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HomeMy WebLinkAboutDrainage Reports - 05/18/2009z N NORTHERN ENGINEERING [ I Final Drainage Report for Odell Brewing Company First Replat Fort Collins, Colorado April 30, 2009 Prepared For: Odell Brewing Company 800 Lincoln Avenue Fort Collins, Colorado 80524 Prepared By: n� NORTHERN ENGINEERING 200 South College Ave., Suite 100 Fort Collins, Colorado 80524 Phone:970.221.4158 Fax:970.221.4159 Project Number: 100-006 I NORTHERN 1P Em ENGINEERING I I ADDRESS: PHONE: 970.221.4158 200 S. College Ave. Suite 100 Northern E N Fort Collins, CO 80524 FAX: 970.221.4159 orthernEngineering.com April 30, 2009 1 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Odell Brewing Company First Replat Fort Collins, Colorado 1 I I I I I I I I Dear Staff: Northern Engineering Services, Inc. is pleased to submit this Final Drainage Report for the Odell Brewing Company First Replat for your review. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the Storm Drainage Design Criteria and Construction Standards. This report was prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual. If you should have any questions or comments as you review this report, please feel free to contact us at your convenience. O L/c� Sincerely, NORTHERN ENGINEERING SERVICES, INC. 3 4 S�ONAL Andrew Reese Nicholas W. Haws, PE Project Engineer Project Manager I 1 1 i 1 1 1 1 0 1 1 VICINITY MAP N TS TABLE OF CONTENTS ' VICINITY MAP 1. INTRODUCTION Page 1. 1. Objective ............................................................................................... 1.2. Mapping and Surveying........................................................................ 1 1 2. SITE LOCATION AND DESCRIPTION 2.1.Site Location......................................................................................... 2.2.Site Description..................................................................................... 1 1 2.3.Site Soils....................................................................................... 1 3. EXISTING CONDITIONS 3.1.Major Drainage Basin................................................................................2 3.2. Existing Drainage Patterns..................................................................... 2 3.3.Off-Site Flows....................................................................................... 4. DEVELOPED DRAINAGE 2 4.1. Proposed Development.......................................................................... 3 ' 4.2.Proposed Drainage Patterns................................................................... 5. HYDROLOGIC ANALYSIS 3 5.1. Design Criteria...................................................................................... 6 ' 6. HYDRAULIC ANALYSIS 6.1. Design Criteria..................................................................................... 6 7. EROSION CONTROL ' 7.1. Erosion Control Plan........................................................................ 8. CONCLUSIONS 7 8.1.Compliance with Standards................................................................. 7 ' REFERENCES.................................................................................................... 8 APPENDICES Appendix A Calculations for Rational Method Effective Imperviousness for Permeable Pavers Appendix B Allowable Release Rate Summary Detention Pond Calculations Water Quality Calculations Orifice Rating Curve Appendix C Calculations for Storm Sewer Sizing Appendix D Calculations for Riprap Protection Erosion Control Cost Estimate Appendix E Permeable Paver Reference Material BACK MAP POCKET ED1 - Existing Drainage Exhibit DR1 - Developed Drainage Exhibit 1 �J �J LJ Final Drainage Report for Odell Brewing Company First Replat Fort Collins, Colorado April 30, 2009 I. INTRODUCTION 1.1 Objective This report summarizes the results of the final drainage analysis of both existing and developed conditions for the proposed Odell Brewing Company First Replat based on design criteria adopted by the City of Fort Collins, Colorado. 1.2 Mapping and Survevine Northern Engineering provided topographic mapping with a contour interval of one (1) foot for this site. Northern Engineering completed the topographic mapping in April 2008. The survey utilized the City of Fort Collins' benchmark #3-00, with a benchmark elevation of 4964.15 feet. Additional field survey data was provided by Northern Engineering in January and February of 2009. II. SITE LOCATION AND DESCRIPTION 2.1 Site Location The project site is located in the Northeast Quarter of Section 12, Township 7 North, Range 69 West of the 6th Principal Meridian in Larimer County, Colorado (see Vicinity Map). The Odell Brewing Company First Replat is bounded by Lincoln Avenue to the south; Fort Collins Monument and Stone to the East; an open field owned by Odell's to the North; and private residences to the West. 2.2 Site Description The project site is roughly 3.80 acres in size and is currently occupied by the existing Odell's building and parking area. These features will remain as a part of this expansion. There is also an existing gravel parking area west of the building that will be removed with this project. The site slopes generally from northwest to southeast at slopes ranging from 0.5% to 3.0%, towards the existing roadside ditch located along the north side of Lincoln Avenue. 2.3 Site Soils The project site consists of two main Hydrologic Soil Groups as defined by the Natural Resources Conservation Service (NRCS) Soil Survey. The northern portion of the site consists mainly of soil type 64 (Loveland Clay Loam), and is classified as Soil Group C. The southern portion of the site consists of soil type 105 (Table Mountain Loam) and is classified as Soil Group B. The geotechnical engineer's sub -surface exploration report found ' predominantly sandy lean clean overlying essentially non -cohesive granular soil (Reference 4). ' Final Drainage Report NORTHERN Odell Brewing Company First Replat ENGINEERING ' April 30, 2009 III. EXISTING CONDITIONS ' 3.1 Maior Drainage Basin This site lies entirely within the Dry Creek Major Drainage Basin. Based on comments ' received from the Conceptual Review, the maximum allowable 100-yr release rate for the Dry Creek Major Drainage Basin is a 2-yr historic unit release rate of 0.2 cfs/acre. ' 3.2 Existing Drainage Patterns The project site has been broken into five existing basins, with two basins being on -site (Basins A & B), and three considered offsite (Basins C, D, & E). Basin A is roughly 1.23 ' acres in size and drains to an existing pond at the southeast corner of the site and then outfalls to the roadside ditch on the north side of Lincoln Avenue. Basin B is approximately 2.57 acres in size and drains to an existing pond at the southwest corner of the existing building, which then outfalls to the same roadside ditch. Please see the Existing Drainage Exhibit (ED1) in the back map pocket of this report for further detail. ' 3.3 Off -Site Flows Three off -site basins have been considered for this report. The first has been designated as ' Basin C, and is located along the northern property line. Basin C is approximately 1.27 acres and drains south onto the Odell property. The second off -site basin included is Basin D. This basin consists of the existing residences located between the project site and Third ' Street and is approximately 1.15 acres in size. Basin D does not contribute any flows to the existing site, but has been included to conform with previous studies completed for the Odell Brewing Company site. The third off -site basin included is Basin E. This basin encompasses the northern half of Lincoln Avenue and is approximately 1.04 acres in size. As with Basin D, Basin E does not contribute any flows to the site, but has been included to assist with the analysis of the Lincoln Avenue drainage in the interim condition. 1 2 ' Final Drainage Report NORTHERN Odell Brewing Company First Replat ME ENGINEERING ' April 30, 2009 IV. DEVELOPED DRAINAGE ' 4.1 Proposed Development The proposed development will consist of an expansion of the existing building located on ' the site, as well as the addition of a parking area to be located on the western portion of the site. Detention Pond A is to remain as is (see the Drainage Exhibit provided in the back map pocket) and will continue to detain developed storm flows from the eastern portion of ' the site as well as from Fort Collins Monument and Stone. Detention Pond A will also continue to provide dry extended detention for water quality. Detention Pond B is intended to replace the existing pond located at the southwest corner of the existing building, and will be used to detain runoff from the building roof and loading dock, as well as to provide for water quality. Detention will also be provided under the southern half of the proposed parking lot to account for runoff from the parking areas. The adjacent half -street flow from ' Lincoln Avenue will flow into a temporary FES and be directed to the existing roadside ditch located on the north side of the road. 4.2 Proposed Drainage Patterns The developed site has been broken into 6 on -site drainage basins (Basin A — Basin E), and ' 6 off -site drainage basins (Basin 0S1 — Basin OS6). Stormwater from Basin A will continue to follow existing drainage patterns and will not be ' affected by this project. Developed Stormwater from Basin B1, 62, and OS3 will be directed to Pond B, which will ' be constructed southwest of the proposed building expansion. Pond B will discharge its stored volume using two methods. The first method is a traditional outfall to the roadside ditch located on the north side of Lincoln Avenue. Based on Pond B's contributing area and the Dry Creek Major Drainage Basin's allowable release rate, this outfall will have a release rate of 0.25 cfs. The second method of discharge for Pond B will be soil infiltration. An analysis of on -site soil percolation rates found a rate of 20 minutes per inch ' in the near surface soils. When this rate is applied to the entire pond bottom area of approximately 6117 SF, an additional release of 0.42 cfs is provided. To find the overall release rate from the pond, both methods were added together, resulting in a total release ' rate of 0.67 cfs. During our analysis, it was realized that there is the potential for the pond bottom to become marshy. In an effort to minimize this condition, several precautions will be included with the design. The first provision will be the final landscaping and surface treatments of the pond bottom itself. Additionally, fine grading will keep usable areas roughly 6" higher than the nominal infiltration bottom. The fine grading will also slope towards dry wells, which will be placed at strategically important locations, such as roof ' leader outfalls. These dry wells will be constructed to a depth below the near -surface soils and into the underlying sand and gravel, which have percolation rates of 5 minutes per 1 3 1 1 1 1 e 1 Final Drainage Report Odell Brewing Company First Replat April 30, 2009 W I NORTHERN ENGINEERING inch. These dry wells are intended to quickly drain nuisance flows, thus minimizing the frequency of ponding. It is worth noting that the additional release rates of these dry wells were not taken into consideration when calculating the required detention volume. Developed stormwater from Basin C and OS2 will be directed and detained beneath permeable concrete pavers located in the southern half of the proposed parking area. This will be achieved by grading the parking lot inward towards the southern most island. Documentation provided by Urban Storm Drainage Criteria Manual (USDCM) provides a worksheet to calculate the Effective Imperviousness in an area that utilizes Permeable Pavers. When applied to the Odell site, this worksheet calculates an effective imperviousness of approximately 27.1%, which will allow all surface flows from the basin to quickly pass through the pavement and into the sub -base aggregate where it will be detained. Although C-values of 0.15 to 0.25 have been proven for permeable pavers, we are using a C-value of 0.40 to allow for 50% clogging in the first five years. In calculating the required volume for basin C, it was discovered that sufficient discharge will be achieved via soil infiltration alone, and without the use of a traditional outfall. To calculate the total discharge of the parking area, the percolation rate of 20 minutes per inch was applied to the entire surface area of the concrete pavers, which cover approximately 15080 sf. This results in a release rate of 1.05 cfs, and a required detention volume of 0.18 ac-ft for the basin. To calculate the available detention volume within the sub -base aggregate, a 40% void ratio was assumed throughout the base course. Applying this ratio to the entire area covered by the permeable concrete pavers resulted in a detention volume of 0.18 ac-ft in the minimum 12" sub -base and 4" base specified for the pavement section in the geotechnical report, which meets the 0.18 ac-ft volume required for the basin. Additionally, an excess storage volume of approximately 0.03 ac-ft is provided at roughly an 8" surface ponding depth. As with Pond B, additional measures have been included with the design to provide further assurance to the function and safety of the system. First, dry wells will be constructed in the islands of the parking lot to provide additional discharge capacity. Again, this additional infiltration capacity is not accounted for in the detention calculations. An underdrain system was considered, but deemed unnecessary due to the existing soil conditions. While we do not anticipate any ponding in the parking lots, consideration has been given to ponding depths within the parking area, as well as to the paths potential emergency flows would take in the unlikely event that the ground becomes too saturated to accept stormwater flows. Stormwater from Basin D will flow down the berm to the west, where it will be intercepted by an infiltration swale. Flows from Basin D are expected to be very small, and as a result, flows in minor events are expected to infiltrate directly into the soil, while major events will be directed to a dry well located along the property line. 4 J Final Drainage Report Odell Brewing Company First Replat April 30, 2009 e� I NORTHERN ENGINEERING Stormwater from Basin E will be directed into a small grass swale south of the proposed building, which will direct flows into Pond B via a small culvert. Stormwater from Basin OS1 will continue to follow existing drainage patterns, which direct flows from Third Street towards the Lincoln Avenue corridor, where it will be intercepted by a storm line and conveyed east into the existing roadside ditch on the north side of Lincoln Avenue. In the ultimate condition, stormwater from Basin OS1 will be conveyed in the curb and gutter of Lincoln Avenue before reaching the storm sewer system. Stormwater from Basin OS4 will continue to follow its existing drainage pattern into Basin A, where it will then be conveyed to Pond A. Stormwater from Basin OS5 will be directed back onto the Odell's site and into Pond B via surface flow. Stormwater from Basin OS6 will be captured in a shallow interceptor swale during the ' interim condition and conveyed east into the existing roadside ditch located along the north side of Lincoln Avenue by a storm drain. In the ultimate condition, stormwater from Basin OS6 will be conveyed in the curb and gutter of Lincoln Avenue before reaching the storm sewer system. ' Calculations for required detention volumes and release rates have been included in Appendix B. e I 1 5 t I e I I Final Drainage Report Odell Brewing Company First Replat April 30, 2009 V. HYDROLOGIC ANALYSIS NORTHERN ENGINEERING 5.1 Design Criteria Criteria contained in the City of Fort Collins Storm Drainage Design Criteria Manual (Reference 1) and the Urban Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 2) have been referenced in this study. Additionally, the Geotechnical Exploration Report for the Proposed Odell Brewery Additions prepared by Earth Engineering Consultants, as well as resources from Advanced Pavement Technology have been used in the design of the stormwater system. The Rational Method has been used to estimate peak stormwater runoff within the developed site for the minor 10-year and major 100-year design storms. Rainfall intensity data for the Rational Method has been taken from the current City of Fort Collins Rainfall Intensity -Duration -Frequency Tables. VI. HYDRAULIC ANALYSIS 6.1 Design Criteria Criteria contained in the City of Fort Collins Storm Drainage Design Criteria Manual, (Reference 1) and the Urban Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 2) have been referenced in this study. In addition to the aforementioned criteria manuals, the computer program Hydraflow has been used for design and analysis of the storm sewer system. A spreadsheet developed for the Modified FAA method has been used to calculate detention pond volume requirements. 1 I Final Drainage Report Odell Brewing Company First Replat April 30, 2009 VII. EROSION CONTROL (NORTHERN ENGINEERING 7.1 Erosion Control Plan The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. Wattle inlet protection will be placed at the upstream ends of all storm sewers and around all dry wells. Sediment traps will be placed at the outlets of all detention ponds. Silt fence will be placed at any location where a significant amount of area is graded to drain onto neighboring property. The use of straw mulch with temporary seeding in all open spaces will create temporary vegetative erosion control for this project should there be a significant lapse between site grading and final stabilization. Additional information can be found on the Erosion Control Plan, details, notes, and specifications within the final construction plans. VIII. CONCLUSIONS ' 8.1 Compliance with Standards All drainage analyses have been performed according to the City of Fort Collins Storm ' Drainage Design Criteria Manual and the Urban Storm Drainage Criteria Manual. Additionally, this project serves to be a pioneer and showcase site for leading sustainable stormwater practices in the City of Fort Collins. The use of permeable pavers, dry wells, ' and an infiltration pond are not only environmentally friendly, but also offer case studies for creative stormwater solutions for constrained, urban in -fill sites. ' This innovative, low -impact, and aesthetically pleasing approach fits well with the vision of both Odell Brewing Company and the City of Fort Collins. We are thankful that the City has encouraged and embraced the use of these stormwater solutions, many of which are very new to Fort Collins. We look forward to seeing the project's completion, and helping to create a more sustainable path for in -fill and re -development in Fort Collins. 1 e I I 1 7 ' Final Drainage Report w� NORTHERN Odell Brewing Company First Replat ®�� ENGINEERING tApril 30, 2009 ' REFERENCES ' 1) Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, Updated April 1999. ' 2) Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Updated June 2001. 3) Final Drainage Plan Odell Brewing Company Second Expansion prepared by North Star Design, Inc Dated April 2, 2002 ' 4) Geotechnical Exploration Report Proposed Odell Brewery Additions prepared by Earth Engineering Consultants, Inc. Dated July 3, 2008 ' 5) Advanced Pavement Technology, Charles Taylor, Oswego, IL, ' www.advancedpavement.com 1 1 11 e I I 1 8 I 11 1 I I APPENDIX A ' CALCULATIONS FOR RATIONAL METHOD AND EFFECTIVE IMPERVIOUSNESS FOR PERMEABLE PAVERS p t 1 1 I 1 @ I I I I I I I I I I I I I I I I I I o� �f k � W \ $w ` a 0 �; / o k ( \� 00 0 { U : / Ecc `) 0 $ /¥» \ Q §/ - LL- ! &!;* \ § i ) }C 0 LIL \ 2 - �_! | � c S cc k 00 ° - - } ! q ) 0c - m %#k= !£ate _ \ / a® ■!, LL, in ■::�: E«# o CL o - u MN C) uJ 2iƒ>0'm 12 22\jjƒ|)3\ moo§ 2 6; ) . I I I I I I I I I I I I I I I I I I I ! Rm- : | f § !f! f\ z !■!! ! \ � ] | y ;2: � k ` § ` q ||2f\ ( � | \ �«#..,. ly ,�� .. ; . .Pi2 \ \ f / . ! 8888 •§%:�«• =t- >> h - 9 @ I I I I I I / I \ I I I I I I I I I &J«§;;m / /Jar222 E $�l:2;@ \ § )ƒ\ fa!§7§f 0 ce - co 19 all 0 §$C6 0 ! � _ z _ m72! 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IJ� § \\\ § ƒ2ƒ G � � = � ƒ \ % !° 0 U / ! 2 � o uj Z q §| 7 „ Q � � || §!a`— � E , o e ( )\ .. f \ !2\ .o ;i ID \ ME 77f\3/A/23233/S22AA32( w@ %)0ddc;\S§270000002j\ LU C9 UmC; co ° °° o=<�� �9\y§ ../°#$$$$$k« ..,sw 4§e» <a.cf)//\\\\«. aƒ «/\.. .\2\d2 mƒ) \\3\� ■0|�///\008 �< o f� C;d 0 � r� ° \ J�) < cli 2 , \ @}ui ) / � a ►� a \► cl ZZZ► Z►►Z►ZZZ►Z►Z►Z►Z►Z\\T► «k®�@$/\$\\/$\0/o 0 0 1 -CL 6ci»oa\:=o>3»%\¥»\ ■ cO m [ k cm � 5 f -.$ k EJILO . / co � � a 0 z # �E% / k 02 �» )/D �)E 0 j( �k()� rat -Do -t■�e-=- #2!% (5 ca u*6 =%2z§J&f« °£$ #)§0 —0cc' o!e=, =\§■n,2t% E:§�F- _,.,�. �D��`�\) )]»�2=g_® ;$) >r— 2 E%))§t|E \c X_LU <muE CCU) ]CCU § I 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 APPENDIX B ALLOWABLE RELEASE RATE SUMMARY DETENTION POND CALCULATIONS WATER QUALITY CALCULATIONS ORIFICE RATING CURVE 1 Nro�ect: Odell Brewing Company First Replat By: A. Reese Date: April 30, 2009 Basis of Allowable Site Release Rate: The Dry Creek Master Drainage Plan allows 0.20 cfs per acre in the 100-yr event Additional release has been included using a 20 min/inch soil percolation rate Conventional Release Contributing Area: 100-yr release: Percolation Release Infiltration Area: Percolation Rate: Total Release Rate Percolation Release Infiltration Area: Percolation Rate: Total Release Rate 1.27 acre (Basin B1, 62) 0.2 cfs/ac 0.25 cfs 6117 sf 20 min/in 0.42 cfs 0.67 cfs (Percolation & Conventional Release) 15080 sf 20 min/in —. 1.05 cfs 1.05 cfs D:\Projects\100-006\Drainage\Detention\Final\10U006_Allowable Release Rate Summary.)ds - 1 1 1 1 DETENTION POND CALCULATION; MODIFIED FAA METHOD ili Fort Collins IDF Project Number . 100-006 Project Name : Odell Brewing Company First Replat Project Location : Fort Collins, CO Pond No : Detention Pond B (with percolation) In ut Variables Results Design Point Bi Design Storm 100-yr C100 = 0.88 Tc = 9.20 min A = 1.35 acres Max Release Rate = 0.67 cfs Required Detention Volume 13142 ft3 0.30 ac-ft Time (min) Fort Collins Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav ' (cfs) Outflow Volume (ft) Storage Volume (ft) 5 9.95 3546 1.00 0.67 201 3345 10 7.72 5503 0.96 0.64 386 5117 15 6.52 6971 0.81 0.54 486 6485 20 5.6 7983 0.73 0.49 587 7396 25 4.98 8874 0.68 0.46 687 8187 30 4.52 9666 0.65 0.44 788 8878 35 4.08 10179 0.63 0.42 888 9290 40 3.74 10663 0.62 0.41 989 9675 45 3.46 11098 0.60 0.40 1089 10009 50 3.23 11512 0.59 0.40 1190 10322 55 3.03 11879 0.58 0.39 1290 10588 60 2.86 12232 0.58 0.39 1391 10841 65 2.72 12602 0.57 0.38 1491 11111 70 2.59 12923 0.57 0.38 1592 11331 75 2.48 13258 0.56 0.38 1692 11566 80 2.38 13572 0.56 0.37 1793 11779 85 2.29 13875 0.55 0.37 1893 11981 90 2.21 14178 0.55 0.37 1994 12184 95 2.13 14424 0.55 0.37 2094 12329 100 2.06 14684 0.55 0.37 2195 12489 105 2 14969 0.54 0.36 2295 12673 110 1.94 15211 0.54 0.36 2396 12815 115 1.89 1 15493 1 0.54 1 0.36 2496 12996 120 1.84 1 15739 1 0.54 1 0.36 1 2597 13142 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. Northern Engineering Services DiProjects\10P006\Drainage\Detention\Final\100-006_100-yr-FAAModified-USDCM_Ft-Collins-IDF.)ds 5/5/2009 Pond Detention DETENTION POND CALCULATION; M6bl'F" D FAA METHOD .' F w/ Fort Colitns'IDF Project Number : 100-006 Project Name : Odell Brewing Company First Replat . Project Location : Fort Collins, CO Pond No : Detention Pond B (without percolation) Input Variables Results Design Point 61 Design Storm 100-yr C100 ='' 0.88 Tc = 9.20 .- " . min A = 1.35 ' acres Max Release Rate = 0.25. cfs Required Detention Volume "' 14770 W 0.34 aC-ft Time (min) Fort Collins 100-yr Intensity y (in/hr) Inflow Volume (ft) Outflow Adjustment Factor Qav (cfs) Outflow Volume (fta ) Storage Volume (ft) 5 9.95 3546 1.00 0.25 75 3471 10 7.72 5503 0.96 0.24 144 5359 15 6.52 6971 0.81 0.20 182 6790 20 5.6 7983 0.73 0.18 219 7764 25 4.98 8874 0.68 0.17 257 8618 30 4.52 9666 0.65 0.16 294 9372 35 4.08 10179 0.63 0.16 332 9847 40 3.74 10663 0.62 0.15 369 10294 45 3.46 11098 0.60 0.15 407 10692 50 3.23 11512 0.59 0.15 444 11068 55 3.03 11879 0.58 0.15 482 11397 60 2.86 12232 0.58 0.14 519 11713 65 2.72 12602 0.57 0.14 557 12046 70 2.59 12923 0.57 0.14 594 12329 75 2.48 13258 0.56 0.14 632 12627 80 2.38 13572 0.56 0.14 669 12903 85 2.29 13875 0.55 0.14 707 13168 90 2.21 14178 0.55 0.14 744 13434 95 2.13 14424 0.55 0.14 782 13642 100 2.06 14684 0.55 0.14 819 13865 105 2 14969 0.54 0.14 857 14112 110 1.94 15211 0.54 0.14 894 14317 115 1.89 15493 0.54 0.14 932 14561 120 1 1.84 15739 1 0.54 0.13 969 14770 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. Northern Engineering Services D:\Projects\100-006\Drainage\Detenti on\Fi nal\100-006_100-yr-FAAModified-USDCM_Ft-Col I ins-IDF.xls 5/5/2009 Pond B Detention (no perc) I n I 1 11 1 1 1 DETENTION POND CALCULATION; MODIFIED FAA METHOD _ w7 Fort Collins'IDF , Project Number : 100-006 Project Name : Odell Brewing Company First Replat Project Location : Fort Collins, CO Pond No : Parking Detention Input Variables Results Design Point C Design Storm 100-yr C100 = 0.76 Tc = 5.00 min A = 1.19 acres Max Release Rate = 1:05 cfs Required Detention Volume 8044 . ft3 ' 0.18 ac-ft Time (min) Fort Collins 100-yr Intensity y (in/hr) Inflow Volme (ft) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3 ) Storage Volume (ft3) 5 9.95 2700 1.00 1.05 315 2385 10 7.72 4189 0.75 0.79 473 3717 15 6.52 5307 0.67 0.70 630 4677 20 5.6 6078 0.63 0.66 788 5290 25 4.98 6756 0.60 0.63 945 5811 30 4.52 7358 0.58 0.61 1103 6256 35 4.08 7749 0.57 0.60 1260 6489 40 3.74 8118 0.56 0.59 1418 6700 45 3.46 8449 0.56 0.58 1575 6874 50 3.23 8764 0.55 0.58 1733 7031 55 3.03 9043 0.55 0.57 1890 7153 60 2.86 9312 0.54 0.57 2048 7264 65 2.72 9594 0.54 0.57 2205 7389 70 2.59 9838 0.54 0.56 2363 7476 75 2.48 10093 0.53 0.56 2520 7573 80 2.38 10332 0.53 0.56 2678 7654 85 2.29 10562 0.53 0.56 2835 7727 90 2.21 10793 0.53 0.55 2993 7801 95 2.13 10980 0.53 0.55 3150 7830 100 2.06 11178 0.53 0.55 3308 7871 105 2 11395 0.52 0.55 3465 7930 110 1.94 11580 0.52 0.55 3623 7957 115 1.89 1 11794 1 0.52 0.55 3780 8014 120 1.84 1 11981 1 0.52 0.55 3938 8044 "Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. Northern Engineering Services D:\Projects\100-006\Drainage\Detention\Final\100-006_100-yr-FAAModified-USDCM Ft-Collins-IDF.xls 5/5/2009 Under Parking Detention - I 1 1 Fri F r-. 1 1 1 r-, Pond i/olume Cal�lations r ' Pond B Project: Odell Brewing Company First Replat By: A. Reese Date: April 30, 2009 Note: Volume calculations utilize Conic Method Pond Stage Depth (FT) Surface Area of Contour (SF) Incremental Volume (CF) Total Volume (CF) Total Volume (AF) 4942.75 2.25 6857.81 1704.09 14594.18 0.335 4942.50 2.00 6774.96 1683.39 12890.09 0.296 4942.25 1.75 6692.22 1662.72 11206.70 0.257 4942.00 1.50 6609.61 1642.08 9543.99 0.219 4941.75 1.25 6527.12 1621.47 7901.91 0.181 4941.50 1.00 6444.75 1600.90 6280.43 0.144 4941.25 0.75 6362.51 1580.35 4679.54 0.107 4941.00 0.50 6280.39 1559.84 3099.19 0.071 4940.75 0.25 6198.39 1539.35 1539.35 0.035 4940.50 0.00 6116.51 0.00 0.00 0.000 D:\Projects\100-006\Drainage\Detention\Final\100-0D6_Pond Volume Stage Storage.zls - I 1 [1 1 bond 1/elumg, e Calculations 0' MORN 9 Area " Project: Odell Brewing Company First Replat By: A. Reese Date: April 30, 2009 Subgrade Void Material Material Ratio Surface Area Depth Total Volume Total Volume FT SF IN CF AF Sub -Base 40% 15080 12 6032 0.138 Base 40% 15080 4 2012 0.046 Total 8044 I0.185 D:\Projects\100-006\Drainage\Detention\Final\100-006_Pond Volume Stage-Storage.zls Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Designer: A. Reese Company: Northern Engineering Date: April 30, 2009 Project: Odell Brewing Company First Rapist Location: Fort Collins, Colorado 1. Basin Storage Volume la = 62.70 %, A) Tributary Area's Imperviousness Ratio (i = le / 100) i =- ' 0.63 B) Contributing Watershed Area (Area) Area = 1.35 acres C) Water Quality Capture Volume (WQCV) WQCV =' 0.25 watershed inches (WQCV =1.0`(0.91 `13-1.19`12+0.78.1)) D) Design Volume: Vol = (WQCV / 12) ` Area ' 1.2 Vol 0.0331 - ; acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 1.00 feet C) Recommended Maximum Outlet Area per Row, (A,) A. =: 0:2 , square inches D) Perforation Dimensions: I) Circular Perforation Diameter or D =; _.-'0.500 --,'inches ii) Width of 2" High Rectangular Perforations W = s inches E) Number of Columns (no, See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (A,) A. =, -02 :. square inches G) Number of Rows (nr) nr =. 3 number H) Total Outlet Area (Ao,) A, _: 6.6 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 ` (Figure 7 Value) ` Aw Ar=> 22 ,square inches B) Type of Outlet Opening (Check One) X - < 2" Diameter Round 2' High Rectangular C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): Other: i) Width of Trash Rack and Concrete Opening (W..) from Table 6a-1 W.W=3 � inches ii) Height of Trash Rack Screen (Hra) H ra = 42 inches Sheet 1 of 3 Pond-WQCV_UD-BMP_v2.08.xls, EDB 5/5/2009, 3:18 PM Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Designer: A. Reese Company: Northern Engineering Date: April 30, 2009 Project: Odell Brewing Company First Rapist Location: Fort Collins, Colorado iii) Type of Screen (Based on Depth H), Describe if 'Other' iv) Screen Opening Slot Dimension, Describe if 'Other" v) Spacing of Support Rod (D.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) ii) Width of Perforated Plate Opening (W. = W + 12") iii) Width of Trashrack Opening (W,,d,) from Table 6b-1 iv) Height of Trash Rack Screen (HTa) v) Type of Screen (based on depth H) (Describe if "Other") vi) Cross -bar Spacing (Based on Table 6b-1, KlempT" KPP Grating). Describe if "Other" vii) Minimum Bearing Bar Size (KlempT Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (3%to 5%of Design Volume from 1D) - (36%-56%of Design. Volume (0.00,1-0.0017.a6re-feet.) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides X S.S. #93 VEE Wire (US Filter) Other: X 0.139" (US Filter) Other: 6N ' inches #156 VEE flat bar W=, ;inches W.z=� - 'inches Wwero,q-' - .,inches HTa=pj... .... ":,inches Klempn KPP Series Aluminum Other: �. inches Other: 0.40 (UW) WA acre-feet WA acres WA inches WA yes/no 2of3 Pond-WQCV_UD-BMP_v2.08.xls, EDB 5/5/2009, 3:18 PM 1 1 1 1 1 1 1 1 1 1 ,1 1 i 1 i 1 1 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of Designer: A. Reese Company: Northern Engineering Date: April 30, 2009 Project: Location: Odell Brewing Company First Rapist Fort Collins, Colorado 6. Two -Stage Design - See Figure EDB-1 A) Top Stage (Depth Dwo = 2' Minimum) p wo = feet #VALUEI Storage= acre-feet B) Bottom Stage Depth (DBs = 0.33' Minimum Below Trickle Channel Invert) DBs = feet Bottom Stage Storage: no less than 0.5% of Design Volume (0.0002 acre-feet.) Storage= acre-feet Storage = A' Depth Above WS To Bottom Of Top Stage Surf. Area=r u. acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.50' Top Stage Depth or 2.5 Feet) D) Total Volume: Vol,, = Storage from 5A + 6A + 6B Vol,, ='. - acre-feet . ' (Must be > Design Volume in 1 D,. or 0.0331 acre-feet.). 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = 4.00 (horizontaVvertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = 4.00 (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe 'Other') X Native Grass Irrigated Turf Grass Other: Significant water quality treatment is expected through the infiltration pond bottom and dry wells; however, these parameters have been ignored in this WQCV calculation. Pond-WQCV_UD-BMP_v2.08.x1s, EDB 5/5/2009, 3:18 PM u I 7 I 1 1 ORIFICE RATING CURVE Pond B 100 r Orifice PROJECT: Odell Brewing Company First Replat DATE: April 30, 2009 BY: A. Reese ORIFICE RATING Orifice Dia (in) Orifice Area (sf) Orifice invert (ft) Orifice Coefficient 2 3/8 0.0308 4940.5 0.65 Stage FT Outlet release CFS 4940.50 0.00 4940.60 0.00 4940.70 0.00 4940.80 0.00 4940.90 0.09 4941.00 0.10 4941.10 0.11 4941.20 0.12 4941.30 0.13 4941.40 0.14 4941.50 0.15 4941.60 0.16 4941.70 0.17 4941.80 0.18 4941.90 0.18 4942.00 0.19 4942.10 0.20 4942.20 0.20 4942.30 0.21 4942.40 0.22 4942.50 0.22 4942.60 0.23 4942.70 0.23 4942.80 0.24 4942.90 0.24 4943.00 0.25 DANolacts\100-006\D21nage\Detention\FinaN1 00-006_0rifice RatingAs I 1 1 1 I LI t APPENDIX C CALCULATIONS FOR STORM SEWER SIZING I T (p r Q T Q 7 zU) co O � 0 0 N N O O co CD iq N C O N m E z z N Q 7 Z M 2 T W LL LO E m a c J O N Gi iT O o') a • • 1, • oil 1 a v 0 0 0 0 0 0 o W N N 01 � (O c V V V lnp co 0 MINIMUM b :ul - 9ST W+c sis 0 MEN [M ul' 3n0''AUJN co Z :u 0 co n N N N N N 0 N t U f6 N r 'o N O O n ul 3n0 0 J C7 N ul S will lluAl- �6&-6�#ef—s 0 0 0 0 0 0 0 y v W I 1 1 h IJ 1 1 11 1] 1 1 i 6 ril mm MOVE MEN oil III ItllRll I III III INI 1 0 0 0 0 0 0 co L6 N m (O v a v v v v 0 0 rn 0 0 0 0 3n01 w 6 0 . g :ul R am Q ul 3n0 v I.:ul 0 N O J U, 5x IIeAn 0 V o 0 0 0 0 0 W 1 1 11 !'IN Lot cc c O V d N d d d ' ro m m 0 c�a o Z o Z N O C C O O p O_ Z W N N N is o V .I II�� Iz N m OD z ' V 07 dm' Vim' O W co 0 N 0 0 ` O O O O O O J CO n a�D off) (O = O V c+C? c+J ccq c+J 0 N v v v v a a m v v 0 _ a`) _ � `M rn rn rn rn v v v IT v a Z d c_ o o to LQ U0 rn v m r0i O, n co 0 ((00 0 ccoo J M V V N M �w v a v v v I�r r d 0 (00 0 sDt i° CD CD n C W — Obi Obi Obi rn Obi CY) v a v v v v c_ rmg N v J uC'j0i, m y M 0 m N L d d a r_ (U U U U U U � d 0 C d NC OD LO into to W d J W '- 0 0 a nY J O .d..� LL v n (cn j to N a0D Ci 'Nt n (G 0 It a) m ca 2 7 U) } N O II d O - `d C Q Q cli Q CM Q co Q Q E d d d d d d N a a a a a a Q a a as a a E F d o 0 t I I I I I I [] / I I I I I C®\ LLI m= e o 0 0. m 2 . \ \ \ \ \ \ § ) ~ \ \ \ \ \ �� \ \ R @ ) ] \ \ \ \ \ \ LU 0)k k § § § § § § /2 , a , / a5 ID § § ) ( ) [ » £ ) ® ) z Ia Cl) § . k7 2 / \ [ f ]/ 0 . . . . . . _� L) E f_ o 0 0 0 © § m2 { _ = , m )G E 0 0 0 0=0 tO E 0 0 0 0= o 2c E§§ 0 0 0 0 m m a — to co Cl) co J� ) f \ ® ) cli § § \ Ja _ _ k § �) — m n , r cok go I I I I I I I I I I I I I I w 70 a U 42 0 c� 0 0 LO C\l 0 OD 0 Ce) 0 r 0) 0 Cl 0 It 1-: C) C� LO I? 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Ro �a E W 0 C_ CO) � O O ^Z O 0 Y o O 0)W N C 0 O I� Y U W O d 7 O O � O LD C O J > m a N ^ W y O m 7 i � O O N i Lo y C W V a � O O 0 O E «L 7 Z N � O J cq 0d^ o v r N C LO M J � h _ y e 0)) rl O O 0 d W dt rn V > d co 0 E w > r N A N LD C N Q O a N O O O L c9 a � N G O n N g V S GI m V O 99 E X C d — v 0 _ d W N u L � o a d C ii N C M C° N c N J U E u d G U J y I I 1 t 1 1] APPENDIX D CALCULATIONS FOR RIPRAP PROTECTION EROSION CONTROL COST ESTIMATE H / I / I I I 11 I I I I I I I I I I I I /\,/z cc \ 2 coo / [k 2 LL �LL \\/ f ¥} »fw a/{£ \]$ ze � w ` LU o\\\ �\ a ? }LL « ; � L % §## w 2 ƒ o L a $qE� 7cr ~ XIL & 0 7 CO 2 � *** � g « Q � ¥]§z ! \ ° - ■ IL }GI^ SLq j�)® cc ) ) \ 21 � ( � cl < 0 0 e /k/ t*a ! !] \ycr !k:? I 1 1 1 r 1 1 1 L 1 i 1 1 1 1 1 1 1 ®dell Brewing Company First Replat Erosion Control Cost Estimate Project Number: 100-006 Location: Fort Collins, CO Date: April 30, 2009 Total Acres: 3.28 Estimated Unit Total EROSION CONTROL MEASURE Units Quantity Price Price Inlet Protection each 8 $50.00 $400.00 Silt Fencing L.F. 685 $1.30 $890.50 Wattle Dikes each 2 $50.00 $100.00 Vehicle Tracking Control Pads each 1 $200.00 $200.00 Sediment Trap each 1 $150.00 $150.00 Vegetate disturbed areas ac 1.44 $725.00 $1,044.00 TOTAL = $2, 784.50 AMOUNT OF SECURITY = 1.5 x $2,784.50 = TOTAL_ _ $4,176.75 -OR- COST TO VEGETATE: TOTAL ACRES x ($775/acre) x 1.5 = TOTAL = $3,812.75 (WHICHEVER IS GREATER) REQUIRED AMOUNT OF SECURITY = $4,176.75 NOTE: 'Total Acres' represents total disturbed area. II D:\Projects\100-006\Drainage\Erosion\100-006_E rosion-Escrow-Esti mate.xls I 1 1 1 APPENDIX E PERMEABLE PAVER REFERENCE MATERIAL 1 I i, �rlpl��Eiy AVEMENT ' Pedestrian Friendly, Environmentally Advanced ' The Aqua-Bric® Series Advanced Pavement Technology presents a pedestrian -friendly, but vehicular tolerable stormwater manage- ment system featuring Aqua -Brice permeable pavers. The smooth, flat surface created using Aqua -Brice meets ADA standards and is a superior choice for areas with high foot traffic - even for pedestrians in high heels or wheel chairs. Ideal for roadways, parking lots, plazas and walkways, Aqua-Bric® is used by ' Advanced Pavement Technology to implement the environmentally sound Bio-Aquifer Storm System (BASSI"^) See back side for more information. ' Benefits of BASSTM with Aqua-Bric® • Meets pedestrian slip resistance standards from the Americans with Disabilities Act (ADA) Architectural Guidelines, as well as EPA stormwater requirements ' Provides smooth surfaces with minimal openings to make walking more comfortable ' • Allows for rapid removal of stormwater through void openings • Eliminates standing water for plazas and ' walkways without sloping • Maximizes design flexibility by enabling a wide range ' of creative patterns • Simplifies maintenance in climates with ice and snow 1 Aqua-Bric° Type 4 Dimensions: I When used as part of Advanced Pavement Technology's exclusive BASSTM method, these pavers allow ' for natural stormwater drainage and groundwater recharge, making the paved surface ecologically sound and economically smart. In fact, the BASSiA4 method is an acceptable post -structural Best Management Practice (BMP) used to meet the federal stormwater management requirements. Roads and parking lots created using BASSTm with these permeable pavers offer vast benefits: L' LI 1 I 1 d 1 • Meeting EPA stormwater requirements with a superior solution for NPDES Phase II • Achieving significant savings and fostering eco- logical integrity through enhanced land planning • Outperforming other systems in harsh climates or with freeze/thaw cycles • Delivering maximum strength to handle heavy vehicular traffic • Producing remarkable curb appeal and conve- nient maintenance access • Providing outstanding results on a 50-year life - cycle cost analysis Aqua-Bric®, Aqua-LocTm, Eco-Brick""n and Aqua-Bricloc@ are licensed shapes, available only from Advanced Pavement Technology or selected national manufacturers. The pavers are manufactured according to ASTM C936 specifications. They can be produced in a variety of custom colors and installed using manual or mechanical methods. The new paver shapes can also be combined during installation to achieve a number of attractive patterns in an ecological pavement system. Bio-Aquifer Storm SysterI Aqua-BricQO 2" Bedding - 4" Base 14 12" Sub -Base Min. Eco-Swale^^ SubGradePerforated Pipe Ecologically sound. Economically smart. And exclusively from Advanced Pavement Technology. For more information about the BASSTM program, please contact Advanced Pavement Technology toll -free at (877) 551-4200 or visit our website at www.advancedpavement.com. A 6 V A M C E U_ Ecological Paver Systems Division PAVEMEW 67 Stonehill Road Oswego, Illinois 60543 /1 T E C N N 0 L 0 6 Y Toll -free (877) 551-4200 1 (630) 551-4200 1 Fax (630) 551-4225 crt@advancedpavement.com I pat@advancedpavement.com �, •,. ' www.advancedpavement.com © 2007 Advanced Pavement Technology. All rights reserved. BASS'"', ECO-SWALEFA' Aqua-Loc"M and Eco-Bricka are trademarks of Advanced ' Pavement Technology. Aqua-Bricx and Aqua-Bricioc® are registered trademarks of Advanced Pavement Technology. i ilk l_ r v4 F learn..^ About 3,9g Our system taadde, or I'eatored Ah dcle? partndr:- _,. Oorawoe Us Frequently Asked Questions about the BASS System and Permeable Pavers a What is the toad capacity of these systems? ' a How much undertayment is required to support the pavers and is this system applicable for a street that probably has utilities and vaults located in its substrate? - — How much stormwater can these systems absorb? ® Are there any streets where this type of pavement has been used? ® What about handicapped accessibility - how does this system address those city needs? ® Is this system applicable to a street or would you recommend it for a city sidewalk or merely parking areas? ® Coutd this system be designed to absorb first flush detention while sending the overflow to the storm system? ® How much do these systems cost? By percentage, how much higher is this method thanes typical urban street cross section? ' n What kind of maintenance is required for this type of system? • ' For vacuuming an area when re -instatement is required, how long would this maintenance take and how long would a street be blocked off? ' ® Is there any recycled content available in these materials? a Are these systems manufactured within 500 mites of the proposed site? ® Do you have examples of projects that have been installed for a period of time? 1 1 1 1 Question: What is the load capacity of these systems? Answer: The same methodology for flexible pavement per AASHTO designs - the structural coefficient for asphalt and concrete pavers are the same. BASS. may be designed to accomodate water loading, firetrucks, garbage trucks, busses, etc. Question: How much underlayment is required to support the pavers and is this system applicable for a street that probably has utilities and vaults located in Its substrate? Answer: Design for detention is usually performed first, then compared with structural design and evaluated for long-term performance taking into consideration suits and design life factors. In this scenario, we don't believe the detention requirements in the City of Chicago would require a design to accommodate a 100 year storm, but a 24" sub -base would meet a 24-hour, 100 year storm. A factor that the city may be interested in is that the pavers could be removed and replaced in the event access is required for these utilities and vaults. Question: How much stormwater can these systems absorb? Answer: The coefficient of runoff for permeable pavements at dead flat has been proven to be .15, where asphalt is .98 using the rational method. We would recommend a minimum 1 % grade and then the c value becomes .25. We would suggest that the design value be at .40 to allow for 50% clogging in the first five years. After that time period, the bacteria system is on a 100% breakdown of first -flush pollutants, which takes 5 yearsto complete. At this point, the system will continue to absorb a minimum. 25" storm 1 event. The void ratio in the sub -base aggregate is 40%. There is still another 9" of system (Paver depth, setting bed and base depth) left to store runoff from rainstorms; however, it is not part of the design... we just wanted to point out that we do have a degree of error designed onto this system. Question: Are there any streets where this type of pavement has been used? Answer: Ferinand Avenue in Chicago and there are other streets being constructed in Illinois this year. There are also streets in Havre de Grace MD, Portland OR, Davenport IA, and Milwaukee WI. Unit pavers have been used in streets in America for over 100 years, but the material was clay. Concrete pavers have been in place for approximately 30 years in the U.S. The use of permeable pavers in England, Germany, Australia and Japan is well documented for the past 20 years. There are successful permeable unit paver applications in the U.S.; however, these are primarily parking tot applications. We would also point out the Howland Hook terminal at the Port of New York/New Jersey has permeable pavers being utilized in a container yard. Question: What about handicapped accessibility - how does this system address those city needs? Answer: Unit pavers are acceptable for handicapped movement as proven by the University of Pittsburgh study. The use of permeable pavers, assuming the openings do not exceed 13mm, will not conflict with ADA standards. There are also pavers that have truncated domes that could be used at curb/ramp areas. Question: Is this system applicable to a street or would you recommend it for a city sidewalk or merely parking areas? Answer: Any area that requires a pavement surface could be designed with permeable pavers. The issue is to understand the needs of the client, site and users of the pavement. Sites that are stormwater hotspots and have high exposure to toxic materials ( e.g. scrap yards, fuel stations, etc.) would not be a good application for a permeable pavement system. Areas that pose concern regarding the possible migration of pollutants into the groundwater could use an impermeable membrane to contain these fluids and be sent to a secondary system for treatment. These membrane systems could also be utilized for capture of grey water and then used for irrigation purposes. Question: Could this system be designed to absorb first flush detention while sending the overflow to the storm system? Answer: Yes -one of the functions of this system is as a post -structural BMP to trap and process first flush pollutants, naturally. Question: How much do these systems cost? By percentage, how much higher is this method than a typical urban street cross section? Answer: The cost for a permeable unit paver system is site specific and would need to be compared with an urban street cross section that performs all the functions that a permeable system provides. In the Midwest, street applications with curb, base aggregates, paving and stormwater costs are typically budgeted at $225-$300/tf for a 30' wide street. We can furnish and install a BASS product with the same capitalization pricing. Parking lots and other applications could see this comparison at a 10%-2090 higher capitalization for a permeable pavement system, but the real competitive asset for BASS is in the durability and maintenance costs. Lifecycte costs need to be considered when selecting a stormwater management system, as the owner will realize a savings within a 30-year period, as illustrated at the Morton Arboretum project where a 22-year breakeven cost has been �II I�J ' forecast. 1 Question: What kind of maintenance is required for this type of system? ' Answer: Typically, normal BMP practices for parking lot and roadways would be used where street sweepers are employed to remove loose debris and silt build-up. Winter maintenance is actually reduced, where we have found that due to the excess amount of air in the void area of the aggregates, this space acts as an insulation barrier. Permeable pavement surfaces freeze at 1 lower temperatures than asphalt and other impervious surfaces and will not trap water and slush on the surface during a 24- hour freeze -thaw cycle and witl not require additional salting or plowing. 1 L-1 1 J I� I i 1 i [1 Question: For vacuuming an area when re -instatement is required, how long would this maintenance take and how long would a street be blocked off? Answer: The sweeping process would be the same as the city now uses and there would be no need to close the street. The remedial issue could be addressed with removal of aggregates from the clogged voids. Again, visual inspection would determine when and if remedial action is needed to increase percolation in the paver openings. For safety reasons, we would recommend blocking the area to perform any remedial work- the time required to remove and replace aggregates would be minimal, as the equipment used can cover large areas in a short period of time. Question: Is there any recycled content available in these materials? Answer: Fly ash and stag is used in the production of the concrete pavers, which would be a LEED item. Crusher run products from recycling facilities typically wilt not meet the quality of DOT specifications and also will not meet our sieve analysis requirements. Question: Are these systems manufactured within 500 miles of the proposed site? Answer: Yes. Advanced Pavement Technology is a national design/build firm and can provide materials to all major metropolitan sites in the U.S. within the 500 mile requirement for a LEED project. Question: Do you have examples of projects that have been installed for a period of time? Answer: Yes, as a design/build firm we are expected to make this system work and we have over 30 years experience as a national brick paving contractor with many examples of flexible pavement systems in place and performing well, both pervious and impervious systems. Please contact Chuck Taylor or Pat Taylor at 877-551-4200 (toll free) or by e-mail at crt@advancedpavement.com or pat@advancedpavement.com. �i 266Y Advance avement ethnology Home I About I System I Gallery I Shapes I Upcoming Events I Featured Articles I FAQ I Contact i •. • < m Zom ^►µ'I I %aII� IA ILA A✓L�.� .�✓` �I n��\ . `�� n `i�n� Ix GGit LLJ ' • �..1. ¢ z O U V! Z a . .. . - z U Z Q a 7 z N b z N m d W o f O K d m a Q w � m 0� x p U V w (n Q m mw VI m0 Q w� CY Q ZVWIn N MN my 0 n OU Z V mU? 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