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HomeMy WebLinkAboutDrainage Reports - 09/28/2005 (2)Find ApprOW R9POA FINAL DRAINAGE AND EROSION CONTROL REPORT FOR RIGDEN FARM - TENTH FILING FINAL DRAINAGE AND EROSION CONTROL REPORT FOR . RIGDEN FARM - TENTH FILING Prepared for: SPECTRUM ACQUISITION PARTNERS, LLC 200 SPRUCE STREET — SUITE 200 DENVER, COLORADO 80230 (303) 360-8812 Prepared by:, North Star Design 700 Automation Drive, Unit I Windsor, Colorado 80550 (970)686-6939 September 12, 2005 Job Number 228-01 North Star ®.. design, inc. ' September 12, 2005 Basil Harridan t City of Fort Collins Stormwater 700 Wood Street Fort Collins. CO 80522-0580 RE: Final Drainage and Erosion Control Report for Rigden Farm — Tenth Filing t Dear Basil, 1 I am pleased to submit for your review and approval, this Final Drainage and Erosion Control Report for Rigden Farm — Tenth Filing. I certify that this report for the drainage design was ' prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any ' questions. Sincerely, ' Shane Boyle, EIT 1 ii ' 700 Automation Drive, Unit I Windsor, Colorado 8055D 970-686-6939 Phone 970-686-1 188 Fax I TABLE OF CONTENTS TABLEOF CONTENTS.......................:....................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location...................................................................................................................1 1.2 Description of Property..............................................................:.............................1 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description.......................:...................:...:..........................................1 2.2 Sub -Basin Description.............................................................................................2 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations..............................................................................................................2 3.2 Development Criteria Reference and Constraints....................................................2 3.3 Hydrologic Criteria..................................................................................................2 3.4 Hydraulic Criteria...........................................................................................:........3 4. DRAINAGE FACILITY DESIGN 4.1 General Concept.......................................................................................................3 4.2 Specific Flow Routing.............................................................................................3 5. EROSION CONTROL 5.1 General Concept......................................................................................................4 5.2 Specific Details ........................................ :...............................................................5 6. CONCLUSIONS 6.1 Compliance with Standards.......................................:............................................5 6.2 Drainage Concept.....................................................................................................5 7. REFERENCES...........................................................................................:........................6 APPENDICES ' A Vicinity Map B Hydrologic Computations ' C Hydraulic Calculations D Erosion Control Calculations E Figures and Tables iii 1 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location Rigden Farm — Tenth Filing is located in southeast Fort Collins. This project is located in ' the northwest quarter of Section 29, Township 7 North, Range 68 West of the Sixth Principal- Meridian, in the City of Fort Collins, Larimer County, Colorado. See the . ' Vicinity Map in Appendix A. The project is bounded on the north by Drake Road, on the west by Iowa Drive (proposed by others), on the east by Kansas Drive, and on the south by the Limon Drive (proposed by others). 1.2 Description of Property ■ The entire project consists of approximately 4.2 acres of land. Existing and proposed ' streets bound the property on all sides. The proposed development consists of four duplex and triplex cottage buildings and a large main residential building. The site has previously undergone overlot grading and currently slopes to the south and east at ' approximately 1.5%. There are no mapped floodplains on the property. 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description The proposed development lies within the Foothills Master Drainage Basin and was ' studied and designed with Rigden Farm — Filing Six. Detention is required for the site and is provided by existing off -site detention ponds. The site has been divided into four ' main basins per the drainage design from Rigden Farm — Filing Six. The drainage design for this site has been designed to meet the maximum allowable runoff from each basin as ' stated in the Filing Six report. A table comparing the actual on -site runoff versus the allowable runoff from the Filing Six report is included in Appendix B of this report. Runoff from three of the basins (Basins 1, 2, and 3 of this report) are to be collected in ' storm inlets and piped to the North Tributary Storm Sewer in Drake Road. Runoff from the fourth basin will be collected in an existing storm inlet in Limon Drive southeast of this site and then conveyed to Pond 118, as designed with Rigden Farm Filing 1. 1 l 2.2 Sub -basin Description This site was studied with the design of Rigden Farm — Filing Six. The site includes ' Basin 102 and portions of Basins 101, 109, and 110 as delineated in the Sixth Filing Drainage Report. Basins 101, 102, and 110 (Basins 1, 2, and 3 of this report) are designed to flow into the existing North Tributary Storm Sewer; basin 109 (Basin 4 of this report) is designed to flow southeast in Limon Drive to an. existing storm sewer and eventually into Detention Pond 118. Refer to Section 4 of this report for a detailed explanation of on -site flow routing. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage ' Design Criteria Manual" specifications and the requirements of the Rigden Farm — Sixth Filing Drainage Plan and Report. Where applicable, the criteria established in the "Urban ' Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints ' Detention is required for this site and is provided by existing off -site detention ponds per the Rigden Farm First Filing drainage report. The Drainage Plan for Rigden Farm Sixth ' Filing specifies that approximately 1.67 acres of this site (part of Basin 109) are released to Limon Drive. The remainder of the site is to be collected in inlets and piped to the existing North Tributary Storm Sewer in Drake Road (parts of Basins 101, 102, and 110). 3.3 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm ' frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub -basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub -basins and Design Points for this site. 3.4 Hydraulic Criteria All hydraulic calculations, including storm sewer sizing and landscape/roof drain sizing will be prepared upon final design of this site in accordance with the City of Fort Collins Drainage Criteria. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept ■ The southeastern portion of the site (Basin 4) will flow overland to the adjacent roadways ._and then will be conveyed via gutter flow to the existing inlet in Limon Drive, southeast ' of this site. The remainder of the site will be collected in proposed storm sewer and landscape drains and piped to the existing curb inlets located in Iowa Drive, Kansas ' Drive, and Drake Road. These inlets connect to the existing North Tributary Storm Sewer in Drake Road. 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin 1 (0.82 acres) is located in the western portion. of the site and includes a portion of ' the main building and the western parking lot. Basin 1 has been delineated into six smaller sub basins for purposes of sizing storm sewer. All of the runoff from this basin ' will be conveyed to the Type R inlet in Iowa Drive via a combination of surface and sub- surface flow. Runoff from this basin is 2.7 cfs for the 10-year storm and 7.2 cfs for the 100-year storm. The allowable runoff for the 100-year storm, as stated in the Rigden Farm — Filing Six report is 9.5 cfs. ' Basin 2 (1.40 acres) is located in the northern portion of the site and includes a portion of the main building and landscape area adjacent to Drake Road. Basin 2 has been ' delineated into eight smaller sub basins for purposes of sizing storm sewer. All of the runoff from this basin will be conveyed to the existing Type R inlet in Drake Road via a combination of surface and sub -surface flow. Runoff from this basin is 3.2 cfs for the 10- 3 year storm and 8.0 cfs for the 100-year storm. The allowable runoff for the 100-year storm, as stated in the Rigden Farm — Filing Six report is 8.4 cfs. Basin 3 (0.97 acres) is located in the northeastern corner of the site and includes the proposed triplex cottage and adjacent driveway. Basin 3 has been delineated into four smaller sub basins for purposes of sizing storm sewer. All of the runoff from this basin will be conveyed to the existing Type R inlet in Kansas Drive via a combination of surface and sub -surface flow. Runoff from this basin is 2.9 cfs for the 10-year storm and 8.8 cfs for the 100-year storm. The allowable runoff for the 100-year storm, as stated in the Rigden Farm — Filing Six report is 11.1 cfs. ' Basin 4 (1.03 acres) is located in the southeastern corner of the site and includes all or part of the three proposed duplexes and the main parking area. Basin 4 has been ' delineated into four smaller sub basins for purposes of sizing storm sewer. Runoff from this basin will be conveyed to Kansas Drive and Limon Drive, where the runoff will then ' be conveyed via curb & gutter to an existing curb inlet in Limon Drive. From there, the runoff will be conveyed via existing drainage structures to Detention Pond 118, as designated in Rigden Farm Filing 1. Runoff from this basin is 3.4 cfs for the 10-year ' storm and 9.1 cfs for the 100-year storm. The allowable runoff for the 100-year storm, as stated in the Rigden Farm — Filing Six report is 10.2 cfs. 5. EROSION CONTROL 5.1 General Concept ' This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement from the site and into the ' existing streets. Potential also exists for tracking of mud onto existing streets which could then wash into existing storm systems. The required performance standard for this ' site is 79.0%. During construction and after paving, this figure has been exceeded with the use of silt fence and inlet filters. All erosion control calculations are included in Appendix C of this report. The erosion control escrow amount is $13,350 4 1 6 1 5.2 Specific Details To limit the amount of silt leaving the site several erosion control measures shall be implemented during construction. Inlet protection (wattles) will be placed around existing inlets and the site boundary shall have silt fence installed. Two vehicle tracking pads shall be installed to control the mud being tracked onto the existing pavement. one at -the drive entrance from Kansas Drive and one at the drive entrance from Iowa Drive. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. CONCLUSIONS 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. Requirements placed on the site by the previous drainage reports for Rigden Farm have been followed. No variances are required for the project. 6.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater discharge to appropriate conveyance and stormwater detention facilities. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 5 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 3 Ej "Drainage and Erosion Control Report for Rigden Farm Filing One P.D.P." by JR Engineering_dated September 30, 1999. "Drainage and Erosion Control Report for Rigden Farm — Filing Six" by JR Engineering dated February 8, 2002. G 0 APPENDIX A VICINITY MAP A No Text APPENDIX B HYDROLOGIC COMPUTATIONS n O c c� G �o J F z V U L ji Gr] Ov c z � � o O U z F a C L ^ 0 � E C M Z O N p o ^ O � � N L 0 O j } m C O O F zz¢ u 72 O F F F u c = U p F o U M U K N O ` c c c c CU u O C �wU a, y c000 0 U (y Z V O N N W co O O O O (O O N O r� 07 1� V r O) .- N U) O) .-- r U7 Q) U) N N fO In f- U] Q) C V f'7 h U7 W LO O) O) M 00 I� �- n ^ y O O O O O O O 00000 0 O O CD 0 0 0 0 0 0 0 CD O p N �J r r o0 00 c LJ <^� O V� r IN�n 7- v1 o M V M M ^� i� 7 r v M 00 W M N en o n:s: S h 'n O M in (: O O 'n V) rA n O^ v1 M C ,� y h C " CD N N < Q O p 0 0 0 0 M O O 0 O p t 0 N C r M 0-^ O C N 10 00 > c Q Q< y O ,-. 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C72 NV"r 60]Un M <mUp U � c a m U Q LU Gc, r, a C1 U o CU] [c. U S N a C1 U 0 M a 4 U C 0 LOCATION: PROJECT NO: COMPUTATIONS BY DATE: PEAK RUNOFF COMPARISON (100-YEAR EVENT) RIGDEN FARM - TENTH FILING 228-01 SB 6/29/2005 From Rigden Farm 6th Filing Rigden Farm 10th Filing Contributing i Design Contributing ; Actual i Area Runoff Area Runoff Basin ID (acres) (cfs) Basin ID (acres) (cfs) 101 0.95 9.5 1 0.96 I 7.2 102 0.84 8.4 2 1.28 i 1 8.0 110 i 1.27 I 11.1 3 0.95 8.8 109 1.16 10.2 4 ; 1.04 I 9.1 Totals ; 4.22 ; i 39.2 Totals 4.23 Note: Contributing area shown for Rigden Farm 6th Filing is that portion of the basin within Tract R (10th Filing). Design runoff values have been reduced accordingly. APPENDIX C HYDRAULIC CALCULATIONS c INLET IN A SUMP OR SAG LOCATION Project = _ Rlgden Farm - Tenth Filing Inlet ID = 5' Type R Inlet .f—Lo (C)—f formation Ilnputl let _ Type = CDOT Type R Curb Opening ression (in addition to gutter depression 'a' from'O-AIIoW) a _ .;-3:00 inches f Unit Inlets (Grate or Curb Opening) Fofa No = 1 ormation a Unit Grate L, (G) _ : N/A feet Width Unit Grate W, = :'::N/A feet Area D Opening Ratio for a Gratep 9 (typical values 0.15-0.90) A= _ : �.... WA Clogging Factor for a Single Grate (typical value 0.50) C, (G) _ - =iN/A Grate Weir Coefficient (typical value 3,00) C. (G) Grate Orifice Coefficient (typical value 0.67) C, (G) _N/A Curb Opening Information Length of a Unit Curb Opening L, (C) _ ;; '' '� �; �'S:00 feet Height of Vertical Curb Opening in Inches Fi..n = .::6iW inches Height of Curb Orifice Throat in Inches H= ...5:96 inches ogle of Throat (see USDCM Figure ST-5)' Theta 63A degrees Side Width for Depression Pan (typically the gutter width of 1 feet) W,=:'-`:: :1.00 feet Clogging Factor fora Single Curb Opening (typical value 0,10) C, (C) = -` 5:0 10. Curb Opening Weir Coefficient (typical value 2.30-3.00) C„ (C) _ :i''.!7:.a-2 30 Curb Opening Orifice Coefficient (typical value 0.67) C, (C) 0.67. Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units ..... -- Clogging Factor for Multiple Units Clog1. NlA As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 2.1 cfs curb) d,„ N/AI inches Flow Depth at Local Depression with Clogging (0 cfs grate, 2.1 cfs curb) d„, NIA' inches As an Orifice Flow Depth at Local Depression without Clogging ( g )- P p ggin 0cfs rate, 2.l cfs curb) d,WA' inches Flow Depth at Local Depression with Clogging (0 cfs grate, 2.1 cfs curb) d„ N/ql inches Resulting Gutter Flow Depth Outside of Local Depression cl. ,,,, WA: inches Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Coefficient for Multiple Units Coef ...1.00` ctor for Multiple Units Fat Clog .'_..010: eir, Grate as an Orifice Depth at Local Depression without Clogging p gging (0 cfs grate, 2.1 cfs curb) d„ _. '< . �i..... 3 2: inches at Local Depression with Clogging (0 cfs grate, 2.1 cfs curb) d.„, 3.3-inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 2.1 cfs curb) do :;:..... 3.0: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 2.1 cfs curb) d„ 3j0, inches Resulting Gutter Flow Depth Outside of Local Depression _ d,4,,,e O.S:inches Resultant Street Conditions Total Inlet Length L 5.0 feet Total Inlet Interception Capacity (Design Discharge from ¢Peak) O, 2b1' cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = - 0.8-inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = Resultant Flow Depth at Maximum Allowable Spread d1PReAO = -i:: 0:63eet _ :i-0.inches feet ' Type R.xls, Inlet In Sump 7/1/2005, 11:50 AM 30 .......... .......... .......... .. ........ ........ ........ ...... .. ....... ..................... .......... .......... .......... 29 28 27 26 25 24 -4 40-1 > 23 22 21 20 is LL 17 16 14 13 12 it II 10 9 < > 8 7 II 3 2 Om 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Q (cfs) e. Curp Weir —Curb Orif. R Not Used Reported Design o Reported Design Flow Depth (in.) Row Depth (in.) Flow Depth (in.) Spread (ft.) Type RAS. Inlet In Sump 7/1/2005, 11:50 AM ' INLET IN A SUMP OR SAG LOCATION ' Project = Rigden Farm - Tenth Filing Inlet ID = Combination Inlet Lo(C)f Design Information (Input) Type of Inlet Type = COOT Type 13 Combination Local Depression (in addition to gutter depression 'a' from'O-AIIoW) a,,,, = 1.50 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L_ (G) = 3.00 feet Width of a Unit Grate W, = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0,90) Aap, = 0.47 Clogging Factor for a Single Grate (typical value 0.50) C, (G) = - 0,50 Grate Weir Coefficient (typical value 3,00) C„ (G) = .3.00 Grate Orifice Coefficient (typical value 0.67) C; (G) = 0:67 Curb Opening Information Length of Unit Curb Opening L(C)= l3i00 feet Height of Vertical Curb Opening in Inches H q = .:6.00 inches Height of Curb Orifice Throat in Inches Hs,.,k_ :':5l25 inches Angle of Throat (see USDCM Figure ST-5) Theta = :0.0 degrees Side Width for Depression Pan y _g ):.-1.00 p (typically the utter width oil feet Wp = - feet Clogging Factor fora Single Curb Opening (typical value 0.10) C, (C) _;,'_,�' Curb Opening Weir Coefficient (typical value 2.30-3.00) C„ (C) =2'30 Curb Opening Orifice Coefficient (typical value 0.67) C. (C) ,067 Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo Clogging Coefficient For Multiple Units ..................... Coef = 00 Clogging Factor for Multiple Units Clog Asa Weir Flow Depth at Local Depression without Clogging (7.8 cfs grate, 0 cfs curb) d,„ 82<inches Flow Depth at Local Depression with Clogging ITS cfs grate, 0 cfs curb) d„, 11 T> inches As an Orifice Flow Depth at Local Depression without Clogging (5.87 cfs grate, 1.93 cfs curb) d,.,_.4 0i inches Flow Depth at local Depression with Clogging (4.1 cfs grate, 3.7 cfs curb) d„ 6.3 inches Resulting Gutter Flow Depth Outside of Local Depression inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sum Clogging Coefficient for Multiple Units ............. Ccef ....... Clogging Factor for Multiple Units Clog 0.10 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (5.87 cfs grate, 1.93 cfs curb) d„, .4.0-inches Flow Depth at Local Depression with Clogging (4.1 cfs grate, 3.7 cfs curb) d„. 6 3: inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (5.72 cfs grate, 2.08 cfs curb) d, 4:0' inches Flow Depth at Local Depression with Clogging (3.88 cfs grate, 3.92 cfs curb) d„ _ - 4'{5 9, inches Resulting Gutter Flow Depth Outside of Local Depression d,{.,e m4:8 inches Resultant Street Conditions Total Inlet Length L 3.0-feet Total Inlet Interception Capacity (Design Discharge from O-Peak) O, _ % : T8 cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d=.;5:9: inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 21.3"feet - Resultant Flow Depth at Maximum Allowable Spread dsvaeAc = O:Oinches ' Combination.xls, Inlet In Sump 7/1/2005, 11:55 AM 21 20 -FT- 18 CD L�L ,7 V) It 15 U 14 13 12 11 H 10 7 6 5 4 3 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 a (cfs) CraIeweir 0 Comb. OntJ Comb. Onf./ Flow Depth (in.) Weir Flow Depth (in.) Ont. Flow Depth (in.) 6 Reported Design 0 Reported Design Flow Depth (n) Spread (ft.) Combination.xis. Inlet In Sump 7/11/2005, 11:55 AM Scenario: Storm 1A & 1B 5' Type R N Existing Type R a P-1 ' G E] P-3 4' Manhole 24" ADS Drain Title: Rigden Farm Tenth Project Engineer: Shane Boyle ' n:1228-01 rigden tract r\drainage\storm 1 a-b.stm North Star Design, Inc. StormCAD v4.1.1 [4.2014] 06/29/05 06:26:49 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Lom0 U (O O N N o N N D N O) O) O) D 2 N v TU C 7 ? 7 = J co NO U N a,(D ui 0 D N N N O) ai O) 'O c O E LO m ui (o ui c 3 N N N rn a) rn 7 v 7 3Uv O 0 E m3 ^ N C9 rn n (o vi ° m rn rn m aO v 7 7 m N D C� (R 7 7 7 y j ^ 0)O) 0)c 7 c" 7 7 O n co n E o LO co 0r (O u) 7 d 0) N N N _^ O) 0) O) N c a- 7 7 7 o o n O Q O OR N O) _T N U N 7 � 5 d ¢> 00 co p = N o C)O O arococo 0 (n n O c^ O O O — 0 N (h O N O O ll a U U E o0 0 0 NN N Ta N (O N O O Q O Q o N O o � v L (D co O n r) N rN N co m J c O O L L O VJ U C C n c N co O N m c a- o Eon 7 Z (j) Z m m ' N C? J a(1al Q)7— m N c O) (0 (0 Lea 0) 0) 0 C Q o) U we E O 0 U) O a` (0 0 0 Lh N n C O N U c E 0 N N Ol N C L D C t N a O N D D m ° rno0 o 0 a) 0 N N .. �3 F c 0 Profile Scenario: Storm 1A Label: 4'Manhole Label:24"ADS Drain Rim:4,931.10 ft Rim:4,931.00 ft Sump:4,924.87 ft Sump:4,926.57 ft 4,932.00 Label: Existing Type R-- 4,931.00 Rim:4,929.90 ft Sump:4,924.60 ft 4,930.00 4,929.00 - 4,928.00 4,927.00 4,926.00 -- - = - - - 4,925.00 --- - - - - - - 4,924.00 0+00 0+20 0+40 0+60 0+80 1+00 1+20 Station (ft) Label: P-3 Label: P-1 Up. Invert 4,924.87 ft Up. Dn. Invert 4,924.60 ft Invert: 4 924.87 ft L: 26.50 ft L: 84.76 ft Size: 18 inch Size: 8 inch S: 1.02 % S: 2.01 % Elevation (ft) Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 1 a-b.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141 06/29/05 06:27:59 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Storm Label: 5' Type R Rjm:4,930.05 ft Label: 4'Manhole Sump:4,925.58 ft Ri m: 4,931.10 ft Sump:4,924.87-ft 4,932.00 - 4,931.00 Label: Existing Type R - - 4,930.00 Ri m: 4,929.90 ft Sump: 4,924.60 ft - 4,929.00 - - 4,928.00 _. 4,927.00 — -- 4,926.00 -- --- ; 4,925.00 - --1 — — 4,924.00 0+00 0+20 0+40 0+70 Station (ft) Label: P-3 Label: P-2 Up. Invert 4,924.87 ft Up. In ve rt: 4,92 5.5 8 ft Dn. Invert 4,924.60 ft Dn. Invert:4,924.87 ft L: 26.50 ft L: 36.36 ft Size: 18 inch Size: 15 inch S: 1.02 % S: 1.95 % 113 Elevation (ft) Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 1 a-b.stm North Star Design, Inc. StorrnCAD v4.1.1 [4.2014] 06/29/05 06:28:32 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 U r Q, A Z-d IN E-d d QN 0 a` E N U E U c 1 U t ' E d I0^ 0 CD Q 0 ,,�A 'a VI � O N U N (O V J00 JDO N N N N Q Q m m = J co N ((00 J D m m o w N N N rn rn rn D C 5,0 J v v a m m E V O N co r co N C N N N m O O C 0 3U 0 0 E m a a m c « ao co co0 N N N aUv a a v m > w O] m m cc V C — 3C 7 0 O o r m E m r co n co m>� rn rn m m c a— v Co m m U O � Q 1 co y a O Om p ,..- N N r L l0 (n O m—� n r o J m LL U m m U 0 0 0 N N O w oo ` ri T(L U) m O) O V O e O O O o F N 0 V L m« of is o C ` N r ? J C O m L 4 .UJ U U C c c '- - o CO CO m C � m' 0 E0u J Z U) Z m J a d a U c 0 O N N m c C c `0 c G � �o t5a E`er c N (y LL Co C 'c0) (0 a o moo �ai0 rn y ry N . C H C O Label: O-1 Rim:4,931.20 It Sump: 4,926.79 ft n_--- Label:4' Manhole Rim:4,931.42 ft Sump: 4,926.99 ft Profile Scenario: Storm 1C Label: Cleanout Rim:4,931.54 ft Sump: 4,927.77 ft Label - 24" ADS Basin Rim:4,931.00 ft Sump: 4,928.06 ft 4,932.00 4,930.50 4,929.50 Elevation (ft) 4,928.50 4,927.50 - - 4,926.50 0+000+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 Station (ft) Label: P-3 Up. Invert 4,926.99 ft Dn. Invert 4,926.79 ft L: 40.46 ft Size: 18 inch S: 0.49 % Label :-P-2 Up. Invert 4,927.77 ft Dn. Invert 4,926.99 ft L: 77.80 ft Size: 8 inch S: 1.00 % Label: P-1 Up. Invert:4,928.06 ft Dn. Invert: 4,927.77 ft L: 29.20 ft Size: 8 inch S: 0.99 % Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 1 c.stm North Star Design, Inc. StormCAD v4.1.1 (4.20141 06/29/05 06:31:10 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 m N a NC G U') 0 d 0 N � I ,L V N a H � C p 9-d ) x W .m V 9U) Q N M a N a O c a) U a a co 0 rl co 0 F U c � c � rn� o" N O r � O N Z N Y O co n Cl) U c 0 e N N E O y N m c 0 D =t� F u a m LL O N c W ih 00 'c O O p N O m N N h c 0 t 0 Q Ix d 0 Z 0 Q 41 a 0^ N N N N N N N N N rnrnrnrnrnrnrnrnrn = J M M CD V V N N O M — O) C a0 N co n (0 N fp OD UJ NC m()1 (11(7m ON) ON) ON) ON) S o N O CO � �- M E 0)(O o v n v v n M O) O O N 4] M M N 6 M m e N N N N N N N N N c o" v v v v v v v v v 3Uv 0 E CO CO o 0 0 M M n .- N c N 3 N rn o n n n N n n W 00 00 (O N M N 00 (D " N N (N N N N N N N 0) 0) (M 0) (M m 0) 0) 0) N D.Uv v v a v v v o v v 00 0 CO CO LO o E 0) o a v rn n M a) N N N N N N N N N O) '� 0) 0) 0) 0) 0) 0) 0) 0) 0) c> = v v v v v v v v v 3- 0 E N 0) O V V N O) n n m y co n n vi v Ni v n 0 N 0) ^, N N N N N N N N N > .- 0) 0) 0) 0) 0) 0) C) 0) 0) a- V V V V V V V V V N 00 V V (D 0 n 0 V d T N m N OM N N N V O V N V M V N O V (f1 U N O J > M 0] a) Q) N D1 01 N n L V N N N N N OD n a j^, O N M M N O N 0 — Q N N N T 0 N V M N L N N '- (D N N N n O7 a c O O N M 0 0 M M v co O n n (O N O N O V v v N N N V (D M 0LL (O (0 7 (0 u a U 0 0 0 0 0 0 0 0 0 T U_ N 0 0 0 0 0 0 0 0 N O N N O Nv L o °) n rn aoo rn rn m rn^ M c N W (Vf) N � J C O y L L L L L L L L U N U U U U U U L U U C C C C C C-U C C (n� N N tn co c cli N L O E0 Z n d L N M V (n (D n 00 0) J d d 0_ d d d d a d r� u E N E O N N m c C E c t F �a E o 0 C N LL a) N C0ci5 d c o a °_ O 0 N rn d N H C 0 � � T O O CO N v m w m ' 0 0 Lea � o v _ , Q ac 00 c 0 E W CC, �ma _O N N ry Oda O a 6 V Lo So t -Nd'N �J OJNN Uve O J 5 YOI 6 d O (p � N� O,I Op �JO CNN lfJ Om I Q � I n Cl) E EI O N 'mX I II m I i i I I ddm If co I 7o r I F N d S- 'e'e I c m 4- L �me I w ' CO vI IIQ r Y O o O m "_ n c WE. �irN 9 � O o D 1 N � N eYs WJO CNN I I N m O IIIMry .. C t .�iR N •••• Cm dCCN �Ua m ' -- mm E r Cl) c d LL D N aP mo c C m O D �ry m N wa_ � O 6 N 4 NN mEE JdN H c 0 co N O 0 N co 0 v MN =MNi va)v Q7 Co J Q (n a) Q m0 rn .' N' U) O N RNa) LU(01v J �(n c O a (a a) w O O O O O 0 0 0 0 0 0 0 Om 00 N - N N N NO T m 07 O) O) m v v v v v v o 0 Cl) 41- = n r LO n + N m m a> coN' cQ O ON J Z)QJ(n(q 0 0 Nr i I I I � C O 0 .. + (� r O r (n n d? LO N N N V �� U G) c a a) al cfl N ° i ..>>co C CM O mo a) O CLo N N - O 1 I I I + r i 0 + O M r N O cV r 0) N a a)wO° C CN Q)O \ c:) J O J (n (n + 0 > O m N c v m c — m L m v a' cc c Q mU c E w B N (D O 6 LO n M 0 N U c E N E O N m m m L a C t F U a EEo m C N LL a N c a io m c 0 OI O-9 N O N N N O H C 0 Cleanout 2) Combination Inlet Scenario: Storm 3A & 3B Existing Type R Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 3.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141 06/30/05 08:05:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 P rail E N (o o m 0) N 0 N N N N N J^ N m W 0) 0) 32 v 7 v v 0 0 N N co E C N N N N N N N C a=� m rn 0) rn v v a v E rn o rn o c 0 N N N N 0 0 0 rn o v c y 3 V N N O N N N N N 0)0) 0) 0)nUv v a v 7 E co N 0 @ a N a IT d r 0 0) 0) 0 _ N N N > r m 0) 0) 0) c c` v a v v 0 O E ' p N c0 m r 0 0) N m^ N N N > 0) 0) 0) 0) N .. a— o v a v O U] U� Q L D O N (O a v rn o Q 0 �`- N N M N N co 0) N o c« 0 a N N N 0 N 0—` V C O N N O0 O) N j Co N N N N LL 0.0 � m V U N h N y 30 w r N N O T(L N 0) 0) O N C sf N O N " ro CO 0) N a N r� J c O O U U U L C C C 0c N co co N ._ � N d c a '.0 E O u Z Z N m N C? ? -j adaa Q D w 0 r c0 0 F U c d N > � D N p r � O 0 Z a 0 O O m` r ch E w ri E U c Profile Scenario: Storm 3A Label: 4' MH (1) Label: Combination Inlet 4,928.93 ft m:30 ftRim: ' 4,919.57 ft Label: (2) Sump: 4,921.10 ftSumP� Rim:4,928.47 ft 4,930.00 Sump: 4,920.46 ft 4,928.00 Label: Existing Type R Rim:4,927.13 ft Sump:4,918.92 ft 4,926.00 Elevation (ft) - - --- 4,924.00 --- . 4,922.00 I 4,920.00 ; - - - — --- - - 4,918.00 ' 0+00 0+20 0+40 0+60 0+80 1+00 1+20 Label: P-3 Station (ft) Up. Invert 4,919.57 ft Dn. Invert 4,919.42 ft ' L: 9.95 ft Label: P-2 Size: 18 inch Up. Invert 4,920.46 ft Label: P-1 S: 1.51 % Dn. Invert:4,919.57 ft Up. Invert:4,921.10 ft L: 59.60 ft Dn. Invert: 4,920.46 ft Size: 18 inch L: 42.84 ft S: 1.49 % Size: 18 inch S: 1.49 % 1 Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 3.stm North Star Design, Inc. StormCAD v4.1.1 (4.2014) ' 06/30/05 08:08:56 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Storm 313 ' Label: 4' MH (1) Rim: 4,928.93 It Sump:4,919.57 ft Label: Cleanout ' Rim:4,928.75ft 4,930.00 Sump:4,921.82 ft ' - - 4,928.00 Label: Existing Type R Rim:4,927,13It . . 4,926.00 Sump: 4,918.92 It . Elevation (ft) ' - 4, 924.00 4,922.00 1 --- — +--- - -- 4,920.00 ' Label: P-3 Up. Invert 4,919.57 ft I Dn. Invert 4,919.42 ft - -- i 4,918.00 L: 9.95 ft 0+00 0+20 0+40 0+60 0+90 Size: 18 inch ' S: 1.51 % Station (ft) Label: P-4 Up. Invert:4,921.82 ft Dn. Invert 4,920.40 ft ' L: 71.15 ft Size: 8 inch t S: 2.00 % t Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 3.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141 06/30/05 08:09:59 AM © Haestad Methods, Inc. 37 t Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 CI eal Scenario: Storm 4A & 4B 0.1 Cieanout (2) Title: Rigden Farm Tenth Project Engineer: Shane Boyle 0228-01 rigden tract r\drainage\storm 4.stm North Star Design, Inc. Storm CAD v4.1.1 [4.2014] 06/30/05 08:20:36 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 O a v 0 Z d a 6i J N U' N N N O) O) O) 0 E o n o J N=� O) Q mO R V V N C O 0) 0 C30 ^ O) mO) 3U 0 0 E n 3 ^ v o 0 n of o-v 0) w 0) 0)aUv v v E m Cam) N Ci0)• d o o C\lN N > v C C V R V 0 (o )O It n C) m m r (D n N 0^ N N N O) O) O N C a- v v v 7 a) T n (O C) W N C O a) 0 L O O) C)Ci Q o` o o o « 0) m uo aC^ N C) N O T n co n _ •VLqLI? N LL au Uv 0 0 0 v n m d a y O O O O TLL O 0 O y O O) O Oo O (O N L M (O co my � o of J 0 N U N L L L U U U 0)N c c c co 00 co N N C � a o E0u J Z N N L N N C) J cLdd (7 O _O LO 0 n M 0 N Q W m 0 n 0 O F U U C L C O m � N > C) 0 N O O O Z a 0 O m M U c 0 Profile Scenario: Storm 4A Label: Cleanout (2) Label: Cleanout (1) Ri m: 4,929.52 ft Rim:4,928.00 ft Sump:4,927.76 ft 4,930.00 Sump: 4,926.35 ft - Label: 0-1 ----------- 4,929.00 - --- — -- Elevation (ft) Rjm:4,927.25ft -- 4,928.00 Sump: 4,926.25 ft 4,927.00 4,926.00 0+00 0+20 0+40 0+60 0+80 1+00 1t20 1+40 1+60 Station (ft) Label: P-1 Up. Invert 4,927.76 It Dn. Invert: 4,926.35 ft Label: P-2 L: 141.31 ft Up. Invert 4,926.35 ft Size: 8 inch Dn. Invert 4,926.25 ft S: 1.00 % L: 10.55 ft Size: 8 inch S: 0.95 % Title: Rigden Farm Tenth - Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 4.stm North Star Design, Inc. StormCAD v4.1.1 [4.2014] 06/30/05 08:21:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Storm 413 Label: Cleanout (3) Rim:4,929.57 ft Label: Cleanout (1) Sump: 4,927.84 ft 4,930.00 Rim:4,928.00 ft Sump:4,926.35 ft - _ -- - 41929.00 Label: 0-1 --- -- 4,928.00 Rim:4,927.25 ft / Sump: 4,926.25 ft - - 4,927.00 - - 4,926.00 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 Station (ft) Label: P-3 Label: P-2 Up. Invert:4,927.84 ft Up. Invert:4,926,35 ft Dn. Invert: 4,926.35 ft Dn. Invert 4,926.25 ft L: 148.82 ft L: 10.55 ft Size: 8 inch Size: 8 inch S: 1.00 % S: 0.95 % Elevation (ft) Title: Rigden Farm Tenth Project Engineer: Shane Boyle n:\228-01 rigden tract r\drainage\storm 4.stm North Star Design, Inc. StormCAD v4.1.1 t4.20141 06/30/05 08:22:19 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 APPENDIX D EROSION CONTROL CALCULATIONS 0 � ` « 3 } < s, _ {\ Qc �( ) !/ [/() / \ § ( 4er« «))) } O \9 kiii \ �/ /\ e� ƒ\ `` \\ \ u yam \\\ �§\ \ \\\ ƒ) 2 \uo \\l «=w }2 \ ^ ƒ 00r n\I\2 /§ƒ %G4!0 J\e j\}EE ./2 cn \�\\} 2jz52 5. North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: Rigden Farm - Tenth Filing STANDARD FORM B COMPLETED BY: SB DATE: 01-Jul-05 EROSION CONTROL C-FACTOR -FACTOR METHOD VALUE VALUE JP COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1,00 0.50 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.5o STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 0.82 BARE SOIL 0.20 Ac. ROADS/WALKS 0.18 Ac. STRAW MULCH 0.22 Ac. ROUGHENED GROUND 0.22 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.53 NET P-FACTOR 0.38 EFF = (I-C*P)* 100 = 79.9% 2 1.40 BARE SOIL 0.37 Ac. ROADS/WALKS 0.13 Ac. STRAW MULCH 0.45 Ac. ROUGHENED GROUND 0.45 Ac. ESTABLISHED GRASS 0.00 Ac. NET C-FACTOR 0.61 NET P-FACTOR 0.38 EFF = (I-C*P)* 100 = 77.1% 3 0.97 BARE SOIL 0.15 Ac. ROADS/WALKS 0.42 Ac. STRAW MULCH 0.20 Ac. ROUGHENED GROUND 0.20 Ac. ESTABLISHED GRASS 0.00 Ac. NET P-FACTOR 0.38 EFF = (1-C*P)* 100 = 85.8% 4 1.03 BARE SOIL 0.14 Ac. ROADS/WALKS 0.49 Ac. STRAW MULCH 0.20 Ac. ROUGHENED GROUND 0.20 Ac. ESTABLISHED GRASS 0.00 Ac. NET P-FACTOR 0.38 EFF = (I -C *P)* 100 = 87.0% 0.66 1.08 0.83 0.90 Erosion.xls 1 of 2 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PRO.IECT: Rigden Farm - Tenth Filing STANDARD FORM B COMPLETED BY: SR DATE: 01-Jul-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 SEDIMENT BASIN 1.00 050 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 L00 STRAW BARRIERS 1.00 0.80 EFF = (I-C*P)* 100 MAJOR BASIN AREA EROSION CONTROL METHODS SIN BAS N c . . .. TOTAL EFF = 82.0% _ (94.0%*29.77 ac. + ...+99.6%*0.40 ac)/1.14 ac REQUIRED PS = 79.0% 3.46 Erosion.xls 2 of 2 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EROSION CONTROL COST ESTIMATE Project: Rigden Farm - Tenth Filing Prepared by: SB ITEM IQUANTITY JUNIT COST/UNIT ITOTAL COST Silt Fence 1800 LF $3 $5,400 Straw Bale Barrier 0 EA $150 $0 Gravel Inlet Filter 16 EA $150 $2,400 Construction Entrance 2 EA $550 $1,100 u tota Contingency (50%) Total 8,900 $13,350 CITY RESEEDING COST Reseed/Mulch Subtotal Contingency (50%) Total $2,558 EROSION CONTROL ESCROW AMOUNT $13,350 Page 1 APPENDIX E TABLES & FIGURES L 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. RUNOFF: Based in part on the data collected by the District since 1969, an empirical relationship between C and the percentage imperviousness for various storm return periods was developed. Thus, values for C can be determined using the following equations (Urbonas, Guo and Tucker 1990). C, = K, + (1.31i'—1.44i'- + 1.135i — 0.12) for Ca >:0, otherwise CA = 0 (RO-6) CCD = KCD + (0.858i' — 0.78612 + 0.774i + 0.04) CB = (C' + CCD)I? in which: i = % imperviousness/100 expressed as a decimal (see Table RO-3) (RO-7) 06/2001 Urban Drainage and Flood Control District RO-9 ' Table 3-3 ' RJLTIC1QL kWMM iMMMF Ca9MCX== FOR CQNP0S= AtWMZS ter of Sarfaae ihmo£f Coaffieieat ' Streets, Parking hots, Drives: Asphalt.. 0.95 Concrete........................ Gravel ....................................... 0.95 0.50 ' Roofs .......................................... 0.95 Lawns, Sandy Soil; Plat<2%.................... Average 2 to 7%......... .................0.1 Steep >7%....... 0.15 0.20 ' Lawns, HeavySoil Flat <23.. 0.20 Average 2 to 7% .............................. 0.20 Steep>78............... ' 0.35 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be )mown. The time of concentration, T,, represents the time for water to flow from the most remote part of the--_inage basin under consideration to the design point under consideration. T f concentration can be represented by the followin a he time o- ' g equation. T: = to. + t_ where: ' Tc = Time of Concentration, minutes t,.= overland flow time, minutes t- = travel time in the gutter, Swale, or Storm sewer, minutes ' The overland flow time, t,., ,can be determined either by the following equation or the ^overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). i i87(71-Ctf)g12 Tov = S113 ' where: Te = overland Flow Time of Concentration, minutes S = Slope, % C = Rational Method Runoff Coefficient ' D = Length of Overland Flow, feet' (500' maximjm) CL = Frequency Adjustment Factor The travel time, tt, in the gutter, Swale, or storm sewer can be estimated with the help of Figure 3-3. 3.1.8 Adjustment for Infraqueat Sto2 ft The preceding variables are based on the initial storm, that is, the two to ten Year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a pr effect on storm runoff. oportionally smaller These 'frequency adjustment factors are found in Table 3-4. May 1984 Revised January 1997 Design Criteria 3-5 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:v3 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 .00 1.70 2.90 5.92 .00 1.65 2.82 5.75 .00 1.61 2.74 5.60 1.56 2.67 5.46 .00 P27.00 1.53 2.61 5.32 .00 1.49 2.55 5.20 .00 1.46 2.49 5.09 .00 1.43 2.44 4.98 .00 1.40 2.39 4.87 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 No Text ' W CDWCID WW O W W m o o c 0 0 0 0 O .?e}vV me M* W0MW V' W W W W W W W W W W. 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ONNNNNNNNN NN NNN NNNNN.-i.-1e{e-100 nnrnnn�nnrnrnrnrrnrrrrrrrr 00000000000000000000000000 OC9E o0000000000000000000000000 W 010 ri N M v W wN 0m 0 0 0 0 0 m 0 nj r 4 H r1 '"I H .-I .-1 H .-C H N N M M V V 0 MARCH 1991 ' Table 813 C-Factors and P-Factors for Evaluating EFF Values. Treatment ' BARE SOIL C-Factor P-Factor Packed and smooth ..,„: Freshly disked........................................................................ 1.00 1.00 Rough irregular surface . 1.00 0.90 ........................ 1.00 0.90 SEDIMENT BASIN/TRAP...•.,.,, ............... STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 SILT FENCE BARRIER ......,•,,,•„ 0.80 ASPHALT/CONCRETE PAVEMENT......•.•,..,,,,, 1.50 ESTABLISHED DRY LAND (NATIVE) GRASS. .00 ' ................. ......... See Fig. &A SOD GRASS ........... ........................... 1.00 TEMPORARY VEGETATION/COVER CROPS ............ HYDRAULIC MULCH @ 2 TONS/ACRE .....: ......................... 0.10°1 SOIL S............ EALANT ,,,••„•, ........................................ 1.00 ' ..0.01-0.60141 EROSION CONTROL MATS/BLANKETS ;•,•„•,••,•• 1.00 GRAVEL MULCH ' Mulch shall consist of gravel having a diameter of apProbmately 1 /4' to 1 1/2' and applied at a rate of at least 135 tons/acre.............. 0.05 HAY OR STRAW DRY MULCH 1'� ' After olantino aracs gad amply mulch at a rate of 2 tons/acre (minimum) and adequately tack or crurlp material info the so17. anchor, ' Slope (%) 1 to 05................. 6 to 10 ...................... 0.06 ...............................1.00 to6 ................. ..........................0.06 1.00 111 to 200.07 ' 21to 25. 1.00 ........................................................................... .0.11 25 to 33.............................................. ........0.14 1•00 1.00 >33 ... .... 0.20 . 1.00 NOTE Use of other C Factor a P fa= values reWrted in th's table must be by (1) Must be constructed as the first . stepin overfot grading. (2) Assumes Plarlting by dates identified in Table 11-4, thus dry (3) Hydraulic hydro& or mulches are not required. mulches shay be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. ' MARCH 1991 8-6 DESIGN" rn,a ' Table " CfaCWrs and P-Fact= for Evaluating EFF Values (continued from pmvious paw), Treatment ' C-Factor P-Factor CONTOUR FURROWED SURFACE Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum ' length refers to the down slope length. Basin Maximum Slope Length (feet) ' 1 to 2 400 ................. 3 to 5 300 0.60 6 to 8 200..........................................................................1.00 0.50 9 . to 12 120.................................................................... 1.00 0.60 ' 13 to 16 80 . • 1.00 0.60 17 to 20 ................ 0.70 ....... 1.00 0.80 ' ........................................... 1.00 0.90 TERRACING Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. ' Basin _Slone (0 1 to 2 .............................................................................1.00 0.12 ..................................... 1.00 ....... 0.10 13 to 16 .................................... 1.00 0.12 17 to 20..................................................................................... 0.14 ' 1.00 > 20.....................................0.16 .................. 0.18 NOTE: Use of other CFactor a P-Facmr values reported in this table must besubstantiatedby doari>emation. ' MARCH 1991 .8 7 DESIGN CRITERIA nAN _ CNSIYG SIgeY SERR - �—LPAREIIO -IP z -_. _. __� _ Lori �Ilx ----------------{{{—( — —_-- III __—_—__-----_.__4—__ 2G c RWF W" lM) _ _ 2E ♦♦ ■ RAY 0.080.95 ■ PBOP� O.t30.95 ♦♦ ■ BRMU All ♦■ • .■■■..■•..■�...... Y.■■........•u.MN 2F 2A ■ � .Ds Wux ?B BASIN (M) 0,330.71 0.+]0.]8 ■ 0230]a r1 ■ ROOF DRnm (M) i IP r'_ __ ____�P � i _ r r .aP �• . P P ♦ 2'µ CMCAEM ■ As • (TYP) YXW AWLEN(M ■ RllMO __) ■ilk ■ —�.76078 CURB IRMNG R P■ORD■® WTTu 9 wE ■LLDMO ■ ■ III 1p ♦t ■ ' ■ OJE 0.60 Ap5 Thai) 1 Il,. - ____________f_ II - --_ --S —. —Eila1 DRIVE s TAWARD ENO51W AND SEDIMENT Lodi cWs1RULnW PLAN NoTEs SAptwI :ow 11 Too erosionto n te, most be not lea at a41 he.,, Pro, to any t2.) not MW be .wrong o-tn Y out, (3.) Am M b offmilow set Rod mn dual, fo 9 e gap! a )dt ( l g q 9 Ill) All oath rtan It the ape t c eb.<uan encl As ideal" a P Fc IsIghbi Can I Mae. Rod olo'.w Covered (41 At d g condructen the o wW w schools, m' Property caseo a w t (5.) Ple-d"Wri gibighlawa admitted and 2of Inside •age P c May be babled to the Israel is got at, soared -9 land dustaning activity Itapposi III ITALY It"poing, real at,J bar be rep le MM,n,d ideredlem, by rep proliquothat a, then pieces ... at reason lorprol a h Indian; III ma rem a by land dAwhdr (. / 9 Y Wpmrtlby the C tY/Cw Y. (7_I 1 Order to nilreprtWtlPAndr,an a' (.) Be nq ever, is. () iled,e III or r,annrae,a ., IIIIIIAY doa (.) Rental ho p said 9 0 , wismi ( ) B , new e as heenathe e.leu enur Indi 01 determined by had imi rating III or (B.) Mw Ancepidgwy wr ... an contact meorn, are rat 01 sedencent and debris' on (9.) en pri yor Immaturity case up any computation running causearnetly ecki 11 ItIntra a A other al night,Y on In the a g day 1 AT retained socarrons. A ANY an IMM their ( 0.) N e ,ha pugnaciously it a (0) Nor pound a at1 o haeck a he p ..<ee ant 1 Mi ,t by ota..o- g M q, " leg, Paid 1 remann9 after thirty (W) data ,eau M .ended and made C2) M �Ir a aelmeen send, .n be ,ratan end thbrn .... net .�1I ea used c,Moral,, ate wdee ear beta,, won. Ch xdereewnee A„demwn Beau°p Y (13) City Onspin e a Ce o OM1eenamee P rmlt Stem (CITES) r lrvWmnn, mM, It nmge a MY Palutom o- dul but are not Neeo o Ogre m K . The PAAAIo-I ne,eed Y o arse the III camd.nmMt m aepaeal of p.lmtmt, the ear m ....reduce with r d m applicable Iacol. ,rote. and. &'"-form' In (14)n on .to oncon .III mote. t t Ile d e .feet shelf be constructed Ad Up 1, ammt 1tePa'm .d land .dlo.r during .... trvean_ Upon vornpl ton a dri -Ntlee be ancate .denou cultural .i a rmndro an waoMy disposed o loam nlmi OE.mmm a by ., mt . lots Of the lmla. nq ewa� e1/�d„au mewl W e.na1 be eta ea ma m a e Inea bythee,dmm .P,ea n,Pecte°. (wmatmwlana late a ,u mid (0) Britoil gmar e'dima le. (S) set in adwai a i (..) um9 all (a.) Mee, mcdeen,, if neded. v (16 ) Cmslober, An the Bela may pant ememo control frec o in addition to what IS added m these plans The Caterpillar Ndl mlNement .hatew means j OIIY/Ccunlr 1 I W L rem pmup .ewe ad omnhua NmenT \. ordains, umss AI,ru ionnize \ W e4C \\ \\\ 0.200.39 tmush a . t�5e Of \ ' q liMq lead cm eat .nle M.1Money par never m. n thirty (NO) Bean Naac r. ords the cam n.ea a o-maa It me, nYndea A� Made,and other P.ae laebi naive sure dress a mo ward ere a ean.a Of v at the Unlw state. eeW It tehc'gmy o'bact the mavlenana, aver to the Wr/Casa!, or NOR .,the flesh brinetrulthis, she, at of time lase Whatever NMwres McPtt, 01 least nor (50) (AN am firmn my n retained the let, a insufficumfly ItMlilld. 11 art detm ..n Iscommy. 11 throk by the CALL U IUEY NOTIFICATION CENTER OF COLORADO 1-800W922AA1987 iBLL 2-BUYNESS DAYS IN ADVANCE B`EFUWalkYMa. GRABE, W EXCAVATE ME MARKING OF UNDERW WND [NBEN VIILIDES. Ans do der IP F-r I 3C 1 Oz 0 95 95 '� III • � �._ �� f ■ , I II � I I ■ , 1 ■ I I�n x ■ P ■ 3B ■ 0.040. IJ 34, • _ _. __ O.ea O>5 I ■ I 30 • I I 0.0] 0 44 l LWBNIW� I l l ( I ( M) (. Alf ♦ / ♦ / 4A / ♦11 0040.98 1A / / / v by / /LOIIMM WLVERT Ali X / / WE]AL 9DEWA L WRT /F/ I LFNERA mmm� WRITES PLn1r nNSNED RWR EI£vAtO s sMOW W ME OtAsAc A r ARE ME MINIMUM E VAPC S KW REo FOR PRDIELTW TRW ME 100YEAR ST MUM T1MSLAD ROW EI£VAPWS ABTE ME ILtrYEAR WATER %REAM M ST ES PIANNEI$ g2XES, SWA S W OMER GRADING ndyu ESTO EA �TMATED BY . Wes1ER DRAINAGE SUMMARY TABLE DESIGN 901NT AREA OESIG. AREA ACRES) C 10 C 100 Tic 10 (MIN) TO iW (MIN) 0 10 ICES) a 1W (CES) 1 1 0,82 1 070 1 Pee 5.8 50 2.7 ZY 2 2 160 1 OUG? 1 0.78 109 9.1 3.2 8.0 3 3 0.9] 0]3 0.9t 5.5 5.0 33 ewe 4 4 103 071 0.89 5.2 5.0 3.4 9.1 30 15 0 30 60 SCALE'. 1" = 30' oa(1m U .0 0 c �._ Etio �C o�°reo Coke).N y oc0 QDEvcN PINT BASIN AREA D in -YEAR RUNOibadU.Ze O.Y T CttTNaENT O ACRES FLOW DIRECnW m Skills BASIN BOUNDARY ONUT rENCE O. 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AP C TY OF mRr RaleNs ON � Q K City of Fort Collins, Colorado E UTILITY PLAN APPROVAL APPROKD: City En91^eer -- Data CHECKED BY SHEET CHECKED BY'. Water s wdelewler Utility Date simm.ate, watt, Date CHECKED BY: Parke A Proration Data CHECKED BY 6 OF I. Traffic ardand r — Dot, CHECKED BY JOD No Data228D1