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HomeMy WebLinkAboutDrainage Reports - 01/20/2005iOWE 4 20Dy Final Drainage Report for Atrium Suites Fort Collins, Colorado April 30, 2004 Q r 1 435 WEST 29TH STREET L❑VELAND, C❑ 80538 (970) 46 1 -266 1 CIVIL ENGINEERS J` FAx (970) 461-2665 www.dmwcivilengineers.com I 1 1 Final Drainage Report for Atrium Suites Fort Collins, Colorado April 30, 2004 Prepared for: Barbara Seik P.O. Box 1613 Fort Collins, Colorado 80522 Prepared by: PVI MIR� 1435 W. 29" Street Loveland, Colorado 80538 Phone: (970)461-2661 Fax: (970)461-2665 Project Number: 0404.00-ATR ' 1 43 5 WEST 29" STREET LOVELAND, CO 8053B (970) 461 -2661 CIVIL ENGINEERS Fax (970) 461-2665 ' WWW.DMWCIVILENGINEERS.COM 1 ' . April 30, 2004 City of Fort Collins Stormwater Utility 700 Wood Street ' Fort Collins, Colorado 80521 ' Re: Final Drainage Report for Atrium Suites Fort Collins, Colorado Dear Staff: DMW Civil Engineers is pleased to submit this drainage study for Atrium Suites for your review. This report complies with technical criteria set forth in the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. ' We acknowledge that the City of Fort Collins' review of this study is only for general conformancewith submittal requirements, current design criteria and standard engineering principles and practices. ' If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. ' Sincerely, sits DMW CIINEERS Jade P. Miller, P.E. (CO #33885) Project Engineer IV V VI Final Drainage Report for Atrium Suites TABLE OF CONTENTS VICINITY MAP Page No. INTRODUCTION 1.1 Objective.................................................1 1.2 Project History and Previous Studies ............................ 1 1.3 Mapping and Surveying ...................................... 1 1.4 Site Reconnaissance........................................1 SITE LOCATION AND DESCRIPTION 2.1 Site Location..............................................1 2.2 Site Description............................................1 DRAINAGE BASINS AND SUB -BASINS 3.1 Major Basin Description ...................................... 2 3.2 Sub -Basin Description ....................................... 2 DRAINAGE DESIGN CRITERIA 4.1 Design Criteria and Constraints ................................ 2 4:2 Hydrologic Criteria .......................................... 2 4.3 Hydraulic Criteria ........................................... 3 DRAINAGE FACILITIES DESIGN 5.1 Proposed Site Development .................................. 3 5.2 Developed Drainage Patterns ................................. 3 5.3 Detention.................................................3 5.4 Erosion Control ........................................... 3 5.5 Water Quality ............................................. 4 CONCLUSIONS 6.1 Compliance with Standards ................................... 4 REFERENCES..................................................5 Final Drainage Report for Atrium Suites EXHIBITS Exhibit 1 Atrium Suites Historic Drainage Plan Exhibit 2 Atrium Suites Developed Drainage Plan APPENDICES Appendix A Hydrology Calculations Appendix B Hydraulic Calculations Appendix C Erosion Control Calculations N .000'S£o0b N 0001,£o04 LO . i u 6,41 72 •r 1 .f 19 I O `� •, { tjr � I C I I 1 I [1 Final Drainage Report for Atrium Suites Fort Collins, Colorado April 30, 2004 I. INTRODUCTION 1.1 Obiective This study documents the results of a comprehensive hydrologic and hydraulic analysis of both historic and post -development conditions for the proposed Atrium Suites development. The construction plans which accompany this report are entitled Final Construction Plans for Atrium Suites prepared by DMW Civil Engineers. 1.2 Project History and Previous Studies The Atrium Suites site was originally constructed as a residence and there are no existing drainage studies forthe site other than the City of Fort Collins Master Plan. 1.3 Mapping and Surveying Field survey information and topographic mapping with a contour interval of 1-foot was obtained by DMW Civil Engineers from Ayres Associates, Fort Collins, ' Colorado. Additional topography outside of the project boundary was taken from City of Fort Collins Aerial Topography with a two (2) foot contour interval. 1 [I 1 1.4 Site Reconnaissance The project engineer performed a site visit to the Atrium Suites site in Fort Collins in February, 2004. Existing drainage patterns and structures were observed for use in defining drainage basin boundaries and flow patterns. II GENERAL LOCATION AND DESCRIPTION 2.1 Site Location The site is located in the northeast quarter of Section 14, Township 7 North, Range 69 West of the 6th Principal Meridian in the City of Fort Collins, Colorado. The site is bounded by Laurel Street on the south, Sherwood Street on the east, and an existing restaurant to the west (See Vicinity Map). 2.2 Site Description The Atrium Suites site is approximately 0.43 acres of developed land (0.82 including adjacent streets and right-of-way). The existing building has, until recently, been utilized by Larimer County for its Community Corrections Residential Facility. The site is predominantly impervious and vegetation on the site consists of grasses and trees. The on site soils are Hydrologic Group B according to the Natural Resources Conservation Service (NRCS); The Atrium Suites is within Flood Insurance Zone X, the areas determined to be outside the 500-year flood plain according to the FEMA Flood Insurance Rate Map, Community -Panel No. I 1 11 Drainage Design Considerations Atrium Suites April 30, 2004 DMW Civil Engineers, Inc. 080102-0004 C. The site is zoned N-C-B (Neighborhood Conservation, Buffer District) and is surrounded with existing commercial development as well as existing single family and multi family housing. Colorado State University is immediately south of the site on the opposite side of Laurel Street. Ill. DRAINAGE BASINS AND SUB -BASINS 3.1 Major Basin Description The Atrium Suites site is within the Old Town Drainage Basin as identified by the City of Fort Collins Master Drainage Plan but not within any regulatory floodplains designated by either the City or FEMA. The Old Town Drainage Basin is located in north -central Fort Collins. The basin has a drainage area of approximately 2,120 acres, including approximately 400 acres of the Colorado State University campus. The entire basin is urbanized, with some development occurring in the late 1800s. In general, the basin drains from west to east. The Old Town Basin receives some runoff water from the Canal Importation Basin directly west of Old Town. Most of the water from Old Town drains to the Poudre River, just to the east. 3.2 Sub -Basin Description Stormwater runoff from the Atrium Suites site drains overland generally from southwest to northeast at slopes ranging from 1.0% to 2.0% onto adjacent streets. Stormwater runoff is currently conveyed from the site towards the northeast in roadway gutters. Runoff from the north half of Laurel Street flows to the East and is then carried"to the north along with runoff from the west half of Sherwood Street. Runoff continues flowing in roadway gutters to an inlet located on the southwest corner of Sherwood Street and Myrtle Street. Flows from this and other nearby inlets are conveyed to the east in an existing storm sewer which ultimately discharges into the Poudre River. IV. DRAINAGE DESIGN CRITERIA 4.1 Design Criteria and Restraints Drainage design criteria specified in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3 by the Urban Drainage and Flood Control District have been referenced in the preparation of this study. 4.2 Hydrologic Criteria The rational method has been used to estimate peak stormwater runoff from the project site. An initial 2-year and major 100-year design storms have been used to evaluate the proposed drainage system. Calculations made as part of this investigation, along with other supporting material, are contained in Appendix A. Page 2 I J I 1 Drainage Design Considerations Atrium Suites April 30, 2004 DMW Civil Engineers, Inc. Rainfall intensity data for the rational method has been taken from rainfall intensity data tables contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual (see Figure 3-1 a). Composite runoff coefficients were generated using Table 3-3 and 3-4 of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual. 4.3 Hydraulic Criteria The computer program "Flowmaster" has been used to analyze the capacity of proposed curb openings and chases for the site. Hydraulic calculations are included in Appendix B. V. DRAINAGE. FACILITIES DESIGN 5.'1 Proposed Site Development Development of the Atrium Suites site will consist of demolition of the existing Community Corrections Residential Facility and construction of a new 24 unit, multi- family residence. The proposed site infrastructure includes at -grade covered parking below the building, along with any necessary utility service lines. 5.2 Developed Drainage Patterns The developed site has been divided into two (2) onsite drainage basins. Stormwater runoff will be conveyed overland onto adjacent streets. Basin 1 (0.33 acres) consists predominantly of the proposed building and parking. The parking area is graded around the building to discharge under the sidewalk to the east and into Sherwood Street. The peak 2 and 100-year runoff from Basin 1 is 0.7 and 2.9 cfs respectively. Basin 2 (0.50 acres) consists of the areas and streets surrounding the proposed building and parking. Runoff from this basin flows along street gutters east along Laurel Street and then north along Sherwood Street. The peak 2 and 100-year site generated runoff from both basins are 1.3 and 5.8 cfs respectively. 5.3 Detention The Old Town Drainage Master Plan states any new development proposing new impervious area under 5,000 SF is not required to include quantity detention. This site will not increase the impervious area by more than 5,000 SF. 5.4 Erosion Control Plan and Criteria The erosion control plan presented here is intended to control rainfall erosion. The Erosion Control Reference Manual for Construction Sites (ECRM), City of Fort Collins, has been referenced for this erosion control plan. Appendix C contains Page 3 11 Drainage Design Considerations Atrium Suites April 30, 2004 DMW Civil Engineers, Inc. worksheets for erosion control design as well as for erosion control escrow security. The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. Temporary sediment control consisting of silt fencing will surround areas of the proposed construction. See the Grading and Erosion Control Plan for locations of proposed erosion control measures. In addition to silt fence, the water quality pond will be utilized as a sediment basin for additional sediment control. 5.5 Water Quality - Because this site drains to the Oak Street Outfall, treatment is provided by existing stormwater quality ponds at the Udall Natural Area, thus WQCV is not required within this basin. VI. CONCLUSIONS 6.1 Compliance with Standards All drainage analyses have been performed according to the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. Page 4 ' Drainage Design Considerations DMW Civil Engineers, Inc. Atrium Suites ' April 30, 2004 REFERENCES , 1) City of Fort Collins, Storm Drainage Design Criteria and Construction Standards; Fort Collins, Colorado, May, 1997, revised 1999 2) Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Wright Water Engineers, Denver, Colorado, June, 2001. I C ' Page 5 -11 I 1 1 1 1 1 1 1 1 1 1 11 1 C 1 1 1 I 1 1 1 1 1 1 1 1 J [1 1 [1 1 1 1 1 I 1 i 1 1 i 1 1 1 1 1 1 i 1 1 1 1 Appendix A 1 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF I 1 1 I 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall -runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, t,, consists of an initial time or overland flow time, t;, plus the travel time, t„ in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non - urban areas, the time of concentration consists of an overland flow time,, t;, plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, t„ of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non -urban areas: ' tC = t; + t, in which: tc = time of concentration (minutes) (RO-2) t; = initial or overland flow time (minutes) t,_= travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) ' 2.4.1 Initial Flow Time. The initial or overland flow time, t;, may be calculated using equation RO-3: . � is WftS 1, S I rJ f�2�YrDilS r (} �"7?0 rJ ' 0.395(�1-05 t = So.33 (RO-3) ' in which: t, = initial or overland flow time (minutes) 1 C5 = runoff coefficient for 5-year frequency (from Table RO-5) ' 06/2001 Urban Drainage and Flood Control District RO-5 ' RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) L = length of overland flow (500 ft maximum for non -urban land uses, 300 ft maximum for urban land uses) S = average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time. For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, t„ which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V = CVSW0.s in which: V = velocity (ft/sec) C = conveyance coefficient (from Table RO-2) S„, = watercourse slope (fVft) TABLE RO-2 Conveyance Coefficient, C,. (RO-4) Type of Land Surface Conveyance Coefficient, C Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, t, is then the sum of the initial flow time, t;, and the travel time, t„ as per Equation RO-2. ' 2.4.3 First Design Point Time of Concentration in Urban Catchments. Using this procedure, the time of concentration at the first design point (i.e., initial flow time, q) in an urbanized catchment should not ' exceed the time of concentration calculated using Equation RO-5. t` 1L +10 (RO-5) lJ ' RO-6 06/2001 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 50 30 ll,- 2 0 Z W v oc W d 10 z W a .0 5 v, W 3 O a cc 2 W i- 3 E Mon Nririi►-�a .■■ - ►n � .r IN oil N■■� ■��■■nn■ �n�inn �rn�/nr��ra■■rsn��n���■■n�n; 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE RO-1 Estimate of Average Overland Flow Velocity for Use With the Rational Formula 06/2001 Urban Drainage and Flood Control District RO-13 ' MAY 1984 DESIGN CRITERIA [] LI Table 3=2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zonin Business: BP, BL......:......................................... ........................................ Business: BG, HB, C................:................................................................. Industrial: IL. IPIndustrial: IG ..................:...................................................... ................. .................... Residential: RE, RLP.................................................:. ............................... Residential: RL, ML, RP ..............:........................... ..................................:. Residential: RLM, RMP..................................:................... ........................ esidential: RM, MM:...................................................................... Residential: RH.......................................................................................... Parks, Cemeteries.................................:.................................................... Playgrounds.:..:.......................................................................................... RailroadYard Areas................................................................................... Unimproved Areas........................................................... Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Coefficient 0.95 0.85 0.95 0.45 0.50 0.60 0.65. 0.70 0.25 0:35 0.40 0.20 Characterof Surface Runott Coefficient Streets, Parking.Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel........ :.......................................................................................... 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: Flat<2%............................................................................................. 0.10 Average2 to 7%................................................................................... 0.15 Steep>7%.......................................................................................... 0.20 Lawns, Heavy Soil: Flat<2%............................................................................................. 0.20 Average2 to 7%................................................................................... 0.25 Steep>7%.......................................................................................... 0.35 Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor (years) C, 2 to 10 1.00 .11 to25 1:10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 I 1 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 0 0 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes -- 60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62, 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 2.86 Mop .35% --------- 64 35 F 73- �s' q •. «. I 14'r V An,.^` •.x': w.:. ` f: - 54 S3 �r4'ev 92 74 51 /'��.-•' .M . . 54 t 22 \ 83 6 35, .t [:..'. 105 e 22 743al j. y, .✓y "ssi5 � r 92 22 . qe. •4'f'.• ti� 73 a - 105 2 1 64 o. 6a 73 22 0. C q , 92 m CAN 53 8 Ly64 �P I I '. a ..... 105 - � ,D 76 0. 64 Jb 0 6H - r .y 42 Ames _ '''` 34 105 10 • ` 1'05 '~�h..., j� C LORAD 54Ing 'Q;,,' g ''o, - '�• �� Ande onville 22 'a��.'�i a�j,N �i' ►a.,�JLl�. t •��l y .,x. 92 Buckingham 76i W-N4 ti4D17 12 `tom - 64 a' J '.., r .; iy 10b 64 .+t::A.y�1j i9ac��e T,F$� ii•,' `'-4P .-�'1!.�-:,_ Tur �x ah [ ' ��` �� �7Rii'�` - 4 s�.�•b�l"` ��ir+T.L^ �f ^ ��v �=�� `s �r: t -,: 1 } ." � f'L Y 42 36 75: _ 53 1 t'1.7 tiry�+ aw` 1 y bn 53 102 lei 6 ; 35 ' 62 74 23 w 1 i?1 101 4 7, aW'At-:r •E' xw 1 ISO SOIL SURVEY 1 TABLE 8. _ Soil and water features [Absence of an entry indicates the feature is not a concern. See text for description of symbols and such terms as "rare," "brief," and "perched." Asterisk indicates ma ping unit consists of two or more dominant kinds of soils. See mapping unit description for 1 composition and behavior of the whole mapping unit. The symbol < means less than; 1 means more than] Flooding Depth to Bedrock Soil name and Hydro" seasonal Potential 1 map symbol logic high frost group Frequency Duration Months water Depth Hardness action table Feet Inches 1 Al2 1. ------------------ B 1 '3; 4: Altvan part ________ B Satanta part ------- B Aquepts: i 5-------------------- D 6-------------------- D Ascalon: 7. 8--------------- -- B 1 Bainville: '9: Bainville part ______ C Epping part -------- D 1 '10: Bainville part ______ C Keith part _________ B 1 Boller: •II: Baller part _________ D Carnero part _____— C Boller part ________ D Rock outcrop part. Blackwell: 1 11------------------- D Boyle: 14. 15 ---------------- D 16, 17: Boyle part _________ D Ratake part -------- D Breece: 'Is, 19, 20 _____________ B Carnero: 21------------------- C 1 Caruso: Clergern: 1 21------------------- B Connerton: '24, 25: Connerton part ----- B 1 Barnum part _______ B Cushman: 26, 27---------------- C ' D 8, 29 2829---------------- B 1 None -------- -------------- -------------- - 16.0 >60 ----------- Moderate. None -------- -------------- -------------- >6.0. >60 ----------- Moderate. None -------- -------------- -------------- >6.0 >60 ----------- Moderate. Rare -------- -------------- -------------- 0.5-1.5 --------- ----------- High. Frequent _-__ Long ________ April -June ___ 0-1.5 ________— ------- ___ High. None ------------------------------------ >6.0 160 _Moderate. None ______________________ ______________ >6.0 20-40 Rippable __ Moderate. None _-------------------- ______________ >6.0 9-20 Rippable __ Moderate. .None ______________________ ______________ >6.0 20-40 Rippable __ Moderate. None -------- -------------- -------------- >6.0 >60 ----------- Moderate. None -------- -------------- -------------- >6.0 10-20 Hard ----- Low. None ________ ______________ ______________ >6.0 20-40 Hard _____ Moderate. None -------- -------------- -------------- >6.0 10-20 Hard ----- Low. Common ____ Brief _______ May -June ___ 1.5 >60 ----------- High. . None ________ ______________ ______________ >6.0 9-20 Rippable __ Moderate. None ________ ______________ ______________ >6.0 9-20 Rippable __ Moderate. None ________ ______________ ______________ >6.0 7-20 Rippable __ Moderate. None -------- -------------- -------------- >6.0 j60 ----------- Moderate. None ________ ______________ ______________ >6.0 20-40 Hard _____ Moderate. Occasional __- Very brief ___ April- >2.0 >60 ____ Moderate. September. None -------- -------------- -------------- >6.0 >60 ----------- Moderate. None --=----- -------------- -------------- J6.0 >60 ----------- Moderate. Occasional ___ Brief __---- May -July ____ 16.0 >60 ----------- Moderate. None ________ ______________ ______________ >6.0 20-40 Rippable __ Moderate. None .-------- -------------- -------------- >6.0 >60 ---- Moderate. r I LARIMER COUNTY AREA, COLORADO 131 1 .1 1 TABLE 8.-Soil and water features -Continued Soil name and map symbol Hydro- logic group Flooding Depth to seasonal high water table Bedrock Potential frost action Frequency Duration Months Depth Hardness Feet Inches Elbeth: *30: Elbeth part ________ B None ________ ______________ ______________ >6.0 >60 __ --__ Moderate. Moen part _________ C None ________ ______________ ______________ >6.0 20-40 Hard ----- Moderate. Farnuf : 31------------------- B None -------- -------------- -------------- >6.0 >60 -----=----- Moderate. *32: Farnuf part -------- B None ________ ______________ ______________ .>6.0 >60 ------- —__ Moderate. Boyle part --------- D None ________ ______________ ______________ >6.0 9-20 Rippable __ Moderate. Rock outcrop part. Fluvaquents: 33 _---------------- ________ Frequent ____ Brief ------- April -June ___ 0.5-25 >60 ----------- Low. Fort Collins: 34. 35, 36, 37 ---------- B. None ________ ______________ ______________ >6.0 >60 ----------- Moderate. Foxcreek: 38 _— ------ — ---- —__ C Rare -------- Brief ------- April -May ___ 0-0.5 >60 ___________ High. Gapo: 39------------------- D None -------- -------------- -------------- 3.0 >60 ----------- High. Garrett: 40 ___________________ B Rare ________.Very brief __- ---------- >6.0. >60 ----------- Moderate. 41------------------- B None -------- -------------- -------------- >6.0 >60 ----------- Moderate. Gravel pits: 42. Haploborolls: *43: Haploborolls part --- -------- None -------- -------------- -------------- >6.0 ---------- ----------- Rock outcrop part. Haplustolls: 44 ------------------- -------- None -------- -------------- -------------- >6.0 _ *45: Haplustolls part ---- ------- None -------- -------------- -------------- >6.0 ---------- ----------- Rock outcrop part. Harlan: 46. 47---------------- B None -------- -------------- -------------- >6.0 >60 ----------- Moderate. Heldt: 48, 49----=----------- C None -------- -------------- -------------- >6.0 >60 ----------- Moderate. Keith: 50------------------- B None -------- -------------- -------------- >6.0 >60 ----------- Moderate. Kildor: 51------------------- C None -------- -------------- -------------- >6.0 20-40 Rippable__ High. *52: Kildor part ---- C None ________ ______________ ______________ >6.0 20-40 Rippable-_ High. Shale outcrop part. Kim: 53, 54, 55------------- B None -------- -------------- -------------- >6.0 >60 ----------- Moderate. *56: Kim part -----__--- B None -------- -------------- -------------- >6.0 >60 _________-- Moderate. Thedalund part _____ C None ________ ______________ ______________ >6.0 20-40 Rippable __ Moderate. Kirtley: 57___________________ C None _____- -- ----- --------------- >6.0 20-40 Rippable __ Moderate. 132 SOIL SURVEY TABLE 8. Soil and water features —Continued Soil name and map symbol Hydro- logic group Flooding Depth to seasonal high water Bedrock Potential frost action Frequency Duration Months Depth Hardness table Feet Inches Kirtley=Continued: Kirtley part ________ C None ________ ______________ ______________ >6.0 2040 Rippable __ Moderate. Purner part ________ D None ________ ______________ ______________ >6.0 10-20 Hard ----- Low. LaPorte: *59: LaPorte part _______ C None ________ ______________ ______________ >6.0 10-20 Rippable __ Low. Rock outcrop part. Larim: 60 ------- ----------- A None -------- -------------- -------------- >6.0 >60 -;--------- Low. Larimer: 61------------------- B None -------- -------------- --------------- >6.0 >60 ----------- Low. *62: Larimer part ------- B None -------- -------------- -------------- >6.0 >60 ----------- Low. Stoneham part -___ B None __: ----- -------------- -------------- >6.0 >60 '___________ Moderate. Longmont: 63 ___________________ C Common -___ Brief _______ March -July __ . 2.0-2.5. >60 ----------- High.. Loveland: 64------- ----------- C Common ____ Very brief ___ March- 1.5-2.5 >60 ___________ High. September. Midway: 65 ___________________ D None ________ ----------- ___ -------------- >6.0 10-20 Rippable __ Moderate. Minnequa: 66------------------- B None -------- -------------- -------------- >6.0 20-40 Rippable __ Low. *67: Minnequa part ----- B None ________ ______________ ______________ >6.0 20-40 Rippable __ Low. LaPorte part ------- C None ________ ______________ ______________ >6.0 10-20 Rippable __ Low. Miracle: 68------------------- B None -------- -------------- -------------- >6.0 20-40 Hard ___-- Moderate. Naz: 69, 70 ________________ A None ________ -------------- -------------- >6.0 >60 Hard _____ Moderate. Nelson: 71---- -------------- B None __: ----- -------------- -------------- >6.0 20-40 Rippable __ Low. Newfork: 72 ___________________ D Occasional ___ Brief ------- April -July ___ 0.54.0 >60 ----------- Low. Nunn: 73. 74, 75------------- C None ----------------------------------- >6.0 >60 ----------- Moderate. 76------------------- C None -------- -------------- - ------------- 1.6-2.6 >60 ----------- Moderate. . Otero: 77, 78. 79------------- B None.-------- -------------- -------------- >6.0 >60 _ Low. *80: Otero part --------- B None -------- -------------- -------------- >6.0 >60 ----------- Low.' Nelson part -------- B None ________ ______________ ______________ >6.0 20-40 Rippable __ Low. Paoli 81 ___________________ B Rare -------- Very brief -__ May -June ___ >6.0 >60 ----------- Moderate. Pendergrass: •82: Pendergrass part ___ D . None ______ _ ______________ ______________ >6.0 10-20 Hard ----- Low. Rock outcrop part. I LARIMER COUNTY AREA, COLORADO 133 0 1 1 1 11 1 TABLE 8. Soil and water features —Continued Soil name and map symbol Hydro- logic Flooding Depth to seasonal high Bedrock Potential frost group Frequency Duration Months water table Depth Hardness action Feet Inches Pinata: *83: Pinata part ________ C None ________ ______________ ______________ >6.0 40-60 Hard _____ Low. Rock outcrop part. Poudre: 84 ___________________ B Common ____ Very brief ___ April -.Tune ___ 0.5-1.0 >60 ___________ Moderate. Purner: 85------------------- D None -------- -------------- -------------- >6.0 10-20 Hard ____ Low._ *86: Purner part ------- D None ________ ______________ ______________ >6.0 10-20 Hard _—__ Low. Rock outcrop part. Ratake: *87: Ratake part -------- D None ________ ______________ ______________ >6.0 7-20 Rippable __ Moderate. Rock outcrop part. Redfeather: 88------------------- D None ---_ --- -------------- ----------- - >6.0 10-20 Hard _--- Moderate. Renohill : 89. 90 ________________ C None ________ ______________ -------------- >6.0 20-40 Rippable __ Moderate. •91: Renohill part _______ C None ________ ______________ ______________ >6.0 20-40 Rippable __ Moderate. Midway part ------- D None ________ _________ _ >6.0 10-20 Rippable __ Moderate. Riverwash: 92------------------- -------- Frequent ---- Long -------- January - -------------------- ----------- December. Rock outcrop: 93. Satanta: 94. 95, 96, 97---------- B None ------------------------------------ >6.0 >60 ----------- Moderate. 3atanta Variant: 98 ___________________ B Rare -------- Very brief ___ April -June ___ 3.6-5.0 >60 ----- ----- Moderate. Schofield: •99: Schofield part ____ - B None ________ ______________ ______________ >6.0 20-40 Hard ----- Moderate. Redfeather part ____ D None ________ ------------ __ ______________ >6.0 10-20 Hard ___— Moderate.. Rock outcrop part. Stoneham: 100. 101, 102, 103 _______ B None -------- -------------- -------------- >6.0 >60 ----------- Moderate. iunshine: 104------------------ C None -------- ------------ >6.0 >60 ----------- High. Cable Mountain: 105 __________________ B Rare -------- Very brief ___ May -June __- >6.0 >60 ----------- Moderate. ."assel: 106------------------ D None -------- _ ------------ -------------- .> 6.0 10-20 Rippable __ Low. 7hedalund: 107, 108 ______________ C None ________ -------------- -------------- >6.0 20-40 Rippable __ Moderate. Chiel: 109-----------=------ B None -------- -------------- -------------- > 6.0 >60 ----------- Moderate. r 134 Sou, SURVEY ' TABLE 8. Soil and water features —Continued Soil name and map symbol Hydro- logic group Flooding Depth to seasonal high water Bedrock Potential . frost action Frequency Duration' Months Depth Hardness table Feet Inches Tine: 110, 1 I 1 -------------- A None -------- -------------- -------------- >6.0 >60 ----------- Low. Trag: *112: Trag part ---------- B None ---- --- --------- ------------------- >6.0 >60 ----------- Moderate. Moen part --------- C None ________ ______________ ______________ >6.0 2040 Hard ----- Moderate. 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U 00 c � E E m o CD � H~ 900 v U o a°'o E fn � ct o ¢o �O aECNM 100 N � O p 7v v V E0 a Wco LO t v N _ O> _ O m N N OD1 M •� f00 t j m rn'c o O JPv �' II E II II II m 'o a N p p o ` m ©■ I I 1 11 1 1 I I [1 Appendix B i ' 2' Curb Opening Worksheet for Sharp Crested Rectangular Weir ' Project Description Worksheet Curb opening Type Sharp Crested Rectangular Weii ' Solve For Discharge ' Input Data Headwater Elevation 0.50 ft Crest Elevation 0.00 it Taihvater Elevation 0.00 ft ' Discharge Coefficient 3.33 US Crest Length 2.00 It Number of Contractions 0 ' Results Discharge 2.35 cis Headwater Height Above Cres 0.50 ft ' TaiMrater Height Above Crest 0.00 ft Flow Area 1.0 ft2 Velocity 2.35 ft/s Wetted Perimeter 3.00 it Top Width 2.00 ft ' f:tdrawingstatr\docstatr.fm2 Davis, Miller & Wohnrade Civil Engineers, Inc. 02/18/04 12:35:33 PM (ZHaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 1 Project Engineer. DMW FlowMaster e6.1 1614k) Page 1 of 1 2' Concrete Chase Worksheet for Rectangular Channel 1 1 1 1 1 Profect Description Worksheet 2' Concrete Chase Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.010000 Wilt Depth 0.50 ft Bottom Width 2.00 ft Results Discharge 5.50 cis Flow Area 1.0 ft' Wetted Perimeter 3.00 ft Top Width 2.00 it Critical Depth 0.62 it Critical Slope 0.005490 ft/ft Velocity 5.50 ft/s Velocity Head 0.47 ft Specific Energy 0.97 ft Froude Number 1.37 Flow Type Supercritical f:\dra,Mngs\atr\docs\atr.fm2 Davis, Miller & Wohnrade Civil Engineers, Inc. 02/18/04 12:36:22 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Prgect Engineer. DMW FlavMaster v6.1 [614k] Page 1 of 1 I 1 1 1 1 1 I Appendix C I ' Rainfall Performance Standard Evaluation 1 Project: Atrium Suites, PDP STANDARD FORMA Calculations By: J. Miller Project No.: 0404.00-ATR Client: Jupiter -Bar Date: 2/18/04 DEVELOPED ERODIBILITY Asb LSb Alb x Lsb Ssb Alb x Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%) (ft) 1-2 MODERATE 0.82 315.0 258.3 0.70 0.6 0.0 0.0 0.0 0.0 Tot EXAMPLE CALCULATIONS Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 81.8 (From Table 8-A) PS (after construction) = 81.8/0.85 = 96.2 ' F:UDrawingsVATR\DOCSWTR-ECFormAwpd DMW Civil Engineers I t 1 L Effectiveness Calculations Project: Atrium Suites, PDP STANDARD FORM B Calculations By: J. Miller Project No.: 0404.00-ATR Client: Jupiter -Bar Date: 2/18/04 EROSION CONTROL METHOD C- P-Factor Comment Factor Value Value Roads / Walks 0.01 1.00 Existing and proposed pavement Hay or Straw Mulch 0.06 1.00 Apply after planting grass seed Sediment Basin 1.00 0.50 Water quality pond Silt Fence 1.00 0.50 Along edges of project MAJOR PS SUB- AREA CALCULATIONS BASIN (%) BASIN (AC) All 81.8 0.82 DURING CONSTRUCTION: Plan intent: Erect silt fencing and construct water quality/sediment pond. Impervious: Impervious area = .65 acres Pervious: Sod or Landscape = .17 acres Weighted C Factor— ((0.01 x 0.65)/0.82 = 0.008 Weighted P Facto—0.5 x 0.5 = 0.25 EFF = [1-(C x P)] 1 00=(1 -(0.008 x 0.25) x 100 = 99.8 > 81.8 IF:XDrawingsWTRXDOCSINTR-ECFonnB.wpd DMW Civil Engineers t u Engineer's Estimate of Probable Cost for Erosion Control Escrow Security Project: JAtrium Suites, ICalculations By: IJ. Miller Project No: 0404.00-ATR I Date: 02/18/04 Itemized Costs: Item Unituan i ni os o a Silt Fence Mulching Subtotal Multiplier oa Formula Based: ni uan iUnit Cost o a eve e a ion < c. Multiplier oa Escrow Security (greater of two estimates above, $1000 min.): $1,000.00 'Unit Cost based upon RSMeans Site Work and Landscape Cost Data, 2003 Edition, adjusted for City of Fort Collins. I I$y/ I r � ��'' t LiW4�G�TA�Itfi!Y �Ia■li yy� O„ el®' �IL�ICYnYNOdL��f� l® oar%�+rrrn9 SHERWOOD STREET ISO r r / NSEEN PRELIMINARY NOT FOR CONSTRUCTION LEA: `u--n�m—n— p]BIN4 stake aWER lan NIF PRCpM40 SaM aNER W 0JkWRT ® �� NA'PoSEO Sf011Y a R OR WLrERT NIM Ii - - Botha - E WW TNINUR A— PROPo4Je WMOIM PROTECT BWNMM Cf4P1 IdUa f BASIN SOUNDA9Y nommmonson B BONN ONE.5o µy/, IN ACRES LESYN Pow isPRC£oEED Rini Ol PUMERCN GRADING AND EROSION CONTROL NOTES UkV (1.) Tv erc,icn [aMN Impeelw moue M MIINe atWN N.eneY-tour (the) bl« pbr to ary dI th OR malrvdhn an Ilue Nle. (p% Bdd-a (z) Prem Shoe b nea Bann -drones,, aNronr akal b. Timm, eeiammee an the acreW bm. NI reaar<d ' deer Sill and [meerdlon for 9 Shay b lm lI Prior to om and Z (BJ Nu.blI entirety (ea PN,9. subvi Ne). M Fehr Federal er m m MaNM inmmM of thew punt. MwrmeW uroc. oe i1cmd" in the time M. Frei opo pm)em weadde, cepNmnbn Vero,. and .roan lawn. J (4) ke oil Make del ttm4udelim. the Dwerawr ehan ber r. ro for ouem'm9 and m a allirg el nea ant b opt; be prawn-r , ffee- y walwaa m No m d Norm rdmen„ a DMNlcaer thM W b NabiM a mo benMq e ll MUlf a N NOpelend "it N w poc<id . Ram ere N we du t G realm No xee to book() N cc Q eM lucl' d el graded partind Of IFa. W (6.) WSM d dp kind dWu4ry dell beer Y M Or Ill z N '- ry .l al b WI In a OuShMee c by a dorkling along ark dral Mon. ,a9eown, Or Me wm,amm wal ml SUPS FOR Nn9 1 hte a Sryea n art andip o now/rr ar the c(Ay/Crone C LL sxd/mudr amemarN, al�d eopul once othenx epprored (h)C, al Inmremlee emenn irdefrol oil ordeal (,trv[t ..) eMO. co-fry l mneum ❑ Aami ~ W (M) b RM upw m a m of . da (2) vaab aM and both y9nrnmt a: G m aM '..a or .earn eM a'n order to am.... the cMIMM wnomww. a d AN. nnml Pool (e) R. n wow umn Kh time m a no burrow na d'ewnM crew are Mffd y 0 red a,�<m.ned OF the era,an nomm mwn (laa F Be rem axe, the on, MS been ofict ea N' a of an anninM be the npmn "i J beenV W (B.) When parropgran exechn papaw mroaun, wa lamas e the IB...aP.r MaY be unilateral to. ' the u a IMI m admM aM bbla r pare lnfrmUMN and other a' m' . () rup, ... bu,new efle drop w any consthi awforkel inkidel d<wa 1M 01 o "Ming ando la. Or other l plant. of .oT and make ineren na rea and M Lunn am ,repeard ard the end OF roM pa MY_ (o) Ad re'l me kuWlY'Me an yeuM e Rell he nupwe are d aI in a mange, and Intention ro ea pre to mow mer phe3i el aaY Mema a the undi ma (11.) No nY matte a aM blamed FOR (10) food a hal N ell alcn MM M MxIM Nunn akaymmt l pout bar a lle w9hnn9,'Marl and pwUe,- ix feencrog. Nry w ourbank amdnin9 a ar Poorly (:AI) a opal be r and mucMd. r'1 detention be � Starrho ell ell wperden orman etivedthe un :p a MOR no, w t'ttheap.oWl M Oe tl h hnnal m he the w" ro e mm e k ce/Do"i w Hmweemn Ae T" (CA) (ID) My Ore'nmee end Colorado aenMrye Permit wbm VcDPS nut enfa make R umkw'ul to chwhi or oak me emMmt, ale mom Mn paid eainrneom construenon a aNIwl elute. M are run ea b deeaded WAdn9 bumpkin truck eeeMul. 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Z (d) Other IMMIll Ifne.dee. .M 1a ergm 016.I Cmal' fb xNe Mr, annm eraam mnW rnwnn In abeam to I$ le M melee I n l) Pa Ofief oho pat Nmll rmavam oa ere in w w EEE .,end w cN/Ewmr. \Z G rim, A, Coll 1111UW NonFSr T1oN cflRER OF CO-ORACa 1-SM-922-1987 OR 1-303-232-1991 'did ' WBNS56 ORS IN ADVICE RNANOFUOERFFOME le.RNIO UNDERGROUND EMBER MLIn[s. IN $0 0 NI AC 60 Feet H IN Ilan ) 1 er - 20 it City of Fort Collins, Colorado UTILITY PLAN APPROVAL R RPfa: uM1 EM^r- m. aIEiNEp wmm N .wmd. N.a pme <1Ecxm e/: sameau. mnr aka artam Bc Pi a %MWOM MMM BY:eMm emn.m aeECaFB ehh: