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Drainage Reports - 06/23/2017
G;v of Ft. Collins pro ed F(p„S .Approved By, Date ;13 L. i e SHEAR ENGINEERING CORPORATION Drainage, Sediment/Erosion Control, and Stormwater Quality Report for Old Town North Third Filin Being a replat of Block 6, Tract JJ and Tract KK, Old Town North Fort Collins, Colorado Prepared for: Greeley Associates, LLC 2775 Iris Avenue Boulder, Colorado 80304 Prepared by: SHEAR ENGINEERING CORPORATE ,r•`"POO 1 Project No:2886-01-15 0: F) Revised: March 2017 _ 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com I hereby certify that this Final Drainage Report for the design of stormwater management facilities for "Old Town North Third Filing" was prepared under my direct supervision in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and construction standards for the owners thereof. Brian W. Shear, P.E. Registered Professional Engineer State of Colorado No: 20262 No Text TABLE OF CONTENTS Title Page Engineer's certification statement Vicinity Map Table of Contents I. INTRODUCTION: ........................................................................................................ 1 IL GENERAL LOCATION AND DESCRIPTION......................................................... I A. Property location..........................:............................................................................. 1 B. Description of Property..................................................................................:........... 2 III. DRAINAGE BASINS AND SUB-BASINS..................................................................3 A. Major Basin Description............................................................................................ 3 B. Sub -Basin Description............................................................................................... 5 C. Historic Conditions.................................................................................................... 5 IV. DRAINAGE DESIGN CRITERIA.............................................................................. 6 A. Regulations.....................................................................................6 B. Development Criteria Reference and Constraints.........................................7 C. Hydrologic Criteria...........................................................................7 D. Hydraulic Criteria..............................................................................8 V. DRAINAGE FACILITY DESIGN.................:............................................................. 8 A. General Concept......................................................................................................... 8 B. Specific Details — Runoff........................................................................................... 9 C. Specific Details — Culverts and Channel................................................................. 11 D. Specific Detail — Street Capacities........................................................................... 11 E. Specific Details — Inlets........................................................................................... 12 F. Specific Details — Storm Sewer............................................................................... 12 G. Specific Details — Detention.................................................................................... 15 VI. WATER QUALITY..................................................................................................... 16 A. General Concept....................................................................................................... 16 VII. EROSION CONTROL — STORMWATER MANAGEMENT...............................16 A. General Concept....................................................................................................... 16 B. Specific Details — Erosion/Sediment Controls......................................................... 17 C. Potential Sources of Pollution/Materials and Site Management .............................. 18 D. Erosion Control Security Deposit............................................................................ 20 VIII. LOW IMPACT DEVELOPMENT (LID)................................................................. 21 IX. CONCLUSIONS.......................................................................................................... 23 A. Compliance with Standards..................................................................................... 23 B. Drainage Concept..................................................................................................... 23 X. VARIANCE REQUEST.............................................................................................. 23 A. Variance from City of Fort Collins Requirements................................................... 23 XI. REFERENCES.............................................................................................................24 APPENDIX Runoff Street Capacities / Inlets Storm Sewer LID Detention / Water Quality NECCO SWMM Results and Input APPENDIX II Table RO-3: Recommended Percentage Imperviousness Values, USDCM. April 27, 2015 e-mail from Larry Owen to Michael Palizzi provided by Mr. Larry Owen discussing the Blondel Street culvert capacity and interim peak flows APPENDIX III Erosion Control Security Deposit Estimate APPENDIXIV Original Old Town North Drainage Plan NECCO plan Sheet 41 of 69 of the Utility Plans for Northeast College Corridor Outfall Drainage Improvement Project; plans dated May, 2009; Ayres Associates Project No: 32-0950.11 Aspen Heights Offsite Streets Sheet 30 of 43: Swale Plan and Profile Aspen Heights Offsite Streets Sheet 31 of 43: Swale Plan and Profile Aspen Heights Offsite Streets Sheet 32 of 43: Storm Sewer Plan and Profile (NECCO) Aspen Heights Offsite Streets Sheet 42 of 43: Offsite Streets Drainage Plan Flood Insurance Rate Map (FIRM) Map Number 08069C0977G; Panel 977 of 1420; map dated June 17, 2008 APPENDIX V Master Drainage Plan Overall Sediment/Erosion Control Plan (1" = 50') Sediment / Erosion Control Plan (West) (1" = 30') Sediment / Erosion Control Plan (East) (1" = 30') Page 1 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado I. INTRODUCTION: This report presents the pertinent data, methods, assumptions, references and calculations used in analyzing and preparing the final drainage, erosion control, and water quality design for Old Town North Third Filing. 2. Old Town North Third Filing is a replat of Block 6, Tract KK and Tract JJ, Old Town North (plat recorded in Larimer County records on June 11, 2004 at Reception No. 2004-0056692). 3. All of the Old Town North Third Filing property is included in the North East College Corridor Outfall (NECCO) study (Figure 1). Runoff will be conveyed to the NECCO Regional Detention Pond north of Suniga Road via storm sewer. Figure 1: NECCO Master Plan Basin Map: A. Property location Old Town North Third Filing is located in the south 1/2 of the southwest 1/4 of Section 1, Township 7 North, and Range 69 West of the 6th P.M., Fort Collins, Colorado. 2. More specifically, Old Town North Third Filing is located west of Redwood Street, north of Osiander Street, east of Blondel Street and south of Suniga Road. 3. Refer to the vicinity map located near the beginning of this report. Page 2 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado B. Description of Property Old Town North Third Filing is a part of the original Old Town North development and includes Block 6 and Tracts JJ and KK according to the final plat o,\Old Town North recorded in Larimer County records on June 11, 2004 at Reception No. 2004-0056692 2. The Third Filing portion of Old Town North is currently undeveloped. A majority of the site was situated in the Dry Creek floodplain when the original Old Town North plat was recorded in 2004 and Old Town North was developed. The Dry Creek floodway has since been redefined to remove a majority of the site from the Dry Creek floodplain. a. Refer to Appendix IV for Flood Insurance Rate Map (FIRM) Map Number 08069C0977G; Panel 977 of 1420; map dated June 17, 2008. 3. Old Town North Third Filing will consist of fifty-six (56) single family lots on 7.48 acres. It is an infill site with developed roadways on all sides of the site. Internal access will include public alleys, similar to the alleys provided with the original Old Town North. 4. Some of the Old Town North Third Filing side of Suniga Road has been used to accommodate completion of the Aspen Heights Subdivision project to the north. A 12" water line was installed adjacent to the north boundary of Old Town North Third Filing in the 15' utility easement adjacent to the south side of Suniga Road. A fairly significant drainage channel was built adjacent to the north side of the property to accommodate historic flows from the west. a. The drainage channel constructed on the Old Town North Third Filing site is theoretically interim in nature. Once NECCO improvements are completed, conveyance of historic flows from the west through Old Town North Third Filing will cease. However, until NECCO improvements are completed, Old Town North Third Filing will continue to convey historic flows from the west through Old Town North Third Filing. 5. A portion of Osiander Street to the east was not completed with the original Old Town North development due to the defined Dry Creek floodplain at the time. Osiander Drive will be completed with this project. Inlets will be provided in Osiander Drive at the intersection with Redwood Street so that runoff from this portion of Osiander Street to the NECCO system. Page 3 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. The entire site is located in the Lower Dry Creek Basin as delineated on the City of Fort Collins Stormwater Basin Map (Figure 2). a C - m OMMTRY CLUB RO +� i �, m tl MDUWAM 037A DR - x x DRrCREEK ID Q E VI/c OR Q COOPER SLOUGH/ x Li i'UI!ic •:iC [LNG, -'-Y A" BOXELDER WEST VINE [ YUL[tEAFY Si ® N-ELL'I.EEir 91 OLD TOWN CANAL E PRACPECT n Q FMPORTATION CA CHE LA POUDRE ? J N" Gn 0.KE RO t W SPRING CREEK 0 FOOTHILLS IM MDR�TODiM 110 i °' MAIL CREEK FOK WEADO WS WK4w co to MCCLEUAMS � O K J S �CM1iA M w GW i w Q n w FOSSIL CREEK CARGEWM BD Figure 2: City of Fort Collins Stormwater Basin Map 2. A portion of the Old Town North Third Filing site is included in Sub -basin A as defined on the original Old Town North Drainage Plan. The north sub -basin A line was defined near the front of the future lots fronting Osiander Street. The same sub -basin line has been slightly adjusted here and is now defined at the fifteen foot (15') front setback line. It is generally consistent with the original Sub -basin A line. Page 4 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado a. Runoff from the front lots of the single family lots fronting Osiander Street and included in Sub -basin A is directed to the Old Town North detention Pond. Refer to original Old Town North Drainage Plan in Appendix IV. 3. A majority of the Old Town North Third Filing property is included in the 2009 North East College Corridor Outfall (NECCO) study. Old Town North Third Filing runoff will be conveyed to the NECCO detention Pond north of Suniga Road via storm sewer. a. A majority of the Old Town North Third Filing site is included in NECCO Basin 810 and was modeled as a developed basin. b. NECCO implemented an area of 8.2 acres for Basin 810 at 90% imperviousness (developed condition) in the SWMM model. 4. A portion of the North East College Corridor Outfall (NECCO) improvements were constructed adjacent to Old Town North Third Filing on the south side of Suniga Road with the Aspen Heights Subdivision project to the north. a. The section of storm sewer constructed in Suniga Road to convey runoff from the south side of Suniga Road to the north side of Suniga Road is a 36" diameter RCP. The storm sewer profile included with the Aspen Heights Subdivision Utility Plans is included with this report for immediate reference. Refer to Appendix IV. i. Reference Sheet 32 of 43 (record drawing) of the "Utility Plans for Suniga Road to Blue Spruce Drive to Redwood Street and Redwood Street from Lupine Drive to Cajetan Street" by Owen Consulting Group, Inc.; Owen Project Number: 155-101FC; Plans dated April 29, 2015; City Engineer approval date: 05/18/2015; Plan revision date: 10/28/2015 (As -Built storm). b. The existing NECCO 36" RCP storm sewer is currently bulkheaded at both ends with no outfall. Suniga Street existing inlets accept storm runoff and snowmelt runoff to this section of storm sewer with no outfall. Therefore, the NECCO 36" RCP storm sewer acts as a temporary storage facility. There is approximately 960 LF of existing NECCO 36" RCP storm sewer according to Sheet 32 of 43 (record drawing) of the "Utility Plans for Suniga Road to Blue Spruce Drive to Redwood Street and Redwood Street from Lupine Drive to Cajetan Street". C. The NECCO Regional Detention Pond on the north side of Suniga Road is not complete. It is currently built to accommodate Aspen Heights Subdivision in an interim condition. Our understanding is that the NECCO regional Pond and outfall will be completed in 2 to 4 years. Page 5 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado 5. A portion of the current Dry Creek floodplain limits encroach on the eastern portion of the property. a. The limits of the 100-year floodplain (Zone AE) for Dry Creek were taken from the Flood Insurance Rate Map (FIRM) Map Number 08069C0977G; Panel 977 of 1420; map dated June 17, 2008. i. Limits of the Dry Creek floodplain are shown on the construction plans. ii. All improvements will be outside of the Dry Creek Floodplain. B. Sub -Basin Description Old Town North Third Filing is included in the area south of Suniga Road defined as Basin 810 in the Northeast College Corridor Outfall (NECCO) Final Design Report. Basin 810 was modeled as a developed basin. a. Basin 810 was defined as an 8.2-acre basin in the Northeast College Corridor Outfall (NECCO) Final Design Report. b. Basin 810 includes a portion of Old Town North west of Blondel Street. This report will address and accommodate the future development of Tract F, Old Town North. C. Basin 810 also includes Lot 1, Block 12, Aspen Heights Subdivision, located at the southwest corner of Suniga Road and Redwood Street. At this time, the interim channel constructed for the conveyance of historic flows from the west will remain in place on Lot 1, Block 12, Aspen Heights Subdivision and continue to convey runoff to two pipes under Redwood Street to the Lake Canal. C. Historic Conditions Prior to the development of Aspen Heights Subdivision and the construction of Suniga Road and Redwood Street, historic runoff was conveyed easterly to the Dry Creek channel and was intercepted by the Lake Canal. 2. Historic conditions now include recent changes to the property made during construction of the Aspen Heights project. More specifically, installation of two (2) 1411x2Y elliptical RCP culverts placed under Blondel Street on the west side of the Old Town North Third Filing site and the construction of an interim channel for conveyance of historic flows from the west. a. Refer to Topographical Survey for Block 6, Tracts JJ and KK, Old Town North by Intermill Land Surveying. Page 6 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado b. Refer to Aspen Heights Offsite Streets Sheet 30 of 43: Swale Plan and Profile included in Appendix W. C. Refer to Aspen Heights Offsite Streets Sheet 31 of 43: Swale Plan and Profile included in Appendix IV. 3. Two (2) 14"x23" elliptical RCP culverts were placed under Blondel Street and a channel was constructed on the Old Town north property with Aspen Heights construction. Our understanding is that the culverts and channel were constructed to convey interim historic flows from the west to Dry Creek and the Lake Canal. Our understanding is that these flows are eliminated when the NECCO improvements are completed. a. The two (2) 14"x23" elliptical RCP culverts convey a 10-year storm flow of 20.8 cfs. b. The 50-year storm flow to this point is 35.8 cfs. C. The 100-year storm peak flow is 46.8 cfs. d. Refer to Appendix for April 27, 2015 e-mail from Larry Owen to Michael Palizzi provided by Mr. Larry Owen discussing the Blondel Street culvert capacity and interim peak flows. 4. After development of Aspen Heights Subdivision,construction of Suniga Road and Redwood Street, and the construction of the interim channel on the Old Town North property with the Aspen Heights Subdivision for conveyance of historic flows from the west, runoff from a majority of the Old Town North Third Filing site has no outfall. The channel berm was built up higher than existing grades on the east and dammed the historic outfall point for this property. a. Refer to Topographical Survey for Block 6, Tracts JJ and KK, Old Town North by Intermill Land Surveying. IV. DRAINAGE DESIGN CRITERIA A. Regulations Stormwater management improvements are designed in compliance with the requirements of the City of Fort Collins Stormwater Criteria Manual adopted December 2011. (Manual). The Manual incorporates most of the Urban Storm Drainage Criteria Manual (USDCM) with amendments that are unique to Fort Collins. 2. The latest versions of the USDCM software were used for runoff calculations. Page 7 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado 3. City of Fort Collins rainfall distributions were used for all hydrologic calculations. B. Development Criteria Reference and Constraints Generally, any additional development within the site will not redefine grades along the property boundaries since existing grades are defined by existing streets. 2. A 12" water line was constructed on the Old Town North Third Filing property in association with the Aspen Heights project. The water line profile for the 12" water line does not allow easy access to the existing NECCO storm sewer. Lowering the existing 12" water line may be required. 3. There is an existing 60" City of Greeley water in Suniga Road. The NECCO study makes the following statement regarding NECCO Basin 810 on page 3. Basin 810 is currently an undeveloped portion of the Old Town North development. It was modeled as a developed basin that drains into the proposed Regional Detention Pond. The storm sewer that is required to connect this basin to the proposed detention facility was not designed with the NECCO project. The future pipe will cross the re -aligned Vine Drive. This crossing must take into account the GWET (Greeley water) and the NEWT waterline clearances. These clearances are very critical... C. Hydrologic Criteria 1. Rational Method - The Rational Method was used to determine peak runoff rates at design points for the sizing of swales, storm sewers and street capacities for both the Minor Design Storm (2yr) and the Major Design Storm (I00yr). a. Percentage imperviousness values were taken from Table RO-3— Recommended Percentage Imperviousness Values (See Appendix II). b.. Rational coefficients determined per Manual methods using a hydrologic soil group of Type C for the site. The 100 yr coefficients were multiplied by the Fort Collins required frequency factor of 1.25. C. The single-family portions of this project exceed 6 units per acre, therefore the typical method from the Manual for computing percentage impervious for single-family in these areas using Figures RO-3 through RO-5 could not be used. Recommended values from Table RO-3 for multi -unit detached and multi -unit attached were used instead. Page 8 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado D. Hydraulic Criteria 1. Drainage street capacities are based on Manual methods using the USDCM UD- Inlet version 4.01 b software. 2. Culvert analysis will be conducted utilizing HY8 software implementing Federal Highway Administration (FHWA) HDS-5 methodology. 3. Storm sewer hydraulic and energy gradeline (HGL\EGL) analyses will be conducted using Stormwater Studio by Hydrology Studio implementing the latest HEC-22 3`d Edition junction loss methodology. V. DRAINAGE FACILITY DESIGN A. General Concept The storm drainage system is designed to safely convey ultimate condition Tract F, Old Town North and Old Town North Third Filing developed storm flows by sheet flow, concentrated gutter flow and storm sewer flow to the existing NECCO storm sewer system and NECCO Regional Detention Pond located on the north side of Suniga Road. a. The total project area amounts to 7.48 acres (Project). The runoff from 6.55 acres of the Project will be conveyed north directly to the Regional Detention Pond for detention and water quality purposes. This tributary area is less than the allotted area of 8.2 acres for Basin 810. b. Runoff from a total area of 0.93 acres from the front lot areas along Osiander Street will be conveyed south by gutter flow to the Old Town North detention pond. C. Project site flows are collected by on -grade and area inlets and conveyed to the north outfall location (Design Point 1) by both a storm sewer system (North Storm Sewer System) on the east side, and a channel system (North Channel System) on the west side. 2. The interim NECCO Regional Detention Pond does not accommodate the NECCO storm sewer system at this time. The current Regional Detention Pond excavation will be expanded to accommodate detention storage for Old Town North Third Filing in a temporary condition until the NECCO Regional Detention Pond ultimate outfall is completed. a. The section of NECCO storm sewer constructed adjacent to Old Town North Third Filing with Aspen Heights is bulkheaded at both ends with no outfall and is generally unused at this point except for storage of direct contributing flows to the storm sewer from Suniga Road. Page 9 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado 3. A portion of the interim channel from Blondel Street to Redwood Street and the Lake Canal will remain in place on the Aspen Heights property located at the southwest corner of the intersection of Suniga Road and Redwood Street. The channel will continue to convey runoff to the Lake Canal via two (2) existing 1411x2Y elliptical RCP culverts under Redwood Drive constructed with the Aspen Heights project. a. Refer to Aspen Heights revised Sheet 34 of 43 (Redwood Culvert Plan and Profile), City Engineer approval date: 05/18/2015. B. Specific Details — Runoff The Rational Method was used to determine peak runoff rates for the 2-year and 100-year design storm events at the site design points for the sizing of drainage structures and determining street capacities. Please see the Rational Method coefficients calculated runoff for the design basins in the runoff section of Appendix I. a. Design Point 1 - Represents the Rational Method routed flow for the Project site to the outfall. Q2= 4.7 cfs and Qioo= 33.9 cfs. b. Design Point 2 — Consists of three (3) Denver 16 Combination inlets to address flows on the north side of Suniga Road from Basin 2 and convey the entire 100 yr storm event into the North Storm Sewer system. C. Design Point 3 — Consists of three (3) Denver 16 Combination inlets to address flows on the south side of Suniga Road from Basin 3 and convey the entire 100 yr storm event into the North Storm Sewer system. d. Design Point 3a - Consists of four (3) Denver 16 Combination inlets to address flows on the south side of Suniga Road from Basin 3 and convey the entire 100 yr storm event into the North Storm Sewer system. e. Design Point 4 — Consists of 5' Type R inlet on grade placed to remove runoff to address street capacity during the major storm event. This inlet bypasses 1.8 cfs during the major storm event to the 25' Type R sag inlet located at design point 4ac. f. Design Point 4a — Demonstrates adequate street capacity for Emmaus Lane . within Basin 4a up to the 25' Type R sag inlet. g. Design Point 4b — Consists of (1) Denver 13 Combination sag inlet designed to intercept the entire major storm event from Basin 4b. h. Design Point 4c - Demonstrates adequate street capacity for Emmaus Lane within Basin 4c up to the 25' Type R sag inlet. Page 10 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado i. Design Point 4ac — Represents the combined design flows from Basins 4a and 4c at the 25' Type R sag inlet. The entire major storm event is intercepted at this inlet location. j. Design Point 5 — Consists of a 10' Type R inlet The entire major storm event is intercepted at this inlet location and conveyed into the North Channel system. k. Design Point 5a— Consists of (1) Denver I!'Combination sag inlet designed to intercept the entire major storm event from Basin 5a. 1. Design Point 6 — Consists of a 10' Type R inlet The entire major storm event is intercepted at this inlet location and conveyed into the North Channel system. m. Design Point 6a — Consists of (1) Denver 13 Combination sag inlet designed to intercept the entire major storm event from Basin 6a. n. Design Point 7 — Represents the runoff outfall design location for Basin 7. This runoff is conveyed to the North Channel system through the existing culvert system under Blondel Street. , o. Design Point 8 — Consists of a 30" RCP FES with an 8' section of 30" NRCP designed to intercept and convey the entire 100 yr runoff flow from Basins 5, 5a, 6, 6a, 7, and 8 into the NECCO Storm Sewer system. A 25' overflow weir will convey the 100 yr offsite offsite flow of 46.8 cfs coming from the west, into the offsite floodplain area east of the Project. Arain garden is located at this design point to meet site LID requirements. p. Design Point 9 — Consists of a 24" RCP FES designed to intercept and convey the entire 100 yr runoff flow from Basins 2, 3, 3a and 9 into the North Storm Sewer system. A rain garden LID structure is placed just upstream of the FES and is sized to address runoff from basins 2, 3, 3a and 9. q. Design Point 10 — Consists of a CDOT Type C area inlet designed to intercept and convey the entire 100 yr runoff flow from Basin 10 into the North Storm Sewer system. r. A hydrology table summary is located in the Runoff section of the appendix and lists the 2yr and 100yr peak flows with surface characteristic information. Page 11 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado C. Specific Details — Culverts and Channel The two (2) 14"x23" elliptical RCP culverts that were placed under Blondel Street with Aspen Heights construction will remain in place. Although identified as temporary culverts in all Aspen Heights drawings, these culverts will most likely remain in place, primarily to accommodate Tract F, Old Town North redevelopment. 2. The two (2) 14"x23" elliptical RCP culverts that were placed under Redwood Street with Aspen Heights construction will remain in place. No Old Town North Third Filing runoff is directed to these culverts. They are there specifically for the purpose of conveying historic flows prior to completion of the NECCO system and could possibly be used if Lot 1, Block 12, Aspen Heights Subdivision is developed. Flows from these culverts will be conveyed across the project through the North Channel System. 3. The North Channel System consists of a trapezoidal channel with a 5' bottom width and 4:1 side slopes. The channel has a main channel bed slope of 0.0039 ft/ft. The channel is sized to accommodate the required freeboard at QioVi.33 = 82.9 cfs. The resultant Froude Number = 0.50. 4. Pairs (2) of 18" NRCP culverts will be placed under the sidewalks that cross the North Channel system. The culverts will not overtop during the 10yr event, and will overtop 0.42' during the 100-year event. Please see the culvert calculations in Appendix I. D. Specific Detail — Street Capacities The street capacities in Suniga Road upstream of Design Points 2, 3 and 3a are not exceeded for either the Minor and Major storm events. The inlets installed on Suniga Road are not to address capacity, but only to intercept the 100-year event flow before it leaves the Project site. The inlet calculations are found in Appendix I. 2. A typical cross section of the bump outs on Osiander Street was analyzed and the street capacity was found to be 6.44 cfs to the crown elevation, satisfying both the Minor and Major storm event requirements. 3. Emmaus Lane requires inlets at design points, 4, 4ac, 5 and 6 to address street capacity and intercept the entire major storm event at the sag location located at design point 4ac. 4. Street capacity calculations are presented in Appendix I. Page 12 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado E. Specific Details — Inlets Denver No. 16 combination inlets will be provided at the intersection of Osiander Street and Redwood Street in order to intercept all Osiander Street runoff and convey that runoff through the new Old Town North Third Filing drainage system and into the NECCO storm system. a. Tl e inlets located at the southwest corner of Osiander Street and Redwood Drive will be sized to accommodate developed runoff from a portion of Block 9, Old Town North that wasn't directed to the. original Old Town North detention Pond. J 2. A CDOT Type C inlet is used at Design Point 10 to intercept the entire 100-yr storm event and convey flow into the North Storm Sewer system. 3. Denver No. 13 combination inlets were used in the sag locations at design points 4b, 5a, and 6a to intercept the entire 100-yr storm event from the parking lot areas. 4. Street capacity and inlet calculations are presented in Appendix I. F. Specific Details — Storm Sewer All storm sewer is designed to accommodate conveyance of the 100-year design storm to the site outfall on the south side of Suniga Road, and then under Suniga Road to the NECCO Regional Detention Pond. 2. The NECCO storm sewer extension is in general conformance with the its ultimate position noted with the permanent pond configuration based on the storm sewer plan and profile noted on Sheet 41 of 69 (C-231) of the Ayres NECCO plans included in Appendix IV. Refer to NECCO plan Sheet 41 of 69 of the Utility Plans for Northeast College Corridor Outfall Drainage Improvement Project; plans dated May, 2009; Ayres Associates Project No: 32-0950.11. 3. The existing NECCO 36" storm sewer (Storm CI) under Suniga Road was modeled in the original NECCO S WMM as only accommodating and conveying flow from NECCO SWMM basins to the west of this project and in Suniga Road. This pipe was not modeled to accommodate NECCO Basin 810 (Old Town North Third Filing). a. The existing 36" storm sewer is currently capped at its west terminus at Blondel Street. Therefore, the existing 36" storm sewer is generally unused at this time except for intercepting direct Suniga Road flows. Page 13 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado 4. Conveyance for developed flows from Basins 810 (Old Town North Third Filing) and 413 were not accommodated with the construction of Suniga Road with the Aspen Heights project, nor was an actual physical storm sewer designed for these flows in the NECCO SWMM. a. Runoff flow from Basins 810 and 413 in the NECCO SWMM are conveyed by a dummy 48" conduit into the Regional Detention Pond to represent their volumetric requirements within the Regional Detention Pond. 5. The capacity of the existing 36" RCP under Suniga Road (SWMM Storm Cl) is not maximized in the current 100-yr NECCO SWMM, therefore to save the cost of a very expensive pipe boring installation under Suniga Road, the tributary Project area of 6.55 acres that drains to the Regional Pond was modeled in the NECCO SWMM to drain into Storm—Cl. a. The Project area was divided into three logical SWMM basins/Subcatchments for the new SWMM modeling. The Subcatchments are: i. Old Town 3rd West — Consisting of site basins 5, 5a, 6, 6a, 7, and 8; totaling 2.87 acres at 56.2% imperviousness. The internal subarea routing was 100% pervious. ii. Old Town 3rd Central — Consisting of site basins 4, 4a, 4b, 4c and 10; totaling 2.00 acres at 60.5% imperviousness. The internal subarea routing was 72% pervious. iii. Old Town 3rd East — Consisting of site basins 2, 3, 3a and 9; totaling 1.67 acres at 48.0% imperviousness. The internal subarea routing was 100% pervious. iv. The internal subarea routing has little effect on the hydraulic capacity modeling of the existing 36" RCP due to the low soil infiltration rates. The solution to drain the site into the existing 36" RCP works also without any internal SWMM subarea routing (OUTLET). No Text Page 15 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado 6. The storm sewer calculations and profiles for the storm sewer systems located in Osiander Street and Emmaus Lane are presented in Appendix I. G. Specific Details — Detention The NECCO Regional Detention Pond is currently performing as an interim Pond with a shallow depth that accommodates detention volume for Aspen Heights only. 2. Detention volumes typically required for development of Old Town North Third Filing will be provided on the north side of Suniga Road by expanding the current Pond configuration to the future Regional Detention Pond depth by extending the existing 36"storm sewer outfall and grading the existing Pond to accommodate the required volume. a. The Regional Detention Pond grading will be in general conformance with preliminary Regional Detention Pond designs 3. The current NECCO SWMM was obtained from Ayres. It was discovered Basin 810 was modeled using a 90% basin imperviousness value for future basin build - out consideration. The actual imperviousness value for the 6.67-acre Project area tributary to the Regional Pond is computed to be 53.9%. a. The total 100-year event runoff volume from the 6.67-acre project area tributary to the Regional Pond was found to be 70,856 cubic feet (1.63 ac- ft) in,the Project SWMM analysis. The grading plan for the Project provides for this additional volume as an interim condition for the Regional Pond. 4. The outlets for the two small detention areas required for on -site flow attenuation as mentioned above in the storm sewer section, are located at design points 8 and 9. a. The outlets consist of a 30" concrete flared end section at design point 8, and a 24" concrete flared end section at design point 9. b. The maximum storage volumes attained for these areas during the SWMM simulation are 4,924 cubic feet (@ elev 4963.90) and 19,856 cubic feet (@ elev 4962.34), respectively. These two areas fill and completely drain in 2:50 and 6:35 hrs:min, respectively. C. A 25' overflow weir spillway is located at design point 8 at crest elevation 4963.90 to allow the offsite flow coming from the west to pass through the site and into the floodplain area until the NECCO improvements are completed. Page 16 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado d. A 12" overflow weir spillway is located on the east side of the east detention area at crest elevation 4962.34 and sized to pass the 100-year peak flow of 12.5 cfs from the SWMM for the OldTown3rdEast Subcatchment. VI. WATER QUALITY A. General Concept No water quality measures are required for this project. Water quality will be provided with the NECCO Regional Detention Pond upon completion of the ultimate Regional Detention Pond condition per the Master Plan. 2. From the Page 4.3 of the NECCO report: • Due to the location of the following basins, water quality and detention does not need to be provided if the basins ultimately discharge into the Regional Detention Pond. It will be provided in the proposed Regional Detention Pond. o Basins: 912, 810, 413 3. The temporary detention Pond condition with no formal completed outfall will generally serve as water quality for Old Town North Third Filing. VII. EROSION CONTROL — STORMWATER MANAGEMENT A. General Concept Erosion control measures and the SWMP Administrator are identified on the Overall Erosion Control Plan. Standard Grading and Erosion and Sediment Control Construction Plan Notes are included on the Project Notes Sheet. 2. An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $3,000.00. 3. The site has been overlot graded with Old Town North and has been vegetated. The existing site vegetation consist primarily,of native and non-native grasses. These grasses naturally grow in clumps, which inevitably leads to some bare areas. In General, the site has approximately 60% vegetative cover. The site consists of a vegetative and top soil layer according to the subsurface exploration Report by CTL/Thompson, Inc, Inc. titled " Preliminary Geotechnical Investigation Old Town North, Block 6; Fort Collins, Colorado"; CTL/Thompson, Inc. Project No. FC07353-115; report dated April 27, 2016 4. Construction BMP's will consist of gravel filters at inlets, surface roughening and re -vegetation, vehicle tracking pads and silt fence around downstream construction limits. Page 17 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado B. Specific Details — Erosion/Sediment Controls The following temporary BMP measures are specified on the Erosion Control Plans: a. Curb sock protection on and adjacent to the site. Curb sock protection shall be installed to capture sediment, silt, debris and other runoff before reaching adjacent existing stormwater infrastructure including existing curb and gutter adjacent to the site. Curb sock protection shall be installed in general compliance with the installation detail on the Detail Sheet. Curb sock protection shall be inspected for sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Curb sock protection shall remain in place until such time all contributing drainage areas are sufficiently stabilized. b. Curb inlet gravel filter at the proposed and existing inlets. Curb inlet gravel filter protection shall be installed to capture sediment, silt, debris and other runoff before reaching the existing stormwater infrastructure including existing curb and gutter in and adjacent to the site. Curb inlet protection shall be installed in general compliance with the installation detail on the Detail Sheet. Curb inlet protection shall be inspected for sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Curb inlet protection shall remain in place until such time all contributing drainage areas are sufficiently stabilized. C. Area inlet protection at the proposed area inlets. Area inlet protection shall be installed to capture sediment, silt, debris and other runoff before reaching the existing stormwater infrastructure including existing curb and gutter adjacent to the site. Area inlet protection shall be installed in general compliance with the installation detail on the Detail Sheet. Area inlet protection shall be inspected for sediment to be removed and maintained on biweekly basis and within twenty four (24) hours of a storm event. Area inlet protection shall remain in place until such time all surrounding areas are sufficiently stabilized. d. ' Silt Fence along a portion of the perimeter of the site shall be installed. Silt Fence installation shall be installed to capture sediment, silt, debris and other non -concentrated surface flow before reaching existing improvements. Silt Fence shall be installed in general compliance with the installation detail on the Detail Sheet. Silt Fence shall be inspected and maintained on biweekly basis and within twenty four (24) hours of a storm event. Silt Fence shall remain in place until such time all surrounding areas are sufficiently stabilized. Page 18 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado e. Wattles on and adjacent to the site. Wattle installation shall be installed to reduce erosion in channels based upon velocity reduction prior to runoff reaching existing improvements. Wattles shall be installed in general compliance with the installation detail on the Detail Sheet. Wattles shall be inspected and maintained on biweekly basis and within twenty four (24) hours of a storm event, Wattles shall remain in place until contributing drainage areas are sufficiently stabilized. f. Vehicle Tracking Control. Vehicle Tracking Control installation shall be installed to prevent vehicle transport of dirt off site. Vehicle Tracking Control shall be installed in general compliance with the installation detail on the Detail Sheet. Vehicle Tracking Control shall be inspected and maintained on biweekly basis and within twenty four (24) hours of a storm event. See Erosion Control General Notes with the Vehicle Tracking Control Detail on the Detail Sheet for additional Inspection requirements. Vehicle Tracking Control shall remain in place until such time all surrounding areas are sufficiently stabilized. 2. The following permanent erosion control measures will be completed: a. Osiander Street, Blondel Street and Suniga.Road parkway landscaping and irrigation installation. b. On -site areas to be permanently landscaped or permanently vegetated are represented on the Landscape Plan. Drought resistant sod will be installed and seed mixes are on the Landscape Plan with additional detail. C. At the south-east corner of the site a dry well will be installed at the rain garden pond. The rain garden under drain will drain to the dry well. Dry well shall be maintained with the developments regular ground maintenance schedule as part of the HOA agreement. The dry well shall be inspected for the dry well height for sediment to be removed a minimum of twice a month. If twice a month inspections are insufficient additional dry well inspections shall be scheduled by the HOA. C. Potential Sources of Pollution/Materials and Site Management The following potential sources of pollution have been evaluated: a. Disturbed and stored soils will be prevented from leaving the site by the use of silt fence, wattles and vehicle tracking control through creating a perimeter to keep materials from leaving the site. If those fail curb sock protection and inlet protection is also provided to prevent disturbed and stored soils from leaving the site through reducing the load of erosion materials reaching the inlet. Page 19 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado b. Vehicle tracking control of sediments will occur at the south entrance of the site to reduce dirt material reaching the existing streets and inlets. Frequent sweeping, scraping and removal of materials at this location will be required. C. Spills shall be contained and cleaned up as soon as possible and are the Contractor's responsibility. If a spill occurs, absorbent materials could be used to contain spills and clean the. area of residuals. Excavation of contaminated soils could also be a method of containment. Proper disposal of the contaminated material at an accepted waste site is the Contractor's responsibility. Spills shall not be washed down into the storm drain or buried anywhere. A notification procedure must be put in place by the Contractor, by which workers would first notify the site construction superintendent, who would notify the SWMP Administrator. Depending on the severity of the spill, the site construction superintendent and SWMP Administrator would possibly notify the Colorado Department of Public Health and Environment - Water Quality Control Division, downstream water users, or other appropriate agencies. All spills that require cleanup, even if the spill is minor and does not need to be reported to the state, should still be reported to the City of Fort Collins Utilities office. d. Loading and unloading operations shall be completed in such a way that does not contribute pollutants to runoff. As site development and building construction progresses access to the site will be limited to one location. The contractor will be responsible for the proper handling and management of pollution sources during loading and unloading. e. Outdoor storage activities will not include fertilizers or chemicals including foam insulation or concrete form oil. If building materials are stored on site they must be stored in such a way that they do not contribute pollutants to runoff. Building materials shall be stored in weather proof containers. f. Vehicle and equipment maintenance and fueling will be completed in a clearly designated on -site fueling and maintenance that is clean and dry. Provide appropriate BMP's to ensure that spills or leaks are contained. g. Fugitive dust or particulate generating processes will be mitigated by using a water truck. h. On -site waste management practices shall be in compliance with the City Ordinance and Colorado Discharge Permit System requirements. The Developer shall at all times take whatever measures are necessary to assure that proper containment and disposal of pollutants on the site are in accordance with any and all local, state and federal regulations. Page 20 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Thud Filing; Fort Collins, Colorado i. Concrete truck/equipment washing, including the concrete truck chute and associated fixtures and equipment wash out area will be provided on site. Washout location is shown on the Sediment and Erosion Control Plan and installation detail is shown on the Detail Sheet. This location is a suggestion, and can be relocated at the discretion of the Contractor while keeping it away from inlets and other drainage courses. The concrete washout area should be inspected regularly. Confirmation that the washout is being used should be noted to ensure that other undesignated areas of the site are not being used incorrectly as a concrete washout. Dedicated asphalt and concrete batch plants are not included with this project. k. Non -industrial waste sources generated by construction and worker trash shall be accommodated by an on -site dumpster. It shall be the responsibility of the Contractor to maintain a clean job site as to prevent dispersion of waste material and potential pollutants into adjacent properties or waterways. Portable toilets shall be placed on dirt and staked or otherwise secured in a way that does not allow for it to tip and discharge materials. Locate portable toilets far from inlets and drainage courses. 1. Saw cutting pollution mitigation will be accommodated by vacuuming slurry and cuttings during operations. Slurry and cuttings will not remain on concrete or asphalt overnight. Slurry and cuttings shall not drain to any drainage way. Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water requirements. D. Erosion Control Security Deposit An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $3,000.00. 2. See the Erosion Control Security Deposit Requirements document located in Appendix I. 3. The erosion control security deposit is reimbursable upon reaching final stabilization and no security had to be used to ensure the site prevents materials including sediment from leaving the site. 4. The erosion control security deposit is equal to $ 47,559.00. Page 21 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado 5. Final stabilization will be achieved and all disturbed on -site areas not paved will be permanently landscaped or permanently vegetated. Areas not paved, permanently landscaped or permanently vegetated will be seeded. As defined by the Colorado Department of Public Health and Environment "Final Stabilization is reached when all soil disturbing activities at the site have been completed and uniform vegetative cover has been established with a density of at least 70 percent of pre -disturbance levels or equivalent permanent erosion reduction methods have been employed". VIII. LOW IMPACT DEVELOPMENT (LID) The Project inherently benefits from a site layout that was well planned in regard to implementing LID practices. The Project drains in general across the site from the south to the north direction. The great majority of the impervious areas and elements have been placed on the south side of the project and the runoff from these areas drain north on to open greenbelt and pervious landscape areas, before leaving the site for further detention and water quality treatment in the NECCO Regional Pond. 2. The drainage design for the project follows the Four Step Process to Minimize Adverse Impacts of Urbanization as outlined in the USDCM. The USDCM software UD-BMP v. 3.05 was utilized to select and then analyze the benefits of the implemented LID practices and BMP's. a. Step 1: Employ Runoff Reduction Practices i. This site does not consist of HSG Type A or B soils. The BMP Selection Tool recommended Grass Swale Facilities, Grass Buffers, and Green Roofs for the site specific runoff reduction BMP's. ii. A Rain Garden is located at design point 8 at the end of the grass lined channel. Grass Swale Facilities convey flow to design points 8, 9 and 10. The Rain Garden and Grass Swale Facility calculations are found in Appendix I. iii. The ponding area at Design point 9 acts as both a Grass Swale Facility providing shallow flow filtering and straining across its 0.8% sloped bottom, and an amount of detention residence time. This small quasi - detention area provides drain times of approximately 2.5 hours and 6.5 hours for the 2-year and 100-year storm events, respectively. These drain times provide a significant residence time for sediment and particulate settlement resulting in substantial LID benefit. Page 22 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado b. Step 2. Implement BMPs That Provide a Water Quality Capture Volume with Slow Release The BMP Selection Tool recommended Regional Water Quality Treatment for this specific site. The entire WQCV for the Project is provided for in the NECCO Regional Pond. C. Step 3. Stabilize Streams i. There are no streams within the Project. d. Step 4. Implement Site Specific and Other Source Control BMPs i. All inlet covers will be stamped with NO DUMPING - DRAINS TO POUDRE RIVER. ii. Pet waste bag facilities should be encouraged to be offered by the HOA at locations along the greenbelt areas. e. The Project is classified as residential therefore City comment for 75% will not apply, and a 50% treatment area threshold requirement will be used. ".. that 75% of all newly added or modified impervious area must be treated by LID techniques. " f. The total impervious area for the site is 182,411 sf. This number includes the areas of basins 11 and 12 that drain south to the Old Town North detention pond. Figure 4 presents the LID treated impervious area calculations. e .e.ar.i i]s MID N" rw ma Wft ' r1 'WM rw - !al w w is VAN LCf mane vruu.rl..rw.. nrorvrr. Figure 4 — Required LID Treatment Area Calculations 3. LID principles were implemented early at the planning and design stages oresulting in a site impervious value of only 55.4%. This is considerably less than the master planned 90% value that NECCO allowed for this Project site. 4. LID calculations are presented in Appendix I. Page 23 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado IX. CONCLUSIONS A. Compliance with Standards The grading and drainage design for Old Town North Third Filing complies with the requirements of the City of Fort Collins Storm Drainage Design Criteria Manual. 2. The erosion control measures for Old Town North Third Filing will comply with the requirements of the City of Fort Collins Storm Drainage Design Criteria Manual. 3. Water quality control measures generally conform to the design criteria outlined in the most current Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado B. Drainage Concept The drainage design for Old Town North Third Filing will be adequate to safely convey onsite and offsite flows through the development while implementing LID treatment techniques for over 75% of site's impervious areas. X. VARIANCE REQUEST A. Variance from City of Fort Collins Requirements A variance request was made for the depth of cover requirement over the storm sewer located at the east end of Osiander Street near Redwood Drive. This variance request was approved with conditions. Those conditions have been implemented with the drainage design and the Utility Plans. Page 24 Drainage, Sediment/Erosion Control, and Stormwater Quality Report Old Town North Third Filing; Fort Collins, Colorado XI. REFERENCES A. City of Fort Collins Stormwater Criteria Manual; City of Fort Collins, December 2011 B. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado, September 1969 (updated January 2016) C. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, September 1969 (updated January 2016) D. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1992 (updated November 2010) `J E. Final Drainage and Erosion Control Report for Old Town North Phase 1; Shear �. Engineering Corporation; March 2002 Northeast College Corridor Outfall (NECCO) Final Design Report; Ayres Associates; February 2009 G. Flood Insurance Rate Map (FIRM) Map Number 08069C0977G; Panel 977 of 1420; map dated June 17, 2008 H. Aspen Heights Student Housing Project Dry Creek CLOMR; Wohnrade Civil Engineers, Inc.; Project Number: 1203.00-AHC; May 2, 2014 Utility Plans for Northeast College Corridor Outfall Drainage Improvement Project; plans dated May, 2009; Ayres Associates Project No: 32-0950.11. Utility Plans for Suniga Road to Blue Spruce Drive to Redwood Street and Redwood Street from Lupine Drive to Cajetan Street; Owen Consulting Group, Inc.; Owen Project Number: 155-101FC; Plans dated April 29, 2015; City Engineer approval date: 05/18/2015; Plan revision date: 10/28/2015 (As -Built storm). APPENDIX I Street Capacities / Inlets Storm Sewer LID Detention / Water Quality NECCO SWMM Results and Input Runoff L_ E � C s g m W 8 a L m c N O N m N N m 6 m C Q� _d ao L L zC2z p p F H 00 O O L L j 7 O O N N a a m m m m C C O O UU Q N b m m O n m m n 0 6 m N OI b m V•-• O t• 1 N Q N m n b�•- n m mOo N- m m m ng mg m Nl m n t7 6rnn OI0 c c0000.=oo0 0 000000 N b Q Q Q Q m Q Q Cl Q m N N Q Q d o 0 0 0 0 0 0 o d o 0 0 0 0 0 0 0 0 o�Jem beXol l bn Iwo' m� 1$m � $bavi �mr b� b 1m b b� CJ T Q O (N•1 � b m Q Q b C'1 (G O O O C O O O O O O O O O N O O O O O 0 m m W m m � r � b m Q Q Q m In m m • 1� Q Q W m N Q m Vj N 'V (•1 t7QQ QQ,b�m�r J, f G G N M :p O O aa, O F� 0 W: M m� r 0 0 M O r l0 O M m V m O r r . N r N N N N M N N M N M M N N6 N N h V M M O M M O M O N V O 'cY 'IT V O OOOOOOOOOOON 00 m m m m m m O m m O m O m m m m m • r r r r r r O r r O r O r r 'C{' � r r N N N N N N O N N O N O N N N r N N 000000 00 O 00(O OOO ' N N N N N N N N N N N N r N N ' 0 CD CD CD CD CD CD CD (D C7 C7 CD CD CD CD rnmr- CDLOLo LoLO LO `°rnvrnmm m It 'ITO O O N 04 V V V V' V g N V U') l0 rnv�n(Dc(ocmimr-vmM�o�(Drlrl �-- f") Vi 1: M �* N r Vi r ' 000000000CZ) 0000000 O O O O O O N O O N O N N O V w o o • r r r r r r O r r O r O o r r o r r • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O LO O O Iq O IT O O^ CD O O r r r r (O r r (O r (O r N r r mm(O(Ommr W V OmrmlOM�(p<O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f� w M O 1-- O O m w W m O m I� m O m w l0 to In W r M V O M r U7 m of t U) M O O O O 666 O O O O N O 6 6 6 U • r N M V L 0 m l0 m h m 0 C �' 7 V u T (0 m m a ro rn ui m o (� � II 7 U C) U UI r C U O J N > ob O w � N N IZ N Ya ro n c � C d m L U N N > .L.. N to d u Ol II Q f a Z W C) ova � �' W: Z m l000000000000111111 0 0 0 0 o c c o 0 0 0 0 I Q Q Q N N I N N N I N I I I I N apr rr N Q ��nNQN cy� (I Q 0 0 0 0 O O O O O O O O 0 0 0 0 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • N N C 0 r 1� h N O �� 1 N O N i A h N M r Q <0000000 � OOOO �-OOOO �Opp Y �IM[I �tl lrn tO�Mrn V OM�Yi a0O a�O0 oO'l YS IA VI IAN N Hi CRC94S C9 Cn rn m m m m m w m m- m m m- m m- m m . . . . . . . . . . . . . . . . . . . �N NNN NN NNppNNN NN — NNNN Y �000 V N.M-•N M LL�'1h O V O�� aOOh Q Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 III N O O O O O O O N O O O O O M O 0 0 0 C 6In 66 666666666 6666 ELL U C V- Q L O y 0 C p 2 m m 30 NNN CV cV O <V <V 6N66 06O o N I- • o� vMNln �n In vl I I� I I� I I I I ���oo ooa d a a a a a 0-laaal0-ll3111' m m 00000 000 0 0 ����Nl�oolmllNlll� -p M N N N N N N r N it Vl O 0 CO V O O O M O O O O M O O M O tV N (Ni N M fV fV N Pi N a+i vi fV N 6 ni N N II 5 U� N U N C J O n > U NMOQy 19 V Y t0OhO(O YOp 'fin- IL � n C J �a L - U m � L a " m n yea U e Z m O w� O m o 0 0 O o 0 0 l l l l l l 0 0 a- o 0 o 0000 I v vQ v m o o M m m n o 1 1 1 m 1 I v a v N N I N N I N I 1 1 1 1 1 1 W� W w w w w w 01. N m 0 m m!2 M N v N O O m 0 0 0 0 m O 0 0 o o 0 . . . . . . . . . . . . . . . . . . O O O O O O O - Oo O O Oo O oo o O N m m m O n M m m n O 6 m N UI m m M v v � N n M O N �- 6� M N O N n m M o n o o M M m m M o m n m o m m a mu��nm Mm v aM Mm v vM M . . . . . . . . . . . . . . . . . . r o 0 0 0 0 0 0 0 0 0 0 0 o N o 0 0 0 IR m rn m rn rn w rn n rn m rn m rn m rn m m . . . . . . . . . . . . . . . . . . . m m m m m m m m m m m m m m m m m m m r m r n m m o m m r m m n m r r n a c � 000000�000.=0.-000000 E LL m M M m N m N m M r m m m C pp M M O N1�mmmmmmmmmmmt�mi(1 v°imm O m L L j� L d N 1U 1A M N 1A N N N Yf N 1A m � 1A m N N o Y � o 0 o Z �� j; o 000000000000000000 O O O O G O G O O O O C C C O 0 0 0 o a a 0 m t O O n v O m< N O O O O m 0 0 0 N � N N N N O - N N O N O O :: 0 6 0 0 0 O N O a m m m m M 0 0 1 0 0 1 I l v l 0 0 0 0 0 0 0 0 0 0 0 0 O O �Mm v-o oMoo 7q M om a mo 7 - N� N N N N M N N N M N M M N N N N N m u m N in Q Ono v N N m m m r m O M 0 0 0 m m m C � m N u a v N O U w � Y N =a Hydrologic Soil Group: G.nnnnry M wn u. — t.-. C4, NY Mnp uoll sYmlvl M.p unil n.me 4.W�p 1[.es In .Ul Vv[anl of lUl Tolls Im Me. W ZnhYfSt lOJ ]OOAN Street Capacities / Inlets Storm Sewer Project: Inlet ID: I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 STREET cRCwN aum Allowable With for Spread Behind Curb Tyox= Slope Behind Curb (leave blank for no conveyance credit behind curb) S..ok= ring's Roughness Behind Curb (typically between 0.012 and 0.020) nacx= it of Curb at Gutter Flow Line Heus,- rice from Curb Face to Street Crown Tpeg.., = r Width W = t Transverse Slope Sit = r Cross Slope (typically 2 inches over 24 inches or 0.083 ftrft) Sw= t Longitudinal Slope- Enter 0 for sump condition So: ng's Roughness for Street Secaon (typically between 0.012 and 0.020) nsm ,, - /0.0 ft ftm Inches It ft niff ft/ft Nft 0.02a 0.020 6.00 12.5 2.00 0.020 0.083 0.015 0.016 Minor Storm MAI or Stonn Allowable Spread for Minor & Major Storm Ts,.x= 12.5 12.5 ft Allowable Depth at Gutter Rewire for Minor & Major Storm drav: = 6.0 81 linches Flow Depth at Street Crown (leave blank for no) r r check =yes iR STORM Allowable Capacity Is based on Spread Criterion Minor Storm Ma or Storm )R STORM Allowable Capacity is based on Spread Criterion Qeu,,. = 6.6 8.4 cls • storm max. allowable capacity GOOD - greater than the design flow given on sheet'Inlet Management' 'storm me.. allowable capacity GOOD - greater than the east flow given on sheet'Inlet Management Old Town North - UD-Inlet_v4.03.Asm, Design Point 2 8/112016, 11:56 AM INLET ON A CONTINUOUS GRADE —Lip (C)� 7 M-Curb H-Vert Wo W o (G) In Information (mount of Inlet Denver No.l6Combinabon Depression (additional to continuous guaer depression'a') atppn. Number of Units in the Inlet (Grate or Curb Opening) No h of a Single Unit Intel (Grate or Curb Opening) of a Unit Grate (cannot be greater than W, Gutter Wldlh) W. ling Factor for a Single Unit Grate (typical min. value = 0.5) CrG no Factor for a Single Unit Curb Openino (typical min. value - 0.1) C.0 Inlet Interception Capacity Inlet Carry -Over Plow (flow bypassing inlet) Old Tovm North - UD•lnlet_v4.03.z1sm, Design Point 2 8/1/2016 11'. 56 AM Project: Inlet ID: II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II Shim CROWN mum Allowable Width for Spread Behind Curb Slope Behind Curb Ileave blank for no conveyance credit behind curb) nng's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line e from Curb Face to Street Crown Transverse Sops Cron Slope (typically 2 inches over 24 Inches or 0.083 Nfl) Longth dlnal Slope - Enter 0 for sump condition ig's Roughness for Sheet Section (typically between 0.012 and 0.020) Tesu = 10.0 6 Sencx' 0.OF %/R no..- 0.020 Hcuse' 6.00 inches Tcnorat= 12.5 It W = 2.00 111 SR = 0.020 tuft Sw = 0.083 ihh So' 0.015 fun nsmse*= 0.016 Minor Storm Major Storm Allowable Spread for Minor S Major Storm Tres' 12.5 12.5 It Allowable Depth at Gutter Flowhne for Minor 6 Major Storm divas = 6.0 6.2 Inches Flow Depth at Street Crown (leave blank for no) r- r- check=yes )R STORM Allowable Capacity is based on Spread Criterion Minor Storm Me or Stortn OR STORM Allowable Capacity Is based on Spread Criterion O,aa„ = Ad &d eta r storm max. allowable capacity GOOD - great,, than the design now given on sheet'Inlet Management Old Town North - UD-Inlet v4.03.xlsm, DP-3 81512016, 2:22 PM INLET ON A CONTINUOUS GRADE - Lo (C) H-Curb H-Vert Wo W ~� o (G) Desf Information In ut MINOR MAJOR Type of Intel Type = Denver No. 16 Combination Denver No. 16 Combination Local Depression (additional to continuous gutter depression' a') ay. = 2.0 inches Total Number of Units in Me Inlet (Grate or Curb Opening) No = 3 Length of Single Unit Inlet (Grate or Curb Opening) L„ = 3.00 R Width of a Unit Grate (cannot be greater than W, Gutter Width) W„ = 1.73 It Clogging Factor for a Single Unit Grate (typical min, value = 0.5) C-G = 0.50 0.5 Cloaaina Factor for a Single Unit Curb Ooenina lNoical min. value - 0.11 C.0 - 0.t0 o. 2 Inlet Interception Capacity O = 0.7 J.5 Inlet Carry -Over Flow (flow bypassing inlet) Oe = 0.0 0.5 Wire Percentage =G,IGo= C% =1 100 1 67 Old Town North - UD-Inlet_v4.03.xlsm, DP-3 8/512016, 2:22 PM Inlet to: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrs) 11 r b.v T. w STafF e o cRosr e Allowable Width for Spread Behind Curt Behind Curb (leave blank for no conveyance credit behind curb) Roughness Behind Curt (typically between 0.012 and 0.(120) Curb at Gutter Flow Line from Curb Fars to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 f M) Longitudinal Slope - Enter 0 for sump condition ag's Roughness for Street Section (typically between 0.012 and 0,020) T. -1 Swat= nsva House- To.. = W = Ss' Sw,. So. nsmeer= 10.0 Ift 0Rt inches 0 6 fulit fvft Mb 0-020 0.020 6.00 12.5 2.00 0.020 0.083 0.015 0.016 Minor Storm Major Storrs Allowable Spread for Minor & Major Storm Twa 12.5 12.5 0 Allowable Depth at Gutter Flowline for Minor & Major Storm d.. 6.0 6.2 inches Flow Depth at Street Crown (leave blank for no) I— I- check- yes iR STORM Allowable Capacity is based on Spread Criterion Minor Sic" Major. Stonn )R STORM Allowable Capacity is based on Spread Criterion Q., .. = 6.4 6.4 cfs r storm max. allowable capacity GOOD - greater than the design flow given on sheet 1rilet Management' Old Tow North - UD-Inlet v4.03x15m, DP-3a 812/2016, 9.18 AM INLET ON A CONTINUOUS GRADE 11 -Lo (C)� H-Curb H-Vert Wo W o (G) of Inlet I DenwrNo.18Combinauon J Typo Depression (additional to continuous guaer depression's') atoc.e Number of Units in the Inlet (Grate or Cum Opening) No h of a Single Unit Inlet (Grate or Curb Opening) L. of a Unit Grate (cannot be greater Nan W, Gutter Width) We king Factor for a Single Unit Grate (typical min. value = 0.5) CrG Inlet Interception Capacity Inlet Carry -Over Flow (flaw bypassing inlet] 100 1 100 Old Town North - UD-Inlet v4.03.xlsm. DP-3a 8/212016, 9:18 AM lamJect: Inlet 10: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 r u T T,_ STREET CROwM e / num Allowable Width for Spread Behind Curb TMR.1 0.0 in Slope Behind Curb (leave blank for no Conveyance Credit behind curb) SMx • 0.020 n/n ring's Roughness Behind Curb (typically between 0.012 and 0.020) nMR = 0.020 it of Curb at Guitar Flow Line HCURB ` 4.75 Inches rice from Curb Face to Street Crown Towivm = 19A It r Width W = 1.17 It I Transverse Slope Ss= 0.020 fl/8 r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/n) Sw= 0.098 Pon t Longitudinal Slope- Enter 0 for sump condition So- 0.006 ftfl ring's Roughness for Street Becton (typically between 0.012 and 0.020) neraeer= 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm Tess = 10.0 79.0 Allowable Depth at Ginter Flowline for Minor & Major Storm Gus = 4.8 4.8 linches Flow Depth at Street Crown (leave blank for no) r 17 check = yes iR STORM Allowable Capacity is based on Spread Criterion Miner Slann Mail r Slam )R STORM Allowable Capacity is Used on Depth Criterion Q..• 2.2 6.3 1cft r storm ma x. allowable capacity GOOD - greater than the design now given on sheet'Inlet Management' Old Town North - LID-Inlet_v4.03.zlsm, DP-5 2/4/2017, 12:07 PM INLET ON A CONTINUOUS GRADE —Lo (C)� H-Curb WVert Wo W o (G) Design Information (Input) CDOT Type R Cur6 Openlnp Type of Ink. Type = MINOR MAJOR COOT Type R Curb Opening Local Depression (additional to continuous gutter depreesion'a') audcu = 4.0 ?.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) to = 10.00 '.0 Ic fl Width of a Unit Grate (cannot be greater than W, Gutter Width) W. = N/A N'A It Clogging Factor for a Single Unit Grate (typical min. value= 0.5) CrG = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0A) CrC = 0.10 0.10 Street Hydraulics, OK - Q < Allowable Street Capacity' MINOR MAJOR Total Inlet Interception Capacity Q= fa 0.4 2.7 0.0 0.0 Total Inlet Carty -Over Flow (flow bypassing inlet) Q,, = cfa Capture Percentage=Q.IQa= C% =1 100 1 100 Old Town North - UD-Inlet v4.03.1dsm, DP-6 2/412017, 12:07 PM Prolect: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) S1RM CROeu mum Allowable Width for Spread Behind Curb T. = 0.0 Ift Slope Behind Curb (leave blank for no conveyance credit behind curb) S. 0.020 8tt / ring's Roughness Behind Curb (typically between 0.012 and 0.020) neaaR = 0.020 1t of Curb at Gulter Flow Line Hatay = 4.75 inches nce from Curb Face to Street Crown T.R. = 19.0 It a Width W' 1.17 h it Transverse Slope Ss' 0.020 Rift R Crass Slope (typically 2 inches over 24 inches or 0.083 IVh) Sw' 0.098 Rift d Longitudinal Slope- Enter 0 for sump condition So. 0.006 fm ring's Roughness for Street Section (typically between 0.012 and 0.020) remit"= 0.016 Minor Slam Major Slam Allowable Spread for Minor & Major Slam Tuts = 10.0 19.0 h Allowable Depth M Gutter Flowfine far Minor & Major Storm dwa'11 4.8 4.8 Inches Flow Depth at Street Crown (leave blank for no) r 17 check - yes )R STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Stoma ]R STORM Allowable Capacity is based an Depth Criterion Qe 2.1 6.2 cis r storm maa. allowable capacity GOOD - greater than the daslgn flow given on shat'hi Management' Old Town North - UD-Inlet v4.03.)dsm, DP-5 2/412017, 12:06 PM INLET ON A CONTINUOUS GRADE —Lo (C) H-Curb H-Vert Wo W o (G) uasi n In OfRMSIOn rn Y[ CDOT Tv: e R Curh Opening Type of Inlet Local Depression (additional to continuous gutter depression 'a') Total Number of Units in the Inlet (Grate or Curb Opening) Length of Single Unit Inlet (Grate or Curb Opening) Width of a Unit Grate (cannot be greater than W. Gutter Widlh) Clogging Factor for a Single Unit Grate (typical min, value = 0.5) Clogging Factor for a Single Unit Cum Opening (typical min. value = 0.1) Type = atppw - No = Le= W. = CrG = C -C = MINUK MH UK inches fl 0 COOT Type R Curb Opening 4.0 4 6 1 1 10.00 NIA N/A N/A 0.10 oAo [treetH dra ulics: OK- <Allowable StreetG c" otal Inlet Intercepbon Capacity coal Inlet Carry -Over Flow (Row bypassing Intel Capture Percentage = QJQa = Q = Qn' C%- MINOR 0.6 0.0 100 MAJOR 3.6 0.0 10o ds ds % Old Town North - UD-Inlet v4.03.dsm, DP-5 2/42017. 12:06 Put Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II mum Allowable Width for Spread Behind Curb Slope Behind Curb lleave blank for no conveyance credit behind curb). ling's Roughness Behind Curb (typically between 0.012 and 0,020) of Curb at Gutter Flow Line x from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Will Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0,020) Allowable Spread for Minor 8 Major Storm Allowable Depth at Guter Flowilne for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion Tsscs - 0.0 8 Sesca- 0.020 hfh nsncs' 0.020 Houas- 4.75 inches To . 19.0 B W - 1.17 it Ss- 0.020 flHt Sw • 0.098 MR So • 0.000 full nsm - 0.016 Minor Storm Major Storm T. - 10.0 19.0 tt dews- 4.8 4.8 inches F F check - yes Minor Storm Moor Storm 0. -L sump SUMP cfs Old Town North - UD-Inlet_v4.03.tdam, OP-4c 2/412017, 12:08 PM INLET IN A SUMP OR SAG LOCATION Lo (C)�' H-Curb H-Vert Wa WP W La (G) on Inca an nnorn, of Inlet COOT Type R Curb Opening Depression (adddianal to continuous gu ardepmssion'a' from'O-Allow bar of Unit Inlets (Grate or Curb Opening) v Depth at Flowline (outside of local depression) r Irrfonnanon in of a Unit Grote 1 of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) ling Factor for a Single Grate (typical value 0.50 - 0.70) Weir Coefficient (typical value 2.15 - 3.60) t Onfice Coefficient (typical value 0.60- 0.80) Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches it of Curb Onfica Throat in Inches f of Throat (see USOCM Figure ST-5) W,dth for Depression Pan (typically the gutter width of 2 feet) ping Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coeffctent (typical value 2.33.7) Opening Onfice Coefficient (typical value 0.60- 0.70) for Grate Midwidth for Curb Opening Weir Equation nation Inlet Performance Reduction Factor for Lang Inlets Ipening Performance Reduction Factor for Lang Inlets Inlet Pedoohanca Reduction Faclar for Lang Inlets Inlet Interception Capacity (assumes clogged condition) ,pacny IS GOOD for Minor and Major 9tcmu(>O PEAK) Type = a„mi = No _I Pending Depth = I -A W. A, Cr (G) C. (G) = C. (G) COOT Type R Curb Opening 4.25 1- i 3.5 4.8 MINOR MAJOR I NIA NIA NIA NIA NIA NIA NIA inches inches — Override DepMs feet feet L„IC) - H,, - = Them = Wv= C,(C)= C, (C) = C. (C) = MINOR 25.00 feet inches inches degrees feet 6.00 6.00 63.40 1.17 0.10 0.10 3.60 0.67 MINOR MAJOR do.,. =MNIANIA N/A dc=e=0.28 Rl`v—.._,_„=0.45 RF,0.70 RFom.= MINOR MAJOR Old Town North - UD-Inlet_v4.03.bsm, OP-4c 2/412017, 12:08 PM Project: Inlet ID: I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Allowable Width for Spread Behind Curb Behind Curb (leave blank for no conveyance credit behind curb) Roughness Behind Curb (typically between 0,012 and 0.020) Curb at Gutter Flaw Line from Curt Face to Street Crown W dth Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 Mfl) Longitudinal Slope - Enter 0 for sump condition ng's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for not STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion STREET caoeR Tenn' 0.0 fl Se y= 0.020 hm n. = 0.020 House= 6.00 inches ToRowR = 30.0 fl W = 2.00 0 Sk= 0.020 fl/fl Sw= 0.083 Nfl So= 0.000 tut nsmeer= 0.016 Minor Stan Ma'or SionTwx 30.0 30.0 fl dwu6.0 6.0 Inches 1' r check = yes Minor Storm Ma Ul Slone 0. SUMP SUMP eta Old Town North - UD-Inlet v4.03.bsm, DP-4b 2/412017, 12:08 PM INLET IN A SUMP OR SAG LOCATION 11 ,r —Lo (C) ,r H-Curb H-Vert We WP W La (G) an Information flnout) of Inlet CDOT/Denver13Combination I Depression (additional to continuous gutter depresslon's' fronn O-AlloW) ber of Unit Inlets (Grete or Curt Opening) it Depth at FloWine (outside of local depression) a Information th of a Unit Grate 1 of a Unit Orate Opening Ratio for a Grate (typical values 0.15.0.90) ling Fader for a Single Grate (typical value 0.50- 0.70) t Weir Coefficient (typical value 2.15 - 3.60) t Orifice Coefficient (typical value 0.60 - 0.80) Opening Information th of a Unit Curb Opening 11 of Vertical Curb Opening in Inches it of Curb Orifice Throat in Inches t of Throat is" USDCM Figure STS) Width for Depression Pan (typically the gutter width of 2 feet) ling Factor fora Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.3-3.71 Opening Onfice Coef fort (typical value 0.60- 0.70) t for Grate Mid rdth r for Curt Opening Weir Equation sination Inlet Pedonnance Reduction Factor for Long Inlets Opening Pedortnance Reduction Factor for Long Inlets .d Inlet Pedomance Reduction Factor for Lang Inlets Inlet Interception Capacity (assumes clogged condition) Type = = No Ponding Depth = L,(G)= W. AN Cr (G) = C„ (G) = C. (G) CDOTIDenver 13 Combination 2.00 1 6.0 6.0 MINOR MAJOR 3,00 1.73 0.43 0.50 0.50 3.30 0.60 MINOR MAJOR L. (C) ry�n Hn , Them= Wn= Cr (C) C (C) _ C,, (C) do. = dam = RFc,,,,e,,,w„ _ RF, s_ RFo,a,' ZI 3.00 6.50 5.25 0.00 2.00 0.10 0.10 3.70 0.66 MINOR MAJOR 0.523 0.523 0.33 0.33 0,94 0.94 1.00 1.00 0.94 0.94 inches inches r Override Depths feet feet feet inches inches degrees feet OM Town North - UD-Inlet_v4.03.)dsm, DP-4b 2/412017, 12:08 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 Allowable Width for Spread Behind Curb Behind Curb (leave blank for no conveyance credit behind cum) Roughness Behind Cum (typically between 0.012 and 0.020) Cum at Guter Flaw Line from Cum Face to Street Crown Width Transverse Slope Cress Slope (typically 2 inches war 24 inches or 0.083 Poft) Longitudinal Slope - Enter 0 for sump condition +g's Roughness for Street Section (typically between 0.012 and 0.020) Teux' 0.0 fl Stwcx' 0.020 fUR nav:x' 0.020 Home 4.75 inches Toaowa' 18.0 8 W = 1.17 n Sx = 0.020 Mt Sw= 0.088 RR So. 0.006 fH8 nsraeer' 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm Tswx = 10.0 10.0 it Allowable Depth at Gutter Rawlins for Minor & Major Storm du.. = 4.8 4.8 inchea Flow Depth at Street Crown (leave blank for no) r W check = yea iR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm 7R STORM Allowable Capacity is based on Depth Criterion Q.,. 2.2 6.2 late r storm max. allowable capacity GOOD -greater than the design flow given on sheet'Inlet Management' storm max. allowable caoacity GOOD -areater than the desion flaw riven on shest'lnlet Management' Old Town North - JD-Inlet_v4.03.xlsm, OP-4 2/412017, 12:08 PM INLET ON A CONTINUOUS GRADE Lo (C)� H-Curb H-Ven Wo W o (G) Type f InformationIn u MINOR MAJOR Dine of Inlet CDOT TWe R Curb Opening Type = CDOT Type R Curb Opening Local Depression (additional to continuous gutter deprassion'a) aura • 4.0 lincries Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Gate or Curb Opening) Lo= 5.00 It Width of a Unit Grate (cannot be greater than W, Gutter Width) W. = N/A - fi Clogging Factor for a Single Unit Grate (typical min, value = 0.5) CrG = WA NIA Clonoina Factor for a Single Unit Curb Goan= (tram al min. value • 0.11 C.0 • nAn 0A0 Inlet Interception Capacity O Inlet CarryOver Flow (flow bypassing inlet) O� ire Percentage = QjQ, = C% Old Town North - UD-Inlet_v4.03.xlsm, DP4 2/412017, 12: 08 PM E c o L LL Q] U N r w w w U � m O1 � "' o c+ni 0 v w N_ O = 7 0O O O O c N > a W aN o oa m NU o 0 o m 0 U o f (D m N U c o N U) o O LL C o C 3 L> U c m m> cLi a LO 2 U) U w o U) f � LJ = Z 0 0 o v o 0 O O L6 O o O 00 O O O + 1� O V N O O 00 O O O ' ro co Q n 0 0 N Q UI 0 O n t0 0 H U Z m c � c m a � d m c w m w o s O 0 m n rl N E a� c Q c m � U N Lo o C M (D L � i 0 0 CO 60 Type C Area Inlet Design Standard Grate - Sump Condition Old Town North Third Filing Design Point: DP-10 `Computes the controlling area inlet flow condition. Weir: Cwea = 3.00 Catlnce _ Lore:t = 8.33 ft. (1) A e = Clogging r ncrr - Orifice: 0.6 3.77 ff 0.50 0.00 0.00 0.00 0.00 62.50 0.50 4.42 6.42 4.42 63.00 1.00 12.50 9.08 9.08 63.50 1.50 22.96 11.12 11.12 64.00 2.00 35.34 12.84 12.84 64.50 2.50 49.40 14.36 14.36 65.00 3.00 64.93 15.73 15.73 65.50 3.50 81.82 16.99 16.99 66.00 4.00 99.97 18.16 18.16 66.50 4.50 119.29 19.27 19.27 67.00 5.00 139.71 20.31 20.31 67.50 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. Weir -Orifice Control -�nw -•--gor�flce 10 140 li0 « 100 80 60 40 2D 0 0.00 1.00 2.00 3.00 4.00 5.00 6,00 Flow Depth (ft.) ERNST ENGINEERING Channel - Basin 8 Worksheet for Trapezoidal Channel Project Description Worksheet Basin 8-Channel Flow Element Trapezoidal Cha Method Manning's Formi Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 003900 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 5.00 ft Discharge 82.90 cfs Results Depth 2.05 ft Flow Area 27.1 ft' Wetted Perimi 21.93 ft Top Width 21.43 ft Critical Depth 1.42 ft Critical Slope 0.018830 ft/ft Velocity 3.05 ft/s Velocity Head 0.15 ft Specific Enerc 2.20 ft Froude Numb 0.48 Flow Type 3ubcritical Project Engineer. Frederick C. Ernst c:\...\channels\channels.fm2 Emst Engineering FlowMaster v7.0 [7.00051 02/04/17 12,18:01 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Basin 8-Channe Flow Element Trapezoidal Cha Method Manning's Form, Salve For Channel Depth Section Data Mannings Coeffic 0.035 Channel Slope 003900 ft/ft Depth 2.05 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 5.00 ft Discharge 82.90 cfs 05 ft 1_ V:10.0' `-\ H:1 NTS Project Engineer: Frederick C. Ernst c:\...\channels\channels.fm2 Ernst Engineering FlowMaster v7.0 [7.0005] 02/04/17 12:18:36 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Crossing Data - Basin 8 Crossing Properties Name: Parameter Value l� DISCHARGE DATA s — _— 0.000 32.000 62.300 Trapemidd Otmnd 5.000 — 5.000 0.004 0.035 99.910 View... Disdiarge Method Hrewn How Design Flow Ma:®murn How *'i TAIM ATER DATA Charnel Type Bottom Width side Slope (H:V) Charnel Sbpe Manni g's n (drarneo Chanel lmat Elevation Rating Curve 'V1 ROAD -WAY DATA x Units cfs cfs cfs ft _:1 ft/ft ft Roadway Profile Shape Constant Roadway Elevation J Hirst Roadway Station 0.000 ft Qr s Length 27-000 ft Crest Elr:atlon 102.SM ft Roadway Surface Paved J Top Width i 7.OW ft Culvert Properties Add Overt DOpimfe OiVert Delete Covert Parameter Value l)nitt ( CIAVERT DATA Name Shape ClraAs J (0 Material Concrete J Diameter 1.500 ft U Embedment Depth 0.000 m Mannngsn 0.013 frd, Culvert Type Straight J r/,, Inlet Configumbon Square Edge with Headwall J 40) Wet Depression? No J SITE DATA Site Data IW Option Culvert Invert Data - Inlet Station 0.000 ft Wet Elevation 100.000 ft Outlet Station 20.000 ft Outlet Elevation 99.910 ft Number of Barrels HY-8 Analysis Results Culvert Summary Table - Culvert 1 Culvert Crossing: Basin 8 otal Dischar ge (cfs) Culvert Dischar ge (cfs) Headwa er Elevatio n (ft) Inlet Control Depth(ft) Outlet Control Depth(ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) ailwate r Depth (ft) Outlet Velocity (ft/s) ailwate r Velocity (ft/s 0.00 0.00 100.00 0.00 0.0 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 6.23 6.23 100.97 0.97 0.67 1-S2n 0.63 0.67 0.63 0.55 3.88 1.46 12.46 12.46 101.58 1.50 1.58 7-M2c 1.00 0.96 0.96 0.79 15.22 1.78 18.69 18.69 102.11 2.11- 2.08 7-M2c 1.50 1.18 1.18 0.96 6.27 1.99 24.92 22.56 102.61 2.61- 2.48 7-M2c 1.50 1.28 1.28 1.10 7.01 2.15 31.15 23.46 102.74 .74- 2.60 7-M2c 1.50 1.30 1.30 1.23 7.20 2.28 32.00 23.56 1102.75 .75- 2.60 7-M2c 1.50 1.30 1.30 1.24 7.22 2.29 3.61 24.72 102.93 2.93- 2.78 7-M2t 1.50 1.33 1.44 1.44 7.10 2.49 9.84 25.24 103.01 3.01- .91 4-FFf 11.50 1.34 11.50 1.53 7.14 .58 56.07 25.71 103.09 3.09- 13.06 -FFf 11.50 1.35 11.50 11.61 17.27 .66 62.30 25.98 103.17 13.14 13.17 -FFf 11.50 1.35 11.50 11.69 17.35 .73 Determination of Culvert Headwater and Outlet Protection Project: Blue cells are for user data entry Basin ID: Green cells are calculated values acR cwac N T Kx m Design Discharge ular Culvert: Bartel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Culvert: Barrel Height (Rise)in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter MAdjusted Rise Expansion Factor Flow/Diameters M Flow/(Span ' Rise") Froude Number Tailwater/Adjusted Diameter 9$ Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation HeadwaterrDiameter QR Headwater/Rise Ratio Minimum Theoretical Ripmp Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Soil Type: Choose One: O Sandy ® One: O = 30 cfs D = 18 inches Glaowd End OR Height (Rise) - ft Width (Span) No = 2 Elev IN = 100 If So = 0.0043 Wit L= 20 It n = 0.013 ke = 0 Elev Y,= 101.69 it V = 7 ft/s Y, = 1.78 It A, = 2.14 ft2 A- 1.77 ft` k. = 0.20 kr= 0.36 k.= 1.56 It Yn = 0.44 It Y. 1.41 ft d = .45 1473 IfD. = IfO/DA2.5 = 5.44 it"B/s Fr = - Pressure flow! 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U N N N w C cj �- w in. u°ji > crm V S C:• u � W 01 M M M C � C J q O O O � O O O > n rn rn w w rV rV rV U Q j UO N rn•1 N N A V 1i v V Y O ON pp U M O to LLD i' N .- a E Q LL O U O O IL v v w i $ A n ai d r- t Q Q — � _ m O v, ,o to E 6 vi vi � V ,2 V Q 9 4 c E vi ui -i o m p W y^or b al 1�- •' � E x x u = W O O O ! 0 4N0 OJ W Q N ci V U Q n s a S Q O O U O, CY .N N `O y� J � r V C — J ? r N J N M m q V C J r N m O Z N M LID Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.06, November 2016) Sheet 1 of 2 Designer: Company: Date: Project: February 5, 2017 Old Town North 3rd Filing Location: DP-8 Rain Garden 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 56.2 (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = I,/100) i = 0.562 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time ` WQCV = 0.18 watershed Inches (WQCV=0.8"(0.91•i'-1.19'i2«0.78-i) D) Contributing Watershed Area (including rain garden area) Area = 125,017 sq it E) Water Quality Capture Volume (WQCV) Design Volume Vwucv = 1,867 cu ft Vol = (WQCV / 12) ' Area F) For Watersheds Outside of the Denver Region, Depth of de = in Average Runoff Producing Storrs G) For Watersheds Outside of the Denver Region, VWOCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = du it (Only it a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DwQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical) Z = 4.00 ft / it (Use "0" If rain garden has vertical walls) C) Mimimum Flat Surface Area AM,,, = 1405 sq it D) Actual Flat Surface Area Aft,,,,i = 1405 sq it E) Area at Design Depth (Top Surface Area) ATa = sq it F) Rain Garden Total Volume VT = cu It (VT= ((AT. ' Ate) / 2) • Depth) 3. Growing Media r Choose One I (9 18" Rain Garden Growing Media IQ Other (Explain): 4. Underdrain System Choose One ® YES A) Are underdrains provided? ONO B) Underdrain system Orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 1.96 It Volume to the Center of the Orifice il) Volume to Drain in 12 Hours Vol,, = 1,867 cu it iii) Orifice Diameter, 318" Minimum D,: - 1 in DP-8 RG UD-BMP_v3.06.xlsm, RG 215/2017, 6.0- -"M Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: February 5, 2017 Project: Old Town North 3rd Filing Location: DP-8 Rain Garden 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q� A) Is an impermeable liner provided due to proximity QQ NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One Sheet Flow- No Energy Dissipation Required A) Inlet Control [C) Q Concentrated Flow- Energy Dissipation Provided One 7. Vegetation Q Seed (Plan for frequent weed control) [(Chww Plantings 8 Sand Grown or Other High [nfiltratlon Sod 8. Irrigation Choose One A) Will the rain garden be irrigatetl? Q 0 Notes. DP-8 RG UD-BMP_v3.06.xlsm, RG 2/5/2017, 6:07 AM Designer: Company: Date: Project: Location: February 22, 2017 Old Town North 3rd Filing DP-9 Rain Garden Design Procedure Form: Rain Garden (RG) 11 UD-BMP (Version 3.06, November 2016) Sheet 1 of 2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 55.7 % (100 % 8 an paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = 1.1100) 1 = 0.557 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.18 watershed inches (WQCV= 0.8 - (0.91 • i'- 1.19 ' i2, 0.78 " i) 0) Contributing Watershed Area (including rain garden area) Area = 72,834 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VwocV = 1,080 cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of de = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocvor rR = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQcv USER = cu ft (Only If a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) Dwocv = 12 in B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AM,,, = all sq it D) Actual Flat Surface Area Ar = 850 sq ft E) Area at Design Depth (fop Surface Area) AT„ = sq ft F) Rain Garden Total Volume Vr cu ft (VT= ((ATa ` Ak ) / 2)' Depth) 3. Growing Media One [Zoo�e 8Aaln Garden Growing Media (Dotter (Explain): 4. Underdmin System Choose One 0(ES A) Are underdrams provided? ONG B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 1.96 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol,i= 1,080 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 314 in DP-9 RG UD-BMP_v3.06.xlsm, RG 212212017, 11.30 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Company: Date: February 22, 2017 Project: Old Town North 3rd Filing Location: OP-9 Rain Garden 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric ('Choose Qfone ES77 A) Is an impermeable liner provided due to proximity *NO of structures or groundwater contamination? 6. Inlet / Outlet Control One FlourNo Energy Dissipation Required F A) Inlet Control ncenbated flow- Energy Dissipation Provided Choose One 7. Vegetation deed (Plan for frequent weed control) (>lantings Fond Grown or Other High Infiltration Sod 8. Irrigation Choose One —� Q/ES A) Will the rain garden be irrigated? ONO Notes: DP-9 RG UD-BMP_v3.06.xlsm, RG 2/2212017, 11:30 AM Design Procedure Form: Grass Swale (GS) Sheet 1 of 1 Designer: Fred Ernst Company: Ernst Engineering Date: August 2, 2016 Project: Old Town North Third Filing Location: DP-8 Grass Swale Facility 1 . Design Discharge for 2-Year Return Period Qz = 220 cis 2. Hydraulic Residence Time A) : Length of Gress Swale Ls = 710.0 It B) Calculated Residence Time (based on design velocity below) TRR= 25.5 minutes 3. Longitudinal Slope (vertical distance per unit horizontal) A) Available Slope (based on site constraints) S„ d = 0.004 It / It B) Design Slope So = 0.004 ft/ ft 4. Swale Geometry A) Channel Side Slopes (Z = 4 min., honz. distance per unit vertical) Z = 4.00 ft / ft B) Bottom Width of Swale (enter 0 for triangular section) We = 5.00 ft 5. Vegetation Choose One A) Type of Planting (seed vs. sod, affects vegetal retardance factor) Q Grass From Seed © Grass From Sod 6. Design Velocity (1 It / s maximum) V, = 0.46 ft/ s 7. Design Flow Depth (1 foot maximum) Dz = 0.63 It A) Flow Area A2 = 4.7 sq ft B) Top Width of Swale WT = 10.0 ft C) Froude Number (0.50 maximum) F = 0.12 D) Hydraulic Radius R, = 0.46 E) Velocity -Hydraulic Radius Product for Vegetal Retardance VR = 0.22 F) Manning's n (based on SCS vegetal retardance curve D for sodded grass) n = 0.128 G) Cumulative Height of Grade Control Structures Required He = 0.00 ft 8. Und an unn (Is an dertlrein necessary?) Choose One YE5 Q Q NO AN UNDERDRAIN IS REQUIRED IF THE DESIGN SLOPE < 2.0% 9. Soil Preparation (Describe soil amendment) r Choose One 10. Irrigation I Q Temporary ® Permanent Notes: DP-8 UD-BMP v3.05.xlsm, GS 8/2/2016, 11:08 AM Designer: Company: Date: Project: Location: Fred Ernst Ernst Engineering August 2, 2016 Old Town North Third Filing DP-10 Grass Swale Facility Design Procedure Form: Grass Swale (GS) Sheet 1 u11 1. Design Discharge for 2-Year Return Penod Q1= 0.30 cfs 2. Hydraulic Residence Time A) : Length of Grass Swale Ls = 136.0 It B) Calculated Residence Time (based on design velocity below) T„n= 10.2 minutes 3. Longitudinal Slope (vertical distance per unit horizontal) A) Available Slope (based on site constraints) 0.005 ft / ft B) Design Slope So = 0.005 ft/ ft 4. Swale Geometry A) Channel Side Slopes (Z = 4 min., honz. distance per unit vertical) Z = 4.00 ft/ ft B) Bottom Width of Swale (enter 0 for triangular section) Wa = 0.00 It 5. Vegetation Choose One A) Type of Planting (seed vs. sod, affects vegetal retardance factor) Q Grass From Seed Q Grass From Sod 6. Design Velocity (0.453 it / s maximum for desirable 5-minute residence time) V, = 0.22 ft / s 7. Design Flow Depth (1 foot maximum) Dz = 0.58 It A) Flow Area A2 = 1.3 sq ft B) Top Width of Swale Wr = 4.6 It C) Froude Number (0.50 maximum) F = 0.07 D) Hydraulic Radius R„ = 0.28 E) Velocity -Hydraulic Radius Product for Vegetal Retardance VR = 0.06 F) Manning's n (based on SCS vegetal retardance curve D for sodded grass) n = 0.200 G) Cumulative Height of Grade Control Structures Required He = 0.00 It 8. Underdrain (Is an underdrain necessary?) Choose One Q YES Q NO AN UNDERDRAIN IS REQUIRED IF THE DESIGN SLOPE < 2.0% i 9. 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O M 1� ti Vf b t0 N at n Vf N Ol d' tp Ol 00 M a0 N h O O rl N O M a0 M CG �"� Ii a t0 V 01 b O M e0 M O of N N N O N O N N h M Mo0 N M M, at M, O m O h O h W V V N Ol N a , 00 N a at N N O b b N M t0 'i � Ol m rl Ol V o0 V1 R l0 r .y rl rl e4 00 V N Ol 1� � O Q7 Ol r rl Ol h N l0 N O at W O a0 of N h 00 � M M Ol tp �O O o] M N M r M V a W O m .y a0 .y O N o] h al .� r n rl O h N O V o0 CO M N N O �0 l0 b n CO DO D7 D7 � m l0 W W Ol 41 Ol O O N N N N N m M Ifl W 00 Ol Ol rl m a a s t!1 N W 00 N N l0 l0 b l0 b t0 V1 ll1 IA V1 N N N tll b t0 t0 t0 b l0 t0 l0 b r r n n r r n r n b l0 l0 b n r r r n n r tO lD n n !� t0 t0 � � b � � t0 � l0 b t0 t0 t0 t0 � t0 b � t0 l0 b t0 t0 t0 t0 � t0 O O tD t0 t0 tD t0 b t0 b tD � � b � b b b b N e�i eai rl rl N e�i e�-1 e�4 e�4 aa-1 N eal N e�i N eai N '1 e4 .a-1 N r�l N eai N ea4 N ral N ral N N N N N ti N ral N N e�i .ad ti .a-1 .a-1 .a-1 N O N d' Ol 00 Ol M t0 N 1� 00 Ol IA N N rl m I� rl M N Ol M N lD Ol m !� V .-1 N m tl1 I� N t0 rl W l0 l0 O N 'R 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.-I .i � N .I Ol O V V Ot t0 rl Vl a m .-I 111 V1 I� 00 00 a N O rl 00 IA tll 4!1 tll h h 00 00 00 00 W l0 tp Vl u1 tlf �Il 1� O rl t!1 t0 b l0 t0 N M VI N R V a a a a N 0 0 0 0 0 0 0 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N ei eY ei ei rl rl 'i ei rl 'i ei e-I rl 'i 'i ei rl ei rl ti ei '1 '1 rl e4 e4 .-1 ay ti rl •i rl ei •i ti rl 'i rl N •i rl 'i ri rl 'i 'i rl M m M M m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m M m m m m m m m ti titi ti ti ti ti N ti ~ ti ti~ ti ti ti ti .�i ti ti titi ti ti ti ti ti�i ~ ~ ti ti ~ ti ti .�i ti^i .^i ~ ti ti .^i .^-i � .^-i ti � 'i N rl Ol M l0 Ol � ed N m l0 a r N O O N O m O r N r r l0 .-I l0 M W 00 N l0 M tD 00 O M M m W �"� 1p 1p rl l0 V r N ti O m ti m .m-I O V M V O M m m 0 N m O N N V�1 tmp n m N O N n tD lNp 1O11 N VNI V n 1p 00 0p V a a V Q a a Q V V C O K V C C V a a� a R N N N N N N N N N N N R O a a V V O V N N N N v v a v a v v a v v a v v v e o a v v a v a v e v v e a a a a e v a v v e a a v v v v v e v v 0 0 m N� tmp o0 N t0 O M a0 t0 �� O .ti N N 0 t0 N V N N T O b N N T O Op 00 N m Ol r v lD N O Ot N �D N N r m Ol M M r N O N O N .y N W r N 00 M .1 O O r t0 41 0o r r tp N N m N m r V O O O r m 1 N m 01 W r t0 . yj N ON N W N n 00 N N a It W m W N O N N tO0 lD m m l0 V w l0 N V m r n w v w N T W tM0 N N N N N N N N N N N N N N N N N N N rl rl ei ey r1 N •i 'i rl N N N N N N N N N N N N 'e-1 �-1 �-1 N N N N m -m m m m m M m m m m m m m m m m m m m m m m m m m m m M m m m m m m m m m m m m m m m m m m r r m oo w oo ao eo 00 00 0o eo m oo m m m m ro rn m m m rn rn m m rn rn rn rn m m rn rn of rn rn rn rn rn m rn o 0 0 0 '1 ti .-1 e4 e4 el rl ei rl rl ei ei ei rl e1 rl ei e4 'i ei ei 'i ei N �-1 ei ei rl 'i rl rl ti N N �-1 '1 rl rl rl N ti 'i rl N N N N ei ei ei rl 'i ei rl 'i rl ei ei ei 'i rl rl 'i rl 'i rl rl rl rl ei ei ei rl 'i 'i •i 'i rl rl `I rl N '1 r1 rl ei rl ei ei ei •i ei e4 •i l0 e4 ei e4 ei ei I� N 1� n N 1p rl tD 'i rl b rl b N n N tp t0 00 N M n W Ol. 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N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 'i 'i rl •i ei '1 'i rl ti rl .-I .-1 ei .-1 r1 e4 rl rl rl rl ei 'i ei ei .i .i 'i .i .i rl rl ei rl .i ei ei rl ei .i rl rl ei rl ei rl rl rl m m m m m m M m M M m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m M m m m m m m m m m m m M M m m m m M m m m o v v v v v e v v v v e v v v v In In In vl In In In In v a v v v v a v v a a a a a o a a a a a a a a a a v o a a a v a a c a v a e a v v a v v v a v v n e-I ei to ei ei ei N N tp N e-I to IA N M a' rl n a rl m O a m W O N m n lT O O n O] M Vl Ol O V 01 N M M O M M n m m a N Ol n O a n O n a N N t�A ln0 M M lOI1 tall a ti W O N M* a M a N lOD O W VMl ti tall n n t�11 to a W, O 4 e a e-1 O N e-I N M e-I N lq f1 a n N N 0 t0 a 41 yy n 0 0 Ol Ol N M m N t rl tt> n rl N n 0 M lO O t0 m a ei e•i OO � Vl M M O a0 Vl Ol a Ol n tT e4 W 1p a -I tp M Ol t0 1p a n t>0 n l0 n N Ol O M n O W M n� tT b n rl n M M M 111000 n t0 t0 n n O O O �"� N N M M a 00 O M M a ill N n tD Vl .i 00 CT Vl a 00 OO rl to tp n lD 00 n n 00 00 a t0 a a a a a a a a a N N N tll N N tll N N N t0 l0 b tD l0 n b t0 l0 l0 V a t11 to a C b lD tD b N a a a a a Vl N N N N N N N N N N N N N N N N N N N N N VI N N VI VI Vl N N N N vl ul of N v1 vl N N N M vl M N vl to t11 N el rl ei a-1 rl ei ei rl rl ei rl el e4 e•i e•i el 'i e4 ei e-I ei e-1 e•i rl ei e-I eY 'i e4 �-1 ei e-1 '1 N M r-1 ti ti rl e-1 e•i •i e-I e•i ei rl e•i .y at M tT l0 a M O m to O e0 .-I .y N t0 O C O n 0 to N N Ol to V O n .y N .ti O W ti n O n o0 tD M M n N N b b � n a� OOi W C T� 0 0 T W r .N-1 W a N a Val a N O O N r a lnD � O OM o m m 000 oao lnD N lOD � Mn � .a -I � .ai N lN0 w 00 M O c0 T laD .n-I N r N 1p a 1p N a a n t0 b t0 N 0 0 0 e•i tt) N N l0 4o6 W O tD N N 01 e6Y Ol N N tan N N r� N M a a M l0 tT 0 0 to n cO a0 tD Ol Ol O O O O O .-1 N N N 0 tT T tT tT t>D n N C Ol Ol M m O n O O n O a N n m m rn rn m oo n w ro rn m m m m m m v v v v v a a a a to v v v a m�� to v a v v to to m m n n�� to N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N m m M m m m M m m m m m m m m m m m m m m m m m m m m m m m m m m m m m M m M m m M m m m m m h vt N to N to to N to N N tD M W 00 t>0 W W Op 00 W W W UO W W W W W a0 t>0 01 m tT Ol tT tT Ol Ot tT O O O O O O O v a a a v v a v e a a v v v v a a v v a v a a a a a a v a a a v a a v a v a v v v v v v o v v I(l M N N N d' l0 m m m v .+ v l0 M Ol N V V rl N O 00 CO t0 N V W lD 47 N W 'i Ol tp rl V M n lD N n W� O M M a toll O N O lop l l v m n M 6 O M MOl , O N l00 �-1 frill top loll ti NO V VNl M Q 4 4 O M N O N W N N M T N W N N tNp Onl lD M T O Vml 0�0 W W N N O CT N V tD Ol N M Ol N �'-� QD �"� Vl N n W O N O M M N tl> O aA .d ID '1 W N m rl e4 K N V M e4 e n ei m n rl N V C M ti n n V N O n tll ri m t0 00 IO l0 m n v W M N Ol N T N N n n M M Ol tT N N rl O O O Ol n 00 OO 00 Ol Ol 01 a0 W W n t0 l0 1p n n 1p 1p VI sf M M N N rl ei O N I!) b O C C 1p W O rl rl N N N ul ul In In In v v c a a v e v a v o v a a v v v v v v v v a v e e v v e v v a n n n n oo ao ao oa oo m N Vl Ill Ill t!1 Ill Ill Vl 1l1 ll1 Ill N Ill 111 111 N VI N Ill Vf tll N Ill Vl Vl ill IA to to N N M � N N to to N N an N to N N tll. an N m rn o m .+ o to m oo .� vl m rn n� In m N ao N m m m N n o a rn�� n of m m n v m oo m m to ul o m .� n vl o mm�nrnrvvNi�I�n v`"iornNarnlNiloano ono ono anoo�voio��nrntio�aonoa�rn�vnim.n+mrntiv�i . . . . 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a0 W 00 CO W W W N M � N a0 a0 CO W a0 W a0 W CO 00 00 e0 a0 a0 a0 a0 a0 00 a0 W a0 W W W a0 00 a0 00 00 00 00 00 W M a0 W W o0 W W ap a0 a0 CT Ol Ol CT T CT al T a v v a v a a v a a v v v v v a a a a e a a a a a a a v v a v a a v a a e a a v a a a a a v a a 00 Ol Ol N a h C h 0 00 N O M N tp a e1 0 0 h O m N N 0 Op lO 0p 01 rl Ol 'i O] N I� W h t0 N .-1 Op 1� a V a M O a n n� I� a� N 1O9 b� N M N M O m 0 Ill Ill O N Ol rn m N O� N W a IN N V W N tD O Ot Yl OD N O O N 00 OO O t0 1p O M m 00 ` O r W N ei h a M l0 IA tO tp O Vl e4 01 6 W m N at tp r1 ei rl N m m 00 v a W h h V1 n h a O m N N 00 tD n r t` Ol e-I N YI Ot N 00 N M rl 0 a Ol �-1 1!1 I!1 Ot m tp N I� N O a Ill a Vl v m m n 00 1� W W W N t0 N M N< a a V a a C Ill N tl1 N b t0 n W 00 00 00 00 1� n r lO 1p N 1� lD 1p tD M m m N a0 1� to M m v v a a v a v v v v a a a v a v a v a v v a a a a a a a v a a a a a a a a v a v a a v a a v v a tp OI M N N .-I tp l0 N M a 00 IA 1� W l0 a0 M O a0 I� M a O 1� m n a l0 N N N tD rV O W N 01 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N N m. 6 ico N O p m m a rn m O O Fyyn eo a N tM(1 tNA N O O QaN lN0 V1 V N ti N N ed-I Ol W mO1 N N 4 � Owl tp tD l0N 0 m lnD l�D N N O 0�1 Oa1 n 00 00 OO n N N N .-I rl W N N N N r1 O 41 M N rl e4 l0 l0 N ei rl 1p l0 .i rl N n n n n 00 n n N N N N N N n n n O O O O O O O O O O a a C Q Q sT m m e m m m m m m m m m m m m N ry N N ry N N m m m at sT K V V V tp tp t0 tp t0 tp tD 1p tp tp l0 l0 l0 t0 t0 � t0 � tp tD t0 lD l0 t0 t0 l0 l0 l0 tp tD tD tp l0 lD t0 l0 tp l0 t0 � l0 l0 lD l0 l0 l0 �O O 1p M R n O� t0 N n N N O n n N Vf N V 00 tp a N N 41 n n Ot .-1 00 O T T Ol Ol C Ol n O O� M O R .i n O n V N V O m M 0 ."� v m OO O 41 l0 N C O n t0 n rl n n VI N l0 C .1 Vf 01 N N N N n N n Ol Ol .-1 N n a N O1 n 00 m t0 Ot N OI tp a0 .I .-I N O� Vf n ttl O h m Ot N 00 Ot M O l0 n 0 Ot N M V M M t0 � N M .y a a N m tD n O1 O .y M n c0 . w n N w t0 N tp O .4 41 N N N V CO M 66 O h to m a .4 a .4 N a 4 tD t6 O T O tD t0 .4 C of 6 w N a Ot a0 M N Ol .-I Vf N OI M M .y W n v Ot .i t0 N N M 41 O N N ci 01 O a a Ol O O m m tp N N tD tp n 0 0 .y � tp C N 'i M K l0 n V N ei 00 00 CO vl to 1p t0 n n 00 O] 00 O rl W OO OO O ri .i ri O 01 Ol .-I .-I rl N N 00 00 OD Ol Ol lD R C N N N N N N N N N N N N ti N ti ti ti ti N ti N .n-1 � W 'n-I N an -I W 0�0 W 0�0 W W 0�0 0�0 Opp 0�0 0�0 0�0 0�0 0�0 0�p 00 0�0 0�0 0�0 0�0 0�0 0�0 'i ei 'i rl ei rl ei t1 eel .i .-1 e4 e4 rl rl ei ei •-1 fi e4 e4 ei .i ei ei .i ri .i r4 .i .i ei .i .i .i ri .i .i .1 rl ei .i .i .i rl rl 'i m M M M M M M m M m m T M M M M M m m m m m m m M m m m m m m T T m M M M M M M M M m M M m M N N N N N N N N N N R V V V K a a Q Q 1p t0 1p l0 l0 l0 n n n n n 00 00 00 0p 00 00 00 00 00 00 00 d' a a Q� C ry N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N ry N N N N N 0 0 0 0 0 0 t0 t0 t0 tD t0 l0 tD tp t0 t0 tD t0 tp l0 tp tp b t0 lD l0 t0 tD l0 t0 t0 t0 t0 tD tp tD t0 lD lD 1p tp l0 l0 t0 t0 tD l0 n n n n n n M M O� O V O O T Onl m� N 1� C 1� 00 W Ol OO M M t^lf N O N l�0 R 00 MO r 0 0 Ol OOl O 0�0 W M tip Oml O M V� ✓^1 Ol 4 Ol h ei N N 6 r M M n 00 4 6 N m rl 6 6 M 6 d O Na M' 00 V d' N O m 00 rl n n rl V m rl � b rl m s{ N 00 N N N O l�'1 V V� t0 ta0 0 0 0 V M M V M tOp M N NO ON a O W 0 0 0 M O 00 p^p pp� a O O ON1 n lMlf 01 tO'1 Om1 1� V N n I� n N CT m CT N N N m M Ol Ol O 00 00 .i .-1 O O O I� n n W M m LT 00 I� N m 1p 1p N N tp N N N a a m m m m Ol a a v a a v a v v a a a v v v a a v v a v a a e a a v v a a a v v a tOv a v a a v v a e v v v v N of n a^0 ONl N W .�i n O C O V t�0 O lO0 O r b �^/1 V� OOI N M .~1 M O n V Vnl Owl n�� N M aap .N1 Owl t�D W W C N W� . .y N 1p pi 6a6 M N N h h h O O N m N �O O Ol O N N 00 N N V 1� N l0 Ol M .�i .i .-I N M tp N O I�.r1 N M N O lD � e�i � eOi N N N N O O N O S 00 00 CO � 00 00 O N eM-I emi ti ti N ti O O O O O 0p 00 O] N� N N N N N N N N O O m m m m m m m m mm m m m m m mm m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m O O O rl rl ed ed '1 N .-1 e-I e4 ei N N N N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O 1� n r n r n n r n n n n n n n n n n n n n n n n n n n n n n r n 00 00 00 00 00 W 00 W 00 00 00 N a0 a0 00 n N 1p N ti m b� M W V Ol N 1� r O N M M N N N W l0 N W O O IA O l0 N lip O O h n I� .-i h N W 0 l0 CO O K aa6 666ti�m gi N6 44 n4 4 i66NW VW m mm m O mV m n�� n m m m N N ti a l mNm W m O NN N N w w w O� N" N N N m M M M M M N N N N tY ''1 ei e�4 e'I N ea4 'i e�4 N ti H N ti N ti e�i ti ti t�i ti ti ti ti N N N ti ti N ti N N N N N N ti 71 N ti N N h O R V V 1� l0 W M VI Ol N O M O 01 N I� b n n to V O O M a0 O .-I N .I N Ol N a0 1p Ol .-I vl vl O vl tp tp 1� T l0 a s OOt ONt N a0 tt�l n N 0 0 n IMA Obi W em-I 00 O rn O R V W O t^D W O Vl O Oml tp n 001 � toll OOi W N Owl OMl N a a t0 W .-I t~il O l0 ON Ov00 .-.i O !OM. N. M O N. tp v. I� O N M. p. tp M. O W. a. O W. tD V Ol 0 V tD Ol N. O N l0 � CO IA R� O I� IA VMI (IYl N 1� n to m N N O O O V lip N O] W� I� r lOD Ill N R R M N N N 00 � i� n� N N W 00 00 O m rn rn m rn m m oo ao 00 0 0 0 0 0 0 0 o O O O ao ao 0o m oo m oo m o0 00 0o as o0 00 0o ao 0o ao as oo ao ao 00 0o ao N rl rl rl ei rl 'i ei ti rl ei N N N N N N N N N N N 'i rl 'i 'i ei e4 ei •i •i ei •i rl rl e4 ei e4 e4 rl rl ei rl rl ei ei rl ei ei 'i rl ei 'i .-I a-1 rl e1 rl e4 a -I e4 e4 ei rl ei 'i 'i rl ti N ''1 I"1 eel 'i 'i rl rl rl ei 'i rl rl ei rl 'i 'i rl rl 'i rl rl 'i 'i rl m m m M M M m.m M m m m m m m m m m m m m m m M m m m m m m m m m m m m m m m m m m m m m m m O O O O O O 0 0 O O O N N N N N N N N N N N V Q? V V a V C a 'cf c{ Q ct sf a to to VI N N VI Vl Ill to Vl ei ei •i rl rl ti N �i .-1 .-1 .-1 .-1 ei e4 e4 •i ei ei 'i 'i ed rl N N N N N N N N N N N N N N N N N N N N N N N N N OO OO OO OO OO o0 a0 a0 a0 a0 a0 a0 a0 N a0 a0 a0 00 00 00 00 OO OO OO OO OO OO OD a0 00 00 00 00 00 OO OO OO OO OO M OD 00 OD op 00 00 00 1p N IA T V �A a N a Ol M N n O� O rl N N� O 00 n Vf N W V1 O N M b N� M 00 .-1 O n rl e4 at � b n CT O a m rl 0O N n n n 0 1l1 M O M rl M M O O M O] N N n O O N m N n n N N Vl 0rC n m 0K o0 ti ti n �nO No0 mi i N n Ol A m OO 0 Vl M l V ON 1 i 6 N4 rl V Ot6 O M M Ol ti rl mmnm0 mOmVm p n m n N o0 rl ei O Ql 00 n n n 'l0 VI tlf M N N N N N M M QI W n N lD 1p lD t0 lD l0 l0 n n n t0 t0 lO lD lD VI Vl Vl VI t0 N �O �O tp tp t0 tp tp tp tp t0 1p 1p 1p t0 lD tp t0 t0 l0 l0 tp l0 �O tD t0 �O tD �O tD t0 tD l0 �O tD lD lD �O t0 l0 t0 tp t0 t0 tp l0 l0 t0 N aa-I ti N N ti e�-I e�i ti rl ti fl ri rl `I rl rl e�i e�4 e�4 e�i e�4 eai ti ti H ti N ti ti ti ti N ti ti ti ti N N ti N N ti ti N N ti O tD .-1 vt tp n n .-I N n 0 W tO 00 n O O m o0 O Ol O M 01 01 M V O O N N M n m of o0 V b N� Ol b N O lO lD V V n 00 O O� O l0 M R Vf n 00 00 m Ot Vl v1 N vt vt .-I M e-1 O O� N O M l0 O Vl N M l0 00 O O rl rl � T W � O O� V1 6 td L6 0 0 M m 0 O N O o0 to 0 6� 04 O N •i of W a0 O m n N Ol 4 N O 4 N N b O tiC� 00 evi N m O m m m C m M O w N M VI W t0 m 0 0 �f1 V O N lnD n V V m m rn CO O� Ol m m m O T Ol O .-I O O O O .i .-� O� 01 ati .y O O O T m ti .y .y O 01 00 M M n O ti N m O .ti rl O O m o0 W co ao 00 00 00 0o m ao 0o rn m m rn m m rn rn ao 0o m rn m m rn oo ao m rn rn rn oo ao ao 00 0o rn m ao ao rn rn rn rn rn oo co ao m m m m m m m m m M m m M m m M m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m W m m m m m allo m m oNo oNo oNa oNo oNo ro allo W W W W W W allo m W W W W m omo m m omo ro oMo ro m ro ro ro amo amo amo amo amo amo ao ry rn � � m n � o m n In v to O � .� o ao vl In n ao a ao ao � oo .+ vl ao n In v o ry a N oo Ol N to m m In to m r O W ei Cv M 6 i a0 O O N M N V n N O1 t�+l tn+l V .�I Of vl .rvl 01 ? 0 0 OM1 .�-i .y O N ON1 N am0 a00 .�-i OU tmYl m t�D n b O N l0 V l0 V1 10 40 tll N Ol O O Vl n rl N n tll tp N ei m O] Vl m a 01 Ol � 1p M t!) Ol O N V1 O n rl C O rl W C R O O l0 00 N CO '1 l0 N .-I Vl V m O tl1 O1 41 �'9 m tO 01 N n N Op N n VI O �O N Ol n Vl 01 rl m sf n 01 m tll 01 m eNi e�i e�4 e�4 N e�4 N N e�i ti e�1 N ti el e�i ti N 'm-1 N cmi N e�4 N jai e�4 N-1 e�4 �� •M-1 ti N N N N N N N N N N N ti ea-1 ti eai ti e v v a a a a v a a a a a a a v a v a a a a v v v v v a a a v v v v a a a a a a a a a a a a a A rn o .+ N In n oo m m m v rn n ao vl m n .+ In ry n oo m M� n o to ao o rn�� rn ao � v .� a .� m rn e ry m rn N vMl n b N M W O N n M� W rn n tll � W N tMp n b W tN0 R .Mi Owl M tp ti N O ti 001 O rtNl � W N� T v rn n� toil T M N N t0 Vl N M 06 ey O W N R m 0 N w v n l0 m IA O N 00 N l0 .-I V .y M op a0 O 6l0 a0 M a M N M O M 0 m 0 W W t�l1 till rl M ? t0 00 rl 'i N N N N 1p tp N O M OO n VI N V OM ti rl •N-I � f�11 a N n m N lND lN0 m �"� 01 n l0 Ill d' laYl N 00 00 00 .00-' ti a04 � .Ol-t ti N O O O N N O O O O ti N ti ti�� N N N eM-I ti ti N N N N O N O O O N ti N N N ti e�-I m m m eel m m m m m m m m m m m m N m N m m m m m m m m N m m m m m m m m m N N N m m m m m m m M M m m M M M m M m m m m m m m m m m m m M m M M m m m m m m m m m m m m m m m m m m m m m m M M M M Vl Vl Vl Vl N Vl Vl Vl IA tll tll IA N VI to Vl IA Vl 111 IA N VI Vl tll Vl Ill IIl Ill to V1 Yl Vf Yl Ill IA N � N Vl ill Ill N N O] W O] O] CO O] W W O] W W CO W W W W W W W W W W W W W W W W W W W W W W W W W W N CO CO CO W OJ W CO OJ eY 1� t0 N N N Vl M O M l0 N M b O N a M Vl O1 N N a M M rl l0 t0 Ol b VJ M M M b T Ol 00 VJ l0 M Ol M h Vl V1 h m u�'i Owl rl 'i rl O N T Vl m y Val t0 M 00 VJ � O N� O a 10 N M fall Val V Val lM0 r� W M N O^l I� ti T lm0 C lmD A N O N .-I r Vl OI Ol 01 O 00 00 OO O 00 I� l0 W N �C Vl O OO 01 1� M N O1 01 a C V) a b V1 N Ol M C <0 Ol Vl h m Vl m aT N rl m N Vl l0 M M M M M M a a M M m m m m m m m N N N N M M M m m m m m m N N N N N N N m m m m m m m rl rl rl rl ei ei rl rl rl rl rl rl rl '1 a-1 '1 e-1 rl e4 rl rl rl ei e1 rl rl rl rl rl rl ei rl rl rl rl ei rl rl rl rl ei e-I rl rl rl e-I rl aa-I N N ei ei N eai ei ei ei rl rl rl N ed rl .a4 eai ea4 aal ea4 N ti ea4 N N ti N ea-1 N eai .ai ra1 N eal eai .a -I N e'1 'i N N eM .a-1 aa-1 N N Ol t0 a Vl rl O O V 00 1� N M N Vl a' c{ 01 tD O N Ol Vl a b N Ol ut n t0 N u) V Vl Ol Vl W O 10 O Ol Vl lD �u{l m ul O O till VOl M V O Ol b N N M n O^ m l 0a Vl a 6 Vl O� Val O a T Owl � V�1 � V N Oml O N lM11 W a I� n O M bNOl Ol 6eOil l� ti 6Mei Neii OeY1 N W1� .-1 NVl a14 � 4 t0 Ont 0r14 cN Ne4 6 1� 4n aa O� tN00 'VJ1 lNa0 6taD 1M� �rl Oh �h"Otrapl Otap aV0l aV ON mOl a1�l nrl aOmt 0� �0 WW aN 06 Omamw'wwa a a O 'i e4 ei N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N m m m M M m M M M M M M M M M M m m m m m M M M M M m m M m m m m m M m m m M M M m m m M M m ul N N V) l0 t0 t0 t0 VJ tp l0 1p t0 V] b l0 l0 b l0 lD t0 l0 l0 O V] r r r n r n n n n n n n n n n n r r 00 W 00 W 0o m 00 00 00 c0 a0 00 c0 00 a0 a0 00 c0 00 a0 0] a0 00 a0 00 c0 a0 00. 00 W W W W W M W W M W W W W W W W CO W W W CO W e O w v n 0 O n N N V m O m n o n m v m n O N Ih p M N M N O n ed .-I rl N t0 M N t0 W m M m rl e4 n N Ol N CO 00 V 00 V O 00 n n 0 Ol V 00 N m V tD .y .y 'y •.I '.I ri O o m v n n n n n M b l0 N R l0 VJ t0 n n ti M 0 0 v m N O� O n Ul N n rl 111 00 n N n m M Ip 1p �p Ip Ip r1 ei l0 00 V) n00 0n0 bn Vtv0j 0bO0 atO00 atO00 aIOD0 M 06 OOn M 6 OM.y 6 0.y0 6 0ay0 0ID0 l0 m Ol N On NN NM k6 ti MV 6 WO Ob 6 m Wnl VCJ .n-mV bN vNl O0 0 a m m mv m O aW 6p~ m m m m m m M m M m m M M M M M M M N N N N m N Ol 01 Ol O0 n n n n n N m O m ill M N ed ei 'i .-1 .i .-1 .-1 'i e4 ei ei a -I ei ei rl •i rl ei rl ti f-I e4 e4 M N N N N N N N N N M M M M M M � l0 l0 t0 l0 l0 l0 l0 l0 t0 t0 t0 l0 l0 l0 l0 l0 l0 l0 l0 l0 l0 t0 l0 l0 l0 l0 l0 l0 lD l0 lD l0 LO l0 lD lD l0 lD l0 b W l0 l0 t0 W viaa�a o a n �"� Ol V O n N a0 M M 'i V 00 ea b a a 0 ul � W a0 a0 „'i N O 00 N rl Ol O� l0 W ul 00 O tp M pl tp 1p M N a Ol M O pp "'� n b b W O V O N M t0 W N Ill N N OI 00 W m M tP rl lD m m Ol n n 00 vl N m m a0 �� ,°0.i �� rn rn 4 4 00 6 0000 It6 0 mn lnO OO mCO iNn NN bn N c i e.4 0 c i 6 NN m 4 0n0 m.-mIll vM OV .N-nn m00 6 Wr1 uM1 NC 0IT0 IuDl N N O ul a n N m N N 00 m ul m C m N ✓1 V ei N 00 N N m m R K O W R n rl O 00 b a n M N 00 m ul O M M m n 0 ey N N n n M O N b b n N N U0 W N N l0 W l0 b vl a Ol Ol Ol l0 v m m m m a m V v In '^ N N N N N N N..... N N N N N N N N N N N Im-1 IM-I ti N ti N N N ti N ti N ti N N 01 N 0) O) W H H m m m m m` m` m 3 3 3 3 3 3 3 ao eo ao w ao ao ao w m w w co Oo ao 0o co ao 0o ao au m m ao rn rn rn rn rn m rn rn rn rn rn m m m rn m N 0 0 0 0 0 0 0 O m m ti N 0 m v p p N ei N .•1 t�0 M 1� ei e4 rl rl C R V R a � p a V N 00 O o N N CI V 00 ofM N O m N m N N N 0 O O m m m m m m m m m m m m m m m m m `p 00 _ j ei w w w U U U U � X i m m m v v v v a m m` m m m m m ccO W a aaaaaa y� ; •� 0000000 w N C.1 E UI V O E . U E n N E VI O H Z u o E m Ou u EI N H UIEm z Ou � E O o V1 E «O VI Z o 0 p E z U aw � `o O uI Ou u Eu I� N o E O I E v Z p vl E O VI ,Ou O h p O o N E U p Z N N p p VI O 0 z z m n 0UIE n a O O y; E 0 VI z Z Z m a o E Ou f H O O Q w ti O Z u Z Ou Ou E ^ u1 u1 o O E E a E Z'-Z' g^ NI `o `o o u1 o o y N N Vf V E_ vp C J W m m Q Q Z rn N V U O v i > C� LL LL LL 333J� 0 E az! a�i ai w a�i v 33333 z z z 000 0 APPENDIX II Table RO-3: Recommended Percentage Imperviousness Values, USDCM April 27, 2015 e-mail from Larry Owen to Michael Palizzi provided by Mr. Larry Owen discussing the Blondel Street culvert capacity and interim peak flows • DRAINAGE CRITERIA MANUAL (V. 1) Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family ' Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 ' See Figures RO-3 through RO-5 for percentage imperviousness. CA = KA + (1.31i'—1.44i' + 1.135i — 0.12) for C,l >— 0, otherwise C,t = 0 (RO-6) CcD = KcD + (0.858i' — 0.786i' + 0.774i + 0.04) (RO-7) (✓ R = (CA + CcD )l2 RUNOFF 2007-01 RO-9 Urban Drainage and Flood Control District Michael Palizzi From: Larry Owen <larrycowen@comcast.net> Sent_: Monday, April 27, 2015 8:15 AM To: Michael Palizzi Subject: Aspen Heights - Off -site Improvements Michael, I spoke to Mary Wohniade on Friday and got the lesser -intensity flows for the Blondel culverts to use in. our redesign of those culverts. The 10, 50 and .100-yr flows at that point -are as follows: • 10-yr storm = 20.8 .cfs • 50=yr storm = 35:8 efs e 100-yr storm = 46.8cfs Based on my conversation with Shane Boyle, we can size the pipes for the 10-yr storm event, and allow,the iunoff from greater.storm events to overtop the road: Would you please substitute the.10-yr storm flow into your analysis and see what that does to our pipe sizes and numbers. I was not able to get in touch with Sheri on Friday, so I will try again today. I know that we can't lower the. inverts of the pipes and there is very little available Mahe way of smaller pipes, so I will push first for •a -waiver • • based on the temporary nature of these culverts, and secondly for a waiver based on using concrete pavement.I will let you know how I make out. I also spoke to Roland Tremble at Connell and he told me that he is unable to acquire 26" z 15.5".arch pipe, as called for on the drawings: Therefore, please base the revised design on the use of 14" x 23" IiERCP, instead. The 14" x 23" has a slightly lower equivalency than the 26" x 15.5", but with the lower design flow in the channel, I'm hopeful that they will be acceptable. I will finish the markups on the other:drawings and return the redlines and the markups to you shortly. Ifyou have,any questions, please call me. Thanks. Lary 2v,� cfs 1- Zr Ci1 �Lsit APPENDIX III Erosion Control Security Deposit Estimate C n Erosion and Sediment Control Escrow/Security Calculation for The City of Fort Collins Project: Old Town North Third Filing Disturbed Acres: Approxiamtely 6.00 C BMP Amount Estimated Unit Total EROSION CONTROL 13MPs Units Quantity Price Price Silt Fence (SF) L.F. 7028 $2.00 $14,056.00 Inlet Protection (IP) EA. 15 $575.00 $8,625.00 Concrete Washout (CW) EA. 1 $825.00 $825.00 Vehicle Tracking Control (VTC) EA. 2 $1,925.00 $3,850.00 Wattle (W) EA. 15 $220.00 $3,300.00 Curb Sock (CSP) EA. 7 $150.00 $1,050.00 Sub -Total: $31,706.00 1.5 x Sub -Total: $47,559.00 Amount of security. $47,559.00 Reseeding at Future Units and NECCO Pound Amount Total Acres x Price/acre: $3,920.00 Unit Price of Seeding per acre: $980.00 Sub -Total: $3,920.00 1.5 x Sub -Total: $5,880.00 Amount to Re -seed:. $5,880.00 Minimum escrow amount. Final I E--scrow YA2mount Erosion Control Escrow. $47,559.00 Fields in yellow should be amended for this project. "The amount of the security must be based on one and one-hay'limes the estimate of the cost to install the approved measures, or one and one-half times the cost to re -vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid, whichever is greater. /n no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) for residential development or three thousand dollars ($3,000) for commercial development" 6/15/2017 11:40 AM ZAP-Cllents Palmos Development Corporation1288601-15 Block 6 Old Town Nonh FC1DocumerdslDra1nage\Erosicn CorNonOTN 3rd Escrow APPENDIX IV (Original Old Town North Drainage Plan / Aspen Heights reference plan sheets / Flood Insurance Rate Map) original Old Town North Drainage Plan NECCO plan Sheet 41 of 69 of the Utility Plans for Northeast College Corridor Outfall Drainage Improvement Project; plans dated May, 2009; Ayres Associates Project No: 32-0950.11 Aspen Heights Offsite Streets Sheet 30 of 43: Swale Plan and Profile Aspen Heights Offsite Streets Sheet 31 of 43: Swale Plan and Profile Aspen Heights Offsite Streets Sheet 32 of 43: Storm Sewer Plan and Profile (NECCO) Aspen Heights Offsite Streets Sheet 42 of 43: Offsite Streets Drainage Plan Flood Insurance Rate Map (FIRM) Map Number 08069C0977G; Panel 977 of 1420; map dated June 17, 2008 0 1 I I I 1 I I I I I AKIN tmm avea j � �I .._ I . NI � I tai%Irn av ���rr / �I a rul ACES$ a [ I•" / ty)rw n[r. 1YCu1 (:tFj/ IDII 9'PRODUCr A-COR)NDah=. I I g CANAl !1 1 8 l y 1 e �__ •� b �� T I 1�� • �� �' DOMT14AV M0[[5-61n of _lam [Ul YOM f CA Y QASS V PPP/D yd PYl . I3' J' i I { Pwdli7c s 1$ •'-M. j .�`• NSF �5gy� s - Iµ %'i3,1 Df ,e1l1 a` jj}/' Llxa.. ��•�•� \ 1-1 tt�•lI `•i. ��. ` r ` ` 10 jD /I t9. i; 1 r J' ♦. �e/ J. i/. .L�l- _ _ V� If �'LLMin / --- " •- - - - - - - -------------- —R/-(pp-pp-���--- ----------- `._ tr - _ 6oRWOrR°- --_- - ---- --- tnE BPAI SEE DPAHAGE AND EROSWI CONTROL NOTES AND POtM WWARY Orr SHEET 80 _ __ fROSON CQY1R0. IS gON M1Y Iq! PHASE 1 CSIRUCIIOrI IW IF pry t10.1s +92 •91eEN l+D+ KRa'A+ a AVA .31111, Y Oh T OnMIN az aY []r anin LII aM m LI as ail u[ to an IM .V1 •P Mlm .• ea v 1 Ofv Y Dt'1 Y XqDIY r Fur v au w m ra w Itr d fa"I rU94 wPrn D S camor•raap.11rVaawa — -- mr� w a., BArL. ce.F.T SHEAR ENGINEERING CORPORATION rN erd 0ectel B.W.B. OLD TO°N NORTH U.0 Eery 1• . IDIV N.W.S. t818 so. COtlLOE AK, EVIL[ It. FOR7 00111NE. COlOMD0 60528 PHONEY (970) uE8 8-3a (970) 226-4/81 FAX,(970) 982-0311 ina EwrIW LAIR CAMIK 00Y AW AP/PD.O DRAWAPUN tlablrr H.rax., rn,rlr p.l.l AGIWD.IR Apn Y. Iq SVaMay Mc A OLD TOWN NORTH FORT COLIINS, COL ORADO v sa' ae ° otas GRAPHIC SCALE tao o m IN too Es -.I I 1 I 1 mle-laoa CITY of Fort Comm. Cokm4o umm PLAN EITRD4LL n vm rR mon ZFE— OEO® IFYr nn t..v. ---- aloaD m rw,s .re �maro. PR CKOD Bh ...r.<la.m CIE= Ff ♦ 4T 1l. Yn r 1.6wl.!111�rrrYb�yDq � M der b arrinal. b Ph It r•! a'b. i Y rtyMa rr r mrrl�VarVr .saw 4 b [Yr b Y [rYb rgaLL b 1.�. Yl M.rOrtY vrrrr •PIWI!- dmCIImII reoncr w. y,En �_ wins 78 88 4980 4975 4970 4965 4960 4955 4950 4945 4940 4935 L36' RCP 81.04 LF 0.22X 16+00 EXISTING GROUND � ELEVATION FUTURE GRADE FUTURE 100-YR HGL ELEVATION SIDEWALK FUTURE WAL _ SECTION FUTURE gCSIDEWALK -- 5 TCN _ PAVEM 7 �YR MGL 36' RCP 407.14 LF 0.22X 36' RCP 171.17 LF 0.23X 18' MIN c q 36' RCP 15.97 LF 0.22X n 3 3r mq CI Li g Y +3�$ a -so wN 412 �q }VN 15+00 14+00 13+00 12+00 11+00 10+00 4g VICINITY MAP NOTES 1. ALL PROPOSED RCP TO BE CLASS DI, UNLESS NOTED OTHERWISE. 2. PROTECT EXISTING UTILITIES. 3. CONTRACTOR TO RESTORE DISTURBED LAND TO EXISTING OR BETTER THAN EXISTING CONDITIONS. 4. PIPE LENGTHS ARE MEASURED FROM q OF BEND TO TL OF BEND OR FROM OF MANHOLE TO q OF MANHOLE 5. RIM ELEVATIONS ARE TO CENTER OF THE STRUCTURE. 6. PIPES SHALL HAVE A PRESSURE SEAL RCP GASKETS ARE PRESSURE RATED FOR 12pe1 AND SHALL COMPLY WITH ASTM C-443, 7. CONCRETE MANHOLES SHALL HAVE EXTERNAL SEALING IN COMPLIANCE WITH ASTM C-B77. B. EXISTING DRY UTILITIES (IE: GAS, COMCAST, WEST, ELECTRIC) TO BE RELOCATED BY OTHERS. 4980 4975 4970 4965 4960 4955 4950 4945 0 15 30 80 HORZ 0 25 5 10 VERT 4940 SCALE IN FEET 4935 Know what% below. Call before you fig. n i08 C V ir m o 0 d ISO LLmUn c ai m w rn H Q U O fn ca Q W J_ LL O + d CD Z Q Q U) a O N U o Z o < O H W J J W Q J W J � OM U O H � Q O W 0 0� C) O Z G T � N 'PROJECT NO. 82-0D50.11 DRAWING N0. C-231 SHEET 41 OF 69 A I W CJl r" R �, \ — — --' - -- »r---- Su�k. QA4 L �• `\ PROPERTY LNIE OU W SWAIE C Il.oS DOTrO %`0T TO ITOO' \ SOT7W M'OM AT GUE�FAI] BOTiW W'OM AT CULYCA7S �v' �J TDA➢EOOOIL SWAL . .� .MI `4� SIDE SLOPES, IYP. h BLONOEL CULVERT 0+00.00 THRU 1+01.00 STATION V"lM MA#VAX ��FAS[L1DYr 0#00 HIM 0400 IBM III STATION 0+00 1#00 DRANAM SWAB STA. 04MOO TMU 8+00.00 STUN 5+00 3#00 0+00 5+00 600 7+00 Noo Hf0 ff70 d 4%0 41NG N00 1400 2E00 N00 4[00 0400 f/00 7400 4400 L SIAIIM n CALL BEFORE YOU DIG CALL UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987-/. ....uDcO.Orq l. 1. wtll M1'd N,uu a.3i^nrnua KEYMAP Zyj i GRAPHIC SCALE SO L 4S SO 1 1W I INCH a 50 FEET CHY Or FORT COWNS. COtORADO MEET PLAN APPSOYAL [WA .Jltn DATE CHECKED r I WATER & WASTEWATERUI17 Aft CHECKED DYr.04 NMA [NICKED BY r ..� A him DAW CNCCKEO BOYt [NYYiONLEMAL 110 FAR — CHECKED BY, 0 0 O p a x 0a Z/ ( 1 $400 4960 p 4970 Y 4260 49M 8400 DRAINAGE BWALE 9 6TA: BtODAO THRU 16t16.28 STAmII 9400 1(400 11400 12t00 13400 14400 TUCK) 9+00 wo0 11400 12100 13400 1000 15400 STATION u4oeale m 4960 4970 4910 IT" 16400p19 ORMIM SCALE CALL BEFORE 2s 6a Igo - YOU DIG 1 INCH a 50 FEET CALL UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987 Bwr.unee.wq rxtKc..raA.. p..•N00 Pvr 0^IHllnr 0.nii..]AaP Ala v.r sr zz 5— 1 zzo a K�� UU �8 rAsr scC a ro.P. rGt SK EtACEVM 1� CITY or roll CoLms• COLANO O t"JUTY PLAN APFROYAL APPBOYED: �� •� IN A CHECKED - A4G I[N FMA EMA DATE A1 CHECKED SY: UTit /l STDBurAI unury Are C H[CNEO BT: C PAT1 3 IIEAiION CIE CHECKED BY. �- EHYII HEWAL PUNHINo A CHECKED BY: u ;16Zz £., ® s n -m- --••-- _ _---•A-m-�.�ti,-..�,,, O) w T a [ G'R :x SEE ___.________�_ _ YAANnE-f31)) �a OR B[•$IORY -_ _ SlA O4CO.O0 RP-4w(H __- R 4= __ 13.0 i car - ei3a - ^ _ �,• Prt - (4w) - tl aaaA[ - (Ilf _ 1r Or r q Y1 V V 34• KQ s nrnl DIIOE __ - _ f0.1} • xJ, PPS - (4)0� it V tF 1t I� _ - ^, (3) OpOi IYPEAI3 OWMO SUIV� CO. \�` G /� fq`,`�7FY , . N N 41•-YA w [ 1.6>3 fSUOL-- C M :INSt"A ^ OR/VC b4p4 EA IW)31� wE w- ^ �R SGA I W SI f f1) SOOT TWM 13 OWSO b - INSM [ WT. 411341 "TV K y pa' o u" Mr i EYfAT A' a flK' __ w 11 V V 30• wR o 2001 OESOE ` ` ^ {' tT10r TtK IS COG[ WI . N31.7J [M.4"1 pqOOGLGr [fR[CLOY P47 u W (�. ' _ [ OIIT .'01 )' �(•,,_ 1 `I ^ I . , PPE - (431� ISLI(A34 q ��_ va')kl a Ibli MADE WSTAll BW(HFAD 10R ` S+b � 3� 4 �&- BLONDEL Y vAANEE- all7 w�w \` ` GRAPHIC SCALE STflEET 5fl a 45' sV l9a 200, STA STOMi1;AV E /7 , ljkb FOR ` - p(U0 CBULMEAD ONDITION [ It Wt. /IISf7 a Pui M u.�P \ 1 INCH = 50 FEET ^ AV i114lS00"^_ r moil 14 w _ NECCO S. SUNICA STA 10+00.00 THRU 20+75.00 w 1 EN. /71.41 - 1ffL41 'i �` w STATION 20470 20+00 19400 91400 17400 104)o 15400 144a0 iM00 124M 11400 10+00 \ 4970 4960 4960 _- _I.m - - I MfT - (10N07 6tA 1T. r 4.00T 1) 1 TOP- rI E N - IGfi11- t e0f - IGlLII - [SSt MMEq -- NLt - ESSlj fiA ID19111 rW . 1tln40 c Ow=i/xS711n I 4970 49b OW E OVf �3f}3iEE {FSLY - BRIAR VA Y SAYIKSE TIP . 1N3((((��]Sl 1 E M . 41K04 !I E M - 41KN EWt-1 K01 _ - -. - - _ - - -- - -- -:: �- I -- _DSED PR<V GRAPE - VPSIREAY IS IWkT - o a3za t[Ax - I I I yyFp� (' ET,G IGffiil -�- STORM wInN,m EM-Mi4) E 011r . 193243 tl ll (f 34q a fl141 M141T. 4950 - iGRAML - - _ _ _ E19E rS 2' HATER LCO NOTE__i1+59. M. {9{7. - _ _ I _!- e snx� Ir a a0r QII.i 0@LLt➢ON l37 1 M I _I-3r - I - E705T. 60 WATER{940 5TA 11410.6E EI S. 4945.49 1915 NECCO SW STUO IO+CO.00 THRU 10+50.00 STATION moo 10+50 10+00 10F60 STATION . " STATION NECCO N. SUNIOA STA. -0+50.00 THRU 1+00.00 STATION 1+00 0+00 -"So 4970 wn _ g 4970 S TOP a ETO$TWC WATE3t NAW IS FOO'05ED. BEO/COS CASE STORM JOYIFS WITSH WITH 9•+/- OF SDUEECEE, iH01 (LOW FiLL STORY PIPE 10' EITHER SIDE OF CR059N TRENCH TO SPM LWE OF STORY PAE. F EXISIW WIN OUrYL ADNESIK TAPE NATEN YAW IS P40T EXPOSED. FLOW FILL STORY TROT TO STYBHD LEE OF STORY F',PE. CPrYCF0rE¢ WTE LWtIRYfp4NW1 AOI IXXE TIE FX011V(S C1T Or CYEEIiYnA1EA CSn Fr CFDIEN'Arl1 OfY71RUC1AWIAAW"Ill EPsrrjGF OF TINT AJN IO\Ff<irlQ'AIWt1AV0 CEPnlallE vAsrrATFPE THEOn ov E9Ef3EY•wA1EREr•Tigf4swuliE cartAE7mAw•>\�vJeA<)/ATIm4 PFdON to Por HOLMA:a- NT 10 CO.` 9IIiFIq'1 OF liE CROEEKA. N ORCfA TO AILgY SCF 7YEEIT TA c TOR l'3FECICF610 LCIF0.AE 10 CE OS4 f rtE 0.FVl3C[I I IF1M1irF8. CCNIAGT pTIER11ERM1<ENOVIEA1gN1311i)1+OR .EFi 11HELL At V P0) SbPOIf 0. OEAEPALNOIE AfE V.NROAF.E IIOIE COhA4 Uot ARE N THE ACA54 R OAMHATETP CFOR TO ROTATE O LATE TH3T W_ A04EIAVMEl9. LOCATETT ATDROTATETEkJTSVE THE Mies FTO f"W TIE K.CE34 HCT(Y100i60E THE UNT30F TE f[twlix YMEAJ:`�AQC54AE EALOAOTE EAST VRVEIP CGW4SHDfRLW AVVr( OF 9TAM4E RE+ CONSTA CNN CfI TES" TO N 00FORSCETC W3 COTACT HXL CYG1FTT'J t0 ALLOWFORSCHEELLIV3. CG)TEAV S T MAOTIE COe.9 miOR 1Aa1 Ch6ER4EMA THETI Ci00A TMFA B13R31011 G)[RA Rll.4 M1':ALTIVO REP 6Y3TEAL b r411 CALL BEFORE YOU DIG CALL UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987 nvw.uncc.or9 .I i ;Iki<jn IMIY(firCll.r 1I l e.! Nf01:f p:nmwn :lfli•ti ,r. f9 1 ZU 6�`� KEG Zyj F wz 000 to j8 G� � ~ i w NECCO MIDDLE STUB 10+00.00 TNRU 10+40.00 STATION 10+00 10+40 {970 N70 PROPOSED GRADE _ f44q 11 SF Q >0 Ra ���pppp�p�p�jjjj O 100 MADE 4960 498041 UTKIIV (L:I REVEYI GYM YIYr401r IJiIUTY Fi/11 REVIEW 49M I----i---I-- 10+00 10+40 STATION Rs.;e.N BY Wn4rE YaIu7w 0ri R4.iaw s>.+rn aM4tMw •alYl0.ra1 p3v Aln E�qk, b tMCfl,atl9lu Kp+ary 1Nwwd4:�4aa a4OG3'yl UTILITY PEAM APPROVAL APPROVE01 CITY ENOW ER DATE CHECKED BY: WATERA A UIItf1Y CHECKED BY. STORUWATER UTUTY DATE CHECKED 9Tv PARKS & RECREATION Wc CHECKED BY: ENIARONWENTAL PLARNING DATE CHECKED BY$ I EA Z� J Wa V Z a 0 CALL BEFORE YOU DIG CALL UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987 rwn.uncc.Drg I Y.)X[A�A•l[�l MKLM /E dG.� n�5lasnr ..rsrcv \ I \I OREM aus yl ` I Z=� k, t ' O� 61H 1 I it �II nI I r111\ 0 ♦„ I I y ,a < _ � m OQ \♦ `\``O\ ♦ I � I I O r ( \ \~�\\\�♦ NII ui r GRAPHIC SCALE C \ i •`` �-� ♦� \I\ I `�'; 1 LNCH = 100 FEET j IT v�E Ey„_ / cm of roRr COLLINS,APPRcaoRAm -•pER ; / oil UTILITY PUN APPROVAL LEGEND \� ; a // APPROVED: / CRY EN INLER DATE ` tr / CHECKED BE: PROPOSED BASIN BOUN9MY /��__/ ` p WATER WASTEWATER ATE 13=uat ao[ PROPOSED BA4N °� / �� CHECKED BYr UTILITY !xr �V1 ew /� - % STORY'NATER IRIUTY DATE /� /ice CHECKED BY, QB PROPOSED DE4CN P011f L+ ` l / PARKS CUT A "{`6! CHECKED BY: �'♦'(.te�, 11`n NY AL PIANNWO DATE ilSIB)FC 1•1N CHECKED By, g.VR IDI! `OCG'< a>n 42 43 [iLFIDClL7 n�l-r;.-r,TrTn +(ry��-.ry�p'�r.mrn-rtsn �' ' ���EIII�Ot•Ii)♦�Si1��f'S� tiE� if!• tLii� � �:� � �7 <iIII•� E� tE>a7 0 p �1• � tL7 �di� o®a0000�E� �: � �.� qua eta i� �)♦ i� t j'y'� TTTi f YL � t�I! i �1, �II�� tii� �� E't•i'•i1 � RS)_ � � t'� E� S!•�1• ��t•L'i t•� �� �� �.".� �iII>• SIG;• �.E',>. �el� t�.'� s� tl� S1Fe��3Ll� m�:�tEF� id:1• �� �>• t li �T� s� �:)• t•II!• f dim tI.7 �Ea �>• Win. �� � �:� try ig� �.1•®62i®0��a7tI:� �i• 0 TTra� �'� �}� <I� 0 NOTES TO USERS 111. 1 la Ica ._M WnWelenng I. h."-. F P'.g Goe. rem n xlury ml u OI IpMateo la heenu 1.PTWaay Mm OR l ee"MOya wu s Ofelwll M. T,e.am-11, MOP uelWry eleull. ouneunM b,r o9YW A"NoeaM MN POPOI m"Pub 1-01 Inlomellon To nol on MOP dRAW MOOMP on In eau re Safe Floon 11I.M. ISFE.1 enwa nooewev. Mee been a.. u v,,,epea 1 fee FORM McBee and FbdMry DNe mNP Sulmwy of SWlwNer ElevalMa bees CO 1...M IM P. In . 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IT ,FROMIL n be fl. ..I vmuu,.5 bl Me luneoMan TOO Pmle[ean ue" In Me PWNPYon of P,. awn ee, Gamer. SIaM Plne iwr11n IFIPSZONE 0SS11 The OM. -non N.m wa. NNDP], GPS1W0NbEem10. DIRNNIUB III CRIMM 011uend, µnpcllvul u, 51.In Pbne 'eum. In. MMmllm of FIRM. In, n mllo ^^I I,e'MM. ma R,Mtponuene Whinincee M me, le thras O Iun W,yon lwuManas Twee defeenor. Be no Need In. P-M.fy M the rp. Floon doeRfun$ on Ple MOP MO Offer -fin ,u In. Noun anlul m Ve DeluOf I... In.. been e-MM". mue Pe -Mob eaA b IMM. and 'Munn nIe.9RnP nlPrencen In Me PI1w eM1[N MR.M. Fa Inben.". nef.Nln' _ rn the Ne.-ob ROMOMM .,A, 'Me, of 1618 and Pe fbnh AnpnUn VeroM Dalum of IBM w.11 In. N.nnnol GI 10I, Surrey weMl. el hnpl.'nBE..A..el or —to. On NNawl GMAM,, Sol n the Idlaw,nR .ddreee RIGS InIMmmIM S.. WAN. WNO611 N.II,M. GOPPRIP Surrey SWC. 3...292 Ioe Emf.1 F,., SIMI SRI ." MO ]091p 32n3 To nu. mlenl na.T.I.IMMM.-WAR Inman MfMmeuou IM PIMP mares ewwn On Inl. rm Me—cmYe Me Infamelne SOMMOO "'Re OI Me whonm Lemuel. Sul .1 P9q ]tlila]. m rem ve wehm. a OPA ...raw nwagmtl bee. —Puepm .Cn be. FIR.. pee. N P. L.nmw Caunry III eM . urine. Je1Mnme,1. Au00me LOW wee on nWe N One ON M Fun Cdln, Cwm'mFW. InbITNbI SMOR, Glee TWe Pea On Nnent e. 02W5 The MAP rlNda. 4ROBNO, eN on, A. des ...&M., norre,uremne >n I. sawn an PEA PlRule FIRM M. Na 'haul, m. subbo ena d MYYry. Er. PAIWIed P0r11 the gAMwe FIRM h. Dee, .... Of .0. NO M.e FOR . YlNewl ¢n6gwAons P P PORM, . FID[E PIPIIYP N FbpdWY DNA belie a Me FDM OPMMF, ISOM, capon flee YNewP WNpI.Re Mep.W[ OMA Me, MeeP MMM, maen.l .arena MA offer SPR auf .. an b,a MAI Corporal. IIMN EII0.111 me We FOR ere . Pe Inn Me Mo aveJade P,Rnmel. So1ee R1e,p. Aw a eM .. w he Oren me, eh cCp,r,ed Nwr IMe rlwp wy EMBROM. my ueen — MPOM ,Mean". ,unYM1YWY NYIeY Be MIB/ CnINM A pone. Jml Ihunmb pm® lee to Be YpNYely p11I Wp lR AIR be nap M Lou —Mir be, M. Preel OF mmm , peN: " map reMwbry adfie And . LnW' A C.... lade Onevnp NIPPON 1. n -11FIRam dnae I. eae, -eneen, Of .. as e usun, M IF. APM be wMp, 0. mMlnunll, I. I.. Gun. Me FERIA MOP Ik eMa GMmr .11_BW-]SP WII Ica Mlwmewn on MJOd. pCdlele ONO . ROF MI. FIRM A.a . MAI mN ... pmwlNy louse 'Rene M Mp Gump, . FWd MAM.— SAM, OIROM wlbtt tlpe a evenesOf OR FOR Me FEMA MAR Seen, Center ma, Nm OF 1e Jwd NFn OR I SW 3. eQ0 Md be Old. E MMp. mac I. —one, . yw Mes cuOeWm crew, MI. MOP or yeeshon. rm nM9 he ,Bnon. FIMe Me1mm Pro'nM P' novemb RIeaM mllt-en� FEMA NAP1I, B']....211 E eM M FEMA —.1. N Of I. lens Qel U wroa..., laMw Ceunry BIB IOMIM. Defeat Ted. ENNI LSMm 0, w vaN swM....e,w Ica mF.En+r tin Jwe,d,. T.rr.w.d,NNePsa.e P.re car cse.eenewe.N I.O bwel Em.wry pYyll.apeglryw4 FLOOI CACH 3I15000 FT 3120000 FT NOTE. NAP AREA SHOWN ON THIS PANEL 19 LOCATED WITHIN TOWNSHIP T W", RANGE 61 WEST AND TQVN9NIP 8 NORTH, RANGE 69 WEST. LEGEND SPI ROOD HAZARD AREAS((SPARK) AAIE'CT TO INMDATIGN BY THE 1% ANNUALCNMICF ROW .a.w m..w ,eaa UM.ee be,, en OR Be nee One, . Me Pea beee IN n..e Of POOP shwa n .. ON Ir.n Res. TI. wee YM—NeaTbe M1gle-p Re IY.. rend.. d w.l :btl N®A 1mW xna A K An. AP, h4 AW. v Re vL The W .1An m..ewre.eee.rw lee l,P..•.wn...w lwM Face,` OPPORNMENORPORdrRnd.l. xM[.E Yeeebol Mbaa6MY. ZMNE aM l REP Of 1 e ] M (.NW s® d POI reels Pb1 Belie mmlel. ZdIE M INy aSele be 1 C T 1t IbMw add M OF hag le.en' I.I�C®nY.e. nsnMea. M M ofOOMO, On ORION. xwrt Me Sq.wl ma Nry IW N Iwea O7W FOn Te s aCeMnlh 6terM1n. Nee, M e. Me Re Yn. been Penne awe be, .®Y b PwIM1 PYiM M be le ee•el eehe o Pea RV t. nee Pe 'caeca Nee IY , Reneep hem be Imt PVK1F el0^ uiY meludor: no . M1.d .1 hewn xllrlev 1 ImI me •q .sq[ Mea 1— .1.^^ e� [pW ZOK V[ P e I Feof IOM veeZT Nrem IwenRon'), beeInel ,n.wn. e...e..e. M ® F-DOMAY AREAS IN 2014E AE m. IIaN., . me d... Of e wee„ Re n1 � nmwIh ... w „wel Anw. e aa.� OnPe Ine Mee Seen he aa uemnm IIM he", [� OTHER ROOD AREAS ZWei Peaslyvl.— he, .1aWu ul w ben 1 Ins een bneae sere m., M ewe Maemf P, .we Tm IY wW mem< None w OTTER AREAS TCNP a —1 aN On u W n .. Need. Z.Rb D line. m IM hw mere... u,eq,mewa, cal {caw. ® CDASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS Q OTHE.RMSE PRO1£CTED AREAS (OPKI [RS ew end Inr On, meen,. Mere Or eJ*.I m slww eo,a ,lase hee [tuyYn Obee, wwn Im•, 9lw.a.. .......... . can 1AIOu.,.. de., N wee F. .r a un•.,, er nwb III Teed. -. - -513— rrwmna"Offay.ere, bee --FOR' IEL.]I bee 1. Behubbe — ene. le, _Pn mm ervR.. n ehf •. m. "Ore Ann... he"Fe "Ou" d Is® Ilnw .1 o- o mw emw w m mceOh, .ee..an m ve — nn.v.. a mvo Ir]iv 1 1. uI ^s"T. :m1,nm uMew.r I,.nere eeu Be oa. One, , I NW0.'VDA S�.n, pn lib f. 9w Pert __1 aeem..nw —1a EMOR be01i.,.wn [aeo,w urea Dxssl' e..n mw Ten eo,.,Mn n Ores. a min wne., R vw rlP.l 'Oren �.IS yn MM M.PRRFF. . EIE We,nma RC rrvt W IL u, CODN,'.Do [I.O1MJMA-1I MIT [cECTVF 1a1" 1 rF PFv,ol(6ei II Feel, a1 M. r 11 u, mrge bw aoeb.wnane In ee. n.he..I�. mn Ma.v,`wee Inure el xR W. eumn .rem 1e nwe,•Igeauu .In eerie"' v raw ,wwb, "Re, MEr m mvNwM I Pone gI. m M.e ., W .Ybv YY . n ne RW 0— Ion... M M.wi9w. em.., n ee. .care m ne P. New,., Inca wwle 1.1. MPeamN n .m -a- MAP SCALE V.Me SIB 0 UP IM _. F RS Iyt d Ida dW H F PANEL 0977G . FIRL!! D INM FSURANCE RATE MAP 0 LARIMER COUNTY, G COLORADO D AND INCORPORATED AREAS PANEL 977 OF 1420 'SEE MM INDEF FCR FtlPM PNIEI. "GuT, 0 GIlNr9I1R5. c�MumxT.,ryn Rl2•BER PANEL swLuc ..,...F".".. Me�l\Y. MAP NUMBER 1/I�l 08069CO977G 'yF MAP REVISED JUNE 17, 2006 Federal EBR.Wrf 114dglaneet AEeneY APPENDIX V (Stuffer Envelope) Master Drainage Plan Overall Sediment/Erosion Control Plan (1" = 50') Sediment / Erosion Control Plan (West) (1" = 30') Sediment / Erosion Control Plan (East) (1" = 30') Anne mue, oftil Re. (a'[i(IP}I](J SCALE—OI{ —0 EXISTING OVERNFAO METRIC TRANSMISSION UNE k PONE —FO— EXISTING FIBER OPTIC UNE \\ �;\\ Imn - eon. — _ y�_ EXISTING SANITARY SEWER W/MH \ 1 --W (\\\\\ 1 MSIa mi $CWRerV 3-15ItS— EXISTING IS' SANITARY SEWER p4 —W— — EXIMMO WATER UNE W/SFRVICE \ \\,- _ y�;CCO RgGIO AL POND —e — EXISTING OAS UNE \ It\>p... —8---- EXISTING ELECTRIC UNE RO IF (]) IB' X0.(P W/ FEe NISWL 0'%e' 9COJN J J ` \ gia, �} IT PROPOSED UNITARY SEWER W/MH P'6 q n V PROPOSED WATER UNE 7: —9 PROPOSED CAS UNE /\_ _ _. -. —a. PROPOSED ELECTRIC UNE 9N(.l£ DEHR I PROPOSED EIECCTRICAL CONDUR �,- y L -.. ''. EXISTING flflF CCMBINAnW NOT NYOMM �i! - --- / BLOCK I \ \ \ o Es (3) MMPRO SOW W/ rEs .., on LOT 1 4 1 —/' •� N NSIAILIfi YB SCW As10P e ' �4 C\ t— i ti m '� - E%Ifi RW Oa3��. OG • - u.- R[1 FEMA pqY pr 6'122 e' • y NnaE GD Wa I __ D x w N a ./ rts B oPo °DII�,PLF.. - � � 8 aunMrl Po�-rR�v SCWRsr o JAY ,ASPEN HEIGHTS\ m / ,� f.:. � a � - � II pi N W N - a. 6 W I As AG " � 1 � e na� a , i•Mi ' t . i° � vP� ��flns���,\ — SUBDIVISION � \ \� \.'�,6nN�y1fiB Dar- a not Sa ♦ f� �H'M23•HFAOP CL III �Pr' x,',`\ pG" t0'T».Rmin }�. _•< ~- _. zX•RCP CLN _ 1 oee m 9 \ �\ k� \ YYN.yr p Owq 0 10 `�Yj pB II 4a 6 6 _ 1 5 T oac al -ram r 1 _ elle acWR{,bP �,ygy�. , ♦ �_ m .., p Ip ose a.» •• ' _. r 1 Ara e I � `]\o.,.a le eomeNmn¢. ,.'♦-sus= ..�::a -^r_ 1 " i.� � �j' •_ ..n� ,. ._K.i --�'�'. �_ Zal - ri ''., I�r p ' Y- r le t ".,,.canen.uon ' § .. \\ICI I'll J•� Jj: y. 1 ':. /fir... ,�. - }C,� II 9 ��� A p I I e y tlI q 110 II I I I II I IIi I _ M 1I L. yo I \ ,� wq, I I I I I ) aW y la Is 11 I r•nci 7 I I I 16 y l u I f ' �'.. \\ tt 1 J� �{ JJ \/ \ t� •\ LEGEND v} i Iy d EXKTINO i' CONTOUR M ��Fj�1I 1Jl I v rx L _ V 3fl e � i�l i//iJ {■{■ �\ \ •AA- — EXISTING 5- CONTOUR Il 502N PROPOSED I' CONTOUR �,A�It 1=". 0 �5020 PROPOSED !'CONTOUR BASIN BOUNDARY R. EWIN NEW ON SUGNASIN BOUNDARY _ _ — c v $ City GE Fort Colli Colorado A A to BASIN DESIGNATION UNITY PIAR APPROVAL B to ABU IN ACRES ?�ECnd"SIIeHydrology e c C no COMPOSITE RUNDW COEFFICIENT (IN YR. EVENT) y 1 "�iJ1111'IdFI j NOfE9, yypWD t t Ob IL L AN APPROVED FIDODPLAIN USE PN IT pQ D=DESIGN POINT pESNiNAUON __I ())ARNy51AM/,tO,N 65f fr 011 011. 11 iir IS REQUIRED PRIOR TO BEOINNUYD ANY CNEURO BW wruerxnrw.rte ONm OM E6 U __�_ - WORXPROPOSCDWITNPITHE6%ISTINO WE pip PROPOSED STORM SEWER 7, I OSI at - of _tll,,,, Ql, ,,,_,1E ,,_,-_ 1. ALNO IBe CERTIFICATION IS REQUIRED CMCIN06Y• dpeg L A ON IR -_ 011 U1_4/ IS �~ M Vi Den PNORTOBEOBLNINOANYWOMWEI111N EXISTING STORM SEWER 1 1 DU 6N ON 111 U— _,. THEFIDODIN". 'I re N .- N _.-Do BN wl IB 11 U CN[OQO BY' • • Mve Mok g FL9W DIRECTION 0 _B Op AN _ "I _ I U III = not MO wrt N -/11 6N 41S -�1 _._ !i _ _. _ _. _. I CNECIW `Y _ SF —SF— SILT FENCE U _ +SR ..ON m an I AI s s OA s6 ON L M U _ N 111 ID It --1 —_- CHEpBD BY• wvwxu:xru wwxEe wrz WIN• MP MP _le ._ _ _I_._ Ul EK `x_ _ O_l(.___�f___. if .._- _..._ CN[CXCO BY• B N BN w1 IW m __OR J _s..� i i ED 11%m IN UI U _ EI _ WATTLE 1 SyLA1MA tB EIE as E0 U A9 Bpmf4•BIde10 NIOYWNWwpYCbw >a... Nw e.n e..m ..aeoe pF of ody, a rere Centel An Ne,v CURB SOCX S B ON RG O11 __-an W U me uelo� ua wwumwa•as "Mon, eamnot Moor mr AMaI or roe ad a adubo m♦ eeooee.r me'n,woonn, w I OA WB 011 _ BA fa WibWkMWAW�koRd _- _ quou uuu a Ji an me Muter •re me me quemuuee i 1± IF —ON 39]-- - OI � IlY U L M6bMIlinNMEYPoSn �! Re nn•. Nw ma be eeutwnd In may rwem m S L� Imw el MmWJ =Wffioi by 0, LY[! a Jvl j YENICIE TRACKING CONTROL PAD LBeBa MM 41f1 91YouWMM SAT eu�tlo agbi Am f� oeom UVI my be I� N prnsaxs Dole N T oxen D.U.C./ B.R.B. nar SHEAR ENGINEERING CORPORATION 1RL° DRAD7AGE PLU7 reaam no. SHEET No. sxEErs M— w rod RroL_T cX.aea B.W.S. GREELEY ASSOCIATES, LLC M636 S. COLLEGE AVE, SUDS 12, FORT DOWNS, COLORADO 30525 OLD TOWN NORTH THIRD FILING 2Be11-at-t5 to 19 rf7 NM r— Bs tUx Smb = RBPraWe Bws PHONE: (970) 316-5351 (970) 226-usl FORT COLLINS. COLORAD G i w` a to - SUNIGA I fAmPR11m City le I ilia IS radialglit�k•�ad 11 eince it Mai in ul aM�,LIYI oe� \ LEGEND p pm,1____ __ plmx0 f WMgM mum __ — OWING W CONTOUR fit 5714 PROPOSED Y CONTOUR 6 502Q PROPOSED Y CONTOUR PROPOSED STORM SEMR FElmfovml. Exm NO STORM SEW R a y PLOW olMmox SILT Mmet .� WO WATILCS ® ® WATTLE OR SST MNCC e qP CUM must @LOCK/0RAVM FILTER O NM Mal PROTECTION E e® ® CWA CONCRETE WASHOUT AREA g O VENCLf TRACKING CONTROL PAD EuP AREA am PROTECTION rIYII $I I 0 It, tiogg! tested i 1 ati� ed 1\ o . an Ate /_- n. Ite n. a \ It of At BLOCK 12 LOT 1 °GGIe "As ASPEN NEIGH SUBDIVISION " !AI! Be " tit 0Ifif " — //'(4t-" •f i � I I I I I I I I I I I I I I I I I I I A I -�� II � �_� I \ ��( I1 Ip I I III I I I f I IB LA III Le IIII 16 j It ry iII ';\ 1.1\ t f.l 4l !II 1i III II II II , YI I 19 A I I I Iq it II�. T tl' CONSTRUCTION SEQUENCE wTA PUN C P cc m rvml scan mwo \ I f I I'l- I .... auto qan d' � )II OF 0-16 (Mule a wuxmpl a La Ise " mi send mum cmvo mewune .M be Ne411M NW nwMOBUne a YI", �1 A I I IF l(_ Bala mar nwb@ emissions 0 00, Medals ad aw by w. IXy Emhw. E 5 ♦ B e _1_ B _a to 11 1E —TMI obur, Lou died ° and, anti M Council q sellPer I��IsIwYn Yaletma a mans Sol j"I col Other as I'dw wa ea,n.r e a e SW ru.a c mclw. Cmbls A... Sol PapanlM Cents,arer.oed Tw pp �q/Cenve{e Mat oa.� BONE Len. Pan anent SW Into Mule us/SoNanl To, only Seed EPndd1°We action oeUl,j,ye;Hab/8lmket. BUILD G CONSTRUCTION e jl I II i llI I A I III u la d Ise- IXv W Pnr1 M0.e e1mJnJ .nee a n aedenonl nm1M nnlu: 1. me City Shi m,rmar Bapanmm ts cma chanor pmv must be notified at Must 2e Eastman P..nntl Ran donwN Not,, wp,to any awcllan Nb did.ordercran I 1. Eraelan contra measure@ and the S P Ademalet I All rearmed Ill NW be Y,el per to my land dl@WMg activity (stackpIF0. Cuba Ran. SAWwd OmdFp and Indian card 5 Wippads. Waning. etc). AL of NW reWRed mum contra measured NW be ImWed Notes us bdu an IM Protect Nalu Shwl. at the oppromme three F NB C mW im spumes as Indicated b the approved praMn @cnmw.. cm.waNm plane. and woM antic rgm1. a yIFground pIn m Miune: MWill Is spewed a1 5. Pre-dMlu,banee vegetation Ado be RotBOW and retained Menw pseuds. minimum Q.00l. m disturbance of wei reOl anal be limited to Me man aquNd M Mmedble Wg"Oion summers, and for fine man nt pminal paler of Ilme. On tin Ann Coe bath evened ground city ad Tam 1 Be ea tang tlb deal cannel prMmOy a1 n 6 AN M.. dvin ,area dlelwema aalMtr (.Irl lea.. o,aew. naturally con m tlampa aeM col swam 9 using, gndng. Italy huldlollmt n Omwol, IM ab has MprwIr lay M vital, bQpinµ Ning, etc.) shall be Mql In o rwjdonk mndlllm by rlppbq a, adding along .gelalln and too eon Il rura leg to me minurtel r IaM wnlmn Intl multi, hydolon. " other Ownr l m Aw cornet ie Cadence, No 6TL/lh emp@m. Inc. Inv O AN - PrMbri Qwtmwh,I In �Nly Ian More rotectstreet (XG data before required wall Impma examed by land dryWbnq North, Blom 61 Feel Colors, Cpoorad'201BR/mampnn. No. ac y p y m pwmmml wmlm FCOTb]-Ile, dinner aeba A 27. sands to. a- Mod/mulch. oldscowni. etc.) b neltllm, WIM; oNwaln owl by We Stmmcoler Local 4. Construction R e Ill deal el gal bond Of Neer n n-aapaalNn. summer aaaana owe And all mum well b. The Property must be ,talml and molnlaned at W Imo Ou,M cnatrvcUm acUNlbe LLnlly to Prevent awl uoaon. M Iona dial aamlld. man be Immediately almdumad Mm Wain" dust Modern a saint wapml4 as determined by sea Car FnVnedrins ovwwmL S1 5. AN tel (Webumnt "anon contra mmeune meet be Imported! and roPmad m 1. AK Y eP 1. ANAPPR REQUIRED EQUIREDPIAM USE mutual eE scandal their I sate war event ono eve H days In "der to os,re pgpMIT 19 REQUIRBO PRIOR TO mermaaws n oerl"mma. of orb Intended iwcmn. ul d dnoN disposed a. other an PROPSYSED location waW not sual tomum,MW rdem, ant, my aents mingeaof In o mnnnw and BWU MTNE MISG ANY TING FLOODPIATN. 2 ANO-RISE CERTIFICATION IS REQUIRED Ft. iJ 2. No eon amstaffis mW second ion (10) IM n nought. me son cam e, A l b. PRIBRTO BBGMMG ANY WORK n ant 18 ncC { 51R NRES: WSTALIED BY: LYIIDRGPd W TMW BY: pEYE , anti Proteclnd mm� a wt 4mgml by wface foreruns. so er a peMelr WITILMTNR FLODDWAV. teens. My M aMplo wnannp Bner ]0 dew men he admen and mamea. I 1T K nONMutamO Ca1MACTOR'. Goa f )♦1•YWELILE�I YI Yl lYW (IUWE a. lyt) aAwmed yMelts the handling. dims@, aepealnn of was or my Omer by Sam t Any aaBMant ngylled 1 I oAR BMlrim: APPROeF➢ BY are M FORT COLLINS ON: taW ands Cllr watts an any maW Md he Mal Imemal by ono control a RnNIONS pail JUNUN one— Oman D.M.C./GRe aBm SHEAR ENGINEERING CORPORATION TITLE OVERALL Dan B— Ovalle FMd ggd�.. CIIdyE B WS GREELEY ASSOCGTCS. U.0 M36 S. COLLEGE AVE, SURE 12, FORIF COWNS, COLORADO 80525 OLD 'I 3 Om it— Ilmdpmd .. ._• cow. n,.vx.. ,n.n. tine .... .n.n. and I'll 00 City of ForL Calling, Colorado UNITY PUN APPROVAL cowl: tie "mw Ira c do rem Pm APPRDVED ale GI of Fact on 4 sun than CHECKED BY I1 Wnuwu,dnem dean qR Fn ,a -Lou - o armed, geese. CHECKED BY de a orb. nauwm clam cart Me alb e eon < Ieb of c ,pearcllan .cant by n egad as mare NECKED BY• ewe AS uw.mx Wrz P.dMct 4, NECKED BY• race ,au thing and duet Moe aR I .... real communist NECKED BY Um cam pedRn else VMP P Alninistralor NECKED all out Ia.BmAwna saw Doha C altrueOGv Goal MCCRM a yen eaa.nu br e a rant a,wB. and t I Ar mm" can P ovll.Ment. 42 Mi paint Drive M Cho ran caglw 621aw. we espy t" L der eel Cube➢vaayma. Collins,Ass C ol6rGdo 80525 0 air fe m ar ar me air "r aaalaa ,I.aounar do scar AS own,'"'mu w, aw a, n".. eve car peen do nslyuction.com l m y caw. nd tee yam m ma east m m she 0, um Inn 0) 490.1855 mode model Me r me,war ed at H vonefnaa 0 evr Fort v ""PLAN" of ewe by a<r ar von Comae ham. hone: ( Ann gvuYYx w M rvr U=W s moan m.f may be ceder ael .pwna canon m. cemTneuw Pn.e.. SEDIME T/EROSION CONTROL PLAN (1st=60') PMIECt NO. SHEET No. sxiETs TOWN FORT NORTH THIRD FILING COLLWS, COLORADO 2886-01-16 1 2% No Text r R, del' - . D �-- .- - 25' OMM M NW MY - 400IN g6 I 04 Sg Ull, 0 RM W— Cau 3 - f BJ __ — BLOCK 12 �� \ b, LOT 1 \•Zs� \ ' 0 � � qr \\ l ASPEN HEIGHTS. $� \ SUBDIVISION ��`� \\ 0 I...- �� IIII W/Sr 29 eN sE SF I III 31 30 ... .-. '\An.\sr\� \ 22 1 23 Y' a I. 1. I 24 warmE'd -'�A2•P d IfY SCOT WELL COPM - ] FIRM `— •,�'\ / Be /' , MISTED I \ \ CSP _______� ____� I. Y-�--' (c� - I µ III I I IVi mo_ I l.A' 9 111 l-I I III -I Af-15 - µ,zA 7 Cate JUNE 2017 Ofm B.M.C. / B.R.B. C Flats pod CRadeO B.W.S. nj ter —TW I r \I V I. II I I I I \ III I I I BL I Id'K6�9/�I I_� � I I'a f I Ij 1, I --I I I I I I I I I I� 11 II II II I I I II I;I 10 e l I 13 I I IJ G'I SHEAR ENGINEERING CORPORATION GREELEY ASSOCIATES, LLC 19SE S. COILEOE AVE. WIDE 12. FORT COWNS, COLORADO M25 RICHARD F SNYDER_ s \ •^O�+ � a PE°tea / � / n. % TBET SEDOW/EROSiyyN CONTROL PIAN (Br OLD TOWNENORTH THIRI GRAPHIC SCALE e a I Imp.Mft EL GEND ------ EXISTING r CONTOUR — -- EXISTING B' CONTOUR 5024 PROPOSED V CONTOUR 502E PROPOSED S' CONTOUR PROPOSED STORM SEWER m>m:uamrwu EXIENNO STORM SM@ 4111* FLOW DIRECTION Bi—EF— SILT FENCE ® WATTLES CV CURB IN6 SLWX/Omm FILTER N®per ® CURB SOCK PROTECTION ® CWA CONCRETE WASHOUT AREA O YCHICLE TRACKING CONTROL PAD AIP ARG INIFT BLOCK/ORNM FILTER NOTES L ANAN APPROVED PLOODPLAIN USEPERAIT IS REQUIRED PRIOR M BEGINNING ANY WORK PROPOSED WITHIN THE BOOSTING PLWOPLAIN 2. A NORISE CERTIFICATION IS REQUIRED PRIORTG BEGINNING ANY WORD WITHIN THE PLOODWAY. City GE Port CoWDe, Co1p' rTmdo UNITY PLAN APPROVAL APPRDYED an 49NTR Co, MEMO BYl rRm A wWlNmae ana. uT MEMO BY• nONmNRR uan R:rz CNECHFD By ..NO Wm XTON.T,�, Sol CX[CKFD BY• TWFo TxoeNRR wL CHECKER F uarr w.o aea w MEMO EY aTwnNorw �w art Eaw CZ yw mro ee.n.,.nrlena NP me ab N Pwe CUCUI fwaePN .W MN.. aw aeN mw ..m.mewNr es aly If rms cwWlu.. drmw. I, Uk, a",few em ooa..om.m ar R.,mquu.. If .m. .< Eb,lU.u. .,. th,Wa.r w r�NUWa 2...r1.w nn< ee I:M%4,To cww io : auo�";.:.GEmwINP m' m.�"m: m:; m MaYea aan.M m. III, am M.... PROJECT NO. SHEET NO CS 2686-01-15. nn 2 7