice is submerged, then 14 35.75 2.98 0.12 the effective head is the difference in elevation 15 38.50 3.21 0.13 between the upstream and downstream water 16 41.25 3.44 0.13 surfaces. 17 44.00 3.67 0.14 18 46.75 3.90 0.14 For square-edged, uniform orifice entrance 19 49.50 4.13 0.14 conditions, a discharge coefficient of 0.61 should 20 52.25 4.35 0.15 21 55.00 4.58 0.15 For rough-edged orifice entrance conditions, a 22 57.75 4.81 0.15 discharge coefficient of 0.4 should be used. 23 60.50 5.04 0.16 24 63.25 5.27 0.16 25 66.00 5.50 0.17 CITY OF FORT COLLINS (COFC) CALCULATION FOR: WATER QUALITY CAPTURE VOLUME (WQCV) Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: 131 01sbuk I WQCV = a(0.91P— 1.1912+ 0.781) Equation 7-1 Where: WQCV=Water Quality Capture Volume,watershed inches a = Coefficient corresponding to WQCV drain time (Table 5.4-1) I= Imperviousness (%/100) DRAIN TIME 12 hr a = 0.80 i = 71.30% WQCV= 0.225 in Figure 5.4-1 WQCV Based on BMP Drain Time 0.500 0.450 40 hour drain time i 0.400 I� 24 hour drain time c 0.350 WQCV=a(0.91 r-1.19i2+0.78i) v 0.300 0000 N 12-hr drain time a=0.8 •� do 00 0.250 24-hr drain time a=0.9 • 40-hr drain time a= 1.0 E12hour 0.2000.150U — t drain time Cy 0.100 • i 0.050 0.000 0 01 0 2 0 0 4 05 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) V = (4VQ2 v)Ax1.2 Equation 7-2 Where: V = required volume, acre-ft A =tributary catchment area upstream, acres WQCV=Water Quality Capture Volume, watershed inches 1.2 =to account for the additional 20%of required storage for sedimentation accumulation A= 0.354 acres V= 0.0080 ac-ft 346.49 cu. ft CITY OF FORT COLLINS(COFC)SIZING CALCUALTIONS FOR LID SYSTEMS: ISOLATOR ROW CHAMBERS WITHIN ADS STORMTECH SYSTEM Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 CHAMBER CONFIGURATION PARAMETERS FCSCM Method FAA METHOD RESULTS Total Required WQ Chamber+ Minimum Total Required WQ Minimum Total Basin Chamber Chamber Total Release Minimum Total Installed Volume Flow WQ Chamber Aggregate No.of Volume No.of Chamber Name: Volume Release Rate Rate No.of System Volume [FCSCM Method] (Cfs) Type (Cf) Volume (Cfs) Chambers Ws) [FAA Method] Chambers Chambers Volume (Cf) (Cf) (Cf) [FCSCM] (Cf) [FAA] (Cf) B1 346.49 0.396 MC-3500 109.9 175.0 0.036 2 0.072 195.93 2 2 219.80 350 COLUMN: CONTENTS: 1 Project Name and/or Vault ID 2 Required WQCV per FCSCM Equation 7-2 3 1/2 of the 2-year developed flow rate for the basin. 4 Chamber Type Selection 5 Volume within the chamber only,not accounting for void spaces in surrounding aggregate(Selected Chamber Parameter from ROW 1) 6 Voulme includes chamber and void spaces(40%)in surrounding aggregate(Selected Chamber Parameter from ROW 2) 7 Release rate per chamber,limited by flow through geotextile with accumulated sediment(Selected Chamber Parameter from ROW 3) 8 Number of chambers required to provide full WQCV within total installed system,including aggregate;Rounded Up 9 Release rate per chamber times the minimum number of chambers required through the FCSCM Method 10 Required WQCV per FAA Method(based on Flow WQ and Total Release Rate) 11 Number of chambers required to provide required FAA storage volume stored within the chamber only(no aggregate storage);Rounded up 12 Greater number of required chambers through the two metods(Column 8 versus Column 11) 13 Volume provided within the chambers only(no aggregate storage).This must meet or exceed the FAA Method required WQ Volume 14 System volume includes total number of chambers,plus surrounding aggregate.This must meet or exceed the FCSCM Method required WQ Volume STORMTECH CHAMBER DATA CHAMBER DIMENSIONS SC-740 MC-4500 MC-3500 SC-310 SC-160LP CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) HEIGHT(IN) 30.0 60.0 45.0 16.0 12.0 WIDTH(IN) 51.0 100.0 77.0 34.0 25.0 FLOW RATE* 0.350 GPM/SF INSTALLED LENGTH(IN) 85.4 48.3 86.0 85.4 85.4 1 CF = 7.481 GAL FLOOR AREA(SF) 30.2 33.5 46.0 20.2 14.8 1 GALLON = 0.134 CF CHAMBER VOLUME(CF)-ROW 1 45.9 106.5 109.9 14.7 6.9 1 GPM = 0.002 CFS CHAMBER/AGGREGATE VOLUME(CF)-ROW 2 74.9 162.6 175.0 31.0 15.0 *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FLOW RATE/CHAMBER(CFS)-ROW 3 0.024 0.026 0.036 0.016 0.012 FIGURE 17 OF UNH TESTING REPORT CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: 131 Input Variables Results Design Storm WQ Required WQ C = 0.79 Detention Volume: 1.00 * C = 0.79 195.93 ft3 Tc = 5.00 min A= 0.354 acres 0.00 ac-ft Max Release Rate* = 0.072 cfs `DETERMINED BY ISOLATOR ROW PARAMETERS Time Time Intensity Inflow Inflow Outflow Storage Storage (min) (sec) (in/hr) Flowrate Volume Volume Volume Volume (cfs) (ft3) (ft ) (ft ) (ac-ft) 0 0 0.000 0.00 0 0 0 0 5 300 1.425 0.40 119 22 97 0.00 10 600 1.105 0.31 184 43 141 0.00 15 900 0.935 0.26 234 65 169 0.00 20 1200 0.805 0.22 268 86 182 0.00 25 1500 0.715 0.20 298 108 190 0.00 30 1800 0.650 0.18 325 129 196 0.00 35 2100 0.585 0.16 341 151 191 0.00 40 2400 0.535 0.15 357 172 185 0.00 45 2700 0.495 0.14 371 194 178 0.00 50 3000 0.460 0.13 383 215 168 0.00 55 3300 0.435 0.12 399 237 162 0.00 60 3600 0.410 0.11 410 258 152 0.00 65 3900 0.385 0.11 417 280 137 0.00 70 4200 0.365 0.10 426 301 125 0.00 75 4500 0.345 0.10 431 323 109 0.00 80 4800 0.330 0.09 440 344 96 0.00 85 5100 0.315 0.09 446 366 81 0.00 90 5400 0.305 0.08 458 387 70 0.00 95 5700 0.290 0.08 459 409 50 0.00 100 6000 0.280 0.08 467 430 36 0.00 105 6300 0.270 0.08 473 452 21 0.00 110 6600 0.260 0.07 477 473 3 0.00 115 6900 0.255 0.07 489 495 -6 0.00 120 7200 0.245 0.07 490 516 -26 0.00 CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: 0 Basin Name: 131 Input Variables Results Design Storm 100-year Required 100-year C = 0.79 Detention Volume: 1.25 * C = 0.98 3409.95 ft3 Tc = 5.00 min A= 0.354 acres 0.08 ac-ft Max Release Rate* = 0.17 cfs `DETERMINED BY ORIFICE PARAMETERS Time Time Intensity Inflow Inflow Outflow Storage Storage (min) (sec) (in/hr) Flowrate Volume Volume Volume Volume (cfs) (ft3) (ft ) (ft ) (ac-ft) 0 0 0.00 0.00 0 0 0 0 5 300 9.95 3.455 1037 50 987 0.02 10 600 7.72 2.681 1608 99 1509 0.03 15 900 6.52 2.264 2038 149 1889 0.04 20 1200 5.60 1.945 2334 198 2135 0.05 25 1500 4.98 1.729 2594 248 2346 0.05 30 1800 4.52 1.570 2825 298 2528 0.06 35 2100 4.08 1.417 2975 347 2628 0.06 40 2400 3.74 1.299 3117 397 2720 0.06 45 2700 3.46 1.201 3244 446 2798 0.06 50 3000 3.23 1.122 3365 496 2869 0.07 55 3300 3.03 1.052 3472 546 2927 0.07 60 3600 2.86 0.993 3575 595 2980 0.07 65 3900 2.72 0.945 3684 645 3039 0.07 70 4200 2.59 0.899 3777 694 3083 0.07 75 4500 2.48 0.861 3875 744 3131 0.07 80 4800 2.38 0.826 3967 794 3173 0.07 85 5100 2.29 0.795 4056 843 3212 0.07 90 5400 2.21 0.767 4144 893 3251 0.07 95 5700 2.13 0.740 4216 942 3274 0.08 100 6000 2.06 0.715 4292 992 3300 0.08 105 6300 2.00 0.695 4375 1042 3334 0.08 110 6600 1.94 0.674 4446 1091 3355 0.08 115 6900 1.89 0.656 4529 1141 3388 0.08 120 7200 1.84 0.639 4600 1190 3410 0.08 CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR EXTENDED DETENTION SYSTEMS: ADS STORMTECH SYSTEM FOR 100-YR STORM STORAGE VOLUME Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B1 0 S 1 2 3 4 5 6 7 8 9 CHAMBER CONFIGURATION PARAMETERS COFC Modified FAA Method RESULTS 100-Year Chamber Chamber Minim Chamber+ Total Basin Name: Required Chamber Aggregate um Chamber Volume Type Volume Volume Total Installed Volume Release Rate No.of System Volume W) W W) WS) Chambers W) W 3409.9 175.0 0.036 2198.00B1 20 3500 COLUMN: CONTENTS: 1 Project Name and/or Vault ID 2 Required 100-year storm volume per COFC Modified FAA Method 3 Chamber Type Selection 4 Volume within the chamber only,not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1) 5 Voulme includes chamber and void spaces(40%)in surrounding aggregate (Selected Chamber Parameter from ROW 2) 6 Release rate per chamber,limited by flow through geotextile with accumulated sediment (Selected Chamber Parameter from ROW 3) 7 Number of chambers required to provide full 100-year storm event storage volume within total installed system,including aggregate; Rounded Up 8 Volume provided within the chambers only(no aggregate storage). 9 System volume includes total number of chambers,plus surrounding aggregate. STORMTECH CHAMBER DATA CHAMBER DIMENSIONS SC-740 MC-4500 MC-3500 SC-310 SC-160LP HEIGHT(IN) 30.0 60.0 45.0 16.0 12.0 WIDTH(IN) 51.0 100.0 77.0 34.0 25.0 INSTALLED LENGTH(IN) 85.4 48.3 86.0 85.4 85.4 FLOOR AREA(SF) 30.2 33.5 46.0 20.2 14.8 CHAMBER VOLUME(CF)-ROW 1 45.9 106.5 109.9 14.7 6.9 CHAMBER/AGGREGATE VOLUME(CF)-ROW 2 74.9 162.6 175.0 31.0 15.0 FLOW RATE/CHAMBER(CFS)-ROW 3 0.024 0.026 0.036 0.016 0.012 CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) FLOW RATE* 0.350 GPM/SF 1 CF = 7.481 GAL 1 GALLON = 0.134 CF 1 GPM = 0.002 CFS *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT WATER SURFACE ELEVATION LEVELS: FOR WQCV AND 100-YR STORM Project Name: Dog Park Bar Date: 6/15/2023 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B1 lu lu Input Variables Results Base of Stone Elev. = 4976.86 ft Req. WQCV Volume = 346.49 cf WQCV WSEL= 4978.47 ft Req. 100-Yr Volume = 3409.95 cf 100-Yr WSEL= 4981.33 ft WQCV Volume Provided By: 2 MC-3500 Chambers (MIN) Per ADS StormTech Stage-Storage for designed system: WQCV will be met between these two stages: Height of Incremental Incremental Incremental Incremental Cumulative System Single Total Stone Ch &St Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 20 3.26 19.57 2.78 23.33 361.12 4978.53 19 3.29 19.74 2.70 23.44 337.80 4978.44 Volume of: 346.49 cf will be met at Stage: 4978.47 ft 100-Year Volume Provided By: 20 MC-3500 Chambers (MIN) Per ADS StormTech Stage-Storage for designed system: 100-Year Volume will be met between these two stages: Height of Incremental Incremental Incremental Incremental Cumulative System Single Total Stone Ch &St Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 54 0.06 1.05 39.98 41.03 3422.87 4981.36 53 0.19 3.49 38.95 42.58 3381.84 4981.28 Volume of: 3409.95 cf will be met at Stage: 4981.33 ft * See included ADS StormTech Stage-Storage spreadsheets for full Stage-Storage of the design systems. Project: Sit and Stay Dog Bar: B1 WQ Chamber Model- MC-3500 Units- Imperial StormTech Number of Chambers- 6 Number of End Caps- 2 Voids in the stone(porosity)- 40 Base of Stone Elevation- 4976.86 ft Amount of Stone Above Chambers- 12 in Amount of Stone Below Chambers- 9 in StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 11.00 11.00 1139.59 4982.36 65 0.00 0.00 0.00 0.00 11.00 11.00 1128.59 4982.28 64 0.00 0,00 0.00 0.00 11.00 11.00 1117.60 4982.19 63 0.00 0.00 0.00 0.00 11.00 11.00 1106.60 4982.11 62 0.00 0.00 0.00 0.00 11.00 11.00 1095.60 4982.03 61 0.00 0.00 0.00 0.00 11.00 11.00 1084.60 4981.94 60 0.00 0.00 0.00 0.00 11.00 11.00 1073.61 4981.86 59 0.00 0.00 0.00 0.00 11.00 11.00 1062.61 4981.78 58 0.00 0.00 0.00 0.00 11.00 11.00 1051.61 4981.69 57 0.00 0.00 0.00 0.00 11.00 11.00 1040.61 4981.61 56 0.00 0.00 0.00 0.00 11.00 11.00 1029.62 4981.53 55 0.00 0.00 0.00 0.00 11.00 11.00 1018.62 4981.44 54 0.06 0.00 0.35 0.00 10.86 11.21 1007.62 4981.36 53 0.19 0.02 1.16 0.05 10.51 11.72 996.42 4981.28 52 0.29 0.04 1.76 0.08 10.26 12.10 984.69 4981.19 51 0.40 0.05 2.42 0.10 9.99 12.51 972.59 4981.11 50 0.69 0.07 4.12 0.14 9.29 13.55 960.08 4981.03 49 1.03 0.09 6.17 0.18 8.46 14.81 946.52 4980.94 48 1.25 0.11 7.50 0.21 7.91 15.62 931.72 4980.86 47 1.42 0.13 8.53 0.25 7.48 16.27 916.10 4980.78 46 1.57 0.14 9.44 0.29 7.11 16.83 899.83 4980.69 45 1.71 0.16 10.24 0.33 6.77 17.34 882.99 4980.61 44 1.83 0.18 10.97 0.36 6.46 17.80 865.65 4980.53 43 1.94 0.20 11.63 0.40 6.19 18.21 847.86 4980.44 42 2.04 0.22 12.24 0.44 5.92 18.61 829.64 4980.36 41 2.13 0.23 12.81 0.47 5.69 18.96 811.03 4980.28 40 2.22 0.25 13.35 0.50 5.46 19.31 792.07 4980.19 39 2.31 0.27 13.84 0.53 5.25 19.62 772.76 4980.11 38 2.38 0.28 14.31 0.56 5.05 19.92 753.14 4980.03 37 2.46 0.29 14.75 0.59 4.86 20.20 733.23 4979.94 36 2.53 0.31 15.17 0.62 4.68 20.47 713.02 4979.86 35 2.59 0.32 15.56 0.64 4.52 20.72 692.55 4979.78 34 2.66 0.33 15.94 0.67 4.36 20.96 671.83 4979.69 33 2.72 0.35 16.29 0.69 4.20 21.19 650.87 4979.61 32 2.77 0.36 16.63 0.72 4.06 21.41 629.69 4979.53 31 2.82 0.37 16.95 0.74 3.92 21.61 608.28 4979.44 30 2.88 0.38 17.25 0.77 3.79 21.81 586.67 4979.36 29 2.92 0.40 17.54 0.79 3.66 22.00 564.86 4979.28 28 2.97 0.41 17.82 0.82 3.54 22.18 542.86 4979.19 27 3.01 0.42 18.07 0.84 3.43 22.34 520.68 4979.11 26 3.05 0.43 18.32 0.86 3.33 22.50 49833 4979.03 25 3.09 0.44 18.57 0.88 3.22 22.67 475.83 4978.94 24 3.13 0.45 18.78 0.90 3.12 22.81 453.16 4978.86 23 3.17 0.46 18.99 0.92 3.03 22.95 430.35 4978.78 22 3.20 0.47 19.20 0.94 2.94 23.08 407.41 4978.69 21 3.23 0.48 19.39 0.96 2.86 23.21 384.33 4978.61 20 3.26 0.49 19.57 0.98 2.78 23.33 361.12 4978.53 19 3.29 0.50 19.74 1.00 2.70 23.44 337.80 4978.44 18 3.32 0.51 19.91 1.01 2.63 23.55 314.36 4978.36 17 3.34 0.51 20.06 1.03 2.56 23.65 290.81 4978.28 16 3.37 0.52 20.21 1.04 2.50 23.75 267.15 4978.19 15 3.39 0.53 20.36 1.06 2.43 23.85 243.40 4978.11 14 3.41 0.54 20.49 1.07 2.37 23.93 219.56 4978.03 13 3.44 0.54 20.62 1.09 2.31 24.02 195.62 4977.94 12 3.46 0.55 20.75 1.10 2.26 24.10 171.60 4977.86 11 3.48 0.56 20.87 1.11 2.20 24.19 147.49 4977.78 10 3.51 0.59 21.03 1.19 2.11 24.33 123.31 4977.69 9 0.00 0.00 0.00 0.00 11.00 11.00 98.98 4977.61 8 0.00 0.00 0.00 0.00 11.00 11.00 87.98 4977.53 7 0.00 0.00 0.00 0.00 11.00 11.00 76.98 4977.44 6 0.00 0.00 0.00 0.00 11.00 11.00 65.99 4977.36 5 0.00 0.00 0.00 0.00 11.00 11.00 54.99 4977.28 4 0.00 0.00 0.00 0.00 11.00 11.00 43.99 4977.19 3 0.00 0.00 0.00 0.00 11.00 11.00 32.99 4977.11 2 0.00 0.00 0.00 0.00 11.00 11.00 22.00 4977.03 1 0.00 0.00 0.00 0.00 11.00 11.00 11.00 4976.94 Project: Sit and Stay Dog Bar: B1 TOTAL 111AW Chamber Model- MC-3500 Units- Imperial StormTech Number of Chambers- 18 Number of End Caps- 6 Voids in the stone(porosity)- 40 Base of Stone Elevation- 4976.86 ft Amount of Stone Above Chambers- 12 in Amount of Stone Below Chambers- 1 9 lin Area of system- 1212 sf Min.Area- 990 sf min.area StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 40.40 40.40 3907.67 4982.36 65 0.00 0.00 0.00 0.00 40.40 40.40 3867.27 4982.28 64 0.00 0,00 0.00 0.00 40.40 40.40 3826.87 4982.19 63 0.00 0.00 0.00 0.00 40.40 40.40 3786.47 4982.11 62 0.00 0.00 0.00 0.00 40.40 40.40 3746.07 4982.03 61 0.00 0.00 0.00 0.00 40.40 40.40 3705.67 4981.94 60 0.00 0.00 0.00 0.00 40.40 40.40 3665.27 4981.86 59 0.00 0.00 0.00 0.00 40.40 40.40 3624.87 4981.78 58 0.00 0.00 0.00 0.00 40.40 40.40 3584.47 4981.69 57 0.00 0.00 0.00 0.00 40.40 40.40 3544.07 4981.61 56 0.00 0.00 0.00 0.00 40.40 40.40 3503.67 4981.53 55 0.00 0.00 0.00 0.00 40.40 40.40 3463.27 4981.44 54 0.06 0.00 1.05 0.00 39.98 41.03 3422.87 4981.36 53 0.19 0.02 3.49 0.14 38.95 42.58 3381.84 4981.28 52 0.29 0.04 5.29 0.23 38.19 43.71 3339.26 4981.19 51 0.40 0.05 7.27 0.31 37.37 44.94 3295.55 4981.11 50 0.69 0.07 12.37 0.41 35.29 48.06 3250.61 4981.03 49 1.03 0.09 18.51 0.53 32.78 51.82 3202.54 4980.94 48 1.25 0.11 22.49 0.64 31.15 54.28 3150.72 4980.86 47 1.42 0.13 25.60 0.76 29.86 56.21 3096.44 4980.78 46 1.57 0.14 28.32 0.87 28.73 57.91 3040.22 4980.69 45 1.71 0.16 30.73 0.98 27.72 59.42 2982.31 4980.61 44 1.83 0.18 32.91 1.09 26.80 60.80 2922.89 4980.53 43 1.94 0.20 34.88 1.20 25.97 62.05 2862.09 4980.44 42 2.04 0.22 36.73 1.31 25.18 63.23 2800.04 4980.36 41 2.13 0.23 38.42 1.41 24.47 64.30 2736.81 4980.28 40 2.22 0.25 40.04 1.50 23.78 65.32 2672.51 4980.19 39 2.31 0.27 41.52 1.59 23.15 66.27 2607.19 4980.11 38 2.38 0.28 42.93 1.68 22.56 67.16 2540.92 4980.03 37 2.46 0.29 44.26 1.76 21.99 68.02 2473.75 4979.94 36 2.53 0.31 45.51 1.85 21.46 68.81 2405.74 4979.86 35 2.59 0.32 46.69 1.93 20.95 69.57 2336.93 4979.78 34 2.66 0.33 47.81 2.01 20.47 70.29 2267.36 4979.69 33 2.72 0.35 48.87 2.08 20.02 70.97 2197.07 4979.61 32 2.77 0.36 49.88 2.16 19.58 71.63 2126.10 4979.53 31 2.82 0.37 50.84 2.23 19.17 72.25 2054.47 4979.44 30 2.88 0.38 51.76 2.31 18.77 72.84 1982.22 4979.36 29 2.92 0.40 52.63 2.38 18.40 73.41 1909.38 4979.28 28 2.97 0.41 53.46 2.45 18.04 73.94 1835.98 4979.19 27 3.01 0.42 54.22 2.51 17.71 74.44 1762.04 4979.11 26 3.05 0.43 54.96 2.58 17.39 74.92 1687.59 4979.03 25 3.09 0.44 55.70 2.64 17.06 75.40 1612.67 4978.94 24 3.13 0.45 56.35 2.70 16.78 75.83 1537.27 4978.86 23 3.17 0.46 56.98 2.77 16.50 76.25 1461.44 4978.78 22 3.20 0.47 57.59 2.82 16.23 76.65 1385.19 4978.69 21 3.23 0.48 58.16 2.88 15.98 77.02 1308.54 4978.61 20 3.26 0.49 58.71 2.94 15.74 77.38 1231.51 4978.53 19 3.29 0.50 59.22 2.99 15.52 77.73 1154.13 4978.44 18 3.32 0.51 59.72 3.04 15.30 78.06 1076.40 4978.36 17 3.34 0.51 60.19 3.09 15.09 78.37 998.35 4978.28 16 3.37 0.52 60.64 3.13 14.89 78.66 919.98 4978A9 15 3.39 0.53 61.07 3.18 14.70 78.95 841.32 4978.11 14 3.41 0.54 61.46 3.22 14.53 79.21 762.37 4978.03 13 3.44 0.54 61.87 3.26 14.35 79.48 683.16 4977.94 12 3.46 0.55 62.24 3.30 14.19 79.72 603.69 4977.86 11 3.48 0.56 62.62 3.33 14.02 79.97 523.97 4977.78 10 3.51 0.59 63.09 3.57 13.74 80.40 444.00 4977.69 9 0.00 0.00 0.00 0.00 40.40 40.40 363.60 4977.61 8 0.00 0.00 0.00 0.00 40.40 40.40 323.20 4977.53 7 0.00 0.00 0.00 0.00 40.40 40.40 282.80 4977.44 6 0.00 0.00 0.00 0.00 40.40 40.40 242.40 4977.36 5 0.00 0.00 0.00 0.00 40.40 40.40 202.00 4977.28 4 0.00 0.00 0.00 0.00 40.40 40.40 161.60 4977.19 3 0.00 0.00 0.00 0.00 40.40 40.40 121.20 4977.11 2 0.00 0.00 0.00 0.00 40.40 40.40 80.80 4977.03 1 0.00 0.00 0.00 0.00 40.40 40.40 40.40 4976.94 BASIN PARAMETERS Project Name: Dog Park Bar Project Number: 021-04575 Client: olsson Basin Name: B2 Date: 4/29/2024 Prepared By: MWB Area: 1.833 acres C(minor): 0.47 IMP: 37.54% Max Allowable Release Rate: 0.25 cfs Base of Stone Elevation: 4974.28 ft ORIFICE RATING CURVE: OUTLET STRUCTURE ORIFICE SIZING FOR 100-YEAR STORM Project Name: Dog Park Bar Date: 4/29/2024 Project Number : 021-04575 Prepared By: MWB Client: Basin Name: B2 oisson Input Variables Results Design Storm : 100 PROPOSED ORIFICE Max. Allowable Release Rate = 0.250 DIAMETER : Orifice Diameter= 2 in 2 inches Orifice Area = 0.022 sf Orifice Coefficient= 0.610 PROPOSED ORIFICE Chamber Type = MC-3500 RELEASE RATE : System Height= 66.0 in 0.250 cfs Stage Stage Outlet Release Rate (in ) Vt) (cfs) 1 0.00 0.00 0.00 Q = C.A 2gh Equation 6-6 2 2.75 0.23 0.05 Where: C!= Discharge, ds 3 5.50 0.46 0.07 Co= Orifice coefficient, dimensionless 4 8.25 0.69 0.09 A= Cross-sectional area of orifice, its 5 11.00 0.92 0.10 g = Gravitational constant (32.2 ft/secz) 6 13.75 1.15 0.11 In = Effective head, ft 7 16.50 1.38 0.13 8 19.25 1.60 0.14 If the outlet from the detention basin is under free 9 22.00 1.83 0.14 outfall, the effective head is measured from the 10 24.75 2.06 0.15 centroid of the orifice to the upstream water 11 27.50 2.29 0.16 surface elevation. 12 30.25 2.52 0.17 13 33.00 2.75 0.18 If the downstream jet or orifice is submerged, then 14 35.75 2.98 0.18 the effective head is the difference in elevation 15 38.50 3.21 0.19 between the upstream and downstream water 16 41.25 3.44 0.20 surfaces. 17 44.00 3.67 0.20 18 46.75 3.90 0.21 For square-edged, uniform orifice entrance 19 49.50 4.13 0.22 conditions, a discharge coefficient of 0.61 should 20 52.25 4.35 0.22 21 55.00 4.58 0.23 For rough-edged orifice entrance conditions, a 22 57.75 4.81 0.23 discharge coefficient of 0.4 should be used. 23 60.50 5.04 0.24 24 63.25 5.27 0.25 251 66.00 5.50 0.25 CITY OF FORT COLLINS (COFC) CALCULATION FOR: WATER QUALITY CAPTURE VOLUME (WQCV) Project Name: Dog Park Bar Date: 4/29/2024 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B2 � � � V WQCV=a(0.91P- 1.19R+0.781) Equation 7-1 Where: WQCV=Water Quality Capture Volume, watershed inches a = Coefficient corresponding to WQCV drain time (Table 5.4-1) 1= Imperviousness (%/100) DRAIN TIME 12 hr a= 0.80 i = 37.54% WQCV= 0.139 in Figure 5.4-1 WQCV Based on BMP Drain Time 0.500 0.450 40 hour drain time 0.400 v 24 hour drain time c 0.350 .a WQCV=a(0.91i3-1.19i'+0.78i) a 0.300 N 12-hr drain time a=0.8 �i 0.250 24-hr drain time a=0.9 M 40-hr drain time a= 1.0 +� 0.200 + ap > 0.150 • U +•+ 12 hour drain time CY 0.100 i 0.050 F—T 0.000 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) V = (wQZ)Axl.2 Equation 7-2 Where:V=required volume, acre-ft A=tributary catchment area upstream,acres WQCV=Water Quality Capture Volume,watershed inches 1.2=to account for the additional 20%of required storage for sedimentation accumulation A= 1.833 acres V= 0.0254 ac-ft 1106.78 cu.ft CITY OF FORT COLLINS(COFC)SIZING CALCUALTIONS FOR LID SYSTEMS: ISOLATOR ROW CHAMBERS WITHIN ADS STORMTECH SYSTEM Project Name: Dog Park Bar Date: 4/29/2024 Project Number: 021-04575 Prepared By: MWB 1 Client: Basin Name: B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 CHAMBER CONFIGURATION PARAMETERS FCSCM Method FAA METHOD RESULTS Total Required WQ Chamber+ Minimum Total Required WQ Minimum Total Basin Chamber Chamber Total Release Minimum Total Installed Volume Flow WQ Chamber Aggregate No.of Volume No.of Chamber Name: Volume Release Rate Rate No.of System Volume [FCSCM Method] (cfs) Type (Cf) Volume Chambers [FAA Method] Chambers Chambers Volume (Cf)(Cf) (Cfs) [FCSCM) (Cfs) (Cf) [FAA] (Cf) B2 1106.78 1.240 MC-3500 109.9 175.0 0.036 7 0.251 566.14 6 7 769.30 1225 COLUMN: CONTENTS: 1 Project Name and/or Vault ID 2 Required WQCV per FCSCM Equation 7-2 3 1/2 of the 2-year developed flow rate for the basin. 4 Chamber Type Selection 5 Volume within the chamber only,not accounting for void spaces in surrounding aggregate(Selected Chamber Parameter from ROW 1) 6 Voulme includes chamber and void spaces(40%)in surrounding aggregate(Selected Chamber Parameter from ROW 2) 7 Release rate per chamber,limited by flow through geotextile with accumulated sediment(Selected Chamber Parameter from ROW 3) 8 Number of chambers required to provide full WQCV within total installed system,including aggregate;Rounded Up 9 Release rate per chamber times the minimum number of chambers required through the FCSCM Method 10 Required WQCV per FAA Method(based on Flow WQ and Total Release Rate) 11 Number of chambers required to provide required FAA storage volume stored within the chamber only(no aggregate storage);Rounded up 12 Greater number of required chambers through the two metods(Column 8 versus Column 11) 13 Volume provided within the chambers only(no aggregate storage).This must meet or exceed the FAA Method required WQ Volume 14 System volume includes total number of chambers,plus surrounding aggregate.This must meet or exceed the FCSCM Method required WQ Volume STORMTECH CHAMBER DATA CHAMBER DIMENSIONS SC-740 MC-4500 MC-3500 SC-310 SC-160LP CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) HEIGHT(IN) 30.0 60.0 45.0 16.0 12.0 WIDTH(IN) 51.0 100.0 77.0 34.0 25.0 FLOW RATE* 0.350 GPM/SF INSTALLED LENGTH(IN) 85.4 48.3 86.0 85.4 85.4 i CF = 7.481 GAL FLOOR AREA(SF) 30.2 33.5 46.0 20.2 14.8 1 GALLON = 0.134 CF CHAMBER VOLUME(CF)-ROW 1 45.9 106.5 109.9 14.7 6.9 i GPM = 0.002 CFS CHAMBER/AGGREGATE VOLUME(CF)-ROW 2 74.9 162.6 175.0 31.0 15.0 *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FLOW RATE/CHAMBER(CFS)-ROW 3 0.024 0.026 0.036 0.016 0.012 FIGURE 17 OF UNH TESTING REPORT CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Project Name: Dog Park Bar Date: 4/29/2024 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B2 0ISSO 11 1 Input Variables Results Design Storm WQ Required WQ C = 0.47 Detention Volume: 1.00 * C= 0.47 566.14 ft 3 Tc = 12.10 min A= 1.833 acres 0.01 ac-ft Max Release Rate* = 0.251 cfs 'DETERMINED BY ISOLATOR ROW PARAMETERS Time Time Intensity Inflow Inflow Outflow Storage Storage (min) (sec) (in/hr) Flowrate Volume Volume Volume Volume (cfs) (ft ) (ft ) (ft ) (ac-ft) 0 0 0.000 0.00 0 0 0 0 5 300 1.425 1.24 372 75 297 0.01 10 600 1.105 0.96 577 151 426 0.01 15 900 0.935 0.81 732 226 506 0.01 20 1200 0.805 0.70 840 301 539 0.01 25 1500 0.715 0.62 933 377 557 0.01 30 1800 0.650 0.57 1018 452 566 0.01 35 2100 0.585 0.51 1069 527 542 0.01 40 2400 0.535 0.47 1117 602 515 0.01 45 2700 0.495 0.43 1163 678 485 0.01 50 3000 0.460 0.40 1201 753 448 0.01 55 3300 0.435 0.38 1249 828 421 0.01 60 3600 0.410 0.36 1284 904 381 0.01 65 3900 0.385 0.33 1306 979 327 0.01 70 4200 0.365 0.32 1334 1054 280 0.01 75 4500 0.345 0.30 1351 1130 221 0.01 80 4800 0.330 0.29 1378 1205 173 0.00 85 5100 0.315 0.27 1398 1280 118 0.00 90 5400 0.305 0.27 1433 1356 77 0.00 95 5700 0.290 0.25 1438 1431 7 0.00 100 6000 0.280 0.24 1462 1506 -44 0.00 105 6300 0.270 0.23 1480 1581 -101 0.00 110 6600 0.260 0.23 1493 1657 -164 0.00 115 6900 0.255 0.22 1531 1732 -201 0.00 120 7200 0.245 0.21 1535 1807 -273 -0.01 CITY OF FORT COLLINS (COFC) MODIFIED FAA METHOD: REQUIRED DETENTION VOLUME Project Name: Dog Park Bar Date: 4/29/2024 Project Number: 021-04575 Prepared By: MWB Client: 0 Basin Name: B2 : Input Variables Results Design Storm 100-year Required 100-year C = 0.47 Detention Volume: 1.25 * C= 0.59 12604.90 ft3 Tc = 12.10 min A= 1.833 acres 0.29 ac-ft Max Release Rate* = 0.250 cfs *DETERMINED BY ORIFICE PARAMETERS Time Time Intensity Inflow Inflow Outflow Storage Storage (min) (sec) (in/hr) Flowrate Volume Volume Volume Volume (cfs) (ft ) (ft ) (ft ) (ac-ft) 0 0 0.00 0.00 0 0 0 0 5 300 9.95 10.821 3246 75 3171 0.07 10 600 7.72 8.396 5038 150 4887 0.11 15 900 6.52 7.091 6382 225 6156 0.14 20 1200 5.60 6.090 7309 301 7008 0.16 25 1500 4.98 5.416 8124 376 7749 0.18 30 1800 4.52 4.916 8849 451 8398 0.19 35 2100 4.08 4.437 9318 526 8792 0.20 40 2400 3.74 4.068 9762 601 9161 0.21 45 2700 3.46 3.763 10160 676 9484 0.22 50 3000 3.23 3.513 10539 751 9787 0.22 55 3300 3.03 3.295 10875 827 10048 0.23 60 3600 2.86 3.110 11198 902 10296 0.24 65 3900 2.72 2.958 11537 977 10560 0.24 70 4200 2.59 2.817 11831 1052 10779 0.25 75 4500 2.48 2.697 12137 1127 11010 0.25 80 4800 2.38 2.588 12424 1202 11222 0.26 85 5100 2.29 2.491 12702 1277 11424 0.26 90 5400 2.21 2.404 12979 1352 11627 0.27 95 5700 2.13 2.317 13204 1428 11777 0.27 100 6000 2.06 2.240 13442 1503 11940 0.27 105 6300 2.00 2.175 13703 1578 12126 0.28 110 6600 1.94 2.110 13925 1653 12272 0.28 115 6900 1.89 2.056 14183 1728 12455 0.29 120 7200 1.84 2.001 14408 1803 12605 0.29 CITY OF FORT COLLINS (COFC) SIZING CALCUALTIONS FOR EXTENDED DETENTION SYSTEMS: ADS STORMTECH SYSTEM FOR 100-YR STORM STORAGE VOLUME Project Name: Dog Park Bar Date: 4/29/2024 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: 82 1 2 3 4 5 6 7 8 9 CHAMBER CONFIGURATION PARAMETERS COFC Modified FAA Method RESULTS 100-Year Chamber+ Total Basin Name: Required Chamber Chamber Aggregate Chamber Minimum Chamber Total Installed Volume Release Rate No.of System Volume Volume Type (cf) Volume(cf) (cf) (cfs) Chambers (cf)Volume (cf) B2 12604.9 MC-3500 109.9 175.0 0.036 73 8022.70 12775 COLUMN: CONTENTS: 1 Project Name and/or Vault ID 2 Required 100-year storm volume per COFC Modified FAA Method 3 Chamber Type Selection 4 Volume within the chamber only,not accounting for void spaces in surrounding aggregate (Selected Chamber Parameter from ROW 1) 5 Voulme includes chamber and void spaces(40%)in surrounding aggregate (Selected Chamber Parameter from ROW 2) 6 Release rate per chamber,limited by flow through geotextile with accumulated sediment (Selected Chamber Parameter from ROW 3) 7 Number of chambers required to provide full 100-year storm event storage volume within total installed system,including aggregate; Rounded Up 8 Volume provided within the chambers only(no aggregate storage). 9 System volume includes total number of chambers,plus surrounding aggregate. STORMTECH CHAMBER DATA CHAMBER DIMENSIONS SC-740 MC-4500 MC-3500 SC-310 SC-160LP HEIGHT(IN) 30.0 60.0 45.0 16.0 12.0 WIDTH(IN) 51.0 100.0 77.0 34.0 25.0 INSTALLED LENGTH(IN) 85.4 48.3 86.0 85.4 85.4 FLOOR AREA(SF) 30.2 33.5 46.0 20.2 14.8 CHAMBER VOLUME(CF)-ROW 1 45.9 106.5 109.9 14.7 6.9 CHAMBER/AGGREGATE VOLUME(CF)-ROW 2 74.9 162.6 175.0 31.0 15.0 FLOW RATE/CHAMBER(CFS)-ROW 3 0.024 0.026 0.036 0.016 0.012 CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) FLOW RATE* 0.350 GPM/SF 1 CF = 7.481 GAL 1 GALLON = 0.134 CF 1 GPM 1=1 0.002 1 CFS *FLOW RATE BASED ON 1/2 OF NOV 07 OMAX IN FIGURE 17 OF UNH TESTING REPORT WATER SURFACE ELEVATION LEVELS: FOR WQCV AND 100-YR STORM Project Name: Dog Park Bar Date: 4/29/2024 Project Number: 021-04575 Prepared By: MWB Client: Basin Name: B2 Input Variables Results Base of Stone Elev. = 4974.28 ft Req. WQCV Volume= 1106.78 cf WQCV WSEL= 4976.50 ft Req. 100-Yr Volume= 12604.90 cf 100-Yr WSEL= 4978.33 ft WQCV Volume Provided By: 7 MC-3500 Chambers (MIN) Per ADS StormTech Stage-Storage for designed system: WQCV will be met between these two stages: Height of Single Total Incremental Incremental Cumulative System Chamber Chamber Stone Ch &St Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 27 3.01 18.07 4.18 23.93 560.72 4976.53 26 3.05 18.32 4.07 24.10 536.79 4976.45 Volume of: 553.39 cf will be met at Stage: 4976.50 ft within each Isolator Row for a total volume of: 1106.78 cf 100-Year Volume Provided By: 73 MC-3500 Chambers (MIN) Per ADS StormTech Stage-Storage for designed system: 100-Year Volume will be met between these two stages: Height of Single Total Incremental Incremental Cumulative System Chamber Chamber Stone Ch &St Chamber Stage (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (Cubic feet) (feet) 49 1.03 74.04 128.58 204.73 12684.61 4978.36 48 1.25 89.97 122.02 214.56 12479.88 4978.28 Volume of: 12604.90 cf will be met at Stage: 4978.33 ft * See included ADS StormTech Stage-Storage spreadsheets for full Stage-Storage of the design systems. Project: Sit and Stay Dog Bar: B2 WQ(WEST) Chamber Model- MC-3500 Units- Imperial StormTech Number of Chambers- 6 Number of End Caps- 4 Voids in the stone(porosity)- 40 Base of Stone Elevation- 4974.28 ft Amount of Stone Above Chambers- 12 in Amount of Stone Below Chambers- 9 in StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 12.08 12.08 1229.06 4979.78 65 0.00 0.00 0.00 0.00 12.08 12.08 1216.98 4979.70 64 0.00 0,00 0.00 0.00 12.08 12.08 1204.90 4979.61 63 0.00 0.00 0.00 0.00 12.08 12.08 1192.81 4979.53 62 0.00 0.00 0.00 0.00 12.08 12.08 1180.73 4979.45 61 0.00 0.00 0.00 0.00 12.08 12.08 1168.65 4979.36 60 0.00 0.00 0.00 0.00 12.08 12.08 1156.57 4979.28 59 0.00 0.00 0.00 0.00 12.08 12.08 1144.49 4979.20 58 0.00 0.00 0.00 0.00 12.08 12.08 1132.41 4979.11 57 0.00 0.00 0.00 0.00 12.08 12.08 1120.33 4979.03 56 0.00 0.00 0.00 0.00 12.08 12.08 1108.25 4978.95 55 0.00 0.00 0.00 0.00 12.08 12.08 1096.17 4978.86 54 0.06 0.00 0.35 0.00 11.94 12.29 1084.08 4978.78 53 0.19 0.02 1.16 0.10 11.58 12.84 1071.79 4978.70 52 0.29 0.04 1.76 0.15 11.32 13.23 1058.96 4978.61 51 0.40 0.05 2.42 0.21 11.03 13.66 1045.73 4978.53 50 0.69 0.07 4.12 0.27 10.32 14.72 1032.07 4978.45 49 1.03 0.09 6.17 0.35 9.47 15.99 1017.35 4978.36 48 1.25 0.11 7.50 0.43 8.91 16.84 1001.36 4978.28 47 1.42 0.13 8.53 0.51 8.47 17.50 984.52 4978.20 46 1.57 0.14 9.44 0.58 8.07 18.09 967.02 4978.11 45 1.71 0.16 10.24 0.65 7.72 18.62 948.93 4978.03 44 1.83 0.18 10.97 0.73 7.40 19.10 930.31 4977.95 43 1.94 0.20 11.63 0.80 7.11 19.54 911.21 4977.86 42 2.04 0.22 12.24 0.87 6.83 19.95 891.67 4977.78 41 2.13 0.23 12.81 0.94 6.58 20.33 871.72 4977.70 40 2.22 0.25 13.35 1.00 6.34 20.69 851.39 4977.61 39 2.31 0.27 13.84 1.06 6.12 21.02 830.70 4977.53 38 2.38 0.28 14.31 1.12 5.91 21.34 809.68 4977.45 37 2.46 0.29 14.75 1.18 5.71 21.64 788.34 4977.36 36 2.53 0.31 15.17 1.23 5.52 21.92 766.70 4977.28 35 2.59 0.32 15.56 1.28 5.34 22.19 744.78 4977.20 34 2.66 0.33 15.94 1.34 5.17 22.45 722.59 4977.11 33 2.72 0.35 16.29 1.39 5.01 22.69 700.14 4977.03 32 2.77 0.36 16.63 1.44 4.85 22.92 677.45 4976.95 31 2.82 0.37 16.95 1.49 4.71 23.14 654.53 4976.86 30 2.88 0.38 17.25 1.54 4.57 23.36 631.39 4976.78 29 2.92 0.40 17.54 1.58 4.43 23.56 608.03 4976.70 28 2.97 0.41 17.82 1.63 4.30 23.75 584.47 4976.61 27 3.01 0.42 18.07 1.67 4.18 23.93 560.72 4976.53 26 3.05 0.43 18.32 1.72 4.07 24.10 536.79 4976.45 25 3.09 0.44 18.57 1.76 3.95 24.28 512.69 4976.36 24 3.13 0.45 18.78 1.80 3.85 24.43 488.41 4976.28 23 3.17 0.46 18.99 1.84 3.75 24.58 463.98 4976.20 22 3.20 0.47 19.20 1.88 3.65 24.73 439.39 4976.11 21 3.23 0.48 19.39 1.92 3.56 24.87 414.67 4976.03 20 3.26 0.49 19.57 1.96 3.47 25.00 389.80 4975.95 19 3.29 0.50 19.74 1.99 3.39 25.12 364.80 4975.86 18 3.32 0.51 19.91 2.03 3.31 25.24 339.68 4975.78 17 3.34 0.51 20.06 2.06 3.23 25.35 314.44 4975.70 16 3.37 0.52 20.21 2.09 3.16 25.46 289.09 4975.61 15 3.39 0.53 20.36 2.12 3.09 25.57 263.63 4975.53 14 3.41 0.54 20.49 2.15 3.03 25.66 238.06 4975.45 13 3.44 0.54 20.62 2.17 2.96 25.76 212.40 4975.36 12 3.46 0.55 20.75 2.20 2.90 25.85 186.64 4975.28 11 3.48 0.56 20.87 2.22 2.84 25.94 160.79 4975.20 10 3.51 0.59 21.03 2.38 2.72 26.13 134.86 4975.11 9 0.00 0.00 0.00 0.00 12.08 12.08 108.73 4975.03 8 0.00 0.00 0.00 0.00 12.08 12.08 96.65 4974.95 7 0.00 0.00 0.00 0.00 12.08 12.08 84.57 4974.86 6 0.00 0.00 0.00 0.00 12.08 12.08 72.49 4974.78 5 0.00 0.00 0.00 0.00 12.08 12.08 60.41 4974.70 4 0.00 0.00 0.00 0.00 12.08 12.08 48.32 4974.61 3 0.00 0.00 0.00 0.00 12.08 12.08 36.24 4974.53 2 0.00 0.00 0.00 0.00 12.08 12.08 24.16 4974.45 1 0.00 0.00 0.00 0.00 12.08 12.08 12.08 4974.36 Project: Sit and Stay Dog Bar: B2 WQ(EAST) Chamber Model- MC-3500 Units- Imperial StormTech Number of Chambers- 6 Number of End Caps- 4 Voids in the stone(porosity)- 40 Base of Stone Elevation- 4974.28 ft Amount of Stone Above Chambers- 12 in Amount of Stone Below Chambers- 9 in StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 12.08 12.08 1229.06 4979.78 65 0.00 0.00 0.00 0.00 12.08 12.08 1216.98 4979.70 64 0.00 0,00 0.00 0.00 12.08 12.08 1204.90 4979.61 63 0.00 0.00 0.00 0.00 12.08 12.08 1192.81 4979.53 62 0.00 0.00 0.00 0.00 12.08 12.08 1180.73 4979.45 61 0.00 0.00 0.00 0.00 12.08 12.08 1168.65 4979.36 60 0.00 0.00 0.00 0.00 12.08 12.08 1156.57 4979.28 59 0.00 0.00 0.00 0.00 12.08 12.08 1144.49 4979.20 58 0.00 0.00 0.00 0.00 12.08 12.08 1132.41 4979.11 57 0.00 0.00 0.00 0.00 12.08 12.08 1120.33 4979.03 56 0.00 0.00 0.00 0.00 12.08 12.08 1108.25 4978.95 55 0.00 0.00 0.00 0.00 12.08 12.08 1096.17 4978.86 54 0.06 0.00 0.35 0.00 11.94 12.29 1084.08 4978.78 53 0.19 0.02 1.16 0.10 11.58 12.84 1071.79 4978.70 52 0.29 0.04 1.76 0.15 11.32 13.23 1058.96 4978.61 51 0.40 0.05 2.42 0.21 11.03 13.66 1045.73 4978.53 50 0.69 0.07 4.12 0.27 10.32 14.72 1032.07 4978.45 49 1.03 0.09 6.17 0.35 9.47 15.99 1017.35 4978.36 48 1.25 0.11 7.50 0.43 8.91 16.84 1001.36 4978.28 47 1.42 0.13 8.53 0.51 8.47 17.50 984.52 4978.20 46 1.57 0.14 9.44 0.58 8.07 18.09 967.02 4978.11 45 1.71 0.16 10.24 0.65 7.72 18.62 948.93 4978.03 44 1.83 0.18 10.97 0.73 7.40 19.10 930.31 4977.95 43 1.94 0.20 11.63 0.80 7.11 19.54 911.21 4977.86 42 2.04 0.22 12.24 0.87 6.83 19.95 891.67 4977.78 41 2.13 0.23 12.81 0.94 6.58 20.33 871.72 4977.70 40 2.22 0.25 13.35 1.00 6.34 20.69 851.39 4977.61 39 2.31 0.27 13.84 1.06 6.12 21.02 830.70 4977.53 38 2.38 0.28 14.31 1.12 5.91 21.34 809.68 4977.45 37 2.46 0.29 14.75 1.18 5.71 21.64 788.34 4977.36 36 2.53 0.31 15.17 1.23 5.52 21.92 766.70 4977.28 35 2.59 0.32 15.56 1.28 5.34 22.19 744.78 4977.20 34 2.66 0.33 15.94 1.34 5.17 22.45 722.59 4977.11 33 2.72 0.35 16.29 1.39 5.01 22.69 700.14 4977.03 32 2.77 0.36 16.63 1.44 4.85 22.92 677.45 4976.95 31 2.82 0.37 16.95 1.49 4.71 23.14 654.53 4976.86 30 2.88 0.38 17.25 1.54 4.57 23.36 631.39 4976.78 29 2.92 0.40 17.54 1.58 4.43 23.56 608.03 4976.70 28 2.97 0.41 17.82 1.63 4.30 23.75 584.47 4976.61 27 3.01 0.42 18.07 1.67 4.18 23.93 560.72 4976.53 26 3.05 0.43 18.32 1.72 4.07 24.10 536.79 4976.45 25 3.09 0.44 18.57 1.76 3.95 24.28 512.69 4976.36 24 3.13 0.45 18.78 1.80 3.85 24.43 488.41 4976.28 23 3.17 0.46 18.99 1.84 3.75 24.58 463.98 4976.20 22 3.20 0.47 19.20 1.88 3.65 24.73 439.39 4976.11 21 3.23 0.48 19.39 1.92 3.56 24.87 414.67 4976.03 20 3.26 0.49 19.57 1.96 3.47 25.00 389.80 4975.95 19 3.29 0.50 19.74 1.99 3.39 25.12 364.80 4975.86 18 3.32 0.51 19.91 2.03 3.31 25.24 339.68 4975.78 17 3.34 0.51 20.06 2.06 3.23 25.35 314.44 4975.70 16 3.37 0.52 20.21 2.09 3.16 25.46 289.09 4975.61 15 3.39 0.53 20.36 2.12 3.09 25.57 263.63 4975.53 14 3.41 0.54 20.49 2.15 3.03 25.66 238.06 4975.45 13 3.44 0.54 20.62 2.17 2.96 25.76 212.40 4975.36 12 3.46 0.55 20.75 2.20 2.90 25.85 186.64 4975.28 11 3.48 0.56 20.87 2.22 2.84 25.94 160.79 4975.20 10 3.51 0.59 21.03 2.38 2.72 26.13 134.86 4975.11 9 0.00 0.00 0.00 0.00 12.08 12.08 108.73 4975.03 8 0.00 0.00 0.00 0.00 12.08 12.08 96.65 4974.95 7 0.00 0.00 0.00 0.00 12.08 12.08 84.57 4974.86 6 0.00 0.00 0.00 0.00 12.08 12.08 72.49 4974.78 5 0.00 0.00 0.00 0.00 12.08 12.08 60.41 4974.70 4 0.00 0.00 0.00 0.00 12.08 12.08 48.32 4974.61 3 0.00 0.00 0.00 0.00 12.08 12.08 36.24 4974.53 2 0.00 0.00 0.00 0.00 12.08 12.08 24.16 4974.45 1 0.00 0.00 0.00 0.00 12.08 12.08 12.08 4974.36 Project: Sit and Stay Dog Bar: B2 TOTAL 111AW Chamber Model- MC-3500 Units- Imperial StormTech Number of Chambers- 72 Number of End Caps- 24 Voids in the stone(porosity)- 40 Base of Stone Elevation- 4974.28 ft Amount of Stone Above Chambers- 12 in Amount of Stone Below Chambers- 1 9 lin Area of system- 4771 sf Min.Area- 3959 sf min.area StormTech MC-3500 Cumulative Storage Volumes Height of Incremental Single Incremental Incremental Incremental Incremental Incremental Ch, Cumulative System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 159.04 159.04 15461.57 4979.78 65 0.00 0.00 0.00 0.00 159.04 159.04 15302.53 4979.70 64 0.00 0,00 0.00 0.00 159.04 159.04 15143.50 4979.61 63 0.00 0.00 0.00 0.00 159.04 159.04 14984.46 4979.53 62 0.00 0.00 0.00 0.00 159.04 159.04 14825.42 4979.45 61 0.00 0.00 0.00 0.00 159.04 159.04 14666.38 4979.36 60 0.00 0.00 0.00 0.00 159.04 159.04 14507.35 4979.28 59 0.00 0.00 0.00 0.00 159.04 159.04 14348.31 4979.20 58 0.00 0.00 0.00 0.00 159.04 159.04 14189.27 4979.11 57 0.00 0.00 0.00 0.00 159.04 159.04 14030.23 4979.03 56 0.00 0.00 0.00 0.00 159.04 159.04 13871.20 4978.95 55 0.00 0.00 0.00 0.00 159.04 159.04 13712.16 4978.86 54 0.06 0.00 4.18 0.00 157.36 161.55 13553.12 4978.78 53 0.19 0.02 13.98 0.57 153.22 167.77 13391.57 4978.70 52 0.29 0.04 21.17 0.90 150.21 172.28 13223.81 4978.61 51 0.40 0.05 29.06 1.24 146.92 177.22 13051.53 4978.53 50 0.69 0.07 49.48 1.62 138.60 189.70 12874.31 4978.45 49 1.03 0.09 74.04 2.12 128.58 204.73 12684.61 4978.36 48 1.25 0.11 89.97 2.57 122.02 214.56 12479.88 4978.28 47 1.42 0.13 102.40 3.03 116.86 222.30 12265.32 4978.20 46 1.57 0.14 113.27 3.47 112.34 229.08 12043.02 4978.11 45 1.71 0.16 122.91 3.91 108.31 235.13 11813.95 4978.03 44 1.83 0.18 131.65 4.36 104.63 240.65 11578.82 4977.95 43 1.94 0.20 139.52 4.81 101.30 245.64 11338.17 4977.86 42 2.04 0.22 146.94 5.24 98.17 250.34 11092.53 4977.78 41 2.13 0.23 153.70 5.64 95.30 254.64 10842.19 4977.70 40 2.22 0.25 160.14 6.01 92.58 258.73 10587.55 4977.61 39 2.31 0.27 166.09 6.37 90.05 262.52 10328.82 4977.53 38 2.38 0.28 171.70 6.72 87.67 266.09 10066.30 4977.45 37 2.46 0.29 177.05 7.05 85.39 269.50 9800.21 4977.36 36 2.53 0.31 182.03 7.39 83.27 272.69 9530.71 4977.28 35 2.59 0.32 186.75 7.71 81.25 275.71 9258.02 4977.20 34 2.66 0.33 191.24 8.03 79.33 278.60 8982.31 4977.11 33 2.72 0.35 195.49 8.33 77.51 281.33 8703.71 4977.03 32 2.77 0.36 199.53 8.64 75.77 283.94 8422.39 4976.95 31 2.82 0.37 203.37 8.94 74.11 286.42 8138.45 4976.86 30 2.88 0.38 207.03 9.22 72.54 288.79 7852.02 4976.78 29 2.92 0.40 210.54 9.51 71.02 291.06 7563.23 4976.70 28 2.97 0.41 213.83 9.78 69.59 293.21 7272.17 4976.61 27 3.01 0.42 216.90 10.05 68.26 295.20 6978.96 4976.53 26 3.05 0.43 219.83 10.31 66.98 297.13 6683.76 4976.45 25 3.09 0.44 222.79 10.57 65.69 299.05 6386.63 4976.36 24 3.13 0.45 225.40 10.82 64.55 300.77 6087.58 4976.28 23 3.17 0.46 227.93 11.06 63.44 302.43 5786.81 4976.20 22 3.20 0.47 230.36 11.30 62.38 304.03 5484.38 4976.11 21 3.23 0.48 232.64 11.52 61.37 305.54 5180.35 4976.03 20 3.26 0.49 234.82 11.74 60.41 306.98 4874.81 4975.95 19 3.29 0.50 236.90 11.95 59.50 308.35 4567.84 4975.86 18 3.32 0.51 238.89 12.15 58.62 309.67 4259.49 4975.78 17 3.34 0.51 240.78 12.35 57.79 310.91 3949.82 4975.70 16 3.37 0.52 242.54 12.53 57.01 312.08 3638.91 4975.61 15 3.39 0.53 244.26 12.71 56.25 313.22 3326.83 4975.53 14 3.41 0.54 245.85 12.88 55.55 314.27 3013.61 4975.45 13 3.44 0.54 247.47 13.04 54.84 315.34 2699.34 4975.36 12 3.46 0.55 248.96 13.19 54.18 316.32 2384.00 4975.28 11 3.48 0.56 250.47 13.33 53.52 317.31 2067.68 4975.20 10 3.51 0.59 252.37 14.28 52.38 319.02 1750.36 4975.11 9 0.00 0.00 0.00 0.00 159.04 159.04 1431.34 4975.03 8 0.00 0.00 0.00 0.00 159.04 159.04 1272.30 4974.95 7 0.00 0.00 0.00 0.00 159.04 159.04 1113.26 4974.86 6 0.00 0.00 0.00 0.00 159.04 159.04 954.23 4974.78 5 0.00 0.00 0.00 0.00 159.04 159.04 795.19 4974.70 4 0.00 0.00 0.00 0.00 159.04 159.04 636.15 4974.61 3 0.00 0.00 0.00 0.00 159.04 159.04 477.11 4974.53 2 0.00 0.00 0.00 0.00 159.04 159.04 318.08 4974.45 1 0.00 0.00 0.00 0.00 159.04 159.04 159.04 4974.36 Sit and Stay Dog Bar Fort Collins, CO May 2024 APPENDIX C - Hydraulic Calculations Inlet Sizing Calculations SSA Pipe Sizing Profiles Olsson 021-04575 13 Version 4.05 Released March 2017 INLET MANAGEMENT INLET NAME CI4.0 CI-7.0 CI-7.1 CI-7.3 Site Type Urban or Rural URBAN URBAN URBAN URBAN Inlet Application Street or Area STREET STREET STREET STREET Hydraulic Condition In Sump In Sump In Sump In Sum Inlet Type I CDOT/Denver 13 Combination I CDOT/Denver 13 Combination I CDOT/Denver 13 Combination CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Desi n Flows Minor QK„o,.,,,cfs 1.158 0.156 0.102 0.108 Major Q,( s) 5.045 1 0.679 0.445 0.472 BvDass Car -Over Flow from U stream Receive Bypass Flow from: No Bypass Flow Received No BvDass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received,Qy s) 0.0 1 0.0 1 0.0 0.0 Major Bypass Flow Received,Qp(oh) 0.0 1 0.0 1 0.0 0.0 Watershed Characteristics FSubcatchment Area acres Percent Impervious NRCS Soil Type Watershed Profile Overland Slope(ft/ft Overland Len th ft Channel Slope tvtt Channel Length ft Minor Storm Rainfall In ut Design Storm Return Period,T,(years) ne- our Precipitation, mches Major Storm Rainfall In ut Design Storm Return Period,Tr(years) One-Hour Precipitation,P,(inches) CALCULATED OUTPUT Minor Total Design Peak Flow,q cfs 1.158 0.156 0.102 0.108 Major Total Desi n Peak Flow,q cfs 5.045 1 0.679 0.445 0.472 Minor Flow Bypassed Downstream,Qe(OS) N/A N/A N/A N/A Major Flow Bypassed Downstream,Qe(cfs) N/A N/A N/A N/A Minor Storm Calculated Anal sis of Flow Time C N/A N/A N/A N/A Cs WA N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A N/A Channel Flow Velocity,Vt N/A N/A N/A N/A Overland Flow Time,Ti N/A N/A N/A N/A Channel Travel Time,Tt N/A N/A N/A N/A Calculated Time of Concentration,T, N/A N/A N/A N/A egiona . N/A N/A N/A N/A Recommended T. N/A N/A N/A N/A T,selected by User N/A N/A N/A N/A Desi n Rainfall Intensity I N/A N/A N/A N/A a cu.0 Localea ow, N/A N/A N/A N/A Major Storm Calculated Anal sis of Flow Time C N/A N/A N/A N/A Cs N/A N/A N/A N/A Overland Flow Velocity,Vi N/A N/A N/A N/A Channel Flow Velocity,Vt N/A N/A N/A N/A Overland Flow Time,Ti N/A N/A N/A N/A Channel Travel Time,Tt N/A N/A N/A N/A Calculated Time of Concentration,T. N/A N/A N/A N/A Regional T. N/A N/A N/A N/A Recommended T. N/A N/A N/A N/A T�selected by User N/A N/A N/A N/A Desi n Rainfall lntensi ,I N/A N/A N/A N/A Calculated Local Peak Flow,Q N/A N/A N/A N/A This document was created by an application that isn't licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Sit and Stay Inlet ID: CI-4.0 T T T.Twx W T. STREET O CROWN x o / Gutter Geometry(Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T"CK= 6.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SACK= 0.020 ftRl Manning's Roughness Behind Curb(typically between 0.012 and 0.020) reACK= 0.012 Height of Curb at Gutter Flow Line Hcu-= 6.00 inches Distance from Curb Face to Street Crown TDPDwN= 19.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.445 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) S.= 0.883 fi/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft lit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TN = 19.0 19.0 it Max.Allowable Depth at Ginter Flowline for Minor&Major Storm .,wx= 6.0 6.0 inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qxllax= SUMP SUMP cfs INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,f-Lo(C)-� H-Curb H-Vert Wo W Wip L.(G) Design Information(Input) MINOR MAJOR Type of Inlet I CDOT/Denver 13 Combination Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) a,-,,= 2.00 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 2 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 1 6.0 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 ,.. Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Ae,;o= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0.70) C,(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) Cw(G)= 3.30 3.30 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening LP(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hie= 6.50 6.50 inches Height of Curb Orifice Throat in Inches H._= 5.25 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutterwidth of 2 feet) WP= 2.00 2.00 feet Clogging Factor fora Single Curb Opening(typical value 0.10) C,(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 0.66 Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth dp�,e= 0.523 0.523 tt Depth for Curb Opening Weir Equation dp.,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RF;n,"' 0.71 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFcu,y= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF-= 0.71 0.71 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 5.3 5.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REDUIRED= 1.2 5.0 Icts 1 Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Sit and Stay Inlet ID: CI-7.0 T T T.Twx W T. STREET O CROWN x o / Gutter Geometry(Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T"CK= 9.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SACK= 0.020 ftRl Manning's Roughness Behind Curb(typically between 0.012 and 0.020) reACK= 0.012 Height of Curb at Gutter Flow Line Hcu-= 6.00 inches Distance from Curb Face to Street Crown TDPDwN= 19.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.225 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) S.= 0.883 fi/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft lit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TN = 19.0 19.0 it Max.Allowable Depth at Ginter Flowline for Minor&Major Storm .,wx= 6.0 6.0 Inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qxllax= SUMP SUMP cfs INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,f-Lo(C)-� H-Curb H-Vert Wo W Wip L.(G) Design Information(Input) MINOR MAJOR Type of Inlet CDOT/Denver 13 Combination Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) 2.00 t.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 1 6.0 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 ,.. Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Ae,;o= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0.70) C,(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) Cw(G)= 3.30 3.30 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening LP(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hie= 6.50 6.50 inches Height of Curb Orifice Throat in Inches H._= 5.25 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutterwidth of 2 feet) WP= 2.00 2.00 feet Clogging Factor fora Single Curb Opening(typical value 0.10) C,(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3.70 3.70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 0.66 Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth ds�,e= 0.523 0.523 tt Depth for Curb Opening Weir Equation dg.,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RF;n,,;o„= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFcu,y= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF-= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.6 3.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REDUIRED=I O.2 I0.7 Icts 1 Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Sit and Stay Inlet ID: CI-7.1 T T T.Twx W T. STREET O CROWN x o / Gutter Geometry(Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T"CK= g.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SACK= 0..0 ftRl Manning's Roughness Behind Curb(typically between 0.012 and 0.020) reACK= 0.012 Height of Curb at Gutter Flow Line Hcu-= 6.00 inches Distance from Curb Face to Street Crown TDPDwN= 19.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0. 115 fi/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) S.= 0.883 fi/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft lit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TN = 19.0 19.0 it Max.Allowable Depth at Ginter Flowline for Minor&Major Storm .,wx= 6.0 6.0 Inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qxllax= SUMP SUMP cfs INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,f-Lo(C)-� H-Curb H-Vert Wo W Wip L.(G) Design Information(Input) MINOR MAJOR Type of Inlet CDOT/Denver 13 Combination Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) 2.00 200 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 5.1 1 5.1 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 ,.. Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Ae,;o= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0,70) C,(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) Cw(G)= 3.30 3.30 Grate Orifice Coefficient(typical value 0.60-0,80) Co(G)= 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening LP(C)= 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hie= 6.50 6.50 inches Height of Curb Orifice Throat in Inches H._= 5.25 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 0.00 degrees Side Width for Depression Pan(typically the gutterwidth of 2 feet) WP= 2.00 2.00 feet Clogging Factor fora Single Curb Opening(typical value 0.10) C,(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3.70 3,70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0.66 0.66 Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth ds�,e= 0.444 0.444 tt Depth for Curb Opening Weir Equation dg.,y= 0.26 0.26 it Combination Inlet Performance Reduction Factor for Long Inlets RF;n,,;o„= 0.79 0.79 Curb Opening Performance Reduction Factor for Long Inlets RFcu,y= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF-= 0.79 0.79 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 2.2 z.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REDUIRED= 0 0.1 .4 Icts 1 Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Sit and Stay Inlet ID: CI-7.3 T T T.Twx W T. STREET O CROWN x o / Gutter Geometry(Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb T"CK= g.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SACK= 0..0 ftRl Manning's Roughness Behind Curb(typically between 0.012 and 0.020) reACK= 0.012 Height of Curb at Gutter Flow Line Hcu-= 6.00 inches Distance from Curb Face to Street Crown TDPDwN= 19.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.224 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) S.= 0.883 fi/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft lit Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsTREET= 0.012 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TN = 19.0 19.0 it Max.Allowable Depth at Ginter Flowline for Minor&Major Storm .,wx= 6.0 6.0 Inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qxllax= SUMP SUMP cfs INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,f-Lo(C)-� H-Curb H-Vert Wo W Wip L.(G) Design Information(Input) MINOR MAJOR Type of Inlet I CDOT/Denver 13 Combination Type= CDOT/Denver 13 Combination Local Depression(additional to continuous gutter depression'a'from above) 2.00 t.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 1 6.0 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate L.(G)= 3.00 3.00 ,.. Width of a Unit Grate W.= 1.73 1.73 feet Area Opening Ratio for a Grate(typical values 0.15-0.90) Ae,;o= 0.43 0.43 Clogging Factor for a Single Grate(typical value 0.50-0,70) C,(G)= 0.50 0.50 Grate Weir Coefficient(typical value 2.15-3.60) Cw(G)= 3.30 3.30 Grate Orifice Coefficient(typical value 0.60-0,80) Co(G)= 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening LP(C)=HN_ 3.00 feel Height of Vertical Curb Opening in Inches Hie= 6.50 inches Height of Curb Orifice Throat in Inches H._= 5.25 inches Angle of Throat(see USDCM Figure ST-5) Theta= 0.00 degrees Side Width for Depression Pan(typically the gutterwidth of 2 feet) WP= 2.00 feet Clogging Factor fora Single Curb Opening(typical value 0.10) C,(C)= 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C.(C)= 3,70 Curb Opening Orifice Coefficient(typical value 0.60-0.70) Co(C)= 0,66 Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth ds�,e= 0.523 0.523 tt Depth for Curb Opening Weir Equation dg.,y= 0.33 0.33 it Combination Inlet Performance Reduction Factor for Long Inlets RF;n,,;o„= 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFcu,y= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF-= 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 3.6 3.6 cfs Inlet Capacity IS GOOD for Minor and Major Storms>Q PEAK Q PEAK REDUIRED=1 0.1 1J.5 Icts 1 DB-8.6, DB-8.7, DB-8.8 Nyloplast 8" Drop In Grate Inlet Capacity Chart Required 100-year CFS: 0.21 , 0.32, 0.45 0.80 0.70 0.60 0.50 DB-8.8 --0.45 ds ;;7oT U 0.40 U N Q U DB-8.7 - 0.3? �4s D13-8.6 - 0.21 qs 0.10 - 0.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head(ft) 4 3130 Verona Avenue•Buford,GA 30518 (866)888-84791(770)932-2443•Fax:(770)932-2490 ©Nyloplast Inlet Capacity Charts June 2012 SIT&STAY-100-YR STORM STORM 1.01A) 4.985- --------------------------—---------------------------------------------------------------------------- ------------ ------I------------------------ ---------------- ------------------------------------- ------------ ------------- 4,984.5 ---- ...... ------- :------ ------- ---------- --------- -------------:--------- ---------------------------:--------- 4,984 ----------------- ---------------------------------------------------------------------------------------------------------------------------I-------------I--------------I-------------I----------------------------I-------------------------- -- 4,983.5 ---------------------------- --------------------- --- --------------------------------------------------------------------- ---------------------------------------- -------------- ------- 4.983 ------------------•------------------------------------------------------ --------------------------------------------------------------------------------------------------------------- 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1 1+85 Station[ft) CXN-8.0 OUT-8.1 Rim(ft): 497965 4982.91 Invert(ft): 4975.22 4976.86 Min Pipe Cover(ft]: 2.43 5.38 Max HGL(ft: 4975.35 4977.08 PIPE:: P-1 5 Length(ft): 87.15 Dia(in): 8.0 Slope(%): 0.35 Up Invert(It): 4976.86 On Invert(ft): 4976.55 Max Q(cfs): 0.17 Max Vat(ft/s]' 1.82 Max Depth(ft):1 1 0.20 A utodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 1.0(B) 4.984.6-- --------------------------------------------------------------------------------------------------------------------------------------- ------------------- --------------------,------------------------------- ------------------------------------------------ 4,984.4 —------------------------------ ----------------------------------------------------- ----------I----------I--------- ---------- ----------------------------- ----------I----------I----------I---------- -------------------------------------------------- 4.984.2 4,984 ---------- 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------------------------------ --------- 4,982 ----- ---------- --------- --------- --------- --------- -------------------- --------------------------------------------------- --- 4,981.8 ------------------------- --------- --------- ---------I--------------------- ---------------------------------- --- 4 6: 981- -- ----- ..........r.........I.........I.........I.......... ......I....... ... 4.981.4 ---------------------r-------------------I----------I----------------------------- --- 4,981.2. ------------------------------- ---------I----------I------ --- 4.981- -------------------- ----------------------------- 4.980.8 --- ---------- ------------------------- 4,980.6- --- -------------------- 4,980.4-. 4.980.2- 4,980 4.979.8 --- 4,979.6 --- 4.979.4- --- 4,979.2 ---- 4.979 A- 1-00 1+01 1+02 1+03 1+64 1+65 "1+66 1+67 '1+68' '1+6' '1+10' 1-11 1+12 1+'13' 1+14 1+15 1+16 1+17 1+18 1.19 1+20 1+21 1+22 1+23 Station(It) OLq-1P-10(1) TEE-8.4 Rim(ft): 4983.50 Invert(ft): 4979.32 4979.43 Min Pipe Cover(ft]: 3.07 Max HGL(ft: 4980.11 4980.83 PIPE:: P-1 0(1) Length(ft): 23.12 Dia(in): 12.0 Slope(%): 0.50 Up Invert(It): 4979.43 On Invert(ft): 4979.32 Max Q Ids): 3.46 Mac Vat(ft/s]' 4.65 Max Depth(ft):1 1 0.90 A utodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 1.1 ----- I------------------,--------I...-1.-----I---- I-------I-------1--,--------I----- 4,984.6: ------------- ------I-------- ------I------- ------ -------r_____,.- 4,984.4-: ----- T-----I--------I-----I I------- I-------I-------r------I-------I------------I-------- ------- -------I-----I------- I I------- ------------I--------r----- ------I-------I----- 4.984.2 - -----4------ ---------------------------------- -------------------------- ------ ------ ------------ ------------I--------I-----I------- ------- ------- I------- ------------ ------- ------ -------I----- 4,984 m �' ---------------------1,4,984 --- :� I . . ------------ ------------- ------------ ------ ---------------- --- ------T------------ 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A --------------------- - ------I - ---- ----- ------ ------- ------- ------ L ------- - --k-- I -------------------------------------------------------------- --___---_____--- to 4.983.6-. .......1---- -1-------I---------------------------------------------------------------------------------- ------------------- --------------------------------------------------- 4,983.4- ---------------------------------- -------------------------------------------- ----------------------------------- 4,983.2 --- ------ --------I-------I------ -------------I------ ------I------ ------ 4.983- ------I-------I------------ ------------- ------------------- ---------------------- ------ 4.982.8 4,982.6-. 4.982.4-. 4.982.2 --- 4.982. 4,981.8 4.981.6- 4.981.4- 4,981.2 --- 4,981 --- P 4.980.8 --- PIPEP-1 3 4.980.6 --- 4.980.4 --- 4.980.2 --- 4,980- 4.979.87 4.979.6- 4,979.4- 4,979.2- --- 4.979 1-00 1+05 1+10 1+15 1+20 1+25 1+3'0 1+35 1+40 1+45 1+50 1+55 1+60 1+,65 1+70 1.75 1+'80 1+85 1+90 1+95 2+60 2+5 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 2+75 2+80 Station VQ BND-9.3 WYE-9.2 BND-9.1 WYE-9.0 TEE-8.4 DB-116 DB-8.7 DB-8.8 Rim(ft): 4983.63 4983.64 4983.64 4983.54 4983.50 498289 498296 4982.98 Invert(ft): 4980.47 4980.14 4980.08 4979.58 4979.43 4975L93 4980.09 49W.25 Min Pipe Cover(ft): 2.49 2.63 2.89 2.96 3.07 2.29 2,20 2.06 Max HGL(ft: 498250 4982.15 4981.68 4981.05 4980.83 498204 4982,88 4%298 PIPE:: P-34 P-35 P-36 P-37 P-1 2 P-1 3 P-1 4 Length(ft): 37.24 7.01 19.04 17.17 3286 31.65 32.18 Dia(in): 8.0 8.0 8.0 120 8.0 8.0 8.0 1 Slope(%): 0.88 0.88 0.88 0.88 0.50 0.50 0.50 Up Invert(ft): 4980.47 4980.14 4980.08 4979.58 4979.93 4980.09 4980.25 On Invert(ft): 4980.14 4980.08 4979.91 4979.43 4979.77 4979.93 4980.09 Max Q(cfs): 0.71 1,72 1.72 248 1.04 0.81 0.47 max Vat(ft/s 2.04 3- 1 2.98 258 2.03 Max Depth(ft �i.26?7 .00 0.67 1 0.67 017 0.67 0.67 1 A utodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 2.0[A] 4.982.5- ------------:-------------:-------- ...: --------------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------ 4,982- -----------------'------------ ------------ ----------- ------------------------ -----------I------------- -----------I------------- -----------I------------i-------------I----------- ------------ ----------- -------------------------I----------- 4,981.5- ----------------- -----------I------------- -----------I------------------------- -----------I--------------I--------------------------I--------------------------------------------------*--------------I----------- ------------------------ --------- 4,981- ----------------- -------------------------I-----------I------------------------- -----------I-------------------------------------------------------------------------------I---------I--,.------------I-----------I----------------------------------- 4.980.5 -------------------------------------------------------- ------------------------ ----------- ------------------------------------------------------------------------------- -- ------------ --- --- 4,980 -------------------------------------------- ----------- ------------------------------------------------------------------------------ 4.979.5 --- ------------:------------ ------------------------ ---------- ----------------- 4.979 --- ------------ ----------- --------- --- 4,978.5 --- 4,977.5 --- --- 4.977- 4,976.5- 4.976- 4.975.5-. 4.975- ------------jldilii,,L� 4,974,5 --- 4,974- --- 4.973.5- ----- 4,973 1-00 1+05 1+10 1+15 i+2o i i+3s . . .1+40 1+45 1+.50 1+5s i+6o I+65 1+70 1+75 i+8o 1+85 1+90 1 5 Station(It) DQN-1.13 BND-1.0 OUT-1.0 Rim(ft): 497860 4980.37 49W.59 Invert(ft): 4973.69 4974.20 4974.28 Min Pipe Cover(ft]: 2.91 5.50 5.65 Max HGL(ft: 4973.91 4974.50 4974.61 PIPE:: P-5 P-41 Length(ft): 69.87 24.82 Dia(in): BO 8.0 Slope(%): 0.31 0.31 Up Invert(It): 4974.20 4974.28 On Invert(ft): 4973.99 4974.20 Max Q(cfs): 0.25 0.32 Mac Vat(ft/S 1.96 3.32 Max Depth(ft): 0.26 0.30 A utodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 2.0(B) 4,981.6- ------------------------------------- ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------I------------------------------- 4,M.4- --------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- -------------------------------- -------- 4,981.2 --------------------------------------------------------j---------------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- --------------------- ---------- ---------- ---------- -------- 4,981 ---------------------------------------------------- -------------------------- --------- ---------- ---------- -----------I-----------I---------- ----------I----------L----------------------------------------------L-------- 4,980.8 ------------------------------------------------------------------------------------- --------- --------- .......... .......... -------------------------------------------------------------------------------------------------------------- 4,980.6- ---------------------- ---------- -------- .......... ---------------------------- ----------- ---------- ---------- --------- .......... ---------- ---------- ------ ........................... 4,980.4 --------------------- ---------------------------------- ----------------------------- --------- --------- ---------- ---------- ---------------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- -------- 4,980.2 ----- ------------------------------------ ---------------------- --------------------- --------- ------------------------------------------------------------------------------------------------------------- - 4,980 --------------------------------------------------- ----------------------------------- ----------------------- ---------- ---------- ---------- ---------- ---------- ---------- -------------------- 4,979.8 ----------------------- --------- ------------------------------- ----------- ---------------------- ---------- ---------- ---------- ---------- ---------- -------- 4,979.6 ----- --------------------------------------------------------- -------- ------- ---------- -- ------- --------------------- --------------------- ------------------- 4.979.4 ----- ----------------------------------------------------------------- ------- -----------r---------- ----------Ir--------------------- -------- 4,979.2 ----------7---------T----------7--------- ----------- ---------- ---------- ---------- --------- 4,979 ---- ---------- ---------4----------- -----------I--------- ------ ---------- ----- ------------ 4.978.8 ----- ------------------------------------------- ----- ---------- ------ 4,978.6 ---------------------------------------- .......... ... .... ------ 4,978.4 ----- ----------------------------------------- o 4,978.2 -------------------------------------------- --- 4,978 ----- --------------------------------- --- 4,977.8 ------------------------------------ --- 4A77.6 ---------------------------- 4.977.4 ------------------------- --- 4.977,2 ---I------------------- 4,977 4.976.8 --- -------- 4R76.6 ------- 4A76.4 --- --- 4,976.2 4,976 --- --- 4,975.8 4,975.6 --- ... 4,975.4 4.975.2 4.975 4,974.8 1.00 1+02 1+04 1+66 1+68 1+;0 1+�12 1+14 1+16 1+18 11+20 1+22 1+24 1+26 1+28 1+30 1+32 1+34 1+36 1+38 1+40 1+42 Station(ft) Our-1P-8 BND-3.1 BND-3.2 0-4.0 Rim(ft): 4980.25 4980.19 4978.36 Invert(ft): 4975.20 4975.27 4975.28 4975.39 Min Pipe Covet 00: 3.73 3.66 1.72 Max HGL(ft): 4976.12 4976.84 4977.12 4978.36 Link-03 Link-02 Link-01 Length(ft): 15.45 283 24.38 Dia(in): 15.00 15.00 15.00 Slope(ft/ft): 0.00 0.00 0.00 Up Invert(Ft): 4975.27 4975.28 4975.39 Dn Invert ft. 4975.20 4975-27 4975.28 Max Q(cfs): 5.19 5.38 5.36 Max Veffft/st 1 i 4.58 6 28 -1 6.21 Max Depth(ftk 1.08 1.25 1 1.25 Autodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 2.1 4.982.6 ------------------------------------------------------ ---------------------------------------------------------------------------------4------------------------------------ ----------- ---------- ----------- ----------- ---------- ----------- -------- 4.982.4 -----: ---------- ----------- ---------- ----------- ---------------------- ----------- -----------I----------- ----------- ---------- ----------- ---------------------I------------ ---------- ------------I------------I---------- ----------- -------- 4.982.2 ---------------- ----------- ---------- ----------- ---------------------- ----------- ----------------------- ----------- ---------- ----------- ---------------------- ----------- ---------------------------------- ---------------------- -------- 4,982 ----- ------------------------- ............ ---------- ----------- .......... ........... ----------------------- ----------- ---------- ----------- ------------I----------I-------------I........ -----------I-------------I----------I---------- 4.981.8 -------------------------- - I ----------- ------ ---- ---------------------- ----------- ---------------------- ----------- ---------- ----------- ----------- ---------- ----------- ---------- ----------- ----------- ---------- ----------- -------- 4,981.6 ----- -----------I--------I------- ----------- --------------------------------------- ---------- --------------------------------- --------------------------------------------------------------------------------------------- ------ -- 4,981.4 ---------------- ----------- ------------------ ---- ----------------------- ----------------------------------- --------- ----------- ----------- ---------- ----------- ---------- ----------- ----------------------------------------- 4.981. -------------------I 2 ---------------------- ---- ---------------------- ------------------------------------ ........ ------------ ----------------------------------- ----------- ----------------------- ----------------------- 4.981 ----- ----- ---------------I------------ ---------------------- ------------------------:----------- ----------- ------ ---- ---------- ----------------------- --------------- ----------- ------------------------------ - ----------- ------- 4.980.8 ----- ---------- ----------- ---------- 4.980.6 ----------------------------------------------- 4,980.4 ----------------------------:L---------- 4,980.2 ---------------------------------------- 4.980 ---------------------------- 4,979.8 ----------------I-------------I------ --- 4.979.6 ----- ----------------------------- ----- 4.979.4 --------------------------------- 4.979.2 ----- .........I............- 4,979 ------------ 4,978.8 ---------------- ---------- ----- o 4.978.6 ----------------- --------- ----- 3?4,978.4 -------------------------- ----- 4,978.2 ----I------------ 4.978 ---------------- ---- ----- 4.977.8 ----- -----------+-- 4,977.6 ---------------- 4.977.4 ----- ---------- 4.977.2 ............... ------ 4.977 ---e`-------- 4.976.8 ----- ----- 4.976.6 ---j---- 4,976.4 -------- 4.976.2 --- ----- 4,976 --- ..... 4.975.8 --- ----- 4.975.6 --- ----- 4.975.4 4,975.2 4.975 4.974.8 4,974.6 . . . . . . . . . . . . . . . . . . . 1-00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 Station(It) Out-IP-25 DB-5.1 B a TD-5.5 Rim(ft): 4980.95 4U$W 49M.88 Invert(ft): 4975.20 4975.56 MW 4979.65 Min Pipe Cover(ft]: 1A5 1 0.57 Max HGL(ft: 4975.68 4976.23 4980.27 PIPE:: P-25 P-23(1)M? )(2) P-23(1) Length(ft): 17.95 4.80 0 78.07 Dia(in): 12.0 8.0 8D Slope(%): 2.00 0.50 0 0.50 Up Invert(It): 4975.56 4979.269T4926 4979.65 On Invert(ft): 4975.20 4979.2449 26 4979.26 Max Q Ids): 2.56 0.79 O 0.84 Mac Vat(ft/s 5.45 281 3D2 3.49 Max Depth 111 0.58 1 0.50 0.02 0.64 A utodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 2.2 4.985 ----------- --------------------------------------------------- - ----- ----- ----- --- ------ ----- ---- --- ---- --- --- ----- --- ----- --- --- --- --- --- ----- ;m 4,983 ---- ------ ----- ---------------I--- ---- -- --- ----- ----- ------ ------ ------ ----- ------I------ ------ ------ ------I------I------ ------------- --------------------- ------I------I------ --- - ---- --------------------------- 4,982.5 .nl 4.981.5 ___________ ___________ ___ L____ ___ _ ____ ___ _ _____ _____ .-. "i ----------------- ______ ....... N 4,980.5 a 0 4,980 - u'4.979.5 --- --F 4,979 - 4,978.5 -- PIPE P-44 4,978 --- PIPE P-45 '- F PE:P-31 4.977.5 ---- --- -- 4.977 ----- 4.976.5 ----- 4.976 ----- 4,975.5 ----- 4.975 ----- 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+60 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 Station(ft) DS-2.1 BND-2.3 WYE-2.2 BND-6.1 DB-5.1 MH-6.3 Rim(ft): 4980.52 4980.64 4980.92 4980.96 4980.95 4982.91 Invert(ft): 4978.02 4977.90 4977.09 4976.98 4975.56 4977.31 Min Pipe Cover(ft]: 2.00 2-24 3.16 3.31 1.05 4.60 Max HGL(ft): 4978.16 4978.03 4977.29 4977.17 4976.23 4977.81 PIPE:: P-42 P44 P-45 P-31 P-1 Length(ft): 9.37 51.37 9.16 7.26 89.75 Dia(in): 6.0 6.0 8.0 8.0 12.0 Slope(%): 1.25 1.25 1.25 1.25 1.00 Up Invert(It): 4978.02 4977.90 4977.09 4976.98 4977.31 On Invert(ft): 4977.90 4977.26 4976.98 4976.89 4976.41 Max Q(cfs): 0.09 0.09 0.18 0.18 1.60 max Vat(ft/s]:1 1 213 1 2.31 2 7 4.37 0. 19 0. Max Depth(ft): 013 0.12 1 0.47 Autodesk Storm and Sanitary Analysis SIT&STAY-100-YR STORM STORM 2.3 4.984.4 -------------------r------- --------r--------I--------r------------------------------------------------------------------------------------- ----------------- ------- ------- ------- ------- ------- ------- ------- ---------------- ------- ------- ------ 4,984.2 ---------------- ------- ------- •------ --------L---------------- ------- ------------------------- --------------- ------- --------------- ----------------- ------- ------- ------- ------- ------- ------- --------------- ------- ------- ------ 4.984 -------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ---------------- ---------------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- --------------- 4.983.8 ---------------4- ----------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------------- -------------------------------------- 4.983.6 -------- ------------------ ------- ------- ---- - ------- ------- ----- ---- ----- ------- ------- ------- ------- ------ --------------- ------- ------- ------- ------- ------- ------- ------- ------- ------- ------- 4,983.4 ------ ----- ------- ------- ------- ------- ------- ------- ------- ------- ------------- --------------------------- -------------------------------------------------------------------- ------------------------ 4,983.2 --------------------- ------- ------- ------- -------------------------------------------------------------------------------- 4,983 ----- -------------- ------------- -------- -------------------------r--------r---------------Ir-------I-------11-------11-------11-------11-------I------ 4.982.8 ----------------------r---------------- ------------------------- --------------------------------4---------------- ------- ------- ------- ------- ------- ------- ------- ------------- 4,982.6 --- ------r----------------r------- ------------------------4--------------- I W----- 4,982.4 ---------------------------------- ------- ------- ------- --------- ------------------------------------- 4,982.2 ---------------------------------------- ----------------------- ---------------------------------- ---------------------- ----- 4.982 ------------- ....................... ....... ....... . ------ 4.981.8 --- 4.981.6 --- 4,981.4 --- --- 4.981.2 --- 4.981 --- --- 4.980.8 --- --- 4,980.6 --- --- 4,980.4 --- 4,980.2 --- 4.980 --- --- 4,979.8 4.979.6 ... --- 4.979.4 --- 4,979.2 --- 4,979 4.978.8 4.978.6 --- PIPE p--- ----- --- ----- 4,978.2 --- - 4.978 --- ------ 4.977.8 --- ------ 4,977.6 --- ------ 4.977.4 --- ...... 4,977.2 ------ 4,977 - 4.976.81 1+00 1+10 1-20 1+30 1+40 1+50 1,60 1"70 1,80 1+90 2+00 2+10 2+20 2+30 2,40 2+50 2+60 2+70 2-80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 3+60 3+70 3+80 3+90 Station(It) CI-7.0 CI-7.1 MH-6.3 Q-7.3 Rim(ft): 4981-87 4981.98 4982.91 4981.88 Invert(ft): 4979.20 4977.73 4977.31 4978.84 Min Pipe Cover(ft]: 2.00 3.49 4.60 2.37 Max HGL(ft: 4979.56 4978.38 4977.81 4979.13 PIPE:: P-3 P-2 P-4 Length(ft): 137.45 21.69 132.39 Dia(in): 9.0 8.0 8.0 Slope(%): 1.00 1.00 1.00 Up Invert(It): 4979.20 4977.73 4978.84 On Invert(ft): 4977.83 4977.51 4977.51 Max Q Ids): 0.71 1.13 0.47 Mac Vat(ft/s]' 3.24 3.58 3.30 Max Depth(ft):1 1 0.45 1 0.57 1 0.29 A utodesk Storm and Sanitary Analysis