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Home My WebLink AboutDrainage Reports - 04/17/2013City of Ft. Collins ro Plans Approved Ry Date 4f -1 43 ■ gh This Report is consciously provided as a PDF. Please consider the environment before printing this document In Its entirety. When a hard copy b absolutely necessary. we recommend double -sided printing. N nrthrrnF nninro/mn rnm l 970 J71A1S8 t March 27, 2013 Prepared for: Ft. Collins Student Housing, LLC 1302 Waugh Drive, PMB 305 Houston, TX 77019 Prepared by: (NORTHERN ENGINEERING 200 South College Avenue, Suite 10 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 vmw.no thernenginesnng.com Project Number: 670-001 ' I NORTHERN ENGINEERING ' March 27, 2013 City of Fort Collins ' Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 1 t 1 ADDRESS: PHONE:970.221.4158 WEBSI 200 S. College Ave. Sude 10 WEBSITE: rtherneng neering.com FortCollins,C080524 FAX:970.221.4159 RE: Final Drainage Report for The District at Campus West Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Final Plan mylar submittal for the proposed District at Campus West multi -family (student housing) development. Comments from the Final Development Plan (FDP) Review Letter dated 02.18.13 have been addressed. Written responses thereto can be found in the comprehensive response to comments letter on file with Current Planning. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed District at Campus West student housing project. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Nicholas W. Haws, PE LEED Project Manager pp H Prman`H. Feissner, PE Project Engineer ' ■� (NORTHERN ENGINEERING The District at Campus West TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 IL DRAINAGE BASINS AND SUB-BASINS....................................................................... 5 III. DRAINAGE DESIGN CRITERIA................................................................................... 6 IV. DRAINAGE FACILITY DESIGN.................................................................................. 11 V. CONCLUSIONS......................................................................................................17 References....................................................................................................................... 18 APPENDICES: APPENDIX A — Hydrologic Computations APPENDIX B — Hydraulic Computations B.1 — Storm Sewers B.2 —Street Flow B.3 — Inlets B.4 — Detention Facilities APPENDIX C —Water Quality Design Computations APPENDIX D — HEC-RAS Input and Output Files D.1 — Hard Copy D.2 — Digital Copy (CD) APPENDIX E — Standard Operating Procedures (SOPS) APPENDIX F — Sample PVC Geomembrane QA/QC Manual LIST OF TABLES AND FIGURES: Figure1 - Vicinity Map........................................................................................................ 1 Figure2 - Aerial Photograph................................................................................................. 2 Figure 3 - Existing Drainage Systems..................................................................................... 3 Figure 4 - Existing City of Fort Collins Floodplains and Floodways............................................. 4 Figure 5 - Site Plan Approved with The Retreat at 1200 Plum PDP in 2009 .............................. 7 Figure 6 - Flooding at 728 Aster Street................................................................................ 14 MAP POCKET: Sheets 1-2 — Existing Conditions Drainage Exhibit C600-C601 — Drainage Exhibit Final Drainage Report No Text .V I NORTHERN ENGINEERING The District at Campus West 1 4. There are no major drainageways or easements within or adjacent to the site. There is a public storm sewer (15" RCP) in West Plum Street along the eastern third of the site with existing inlets at Bluebell and Aster Streets. An off -site private storm sewer runs west to east in a drive aisle north of the site (Sunstone Condos), and discharges into the western curb and gutter of Bluebell Street. 5. Sunstone Condos is located north of the project site between City Park Avenue and Bluebell Street, and the Zeta Tau Alpha sorority house is located north of the project site between Bluebell and Aster Streets. The remainder of the property is bound entirely by public streets. For context, the Cambridge House apartments are located on the south side of West Plum Street near the eastern third of the project site. B. Description of Property 1. The District at Campus West property is approximately 3.34 net acres. Figure 2 • Aerial Photograph 2. The subject property currently consists of sixteen (16) single-family residential homes, all of which are rental properties primarily leased to students attending nearby Colorado State University. The age and condition of the residences varies; however, none of them are eligible for historic designation, and many of them are in severe disrepair. The ground cover varies from rooftops, concrete, asphalt, lawn and bare dirt. Numerous trees and shrubs are currently present (see Tree Mitigation Plan by Ripley Design for additional information). Being already developed lots, the slopes are rather gentle throughout (i.e., -t2 percent). The general topography slopes from north to the south towards West Plum Street, which slopes west to east. Final Drainage Report 2 ,V (NORTHERN ENGINEERING The District at According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey, the site consists of Nunn clay loam, which falls into Hydrologic Soil Group C. More site -specific exploration found varying materials including sandy lean clay and silty to clayey sand with varying amounts of gravel. See the Geotechnical Engineering Report by Terracon (Terracon Project No. 20115026) for additional information. 3. There are no major drainageways within the vicinity of The District at Campus West project. 't• Ill Jl III. J 16° i J.w: IOi tn.k. e""I; . - — '�' NOiIHDH � ^ 71 ,Y y iiin o Ag MW Figure 3 - Existing Drainage Systems Final Drainage Report 3 (NORTHERN ENGINEERING at Cam ous West 4. The proposed District at Campus West redevelopment project will completely raze all of the existing structures currently occupying the property. As previously mentioned, both Daisy and Columbine Streets are proposed to be vacated and redeveloped as part of this project as well. The District at Campus West will contain approximately 192 multi -family dwelling units in three main buildings. Also included will be a parking structure, secured bike storage, maintenance facilities, plazas, a clubhouse and an outdoor pool and courtyard area. 5. There are no irrigation ditches or related facilities in the project's vicinity. 6. The proposed land use is residential, multi -family dwellings. This is a permitted use in the Community Commercial (C-C) Zone District, subject to a Type 1 administrative review. C. Floodplain 1. The subject property is not located in either a FEMA regulatory or City of Fort Collins designated floodplain. See Section III.E.4, below for a description of the hydraulic modeling conducted for the 100-year water surface elevations along West Plum Street. Figure 4 - Existing City of Fort Collins Floodplains and Floodways Final Drainage Report 4 NORTHERN ENGINEERING The District at Campus West DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. The District at Campus West project is located within the City of Fort Collins Old Town Drainage Basin. The majority of the Old Town Basin, including the portion where the subject property is located, is already developed. There are certain provisions in the Old Town Basin that properties can add up to 5,000 square feet of new impervious area without providing on -site detention. This is because of the assumptions made in the drainage master plan for percent imperviousness. However, this interpretation does not apply to The District at Campus West property since the proposal calls for complete removal of all existing structures and surface features. Additionally, the existing public drainage deficiencies in this area warrant special consideration. Whereas both the existing and proposed land uses themselves are consistent with the major drainage basin's assumed characteristics, additional site -specific analysis is necessary. As previously mentioned in Section 1.B.5, there are no irrigation ditches or related facilities in the immediate project vicinity. The Canal Importation Basin Drainage Master Plan does identify spills from the Larimer Canal No. 2 and New Mercer Ditch near Ram's Village that flow east down West Plum Street. However, these flows are being addressed by regional City of Fort Collins stormwater improvement projects. B. Sub -Basin Description The existing conditions runoff drains overland towards two inlets located on the north side of West Plum Street; one on the east side of Bluebell Street (shallow sump) and the other on the east side of Aster Street (sump). The majority of the site sheet flows directly into the adjacent curb and gutter of the public City streets. A very small portion of the site immediately adjacent to the northern property line appears to sheet flow into the private storm drain in the parking lot of Sunstone Condos; however, this storm drain discharges back into the public right-of-way (i.e., Bluebell Street), where flows continue south to West Plum Street. The District at Campus West development aims to preserve the existing drainage patterns as much as possible, and will have the same ouffall locations. A more detailed description of the project's drainage patterns follows in Section IV.A.4., below. 2. The project site, in particular, does not receive any notable runoff from off -site properties. With the exception of the small area along the northern property line, the subject property does not drain across any off -site private land. Sub -basins OSO (Aster Street), OS3 (Bluebell Street) and OS4 (Bluebell Street) delineate the existing public right-of-way for both the existing and proposed conditions and represent the downstream portions of larger basins. For example, sub -basins OS3 and OS4 extend north beyond what is shown on sheet C601; sub -basins OS8 (existing conditions) and OS5 (proposed conditions) extend further west in West Plum Street, beyond what is shown on sheet C601. This report only evaluates the impact of The District at Campus West on the downstream portions of these existing basins. It does not include the aforementioned off -site areas. In either the existing or proposed condition, no revisions (modifications or changes) occur to areas of the basins not shown. Final Drainage Report INORTHERN ENGINEERING The District at Campus West 1 III. DRAINAGE DESIGN CRITERIA A. There are no optional provisions outside of the FCSCM proposed with The District at Campus West project. Explicit approval is requested for underground detention in the parking structure, in accordance with Volume 2, Section 4.16 of the Manual. See Section III.G.1., below, for deviations. B. The overall stormwater management strategy employed with The District at Campus West project 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 first consideration taken in trying to reduce the stormwater impacts of this development is the site selection itself. By choosing an already developed site with public storm sewer currently in place, the burden is significantly less than developing a vacant parcel absent of any infrastructure. The second site planning component falling into this category is the preservation of the large green ash tree at the northwest corner of West Plum and Bluebell Streets. Not only does this encourage infiltration and evapotranspiration, but it also adds shade and a great site amenity. Another consideration also comes by way of the site plan layout and an early, integrated and deliberate design goal of the project team. That is, permeable paver sections have been designed to emphasize multiple controls throughout the development as opposed to a centralized treatment facility. These areas have been closely coordinated between the Architect, Owner, Landscape Architect and Civil Engineer. The District at Campus West aims to reduce runoff peaks, volumes and pollutant loads by implementing Low Impact Development (LID) strategies. Wherever possible, runoff will be routed through the aforementioned permeable paver sections. This LID practice reduces the overall amount of impervious area, while also Minimizing Directly Connected Impervious areas (MDCIA). Most downspouts will be routed through the permeable paver sections, and the top deck of Building 2 will be routed through a sand filter. Since rooftops comprise a majority of the project's impervious area, this achieves a high degree of MDCIA. The combined LID/MDCIA techniques will be implemented throughout the development, thereby slowing runoff, increasing infiltration and otherwise helping to mimic the pre -development hydrologic regime. Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release. The efforts taken in Step 1 will help to minimize runoff; however, urban development of this intensity will still have stormwater runoff leaving the site. However, The District at Campus West project will capture and treat the majority of rooftop runoff before releasing it at a slow rate to downstream facilities. The primary WQCV will occur in the permeable paver sections. The stormwater vault within the parking structure will be fitted with a Sand Filter (SF). The on -site water quality facilities are further described in greater detail in Section IV.B, below. Step 3 — Stabilize Drainageways. As stated in Section 1.6.3, above, there are no major drainageways in or near the subject property. While this step may not seem applicable to The District at Campus West development, the proposed project indirectly helps achieve stabilized drainageways nonetheless. Once again, site selection has a positive effect on stream stabilization. By repurposing an already developed, under-utilized site with existing stormwater infrastructure, combined with LID, MDCIA and WQCV strategies, the Final Drainage Report 6 NORTHERN ENGINEERING The District at Campus West ' likelihood of bed and bank erosion is greatly reduced. Furthermore, this project will pay ' one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve City wide drainageway stability. ' Step 4 — Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments; however, the District at Campus West project does contain two components warranting site specific consideration for source control. Those two components are the outdoor pool and parking structure. Chemicals for the pool will be stored and handled in a manner so as to minimize the potential for pollutants to enter the stormwater system. See the Hazardous Materials Impact Analysis submitted with this project for additional information on the pool chemicals. The parking ' structure will be equipped with a Sand Filter (SF) to trap and collect pollutants associated with the vehicles. The lease agreement will explicitly prohibit residents from performing fluid changes or similar vehicle maintenance within the parking garage. Additionally, the overall operations and maintenance procedures to be implemented by The District at Campus West's professional staff will be done with a conscious awareness of source control BMPs, including: storage, handling and spill containment and control. ' C. Development Criteria Reference and Constraints 1. The subject property is not part of any Overall Development Plan drainage study or similar "development/project" drainage master plan. A Project Development Plan ' (PDP) known as The Retreat at 1200 Plum was approved for a portion of the property in April 2009. While The District at Campus West PDP is neither subject to, nor can fully rely upon, the drainage report as approved in 2009, there are certain items that ' are desired to be carried forward. The deficiencies of the public storm sewer system in West Plum Street and the desire to not exacerbate the existing condition — particularly the flooding at Aster Street — remain the same. Handling stormwater detention for the ' parking garage in a structural vault is another strategy from the approved Retreat at 1200 Plum PDP that will replicated with The District at Campus West development. '._�_-� �l :¢- '� �� -_ THE RETREAT ®IIlp PLUM .1' I s _ ' :_. ' . .— � .. ..... a •__ I ___ :a.�—tea .---- _- Figure 5 - Site Plan Approved with The Retreat at 1200 Plum PDP in 2009 Final Drainage Report 7 .tom INORTHERN ENGINEERING The District at Campus West There are no known drainage studies for any adjacent properties that will have an effect on The District at Campus West project. The site plan will be constrained on three sides by public streets and by a private drive on the fourth. As previously mentioned, the drainage ouffall for the entire development is the existing 15" RCP storm sewer in West Plum Street. This storm sewer is very shallow (2.5'±) and has limited capacity. This serves as the most significant drainage constraint for the project. D. Hydrological Criteria The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with The District at Campus West development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. 3. The Rational Formula -based Federal Aviation Administration (FAA) procedure was utilized for quantity detention storage (i.e., permeable paver reservoir section) calculations. 4. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 801h percentile storm event, which has been employed to design the project's water quality features. The second event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third event considered is the "Major Storm," which has a 100-year recurrence interval. The fourth storm computed, for comparison and Hydraulic Grade Line (HGL) purposes only, is the 10-year event. 5. Due to the deficiency of the existing storm sewer system in West Plum Street, a hybrid approach has been utilized to compute the maximum allowable release rate associated with the FAA detention sizing calculations. The 100-year peak runoff rate was calculated for the pre -development impervious areas. This essentially "grandfathers" the existing impervious areas by allowing the respective 100-year peak discharge to be added to the maximum allowable release rate. The release rate for the remaining undeveloped land (pre -development pervious areas) was established by calculating the 2-vear peak runoff rate for these areas. The total of these two discharges establishes the overall maximum allowable release rate, 9.59 cfs, from the project site. The allowable release rate, 3.47 cfs, utilized in the FAA procedure detention storage computations (Refer to Appendix B.4 for these calculations) was established by subtracting undetained releases, 6.12 cfs, from the overall maximum allowable release rate. This hybrid approach ensures that all increased impervious areas, not just those greater than 5,000 sq-ft, are over -detained down to the 2-year undeveloped (historic or pre -development) rate for the 100-year developed condition. Final Drainage Report ' ■� NORTHERN ENGINEERING The District at Campus West ' E. Hydraulic Criteria ' 1. The option to reconstruct, and potentially increase the capacity of, the existing public storm sewer in West Plum Street was briefly analyzed. However, due to hydraulic ' limitations downstream towards Elizabeth Street, there was no noticeable increase in capacity (i.e., higher allowable discharge rate) realized by The District at Campus West site. The only potential benefit would be a lower outfall elevation. However, in ' order to achieve the deeper gravity invert, the storm sewer would have to be reconstructed all the way across Shields Street to the eastern parkway along the Moby parking lot. The cost -benefit analysis does not justify said reconstruction of the public storm sewer in Plum Street. ' 2. All drainage facilities proposed with The District at Campus West project are designed in accordance with criteria outlined in the FCSCM and/or the Urban ' Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria Manual. ' 3. As stated in Section I.C.1, above, the subject property is not located in either a FEMA regulatory nor a City of Fort Collins designated floodplain. ' 4. Even though this portion of West Plum Street is not an officially mapped floodplain, it is identified in certain Fort Collins drainage master plan documents as an area prone.to stormwater problems. Therefore, as part of The ' District at Campus West drainage study, a hydraulic analysis was conducted along Plum Street using HEC-RAS. ' The purpose of said analysis is twofold. First, it was desired to confirm that the proposed District at Campus West development does not push 100-year stormwater onto properties beyond that which current exists. Second, the ' proposed finished floor elevations of The District at Campus West buildings are set one foot above the modeled post -development 100-year water surface elevations. While the pre -development versus post -development HEC-RAS ' analysis shows a slight rise in some areas, it also shows a slight lowering in others. A detailed topographic field survey was conducted along both sides of West Plum Street to ensure that; A) the extents of the 100-year water surfaces do not extend onto properties beyond that which exists in the pre -development condition, and B) the 100-year water surface elevations do not exceed minimum opening elevations for structures located on properties within the ' study area. Table 1 — Plum Street 100-year WSELs and Proposed FFEs Controlling 100-year Proposed t 1 HEC-RASa Water Surface Finished Floor Structure Cross -Section No. Elevation (ft) Elevation (ft) Building 1 114 5035.80 5036.80 Building 2 108/107` 5032.34 5033.34 Building 3 105/104e 5030.34 5031.34 a. See Appendix D for complete HEC-RAS model. b. Listed elevations represent the lowest finished floor for each respective structure. c. A linear interpolation was applied to obtain the estimated 100-yr WSEL between these two cross -sections Final Drainage Report ,v INORTHERN ENGINEERING at CamDUS West 1 Additional information from the Plum Street HEC-RAS hydraulic analysis can be found in Appendix D. F. Floodplain Regulations Compliance 1. As previously mentioned, this project is not subject to any floodplain . regulations. G. Modifications of Criteria 1. A modification to Volume 2, Section 3.1.3 of the FCSCM is hereby requested to allow the full storage capacity of the permeable pavers to be utilized in an inclusive manner (i.e., WQCV is included in rather than added to the 100-year reservoir storage) to satisfy the 100-year quantity detention volume requirements. 2. The modification requested above was already granted with the previously approved Retreat at 1200 Plum POP, and is critical to the viability of this property to redevelop. While the FCSCM requires the 100-year volume required for quantity detention must be added to the entire Water Quality Capture Volume (WQCV), UDFCD criteria provides the ability for the storage volumes to be inclusive of one another. On an already constrained site, the duplicative requirements of Volume 2, Section 3.1.3 would be prohibitive to a project facilitating the enhancement and restoration of this area. There is not expected to be any detriment to public health or safety, nor additional maintenance or cost burdens born by the City, as a result of the requested modification. Final Drainage Report 10 NORTHERN ENGINEERING The District at Campus West ' IV. DRAINAGE FACILITY DESIGN ' A. General Concept ' 1. The main objective of The District at Campus West's drainage design is to maintain the existing drainage patterns, while not adversely impacting any adjacent properties or exacerbating the existing drainage problems at West Plum and Aster Streets. ' 2. The only "off -site" runoff consideration is the aforementioned 100-year hydraulic analysis conducted along Plum Street. No other off -site runoff flows directly through the project site. ' The small landscaped area along the northern property line that historically sheet flowed towards the private inlets and storm sewer in the Sunstone Condos drive aisle no longer does. In its place, sub -basin 3g (Q2=0.03 cfs and Q,00=0.15 cfs) sheet flows to the north and onto the Zeta Tau Alpha Fraternity property. The rate and volume, during both the minor and major storm events, are negligible. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the ' sections to which the content best applies. 4. The project site has been divided into three major sub -basin groups. Each major group ' was assigned a number (i.e., 1, 2 and 3) and corresponds to one of three proposed buildings. Each of the major groups was further subdivided according to the proposed grading and assigned a letter (i.e., la, 2c, or 3e). Overall, the proposed project site ' was sub -divided into a total of twenty five sub -basins. The off -site basins associated with the proposed Right -of -Way (i.e., existing ROW + ' additional ROW) include a total of six sub -basins labeled OSO through OSS. These basins are mapped out similar to the sub -basins shown on the Existing Conditions Drainage Exhibit (Refer to the Map Pocket). The drainage patterns anticipated within each basin are further described below. Sub -Basin Group 1 Sub -Basin Group 1 consists of the block bound by City Park Avenue on the west, Plum Street on the south, the Private Drive (i.e., entrance to the parking garage) on the east and Sunstone Condos on the north. This sub -basin group is compromised of the proposed Building 1. The majority of this basin is rooftop area, and all of which will be routed via roof drains and downspouts into three permeable paver sections located in sub -basins lh, li and 2e 12f. Each permeable paver section is designed with a subbase (i.e., reservoir area) consisting of ASTM No. 2 open -graded aggregate. The no -infiltration (i.e., 30 mil impermeable liner) sections will drain into underdrain pipes connected to the proposed 15" RCP storm sewer flowing east along the north side of West Plum Street. la and lb: These sub -basins consist of rooftop area that will drain to the permeable paver sections in sub -basins 1h and li, respectively. The rooftop area and associated roof drains will discharge directly into the ASTM No. 2 subbase. Final Drainage Report 11 NORTHERN ENGINEERING The District at Campus West • lc: This sub -basin consists of rooftop area on the north side of building 1 that will drain to the permeable paver section split between sub -basins 2e and 2f. The rooftop area and associated roof drains will connect directly to an HDPE storm drain rather than discharging directly to the surface. Along the buildings north side, there is a concern that surface drains could freeze during extended cold periods. • ld, le and lf: These sub -basins consist of landscaped area between the north side of Building 1 and the north property boundary. A swale within each basin will collect the local developed runoff and convey it to an area drain. The area drains will connect to the same system as the roof drains in sub -basin lc and discharge to the permeable paver sections in sub -basins 2e and 2f. The proposed 12" HDPE pipe has the capacity to convey 100- year developed runoff from sub -basins lc, ld, le and if (Refer to Appendix B1). lh and 1i: The permeable paver sections that will be used to store developed runoff from adjoining basins will be located within each of these sub -basins. Sub -basin lh houses the pool/cabana area, non -permeable and permeable concrete pavers and landscaping. Except for the pool/cabana, sub -basin li is similar in composition. The underdrains in each sub -basin will connect to an inline outlet structure with an orifice plate, which will be used to control the release rate (%utJ1h=0.71 cfs and C,utlll=0.40 cfs) from the permeable paver reservoir volume. • lg: This sub -basin is situated in the northwest corner of Building 1 and consists of rooftop area. It will drain to the surface in sub -basin lk and then into the east flowline of City Park Avenue. lj: This sub -basin is situated along the south side of Building 1. It consists of landscape and hardscape area. The excess developed runoff will drain directly to the north flowline of West Plum Street. • 1 k: This sub -basin is situated along the west side of Building 1. It consists of landscape and hardscape area. The excess developed runoff will drain directly to the east flowline of City Park Avenue. Sub -Basin Grouo 2 Basin 2 consists of the block bound by the Private Drive (entrance to the parking garage) on the west, West Plum Street on the south, Bluebell Street on the east and Sunstone Condos on the north. This basin is compromised almost entirely of the proposed parking structure (Building 2). The multi -family residential dwelling units lining the parking structure all have pitched roofs, which do not drain into the parking garage's stormwater vault. Runoff from these roofs (i.e., sub -basins 2b and 2c) will be routed via gutters and downspouts into the proposed storm drain systems in West Plum Street and Bluebell Street, respectively. The western -most portion of Basin 2 consists of one-half of the Private Drive. 2a: The upper parking deck comprises the majority of this sub -basin. This area will be collected in a series of area inlets which will convey the stormwater via internal piping to a stormwater vault located underneath the ramp from the first to second levels of the structure. This vault will discharge (Clot=0.50 cfs) into the storm sewer located in the Private Drive to the west. Final Drainage Report 12 ' NORTHERN ENGINEERING The District at Campus West ' • 2b and 2c: The parking structure is lined on the south and east sides with ' "row home" -like apartment units. Theses sub -basins will discharge (undetained), via roof drains, to the proposed storm drain system in West Plurri Street and Bluebell Street, respectively. • 2d: This sub -basin mostly consists of landscaped area on the north side of building 2. A west -to -east flowing swale will collect the excess runoff and discharge it to the west flowline of Bluebell Street through a 2' wide metal sidewalk culvert. • 2e and 2f: These sub -basins are located in between Buildings 1 and 2 and more or less delineate the parking structure's vehicle entry/exit. The sub - basins consist of a mix of permeable pavers, decorative pavers, concrete and landscaping. The developed runoff from sub -basins lc, Id, le, if and the local runoff (i.e., sub -basins 2e and 2f) will be stored in the reservoir area of the permeable pavers and released to the storm drain in West Plum Street. ' The release rate (QG",=0.40cfs) will be controlled with an orifice plate. Sub -Basin Group 3 Basin 3 consists of the block bound by Bluebell Street on the west, West Plum Street on the south, Aster Street on the east and the Zeta Tau Alpha Fraternity on the north. This basin is compromised almost entirely of proposed Building 3. The vast majority of this basin is rooftop area; most of which will be routed via roof drains and downspouts into the permeable pavers in sub -basin 3d. It should be noted that the storm sewer main in Plum Street is proposed to be reconstructed from Aster Street to Bluebell Street, including the existing inlet at Bluebell. Furthermore, Aster Street itself is proposed to be milled and overlaid to remove the crown and create a west to east sheet flow pattern. This is to help alleviate some of the existing drainage problems this street experiences. 3a and 3d: These sub -basins are comprised of rooftop area and the interior courtyard, respectively. The developed runoff from sub -basin 3a will drain .into the permeable paver section in sub -basin 3d through a system of roof drains which will be connected directly to the ASTM No.2 open -graded aggregate reservoir. 3b: This basin drains to a proposed 8" HDPE pipe. This pipe has the capacity to convey 100-year developed runoff from sub -basin 3g (Refer to Appendix Bl). 3c, 3e, 3f, 3g and 3h: These are peripheral sub -basins mostly comprised of 'landscaping which will drain to the surrounding public rights -of -way and property. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. Final Drainage Report 13 (NORTHERN ENGINEERING 1 B. Specific Details The main drainage problem associated with this project site is the existing deficiency of the public storm drainage system, which culminate at the intersection of West Plum and Aster Streets. The drainage strategies employed with The District at Campus West development aim to match existing drainage patterns and peak flow rates so as not to have an adverse impact at this location. The predevelopment 100-year peak flow rate at West Plum and Aster Streets is approximately 16.75 cfs (surface and sub -surface). The proposed 100-year peak flow is approximately 16.66 cfs (surface and subsurface). This will be achieved by providing on -site detention and water quality in distributed permeable paver sections and a stormwater vault within the parking structure. Figure 6 - Flooding at 728 Aster Street 2. An FAA method computation has been performed for the permeable paver sections to determine the quantity detention storage volume required for each (Refer to Appendix B.4). The total allowable release rate for The District at Campus West was determined by subtracting undetained releases from perimeter areas such as sub -basins 2b and 2c (i.e., sloped roof areas on the south and east sides of Building 2) from the total allowable site release rate determined using the procedure described in Section III.D.S. The total allowable site release is 9.59 cfs. Undetained releases total approximately 6.12 cfs. The remainder, approximately 3.47 cfs, was distributed among the permeable pavers sections. The release rate for each permeable paver section was set according to specific constraints associated with each area such as the permeable paver area and the available ASTM No. 2 open -graded aggregate reservoir depth. Final Drainage Report 14 ' NORTHERN ENGINEERING The District at Campus W ' Water quality computations have also been performed for each of the three major ' drainage basins utilizing the UDFCD's UD-BMP Version 3.02 "Permeable Pavement Systems (PPS)" Design Procedure Form. ' The stormwater vault located within the parking structure will have a more conventional outlet control utilizing an orifice to restrict peak discharge to 0.50 cfs. The parking garage will have specific components to treat sand and oil ' from vehicles contained therein. A sand filter (SF) is proposed within the main stormwater storage vault. Since this facility is located within the parking garage, the final design details, by others (architect, structural engineer, plumbing engineer, etc.) are included with this submittal. Northern Engineering computed a required storage volume of approximately 5679 cu. ft. Although the Standard Operating Procedures (SOP) Manual may be supplied by others after FDP approval, said information shall be provided to the City of Fort Collins for review prior to Final Development Plan approval. A final copy of the approved SOP manual shall be provided to City and must be maintained on -site by the entity responsible for the facility maintenance. Annual reports must also be prepared and submitted to the City discussing the results of the maintenance program (i.e., inspection dates, inspection frequency, volume loss due to sedimentation, corrective actions taken, etc.). ' The present assumption is that the stormwater vault located under the first 'floor ramp of the parking garage falls into the "underground detention" category. Therefore, this report shall also serve as official written request for said facility, pursuant to Volume 2, Section 4.16 of the FCSCM. A surface - based quantity detention system would be infeasible in this instance. Stormwater storage tanks are not uncommon in urban parking structures. This concept was previously approved with The Retreat at 1200 Plum after all other options had been thoroughly explored with City Staff. ' 3. Table 2, below, summarizes the detention storage and water quality information for each main drainage facility. ' Table 2 — Detention Storage and Water Quality Summary 100-year Storage Volume Water Quality Capture Volume ' TributaryArea(s) Pond Volume Volume -Release Volume Volume Location Required Provided Rate Required Provided (ac-ft) (ac-ft) (cfs) (cu. ft.) (cu. ft.) la & lh lh 0.082 0.082 0.71 588 588 lb&11 li 0.062 0.062 0.40 385 385 2a 2a 0.130 0.130 0.50 1145 1145 lc thru lg, 2e & 2f 2e & 2f 0.058 0.058 0.95 322 322 3a & 3d 3d 0.033 0.033 1.33 461 461 t 4. Proper maintenance of the drainage facilities designed with The District at Campus West is a critical component of their ongoing performance and effectiveness. Operations and maintenance of the permeable pavers shall follow the ' recommendations for permeable pavement systems, as outlined in the UDFCD manual. Appendix E contains applicable excerpts to serve as guidance for the professional maintenance and subcontractors responsible for maintenance of these ' facilities at The District at Campus West. Final Drainage Report 15 INORTHERN ENGINEERING The District at Campus West 1 The drainage design for this development provides for the evacuation of storm drainage runoff in a reasonable amount of time out of the permeable pavers and into the drainage ouffall system. Under the intended operation of these drainage facilities, there should not be standing water for more than 48 hours after the end of a rainfall event. If standing water conditions persist in these facilities; and if such conditions are beyond what can be expected in accordance with the approved stormwater design, the Owner shall promptly remedy the situation. The proposed corrective measures shall be reviewed and approved by the City prior to implementation. Maintenance of the stormwater vault (and any associated facilities) within the parking structure is equally important. Access shall be provided by at least one man -door into the stormwater collection area underneath the first floor ramp. The ability for access needs to be ensured so that the stormwater vault can be properly cleaned and maintained. As previously mentioned, the final design details will be documented with the Architect's building permit plans for the parking garage. The stormwater component of the garage will be explicitly addressed in the project's Operations and Maintenance Manual provided to the Owner by the Architect. The drainage features associated with The District at Campus West project are all private facilities and located on private property. The permeable paver sections and stormwater vault serve the respective buildings to which they are attached or located within. Drainage easements or separate tracts will be dedicated for these facilities. The proposed storm sewer flowing west to east on the north side of West Plum Street serves multiple buildings. A private drainage easement will still be dedicated to ensure that the stormwater conveyance outfall line is protected. 6. As previously mentioned, the outfall for The District at Campus West is the public storm sewer in West Plum Street. This storm sewer flows east across Shields Street before heading south towards Elizabeth Street. Stormwater conveyed by this City drainage system ultimately reaches Spring Creek. There are no additional facilities or upgrades needed off -site in order to accommodate the developed runoff from The District at Campus West. The hydraulic grade line calculations included herein (Refer to Appendix B.1) are only intended to demonstrate capacity in the proposed storm drain system, during the 10- year storm event, for developed runoff from the proposed development (i.e., controlled releases from each of the proposed permeable paver reservoir volumes and undetained releases from the roof drains to the proposed storm drain system ). The proposed storm drain lines north of buildings 1 and 3 are designed with capacity to convey 100-year flows to the proposed permeable paver sections. Final Drainage Report 16 ' NORTHERN ENGINEERING The District at Campus West V. CONCLUSIONS ' A. Compliance with Standards ' 1. The modification requests detailed in Section III.G and IV.B.2 provide the necessary information for compliance with the Fort Collins Stormwater Criteria Manual. All other design elements comply without variation. ' 2. The drainage design proposed with The District at Campus West project complies with the City of Fort Collins' Master Drainage Plan for the Old Town Basin. 3. There are no regulatory floodplains associated with The District at Campus West development. ' 4. The drainage plan and stormwater management measures proposed with The District at Campus West apartment community are compliant with all applicable State and Federal regulations governing stormwater discharge. B. Drainage Concept ' 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff. Rather than utilizing the 5,000 sq-ft allowance of increased impervious area allowed in the Old Town Basin, The District at Campus West will over -detain all increased impervious areas to release at the 2-year historic rate during the 100-year storm. Additionally, a HEC-RAS analysis has been performed along West Plum Street to ensure that all new structures are elevated above ' expected 100-year water surface elevations, and that all existing structures adjacent to the study area remain dry in the major storm event. The proposed on -site stormwater facilities will offer water quality treatment, in addition to peak rate attenuation. The permeable paver sections will serve multiple purposes, contributing to the urban design elements, allowing pedestrian walkways, and otherwise enhancing the overall function and aesthetic of this first-class redevelopment project. The District at Campus West will be a LEED certified project. While an initial evaluation has not yet been performed, it is anticipated that the permeable paver sections will contribute towards the project's LEED credits. 2. The proposed District at Campus West development will not have impact on the Master Drainage Plan recommendations for the Old Town Basin. Final Drainage Report 17 NORTHERN ENGINEERING The District at Campus West I References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Final Drainage and Erosion Control Report for The Retreat at 1200 Plum, April 22, 2009, Northern Engineering (Project No. 410-002). 3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 4. Geotechnical Engineering Report The District at CSU. East of West Plum Street and City Park Avenue, Fort Collins. Colorado, November 2, 2011, Terracon Consultants, Inc.(Terracon Project No. 20115026). 5. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007 6. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 7. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. 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"gym �mmm mrowe o vmme�m.+ m m C O H a 88Mmm8m e'&°i 888 nu'"i n "a.. 8m 8. 88$.- 8m88�88, O u ^^c6o^c600 vddo-..d0000 .egym.$mm - - - a O y mmrvNNmmm�a mmmm<mnm m�mm'an mm mP uni'$$ry nmm memmorvry a ooGCoo OOGOO OoO OG000c OOmOO CC'OOO OOCBCG mm m nPNNNmnnna m�am vu°i °odmmmurvi��Ne n�`m oo600c `mm lTMon�m omo 60000000e 000cv00000c6000 ocd '-.Em mmmm^ o� E d�Em mmmmu, mmmmmm mmmm^ y ry mmmmmmm mina m.mmmm r,n inmmmmm mmmmmm mmmmm m„ tl mry 00 on'^°�' �_ 'do ,800 000eod6 doc '6oio oocdce 6ocd6o dod-.dd- 3 I E E 0 2 A r o" }G G e,r m'�e NO Fi U s NN E -Flrflr �00000 rr//nnm o�00- 000000a ' B.1 — Storm Sewers B.2 — Street Flow B.3 — Inlets BA — Detention Facilities North NnEnninMrinO_[nT // 970227.415A vll2p — veicx, ry HNA r` i 1 Py 1040 North 220e West, Suite 100, Salt Lake City, Utah -411 'L kc Telephone (801) 359-3158; FAX (801) 5214114 e � Website: http://www.pve-ut.com CDWUI1g mtichalmicaa F/ 1ncaii Email: infonpve-ut.com ' March 19, 2013 Mr. Russ Hovland 281 North College Avenue ' Fort Collins, CO 80524 Re: The District at Campus West Apartments — Roof Drain Designs ' Dear Mr. Hovland, Below are the calculations for the roof drainage systems to verify and confirm they have all been designed and sized for the 100-year storm design. All roof drain scuppers and downspouts have been sized per the 2009 International Plumbing Code in accordance with Chapter 11 as well as Appendix B. As stated in Appendix B and Figures 1106.1, all rainfall rates, in inches per hour, are based on a storm of 1-hour duration and a 100-year return period. ' For the city of Ft. Collins, CO, we used a rainfall rate of 2.5" per hour based off the charts and figures of the 2009 IPC mentioned above. ' The sizing of the downspouts was based on the largest portion of roof area square footage of 4,615 square feet. All downspouts were sized using this worst case scenario. Based off the square footage, and in accordance with the charts in the 2009 IPC, Chapter 11, Table 1106.2(1), a 4" diameter vertical downspout can handle 7,972 square feet of roof area. Interpolation was used to get the 2.5" of rainfall rate because the charts in the code only give rounded rainfall rates; see the chart below. 4x4 downspouts have been specified on the architectural drawings to comply with the required size of 4" round. I 1 1 Vertical Storm Draina e Size of Vert. Piping Rainfall Rate (inches per hour) Vertical Piping Only 1.0 1.3 2.0 2.5 3.0 2 2880 2448 1440 1248 960 3 8800 7480 4400 3812 2930 4 18400 15640 9200 7972 6130 5 34600 29410 17300 14992 11530 6 54000 45900 27000 23398 17995 8 116000 1 98600 1 58000 1 50264 1 38660 The roof scuppers were sized using the same methods and square footages. Please see the chart below for the scupper sizing. The chart is from the 2006 UPC because the IPC does not have info on scupper sizing. The architectural drawings have specified 12"x 10" scuppers. Based off the rainfall rates, square footage, and gpm per square foot, each scupper needs to be sized to handle 122 GPM as shown in the ' calculation below the chart. With a 12" wide scupper the water height on the roof would be 3" which puts the scupper height minimum (2 times) at 6" tall. py� 1040 North 220West, Suite 100, Salt Lake City, Utah -411 Telephone (801) 359-3158; FAX (801) 5214114 ' G Website: http:/hvw%v.p%c-ut.com Cone madimm ]E octice , a t , .:_. Email: infoCd pve-ut.com Scupper Sizes Capacity of Scupper in GPM Height of water on Roof Overall Length of the Scupper 4.0 6.0 8.0 10.0 12.0 1 18.0 24.0 30.0 36.0 48.0 1 10.7 17.4 23.4 29.3 35E74 71.5 89.5 107.5 143.7 2 30.5 45.7 64.4 81.4 98 200.3 251.1 302.1 404 3 52.9 84.1 115.2 146.3 177 364.9 458.5 552 739 4 76.7 124.6 172.6 220.5 26 557.5 701.8 846 1135 6 123.3 211.4 299.5 387.5 476 1005.8 1270.4 1535 2067.5 * Note 2009 IPC requires min. HEIGHT of scuppers to be 4" tall GPM = GPM/SF * RAINFALL RATE * ROOF SQUARE FOOTAGE ROOF S.F. 4615 RAINFALL 2.5 RAINFALL RATE * 0.0105 GPM/SF 0.02625 GPM / SF GPM FLOW 121.1438 * Height of water is the total depth of water above bottom of the scupper opening * The height of the scupper opening should be 2x the water height on roof Sincerely, Ryan Reese, Associate, Project Manager Patrick T. Cantrell, P.E. 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W 8 8 8 8 8 0 8 8 8 o S 8 8 > t V O O O O O O O O O O O O O Myy b� 8 8 8 8 N N 8 8 8 N N 8 8 R�_` y O O O O O o O a.o o q S N N N N N C) N N IA CN,� N OrI N N ry Z t C r r N r N r �D N N r N n n N r N N g �.. o a 0 0 0 .- o 0 a 0 0y o N N N N OR N UN Q N0 {gyp S W v a N N a N N pNp pNp pN pN pN (pO� pN 100 100 L' l7 r r !� n Kpo1 tpp0 np np 1pp� tFl IpN C C v w 0 S N N N N N N pp N pNp N j17;j N N �a ONI ma IrD 8 p (Qp OyyI pq N a N OI h m pNp pQp pOp 8 p�p�� S m o 0 N ie� O O O O O O QO QQO QO NN pO06 1ppA yO pO NN (Op N (r0 (r0 . o O W d pN N pN N 10 pS N pN N pp N N po N N O O 0 0 -d 'Wes 0 0 0 0 0 O N a o o a > t o O o o o o oo o 0 0 0 6 0 8 0 0$ uc 0 8 8 n 8 8 It A 9 v O O O O O O OC OS- vM C 6 8C Q a O O O 6 O5 d O O- 6 t N r t0 r N r N r N N N n N n N r M r N r N 8 r N N N O. 0 0 0 � o0{{ 0 0 0 o Qo N N N M N N N y N y N p N ((�� N N L N V N fr0 � N O fm0 O 0 d> N N N N (�(pp N ((mpp (V {Q�pi N N N {m{pp fV N N N J c yCv 8 8 �8 8 8 �i N N n E ., M M 8 8 p `u, o 0 6 6 6 6 6 0 0 0 0 o o N N m a7 N N N N N N co N = U N LL J � . . � � � . \3 � \ E2 0(k k§/ kire EP 00E \k§ C! @2 0 k�� E e . E|)| � � 10 §m 3 7 ) §k7 CL E12 f 2 § \ m § a E kj f / 0 E ) ®--E ; )7f\ k § (k � / \ \ $ � / ) � 2 ■ � 2 a 0 0 0 E mh k / ) \ § ! & E ) (- 2 § { -00 k ) )� | ` _ ! i .2 b § \ w ■ k E ) / ) i16! \ / \ ! 2 \ | ! /0000000000 ( ƒ \ § $ f f ! ] In E L \ \ / PF k \ } ) / Channel Report ' Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Thursday, Mar 21 2013 ' Sub -Basins 1c, 1d, 1e 8r 1f - Pipe Capacity 112inch HDPE, Slope: 0.80% Circular Highlighted Diameter (ft) = 1.00 Depth (ft) = 0.66 Q (cfs) = 2.670 Area (sqft) = 0.55 Elev (ft) = 5000.00 Velocity (fUs) = 4.84 'Invert Slope (%) = 0.80 Wetted Perim (ft) = 1.90 N-Value = 0.012 Crit Depth, Yc (ft) = 0.70 Top Width (ft) = 0.95 ' Calculations EGL (ft) = 1.02 Compute by: Known Q ' Known Q (cfs) = 2.67 1 Elev (ft) Section . uVVL.uu ' 5001,50 ' 5001.00 ' 5000.50 1 5000.00 ' ' 4999.50 0 1 2 3 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 o 0a 9 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sub -basin 3g - Pipe Capacity 18inch HDPE, Slope: 0.50% Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) 5001.00 5000.75 5000.50 5000.25 4999.75 = 0.67 = 5000.00 = 0.50 = 0.012 Known Q = 0.88 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0 1 ' Thursday, Mar 21 2013 = 0.52 = 0.880 ' = 0.29 = 2.99 = 1.45 ' = 0.45 = 0.56 = 0.66 ' 1 Section Reach (ft) 11 Depth I Q I Area I Velm ( Wp I Yc I TopWidth I Energy ■ (h) I (cfs) I (soh) I (ft/s) I (h) I (ft) I (n) I (ft) I 0.05 0.014 0.015 0.90 1 0.45 0.05 j 0.44 1 0.06 I 0.10 0.057 ' 0.041 1.40 0.64+ 0.10 0.60 0.13 + i ! T 0.15 0.136 0.075 1.81 0.80 0.15 0.72 0.20 - - _ _ - - - 0.20 i 0.241 j 0.113 2.14 0.93 0.21 0.80 j 0.27 1 0.25 0.377 + 0.155 2.44 1.05 0.26 0.87 0.34 0.30 0.535 - 0.198 2.70 l 1.16 0.31� 0.92 0.41� 0.35 0.724 0.247 2.94 1.27 0.36 1 0.96 0.48 0.40 0.920 0.294 3.13 1.37 ! 0.41 , 0.98 i 0.55 0.45 1.146 i 0.345 j 3.32 1.47 0.45 + 1.00 0.62 0.50 1.374 0.395 3.48 1.57 i 0.50 1.00 0.69 0.55 I 1.607 i 0.445 3.62 i 1.67 + 0.54 ) 0.99 0.75 0.60 1.839 0.493 3.73 1 1.77 0.58 0.98 , 0.82 , Y 0.65 2.073 0.542 3.82 1.88 - 0.62 t 0.95 l 0.88 I 0.70 2.289 l 0.588 3.89 1.98 0.65 j 0.92 i 0.94 0.75 2.489 0.632 3.94 2.10 0.68--__ 0.87 0.99 0.80 , 2.668 ! 0.674 3.96 2.22 ! 0.70 ! 0.80 I 1.04 0.85 2.815 0.712 3.95 2.35 0.72 1 0.71 1.09 0.90 2.908 0.745 3.90 ' 2.50 0.74 i 0.60 + 1.14 0.95 2.931 0.771 3.80 2.70 0.74 + 0.43 1.17 1.00 2.728 0.785 3.47 3.14 0.71 0.00 ' 1.19 1 r Hvdraflnw Fxnrpsc - Pinp Canarity 119inrh HnPF- Slnnp. n.5n% - 1214119 Depth Q Area Veloc Wp Yc TdpWidih - Energy (ft) (cfs) (sgft) (fi/s) (ft) (ft) (ft) (fo 0.06 0.017 0.024 0.74 0.57 0.05 0.55 0.07 0.13 0.074 0.064 1.15 r 0.81 0.11 ; 0.75 0.15 0.19 0.174 0.117 1.48 i 1.00 0.16 0.90 0.22 , 0.25 0.310 I 0.176 1.76 1 1.16 0.22 1 1.00 0.30 0.31 j 0.484 0.242 2.00 1 1.31 0.27 1.08 0.37 0.38 0.686 r 0.310 2.21 ' 1.45 0.33 1.15 0.45 0.44 0.929 0.386 2.41 1.59 0.38 _ 1.19 0.53 0.50 ,- 1.180 _' - 0.459 2.57 r 1.71 0.43 1.22 0.60 0.56 1.469 I 0.539 2.73 1.84 0.48 1.24 I 0.68 _ - r _... , 0.63 1.761 1 0.617 2.86 1.97 0.53 ` 1.25 0.75 0.69 2.061 ! 0.695 2.97 2.09 1 0.58 1.24 0.82 - -- 0.75 2.358 0.771 3.06 2.22 0.62 1.22 0.90 0.81 2.658 ! 0.848 3.14 2.35 0.66 1.19 0.97 0.88 2.935 0.919 3.19 2.48 0.69 1.14 1.03 ��--' 0.94 3.191 i 0.988 3.23 2.62 0.72 1.08 1.10 1.00 1 3.420 1.053 3.25 2.77 0.75 ? 1.00 1.16 ' � I , 1.06 3.609 1.113 3.24 2.94 0.77 0.89 1.23 1.13 3.729 1.164 3.20 3.13 0.78 i 0.75 1.28 1.19 3.758 1.205 '3.12 3.37 0.79 0.54 1.34 1.25 - - - _ - - 3.498 1.227 2.85 3.93 0.76 0.00 1.38 Hvriraflnw Fxnra-qq - Pina (anarity 115inrh R(P. Slnna- n.25% - 1214112 Depth 1 0 1 Area I veloc I Wp I Yc I TopWidth I Energy 0 (ft) I (crs) I (sgft) I (ft/s) I (ft) I (ft) I (ft) I (ft) 0.06 0.025 0.024 1.05 0.57 0.06 0.55 0.08 0.13 0.104 0.064 1.62 0.81 0.13 I 0.75 0.17 0.19 0.246 0.117 2.10 1.00 0.19 0.90 0.26 0.25 0.438 0.176 I 2.49 1.16 1 0.26 1.00 0.35 0.31 0.684 0.242 2.83 1.31 0.33 1.08 0.44 0.38 0.971 0.310 3.13 j 1.45 0.39 I 1.15 0.53 ' I 0.44 1.314 0.386 3.41 1.59 0.46 1 1.19 0.62 0.50 1.669 1 0.459 3.64 1.71 0.52 1.22 I0.71 -- 0.56 2.078 i 0.539 3.86 1.84 0.58 1.24 0.79 0.63 2.491 0.617 j 4.04 1.97 0.64 1.25 0.88 0.69 2.914 0.695 I 4.20 2.09 0.69 1.24 0.96 • I � 0.75 3.335 0.771 4.33 2.22 0.74 1 1.22 1.04 0.81 3.759 0.848 4.44 2.35 0.79 i 1.19 ! 1.12 0.88 4.151 0.919 4.52 1 2.48 0.83 1.14 1.19 0.94 4.513 0.988 4.57 2.62 0.86 1 1.08 1 1.26 1.00 4.837 1.053 I 4.59 2.77 0.90 I 1.00 ' 1.33 1.06 5.103 1.113 i 4.58 - I 2.94 0.92 ! 0.89 ! 1.39 1.13 5.274 1 1.164 4.53 j 3.13 0.93 0.75 1.44 1.19 5.314 1.205 4.41 3.37 0.94 0.54 1.49 1.25 4.946 1.227 4.03 3.93 0.91 0.00 1.50 1 Hvrlmflnw Fxnracc - Pina (nnarity 1 1 ginrh R(P. Slnnp: ().5f)% - 12/4/12 1 I r Spread 1 t �tv Inv. Elev —� 1 1 t Nnrthwrn Fnnfnwwrine.rom // 970.771 Al SR 1NOIk911na1 PIpIBd9a DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: The Distinct at Campus Wed Inlet ID: OP OS1 Gultter capacity(waet Ilowlilne) In After Stmt FLOW OVERLAND I XI STREET Al I V FLOW D I VI G� Iy [CI ® GUTTER P= CARRYGVER F7-DW� IV Sllwv Deblle ROADWAY CENfERIJWE Mign w. ONLY if already dearorieW tinniother reeliNods MajorSbml — 'urJPaw eowlw 10o1._10N xry•,.. ca•n•e NO. IN THIS SECTION 111 ,, pow lJ Vf,o lnr Np"n �rntl n'O_[10 freo, D'Nlew or Nee in. ON . NW aam c HILL IN THE SWUIGwwnl qne. Anse SECTIONS BELOW rtoom Parch Ier. s•�% SM Type slb'a Oman N— l>e�apm rw: NRCS Soll Type • DsireH b'eh SIOMUM) A, . L, or D B Uninh(e) O sne a xpmurban O am Inleb in a HNmI Overblb Fbw •� CMIroIFbw• —wilirrillmrma bn enn Y e = I t. Ilpr rm e r mI Slprm Retum =". Tr et.idOne,O =Years Rouen Peelotl Orw-Haru PmdquWn, Pr• Irrcxas G• User-0exre0 Slmm Rubn Coalikbnl (bow mb blark b accept a rakuNleE vaMw). C = User De11neC Syr. Rmpll Coelllcrent (Nave Mrs bah to accept a rakWatac valor(. C, _ 6ypua IGxY.Ovorl Flew from upao-eam Subcatch.... Da • .p cie Total Oealpn Pe" Flare. D • 03 08 m UD4nN,t dl.12 DP OS1, O-Peak 1IPY/Y013, 3:03 PM I Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Q•�� T, T•xy Tc uww �aM+aa �W� Tx� 6boe1 V mwr Ow Hpp� d y gs— • tic rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb (typically between 0.012 and 0.02D) Curb at Gutter Flow Line from Curb Face 0 Street Crown Transverse Slope Cross Slope (typically 2Inches over 24 inches or 0.063 fit) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (lypically between 0.012 and 0.020) Allowable Spread for Minor & Major Slorm Allowable Depth al Gutter Rowline for Minor & Major Stomp Flow Depth at Skeet Crown (leave blank for no) Taxcx' 0.0 Sexes ` 0.020 nexce 0.016 Hcum 'mos hes T.".. W = Sx = Sw' So = barrier'] 0.01 Minor Stem Major Storm T.= 2.0 2.0 Itd,wx' 2.0 2.0 inches — check = yes i STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm STORM II w 1 read Criterion Q.uw• 0.2 D.2 efs storm max. allowable capacity GOOD - grezim , .. given on sheet'O-Peak' IING: MAJOR STORM max, allowable capacity is less ;hen flow given on sheet'O-Peak' 1 UD•lnlet_v3.12_DP OSt, O-Allow 1/22/2013, 3:03 PM ' Workeheet Preiemad DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD PM)Wt The District at Campus West Inlet ID: DP 0521 EalstlnB Curt, Inlet M the northeast comer of Aster and What Plum S1]eeL FLOWMERLAND I I I! STREET I I civERLaNFLOW D �l GUTTER FLOW— ro v monyrenly_ show Dabtle CURER PLUS CA RRYMM FLOVir ROADWAY CENTERLINE _ — _ — — — ve n w: ee Whomrm.tmds MIrSI.hd M.PrSto. _ Ilo4 pax lbwlnrlll al a4mtOR 0nu4reecaenrwll*Q.— IN THIS SECTION 0 enter vnlues Err Row 14, sxry rem cost of the sheet and proceed to steel O'Albw or Ana had. R. n. aanp n cot er e m a c FILL IN THE SUbcetcamem Alga=�Aaae SECTIONS BELOW. Perunlmparabumea= % Set 054 kUroan Plows pssekeerl sor, NRCS Soil Type= A, B, C, or QSme[Nkk Sbne(MI) L.Vlh (R) O sM kNomUAan Onm bl�weMwlb Onarah law CNaewlFbw• an tents wn. n,ensrY 1 eiffinenswen Nafter5mon Dad, Padod, T, •myews nt O -H.Ud. P, Rsevn Penod dsnow Pnepiwbn. P, •I I IIrIAws Iher-0eesE Slorm Rumfl oe ffclam (eels iNc blare to adept • ubYbd vaxwl. C •� Uaer-Defkwd Syr Ruoff Coeifcem (bale tlm bank In arooma caudshd vahw). Ce BYPoaa lCIIlY er) Fbw earn deanxm Subcimbeadraa, 0e• 00 e.ee are Tenl Dea, Peak Flow. 0- i$ 11.] oft U04nlet J.11 OP OSY. O-Peek '21'2010. 8 PM I Project: Inlet JD: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 T. C�� T. Tw,a T--��II' 'n+a W T. ySbp�aet V Cmm T.rF Gw Hap rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow line a from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 8/0) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Rowllne for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) Tancs = 125 0 Sawn = 0.020 6 nano = 0,016 Hcuxa= 6.00 inches Tceowx W Sx = 0.040 nm Sw • 3e So=o.o000 nsrxsT = Minor Storm Major Storm T. 25.00 2i00 R dwrx= 60 9.0 inches check = yes Minor Storm Major Storm O,a„• SUMP SUMP CIS storm maxallowable capacity GOOD greater than flow given on sheet'O-Peak' storm max, allowable cap.iray GOOD - greater than flaw given on sheet'O.Peak' STORM Allowable Capacity Is based on Depth Cnbrfon 1 1 1 1 1 1 1 1 11 LID-Inlet_v3.11_Dip OS2, O-Allow 1/212013, 8:47 PM ' WOnceheel Protncte0 DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD ProIM: The District at Campus West Inlet ID: OP OS41 Gutter capacity (watt Ilowllnal In Bluebell Street OVERLAN+ SIDE OVERLAND FLOW D I I 10 STREET I I l I FLOW � 3hbv Delaea RGADWAY CENTERUNE as, w, ONLY If already ae ou0 allNerma a AM bveJ peek Mw1Yr12 al aaeelOR prreeilnM cllm,My. �Oanew •�' SWutdtmwn Aue=gACf® ParrAN lmpwvbueneae= % SU �: NRCS SOII Type= A, B, C, orO O slnaureen Oslan lnkH Sbpe pun) Lm9b Mtl O S.b NpnLrben ONea NkIINa MCLW OeerlanU Fba" Charred Fbw= ens n sans ron. I. sirs y Ire alillecirSto. r brm Onlpn Slam Ragan PerbO, T, •pale RaganP ZhwHHpu Pndpllatlpn P,•IHiwe C,• Ca= C,• UssrDslkwO Slom Runoff C Iflcant(bare INs bWk b soH acakubb0 eYnl,C UeerAAbeO Styr Ruoff Coefir W l (Haw m bunt b active, a uhllBaO vehn) C, By (CvrtO sl Flew feee upetel8akeatel,maw, D. •Umcft Tool Oawpn Pack Fbw. O- 0,] to cle IN THIS SECTION IN THE PONS BELOW UD4nW S.l1 DP 034_Guner Capwly, O-Peek 121IM1 B, 5:49 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II o Id Dr Geomet" (Eme date In the blue cellsl mum Allowable Width for Spread Behind Curb Slope Behind Curb lleave blank for no conveyance credit behind curb) zing's Roughness Behind Curb it of Curb at Gutter Flow Line once from Curb Face to Street Crown it Width d Transverse Slope a Cross Slope (typically 2 inclas over 24 inches or 0.083 N0) it Longitudinal Slope - Enter 0 for sump condition tine's Raughness for Street Section 1 1 1 1 1 t UD-Inlet_v3.11 DP OS4_Gutter Capacity. O-XIow 112112013, 8:51 PM ' 45 fl STS:Tancx' 0.020 tuft 0.016 Hcuas=W6.00inches W =S =Sw=So=rimer,= Minor Stomt Major Storm T. = 15.00 1 15.00 It 6.o s.0 Inches check = yes I 1 1 I I 1 1 1 1 1] Nnrthwrn Fnninenrinn.rnm // 970]]1.415A INLET IN A SUMP OR SAG LOCATION Pmlaat • "a DMMot at Campus West Inlet ID ar par 0821 EaMgng Cafe Intel Y Me Pampered comer of A~ and Wont Plum Stmets L. (C)C H�Cufa H-Vert N W � o (G) D.�tlo name] of lmat Inat Type+ Debunken(xtlnbrelb W1111nWI6 goner dMorkeon'd'fine, Q rUnW) a,y' ar of Unn Inge (Gma or Core Corse g) No - Caere at Fceana(bound. of coal rpreaepn) Pen6lrg DepM+ memoriam oI a UM GreM 1. (G)= e( a UM G. We )pervlg Ratio for a Gone (t,eal value 0.154) W) hs - cg Factor for a Slrgb Grew (typical value 0.W - 0 70) Cr (G) - Wer Coeff r, ent (total vela 215 - 3,60) Ca (G) - OMloaCaaftianiItyplealvale0.60 0.80) C. (0) 0,r inkrrn".. I of a Unn Cure Open, L. (C) - of vane. c,roopamrg In Incnae Here . of Cud,0ofIre Tlvoai In Iommas NNE.+ of Throat (ses USDCM Figure ST-S) Thera+ VNrh for Dee eealon Pan MWraN lme gdMr ruitlim of 2 fear) Wa • erg Factor fora Simple Curb Opetlrg (ypieal vema 0.10) Cr (C) e )perirg Wear Coeaitlwe (mace v" 2}3.6) C. (C) )peNnp OW. Cosudem ("abal vW 080 - 0.70) C. (C) I Inlet Interception Capacity (assumes clogged condition) D. ZING. Inert Capacity ess than O Peak for MAJOR Suren Diaaeeakap° WA WA WA WA WA WA WA 5.00 6.00 6.og e3.eo 2 00 0.10 0 10 3.60 067 COOTType R Cue a lecher 1 I book MAJOR feel Inl rt name nabark Morass M UD-Nlel_4.11_DP 052. Inlet In Smp 1/22/2013, 5:09 PM INLET IN A SUMP OR SAG LOCATION P1olaM • The District at Campus West Inlet 10 Sub4hram 0831 Propoeae Type 13 Combination Inlet (SUMP) 1. L.(C)—i H-Curb H.Ven WP We W 0(0) m Information llneutl or I., INaITyp+ Demedron(additioral to mnenuue,utler deprewlon'a'hand 'QAIOW) Ama= rr of Una Inlets (Grate or Cuts Oparurg) No - r Gepm at FloeYre toaads of owl deprewwnl Pomp 0-0 � Inmwtlon n of a 1JM Grata L. (GI of a Um Grata W. • Opting Ratio for a Grate (Were vaxrs 0.154 W) As. 0, Factpr for a Sld ee Grata (tyPcet vaw 0.50 - 0 70) Q (0) War Loe0lciem (lypiwl value 2.15 - 3.60) Co (0) • Once Coaf lne. 111 value DAD-0 A0) C. (G) alternate lnform n In of a Unit Curb OIMNrg L. (C)= a of Vertbl Cub Gparbg In InOua Hru • e of Duab ON" TNoat In Ircles Harr • of THoat (we USOCM Figure ST.!d Tl e,. Width for Deposition Pan (typically Ift When wMtn of 2 feet) Wo "FW rfora Silpe Curb Oeennp (lypwl vaMe 0.10) Cr IC) Opern9 wee Cp.IrueM (tygral veer 2>35) C. IC) Opened, On"COMlitlnn trypwl value 0 60-0,70) C.ICI r 11 Inlet Interception Capacity (assumn clogged condition) Cie a Capacay IS GOOD for Minor and Major Stoma PO PEAK) Q... MINOR MAJOR CDOTIOamx 13 Conihnatlon Lao moral 1 3.1 3.1 nca, MINOR MAJOR 3.110 eN In M 043 &W 050 3.SO ,6, MINOR MA.IOR 100 6.50 5,25 0.00 2.00 0.10 a 1, 3.m 0AS MINOR MAJOR .at zfer xnes le,rees UO-In adI11_DP OW, Inlet In Sump 1121IM13, S:53 PM INLET IN A SUMP OR SAG LOCATION P.)ed • The District at Campus West Inlet 10 = SUEdWn 0641 Proposed Type 13 Combtnonon Inlet (SUMP) 41 Lo(C) 4 X Curb H-Van W. Wp W La (G) let tnfomlallon Ilnoutl ype of 1. INH Type ocal oepmuslon(Motional to NMe.. puller aepreen.,a ttom'o-Abw) •py. lumber of U. Inlets (Gob o, Cub Opemq) No Yeler OepN at FbxMe I.... of it Mennen sbn) PedineDean- Ireb IMpmullwn "M of A Utul G.. JMM of a Unit Gone W e me Opewg Rollo for a Grate Mplcal rlor 0.1m 90) A. Ibggle Foos fora Slope Grale (Np uil Mus 0.50-0.70) 6 (G) • Ira. Weer CoeOklem (Cyplul value 2.15 - 3,60) C. (G) one Offs a Cow bnt typical vale 0 Bo - 0.80) C. (0)= urb Gowning IMwoReen erplh of a lint C400penitq le (C)= blgM of Ven.1 Curb O,N, In Inches H. Might of Curb Ohilce Throat In Inches Xnee Me of TboM (see USDCM Flglee ST-5) TIMe a �We Went for Deplenti Pen (yplpNthe clear Wah W 2 fro We• Jewell, r-anor let a Slreb Curb OpeNe(1)plcet.re 0. 10) Or (C) :bb Opening W. Cownk'ent ("Ical value 2106) Co (C) Iub Openig Omie Coemclwe (n" vaeb 010-070) D, (cl' 'otal Inlet interception Capacity (assumes clogged condition) Q.. Ibt Capacity IS GOOD for Mtn. end Mpar St.. QPErut) OAvaeap . MINOR MAJOR CDOTIOembr 13 Combl�vllbn 2-110 [Indent 1 31 3.1 11 me MINOR MAJOR 3.00 Jut IIM 1.7J ' r3 eM 0.0 0.e0 am 3.30 om MINOR MAJOR 3.00 6.50 6]e 0.00 200 O.1D 010 3.fl1 Des eel nclres aches bgme UPitIN 4.11_OP OS4, Inlet In Sump 112112013, 8:0 PM INLET ON A CONTINUOUS GRADE Project: The Ciatnct et Campua threat Inlet ID: OP 0.55 Proposed Type 13 Combination Inlet at the northeast comer of Bluebell and Wast Plum Simple `to (C)� 7 14Cwb Foot YVp W MINOR Mil ypa of Inlet Type COOTRIenrer 13 CumbMahen Oepreaabn leddlitoral to comnupen goner dapraaron'ahem'2Nlai Noce- 20 InNea afal NumOar of UrIMIn the InIat(Grate or Cum Openlng) No- 2 aWth of a Sipple Unit Inlet(Grale or Cum Openng) I. 3.00 h ra of a Unit Grate (cannot be greater lean W from G A!.) W. 1.T3 It lopping Factor for a Single Unit Grate (ty" mar value a 0.5) CrG • 0.50 05g leg Ing Fadprlw a GIep4 Unit Cum Oponln Itypiul mle. value • 0.1) QC • 0-10 0.10 Rival Hydraulics M - Q < maximum Allowable film whinat '(1411mv- MINOR M0.1OR oral Inlet Interception Capacity C• x.0 fi.t ch orallnlet Carry-0rer FI Ca• 0.1 x.5 cla j(flwbypnln,Inlet) Capture Perwnrage+CJCe• C%•1 W it 1X 1 1 1 1 1 1 i i 1 1 1 i 1 1 1 1 1 1 1 UPInlel 4.12 OP M. Intel On Grade 1=113. 5:10 PM No Text 1 NORTHERN The District at Campus West ENGINEERING 1 Area Inlet Capacity Calculations - Design Point ld Grate: Nyloplast 12in Standard Grate Assembly 1 Weir Perimeter, L = 31.14 in 2.60 ft Open Area, A = 60.62 in` 0.42 fe '*Open area for single inlet grate: 60.62 in` Clogging Factor, c = 50% Stage Interval, Dh = 0.10 ft 1 Weir Calculation: Orifice Calculation: Qw = CLH' 5 (A. = CA(2gH)0.5 C = 3.00 C = 0.61 1 cL = 1.30 ft Ac = 0.21 ft' 0.00 5032.61 0.00 0.00 0.00 0.10 5032.71 0.12 0.33 0.12 0.20 5032.81 0.35 0.46 0.35 0.30 5032.91 0.64 0.56 0.56 0.40 5033.01 0.98 0.65 0.65 0.50 5033.11 1.38 0.73 0.73 0.60 5033.21 1.81 0.80 0.80 0.70 5033.31 2.28 0.86 0.86 0.80 5033.41 2.79 0.92 0.92 0.90 5033.51 3.32 0.98 0.98 1.00 5033.61 3.89 1.03 1.03 1.10 5033.71 4.49 1.08 1.08 1.20 5033.81 5.12 1.13 1.13 1.30 5033.91 5.77 1.17 1.17 1.40 5034.01 6.45 1.22 1.22 1.50 5034.11 7.15 1.26 1.26 1.60 5034.21 7.88 1.30 1.30 1.70 5034.31 8.63 1.34 1.34 1 - Qr0o=0.14 cfs y Water will pond to ±5000.11 1 1 1 1 i 1 1 1 1 1 1 1 3/21/201310:41 AM 1 NORTHERN ENGINEERING The District at Campus West Area Inlet Capacity Calculations - Design Point le Grate: Nyloplast 12in Standard Grate Assembly Weir Perimeter, L = 31.14 in 2.60 ft Open Area, A = 60.62 in` 0.42 ft` "Open area for single inlet grate: 60.62 in` Clogging Factor, c = 50% Stage Interval, Dh = 0.10 ft Weir Calculation: Orifice Calculation: Qw = CLHLs Qo = CA(2gH)a.5 C= 3.00 C= 0.61 cL = 1.30 ft Ac = 0.21 ftz 0.00 5033.68 0.00 0.00 0.00 0.10 5033.78 0.12 0.33 0.12 0.20 5033.88 0.35 0.46 0.35 0.30 5033.98 0.64 0.56 0.56 0.40 5034.08 0.98 0.65 0.65 0.50 5034.18 1.38 0.73 0.73 0.60 5034.28 1.81 0.80 0.80 0.70 5034.38 2.28 0.86 0.86 0.80 5034.48 2.79 0.92 0.92 0.90 5034.58 3.32 0.98 0.98 1.00 1 5034.68 3.89 1 1.03 1.03 1.10 5034.78 4.49 1.08 1.08 1.20 5034.88 5.12 1.13 1.13 1.30 5034.98 5.77 1.17 1.17 1.40 5035.08 6.45 1.22 1.22 1.50 5035.18 7.15 1.26 1.26 1.60 5035.28 7.88 1.30 1.30 1.70 5035.38 8.63 1.34 1.34 -Qlm=0.13 cfs % Water will pond to ±5000.10 3/21/201310:41 AM NORTHERN The District at Campus West .� ENaINEERINa , Area Inlet Capacity Calculations - Design Point If Grate: Nyloplast 12in Standard Grate Assembly ' Weir Perimeter, L = 31.14 in 2.60 ft Open Area, A = 60.62 in` 0.42 ft' "Open area for single inlet grate: 60.62 in` Clogging Factor, c = 50% Stage Interval, Dh = 0.10 ft ' Weir Calculation: Orifice Calculation: 0„, = CLH1.5 0a = CA(2gH)0.5 C= 3.00 C= 0.61 ' cL= 1.30 ft Ac= 0.21 ft' 0.00 5034.70 0.00 0.00 0.00 0.10 5034.80 0.12 0.33 0.12 0.20 5034.90 0.35 0.46 0.35 0.30 5035.00 0.64 0.56 0.56 0.40 5035.10 0.98 0.65 0.65 0.50 5035.20 1.38 0.73 0.73 0.60 5035.30 1.81 0.80 0.80 0.70 5035.40 2.28 0.86 0.86 0.80 5035.50 2.79 0.92 0.92 0.90 5035.60 3.32 0.98 0.98 1.00 5035.70 3.89 1.03 1.03 1.10 5035.80 4.49 1.08 1.08 1.20 5035.90 5.12 1,13 1.13 1.30 5036.00 5.77 1.17 1.17 1.40 5036.10 6.45 1.22 1.22 1.50 5036,20 7.15 1.26 1.26 1.60 5036.30 7.88 1.30 1.30 1.70 5036.40 8.63 1.34 1.34 -Qi0o=0.06 cfs 1 Water will pond to ±5000.05 1 3/21/201310:41 AM ' 1 1 1 SAWb Betnrn i� I�tlkmlw - Fe-b" INHCIIprI<:C a�iatrly kl om [ ED Pand w1v Pend w1n ED rbt cb.na wran<Ann E mewed DeterHrm EYave 7 Owrtlaw Abo n Nom l Npte, Level Pmrnmi .v -ED Wetlarr4 Dtv ED Pwr4 J Wet ED Pw j � Mom: -,- ,`� ^•. Narthrr.Fnai.acrina.anm 11 970.771.415R t NORTHERN ENGINEERING The District at Campus West DETENTION POND CALCULATION; FAA METHOD w/ Ft.Collins IDF Project Number 670-001 Project Location Fort Collins, Colorado Calculations By: H. Feissner Pond No: MBPs - Basin 1h Input Variables Results Design Point 1h Design Storm 100-yr Developed"C" = 1.00 Area (A)= 0.59 acres Max Release Rate = 0.71 cfs Required Detention Volume 3588 W 0.082 ac-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft) (ft) (ft) 5 300 9.95 5.87 1761 214 1547 10 600 7.72 4.55 2733 428 2305 15 900 6.52 3.85 3462 641 2821 20 1200 5.60 3.30 3965 855 3110 25 1500 4.98 2.94 4407 1069 3339 30 1800 4.52 2.67 4800 1283 3518 35 2100 4.08 2.41 5055 1496 3559 40 2400 3.74 2.21 5296 1710 3586 45 2700 3.46 2.04 5512 1924 3588 50 3000 3.23 1.91 5717 2138 3580 55 3300 3.03 1.79 5899 2351 3548 60 3600 2.86 1.69 6075 2565 3510 65 3900 2.72 1.60 6259 2779 3480 70 4200 2.59 1.53 6418 2993 3426 75 4500 2.48 1.46 6584 3206 3378 80 4800 2.38 1.40 6740 3420 3320 85 5100 2.29 1.35 6891 3634 3257 90 5400 2.21 1.30 7041 3848 3194 95 5700 2.13 1.26 7163 4061 3102 100 6000 2.06 1.22 7292 4275 3017 105 6300 2.00 1.18 7434 4489 2945 110 6600 1.94 1.14 7554 4703 2852 115 6900 1.89 1.12 7694 4916 2778 120 7200 1.84 1.09 7816 5130 1 2686 1 3/20/2013 4:45 PM NORTHERN ENGINEERING The District at Campus West Stage - Storage Calculation Project Number: Project Location, Calculations Bv. Date: 3/20/2013 Pond Na. Required Volume Water Surface Elevation (WSE) Design Point Design Storm Required Volume ft3 Design Storm Required Volume - It, Void Ratio.. �tt. �tt. Contour (Y values) Contour Area Depth Incremental Area Avg Entl Cumulativ=v,j.,,in,,,,ntnl Avg. VolumeElevation ic Cummulative Volume Conic (%- values) N R. tt tt 5,030.00 814 0.00 0 0 0 0 5,030.20 2203 0,20 302 121 290 116 5,030.40 2354 0.20 456 303 456 298 5,030.60 2357 0.20 471 491 471 487 5.030.80 2360 0.20 472 680 472 676 5.031.00 2362 0.20 472 869 472 864 5,031.20 2365 0.20 473 1058 473 1054 59031.40 2368 0.20 473 1247 473 1243 5,031.60 2371 0.20 474 1437 474 1432 5,031.80 2373 0.20 474 1627 474 1622 5,032.00 2376 0.20 475 1817 475 1812 5,032.20 2379 0.20 476 2007 476 2002 5,032.4 2382 0.20 476 2197 476 2193 5,032.6 2384 0.20 477 2388 477 2383 5,032.8 2387 0.20 477 2579 477 2574 5,033.00 2390 0.20 478 2770 478 2765 5,033.20 2393 0.20 478 2961 478 2957 5,033.40 2396 0.20 479 3153 479 3148 5,033.60 2398 0.20 479 3345 479 3340 5,033.80 2401 0.20 480 3537 480 3532 5,034.00 2404 0.20 480 37291 480 3724 5,034.20 2407 0.20 481 3921 481 3917 5,034.40 2409 0.20 482 4114 482 4109 5,034.60 2412 0.20 482 4307 482 4302 2415 0.20 483 4500 483 4495 5035IO MERINO! 2388 0.20 480 4692 480 4687 3/20/20135:06 PM D:IPmjectsl670-OOIIDminagelDetentionlFOP__Checkt670-001_Detention PondlStage_Storage _MBP Ih NORTHERN ENGINEERING The District at Campus West Developed Conddron OrificenPlaetneuaSngCalculations ear ear "is one mare Location Structure 1.8 Cells with BLUE text are user inputs Tailwater Elevation (Downstream) 5030,97 100-year WSEL (Upstream) 5033,86 Invert Out 5029.72 Allowable Release Rate 0.71 cfs Orifice Calculation: Q. = CA(2gH)os H 2.73 It C 065 9 32.2 ft/s Oo 0.710 cfs Diameter 0.3230 N A 0.08 N A 11.87 M2 Diameter of Orifice: 8 718 In 3n2/2013 3:47 PM ■� NORTHERN ENGINEERING The District at Campus West DETENTION POND CALCULATION; FAA METHOD w/ R.Collins IN Project Number : 670-001 Project Location : Fort Collins, Colorado Calculations By: H. Feissner Pond No : MBPs - Basin 1i Input Variables Results Design Point li Design Storm 100-yr Required Detention Volume Developed "C" = 1.00 Area (A)= 0.40 acres 2683 ft3 Max Release Rate = 0.40 cfs 0.062 ac-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft) (ft) 1 (ft) 5 300 9.95 3.98 1194 120 1074 10 600 7.72 3.09 1853 240 1613 15 900 6.52 2.61 2347 360 1987 20 1200 5.60 2.24 2688 480 2208 25 1500 4.98 1.99 2988 600 2388 30 1800 4.52 1.81 3254 720 2534 35 2100 4.08 1.63 3427 840 2587 40 2400 3.74 1.50 3590 960 2630 45 2700 3.46 1.38 3737 1080 2657 50 3000 3.23 1.29 3876 1200 2676 55 3300 3.03 1.21 4000 1320 2680 60 3600 2.86 1.14 4118 1440 2678 65 3900 2.72 1.09 4243 1560 2683 70 4200 2.59 1.04 4351 1680 2671 75 4500 2.48 0.99 4464 1800 2664 80 4800 2.38 0.95 4570 1920 2650 85 5100 2.29 0.92 4672 2040 2632 90 5400 2.21 0.88 4774 2160 2614 95 5700 2.13 0.85 4856 2280 2576 100 6000 2.06 0.82 4944 2400 2544 105 6300 1 2.00 0.80 5040 2520 2520 110 6600 1 1.94 1 0.78 1 5122 1 2640 2482 115 6900 1.89 0.76 5216 2760 2456 120 7200 1 1.84 1 0.74 1 5299 2880 2419 3/20/2013 4:48 PM .� NOWMERN ENGINEERING The District at Campus West Stage - Storage Project Number: ,-, - Project Location: =ort Collins, Colorado Calculations By: � Feissner Date: 3/20/2013 Pond No.: .` Required Volume Water Surface Elevation (WSE) Design Point Design Storm Required Volume 0 ft, Design Storm 100-v, Required Volume 2683 ft' Void Ratio 40% �ft. �ft. Contour Elevation (V values) Contour Area Depth Incremental Area Avg End Cumulative Volume Avg. End Incremental Volume Conic Cummulative Volume Conic (%- values) ft k. Ire II ft Fl 5,028,20 717 0.00 0 0 0 0 5,028.40 1982 0.20 270 108 259 104 5.028.60 2365 0.20 435 282 434 277 5,028.80 2366 0.20 473 471 473 467 5,029.00 2368 0.20 473 660 473 656 5,029.20 2370 0.20 474 850 474 846 5,029.40 2372 0.20 474 1040 474 1035 5,029.60 2374 0.20 475 1230 475 1225 5 029.80 2376 0.20 475 1419 475 1415 5,030.00 2378 0.20 475 1610 475 1605 5,030.20 2379 0.20 476 18001 476 1795 5,030.40 2381 0.20 476 1990 476 1986 5,030.60 2383 0.20 476 2181 476 2176 5,030.80 2385 0.20 477 2372 477 2367 5,031.00 2387 0.20 477 2562 477 2558 5,031.20 2389 0.20 478 2753 478 2749 5,031.40 2390 0.20 478 2945 478 2940 5,031.60 2392 0.20 478 3136 478 3132 5,031.80 2394 0.20 479 3327 479 3323 5,032.00 2396 0.20 479 3519 479 3515 5,032.201 23981 0.201 479 3711 479 3706 5,032.40 2400 0.201 480 39031 480 3898 5.032.60 2402 0.20 480 4095 480 4090 5,032.80 2403 0.20 481 4287 481 4283 5,033.00 240bl U.201 4bil 4419 481 4475 5.033.20 24071 0.201 4811 46721 4811 4667 5,034.00 W 5.033.00 5,032.00 5,031.00.-... 5,030.00.` -- - _ 5,029.00 --. .—__.__..--.__. 5,028.00 --- — 5,027.00 0 1000 2000 3000 4000 5000 Cummulative Volume, M. ft. 3/20/20135:06 PM D:IPmjectsl670-00liDminagelDetentioniFDP_Checkl670-001_Defention Pond1Sf8ge_SWW_M8P b The District at Campus West NORTHERN ENGINEERING Developed Coi Orifice Plate Sizing Calculations - ear ve ope Zanri%on eoYear Rir Location Structure 1-7 ' Cells with BLUE text are user inputs Tailwater Elevation (Downstream) 5029.20 100-year WSEL (Upstream) 5031.13 Invert Out 5027.95 Allowable Release Rate 0.40 cis ' Orifice Calculatiom Do = CA(2gH)as ' H 1.80 ft C 065 g .322 ft/s ' Q. 0.4DO cfs Diameter 0.2700 It A 0.06 It A 8.24 ina ' Diameter of Orifice-. 31/4 in 1 3/12/2013 3:47 PM 1 1 i 1 1 NORTHERN ENGINEERING The District at Campus West DETENTION POND CALCULATION; FAA METHOD w/ Ft.Collins IDF Project Number 670-001 Project Location Fort Collins, Colorado Calculations By: H. Feissner Pond No: Underground Storage - Basin 2a Input Variables Results Design Point 2a Design Storm 100-yr Required Detention Volume Developed "C" = 1.00 Area (A)= 0.70 acres 5679 fts Max Release Rate = 0.50 cfs 0.130 aC-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft) (ft) (ft ) 5 300 9.95 6.97 2090 150 1940 10 600 7.72 5.40 3242 300 2942 15 900 6.52 4.56 4108 450 3658 20 1200 5.60 3.92 4704 600 4104 25 1500 4.98 3.49 5229 750 4479 30 1800 4.52 3.16 5695 900 4795 35 2100 4.08 2.86 5998 1050 4948 40 2400 3.74 1 2.62 6283 1200 5083 45 2700 3.46 2.42 6539 1350 5189 50 3000 3.23 2.26 6783 1500 5283 55 3300 3.03 2.12 6999 1650 5349 60 3600 2.86 2.00 7207 1800 5407 65 3900 2.72 1.90 7426 1950 5476 70 4200 2.59 1.81 7615 2100 5515 75 4500 2.48 1.74 7812 2250 5562 80 4800 2.38 1.67 7997 2400 5597 85 5100 2.29 1.60 8175 2550 5625 90 5400 2.21 1.55 8354 2700 5654 95 5700 2.13 1.49 8499 2850 5649 100 6000 2.06 1.44 8652 3000 5652 105 6300 1 2.00 1.40 1 8820 3150 5670 110 6600 1.94 1.36 8963 3300 5663 115 6900 1.89 1.32 9129 3450 5679 120 7200 1.84 1 1.29 1 9274 3600 5674 3/20/2013 4:49 PM The District at Campus West NORTHERN ENGINEERING Developed Condition Orifice Plate Sizing Calculations ear veve op�rfion 3tenuate�r fo ear istori Location Structure 1-6 Cells with BLUE text are user inputs Tailwater Elevation (Downstream) 5032.34 100-year WSEL W pstream) 5034.75 Invert Out 5032.34 Allowable Release Rate 0.50 cfs Orifice Calculation: Do = CA(2gH)0.e H 2.27 ft C 0.b5 g 32.2 tits Q. 0.500 cis Diameter 0.2850 ft A 0.06 ft2 A 9.17 in2 Diameter of Orifice: 3 3/8 in 3/12/2013 3:46 PM I 1 I 1 I 1 I NORTHERN ENGINEERING The District at Campus West DETENTION POND CALCULATION; FAA METHOD w/ Ft.Collins IDF Project Number 670-001 Project Location Fort Collins, Colorado Calculations By: H. Feissner Pond No: MBPs - Basins 2e & 2f Input Variables Results Design Point 2f Design Storm 100-yr Developed "C" = 0.85 Area (A)= 0.47 acres Max Release Rate = 0.95 cfs Required Detention Volume 2521 ft3 0.058 ac-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft) (ft) (ft ) 5 300 9.95 3.98 1343 285 1058 10 600 7.72 3.08 2150 570 1580 15 900 6.52 2.60 2794 855 1939 20 1200 5.60 2.24 3285 1140 2145 25 1500 4.98 1.99 3734 1425 2309 30 1800 4.52 1.81 4150 1710 2440 35 2100 4.08 1.63 4473 1995 2478 40 2400 3.74 1.49 4786 2280 2506 45 2700 3.46 1.38 5082 2565 2517 50 3000 3.23 1.29 5371 2850 2521 55 3300 3.03 1.21 5645 3135 2510 60 3600 2.86 1.14 5913 3420 2493 65 3900 2.72 1.09 6188 3705 2483 70 4200 2.59 1.03 6446 3990 2456 75 4500 2.48 0.99 6708 4275 2433 80 4800 2.38 0.95 6964 4560 2404 85 5100 2.29 0.91 7216 4845 2371 90 5400 2.21 0.88 7468 5130 2338 95 5700 2.13 0.85 7700 5415 2285 100 6000 2.06 0.82 7938 5700 2238 105 6300 2.00 0.80 8184 5985 2199 110 6600 1 1.94 0.78 8415 6270 2145 115 6900 1.89 0.76 8660 6555 2105 120 7200 1.84 0.74 8893 6840 2053 1 3/20/2013 4:49 PM W INORTHERN ENGINEERING The District at Campus West Stage - Storage Project Number: Project Location: Calculations By: Date: 3, 20i2013 Pond No.: Required Volume Water Surface Elevation (WSE) Design Point Design Storm Required Volume fl? Design Storm Required Volume 521 ft' Void Ratio 406 �ft. Contour Elevation (Y values) Contour Area Depth Incremental Area Avg. End Cumulative Volume Avg. End Incremental Volume Conic Cummulative Volume Conic (X- valued ft. ft 5,027.40 107 0.00 0 0 0 0 5,027.60 850 0.20 96 38 84 34 5,027.80 1595 0.20 245 136 241 130 5,028.00 2375 0.20 397 295 394 288 5,028.20 2395 0.20 477 486 477 478 5,028.40 2398 0.20 479 677 479 670 5,028.60 2400 0.20 480 869 480 862 5,028.80 2402 0.20 480 1061 480 1054 5,029.00 2405 0.20 481 1254 481 1246 5,029.20 2407 0.20 481 1446 481 1439 5,029.40 2410 0.20 482 1639 482 1632 5,029.60 2412 0.20 482 1832 482 1824 5,029.80 2414 0.20 483 2025 483 2017 5,030.00 2417 0.20 483 2218 483 2211 5,030.20 2419 0.20 484 2411 484 2404 5,030.40 2422 0.20 484 2605 484 2598 5,030.60 2424 0.20 485 2799 485 2792 5,030.80 2426 0.20 485 2993 485 2986 5,031.00 2422 0.20 486 3187 486 3180 5 031.20 2420 0.20 485 3381 485 3374 3/20/20135:05 PM D:IPro/ectsl670-001IDrainagelDetentionil I Checkl670-001_Detention PondlStage_Storage _MBP 2e & 2/ NORTHERN The District at Campus West ENGINEERING Developed Condition Orifice Plate Sizing Calculations - ear eve ope on iron ftenua[e to - ear Historic mare Location Snucnirr I G Cells with BLUE text are user inputs Tallwater Elevation (Downstream) 1,0,18 no 100-year WSEL (Upstream) 6030 dl Invert Out 1r0:-; "r, Allowable Release Rate :: `,b its Orifice Calculation: Q, = CA(2gH)es H 1.50 it C 065 g 32 2 fvs Q. 0.950 cis Diameter 0.4350 N A 0.15 fil A 21.40 m2 Diameter of Orifice: in 3i12,'2013 3:43 PM NOR7HERN The District at Campus West DETENTION POND CALCULATION; FAA METHOD w/ Ft.Collins IDF Project Number 670-001 Project Location Fort Collins, Colorado Calculations By: H. Feissner Pond No : MBPs - Basin 3d Input Variables Results Design Point 3d Design Storm 100-yr Required Detention Volume Developed "C" = 1.00 Area (A)= 0.45 acres 1444 ft3 Max Release Rate = 1.33 cfs 0.033 ac-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft) (ft) (ft) 5 300 9.95 4.48 1343 399 944 10 600 7.72 3.47 2084 798 1286 15 900 6.52 2.93 2641 1197 1444 20 1200 5.60 2.52 3024 1596 1428 25 1500 4.98 2.24 3362 1995 1367 30 1800 4.52 2.03 3661 2394 1267 35 2100 4.08 1.84 3856 2793 1063 40 2400 3.74 1.68 4039 3192 847 45 2700 3.46 1.56 4204 3591 613 50 3000 3.23 1.45 4361 3990 371 55 3300 3.03 1.36 4500 4389 111 60 3600 2.86 1.29 4633 4788 -155 65 3900 2.72 1.22 4774 5187 -413 70 4200 2.59 1.17 4895 5586 -691 75 4500 2.48 1.12 5022 5985 -963 80 4800 2.38 1.07 5141 6384 -1243 85 5100 2.29 1.03 5256 6783 -1527 90 5400 2.21 0.99 5370 7182 -1812 95 5700 2.13 0.96 5463 7581 -2118 100 6000 2.06 0.93 5562 7980 -2418 105 6300 2.00 0.90 5670 8379 1 -2709 110 6600 1.94 0.87 5762 8778 -3016 115 6900 1.89 1 0.85 5868 9177 -3309 120 7200 1.84 1 0.83 5962 9576 -3614 3/20/2013 4:49 PM NORTHERN ENGINEERING The District at Campus West Stage - Storage Calculation Project Number: Project Location: Calculations By: Date: 3/20/2013 Pond No.: Re wired Volume Water Surface Elevation (WSE) Design Point Design Storm A�J, Required Volume 0 fts Design Storm 100yr Required Volume 1444 fts Void Ratio 40% �ft. �ft. Contour Elevation (Y values) Contour Area Depth Incremental Area Avg. End Cumulative Volume Avg. End Incremental Volume Conic Cummulative Volume Conic (X- values) ft ft. ft ft 5,025.80 270 0.00 0 0 0 0 5,026.00 844 0.20 111 45 106 42 5,026.20 1396 0.20 224 134 222 131 5,026.40 1398 0.20 279 246 279 243 5,026.60 1401 0.20 280 358 280 355 5,026.80 1403 0.20 280 470 280 467 5,027.00 1405 0.20 281 582 281 579 5,027.20 1408 0.20 281 695 281 692 5,027.40 1410 0.20 282 808 282 805 5,027.60 1412 0.20 282 920 282 917 5,027.80 1415 0.20 283 1034 283 1031 5,028.00 1417 0.20 283 1147 283 1144 5,028.20 1419 0.20 284 1260 284 1257 5.028.40 1421 0.20 284 1374 284 1371 5,028.60 1424 0.20 285 1488 285 1485 5,028.80 1426 0.20 285 1602 285 1599 5,029.00 1428 0.20 285 1716 285 1713 3/20/20135:04 PM D:IPm*tsl670-001 lDminagelDetentionlPDP_Checkl670-001_Detention PondlStage_Storage_ ElP 3d W I NORTHERN ENGINEERING The District at Campus West Developed Condition Orifice Plate Sizing Calculations - ear Developed On %On Attenuatedstone Location Building 3 Outlet Structure Cells with BLUE teat are user inputs Tailwater Elevation (Downstream) 5026.62 100-year WSEL (Upstream) 5028.52 Invert Out 5025.62 Allowable Release Rate 1,33 cfs Orifice Calculation: % = CA(29Hoe H 1.65 It C 0 0 g "12 tl/s % 1.330 cts Diameter 0.5000 It A 0.20 le A 28.58 inv Diameter of Orifice: in 3/1212013 3:42 PM I II II 1 I 1 1 1 [1 J# iId 6 0 r E NnrrhwrnF nninwwrinn.rom // 97n.771.41 SR Eco-Venetian Stone TM Pavestone Eco-Venetian Stone'" is the Sustainable solution for modular multiple shape permeable pavements. Its modular square and rectangular shapes with a cleft surface set it apart from other permeable pavement treatments. This texture resembles stone facing and invokes a more natural convention. The Eco-Venetian Stone" larger scales lends itself to stately residential settings and mae expansive commercial applications. Its modular pattern equalizes the scale of any project and is fitting to most any architectural elements. The product is 80mm in thickness with a patented 1/4 inch interlocking joint. This ingenuity is singular to the Pavestone Eco-Venetian Stone" product and insures optimum pavement performance unequaled in the permeable paver industry The unique Eco-Venetian Stone' joint profile allows surface water to infiltrate into the pavement and its sub -layers. With Initial permeability average flow rates of over 350 inches per hour, the Eco-Venetian Stone - product, even with a 90% clogging factor, will still meet the majority of current storm water management plans (SWMP). The structural interlocking capability is achieved by the paving unit having interlocking joints with a minimum of two vertically aligned horizontal interlocking spacer bars on each of its sides. These spacer bars interlock throughout the depth of the block and nest adjacently with neighboring paving units. This optimum interlocking function resists lateral and vertical displacement when the unit is exposed to vehicular loading. The dynamics of pavement stress from traffic are better distributed providing a structurally superior permeable paving system. The horizontal edge to edge dimension is nominally 7mm. This small joint complies dimensionally with current ADA requirements for walking surfaces with spaces no greater than 'h inch. This narrow jointed surface diminishes vibration for wheelchairs and shopping carts when compared to other permeable paving products. Eco-Venetian Stone" can assist in meeting current EPA best management practices and LEED certifications. The Eco-Venetian Stone " product best achieves the balance of aesthetic segmental paving and the function of permeable pavement. COMPOSITION AND MANUFACTURE ' Eco-Venetian Stone " is available in a height at 80mm. It is made from a "no slump" concrete mix made under extreme pressure and high frequency vibrations. Eco-venetian Stone" will meet or exceed ASTM C-936 with an average compressive strength greater than 8000 psi, minimum 7200 psi, and an average water absorption of 5%, maximum of 7%. NOM: ro mm ploia ' heghteremoIesmoddyllgme ASTMC140-Fever MtWKM--the te9 epedmen SlMll be BDx3mm mkk anO.Hmcemry. cut to a specimen sue having a Hoghtmuctvwss (Wdm) Rvq aspect moo of 0.6 - 0.1 1 1 INSTALLATION 1. Excavate unsuitable, unstable or unconsolidated subgrade material. Compact the area, which has been cleared as per the engineers of record (EOR) requirements. Backfill, level and density the open graded aggregates as per the EOR's structural and hydraul� design. 2. Place bedding course of hard and angular material conforming to the grading requirements of ASTM No. 8 or No. 9 to a uniform minimum depth of 1 1/24 (38mm-50mm) screeded to the grade and profile required. ' 3. Install Eco-Venetian Stone'" with joints approximately 1/4". (7mm). 4. Where required, cut pave stones with an approved cutting device to fit accurately, neatly and without damaged edges. ' 5. Tamp pave stones with a plate compactor, uniformly level, true to grade and free of movement. ' 6. Spread a thin layer of hartl angular material conforming to the grading requirem" of ASTM No. 8 or No. 9 aggregate over entire paving area. 7. Make one more pass with plate compactor to nest the aggregate and fill joints to the top. I 8. Sweep and remove surplus joint material. Complete Installation 8 spaciiicatlon details we available by Contacting your Paveslom Sales Ra amemUllve. Note: Permeable pavements require bath civil and hydraulic engineering. All final pavements design shall be approved by a licensed mareer familiar win local site conditions, building Codas and storm water management plans. APPLICATIONS Light Duty Parking Lots • Driveways • Patios • Entrance Areas • Sidewalks • Terraces Garden Pathways • Pool Decks • Pedestrian Malls • Root Gardens PRODUCT INFORMATION Eco-Venetian Stone - is available in a thickness Of 3 1/8" H = 80mm Eco-Venetian Stone'" Combo Nominal Dimensions Giant: 9 3/16" W x 9 3116" L 240mm x 240mm Giant Large Rectangle: 4 7/16" W x 9 3/16" L 120mm x 240m Square: 4 7116" W x 4 7/16" L 120mm x 120mm Med. Rec.: 4 7116" W x 613/16" L 120mm x 180mm Heght/rhickness: 80mm = 31/8" H Stones(Pallet: 240 (48 Sq., 96 Med., 80 Lg. Rec., 32 Giant) Approx. Wt./Pallet: 2.750 lbs. Sq. ft./Pallet: 75 Product Number. 689 Large Rectangle Square Med. Rec. 'Fractional dimensions are nominal. PERMEABLE PAVERS TREATMENT AND DETENTION CONCRETE PavERe Mal 3 1.-an—)r u. TYP ASTIM N0, a OR NO a AGGREWiE AS DPFMNNM e-xMNIUM BE➢MNG coum I tW TO r INS To fnsao1)0CN nTI. ASTM NO. P M No. s AGGRECATE cues l EDGE REsTR/Jln WITH curam iGR DUERFww oRAwAGE YNa'noNnm THICK same ND. 57 STONE OPFN GR.10E➢USE MIN a-(t5nnnl THICK ASTM W l STONE SUBBASE ASIM NO. n STONE MR GRADED PERFOUA D PINE(S) SLOPED TO ORAIN t SOIL NIBCRADE&OPEO TO ORAN \ vlrmMY .OIEmILE PERMEABLE PAVERS TREATMENT CONCRETE PAvERS MIN. a W Rawm(TNICK M ASTM NO. a OR MO. S Ao011EGATE M oPEMw05 cum: EDGE REsrRAIMTwmlcuran FOR OWRIFLOW ORNNGE BEO CW 11R'TOr adorn TO Son.) TREK rnI Am Me, BON No, 5 AS TE) Mw A' (i 5dem)THICK Am N0. 5/ STONE OPEN ONMED BME "N No. 57 STONE OPEN GMOEO PERFORATED wPEn) SLOPED TO MAN BON SUBGMDE SLOPED TOON.IN 0"Mm GEOTECTILE • AOarm, GA: (770) 3le-9881 mAaleo101X Aa (5T2)56e-12B3 n,3 • 11111801-3345 ...� p�VCSTGI�[® cmd •GNIH6,IIG. p011588-4747 • COI@ spingM, col (719) 332.01m Creating Beautiful Landscaper • Uallae/Ft WortlAn(: • 9enveq CO: (817)MI-5802 (303) 287-3700 L —. • Nouston, Tx: (281) 391-720 e www.pavestone.com n]J1120yPoM51aM eamSVny All N,gn16 RYServall inamm ,I,prllvnlg'"Wil",103(rUe I.Ve.u.nSm,RamimM,Mn60t Ne PdH9oMComrdi"� - ham ....... I — "' ICY ICPI Charley Member • Kansas City, NO: (BIG) Ip4Mg0 • Las Vegas, Ng: pat) 221-2700 • New Orion., U: (9e5) eel-S111 • Phoenix, A2: (602) 257-458e • st. Louie/ Cape GOaNeau, MO, (5731332-8312 • sacramental Winters, CA: (5M) 795-4400 �a . UNI-GROUP U.S.A. so Menufvcsoery of UNI Pew, Smnas Design Procedure Form: Permeable Pslremsrt Systems (PPS) 8bset 1 of ] Designer: R. Falaanar Company Northern Engineering was: December 4, HE Project: The District at Campus West Localki Basin lh pa Dee 1. Type d PBrmeabia Pavement Sadion ® No mmeaamn AI What "of auction of permeable pavemanl le used? O panel hormone Set. (Based on the lend use am i cl villes, proximity of adjacent atmefuess and wel el aractaristica) O pal lMlltratlm SNtlm Chpae ogle 8) What type d Veering mums? it P¢P O eomere Gee Payment Or nala�mea O Pama raa 2 Required Sumatra Volume A) Effective Imperviouemss m Ane Tnbutary to Permeable Pavement. 1= 1== 82.0 % B)Tnbufary Area's lmparviousrwas Ram (I=Iv 11 DID) 1- 0" C) Tributary Watershed Ares Araa= 25.Ml sap (including area of mursu bb pavement avid..) D) Area of Permaeble Pavement System As = 1,913 so if (Minimum recommended pelmeeble pavement area x?520 so, it) E) Impervaua Trans, Ratio Rr= 10.3 IMPERVIOUS TRIBUTARY RATIO E%CEE05.: (Contributing Imperviuma Area I Pamlaeble pavement Ratio) F) Water Quality Capture Volume (WQCV)8RmS on 12-hour Drsm Time III 9BB cuff (WQCV - (0.8' (OR1 - is -1.19 - It ♦ 0 TB' 1) 112)' Areal Is goadn toal Volume being added? Choose, One,G) Ores ® ra 3 Depth of Reservoir A) Minimum Depth of Reservoir D—= 54.8 incrim IMumare acommumled depth Is 8 mchea) oxpse Om 8) Is Use slope of themere,ovl5ubgadelnledem actual to 0%'1 O Y� But W Stepped hadlwass ® N0. Slopes Insulation C) Porosity (porous Gravel Pavement 9 0.3. Olhem 4 U.40) P = 0.40 D) Slope ml Me Bane CourrelSubgreda lnledeas Se O.ODS g/B E) Lengln BeMxen Lati Flow Barnes (max = 307,49 it) L = 1.D 11 F) Volume ProWded 9e red an Depth of Base Course V = 3.418 —ruff Flat Or Stepped: V - P • ((D_,Y12) - Ana Sloped: V • P' [ID,w,.10.a'B'aL-0lll lZf' Nas Vo1-n .. o .. undorm dupe 81.nmal new trarnm apaong Cmndele the Volume of each :0, waen rho e.r. 4 Leleml Flow Samen Llama Orc A) Type of Lateral Flow eartiers O Caveh WNk O pac gNlneMran Indlhd normal to haw O She, Hat Imrolletlon B) Number of Permeable Pavement Cells Calls = 1 5. Peometer Berner A) Is A perimeternie bor provided on all aides of the Oloree On ® v6 pavement ,fare? (Recmmmeded for PICP, mean gird pavement, or for any notinphn4on section.) UD-BMP V3.02 MBP-Basin 1 h. PPS 12142012. 11 11 AM I Procedure Form: Permeable Pavement LJ l 1 1 1 1 Dnd,rtar: R.F—ener eompsnY Norms — asset: Decembar G. 2012 Projsct Tne Oisalct at Campus west Lw .e: Bum to 0. Filter Messner and Utaeamin System A) Is me undeNmin placed below a &inch mlck lay, of Cases pie vES CDOT Clan C alter matenal9 O Ito O WA B) Diameter of SI.UW Plpe (.lot dlmenaons per Table PP.2) choose one, 0 4Mm ®bircn C) DlaWnce from the Lowest Es.Wn of me StoaBe Volume y = fl (le. the MR. of the bese comae to me centr 0 me enOcs) 1. Impromeefle Geomembane Liner and (3amestlle Separator Fabric A) le there a mrmmum 00 mil Nick emeneaae PVC aeommetron, Chase! Gte llne,on the bmtom and atlas of me often, inamr4inp up t. the tap ® M of the base mumee O ND e) CDOT Clem S Seprear Fabric Dace end ® plvd dome red Nir d O pleaseems as beaw roe Ihcr e. ouuet (Assume. each ..It has dial., aa.. subgade slope, and length between larval demand (unless subeada Is flat). Calculate cede Indlvldu.11y whaa this A) Depth.1 WOCV in me Rinums lr Do. = 115 mcha. (Elmatlo t of the Flood Control Outlet) B) Donator of Onfice for 12rhour Odin Time Dom, = inraas (Use a himeman ochce diameter of 311 rrhes) Notes ' UD-BMP_v3.02_MBP-Basin 1h, PPS 121412012, 11:11 AM I 117— Design Procedure Form: Permeable Pavement Systems (PPS) - Sheet l of 2 ' Onl,ner: H. Fuccner Company Nonnern Engineering D.R.: Proper: December a, 2012 The clsnm at Campus West ' Lmebw: Basin 1, Clwose Ole 1. Type of Permeable Pavement Seclpn ® Np Illflltratbn A) What lWe of section W permeable pavement Is usetl? O panel LJINNbn Sn]Ipn (Based on the land use and antivuee. picamuly b a Lament ."of... antl soil chersdedslics.) O FAI IMltntpn seIDpn Uowe pre 8) Whet type of wearing coupe? ® PICP O Cwvete GrM Peuemen[ O Pervloos Caesar O parga GnuM 2 Required Storage Volume A) EBecttve Impervkuswss of Aura Tributary to Permeable Pavement. 1. 1• • ago it, B) Tabumry Area's Impemomness Rello (I = 1.1100) t = 0.800 C) Tribulery Welenhed Area Ara.= 17,503 soft (isotopes, area of possessed pavement syIDem) 0) Area of Permeable Pavement System A_ = 1.645 sq h (%serum recommended demised pavement area w 5024 ad, fro E) Imperil TObutsry Ra40 Rr = 718 MPERVIOUS TRIBUTARY RATIO EXCEEDS (Conmbodn, Im,pavue s Area I Permeable Pavement Ratio) F) Wane Ou illly Capture Volume (WOCV) Based an 12-hour Drain Time WOCV = 385 cu it (WOCV - (0.8 - (0.91' ie-1.19' 2 v 0.78.1)I 12) - Areal G) Is flood control volume help added? Char One O YES O NO 3 Depth of Reservoir A) Minimum Depth of Reserver 0—= 500 Inches gill vmum redworm nd.d tlwth Is 6 Mtlles) CappedO B) Is the atop. or the hasurs.sh ubprade intedaw e,udl 100%1 O Y8 FLT or stepped InesIbapn 0 Ro- slweE Iiaffitla4on C) Pal (Pmpus Grovel Pavement 10.3, Deaths, < 040) P • 040 D) Slog. of Me Berth Counelflubplede lDW6e. S = 0.006 fl l a E) Leal Between Lateral Flow Berrien here = 233.N it) L = 60 0 h F) Valume Provided Owed on Depth of Base Coulee V • 2,557 cu B Flat or Stepped: V * P' ((D,w,IV12)' Ana Square: V • P- I(1)ww-(Owrw-6-SL-1))112)Area Volume awumrs uniform slope 8lateml Pow barrier spacing. C.Iculate the vpwme.f each can Indlvidtioll when MI. values 4. Worst Flow Same. choose Ore A) Type of Lateral Flow severs O eowpe wars O wC g¢imaMrare Ihassidd neural to flow O We- Flat Imfalktbn ® other (DmAs)'. B) NumOer of Permeable Pavement Cells Calls = 1 5. penmaleres..r q) Ise panmeter miner provided on en roads of Me CAoose One ®YFs pavement steel (Rdcomm.ded for NICE, mare find pavement or for any O w-efiltntlon .action.) rI 1 1 i UD-8MP Y3.02 MBP-Basin 11, PPS 12/4/2012, 11:12 AM I Design Procedure Form: Permeable Pavement Systems 1 1 I I 1 1 1 1 D..lgn¢ N. Fefasner Company: Northern Engineering Dab: December a. 2012 Pmpdt The District at Campus West Lobbi Basin L 6 Filler Material AM Underdbin System Is the deNraln placed Inside a 6Inch Nick talent of un ChoosA) ES One O re CDOT Clore C filler matenalD O ho OVA B) Diameter of SIMM Pipe (.lot dimensions par Table "A-2) Chase Dre Q 41M1 ® 61rcn C) Distance from the Loweet Eleesd n of Me Storage Volume y • it (i.e. the south of the Mae comae to the Center of the oM ) 1. Impermeable Geomembbne Liner and Geoteklile Separator Fabric A) Is Nara a minimum 30 mil thick impermeable PVC geom ershave choose One Ilmr on Me bottom and .Ides of the basin. extending up to the lap ® YES of Me be. caubel O No BI CDOT Class B SeDerebr Fabric Choose as — ® P. ahrve Ne Ilm O PIwE above and below tM Ilm� B. Ouu t (A.... each ..If has eimder area. fubgmde alone, And length between lateral baniers (unless aobgmde i. net) Calculate can. IMnmuanr wham Me vane..I A) Depth of W OCV In IM Resahms Doc, - 942 mchea (Ele anion of the Flood Control Oullet) B) Diameter of Orifice for 12-hour Oren Time Dora. = inch.. (Use a minimum oMlx diameter of 3's-mche.) Noted UD-BMP v3.02 MBP-Basin 11. PPS 121412012. 11:12 AM Design Procedure Form: Sand Fi@er(SF) Designer: H. Felsaner Company: Northern Engineering Date: January 22. 2013 Project: The District at Campus West Location: Basin 2a 1, Basin Storage Volume A) Effective Imperviousness of Tributary Area, 1. I, = 1D0.0 (100 b If all paved and roofed areas upstream of sand fifter) B) Tributary Area's Imperviousness Ratio (1= Id100) i = 1.000 C) Water Quality Capture Volume (WQCV) Based on 24hour Drain Time WQCV = 0.45 watershed inches WDCV= 0.9' (0,91* i'- 1.19' Ir- 0.78 • 1) D) Contributing Watershed Area (including sand fifter area) Area = 30.S sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vwocv= 1,145 cult Vwocv= WQCV 112' Area F) For Watersheds Outside of the Denver Region, Depth of da = In Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv 0. sa = cu It Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv UNR = cu It (Only If a different WQCV Design Volume is desired) 2 Basin Geometry A) WQCV Depth Dw. = 1.50 it B) Sand Filter Side Slams (Hormonal distance per Lail vertical, Z = 0.00 hill 4:1 or flatto preferred). Use TO d sand filter has vertical walk. C) Mlmimum Fitter Area (Flat Surface Area) Aur, = 255 sq it 0) Actual Filter Area Aar,,„ a = 764 so ft E) Volume Provided VT = 1146 cu ft Choose One 3. Filter Material 18" COOP Class C Filter Matedal O Omer (Explain): 4. UndeMrein System A) Are underdrains provided? Choose One YES Q NO B) Underdrain system on ice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 1.1 tt Volume to the Center of the Orifice li) Volume to Drain In 12 Hours Vol'i= 1.145 cu it iH) Critics Diameter. 3/6' Minimum Do = 0.88 in UD-BMP v3.02 SF -Basin 2a, SF 112212013, 3:12 PM , C 1 1 1 1 1 1 Design Procedure Form: Sand Filter (SF) Designer: N. Feisaner Company: Northern Engineering Date: January 22, 2013 Project: The District R Campus West Location: Basin 2a Sheet 2 or 2 5. Impermeable GeomemDrane Wren and and Geotaxdla SeparatorFabric A) Is an impermeable Ilner provided due to proximity of structures or groundwater contamination? once"'ce'Foe NO 64 Inlet l Outlet Worts A) Describe Me type of energy dissipation at inlet points and means of conveying flows in excess of the WOCV though the outlet Notes: UD-BMP v3.02 SF -Basin 2a, SF 1122/2013, 3:12 PM Design Procedure Form: Permeable Pavement Systems (PPS) shoaa I of 2 , Designer: N, Felaana. Company: Normal Englneedng Deto: December 5, 2012 project: The DkOict at Campos Mat Lpc.tlon: chows o 1 Type of Parmeade Pavement Section ® No mnurmlon AI What type of aedion of p....bar pavement is used? O Portal Infigrahpn Section (Sassed on the land un and acdvens, pwbmiry to all ... M samqure. and soil chereclmISOn.) O Full Inbermon Semen C11oose Oro B) What typo of wearirrg course? ® PIR O Cgvele GrW Prvenent O Pwvpas cnnome O Pawia Weva' 2 Required Slorege Volume A) Effect). Impervloueneaa of Arse Tobutery b Permeable, Pavement. I. le = 59.0 % B) Tributary Ame's Impelwornnan Rolle (1= I.l 100) I = OA90 C) TnbuMry Wournbm Anne Araw= 20.770 sfl (ind.dmg ere. al permeable pavemenl system) 0) Nee of Parmesan Pavement System A,, = 2.2M m fl (Mlydmum recommrrMed perm.able pavement area - 4731 so fl) E) ImparVlWs Tributary Ratio R,v 4.8 IMPERVIDUS TRIBIITMY"M E%CE EDS (ConMbubrg Imparvioos Area ) Pemwable Pavement Raab) F) Water Dually Capture Volume(WGCV) Bawd on 124wur brain Time WOCV= 322 cuff (WOCV - (08' (0.91' I' -1, 19' P + 0.78 -1)112) - Areal G) Is food control volume being added? CMos Ore OYES ® NO 3. Depth of Fi a l A) Movement Depth of Rservarc Den - 36.6 inuores tMinlmum remmm.n depth Ia 6 wlMs) Clore Oro el 1e In. abpa of the reearvwrhubpreM mlerama equal to 0%? O YM RM or stewN ImMMtlw ® No- Metal lrrmea van C) Pomsiy(Poros Gravel Pavement< 0.3. Offers<040) P= 0.40 D) Slope of lee Bse CourawSubgrade In era So 0.005 It IT E) Length Between Lately Flow Sam. (maw=143,11 ft) L = W.0 It F) Volume Provided ahead on Dealt of ft.. Course V = 2981- nu 8 Flat or stepped: V = P - ((D...,Yl2)' Noe Sloped. V - P - ((Dnw. (Dwa' W%-10 / 12j' Area Volume assumes uniform slope 8 Internal flow banner sp.dng. Calculate the volume of each call Individually when this varies. 4. Lateral Flow garners Choose Ore A) Type of Leaned Flow Barren O Urrrde Weib O for gwmmrturarc Ire ahni enamel b lbw O NIA Fuld, YnlallaYm ® Chao feeroe): B) Number of pomposity Pavemsl Cells Cells = 1 5. Pennell Barrier A) is a pedmeler flamer provided on all sides of ew Cnowe One, ®Y pavement d (Recemmededsd for for PICP, mndrele grid pavemenl, or for any � NO no-lnflllrallon section) 1 UD.BMP V3.02 MBP-Benin 2e and 21, PPS IDW2012. 12:00 PM 11 Design Procedure Form: Permeable Pavement Systems (PPS) 11 Designer: R. Feiesner comp.': Northam Enginaermg Deb: December 5, 2012 Project The DlsMct at campus west Local Basins 2e an 6. Rem leeteral end Undwdmin System A) Is the untlemmin placed Dabw a lunch thkk tape ofcapec Dre O COOT Class C filter material? M ONO O WA B)Dlamebr of Slotted Pipe (sail dimensions par Table PP.2) Creaseons O alwN ® 611M C) Distance from the Lowest Elevation of Me Slomge volume y • N (I.e. Ma bottom of the base course to the center of the price) ]. Impermeable Geomemt mne Liner and Geoledile Separabr Fabnc A) Is them a minimum 30 mil Mick Impermeable PVC gewnernmane CIupas One hoer on the When and Wes of the beam. expanding up to the top ®vCs of the base course? O ND 8) COOT Class 8 spiel Fabnc coma one ® lose above the mor O Planed above and Mi. the liner 6 Odell (Amumes east ..If pea similar area, euograde elope, and Isnglh between lateral bam es (unless sublease Is flat). Coleuleb cells individually where this varies.) A) Depth of WOCV in Me Reservoir Da.«.= 519 mcres (Elevation of Me Flood Copped! Cade) 8) OWnsear of Orlece for lTJmur Dawn Time 0—= moss (Dee a mirYmum oMee diamebr a 3/N-inpM1ea Notes: UD-BMP v3,02 MBP-Basin 2e and 2f, PPS 12/5/2012, 12:00 PM 11 Design Procedure Form: Permeable Pavement Systems (PPS) 11 u Designer: N. False-, Cartoon, Norman Engineering Dab: December 4, 2012 ' hapd: The District at Campus West LouBon: asset W Choose One 1. Type of Permeable Pavement Section ® No forma n A) Whattype of.camn N permeable pavement la used. O Panel InONalbn Sam an (Sneed on the land use an0 Vctvlliea, proximity to a0lnconl eWetu(ne and Bail Cha2Ct-vdI..,) O Full MaNatlon Seson Chase 0ne B) What type of weenng mumeT ® ago _ O ease a Enid Pm. O Pervlwa Easton O Pored Emma 2. Required Skaggs, Volume A) ENediu lmpervwudess of Area Tributary to Permeable Pavement, 1. 1== 840 % B) Trio lary Ame's Imperviousness Ratio (I=1.1100) 1 = o.Bm C) Treasury Wahmahad Area AT-,= 1e4a0 aq It (Inducting area al plammud a pavement system) D) Ams of Partial Pavement System Ain = 1.319 sq 11 (Seat ..m... merged penni pavemenl eme . 57U sq n) E) Impervious Tributary Ratio Rr= 11.5 IMPERVIOUS TRIBUI'MY RATIO EXCEEDS.i (Contributing tmpervluos Nee I Permeable Pavement Ratio) F) WBMr Duality Capture Volume (WDCV) Beam on 121wur Dreln Time WOCV = 481 t. It IWDCV • 10.8 - (0,91' is -1.19 - It • 078' 1) 112)' Aden) D) Is Bold mnbd volume being adds l? cmue Bee O YES ® NO 3. Depth of Reservoir A) Minimum Depth of Rese our Dui, = 31.2 mcNea (Minimum recommende0 depM is a inches) ch"'Dw B) Is Me slope of the reaervaldeubgsc a Inte0ace equal to 0%1 OVF Fad or Snippet Insdlkmn ® NO, Sbpal installation q PomsBy (Pamus Gravel Pavement a 0.3, (there c 0.40) P = 0.40 D) Slope of Me Base CourselSubgrade Interlace S = 0.006 B l B E) Length Between Laleml Flow Samers (man = 049.99 n.l L = 85.5 n F) Volume Pdowmd Baud on Depth of Boom Coume V = 1.214 cu n Flat on Stepped V - P - ((Dui„ y12) - Arne Bladed. V=P-((D.-(D.u-WSL-1))1121'Area Volume assiumes, uniform elope a lateral Bow banner stood. Calculate the volume of each cell Individually when this varies. 4. Lowell Flow Semen Dole De A) Type of Lateral Flow Borden O cas me Walls O Pic gMancen a Indent mmiel b(bw O N/e- fyt ancena on ® Onnsr (Desmml: B) Number of Pammable Pavement Cells Cells= 1 5. Panel., Be.., p pmvged On all aides of the A) Ise enmeter Warner ctiume one ®YES Pavement systemp (Remmal for PICP, mnc.M 9no pavame t, or for any ONO .nnnmbon Semimn.) UD-BMP v3.01 MBP-Basin 2e and 2f. PPS 1214a012. 11,13 AM ' Design Procedure Form: Permeable Pavement Systems (PPS) 1 1 1 1 I 1 Designer: Company: Data: proi Location: N. Feiss.. N.M.. Engmeering December 4, 2012 The Distinct at Campus West Basis 34 6, Filler Materiel and Undemmin SWlem A) Is Me undemtaln placed below a B-Inch Mick later of Remo One O COOT Class C filter material? vE5 ONO O WA B)Dl,mebrof SMtied Flux (Nor dimensions per Tables Wr-2) Ohome Orc O 41rcA ® 61MI C) Distance from Ibe Loeesl Elevation of Me Storage Volume y • B 0.e. the batian of the brae, coup, to In. center of In. arlf ce) ?. Impermeable Genmembrane Liner and Genlex0e Separator Fabric A) to Mare a minimum 30 and thick Impairments PVC geomembrene Choose One 1'mer on Me bottom and sides of the beeln, extending up to the hop ® Ws of the base courae? O NO BI COOT Class B SeperaMr Fabric Oxidae0n, (10 Read ebo s the Imar O pie e.m a and any the niter B. Outlet (Assumes each can has similar area, subgrade elope, and length between lateral to mers (unesa subgrade Is net). Calculate Its mentally ¢Ame this vanes.) A) Depen of WOCV in Me NeaMvoir Dweca r 13:00. nurb. (Eleyatkn of the Flood Control Ou leg B) Diameter of OMcs for 12-hour Drell Time Doi inches (Use a minimum orifice diameter of 3IB-Inchea) Nolm 11 UD-BMP_y3.02_MBP-Basin 2e and 21, PPS 12142012. 11 d3 AM N nrth wrnFn nimwrm n.rnm 11 97n.221.415A I' NORTHERN ENGINEERING ' City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 January 17, 2012 ' RE: HEC-RAS summary The District Dear Staff, ADDRESS: PHONE: 970.221.4158 WEtiS�. Fort S. College Ave. Suite 10 wwwnmthernengimenr0.wm Pori Collins, C080524 FAX: 910.221.4159 This Memo is to summarize HEC-RAS modeling that we have done for the proposed development referred to as The District, which is located on Plum Street between Shields St. and City Park Ave. We have run existing and proposed conditions models to represent 100-year water surface elevations prior to the project and after completion of the project. The proposed conditions model is based on preliminary grading plans for the project. As shown on the attached Existing Conditions HEC-RAS Exhibit and Proposed Conditions HEC-RAS Exhibit, we have placed cross -sections at key locations along the length of Plum Street. The majority of our modeling is based on one -foot topography generated from field shots. However some augmentation of data has been supplied by City two -foot aerial topography. All topographic information is related to City of Fort Collins Vertical Datum (unadjusted NGVD-29). The following table shows existing and proposed conditions modeling results. Please see the attached HEC-RAS output for support of this data. 700-yr Section Discharge Min Ch El (cfsl (ft) Existing Cond. Proposed Cond. Cond. Difference W.S. Elev W.S. Elev W.S. Elev (ft) (ft) (ft) 114 232 34.22 35.73 35.8 0.07 112 232 33.62 35 35.04 0.04 110 232 32.73 33.79 34.03 0.24 108 232 31.24 32.54 32.79 0.25 107 232 30.38 31.87 31.89 0.02 106.5 232 30 31.61 31.48 -0.13 106 232 29.7 31.23 31.16 -0.07 105.5 232 28.85 30.41 30.52 0.11 105 232 28.55 30.48 30.43 -0.05 104 232 28.36 30.14 30.26 0.12 103.5 232 27.7 30.29 30.25 0.04 103 232 27.45 30.3 30.3 0 102 232 27.7 30.14 30.14 0 100 232 28.49 29.75 29.75 0 The attached Finished Floor Elevation Exhibit 1 shows finished floor elevations at locations upstream of cross-section 104. The apartment complex at Section 104 maintains 9-inches of freeboard from the proposed condition water surface elevation. All other residences maintain 12-inches or more of freeboard from the proposed conditions 100-year water surface elevations. The attached Finished Floor Elevation Exhibit 2 shows finished floor elevations at locations upstream of cross-section 108. As shown in this exhibit, all residences maintain 12-inches or more of freeboard from the proposed conditions 100-year water surface elevations. Please feel free to contact me with any questions you may have. Sincerely, Northern Engineering Services, Inc. l.'��' L_ Aaron Cvar, PE ,I�ILIHIs W61NfIluJIrviEIN(I,uJ I ;OS � � I t I � � I -+ I � F I• 1 1 1 1 I 3r�tlNWd AlY.] -_1-7 7 }II, z w y lI O ~ I o ~ m —11I Elo Z W O U) U m C� Of oZ I U n r m rod Il -� W nti x m .I 3 W o 0 n � g N v. N � q I r jN� C 0 I 131H I9 •dp i III- O � s z 1 �m o z ox U co mow/ O^ N W J O V Q N m O � Z W ❑ W PIP Ll Nm O IT 1 I N CA I s�3 r IiI�IuI o in �ZZ I w i `•o La W i a — L — zw W - 3nvMWdAIIV v C O . I 1 1 1 I 1 1 1 1 O z 0. � � Z W = II Q J W � m 2 ti W W r V) N_ / C:) F z s_ 1, LL m Z W O W �. fA o L / O m m W 3 1`GIP Y. N e � O I = Of � Y � Q O d N y N p Q' w Yd LAJ W Z L U �Z - I ZW LL`I O I 1 t I I I I 1 71 1I - XN 00 z z w Fill I Q N C u - W W H o = LLJ 0 L_ / W I s � a m o Y z wo w N kpq cl y E u J O 1 c I� . v W = 3 k r a O G � N N u > M Q O v cJ e0 7 y m N 0 e a n y II =w L U � Z O Z ZW GS ,qa9a ltl f APPENDIX D.1 HEC-RAS INPUT AND OUTPUT FILES Hard Copy I t HEC-RAS Version 4.1.0 Jan 2010 ' U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X. X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X' X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA ' Project Title: 670-001 , Project File : 670001.prj Run Date and Time: 1/16/2012 2:43:16 PM Project in English units PLAN DATA Plan Title: existing cond Plan File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.pl4 ,. Geometry Title: Existing Cond Geometry File d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.g01 Flow Title Flow 1 Flow File d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.f01 Plan Summary Information: Number of: Cross Sections = 14 Multiple Openings = 0 Culverts 0 Inline Structures 0 Bridges = 0 Lateral Structures = .0 Computational Information Water surface calculation tolerance - 0.01 ' Critical depth calculation tolerance - 0.01 Maximum number of iterations = 20 Maximum difference tolerance 0.3 Flow tolerance factor = 0.001 ' Computation Options ' Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ' FLOW DATA Flow Title: Flow 1 Flow File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.f01 Flow Data (c1s) River Reach RS PF 1 1 1 114 232 A Boundary Conditions ' River Reach Profile Upstream Downstream ' 1 1 PF 1 Critical ' GEOMETRY DATA Geometry Title: Existing Cond Geometry File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.g01 , CROSS SECTION RIVER: 1 ' REACH: 1 RS: 114 INPUT Description: , Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Ste Elev 0 35.5 45.6 35 51.4 34.62 51.41 34.22 52.5 34.32 71.9 35.22 93.3 35.16 94.39 35.06 94.4 35.46 150 36.8 ' Manning's n Values num= 3 Sta n Val Sta n Val Ste n Val 0 .025 51.4 .016 94.4 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr.- Expan. , 51.4 94.4 89 89 89 .1 .3 CROSS SECTION ' RIVER: 1 REACH: 1 RS: 112 , INPUT Description: Station Elevation Data Ste Elev Sta RUM-- Elev 12 Sta Elev Sta Elev Sta Elev ' 0 35.2 33.1 35 50.3 34 53.2 34.02 53.21 33.62 54.3 33.72 73.8 34.53 104.4 34.38 105.49 34.28 105.5 - 34.68 141.4 36 150 36.5 Manning's n Values num= 3 , Sta n Val Ste n Val Sta n Val 0 .025 53.2 .016 105.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. , 53.2 105.5 150 150 150 .1 .3 CROSS SECTION - ' RIVER: 1 REACH: 1 RS: 110 INPUT ' Description: Station Elevation Data num= 12 Sta Elev Sta Elev Ste Elev Sta Elev Sta Elev 0 33.5 42.1 33 56.1 33.13 56.11 32.73 57.2 32.83 76.7 33.53 96.7 33.01 97.79 33.15 97.8 33.55 106.9 34 ' 112.2 35 150 35 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ' 1 1 1 1 0 .025 56.1 .016 97.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 56.1 97.8 150 150 150 .1 .3 CROSS SECTION ' RIVER: 1 REACH: 1 RS: 108 INPUT Description: Station Elevation Data num- 11 Sta Elev Sta Elev Ste Elev Sta Elev Sta Elev 0 33 72 32 99.6 31.63 102.6 31.54 102.7 31.24 129.4 32.28 142.7 31.9 142.8 32.2 145.8 32.26 177 33 199 33 Manning's n Values num 3 Sta n Val Ste n Val Sta n Val - 0 .025 102.6 .016 142.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan 102.6 142.8 210 210 210 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 107 INPUT Description: Station Elevation Data nun= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 32 119 31 168.01 30.38 188 31.47 206.9 31.1 207.99 31 208 31.4 227.9 32 238.5 32.3 Manning's n Values num- 3 Sta n Val I Sta n Val Sta n Val 0 .025 168.01 .016 208 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 168.01 208 46 46 46 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 106.5 INPUT Description: Station Elevation Data numa 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 31.65 20 30.45 29 30.15 29.1 30 56 31 69 30.6 69.1 31.05 100 32.2 Manning's n Values nu 3 Sta n Val Sta n Val Ste n Val 0 .025 29.1 .016 69 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 29.1 69 67 67 67 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RE: 106 INPUT Description Station Elevation Data num= 9 Ste Elev Sta Elev Ste Elev Sta 19.4 31 26.9 30.1 29.9 30 30 70 30.33 70.1 30.63 73.1 30.7 100 Manning's n Values num= 3 Sta n Val Sta n Val Ste n Val 19.4 .025 29.9 .016 70.1 .025 Bank Sta: Left Right Lengths: Left Channel Right 29.9 70.1 99 99 99 Blocked Obstructions num= 1 Sta L Sta R Elev 19.4 19.4 39 CROSS SECTION RIVER: 1 REACH: 1 RS: 105.5 INPUT Description: Station Elevation Data num= 7 Sta Elev Ste Elev Sta Elev Sta 0 30.65 17 30.65 29 28.85 55 100 30.15 167 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29 .016 77 .025 Bank Sta: Left Right Lengths: Left Channel Right 29 77 42 42 42 CROSS SECTION RIVER: 1 REACH: 1 RS: 105 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta -128 30 0 29.1 25 28.55 56 74.1 30 81 30.5 100 30.85 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -128 .025 25 .016 74 .025 Bank Sta: Left Right Lengths: Left Channel Right 25 74 115 115 115 CROSS SECTION RIVER: 1 REACH: 1 RS: 104 INPUT Description: Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev 25 29.2 29 28.66 29.1 28.36 70.6 . 29.5 97 30.2 Elev Sta Elev 29.7 56.2 30.75 32 Coeff Contr. Expan. .1 .3 Elev Sta Elev 30 77 29.75 Coeff Contr. Expan. .1 .3 Elev Sta Elev 29.9 74 29.45 Coeff Contr. Expan. .1 .3 Sta Elev Sta Elev 57.2 29.38 70.5 29 I ' Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 25 .025 29 .016 70.6 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 29 70.6 89 89 89 .1 .3 ' Blocked Obstructions Sta L Sta R Elev num= Ste L 2 Sta R Elev 25 25 37 97 97 37 CROSS SECTION - ' RIVER: 1 REACH: 1 RS: 103.5 ' INPUT Description: Station Elevation Data num= li Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -60 29 0 28.55 23 28.65 29 27.7 56 29 ' 70 28.5 70.1 29 85 29.15 100 30 118 30 2-33 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -60 .025 29 .016 70 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 29 70 46 46 46 .1 .3 CROSS SECTION ' RIVER: 1 REACH: 1 RS: 103 INPUT Description: ' Station Elevation Data num= 8 Ste Elev Sta Elev Sta Elev Sta Elev Sta Elev -172 29 0 27.9 27 27.45 56 28.83 70 28.55 ' 92 29 100 Manning's n Values 29.3 num= 133 3 30 Sta n Val Sta n Val Sta n Val -172 .025 27 .016 70 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 27 70 79 79 79 .1 .3 ' CROSS SECTION RIVER: 1 REACH: 1 RS: 102 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ' 22.4 28.2 23.5 28.13 28 28.1 28.1 27.7 50 28.82 68.5 29.05 76.5 30 100 31 Maaning's n Values num= 3 Sta n Val Sta n Val Sta n Val 22.4 .025 28 .016 68.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 28 68.5 150 150 150 .1 .3 ' Blocked Obstructions num= 1 Sta L Sta R Elev 22.4 22.4 36 CROSS SECTION RIVER: 1 REACH: 1 RS: 100 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev -88 30 0 29.5 23 29. 27.5 28.99 47.6 28.73 65.6 28.87 65.7 29.37 73.7 29.41 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -88 .025 27.5 .016 65.7 .025 Bank Sta: Left Right Coeff Contr. Expan. 27.5 65.7 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 73.7 73.7 38 SUMMARY OF MANNING'S N VALUES River:1 Reach River Sta. nl n2 n3 1 114 .025 .016 .025 1 112 .025 .016 .025 1 110 .025 .016 .025 1 108 .025 .016 .025 1 107 .025 .016 .025 1 106.5 .025 .016 .025 1 106 .025 .016 .025 1 105.5 .025 .016 .025 1 105 .025 .016 .025 1 104 .025 .016 .025 1 103.5 .025 .016 .025 1 103 .025 .016 .025 1 102 .025 .016 .025 1 100 .025 .016 .025 SUMMARY OF REACH LENGTHS River: 1 Reach River Sta. Left Channel Right 1 114 89 89 89 1 112 150 150 150 1 110 150 150 150 1 108 210 210 210 1 107 46 46 46 1 106.5 67 67 67 1 106 99 99 99 1 105.5 42 42 42 1 105 115 115 115 1 104 89 89 89 1 103.5 46 46 46 1 103 79 79 79 1 102 150 150 150 Ste Elev 27.6 28.49 ' 1 100 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 ' Reach River Sta. Contr. Expan. 1 11 .1 .3 ' 1 1122 .1 .3 1 110 .1 .3 1 108 :1 .3 1 1 107 106.5 .1 .3 ' .1 .3 1 106 .1 .3 1 105.5 .1 .3 1 105 .1 .3 1 109 .1 .3 ' 1 103.5 .1 .3 1 103 .1 .3 1 102 .1 .3 1 100 ' .1 .3 Profile Output Table - Standard Table 1 Reach Eive[ Sta Profile 0 Total Mi. Ch E1 N.S. Rl- Ctit V.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Frentle 0 Chi (c[a) (ft) 1[tl (ft) Ifq (it/ft) Itt/al Uq ft) (ft) 1 114 PF I 232.00 34.22 35.73 35.73 36.03 0.004239 4.96 61.38 105.67 1.00 1 112 PF 1 232.00 33.62 35.00 35.00 35.41 0.005774 5.43 48.67 81.03 16 1 110 PF 1 232.00 32.73 33.75 33.79 34.08 0.006516 5.12 57.15 102.56 9 1 100 PF 1 232.00 31.24 32.59 32.54 32.83 0.005313 5.16 63.12 124.66 1.11 1 107 PP L 232.00 30.38 11.07 31.93 0.003042 2.51 137.!1 200.22 0.50 1 306.5 PF 1 232.00 30.00 31.61 31.84 0.002065 9.26 68.03 83.58 ' I1.]5 1 106 PF 1 232.00 29.70 31.23 31.23 31.64 0.0039B7 5.42 49.38 64.69 1.01 1 105.5 PF 1 232.00 28.85 30.41 30.41 30.72 0.003830 4.87 62.84 131.63 0.97 1 105 PF 1 232.00 28.55 30.48 30.50 0.000239 1.52 214.59 208. 67 0.26 ' 1 104 PF 1 232.00 28.36 30.14 30.41 0.00,795 4.33 61.37 69.86 0.70 1 103.5 PF 1 232.00 27.70 30.29 30.31 0.000101 11.38 261.06 245.44 0.10 1 103 PF 1 232.00 27A5 30.30 30.31 0.000010 0.65 539.02 305.00 B.Os ' 3 102 PF 1 232.00 27.70 30.14 30.29 0.000666 3.22 80.01 57.34 0.45 1 300 PF 1 232.00 2e.99 29.75 39.75 30.09 0.002801 5.00 63.16 117.43 0.86 ' Profile Output Table - Standard Table 2 Reach River Sta Profile E.G. Cl- N.S. El, tel Head Frctn Leas C i E Losa 0 Left p Channel 0 Right Top Width (ft) (ft) (ft) (ft) (ft) (Cfel (Sa) (Cf.) (ft) 1 114 PF 1 36.02 35.73 0.30 0.44 0.01 69.10 161.33 1.57 105.67 1 112 PF 1 35.41 35.00 0.41 0.92 0.03 35.47 194.70 1.83 $1.03 1 110 PF 1 14.08 31.79 0.]0 0.00 0.00 108.62 122.74 0.64 102.56 1 108 PF 1 32.03 32.54 0.29 0.42 0.07 89A4 139.43 3.53 114.66 1 107 PF 1 31.93 31.87 0.05 0.07 0.02 151.97 77. 34 2.69 208.22 1 106.5 PF 1 31.84 31.61 0.23 0.19 0.02 54.60 172.42 4.97 83.58 1 106 PF 1 31.64 31.23 0.41 0.39 0.03 28.04 195.69 9.21 64.69 1 105.5 PF 1 30.72 30.41 0.31 0.03 0.09 25.20 192.67 24.13 131.63 1 105 PF 1 30.50 30.48 0.02 0.06 0.02 150.81 80.63 0.55 108.67 ' 1 104 PF 1 30.41 30.14 0.27 0.02 0.08 11.01 210.76 9.23 69.86 1 103.5 PP 1 30.01 30.29 0.02 0.no 0.00 115.63 102.47 13.91 245.44 1 103 PF 1 30.31 30.30 0.00 0.00 0.01 159.61 55.29 17.10 305.00 1 102 PF 1 30.29 30.14 0.15 0.18 0.02 22.60 204.75 4.64 57.34 1 100 PF 1 30.09 29.75 0.34 27.63 199.94 4.43 117.43 HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: 670-001 Project File : 670001.prj Run Date and Time: 1/16/2012 2:44:02 PM Project in English units PLAN DATA Plan Title: proposed cond Plan File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.p05 Geometry Title: Proposed Cond-12.2011 Geometry File d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.g03 Flow Title Flow 1 Flow File d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.f0I Plan Summary Information: Number of: Cross Sections - 14 Multiple Openings = 0 Culverts - 0 Inline Structures - 0 Bridges 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance - 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Flow 1 Flow File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec2011\670001.f01 Flow Data (cfs) River Reach RS PF 1 1 1 114 232 Boundary Conditions River Reach 1 1 Profile PF 1 Upstream GEOMETRY DATA Geometry Title: Proposed Cond-12.2011 Geometry File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec2011\670001.g03 CROSS SECTION RIVER: 1 REACH: 1 RS: 114 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 35.5 45.6 35 51.4 34.62 51.41 34.22 52.5 34.32 71.9 35.22 93.3 35.16 94.39 35.06 94.4 35.46 103.9 36 150 36.8 Manning's n Values num= 3 Ste n Val Sta n Val Sta n Val 0 .025 51.4 .016 94.4 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 51.4 94.4 89 89 89 .1 .3 Blocked Obstructions num= 1 Sta L Ste R Elev 0 39.4 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 112 INPUT Description: Station Elevation Data num= 12 Sta Elev Ste Elev Sta Elev Ste Elev Sta Elev 0 35.2 33.1 35 50.3 34 53.2 34.02 53.21 33.62 54.3 33.72 73.8 34.53 104.4 34.38 105.49 34.28 105.5 34.68 141.4 36 150 36.5 Manning's n Values num= 3 Ste n Val Sta n Val Sta n Val 0 .025 53.2 .016 105.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 53.2 105.5 150 150 150 .1 .3 Blocked Obstructions num= 1 Ste L Ste R Elev 0 41.2 CROSS SECTION RIVER: 1 REACH: 1 RS: 110 INPUT Description: Station Elevation Data num= 12 Downstream Critical Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 33.5 42.1 33 56.1 33.13 56.11 32.73 57.2 32.83 76.7 33.53 96.7 33.01 97.79 33.15 97.8 33.55 106.9 34 112.2 35 150 35 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 56.1 .016 97.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 56.1 97.8 150 150 150 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 44.1 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 108 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev 0 33 72 32 99.6 31.63 129.4 32.28 142.7 31.9 142.8 32.2 199 33 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 102.6 .016 142.8 .025 Bank Sta: Left Right Lengths: Left Channel 102.6 142.8 210 210 Blocked Obstructions num= 1 Sta L Sta R Elev 0 90.6 40 CROSS SECTION Sta Elev Sta Elev 102.6 31.54 102.7 31.24 145.8 32.26 177 33 Right Coeff Contr. Expan. 210 .1 .3 RIVER: 1 REACH: 1 RS: 107 INPUT Description: Station Elevation Data num= 11 Ste Elev Sta Elev Sta Elev Sta Elev Sta 0 32 11931 168 30.78 168.01 30.38 169.1 188 31.47 206.9 31.1 207.99 31 208 31.4 227.9 238.5 32.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 168 .016 208 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. 168 208 46 46 46 .1 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 156 40 219 238.5 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 106.5 INPUT • Description: Elev 30.48 32 Expan. .3 Station Elevation Data num= •8 . Sta Elev Sta Elev Sta Elev Sta 0 31.65 20 30.45 29 30.15 29.1 69 30.6 69.1 31.05 100 32.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29.1 .016 69 .025 Bank Sta: Left Right Lengths: Left Channel Right 29.1 69 67 67 67 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 17 40 80.1 100 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 106 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta 0 31 26.9 30.1 29.9 30 30 70 30.33 70.1 30.63 73.1 30.7 100 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29.9 .016 70.1 .025 Bank Sta: Left Right Lengths: Left Channel Right 29.9 70.1 99 99 99 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 17.9 40 81 100 40 CROSS SECTION -' Elev Sta Elev 30 56 31 Coeff Contr. Expan. .1 .3 Elev Sta Elev 29.7 56.2 30.75 32 Coeff Conti. Expan. .1 .3 RIVER: 1 REACH: 1 RE: 105.5 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 30.65 17 30.65 32.4 29.32 32.41 28.82 33.5 28.92 55 30 77 29.75 100 30.15 167 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 32.4 .016 77 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 32.4 77 42 42 42 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 27.4 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 105 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 30 128 29.1 153 28.55 184 202.1 30 209 30.5 228 30.85 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 153 .016 202 .025 Bank Sta: Left Right Lengths: Left Channel Right 153 202 115 115 115 CROSS SECTION RIVER: 1 REACH: 1 RS: 104 INPUT Description: Station Elevation Data num= 7 29.9 202 29.45 Coeff Contr. Expan. .1 .3 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 29 29 28.66 29.1 28.36 57.2 29.38 70.5 29 70.6 29.5 97 30.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29 .016 70.6 .025 Bank Sta: Left Right Lengths: Left Channel Right 29 70.6 89 89 89 Blocked Obstructions num= 1 Sta L Sta R Elev 0 14 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 103.5 INPUT Description: Station Elevation Data nwn= 11 Sta Elev Sta Elev Ste Elev Sta 0 29 60 28.55 83 28.65 89 130 28.5 130.1 29 145 29.15 160 293 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 89 .016 130 .025 Bank Sta: Left Right Lengths: Left Channel Right 89 130 46 46 46 Blocked Obstructions num= 1 Sta L Sta R Elev 0 77 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 103 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev 0 29 172 27.9 199 27.45 264 29 272 29.3 305 30 Manning's n Values num= 3 Coeff Contr. Expan. .1 .3 Elev Sta Elev 27.7 116 29 30 178 30 Coeff Contr. Expan. .1 .3 Sta Elev Sta Elev 228 28.83 242 28.55 Sta n Val Sta n Val Sta n Val 0 .025 199 .016 242 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 199 242 79 79 79 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 102 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 22.4 28.2 23.5 28.13 28 28.1 28.1 27.7 50 28.82 68.5 29.05 76.5 30 100 31 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 22.4 .025 28 .016 68.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 28 68.5 150 150 150 - .1 :3 Blocked Obstructions num= 1 Sta L Ste R Elev 22.4 22.4 36 CROSS SECTION RIVER: 1 REACH: 1 RS: 100 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Ste Elev 0 30 88 29.5 ill 29 115.5 28.99 115.6 28.49 135.6 28.73 153.6 28.87 153.7 29.37 161.7 29.41 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 115.5 .016 153.7 .025 Bank Sta: Left Right Coeff Contr. Expan. 115.5 153.7 .1 .3 Blocked Obstructions num= 1 Ste L Ste R Elev 161.7 161.7 38 SUMMARY OF MANNING'S N VALUES Ri•:er:l Reach River Sta. 1 114 1 112 1 110 1 108 1 107 1 106.5 1 106 1 105.5 1 105 1 104 1 103.5 nl n2 n3 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 .025 .016 .025 1 103 1 102 1 100 SUMMARY OF REACH LENGTHS River: 1 Reach River Sta 1 114 1 112 1 110 1 108 1 107 1 106.5 1 106 1 105.5 1 105 1 104 1 103.5 1 103 1 102 1 100 025 .016 .025 025 .016 .025 025 .016 .025 Left Channel Right 89 89 89 150 150 150 150 150 150 210 210 210 46 46 46 67 67 67 99 99 99 42 42 42 115 115 115 89 89 89 46 46 46 79 79 79 150 150 150 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 Reach River Sta. Contr. Expan. 1 114 .1 .3 1 112 .1 .3 1 110 .1 .3 1 108 .1 .3 1 107 .1 .3 1 106.5 .1 .3 1 106 .1 .3 1 105.5 .1 .3 1 105 .1 .3 1 104 .1 .3 1 103.5 .1 .3 1 103 .1 .3 1 102 .1 .3 1 100 .1 .3 Profile Output Table - standard Table 1 seaC6 Rivet Ste Profile 0 Total Min Ch E1 M.E. Elev Ctit N.S. E.G. El, E.G. Slope Val Chnl Fla. Are. Top Width Frouao 0 Chi (cfa) (ft) (it) (ft) (fa) (ft/ft) (ft/a( (eq ft) (ft) / 1 114 PF 1 232.00 34.22 35.80 35.80 36.22 0.004638 5.48 46.79 60.91 1.07 1 112 PF 1 232.00 33.62 35.04 35.04 35.41 0.004718 5.11 49.85 74.10 1.06 1 110 PF 1 232.00 32.73 34.03 34.03 34.44 0.004606 5.44 47.90 62.95 1.06 1 100 PF 1 232.00 31.24 32.79 32.66 33.09 0.002968 4.75 50.17 V8.56 0.87 1 107 PF 1 232.00 30.38 31.89 31.89 32.30 0.004054 5.44 48.11 63.00 1.08 1 106.5 PF 1 232.00 30.00 31.4P 31.41 31.84 0.003527 5.08 51.46 63.10 0.95 1 106 PF 1 232.00 29.10 31.16 31.16 31.57 0.004535 5.47 48.41 63.10 1.06 1 305.5 PF 1 232.00 28.82 30.52 30.52 30.79 0.002996 4.61 70.35 139.60 a.R7 1 105 PF 1 232.00 28.55 30.43 30.46 0.000275 1.58 205.65 208.07 0.27 1 104 PF 1 232.00 28.36 30.26 30.39 0.000880 3.22 86.83 83.00 0.50 G 1 303.5 PF 1 232. 00 17.70 30.25 30.33 0.000325 2.45 134.44 159.29 0.32 1 lOJ PF 1 232.00 27.45 30.30 30.31 0.000020 0.65 539.02 305.00 08 ' 1 102 PF 1 232.00 2].]0 30.14 30.29 0.000666 3.22 80.01 57.39 0.q5 1 300 IF 3 233.00 28.99 29.75 29.75 30.09 0.002802 5.00 63.16 137.43 O,R6 Profile Output Table - Standard Table 2 Reach Rioar Sta Profile E.G. Elev N.S. Elea Vel Head Ftctn Lose C i E lnsa Q Left Q Channel 0 Right Top Width (It.` (ft) (ft) (ft) (£t) (cfal !ofe) (cfa) Ift) 1 114 PF 1 36.22 35.80 0.42 0.42 0.02 37.08 193.69 1.23 60.93 1 112 PF 1 35.41 35.04 0.37 0.70 0.00 35.41 194.29 2.30 74.10 ' 1 110 PF 1 34.44 34.03 0.41 0.55 0.01 42.43 185.07 3.69 62.95 1 l08 PF 1 33.09 32.79 0.30 0.79 0.01 44.83 136.13 11.05 ]].56 1 107 PF 1 32.30 31.89 0.40 0.19 0.01 54.02 110.92 7.06 63.00 1 106.5 PF 1 31.84 31.48 0.35 0.27 0.01 49.40 179.26 3.34 63.10 1 106 PF 1 31.51 21.16 0.42 0-136 0.04 43.06 182.04 6.90 63.10 1 1 105.5 105 PF 1 PF 1 30.09 30.46 30.52 30.43 0.27 0.02 0,03 0.05 0.07 0.01 14.45 150.04 1]9.4] 80.79 38.09 0.47 139.60 208.07 1 104 PF 1 30.39 30.26 0.14 0.04 0.02 49.43 112.10 10J9 83.00 1 1".5 PF 1 In.lt 10.25 n.0a n.oh 0.02 32.74 107,14 )9.13 15o.29 1 103 PF 1 30.31 30.30 0.00 0.00 0.01 159.61 55.29 17.10 305.00 1 102 PF 1 30.29 30.14 0.15 0.10 0.02 22.60 204.75 4.64 57.34 1 100 PF 1 30.09 29.75 0.34 27.63 199.94 4.43 117.43 [1 I 1 1 I 1 1 1 1 1 1 n i 1 0 �0 i NorthernEnaineerina.com // 970.221.4158 I STANDARD OPERATING PROCEDURES (SOPS) 1 A. Purpose In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is 1 essential. Maintenance includes both routinely scheduled activities, as well as non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPS) should clearly identity BMP maintenance responsibility. BMP maintenance is typically the responsibility of the 1 entity owning the BMP. Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either ' publicly or privately. For this project, the privately owned BMPs shown in Section B below are to be maintained by the property owner, homeowner's association (HOA), or property manager. 1 B. Site -Specific SOPs The following stormwater facilities contained within The District at Campus West are subject to SOP requirements: 1 - Directly Connected Downspouts Permeable Modular Block Pavers (MBPs) - Sand Filter (SF) ' Storm Drains and Tree Roots The location of said facilities can be found on the Utility Plans and Landscape Plans for The District at Campus 1 West. Inspection and maintenance procedures and frequencies, specific maintenance requirements and activities, as well as BMP-specific constraints and considerations shall follow the guidelines outlined in Volume 3 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 1 SOP Maintenance Summary Table Stormwater Facility / Ownership / UDFCD Maintenance Reference 1 BMP Responsibility Directly Connected Roof Private Follow guidelines for Roof Gutters and Downspouts. Gutters and Downspouts 1 Permeable Modular Block Private Follow guidelines for Permeable Modular Block Pavers Pavers (MBPs) (MBPs). 1 Sand Filter Private Follow applicable guidelines for the Sand Filter (SF). The complete UDFCD BMP maintenance references listed above, except for the roof gutters and downspouts, can be found in Chapter 6 of Volume 3. Applicable excerpts for "Routine" maintenance requirements of each 1 BMP can be found below. 11 1 1 I Directly Connected Downspouts Many of the downspouts connect directly to the storm drain system. The following SOP generally applies to all direct downspout connections, and more specifically to those which drain directly to the reservoir areas beneath the Modular Block Pavers. At each of these connections, the downspout discharges to a grated sump area and outlet pipe. The outlet pipe discharges directly to the MBP reservoir. The grate and sumps are designed to prevent debris and sediment from entering the MBP reservoir area. Debris and sediment compromise the functionality and effectiveness of the system. , Routine Maintenance Table for Directly Connected Downspouts Required Action Maintenance Objective Frequency of Action Inspect the downspout, grate and sump Inspections to ensure the system functions as it was Routine ' designed. Repair or replace damaged downspouts as needed. Sediment, Debris Remove debris and litter from the grate. Routine — just before annual storm seasons (i.e., and Litter removal Remove sediment from the sump and April/May); at the end of storm season after leaves check that outfall pipe is clear. have fallen; and following significant rainfall events. ' Permeable Modular Block Pavers (MBPs) There are several MBP sections throughout the project serving a critical role in the drainage system. These systems , provide storage and important water quality benefits. Proper maintenance is critical to ensure lasting performance and integrity of the system. The more frequent and diligent , the routine maintenance procedures are, the more likely it is to avoid and/or postpone significant repair and replacement actions. Such major remedies would include removal of the surface pavers to access (and potentially replace) the underlying sub -base material and/or underdrain pipes should either become clogged or otherwise fail to function ' properly. Routine Maintenance Table (Chapter 6, Section 11.0 Permeable Pavement Systems of UDFCD Volume 3) ' Required Action Maintenance Objective Frequency of Action Inspect the pavement condition and ' Inspection observe infiltration either during a rain At least annually. event or with a garden hose to ensure that water infiltrates into the surface. DAs necessary - the frequency depends on use types Debris Removal, Use a regenerative air or vacuum foot traffic only versus vehicle traffic) and Sweeping and sweeper to maintain infiltration rates. patterns as well as specific site conditions such as Vacuuming Replace infill aggregate as needed. tributary basin characteristics. DO NOT apply sand to the MBP surface. Snow Removal Mechanical snow and ice removal As necessary. should be used. If the surface is completely clogged and rendering minimal surface infiltration Full and Partial rate, restoration of surface infiltration Routine — Annual inspection of hydraulic and Replacement of can be achieved by removing the first 1h structural facilities. Also check for obvious problems , the Pavement or to 1 inch of soiled aggregate infill during routine maintenance visits, especially for Infill Material material with a vacuum sweeper. Refill plugging of outlets. the openings with clean aggregate infill , materials. t Sand Filter ' The Sand Filter (SF) is located on the ground floor inside of the parking garage (i.e., Building 2). It receives developed runoff from the uppermost level of the parking structure as well as minor volumes of runoff from a sump area on the ground level. This sump receives runoff from several area inlets within the enclosed ground level parking area. ' Sand Filters have relatively low routine maintenance requirements. Maintenance frequency depends on pollutant loads in runoff, erosion control measures implemented, the size of the watershed and the design of the facility. ' Routine Maintenance Table (Chapter 6, Section 8.0 Sand Filters of UDFCD Volume 3) Required Action Maintenance Objective Frequency of Action Determine if the sand filter is providing Inspection acceptable filtration. Also check for Once or twice annually following precipitation erosion (see below) and repair as events. necessary. Sediment, Debris Remove sediment, debris and litter from and Litter removal the forebay. Remove debris and litter Routine from the entire sand filter surface. Scarify the top two inches of the filter. t Filter Surface After this has been done two or three Scarify -once every two to five years depending on Maintenance times, replenish the top few inches of observed drain times. the filter coarse sand to the original elevation. ' Erosion and Repair basin inlets, outlets and all other Structural Repairs structural components required for the As needed BMP to operate as intended. Storm Drain Lines 1.3 and 1.6 Maintenance Plan ' The storm drain lines (i.e., 1.3 and 1.6) along the north property boundaries are located within four feet of many trees. The situation is unavoidable; therefore, special maintenance has been identified to ensure these storm drain systems perform as they were designed. ' Routine Maintenance Table of Action Use a video camera to inspect the condition of the storm drain pipes. Inspection Cleanout pipes as needed. If the integrity Every two to five years. of the pipe is compromised, then repair the damaged section(s). BMP Maintenance 11.0 Permeable Pavement Systems The key maintenance objective for any permeable pavement system is to know when runoff is no longer rapidly infiltrating into the surface, which is typically due to void spaces becoming clogged and requiring sediment removal. This section identifies key maintenance considerations for various types of permeable pavement BMPs. 11.1 Inspection Inspect pavement condition and observe infiltration at least annually, either during a rain event or with a garden hose to ensure that water infiltrates into the surface. Video, photographs, or notes can be helpful in measuring loss of infiltration over time. Systematic measurement of surface infiltration of pervious concrete, Permeable Interlocking Concrete Pavers (PICP), concrete grid pavement, and porous asphalt' can be accomplished using ASTM C1701 Standard Test Method for Infiltration Rate of In Place Pervious Concrete. ' Porous asphalt is considered a provisional treatment BMP pending performance testing in Colorado and is not included in this manual at the present time. November 2010 Urban Drainage and Flood Control District 6-15 Urban Storm Drainage Criteria Manual Volume 3 BMP Maintenance I 11.2 Debris Removal, Sweeping, and Vacuuming • All Pavements: Debris should be removed, routinely, as a source control measure. Typically, sites that require frequent sweeping already plan for this activity as part of their ongoing maintenance program. For example, a grocery store may sweep weekly or monthly. Depending on the season, city streets also may have a monthly plan for sweeping. This is frequently performed with a broom sweeper such as the one shown in Photo 6-4. Although this type of sweeper can be effective at removing solids and debris from the surface, it will not remove solids from the void space of a permeable pavement. Use a vacuum or regenerative air sweeper to help maintain or restore infiltration. If the pavement has not been properly maintained, a vacuum sweeper will likely be needed. • PICP, Concrete Grid Pavements (with aggregate infill), Pervious Concrete, and Porous ' Asphalt': Use a regenerative air or vacuum sweeper after any significant site work (e.g., landscaping) and approximately twice per year to maintain infiltration rates. This should be done on a warm dry day for best results. Do not use water with the sweeper. The frequency is site specific and inspections of the pavement may show that biannual vacuuming is more frequent than necessary. After vacuuming PICP and Concrete Grid Pavers, replace infill aggregate as needed. 11.3 Snow Removal ■ In general, permeable pavements do not form ice to the same extent as conventional pavements. Additionally, conventional liquid treatments (deicers) will not stay at the surface of a permeable ' pavement as needed for the treatment to be effective. Sand should not be applied to a permeable pavement as it can reduce infiltration. Plowing is the recommended snow removal process. Conventional plowing operations should not cause damage to the pavements. ' • PICP and Concrete Grid: Deicers may be used on PICP, and grid pavers; however, it may not be effective for the reason stated above. Sand should not be used. If sand is accidently used, use a ' vacuum sweeper to remove the sand. Mechanical snow and ice removal should be used. • Pervious Concrete: Do not use liquid or solid deicers or sand on pervious concrete. Deicers can damage the concrete and sand will reduce infiltration. Mechanical snow and ice removal should be used. • Porous Asphalt 2: Use liquid or solid deicers sparingly; mechanical snow and ice removal is preferred. Do not apply sand to porous asphalt. 11.4 Full and Partial Replacement of the Pavement or Infill Material ' PICP and Concrete Grid: Concrete pavers, when installed correctly, should have a long service life. If a repair is required, it is frequently due to poor placement of the paver blocks. Follow industry guidelines for installation and replacement after underground repairs. ' If surface is completely clogged and rendering a minimal surface infiltration rate, restoration of surface infiltration can be achieved by removing the first''/2 to I inch of soiled aggregate infill 2 Porous asphalt is considered a provisional treatment BMP pending performance testing in Colorado and is not included in this manual at the present time. ' 6-16 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Chapter 6 BMP Maintenance material with a vacuum sweeper. After cleaning, the openings in the PICP will need to be refilled with clean aggregate infill materials. Replacement of the infill is best accomplished with push brooms. • Porous Gravel: Remove and replace areas of excessive wear or reduced infiltration as needed. The frequency is dependent on site characteristics including site uses, vegetation, and materials. • Pervious Concrete: Partial replacement of pervious concrete should be avoided. If clogged, power washing or power blowing should be attempted prior to partial replacement because saw cutting will cause raveling of the concrete. Any patches should extend to existing isolatedjoints. Conventional concrete may be used in patches, provided that 90 percent of the original pervious surface is maintained. • Reinforced Grass: Remove and replace the sod cover as needed to maintain a healthy vegetative cover or when the sod layer accumulates significant amount of sediment (i.e., > 1.5 inches). Maintenance and routine repairs should be performed annually, with sod replacement approximately every 10 to 25 years. When replacing sod, use a high infiltration variety such as sod grown in sandy loam. • Porous Asphalt3: Conventional asphalt may be used in patches, provided that 90 percent of the original permeable surface is maintained. 12.0 Underground BMPs Maintenance requirements of underground BMPs can vary greatly depending on the type of BMP. Frequent inspections (approximately every three months) are recommended in the first two years in order to determine the appropriate interval of maintenance for a given BMP. This section provides general recommendations for assorted underground BMPs. For proprietary devices, the manufacturer should provide detailed maintenance requirements specific for the BMP. 12.1 Inspection All Underground BMPs: Inspect underground BMPs at least quarterly for the first two years of operation and then twice a year for the life of the BMP, if a reduced inspection schedule is warranted based on the initial two years. Specifically look for debris that could cause the structure to bypass water quality flows. Strong odors may also indicate that the facility is not draining properly. Inspection should be performed by a person who is familiar with the operation and configuration of the BMP. Inlet Inserts: Inspect inlet inserts frequently; at a minimum, inspect after every storm event exceeding 0.6 inches. Removal of flow blocking debris is critical for flood control. 12.2 Debris Removal, Cartridge Replacement, and Vacuuming All Underground BMPs: Follow the manufacturer's recommended maintenance requirements and remove any flow blocking debris as soon as possible following inspection. 3 Porous asphalt is considered a provisional treatment BMP pending performance testing in Colorado and is not included in this manual at the present time. . November 2010 Urban Drainage and Flood Control District 6-17 ' Urban Storm Drainage Criteria Manual Volume 3 lI BMP Maintenance Chapter • Filter Cartridges: Inspection of filter cartridges is recommended twice yearly. Replacement of filter cartridges is anticipated on an annual basis. Depending on site characteristics, the replacement frequency may be extended to no less than once every three years. However, semi-annual inspection should continue to ensure that proper function of the system is maintained. Maintenance is required ' when any of the following conditions exist: o If there is more than 4 inches of accumulated sediment on the vault floor. o If there is more than '/4 inch of accumulation on the top of the cartridge. o If there is more than 4 inches of standing water in the cartridge bay for more than 24 hours after the end of a rain event. o If the pore space between media granules is full. ' o If inspection is conducted during an average rainfall event and the system remains in bypass condition (water over the internal outlet baffle wall or submerged cartridges). o If hazardous material release (automotive fluids or other) is reported. o If pronounced scum line (> 1/4" thick) is present above top cap. o If system has not been maintained for three years. ' Hydrodynamic Separators: Vacuum units at least once annually and more frequently as needed, based on inspections. ' 13.0 References CONTECH Stormwater Solutions. 2007. StormFilter Inspection and Maintenance Procedures. ' www.contech-cpi.org. Koski, T. and Skinner, V. 2003. Colorado State University Extension. Fact Sheet no.7.202, Lawn Care. ht!p://www.ext.colostate.edu/pubs/garden/07202.html. Law, N.L., K. DiBlasi, and U. Ghosh. 2008. Deriving Reliable Pollutant Removal Rates for Municipal Street Sweeping and Storm Drain Cleanout Programs in the Chesapeake Bay Basin. Center for ' Watershed Protection. Prepared for U.S. EPA Chesapeake Bay Program Grant CB-973222-01: Ellicott City, MD. www.cpw.org. Wright Water Engineers, Inc., Wenk Associates, Muller EngineeringCompany, Inc., Matrix Design Group, and Smith Environmental. 2004. City and County of Denver Water Quality Management Plan. Denver, CO I ' 6-18 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 BMP Maintenance Chapter 6 8.0 Sand Filters Sand filters have relatively low routine maintenance requirements. Maintenance frequency depends on pollutant loads in runoff, the amount of construction activity within the tributary watershed, the erosion control measures implemented, the size of the watershed, and the design of the facility. 8.1 Inspection Inspect the detention area once or twice annually following precipitation events to determine if the sand filter is providing acceptable infiltration. Also check for erosion and repair as necessary. 6-12 Urban Drainage and Flood Control District November 2010 ' Urban Storm Drainage Criteria Manual Volume 3 e BMP Maintenance FJ I 1 _, F I I 8.2 Debris and Litter Removal Remove debris and litter from detention area to minimize clogging of the media. Remove debris and litter from the overflow structure. 8.3 Filter Surface Maintenance Scarify the top 2 inches of sand on the surface of the filter. This may be required once every two to five years depending on observed drain times. After this has been done two or three times, replenish the top few inches of the filter with clean coarse sand (AASHTO C-33 or CDOT Class C filter material) to the original elevation. Maintain a minimum sand depth of 12 inches. Eventually, the entire sand layer may require replacement. 8.4 Erosion and Structural Repairs Repair basin inlets, outlets, and all other structural components required for the BMP to operate as intended. Repair and vegetate any eroded side slopes as needed following inspection. ' November 2010 Urban Drainage and Flood Control District 6-13 Urban Storm Drainage Criteria Manual Volume 3 NORTHERN APPENDIX F ENGINEERING 1 1 1 i 1 1 1 1 i 1 1 i 1 1 1 PVC Geomembrane QA/QC Manual kt-A.Immola OLINING ERNATIONAI�OIAIIAD Colorado Lining International Parker CO 80138 800-524-8672/303-841-2022 Fax: 303-841-5780 www.coloradolining.com 1 TABLE OF CONTENTS - PAGE 1 SECTIONI.................................................................................................... 3 1 GENERAL INFORMATION.................................................................... 3 TERMINOLOGY....................................................................... 3 MANUFACTURING PVC SHEET ................................................. 3 FACTORY FABRICATION OF SEAMS .......................................... 3 FIELD INSTALLATION............................................................... 4 SECTIONII................................................................................................... 4 1.0 QUALIFICATION REQUIREMENTS: , MANUFACTURER, FABRICATOR AND INSTALLER ...................... 4 2.0 QUALITY CONTROL REQUIREMENTS OF THE PVC , GEOMEMBRANE MANUFACTURER .......................................... 4 3.0 FACTORY FABRICATION AND QUALITY CONTROL .................... 4 3.1 ROLL GOODS MATERIAL TESTING ............................... 4 , 3.2 FABRICATION (IN -FACTORY WELDING) ......................... 5 3.3 IN -FACTORY SEAM TESTING AND REQUIREMENTS........ 3.4 PANEL LAYOUT PLACEMENT DRAWINGS ...................... 5 5 , 3.5 PACKAGING, SHIPPING AND LABELING ......................... 5 3.6 DOCUMENTATION....................................................... 6 4.0 FIELD INSTALLATION PROCEDURES ....................................... 6 , 4.1 HANDLING AND STORAGE REQUIREMENTS .................. 6 4.2 MEETINGS.................................................................. 4.3 SUBGRADE PREPARATION DETAILS ............................ 6 6 , 4.3.1 SURFACE CONDITION ....................................... 6 4.3.2 GROUND WATER ELEVATION ............................ 7 4.3.3 ANCHOR TRENCHES ........................................ 7 4.3.4 GAS VENTING .................................................. 7 , 4.3.5 SOIL STERILIZATION .......................................... 7 4.3.6 SUBGRADE ACCEPTANCE ................................. 7 4.3.7 SUBGRADE MAINTENANCE ................................. 7 4.4 DEPLOYING THE LINER ................................................ 7 4.4.1 TEMPERATURE CONSIDERATIONS ..................... 7 4.4.2 LINER LOADING ................................................ 8 4.4.3 LINER TRAFFIC ................................................ 8 ' 4.4.4 "RELAXED" INSTALLATION ................................. 8 4.4.5 DEPLOYMENT SCHEDULE ................................. 8 4.5 ANCHORING SYSTEMS ................................................. 8 4.6 SEAMING AROUND PENETRATIONS .............................. 8 4.7 FIELD WELDING METHODS .......................................... 9 4.7.1 THERMAL WELD ......................................................... 9 4.8 PATCHES AND REPAIRS .............................................. 9 , 4.9 NON-DESTRUCTIVE SEAM TESTING ............................. 9 4.9.1 AIR LANCE TEST (ASTM D4437).................................... 10 4.10 DESTRUCTIVE SEAM TESTING .................................... 10 4.11 SAMPLE CUSTODY ..................................................... 11 4.12 SOIL COVER PLACEMENT PLAN ................................. 11 4.13 DAILYLOG................................................................ 11 [1 1 LJ I 11 SECTION I GENERAL INFORMATION TERMINOLOGY The following definitions will be used throughout this document. PVC Geomembrane Manufacturer _The party responsible for compounding the PVC (Poly Vinyl Cloride) and production of the PVC sheet or geomembrane. PVC Geomembrane Fabricator _The party who receives the PVC sheet from the PVC Manufacturer and who is responsible for welding the sheets, through factory fabrication using controlled welding methods, into PVC geomembrane panels. Colorado Lining International — 800-524-8672 PVC Geomembrane Installer -The party responsible for placing and/or joining PVC geomembrane panels in the field or on the job site. Colorado Lining International — 800-524-8672 PVC sheet - The product of the PVC manufacturer, typically 2.164-m (7.1 feet) to in width provided on rolls to the fabricator. PVC geomembrane or PVC panels or PVC geomembrane panels -The term applied to multiple PVC sheets that have been welded together, through factory fabrication, under controlled conditions. The actual size of the panels will depend upon weight, mil thickness, and design configurations. Sample -The piece of liner taken for testing or archival material. It is usually large enough to contain specimens for a series of tests. ' Seam -The completed process of welding. Specimen -The term applied to an individual part of a sample. Typically there are ten specimens taken from each sample. It is a specific piece of a sample upon which a test can be performed. Welding -The process whereby two sheets of PVC are joined together. MANUFACTURING PVC SHEET A PVC geomembrane sheet is manufactured by the calendaring process. The calendaring process is a continuous extrusion of PVC compound between pairs of rotating cylinders. Most calendars in North America have four rolls, although calendars can have anywhere from three to six rolls. To assure the quality of the finished raw material, the quality of each of the raw materials must i be checked by the PVC geomembrane manufactuer. Only virgin, first grade raw materials are acceptable. The primary raw materials used in PVC geomembranes are PVC resin, plasticizer and stabilizer. rEach roll must conform to the specification outlined in the most current version of the PI specification for geomembranes. FACTORY FABRICATION OF SEAMS The fabricator is responsible for welding the material together. The majority of the welding of the PVC geomembrane is done in the factory. The obvious advantage to factory fabrication is that the seaming is done under controlled conditions and the fabricator can control the environmental factors. Furthermore, mechanical factors are preset and easily monitored. Panels are custom fabricated to a specific width and length per project. Colorado Lining International — 800-524-8672 FIELD INSTALLATION The PVC is fabricated into large panels, which means the number of field welds is reduced significantly. On a typical project the field seaming is reduced by as much as 80% over non -flexible geomembranes. PVC liners generally can be installed much more quickly than a liner in which all of the welding must be done in the field. The size of the panel varies with the thickness of the material being used. The weight of the panel is the controlling factor in how large a panel can be. Colorado Lining International 800-524- 8672 , SECTION II PVC QUALITY CONTROL SPECIFICATION 1.0 QUALIFICATION REQUIREMENTS: MANUFACTURER, FABRICATOR, AND INSTALLER The PVC Manufacturer of the roll goods from which the liner is fabricated must have successfully , produced a minimum of 2,000,000 square meters (20,000,000 square feet) that meets the current PVC Geomembrane Institute specifications. ' The PVC geomembrane Fabricator shall have assembled a minimum of 200,000 square Meters (2,000,000 square feet) for containment purposes. Colorado Lining International 800-524-8672 The PVC geomembrane Installer shall have installed a minimum of 100,000 square meters ' (1,000,000 square feet) of PVC geomembrane and be an IAGI member. Colorado Lining International — 800-524-8672 ' Evidence of experience shall include a list of completed facilities totaling at least the above number of square feet per category. The list should include the name and the purpose of the facility, location, geomembrane thickness, total square footage of the installation, date of installation, owner or project manager and engineer or designer. This list should include the , contact name and telephone number of the appropriate person who can discuss this project. 2.0 QUALITY CONTROL REQUIREMENTS OF THE PVC GEOMEMBRANE MANUFACTURER ' The PVC sheet material produced must be uniform in color, thickness, and surface texture. The sheet must be free of pinholes, blisters, and undistributed raw materials. PVC material must have uniform edges. The use of water-soluble compound ingredients is prohibited. The manufacturer must produce geomembranes to meet the. manufacturer's specifications. The PVC sheet material shall have minimum property values. The following are the tests , conducted on the finished lining materials. Testing is done at standard temperature and humidity conditions. These tests are conducted after the material has been allowed to age for 24 to 48 hours. This allows the samples to obtain at least 95 percent of the full physical properties. A sample from each lot of PVC geomembrane representing approximately 10,000 pounds is retained for testing. The samples are checked and the results must meet the manufacturer's specification for PVC Geomembrane. 3.0 FACTORY FABRICATION AND QUALITY CONTROL 3.1 ROLL GOODS MATERIAL TESTING , The Manufacturer of the liner material shall provide certification to the Fabricator that the material ' meets minimum property values as detailed in the manufacturer's specifications. Any lot of materials that does not meet this specification will be rejected by the Fabricator. The Fabricator may spot check the certified values. This audit may be conducted according to the procedures as specified in the Fabricator's quality control documents. , In addition, the edges of the PVC material must lay flat. This is necessary in order to achieve a =J I conforming weld. 3.2 FABRICATION (IN -FACTORY WELDING) ' PVC geomembranes sheets are typically transported in rolls. The rolls are welded together and tested for seam integrity by the Fabricator before going to the job site. The panel is then packaged and labeled according to Section 3.5 of this document. Colorado Lining International — 800-524-8672 1 The thermal method works on the principle of using heat to melt the interface surface of the two sheets being fused. Pressure is applied to assist with the fusion. The heat source can be provided by a wedge, bar, band, or hot air. Chemically fused seams are used for patching or short runs only. Chemically fused seams are made by first overlapping the PVC liner material and then placing a controlled application of chemical fusion agent between the two sheets. Pressure is applied to adhere the sheets and any excess fusion agent that may seep from between the seams is wiped off of the liner. Then a roller or paddle is used to disperse the fusion agent and eliminate any air bubbles. The chemical fusion agent gradually dissipates after the seam is made. Chemically fused seams require the use of either a bodied (thickened) or non -bodied chemical fusion agnet. Bodied fusion agnets are thickened with materials commone to the geomembrane itself. 3.3 IN -FACTORY SEAM TESTING AND REQUIREMENTS The finished seams will be tested at a minimum once every 4 hours or once per fabricated panel, which ever is more frequent. The following quality control tests will be conducted on each sample. PROPERTY TEST METHOD VALUE Bonded Seam ASTM D751 80% of specified tensile strength Peel Adhesion Test ASTM D413 20 Ibs/inch Machine Method Type A If a sample fails,. the Fabricator should immediately determine why the seam failed and take necessary corrective measures. A second sample is then taken. If it passes, then the panel passes provided any problems have been corrected. If it fails, then the seam is removed and a new seam constructed. ' The results of testing must be documented and available to the owner and/or engineer responsible for the project. The fabricator shall provide, at the request of the engineer, copies of all Test Logs prepared for the Project. The Fabricator, within a reasonable period of time, will provide to the Engineer, manufacturer material certifications and/or copies of the quality control test results for all panels to be used, verifying conformance with this specification for PVC geomembranes. The location of any defects and repairs and all necessary retesting results will also be documented in the certification. All testing equipment (both laboratory and field equipment) must be recalibrated on an annual basis by a qualified third party. 3.4 PANEL LAYOUT PLACEMENT DRAWINGS The proposed panel layout placement diagrams will be provided to the Engineer and/or the Owner by the Installer prior to material being delivered to the job site. The proposed panel placement should show seam direction and panel sizes drawn to scale. ' Placement of the PVC liner will not begin until the proposed panel layout diagram has been approved by the Engineer/Owner, including changes made at the job site. ' S Each panel should be given an identification number or letter and labeled with the size of the panel. This information is put on both the finished panel and on the outside of the packaging. This helps to ensure proper placement of the panel during deployment. 3.5 PACKAGING, SHIPPING AND LABELING Fabricated PVC panels are accordion -folded in both directions and rolled on a 6" core. Rolled panels are wrapped with a shrink film plastic and are moved by use of the 6" core. Custom or site specific packaging, while not frequently done, may be specified by the Engineer and/or Owner in advance. The panel shall be packaged so as to prevent damage during shipping. The outside of the packaging shall be labeled in order to properly place the panel on the job site. Each panel should also be labeled with panel size, and identification of panel for field placement. All markings should be done with permanent marking pens or permanent stamps. 3.6 DOCUMENTATION The Fabricator and Installer will provide experience statements as detailed in Section 2.0 above. The Fabricator will provide the Manufacturer's Certification that the liner material meets the manufacturer's specifications. Additionally, the Fabricator, within the reasonable period of time, will provide copies for the Factory Seaming Test Logs that are appropriate to the panels being shipped to the job site. Each panel should have a history of what tests were performed and what the test results were. 4.0 FIELD INSTALLATION PROCEDURES 4.1 HANDLING AND STORAGE REQUIREMENTS The panels that are delivered to the job site are off loaded from the trailer by either forklift or cradle style using slings/chains and a handling bar. If the panels are not to be deployed immediately, the Owner will be responsible for providing storage and on -site security. The geomembrane must be stored so it is protected from puncture, moisture, mechanical abrasions, or other conditions, which may cause damage. The panels must remain in their original, unopened containers. 4.2 MEETINGS A Pre -Construction Meeting should be held prior to liner placement. The purpose of this meeting is to identify the responsibility and authority of the various parties involved. Additionally, any changes in the procedures that may be necessary should be discussed at this time. The meeting should be attended by Owner/Engineer Representatives, COA party; and the liner installer's Project Manager. Progress Meetings should be held from time to time as is necessary to resolve problems and maintain the lines of communication. 4.3 SUBGRADE PREPARATION DETAILS The General Contractor or the Earthwork Contractor shall be responsible for preparing and maintaining the subgrade in a condition suitable for installation of liner. Special care must be taken to maintain the prepared soil surfaces. Any damage to the surface caused by weather conditions or I other conditions must be repaired by the Earthwork Contractor. The installer will submit to the Owner/Representative, prior to installing the geomembrane material, written approval of the subgrade surface on which the liner will be installed. ' 4.3.1 SURFACE CONDITION All surfaces in contact with the liner must be free of sharp stones, stones over 3/8 inches ' in diameter, sticks and other debris that can puncture or tear the liner. No standing water, mud, snow or excessive moisture should be on the subgrade when the liner is deployed. Sub -grade should be constructed of a firm stable material compacted to a 95% proctor. Slopes should be between a 3 to 1 and 4 to 1 slope ratio. It is recommended that cover ' soils be tested by a lab for friction angle interface before use. If there is any deviation in this practice, the engineer must approve the deviation in writing. 4.3.2 GROUND WATER ELEVATION If the liner will be installed at an elevation below the current or possible ground water elevation, the Owner is responsible for providing an adequate under drain system. It is the responsibility of the project designer to ensure the under drain is appropriate for the project. ' 4.3.3 ANCHOR TRENCHES The anchor trench shall be excavated by the General Contractor or the Earthwork ' Contractor prior to geomembrane placement. Anchor trenches excavated in clay soils susceptible to desiccation cracks should be excavated only the distance required for that day's liner placement to minimize the potential desiccation cracking of the clay soils. ' 4.3.4 GAS VENTING There is a possibility of the gas forming under the liner, a proper venting system must be designed. Speak with your CLI representative for suggested conceptual details on gas ' vents that may be used in a liner system. Specific projects may require different venting systems. It is the responsibility of the Project Designer to ensure if a gas venting system is appropriate for the design. ' 4.3.5 SOIL STERILIZATION Sterilize areas containing nut grass, quack grass or other potentially harmful plant life. It is the responsibility of the Project Designer to check with the manufacturer of the sterilent 1 to ensure that the chemicals used are compatible with the liner material. Apply sterilent according to manufacturers' directions 48 hours prior to liner installation. 4.3.6 SUBGRADE ACCEPTANCE Immediately prior to installation of the designated geomembrane, soil surface will be noted by the installer. No geomembrane material will be placed on a subgrade surface that has become visibly softened by water, or overly dried, until it has been properly reconditioned and/or recompacted. ' 4.3.7 SUBGRADE MAINTENANCE Compaction specification will be determined by the Project Designer. The subgrade/soil surface will be maintained by the Earthwork Contractor. 4.4 DEPLOYING THE LINER The PVC geomembrane will be deployed in such a manner as to minimize handling. The liner shall be placed in a relaxed condition and shall be free of tension or stress upon completion of installation. The liner is not to be stretched. 4.4.1 TEMPERATURE CONDITIONS The liner is generally deployed when the ambient temperature is above 00C (32°F) or below 500C (1220F). If the material is deployed at temperatures outside this range, it can be done with the permission of the Engineer and/or Owner. If the material will be installed at temperatures outside of this range, special installation considerations should be agreed upon in advance. A geosynthetic installer's cold weather -seaming plan should be written into the specifications if there is a concern that the job will be extended into cold weather. PVC liners have been installed in temperatures lower than 00c (320f); however, special installation guidelines must be followed. These guidelines are beyond the scope of this manual. It is suggested that a cold weather installation plan be agreed upon in advance. 4.4.2 LINER LOADING Temporary ballasts can be put into place to hold the liner if the wind is a concern. Sandbags or other equivalent means to prevent uplift (i.e. tires) may be used. However, care should be taken to be sure there are no sharp edges that may tear or puncture the liner. Geomembrane panels which have been displaced by wind should be inspected and approved by the Engineer on site. If the geomembrane has been damaged by wind uplift, the damage should be repaired by patching those sections torn, ripped or punctured. Patching methods are described in section 4.8 below. 4.4.3 LINER TRAFFIC Materials or equipment shall not be dragged across the surface of the liner. Any portion of the liner damaged during installation, by any cause, shall be repaired by using an additional piece of PVC lining. All parties walking or working on the liner shall wear shoes that will not damage the liner. No vehicles, other than those approved by the installer, are allowed directly on the geomembrane. Small rubber tired equipment with a ground pressure not exceeding 35 kPa (5psi). Only equipment required during installation and for testing should be allowed on the liner. 4.4.4 "RELAXED INSTALLATION" Minimum wrinkles will be allowed to insure the liner is installed in a "relaxed" condition. Excessive wrinkles which overlap themselves will not be allowed. 4.4.5 DEPLOYMENT SCHEDULE Only those panels which can be seamed together in the same day should be deployed. The soil covering operation can begin as soon as the seams have been approved. 4.5 ANCHORING SYSTEMS ' It is the responsibility of the Project Engineer to ensure that the anchoring systems are appropriate for the job. A typical anchor trench is 45 cm vertical by 30 cm horizontal (1.5 foot vertical by 1 foot horizontal). Some variations may be necessary due to design ' considerations and site specific needs. 4.6 SEAMING AROUND PENETRATIONS ' The PVC membrane shall be sealed to all concrete structures and other openings through the lining in accordance with details shown on the engineer -approved shop drawings. Factory and/or fabricated pipe boots shall be used to seal all pipes penetrating the liner. ' All joints shall be tightly bonded. 4.7 FIELD WELDING METHODS All welding methods require that the seaming surfaces must be clean and dry. If the liner needs to be cleaned: clean, dry rags may be used. The welding operation requires a firm, smooth subsurface. Any conditions that make it difficult to weld must be adjusted prior to welding. Trial welds are to be conducted by the technicians prior to each welding period. All trial welds will be conducted under the same conditions as will be encountered during the actual welding. Weather conditions will affect the welding process. Welding is best performed when sheet ' temperature is between 100C (50°F) and 400C (1050F). If the temperature is higher than 400C (1050F), welding may continue, however changes in the welding process may be necessary. If the temperature is lower than 100C (50°F) extra care needs to be taken for cold weather installation. This may, although not always, involve building a shelter from the natural elements. Other methods, such as pre -heating the liner prior to welding, may be deemed necessary by the PVC installer. Increased quality control measures may be necessary under cold weather circumstances. The weather conditions that the welding was performed in should be documented. ' Care should be taken to avoid "fishmouths" in field seams. When "fishmouths" do occur, slit the liner out far enough from the seam to dissipate the "fishmouth". Overlap the edges and then weld together and patch a large enough area so that the sheet lays flat once ' patched. 4.7.1 THERMAL WELD ' Thermal welds are made using a hot wedge welder. The minimum seam width for hot wedge welding is a nominal 2.5-cm (1-inch). The wedge is electrically heated and passes between two sheets of liner. As it melts, the surface pressure is applied and the seam is formed. These machines have automated control of temperature, speed of travel and the amount of pressure applied. The temperature and travel rate settings used to construct a seam should be documented. ' 4.8 PATCHES AND REPAIRS Place a patch of the same material with a minimum of 150-mm (6 inches) overlap over ' the damaged area. The patch should have rounded corners. Apply heat to damaged membrane; place the patch over the damaged area; and apply pressure to the two surfaces in order to achieve intimate contact between the liners. The bonded area of the patch perimeter should be a nominal 100-mm (4 inches). Cap stripping is the method of bonding a separate strip of the parent material over the seamed edge. Cap stripping may be used to repair an extended length of seam. Caps ' shall extend a minimum of 150-mm (6 inches) beyond the limits of the nonconforming seam and all corners shall be rounded. The bonded area of the cap -strip perimeter should be a nominal 100-mm (4 inches). A cap -stripped section must be nondestructively 1 9 tested as outlined in Section 4.9. This method can be achieved by using a hand held heat gun and thermally welding the patch or cap -strip. 4.9 NON-DESTRUCTIVE SEAM TESTING Non-destructive seam testing is meant to verify the continuity of field seams. Generally, non-destructive testing is done as the seaming progresses or as soon as the seam has cured. One hundred percent of the field seams are non-destructively tested in the field as are patches and appurtenances. Mark any areas in need of repair or patching with a permanent -marking pen. Any seams found not to be bonded need to be repaired and re -tested. Patches and cap stripping must be non-destructively tested. All seams tested and found to be acceptable should be marked with a permanent marker to provide proof that the seam was tested. Visual inspection must be done on all seams. However, it is not recommended that this be the only method used for testing seam integrity. 4.9.1 AIR LANCE TEST (ASTM D4437) The most common type of non-destructive seam testing is the air lance test. In this test, air is forced through a nozzle 2.44-mm (3/32 inch) to 4.88 mm (3/16 inch) in diameter at 345 kPa (50 psi), held not more than 5 cm (2 inches) from the seam edge and directed at the seam edge. The air stream is run along the edge of seam. (Thermal wedge welds will not be bonded at the edge of the top sheet.) This should be done along all field seams, appurtenances, patches, and cap stripping. Any loose areas will be detected by a high pitched sound at the point of the opening. The areas found to be loose should be marked for repair. When UN -bonded areas are located, they can sometimes be repaired by supplying heat into the opening and applying pressure. If that is not satisfactory, repairs should be made by patching or cap -stripping the area. The patch also needs to be tested to ensure integrity. The testing of seams should be witnessed by a Representative of the Owner or the Owner's Construction Quality Assurance Representative. The installer will be allowed to continue air lance testing if the Owner's Representative or Construction Quality Assurance Representative declines to witness the testing. 4.10 DESTRUCTIVE SEAM TESTING Cut a random sample to take five peels and five shear specimens from the installed geomembrane. Patch the hole using an oval piece of the liner material and seam according to Section 4.7. The frequency of sampling should be determined in advance. Each destructive sample shall, at a minimum, measure 30 cm (12 inches) wide by 60 cm (24 inches) long. The seam should be centered in the sample. The number of samples can be increased if more samples are needed. One sample should be given to the installer and the second sample should be given to the owner. The owner may at their discretion and expense, promptly send this sample to a third party for immediate testing. The location of each sample taken must be noted on the record drawings. An identifying number or letter is put on the sample with permanent marker. Mark all samples with their location, panel and seam number. Also record the date, time and name of technicians, ambient temperature and subgrade condition at the time the seam was made. Record the sample number on a Chain of Custody Form (See Section 4.11 below). Prior to testing, allow the specimens to cure, if necessary, according to the ASTM test method. Thermal welded seams can be tested immediately. If the seam is made using the chemical fusion method, the specimens must be allowed to acclimate to the laboratory for a minimum of 40 hours prior to being tested. 10 Five specimens are taken from the sample. Four of the five specimens must pass for the ' sample to pass. The following procedure will apply whenever a sample fails a destructive test. The installer will either: ' A. Reconstruct the seam between any two passed test locations, or B. Trace the seam outward to intermediate points (at least 3.0 meters (10 feet) from the location the failed test in each direction) and take a small sample for additional field ' tests at each location. If this sample passes the field test, a fill sample will be cut for verification, If the sample passes the test, the seam is then reconstructed between these two locations. If an ' intermediate sample fails, the process is repeated to establish the zone in which the seam should be reconstructed. ' All reconstructed seams must be bounded by two locations from which samples passing other destructive tests have been taken. Over the length of the unacceptable seam (seam between two successful test locations that bracket a test failure), Colorado Lining International will either cut out the old seam reposition the panel and re -seam, or add a cap strip, extending 150 mm (6 inches) beyond the limits of the non -conforming seam. 4.11 SAMPLE CUSTODY 1 Whenever a sample is taken a Chain of Custody record should be made for that sample. If the sample is sent to a laboratory or another individual, this change is custody should be noted. A chain of custody record minimizes the possibility of losing a sample. Additionally, anomalous test results may be able to be traced and other testing problems recorded. 4.12 SOIL COVER PLACEMENT PLAN ' A minimum of a 30-cm (12-inch) thick clean earthen cover, free of foreign objects such as rocks, sticks, etc. should be used to cover the liner. The liner shall be covered as soon as ' possible after the liner has been placed and the seams have been tested and approved. Earth moving equipment should remain on top of a minimum of 30-cm (12 inches) of ' cover material. Do not drive equipment on the liner itself. The only rubber tire vehicles allowed on the liner are lightweight all -terrain vehicles (ATV's). The Project Designer must determine the depth of cover based on the type of equipment that will be used. The soil thickness must be specified to ensure that the liner is not damaged by equipment during soil placement. The project Designer is responsible for specifying the type of cover material to be used. Placement of the soil cover should proceed from a stable area next to the geomembrane and systematically work outward. The soil should be pushed forward, not dumped onto the liner. The soil basin should be placed starting from the bottom of the slope and working upward until soil is placed approximately two-thirds (2/3) of the way up ' 4.13 DAILY LOG ' The installer will maintain a log of each day's work. Included in this log will be: • Date • Ambient Temperature ' Weather Conditions • Panels Deployed • Field Seams Constructed • Seaming Technicians • Inspections LJ C L 1 1 0 Q Q, �r ZA ,6 �. o 7 COD o 0 ocop u a�� 1 NorthernEnolneerina.com // 970.221.4159 I ______________________ r#ii#;fr — 6da �E'*S > 1 1STORY w 1 "'� W '( 1 STONE J i..: O RSM 1,N12.,% 1tORY Y C�a _ 1 STOW WppMiwl CIS1 1 Z ^! I STORY J/� - V �^ WOOD •E g r BRILKB i 1575 eRM1 1. 6NIL 0.89 0«� O Fai11 Good r / 1 d I. OS9 Fair i.00 Z w P U st. EXO , 3 95WM1 r 0.55 �f x EXta EX1b 5 1 0.58 acres acres a8 .5t;. 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