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Home My WebLink About20062417.tiff SHEAR ENGINEERING CORPORATION Final Drainage, Erosion Control and Water Quality Report for Gold Stone Creek Minor Subdivision Weld County (Pierce), Colorado Prepared for: Gold Stone Center LLC 1714 Topaz Drive Suite 240 Loveland, Colorado 80537 Attn: Walter Huang Prepared by: SHEAR ENGINEERING CORPORATION Project No: 2136-01-04 Date: January 2006 2006-2417 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax(970) 282-0311 www.shearengineering.com I hereby state that this report for the final drainage design for "Gold Stone Creek Minor Subdivision" w prepared under my direct supervision for the owners thereof and meet or exceed the crit6ria in the City of Greeley Storm Drainage Design And Construction Specifications/ AM.REc`in ire ra `z sziewit,awi � 0262 d Brian W. Shear s 0245k#,- Mill 41 Registered Professio I ineer 4. �0 O` State of Colorado No: 20262 'mesa i�n, ��'"` TABLE OF CONTENTS Title Page Vicinity Map Table of Contents TABLE OF CONTENTS 1 I. INTRODUCTION 2 II. GENERAL LOCATION AND DESCRIPTION 2 A. Property Location 2 B. Description of the Property 2 C. Irrigation Ditches and Reservoirs 2 III. DRAINAGE BASINS AND SUB-BASINS 3 A. Major Basin Description 3 B. Sub-Basin Description 3 C. Historic Conditions 3 D. Developed Conditions 3 IV. DRAINAGE DESIGN CRITERIA 4 A. Regulations 4 B. Development Criteria Reference and Constraints 4 C. Hydrologic Criteria 4 D. Hydraulic Criteria 4 V. DRAINAGE FACILITY DESIGN 5 A. General Concept 5 B. Specific Details—Runoff 5 Table 1. 6 Table 2. 6 C. Specific Details—Detention 6 D. Specific Details - Open Channels 6 E. Specific Detail— Culverts 7 VI. WATER QUALITY 7 A. General Concept 7 VII. EROSION CONTROL 7 A. General Concept 7 VIII. CONCLUSIONS 8 A. Compliance with Standards 8 B. Drainage Concept 8 IX. REFERENCES 9 1 I. INTRODUCTION This report presents the pertinent data, methods, assumptions, and references used in analyzing and preparing the final drainage, erosion control and water quality design for the Gold Stone Creek Minor Subdivision site. II. GENERAL LOCATION AND DESCRIPTION A. Property Location 1. Gold Stone Creek Minor Subdivision is located in the North 1/2 of the Northwest 1/4 of Section 16, T8N, R66W of the 6th P.M., Weld County, Colorado. 2. Gold Stone Creek Minor Subdivision is bounded on the west by Weld County Road 29 and on the north, east and south by unplatted, undeveloped properties. B. Description of the Property 1. Gold Stone Creek Minor Subdivision will have a platted area of approximately • 74.11 acres. 2. The majority of the property currently consists of natural grasses. 3. Adjacent to the site there is a major drainageway (Spring Creek) running north to south, which conveys stormwater south. 4. Gold Stone Creek Minor Subdivision is a proposed residential subdivision planned for nine (9) single family lots defined with a cul-de-sac to access these lots from Weld County Road 29. C. Irrigation Ditches and Reservoirs 1. There are no known irrigation ditches within 100 feet of this development. rte. 2 III. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 1. The entire site is located within the Spring Creek Basin. 2. An approximate 100-year floodplain is defined adjacent to the east boundary of the property. The limits of the 100-year floodplain were taken from FIRM (Flood Insurance Rate Map) Community Panel number 080266-0325-C; map dated September 28, 1982. a. According to the report titled, "Flood Control and Drainage Improvements, Town of Pierce, Colorado, Colorado Water Conservation Board — December 1988", the tributary area to Spring Creek encompasses 96.5 square miles and extends northerly to its origin in the Laramie Mountains of southern Wyoming. This report is included in the Appendix for reference. B. Sub-Basin Description 1. The entire site resides in one watershed. Runoff contributes to the major Spring Creek drainageway. 2. Refer to the Historic Drainage Plan and the Sketch Plan Map for Gold Stone Creek Minor Subdivision in Appendix III of this report. C. Historic Conditions 1. The majority of storm runoff is conveyed southeasterly to the Spring Creek drainageway. D. Developed Conditions 1. The project design accommodates historic drainage patterns. 2. Offsite runoff contribution from neighboring properties is accommodated with the drainage infrastructure design. r 3 IV. DRAINAGE DESIGN CRITERIA A. Regulations 1. Drainage design criteria from the City of Greeley Storm Drainage Design and Construction Specifications Volume II and III, the Weld County Code and the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual were considered. 2. Erosion control measures will conform to generally accepted erosion control procedures referenced in the Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September 1999. B. Development Criteria Reference and Constraints 1. Generally, all finished grading will match existing grades at all boundaries resulting from the development of Gold Stone Creek Minor Subdivision. C. Hydrologic Criteria 1. The Rainfall-Intensity-Duration curves for the Greeley area will be used in conjunction with the "Rational Method" for determining peak flows at various concentration points. The 10- and 100-year storms will be analyzed. 2. Spring Creek runoff flow information was gathered from the report "Flood Control and Drainage Improvements, Town of Pierce, Colorado, Colorado Water Conservation Board — December 1988". The report states that Qto = 4,050 cfs and Qnoo= 8,000 cfs near the town of Pierce. D. Hydraulic Criteria 1. Drainage channel capacities will be based on the Manning's equation. Manning's coefficients are as suggested in the City of Greeley Storm Drainage Design and Construction Specifications. Theoretical swale capacities will be determined using Haestad FlowMaster software. 2. Culvert design will be based on FHWA HDS-5 methodology using Haestad CulvertMaster software. 4 V. DRAINAGE FACILITY DESIGN A. General Concept 1. The drainage design for Gold Stone Creek Minor Subdivision will safely and effectively convey minor and major stormwater runoff events through a series of roadside channels and culverts throughout the site and released into the adjacent Spring Creek drainage. B. Specific Details—Runoff 1. Runoff has been calculated by the Rational Method for the 10 year and 100 year storm events to various critical design points (DI-D5 and OS1) on the site for the analyses of culvert and channel capacities. The design points are located on the Final Drainage and Erosion Control Plan (Sheet 6). i. DI calculates the tributary drainage to the culvert at Lot 5. ii. Dla calculates the tributary drainage to the culvert at Lot 3. iii. D2 calculates the tributary drainage to the culvert at Lot 6. iv. D3 calculates the tributary drainage out of Basin 3. v. D4 calculates the tributary drainage out of Basin 4. vi. D5 calculates the tributary drainage out of Basins 1,2 and 5 through the outlet channel. vii. OSI calculates the tributary drainage to the culvert at under CR 92.75. 2. The culverts for Lots 1-3 use the flows calculated to design point Dia. 3. The culverts for Lots 6-9 use the flows calculated to design point D2. 4. The culverts for Lots 4 and 5 use the flows calculated to design point DI. 5. Table 1 below summarizes the flows for the 10 and 100 year events to the design points. Table 2 summarizes the historic events for the site. / r. 9% �q L.�'Sp�s�,✓�� h%. a K'� �'Y4Y!s J.. f e.'/HS'. y< o fs'v g,�isaY /y4 'H/1' ^::$.s<.. // sss / r r >,l�yvti 3F,, .#10,11. 9 y $ Jss "� j' teng• � � �� <."$��JEs� ybi�"�ss�%�S,�r,., s � � ��pp��,u �u�N�,s� tentY 4 n ;3r vl J i 1a� a &a4 r 1hei.; F' s+ £i ti teal" t:,�ins;`.w.is ',��i6.urk m�n�ns:e4.tmR t£:G,#r.:. .L....9 bat/..%Ya f..a'r1�/.�2f/.�`hYn�a...h�5hY.5.fl .&s:G.:�:'��'.�suH��.+>.a .w�, sw ,.s..wS�,�s,§ s� D1 B1 28.79 0.36 0.14 25.48 6.51 D1a B1a 2.31 0.44 0.24 3.49 1.22 D2 B2 1.88 0.45 0.26 3.65 1.32 D3 83 18.37 0.36 0.14 27.06 6.62 D4 B4 8.26 0.36 0.14 9.54 2.35 D5 B1,B2,B5 31.25 0.37 0.15 23.92 6.62 5 Table 1. Existin• Condition Desi•n Point Basin s Area acre C100 C10 Q100 cfs Qio cfs H1 H1 57.93 0.35 0.13 29.55 6.72 , OS-1 OS-1 0.69 0.58 0.42 3.00 1.39 a» j4 7. " >w'A��F „r i kX t, .�5g*t .xisT7 :SrlGik^.��' ° u `"Y% 4 5 rh YkCh` p �- r �I�. *e f its " .TY.,� Table 2. C. Specific Details — Detention 1. There will be no on-site detention required per discussion with Weld County engineering staff. The runoff coefficients show no significant increase from the existing condition to the proposed condition to warrant on-site detention. D. Specific Details - Open Channels 1. Open channel improvements are provided on both sides of Gold Stone Creek Court. Open channel flows comply with City of Greeley Storm Drainage Design and Construction Specifications. a. Open channels are triangular in shape and meet the geometry of the street typical section roadside swale noted on the Weld County typical street section Rural Local - Residential Street with a 24' width, 4' shoulders and drainage ditches. i. Refer to the street typical section for a Rural Subdivision Local (Major); in Appendix 24-E of the Weld County Code. b. Open channels will have side slopes that will not exceed 4:1. 6 c. These channels will have depth of approximately 3.0 feet. The maximum 100 year depth in these channels will be 1.64'near design point D1. E. Specific Detail—Culverts 1. Corrugated metal pipe (CMP) culverts have been specified to be placed at all driveways accessing from Gold Stone Creek Court. a. Driveway culverts will be installed at the time of lot development by the specific builder. They will not be installed with Gold Stone Creek Court improvements. b. Details for culvert installation will be provided with the Gold Stone Creek Minor Subdivision construction plans. 2. Driveway culverts sizes are indicated on the construction plans (Sheet 6). Corrugated Metal Pipe, ADS N-12 and concrete pipe are acceptable culvert material alternatives. 3. An 18" diameter culvert will be placed under Gold Stone Creek Court on the East side of Weld County Road 29. 4. The culverts have been designed to not overtop the driveways in the 10 year event and to not overtop greater than 1.0'in depth during the 100 year event. The culvert at Lot 4 overtops with a depth of 0.16' and the culvert at Lot 5 overtops with a depth of 0.19'during the 100 year event. 5. Riprap outlet protection is only required based on velocity at the Lot 4 and Lot 5 locations. Please see the riprap calculations for these locations included in the Appendix. VI. WATER QUALITY A. General Concept 1. A water quality pond will not be provided with this development per discussion with Weld County engineering staff. . The time of travel in roadside swales and overland will achieve all water quality requirements to filter out suspended solids and other pollutants that may be harmful to the ecological systems further down in the existing watershed. VII. EROSION CONTROL A. General Concept 7 1. Erosion control measures are specified on the Final Drainage and Erosion Control Plan at final design. These measures will be specified to minimize the amount of erosion that occurs during development of the site. These measures include the following: a. Straw bale sediment barriers at specified locations. b. Silt fence on downstream property lines. 2. Maintenance of all erosion control devices will remain the responsibility of the contractor and the owner until the project is complete. 3. The straw bale barriers shall be removed after their respective upstream tributary areas have become re-vegetated. VIII. CONCLUSIONS A. Compliance with Standards 1. The grading and drainage design for Gold Stone Creek Minor Subdivision complies with Weld County requirements and the City of Greeley Storm Drainage Design and Construction Specifications. 2. All erosion control measures will comply with Weld County Standards and generally accepted erosion control practices. 3. Water Quality will meet Best Management Practices as presented in the Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999. B. Drainage Concept 1. The proposed drainage design for Gold Stone Creek Minor Subdivision will be effective for the control of storm runoff with a considerable reduction in potential downstream affects. 7-- 8 IX. REFERENCES • FIRM (Flood Insurance Rate Map) Community Panel number 080266-0325-C; map dated September 28, 1982 • Chapter 24 of the Weld County Code (Section 24-7-110, Section 24-7-120, Section 24-7-130) • City of Greeley Storm Drainage Design Criteria and Construction Specifications Volume II of III; Lidstone and Anderson, Inc.; December 19, 1995 (revised May 2002) • Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado, March 1969. • Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, March 1969. • Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September 1999. • Guidelines for Determining 100-Year Flood Flows for Approximate Floodplains in -- Colorado; Colorado Water Conservation Board Flood Protection Program; June 2004 9 APPENDIX I Drainage Calculations Runoff Coefficients Runoff Discharges Culverts Channel Cross-Sections Runoff Coefficients r Q b d_ O N i- N �, MO on U E o 0 0 U n QA a o o J 1 c co u O M 3 o 3 m 6 p' o W a oo C < 0 CI 00 p o 0 a I ID u 43 CU CI 0 C p 0 0 S,' y 0 0 I U Q Q o U N 0 0 X > 0 0 q N O o I a0 9 u Y j - co O O o co q ` O O a Q a $ P. el <p ``) oaoo o o o O o o c o 0 m oo n Moo 00000 p V 60000 Q' QAoo L p in a 8 ,7. 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MMWM CO - Z7 ono... fl- I ! | ;:::z: !a • t!>§!!§° O Eralc lz . : , , : ,_. | 7 : , : . ii }/ : , : : : , 73 Tee 7! . # # !4:4198:gtS1 8 /\ /\Q;/ 0 2<\ ! ! k%!}2 a !;! !/\w\/ 2odwo 2 E ( / /z „ © : !§ ! / + , : : i § " !t : © : 2 H � E F. d | OEO-ONO'114 su. l 1 ! 0E0 l0 | 3t Culverts 10 year storm event Culvert Analysis Report CR-29 Analysis Component Storm Event Design Discharge 1.39 cfs Peak Discharge Method: User-Specified Design Discharge 1.39 cfs Check Discharge 3.00 cfs Tailwater properties:Triangular Channel Tailwater conditions for Design Storm. Discharge 1.39 cfs Bottom Elevation 33.69 ft Depth 0.40 ft Velocity 1.10 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-18 inch Circular 1.39 cfs 35.76 ft 3.36 fVs Weir Not Considered N/A N/A N/A Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:43 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1.203-755-1666 Page 1 Culvert Analysis Report CR-29 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 35.76 ft Discharge 1.39 cfs Inlet Control HW Elev. 35.67 ft Tailwater Elevation 34.09 ft Outlet Control HW Elev. 35.76 ft Control Type Entrance Control Headwater Depth/Height 0.45 Grades Upstream Invert 35.08 ft Downstream Invert 33.69 ft Length 72.16 ft Constructed Slope 1.9263 Hydraulic Profile Profile S2 Depth,Downstream 0.43 ft Slope Type Steep Normal Depth 0.43 ft Flow Regime Supercritical Critical Depth 0.44 ft Velocity Downstream 3.36 ft/s Critical Slope 1.6718 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.50 ft ,.—.. Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 35.76 ft Upstream Velocity Head 0.16 ft Ke 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 35.67 ft Flow Control Unsubmerged Inlet Type Beveled ring,33/*(1.5:1)bevels Area Full 1.8 ft* K 0.00180 HDS-5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 r Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003) 01/26/06 12:10:43 PM O Haestad Methods.Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 Culvert Analysis Report Lot 1 Analysis Component Storm Event Design Discharge 1.22 cfs Peak Discharge Method:User-Specified Design Discharge 1.22 cfs Check Discharge 3.49 cfs Tailwater properties: Irregular Channel Tailwater conditions for Design Storm. Discharge 1.22 cfs Actual Depth 0.00 ft Velocity o.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 1.22 cfs 31.18 ft 3.73 ft/s Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0(3.00031 01/26/06 12:10:44 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-755-1666 Page 3 Culvert Analysis Report Lott Component:Culvert-1 Culvert Summary Computed Headwater Elevation 31.18 ft Discharge 1.22 cfs Inlet Control HW Elev. 31.08 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 31.18 ft Control Type Entrance Control Headwater Depth/Height 0.54 Grades Upstream Invert 30.50 ft Downstream Invert 29.52 ft Length 36.00 ft Constructed Slope 2.7222 % Hydraulic Profile Profile S2 Depth,Downstream 0.39 ft Slope Type Steep Normal Depth 0.39 ft Flow Regime Supercritical Critical Depth 0.44 ft Velocity Downstream 3.73 ft/s Critical Slope 1.7875 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 31.18 ft Upstream Velocity Head 0.16 ft Ke 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 31.08 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0(3.0003) 01/26/06 12:10:44 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 4 Culvert Analysis Report Lot 2 Analysis Component Storm Event Design Discharge 1.22 cfs Peak Discharge Method:User-Specified Design Discharge 1.22 cfs Check Discharge 3.49 cfs Tailwater properties: Irregular Channel Tailwater conditions for Design Storm. Discharge 1.22 cfs Actual Depth 0.00 ft Velocity 0.00 fUs Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 1.22 cfs 24.86 ft 3.21 ft/s Weir Not Considered N/A N/A N/A Project Engineer: Fred Ernst tl:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:44 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA *1-203-755-1666 Page 5 Culvert Analysis Report Lot 2 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 24.86 ft Discharge 1.22 cfs Inlet Control HW Elev. 24.76 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 24.86 ft Control Type Outlet Control Headwater Depth/Height 0.55 Grades Upstream Invert 24.17 ft Downstream Invert 23.93 ft Length 36.00 ft Constructed Slope 0.6667 % Hydraulic Profile Profile M2 Depth,Downstream 0.44 ft Slope Type Mild Normal Depth 0.57 ft Flow Regime Subcritical Critical Depth 0.44 ft Velocity Downstream 3.21 ft/s Critical Slope 1.7875 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 24.86 ft Upstream Velocity Head 0.08 ft Ke 0.50 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 24.76 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 fP K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:44 PM C Haestad Methods.Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 6 Culvert Analysis Report Lot 3 Analysis Component Storm Event Design Discharge 1.22 cfs Peak Discharge Method:User-Specified Design Discharge 1.22 cfs Check Discharge 3.49 cfs Tailwater properties:Irregular Channel Tailwater conditions for Design Storm. Discharge 1.22 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 1.22 cfs 22.86 ft 3.21 ft/s Weir Not Considered - N/A N/A N/A • Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:44 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1.203-755-1666 Page 7 Culvert Analysis Report Lot 3 Jnent:Culvert-1 Culvert Summary Computed Headwater Elevation 22.86 ft Discharge 1.22 cfs Inlet Control HW Elev. 22.76 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 22.86 ft Control Type Outlet Control Headwater Depth/Height 0.55 Grades Upstream Invert 22.17 ft Downstream Invert 21.93 ft Length 36.00 ft Constructed Slope 0.6667 % Hydraulic Profile Profile M2 Depth,Downstream 0.44 ft Slope Type Mild Normal Depth 0.57 ft Flow Regime Subcritical Critical Depth 0.44 ft Velocity Downstream 3.21 ft/s Critical Slope 1.7875 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 Inch Rise 1.25 ft 'member Sections 1 Outlet Control Properties Outlet Control HW Elev. 22.86 ft Upstream Velocity Head 0.08 ft Ke 0.50 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 22.76 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7'(1.5:1)bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0(3.0003] 01/26/06 12:10:44 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 8 Culvert Analysis Report Lot 4 Analysis Component Storm Event Design Discharge 6.51 cfs Peak Discharge Method:User-Specified Design Discharge 6.51 cfs Check Discharge 25.48 cfs Tailwater properties:Irregular Channel Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+27 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 3.06 0+12 0.06 0+15 0.00 0+27 3.06 Tailwater conditions for Design Storm. Discharge 6.51 cfs Actual Depth 0.69 ft Velocity 1.74 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-24 inch Circular 6.51 cfs 21.73 ft 4.72 ft/s Weir Roadway 0.00 cfs 21.73 ft N/A Total ---------- 6.51 cfs 21.73 ft N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003[ 01/26/06 12:10:44 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 9 Culvert Analysis Report Lot 4 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 21.73 ft Discharge 6.51 cfs Inlet Control HW Elev. 21.54 ft Tailwater Elevation 0.69 ft Outlet Control HW Elev. 21.73 ft Control Type Outlet Control Headwater Depth/Height 0.73 Grades Upstream Invert 20.28 ft Downstream Invert 20.10 ft Length 36.00 ft Constructed Slope 0.5000 Hydraulic Profile Profile M2 Depth,Downstream 0.90 ft Slope Type Mild Normal Depth 1.29 ft Flow Regime Subcritical Critical Depth 0.90 ft Velocity Downstream 4.72 ft/s Critical Slope 1.6010 Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.00 ft .� Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 21.73 ft Upstream Velocity Head 0.17 ft Ke 0.50 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 21.54 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 3.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/08 12:10:44 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 10 Culvert Analysis Report Lot 4 Component:Weir Hydraulic Component(s):Roadway Discharge 0.00 cfs Allowable NW Elevation 21.73 ft Roadway Width 12.00 ft Overtopping Coefficient 2.50 US Low Point 24.47 ft Headwater Elevation N/A ft Discharge Coefficient(Cr) 2.50 Submergence Factor(Kt) 1.00 Tailwater Elevation 0.69 ft Sta(ft) Elev.(ft) 0.00 24.95 55.00 24.47 145.00 25.30 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:44 PM CO Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 11 Culvert Analysis Report Lot 5 Analysis Component Storm Event Design Discharge 6.51 cfs Peak Discharge Method:User-Specified Design Discharge 6.51 cfs Check Discharge 25.48 cfs Tailwater properties:Irregular Channel Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+27 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 3.06 0+12 0.06 0+15 0.00 0+27 3.06 Tailwater conditions for Design Storm. Discharge 6.51 cfs Actual Depth 0.69 ft Velocity 1.74 fts Name Description Discharge HW Elev. Velocity Culvert-1 1-24 inch Circular 6.51 cfs 21.26 ft 4.72 ft/s Weir Roadway 0.00 cfs 21.26 ft N/A Total ------------ 6.51 cfs 21.26 ft N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.00031 01/26/06 12:10:45 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 12 Culvert Analysis Report Lot 5 r Component:Culvert-1 Culvert Summary Computed Headwater Elevation 21.26 ft Discharge 6.51 cfs Inlet Control HW Elev. 21.06 ft Tailwater Elevation 0.69 ft Outlet Control HW Elev. 21.26 ft Control Type Outlet Control Headwater Depth/Height 0.73 Grades Upstream Invert 19.81 ft Downstream Invert 19.63 ft Length 36.00 ft Constructed Slope 0.5000 % Hydraulic Profile Profile M2 Depth,Downstream 0.90 ft Slope Type Mild Normal Depth 1.29 ft Flow Regime Subcritical Critical Depth 0.90 ft Velocity Downstream 4.72 ft/s Critical Slope 1.6009 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.00 ft �. Section Size 24 Inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 21.26 ft Upstream Velocity Head 0.17 ft Ke 0.50 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 21.06 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 3.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale a C 0.02430 Equation Form 1 V 0.83000 i Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.00031 01/26/06 12:10:45 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 13 Culvert Analysis Report Lot 5 Component:Weir Hydraulic Component(s):Roadway Discharge 0.00 cfs Allowable HW Elevation 21.26 ft Roadway Width 12.00 ft Overtopping Coefficient 2.50 US Low Point 23.84 ft Headwater Elevation N/A ft Discharge Coefficient(Cr) 2.50 Submergence Factor(Kt) 1.00 Tailwater Elevation 0.69 ft Sta (ft) Elev.(ft) 0.00 24.95 55.00 23.84 145.00 24.50 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:45 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 14 Culvert Analysis Report Lot 6 Analysis Component Storm Event Design Discharge 1.32 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties:Irregular Channel Tailwater conditions for Design Storm. Discharge 1.32 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge MW Elev. Velocity Culvert-1 1-15 inch Circular 1.32 cfs 20.53 ft 3.28 fts Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003[ 01/28/06 12:10:45 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 15 Culvert Analysis Report Lot 6 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 20.53 ft Discharge 1.32 cfs Inlet Control HW Elev. 20.45 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 20.53 ft Control Type Outlet Control Headwater Depth/Height 0.56 Grades Upstream Invert 19.83 ft Downstream Invert 19.53 ft Length 36.00 ft Constructed Slope 0.8333 % Hydraulic Profile Profile M2 Depth,Downstream 0.45 ft Slope Type Mild Normal Depth 0.56 ft Flow Regime Subcritical Critical Depth 0.45 ft Velocity Downstream 3.28 ft/s Critical Slope 1.7946 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 20.53 ft Upstream Velocity Head 0.10 ft Ke 0.50 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 20.45 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:45 PM O Haestad Methods.Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 16 Culvert Analysis Report Lot 7 Analysis Component Storm Event Design Discharge 1.32 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties: Irregular Channel Tailwater conditions for Design Storm. Discharge 1.32 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 1.32 cfs 22.16 ft 3.28 Ws Weir Not Considered N/A N/A N/A Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:45 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 17 Culvert Analysis Report Lot 7 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 22.16 ft Discharge 1.32 cfs Inlet Control HW Elev. 22.06 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 22.16 ft Control Type Outlet Control Headwater Depth/Height 0.57 Grades Upstream Invert 21.44 ft Downstream Invert 21.20 ft Length 36.00 ft Constructed Slope 0.6667 Hydraulic Profile Profile M2 Depth,Downstream 0.45 ft Slope Type Mild Normal Depth 0.60 ft Flow Regime Subcritical Critical Depth 0.45 ft Velocity Downstream 3.28 ft/s Critical Slope 1.7946 Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft , —. Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 22.16 ft Upstream Velocity Head 0.08 ft Ke 0.50 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 22.06 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 r. Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:45 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-755-1666 Page 18 Culvert Analysis Report Lot 8 Analysis Component Storm Event Design Discharge 1.32 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties:Irregular Channel Tailwater conditions for Design Storm. Discharge 1.32 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 1.32 cfs 23.81 ft 3.28 ft/s Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.00031 01/26/06 12:10:46 PM Ci Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 19 Culvert Analysis Report Lot 8 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 23.81 ft Discharge 1.32 cfs Inlet Control HW Elev. 23.71 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 23.81 ft Control Type Outlet Control Headwater Depth/Height 0.57 Grades Upstream Invert 23.09 ft Downstream Invert 22.85 ft Length 36.00 ft Constructed Slope 0.6667 Vo Hydraulic Profile Profile M2 Depth, Downstream 0.45 ft Slope Type Mild Normal Depth 0.60 ft Flow Regime Subcritical Critical Depth 0.45 ft Velocity Downstream 3.28 ft/s Critical Slope 1.7946 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft ,.—. Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 23.81 ft Upstream Velocity Head 0.08 ft Ke 0.50 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 23.71 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 r Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:46 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 20 Culvert Analysis Report Lot 9 Analysis Component Storm Event Design Discharge 1.32 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties: Irregular Channel Tailwater conditions for Design Storm. Discharge 1.32 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 1.32 cfs 27.95 ft 3.83 ft/s Weir Not Considered - N/A N/A N/A Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/28/06 12:10:46 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA «1-203-755-1666 Page 21 Culvert Analysis Report Lot 9 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 27.95 ft Discharge 1.32 cfs Inlet Control HW Elev. 27.86 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 27.95 ft Control Type Entrance Control Headwater Depth/Height 0.56 Grades Upstream Invert 27.25 ft Downstream Invert 26.26 ft Length 36.00 ft Constructed Slope 2.7500 % Hydraulic Profile Profile S2 Depth, Downstream 0.41 ft Slope Type Steep Normal Depth 0.41 ft Flow Regime Supercritical Critical Depth 0.45 ft Velocity Downstream 3.83 ft/s Critical Slope 1.7946 Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 27.95 ft Upstream Velocity Head 0.17 ft Ke 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 27.86 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7'(1.5:1)bevels Area Full 1.2 ftz K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 12:10:46 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 22 100 year storm event es- Culvert Analysis Report CR-29 Analysis Component Storm Event Check Discharge 3.00 cfs Peak Discharge Method:User-Specified Design Discharge 1.39 cfs Check Discharge 3.00 cfs Tailwater properties:Triangular Channel Tailwater conditions for Check Storm. Discharge 3.00 cfs Bottom Elevation 33.69 ft Depth 0.53 ft Velocity 1.33 f/s Name Description Discharge HW Elev. Velocity Culvert-1 1-18 inch Circular 3.00 cfs 36.11 ft 4.16 ft/s Weir Not Considered N/A N/A N/A Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:11 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 08708 USA +1-203-755-1666 Page 1 Culvert Analysis Report CR-29 Component:Culvert•1 Culvert Summary Computed Headwater Elevation 36.11 ft Discharge 3.00 cfs Inlet Control HW Elev. 35.98 ft Tailwater Elevation 34.22 ft Outlet Control HW Elev. 36.11 ft Control Type Entrance Control Headwater Depth/Height 0.69 Grades Upstream Invert 35.08 ft Downstream Invert 33.69 ft Length 72.16 ft Constructed Slope 1.9263 % Hydraulic Profile Profile S2 Depth, Downstream 0.64 ft Slope Type Steep Normal Depth 0.64 ft Flow Regime Supercritical Critical Depth 0.66 ft Velocity Downstream 4.16 ft/s Critical Slope 1.7466 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control NW Elev. 36.11 ft Upstream Velocity Head 0.25 ft Ke 0.50 Entrance Loss 0.13 ft Inlet Control Properties Inlet Control HW Elev. 35.98 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.r(1.5:1)bevels Area Full 1.8 ftz K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:11 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1.203-755-1666 Page 2 Culvert Analysis Report Lot 1 Analysis Component Storm Event Check Discharge 3.49 cfs Peak Discharge Method:User-Specified Design Discharge 1.22 cfs Check Discharge 3.49 cfs Tailwater properties:Irregular Channel Tailwater conditions for Check Storm. Discharge 3.49 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 3.49 cfs 31.73 ft 4.93 ft/s Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:12 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 08708 USA +1-203-755-1666 Page 3 Culvert Analysis Report Lot 1 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 31.73 ft Discharge 3.49 cfs Inlet Control HW Elev. 31.58 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 31.73 ft Control Type Entrance Control Headwater Depth/Height 0.98 Grades Upstream Invert 30.50 ft Downstream Invert 29.52 ft Length 38.00 ft Constructed Slope 2.7222 % Hydraulic Profile Profile S2 Depth,Downstream 0.70 ft Slope Type Steep Normal Depth 0.70 ft Flow Regime Supercritical Critical Depth 0.75 ft Velocity Downstream 4.93 ft/s Critical Slope 2.1704 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft ..--. Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 31.73 ft Upstream Velocity Head 0.32 ft Ke 0.50 Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 31.58 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft2 K 0.00180 HOS 5 Chart 3 M 2.50000 HOS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003j 01/25/06 02:28:12 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 4 Culvert Analysis Report Lot 2 Analysis Component Storm Event Check Discharge 3.49 cfs Peak Discharge Method:User-Specified Design Discharge 1.22 cfs Check Discharge 3.49 cfs Tailwater properties: Irregular Channel Tailwater conditions for Check Storm. Discharge 3.49 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1.15 inch Circular 3.49 cfs 25.48 ft 4.51 Ws Weir Not Considered N/A N/A N/A Project d:\...\drainage\culverts.cvm Ernst Engineering Engineer:Fred Ernst CulvertMaster v3.0[3.0003] 01/25/06 02:28:12 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 5 Culvert Analysis Report Lot 2 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 25.48 ft Discharge 3.49 cfs Inlet Control HW Elev. 25.26 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 25.48 ft Control Type Outlet Control Headwater Depth/Height 1.05 Grades Upstream Invert 24.17 ft Downstream Invert 23.93 ft Length 36.00 ft Constructed Slope 0.6667 Hydraulic Profile Profile M2 Depth,Downstream 0.75 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.75 ft Velocity Downstream 4.51 ft/s Critical Slope 2.1704 Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 25.48 ft Upstream Velocity Head 0.15 ft Ke 0.50 Entrance Loss 0.07 ft Inlet Control Properties Inlet Control HW Elev. 25.26 ft Flow Control Unsubmerged Inlet Type Beveled ring, 33.7°(1.5:1)bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0(3.0003] 01/25/06 02:28:12 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 6 Culvert Analysis Report Lot 3 Analysis Component Storm Event Check Discharge 3.49 cfs Peak Discharge Method: User-Specified Design Discharge 1.22 cfs Check Discharge 3.49 cfs Tailwater properties:Irregular Channel Tailwater conditions for Check Storm. Discharge 3.49 cfs Actual Depth 0.00 ft Velocity 0.00 fVs Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 3.49 cfs 23.48 ft 4.51 Ws Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\..Adrainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:12 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 7 Culvert Analysis Report Lot 3 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 23.48 ft Discharge 3.49 cfs Inlet Control HW Elev. 23.26 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 23.48 ft Control Type Outlet Control Headwater Depth/Height 1.05 Grades Upstream Invert 22.17 ft Downstream Invert 21.93 ft Length 36.00 ft Constructed Slope 0.6667 % Hydraulic Profile Profile M2 Depth, Downstream 0.75 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.75 ft Velocity Downstream 4.51 ft/s Critical Slope 2.1704 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft �—. Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 23.48 ft Upstream Velocity Head 0.15 ft Ke 0.50 Entrance Loss 0.07 ft Inlet Control Properties Inlet Control HW Elev. 23.26 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:12 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA «1.203-755-1666 Page 8 Culvert Designer/Analyzer Report Lot 4 Analysis Component Storm Event Check Discharge 25.48 cfs Peak Discharge Method:User-Specified Design Discharge 6.51 cfs Check Discharge 25.48 cfs Tailwater properties: Irregular Channel Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+27 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 3.06 0+12 0.06 0+15 0.00 0+27 3.06 Tailwater conditions for Check Storm. Discharge 25.48 cfs Actual Depth 1.29 ft Velocity 2.50 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-24 inch Circular 23.59 cfs 24.62 ft 8.19 ft/s Weir Roadway 1.90 cfs 24.63 ft N/A Total ---------- 25.49 cfs 24.62 ft N/A Project Engineer:Fred Ernst dA...drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 11:55:20 AM 62 Haestad Methods.Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755.1666 Page 1 of 3 Culvert Designer/Analyzer Report Lot 4 Component:Culvert-1 Culvert Summary Computed Headwater Elev: 24.63 ft Discharge 23.59 cfs Inlet Control HW Elev. 23.31 ft Tailwater Elevation 1.29 ft Outlet Control HW Elev. 24.63 ft Control Type Outlet Control Headwater Depth/Height 2.17 Grades Upstream Invert 20.28 ft Downstream Invert 20.10 ft Length 36.00 ft Constructed Slope 0.5000 Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 1.72 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1.72 ft Velocity Downstream 8.19 ft/s Critical Slope 3.4230 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 24.63 ft Upstream Velocity Head 0.88 ft Ke 0.50 Entrance Loss 0.44 ft Inlet Control Properties Inlet Control HW Elev. 23.31 ft Flow Control Submerged Inlet Tiseeled ring, 33.7°(1.5:1)bevels Area Full 3.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.00031 01/26/06 11:55:20 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 3 Culvert Designer/Analyzer Report Lot 4 Component:Weir Hydraulic Component(s):Roadway Discharge 1.90 cfs Allowable HW Elevation 24.63 ft Roadway Width 12.00 ft Overtopping Coefficient 2.54 US Low Point 24.47 ft Headwater Elevation 24.63 ft Discharge Coefficient(Cr) 2.54 Submergence Factor(Kt) 1.00 Tailwater Elevation 1.29 ft Sta(ft) Elev.(ft) 0.00 24.95 55.00 24.47 145.00 25.30 Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 11:55:20 AM OD Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 3 of 3 Culvert Designer/Analyzer Report Lot 5 Analysis Component Storm Event Check Discharge 25.48 cfs Peak Discharge Method:User-Specified Design Discharge 6.51 cfs Check Discharge 25.48 cfs Tailwater properties:Irregular Channel Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+27 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 3.06 0+12 0.06 0+15 0.00 ^.. 0+27 3.06 Tailwater conditions for Check Storm. Discharge 25.48 cfs Actual Depth 1.29 ft Velocity 2.50 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1.24 inch Circular 23.05 cfs 24.02 ft 8.07 ft/s Weir Roadway 2.45 cfs 24.03 ft N/A Total ----------- 25.50 cfs 24.02 ft N/A Project Engineer:Fred Ernst d:\...drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003) 01/26/06 11:55:33 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 3 Culvert Designer/Analyzer Report Lot 5 Component:Culvert-1 Culvert Summary Computed Headwater Elev; 24.02 ft Discharge 23.05 cfs Inlet Control HW Elev. 22.77 ft Tailwater Elevation 1.29 ft Outlet Control HW Elev. 24.02 ft Control Type Outlet Control Headwater Depth/Height 2.11 Grades Upstream Invert 19.81 ft Downstream Invert 19.63 ft Length 36.00 ft Constructed Slope 0.5000 % Hydraulic Profile Profile CompositeM2PressureProfile Depth,Downstream 1.71 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1.71 ft Velocity Downstream 8.07 ft/s Critical Slope 3.3092 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 2.00 ft "'— Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 24.02 ft Upstream Velocity Head 0.84 ft Ke 0.50 Entrance Loss 0.42 ft Inlet Control Properties Inlet Control HW Elev. 22.77 ft Flow Control Submerged Inlet T§teeeled ring,33.7°(1.5:1)bevels Area Full 3.1 ft2 K 0.00180 HOS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: Fred Emst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/26/06 11:55:33 AM CO Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 3 Culvert Designer/Analyzer Report Lot 5 Component:Weir Hydraulic Component(s):Roadway Discharge 2.45 cfs Allowable HW Elevation 24.03 ft Roadway Width 12.00 ft Overtopping Coefficient 2.54 US Low Point 23.84 ft Headwater Elevation 24.03 ft Discharge Coefficient(Cr) 2.54 Submergence Factor(Kt) 1.00 Tailwater Elevation 1.29 ft Sta(ft) Elev. (ft) 0.00 24.95 55.00 23.84 145.00 24.50 Project Engineer.Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0(3.0003) 01/26/06 11:55:33 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 3 of 3 Culvert Analysis Report Lot 6 Analysis Component Storm Event Check Discharge 3.65 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties:Irregular Channel Tailwaler conditions for Check Storm. Discharge 3.65 cfs Actual Depth 0.00 ft Velocity 0.00 fl/s Name Description Discharge HW Elev. Velocity Culvert-1 1.15 inch Circular 3.65 cfs 21.15 ft 4.59 Ws Weir Not Considered N/A N/A N/A r Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:13 PM ®Haestad Methods.Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-755-1666 Page 15 Culvert Analysis Report Lot 6 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 21.15 ft Discharge 3.65 cfs Inlet Control HW Elev. 20.95 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 21.15 ft Control Type Outlet Control Headwater Depth/Height 1.06 Grades Upstream Invert 19.83 ft Downstream Invert 19.53 ft Length 36.00 ft Constructed Slope 0.8333 % Hydraulic Profile Profile M2 Depth,Downstream 0.77 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.77 ft Velocity Downstream 4.59 ft/s Critical Slope 2.2123 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft — Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 21.15 ft Upstream Velocity Head 0.17 ft Ke 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 20.95 ft Flow Control N/A Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft° K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:13 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 16 Culvert Analysis Report Lot 7 Analysis Component Storm Event Check Discharge 3.65 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties:Irregular Channel Tailwater conditions for Check Storm. Discharge 3.65 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 3.65 cfs 22.79 ft 4.59 ft/s Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:14 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 17 Culvert Analysis Report Lot 7 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 22.79 ft Discharge 3.65 cfs Inlet Control HW Elev. 22.56 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 22.79 ft Control Type Outlet Control Headwater Depth/Height 1.08 Grades Upstream Invert 21.44 ft Downstream Invert 21.20 ft Length 36.00 ft Constructed Slope 0.6667 Hydraulic Profile Profile M2 Depth,Downstream 0.77 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.77 ft Velocity Downstream 4.59 ft/s Critical Slope 2.2123 Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft ^ Section Size 15 Inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 22.79 ft Upstream Velocity Head 0.15 ft Ke 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 22.56 ft Flow Control N/A Inlet Type Beveled ring,33.7•(1.5:1)bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0(3.0003] 01/25/06 02:28:14 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 18 Culvert Analysis Report Lot 8 Analysis Component Storm Event Check Discharge 3.65 cfs Peak Discharge Method:User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties: Irregular Channel Tailwater conditions for Check Storm. Discharge 3.65 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 3.65 cfs 24.44 ft 4.59 ft/s Weir Not Considered N/A N/A N/A Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:14 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA «1-203-755-1666 Page 19 Culvert Analysis Report Lot 8 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 24.44 ft Discharge 3.65 cfs Inlet Control HW Elev. 24.21 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 24.44 ft Control Type Outlet Control Headwater Depth/Height 1.08 Grades Upstream Invert 23.09 ft Downstream Invert 22.85 ft Length 36.00 ft Constructed Slope 0.6667 % Hydraulic Profile Profile M2 Depth,Downstream 0.77 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.77 ft Velocity Downstream 4.59 ft/s Critical Slope 2.2123 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft ' Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 24.44 ft Upstream Velocity Head 0.15 ft Ke 0.50 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 24.21 ft Flow Control N/A Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:14 PM C Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 20 Culvert Analysis Report Lot 9 Analysis Component Storm Event Check Discharge 3.65 cfs Peak Discharge Method: User-Specified Design Discharge 1.32 cfs Check Discharge 3.65 cfs Tailwater properties:Irregular Channel Tailwater conditions for Check Storm. Discharge 3.65 cfs Actual Depth 0.00 ft Velocity 0.00 ft/s Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular 3.65 cfs 28.51 ft 5.00 Ws Weir Not Considered N/A N/A N/A Project Engineer: Fred Emst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.00031 01/25/06 02:28:14 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 21 Culvert Analysis Report Lot 9 Component:Culvert-1 Culvert Summary Computed Headwater Elevation 28.51 ft Discharge 3.65 cfs Inlet Control HW Elev. 28.36 ft Tailwater Elevation 0.00 ft Outlet Control NW Elev. 28.51 ft Control Type Entrance Control Headwater Depth/Height 1.01 Grades Upstream Invert 27.25 ft Downstream Invert 26.26 ft Length 36.00 ft Constructed Slope 2.7500 % Hydraulic Profile Profile S2 Depth,Downstream 0.72 ft Slope Type Steep Normal Depth 0.72 ft Flow Regime Supercritical Critical Depth 0.77 ft Velocity Downstream 5.00 Ws Critical Slope 2.2123 % Section Section Shape Circular Mannings Coefficient 0.024 Section Material CMP Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 28.51 ft Upstream Velocity Head 0.33 ft Ke 0.50 Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 28.36 ft Flow Control N/A Inlet Type Beveled ring,33.7°(1.5:1)bevels Area Full 1.2 ft° K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer:Fred Ernst d:\...\drainage\culverts.cvm Ernst Engineering CulvertMaster v3.0[3.0003] 01/25/06 02:28:14 PM OD Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA •1-203-755-1666 Page 22 Culvert Riprap Outlet Protection Lot 4 Driveway Riprap size: Pp = (v2 + gd }o.s Eq. HS-16 Po V g d 11.0 8.06 32.2 1.71 *Enter Figure HS-20 with Pd and pipe diameter Minimum Thickness: T = 1.75D50 Eq. HS-17 T(ft.) Riprap Type D30(ft.) 1.3 L 0.75 Basin length: For circular pipe Max L = 4D or L = (z { Eq. HS-18 Lmax V \ 8 2 8.06 Basin width: W = 4D Eq. HS-20 W D 8 2 Cut off wall depth: B = +T Eq. HS-22 2 B (ft.) D T 2.31 2 1.3 Culvert Riprap Outlet Protection Lot 5 Driveway Riprap size: PD _ /v 2 + gd 10.5 1\ J Eq. HS-16 Pp V g d 10.7 7.83 32.2 1.68 'Enter Figure HS-20 with Pd and pipe diameter Minimum Thickness: T = 1.75D50 Eq. HS-17 T(ft.) Riprap Type Dye ut.) 1.3 L 0.75 Basin length: For circular pipe 1 Max L = 4D or L = 'IDr 2J Eq. HS-18 Lax D V 8 2 7.83 Basin width: W = 4D Eq. HS-20 W D 8 2 Cut off wall depth: B =D+T Eq. HS-22 2 B (ft.) D T 2.31 2 1.3 Channel Cross-Sections , iti— E L 0 \ .> p k ) c w T ) / § C ( § 2 / _0 U ■ 0 a R 0Liz ie/ ® O \ e «.-40 j J 5 \a , 2 � _ - , �� 0 0 o § + Ip U fa C iuiii o 0 0 ( . O Cn Q 2 0 41 / CI U ® - 44 / 0�� 0 0 0 0 0 0 0 0 0 + 2 /` C6 & & — — 6 6 7 c k § © 70 2 co c c $ § o k G 0 0 $ v 0 ° o — In o a CO CO k \ j a Cn k \ in CNI ~ E # 2 u en.O 0 k s Ea- / 8 a 8 C = k 2 0 2 05 & 0 7 CO ° A �co jo § C t o 7 7 c $ § - > 2 ) § e ° 2 ° o . CO a A .. 2 § w § & O 0 Worksheet Worksheet for Irregular Channel Project Description Worksheet Typical Section Roadside Channe Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel SI(005000 ftft Discharge 25.48 cfs Options Current Roughness Meth(wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.035 Water Surface Elev 1.29 ft Elevation Range .00 to 3.06 Flow Area 10.2 ft2 Wetted Perimeter 13.43 ft Top Width 13.12 ft Actual Depth 1.29 ft Critical Elevation 0.93 ft ,.- .. Critical Slope 0.022029 ft/ft Velocity 2.50 ft/s Velocity Head 0.10 ft Specific Energy 1.39 ft Froude Number 0.50 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+27 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 3.06 0+12 0.06 0+15 0.00 0+27 3.06 Project Engineer:Frederick C.Ernst d:\...\drainage\tlowmaster.fm2 Ernst Engineering FlowMaster v7.0[7.0005] 01/26/06 12:16:40 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 ■ .-0-*— w § } U � & m> p ,. CcJ w g 2 ( / § + « CC § COitt 0 0 m § - o �� / w n _ "C CD L IIIIIIiIII:::Jo 0 4.0 , : k • C .�� o 0 / � 2 0 (t 0 2 el \ § 0 - 2 0 ) 2. 0 0 0 0 0 0 0 0 + 7 2 141O n 0 f 0 in o - 4 vi & & ,- I- 0 0 3 IS to k 0 Q « o , C 0 7 u c � o $ « 0 ; Q Q ;Ts Z5 o - 0 0 2 0 ■ , \ j 0 CO \ cc"' k e � M0 0 q # § $ § � 0. E & o \ . E 2o7J ) of co .C 4) 0 C 2 ) C CO a 15 ,10 7 « U k $ # 2 % k CO O5 0 # T. M A 2 Q 2 0 0 \ / '0o Worksheet Worksheet for Irregular Channel Project Description Worksheet Typical Section Roadside Chan Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel SIr 005000 Wft Discharge 25.48 cfs Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.060 Water Surface Elev 1.64 ft Elevation Range .00 to 3.06 Flow Area 15.2 ft2 Wetted Perimeter 16.29 ft Top Width 15.89 ft Actual Depth 1.64 ft Critical Elevation 0.93 ft Critical Slope 0.064729 ft/ft Velocity 1.67 Ws Velocity Head 0.04 ft Specific Energy 1.68 ft Froude Number 0.30 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+27 0.060 Natural Channel Points Station Elevation (ft) (ft) 0+00 3.06 0+12 0.06 0+15 0.00 0+27 3.06 Project Engineer:Frederick C.Ernst d:\...\drainage\flowmaster.fm2 Ernst Engineering FlowMaster v7.0[7.00051 01/26/06 12:16:00 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Channel Section-10 C t;ow.q-at/ O'. TL4 - Flow Element Trapezoidal Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 005000 ft/ft Left Side Slope 4.00 H:V Right Side Slope 4.00 H:V Bottom Width 3.00 ft Discharge 23.92 cfs Results Depth 1.23 ft Flow Area 9.7 ft' Wetted Perim' 13.14 ft Top Width 12.83 ft Critical Depth 0.87 ft Critical Slope 0.022219 ft/ft Velocity 2.46 ft/s Velocity Head 0.09 ft Specific Enerf 1.32 ft Froude Numb 0,50 Flow Type Subcritical Project Engineer:Frederick C.Ernst d:\...\drainage\flowmaster.fm2 Ernst Engineering FlowMaster v7.0[7.0005] 01/26/06 12:20:40 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 -, g S I 11"0cs fD M' cy , o r CO CO0 COCI O CO(pr t LO NJ n CO = c0 r` CD (D ti) t0 M M r 4 .. 'p W N- LO CV r Oar O) CO h r LO CO r ti O) r L. r'- n '00'co co co O),O) O) o = 00 .00 OO d O r fi pY .C Yd a W aV O{toO06 C))x.NV OOD CO N c 3 CV CO,mit 'c• LO LO LO,CO CO Ic O O r r r • r T- r c O 0 f y x ! a V 4) ..- r col O) V rn co'co CO CO co CO .O L £ ^ ei 4 a to LO O (O n r` 7 0. r . . r r .- U) 4) a. r r a .s. C C d Y m0o00000000 U > _ r- r- t` n co tnvjM o CD 3 O) o r N l0',lD ti co C d D r '1r r.1r r o c I J]I u) a U in CD o y w co V N OM ��}}' W OL0 to r- O) M r+ U I W n (O Lo. V M co 45 D N N Nr r r r,r r r J .c i COd r co a N- NCO C7CO N Cl M n M-r} to LO CO o r` n Q r r r- r r r rr r r V C CD • 0 rE t0 O 6O,co in c) to'o LO O N M 1O t0 co O.r-- r` O D O o 0 0 0 0 0 0 0 o OOOOOOOOOO N i O) M ti .C c 4 co 2 . APPENDIX II Backup Diagrams and Exhibits Street typical section for a Rural Subdivision Local (Major); Appendix 24-8 of the Weld County Code Figure 3-1: City of Greeley Intensity—Duration - Frequency Curves; August, 1996 N m 1 8 i fj W_ ] 1�1 O ,ssxvrivM .8 N s YNm° 40dd `.." — U N b O i~ q • gl 0 < 3 Ore S 4 z 8 en 0 01 0 s 0M+ U) b o rcl Q r--- Li P� ��H +N48 //�JU `i Ig N In g --b 1 a 0 U, N EL' K 8 Table 3.3. Extended Duration-Intensity-Frequency Tabulation, Greeley, Colorado. 4 .ate`ri: , ° '�x ITCI . h Er u l , -- - - iti� v` , � y per 3� f:�ta Ana S.a l-t,r `3 . . A�+„•(I-64 1•` ' , 5 min 3.62 5.19 6.12 7.31 8.73 9.67 10 2.81 4.02 4.75 5.67 6.78 7.51 15 2.37 3.4 4.01 4.79 5.72 6.34 20 2 2.86 3.38 4.03 4.81 5.34 25 1.77 2.54 3 3.58 4.28 4.74 30 1.64 2.35 2.78 3.22 3.97 4.39 40 1.34 1.92 2.27 2.7 3.23 3.59 • 50 1.16 1.66 1.96 2.34 2.8 3.1 60(1 hr) 1.04 1.49 1.76 2.1 2.51 2.78 • 80 0.8 1.14 1.47 1.61 _ 1.91 2.16 ' 100 0.67 0.94 1.2 1.3 1.58 1.79 120(21w) 0.58 0.8 • 0.96 1.14 _ 1.3 1.5 150 0.49 0.66 0.78 0.93 1.1 1.23 1 180 (3 hr) 0.42 0.56 0.67 0.8 0.92 1.05 41w 0.33 0.44 0.53 0.62 0.72 0.81 5 0.27 0.36 _ 0.43 0.5 0.57 0.66 6 0.23 0.3 0.37 . 0.43 0.49 0.57 8 0.2 0.24 _ 0.29 0.34 0.39 0.44 10 0.15 0.2 0.24 0.29 0.32 0.36 12 0.13 0.17 0.2 0.25 0.28 0.31 14 0.11 0.15 0.18 0.23 0.24 0.27 • 16 0.1 0.13 0.16 0.2 0.22 .0 24 18 0.09 0.12 0.14 0.18 0.19 • 0.21 20 0.08 0.11 0.13 0.17 0.18 0.19 I 22 0.07 0.1 _ 0.12 0.16 0.16 0.17 24 0,07 0.09 0,11 0,14 0.15 0,16 APPENDIX III Drainage Plans and Drawings • "Flood Control and Drainage Improvements, Town of Pierce, Colorado, Colorado Water Conservation Board—December 1988" • Portion of the FIRM (Flood Insurance Rate Map) Community Panel number 080266- - 0325-C; map dated September 28, 1982 • Final Drainage Plan FLOOD CONTROL AND DRAINAGE IMPROVEMENTS TOWN OF PIERCE, COLORADO • t.,. • Prepared For The Town of Pierce Colorado Water Conservation Board 1313 Sherman, Room 721 Denver, CO 80203 December, 1988 • TOWN OF PIERCE P.O. Box 57 Pierce, Colorado 80650 834-2851 • TRUSTEES Raymond Van Why, Mayor • H.C. Batman Elizabeth Batman Virgil Lieuallen Judith Mason Larry Turner Robb Wickstrom PROJECT COORDINATOR B. C. Batman TOWN CLERK Lois Souther PUBLIC WORKS DIRECTOR Craig Cleveland CONTENTS 1 .0 Introduction 1 2.0 Purpose and Scope 1 3 .0 Drainage Basins 2 4 .0 Existing Drainage Facilities 2 5 .0 Flood Problems 3 6.0 Hydrologic and Hydraulic Analysis 5 7 .0 Plan Formulation 6 8 .0 Cost Estimate 8 References 11 Exhibits 1 & 2 PLATES Plate No . Plan Improvements 1 Flood Profiles 2 b 3 Flooded Areas 4 1 .0 Introduction • This feasibility study was conducted by the Colorado Water Conservation Board for the Town of Pierce as requested by their letter dated July 13, 1988 which is shown as Exhibit 1 . The Colorado Water Conservation Board has the power and duty: " . . . to devise and formulate methods, means and plans for bringing about the greater utilization of the waters of the state and the prevention of flood damages therefrom and to designate and approve storm or floodway runoff channels or basins , and to make such designations available to legislative bodies of cities and unincorporated towns ; to county planning commissions ; and to boards of adjustments of cities ; incorporated towns ; and counties of this state . . . " as stated in Section 37-60-106( 1) (c) of the Colorado Revised Statutes . 2 .0 Purpose and Scope The purpose of this study is to determine solutions to Town ' s flooding problems . These solutions shall be formulated , estimated, and designed to a detail level as required to ascertain project feasibility , Study analyses shall be conducted for selected project elements including physical inspection, ground surveys , and hydrologic and hydraulic evaluations to determine the hydraulic capacity of the existing and proposed structures . Preliminary designs for the selected alternatives will be prepared including estimated construction costs . The findings and r•ecommendat'ions will be presented in a report which will document the results of the study . 8991E -1- 3 .0 Drainage Basins Spring Creek is an intermittent stream which flows through the Town of Pierce in a southeasterly direction . In the narrow 96 . 5-square mile drainage basin (Figure 1 ) , which extends southeast from the Laramie Mountains in southern Wyoming down to Pierce, Spring Creek has cut a meandering channel in the gently rolling hills through pasture lands and croplands . From Rowe Avenue south to County Road No . 08 the flow is divided by the Union Pacific Railroad and U.S. Highway 85. The overbank areas consist of residential , commercial, and agricultural land—uses . Spring Creek enters Pierce at the Town' s northern corporate boundary . Almost immediately, the main channel turns 90 degrees east and flows through bridges for U.S. Highway 85 and Union Pacific Railroad before turning southeast. When flooding conditions exist, these bridges and embankments divert the floodwater into the Town . A split flow regime occurs within the Town for the Spring Creek Basin . The drainage path which flows south through Town on the west side of the Union Pacific Railroad is known as the Spring Creek Overflow. The easterly flow path along the east side of the Union Pacific Railroad tracks is known as Spring Creek . 4.0 Existing Flood Control and Drainage Facilities There are no flood protection structures either existing or proposed for the Town . The existing drainage facilities within the Town consist of ditches and culverts at street crossings . Since no storm sewer system or flood control structures exist, the Town has no protection from flood damages or losses . —2— f _ W • W ' w K I I I � W I • i ' I Z t I' N : l.. • I /.l • I • I. I I • I.- 1 n? - ' (:r l:• ; J 1 . ,:'o i' .. 'I•': !1.:'i . I . ' .. .:I II 'I ( . IL • y Q Ki I " tr. .I :I•�1 41 0 • a : ,It . :.i: • I 1, I • ,,p� I O 1 I !I . •II`ii I :: a : Hit •• •••••••••#‘ ^i� i• ,..t '�IKP .I. 1 I .i it .i 41.S.... .. .1•• ••••[ ; f 1 . I l I: :i l.! 4. .'Eli ! 'I I /"l' : ":' I i::' .:I 1 ill ',it'llI •ll.t • • I' I11 t ' 1'•. I -VII,'\\//�/�'''�) 1 f i .I l t l s I. I • I -� " I .'i/ , i 2, „ir.. Ii,.„,1 i• .:I� • ,!I I" I, 1.•il: a: I I•..�,•©I t" 'I �I j; da!Ih�PE t: I •'il:rlll •i:�l .I • . I I '' . I: .. 'NRIueR'Ca. _ . II II I I �j �1 . I • I •I' • I'll 1: • ; ; . ..: I 1 : . I •• 1 : .. I l' • SPRING CREEK • 1/ 1 i I '.' .O • suB en 61N IoerinTY '... io A WN OP PIERCE w 1 l I ; I .• 1: il!i.IL• O. •DESIGN, pawl- . „ll I '! 1 '' 'O• �_ n SVBOnSIN S0 Vn0ABY. Y� I ':II. .'l • FIGURE. I r 5 .0 Flood Problems • The residential and commercial areas in Pierce have been flooded many times . Documentation of historic floods and damage estimates for Spring Creek date back to 1917 . Based on • interviews with citizens of the Town, it has been determined • that Pierce has experienced many flood events . Floods have occurred in 1917 , 1933 , 1935, 1938, 1951 , 1954, 1961 , 1965, 1972, 1974, 1977, 1987 , and 1988 . In 1935 , 1965, 1972, 1907 and 1988 floodwaters topped Rowe Avenue and U. S. Highway 05, then continued onward to flood areas west of U,S. Highway 85 and areas as far 65 0. 5 mile east of the highway , Past Floods • have caused erosion of the town streets , flooding of structures • and basements , damage to the Pierce water system and grain elevator and clogging of the Pierce Lateral Canal and irrigation ditches with sediment . In the more recent floods of August 11 , 1987 and June 25, 1988 , much of the Town was inundated by floodwater. These floods were the result of intense thunderstorms in the upper basin. In the August 11 , 1987 flood, forty-four residences and businesses and thirty-seven mobile homes were inundated . This flood occurred as result of a five-inch rainfall west of Nunn, Colorado - See figures 2 and 3 . In the June 25, 1988 flood, thirty-six residences , one school , and one: business were inundated . This flood occurred as the result of a three-four inch rainfall from a thunderstorm west of Nunn . These floods generally occur in the early evening with approximately one hour of warning time for the Town From upstream reporters . Many property owners who are located east of U .S . Highway es have implemented individual flood protection measures . These measures consist of wooden and metal fences , concrete curbs , window and door closures , dirt embankments , and elevated structures . All of these protections offer somewhat less than —3— 5-year flood protection. Examples of such measures are • illustrated in figures 4 and 5. • The 100-year floodplain for the Town is delineated in the FEMA-"Flood Boundary and Floodway Map" which is Community-Panel Number 080189 0001 dated November 15, 1979 . The floodplains for the Town are shown on plate 4 . The floodplains are delineated as Zone A and Zone B. Most of these areas were inundated during the flood events of June 17, 1965, August 11, 1987. and June 25. 1988 . -4- LOCAL/ REGIONAL Iona iewsisaa __ s. ` ( '. �{ I r C1..- r xN./ �' ,i ; ;ir„r. r lr • , , cr II • Ci y, .. 41.1 CA t cp-nff'nS- a 11 ;• , • l—; • ,s 1,Lrt" r♦i! %E 1 k 4 ♦ 7 , 4 ,4� n :} s ' r I .a t , ;,....e..-1!• • 7 . i• 9:46,•:. / ,: Q k •a JJ Yqu /. • . ;,r r+ • Ir y�+ x.+ti ,f� I 1 r n/ :.11.1` �" I �- .{ '_ic 1 f r34 .` 1/ Np f _ M yl�q.4�.'��q/ t.l! C llfflll y � f • � � Jl '•.'� �l yMl ♦ t. 1 1.�,�,a,�>,a.�.. � . "1a t it 3 tee �]r�A • ' ..•-.e., • t 'M ,:,,,..:(;‘,A••••, N� IR 1 £ 1 ' f fJ b .S �} r ---r r. Jal a • lM {a{, f^L1 •�j . . ,tJ._ ..; :S.r•'''. M „l-l" r I� 'r {a 1��N \"` * p� Ja :—`• .,`,0);'hFr" �I'4 r •• L J t � -+.f!' .8.,:‘....✓çe ,: - t• '• .�'ta ,�Tlr \-13.4E47.414,,--p.,:.'-., y\ 1.� + l .• �. }' l , ,'• r 4%{.♦ • ,ta /...."--c...:-.•"14.,,Jl1' •c -• T .\ ' SY�'a'`t ♦t 'J- +J'i.. .-41.‘e. M 7 a +1 f il•to .. •JL ~' 'i lC WDYN•:t':.' N. ,,, It ` t 7 t :ail I,%. • v a ,r. . Rains flood north Weld . _ t ` ,1%.1%),;`. "\ge'•: t' ..,.. f7 . 1; `'t in-;it Tam no.r4.traJ 'Unnu;npl[rot519]a••aclea' Ir t�• +tY �. iL Of .1, 11 Gin ' a rI.A of h. 6r !nay or Frill) .qy'J� 1 1\ + t II t,I L I. -'0.4;14?I' A a 0i h r Ia rr.til 'he cal0 / ≥ / •t 1 J ,_ /LIME. Fay aaie A Olean 'n h Yari li lerue via; Yroc ej v't 1' `\••.. •,I., r''s I % f +tu ,01 n,e9E on$r l+r A:Aria noasl Piefte auk 1 4i { STORM linormP;L Al I)/ ' I 4'nT !. � ' II'e.^tc't R, v hw•n:`t.J sh, n'JA 'It will probal,Iy b the /y1 ♦ •~ '• �' i`�,', ' , 5 �/ ice' 1:/ r r ' the day before know M1 I d ' r i'Is_ Y . � � I.. 1�' :/�� ` y�J �Ir sl tt •uTul a Jr n Tu Lr enurehuchantl ' 1 ti \ ^ 'J I•♦ ' ~ _ _. i J \.11 I r:rl rim rn 'It O sa pars ♦ j ' J \ I'i t 1M1S �'\ l fa{ n l h h t l has about four 1 r 111•'L pro" tl eel t a. l<.' ` � :6:2 �._ * t 4 a ^ I. t15.. I silt' r I .p btltlro [ J st.sad 7 1�,.� lJ {,�• I \' .,:`1.(+(t.tg�}ri 4 ,;i It '\\ ' int ^• lh•_ S, ar a r• h.'',-e were hll Y �/ k. ♦ a (I lent+ • { l,. 1 t it p I, I•' run a worse Ilan olden said Lanny `�a,(e C ' Ct I a ',r el, 11.,r '�{ti •.,,,),:a\1 I % +' "I"-n n n narrol llrJ5 ° •` , ♦ t+ •la l ;,I a f) t I' Chry. \i ! of thr A:'PlCrce - '!r ty t ... 1i. / ♦ t }[�if."...}� Yea F _IL .i, ,t ! •1 J. 1 • 1 ' , 1 . .:...i +tl'. r. 'unth rl. hw ,Kin l,il we,rd' to, . JPo I, tA0' '.,� �. a. .: mar 1. ' •n• "44;... 3: ', +. �'1 1 Ieke lslrtkl f lcio ti ct•tiIo Thursday. August Ii. 1987 • I • .�w. '�'Sr' T� +w'..V.Y w..Fx '"(ti I • • ,� ,, • s� e . %.rl+i,4 i .P; xy I .•a +r „4 y4r'j £al t . ' It ` . a C'r, 3,:5t�t „ fis t :4—,,kt r' ≥.,-.101,., 'fl ii,,,,„of k' j 1,1''‘, te...!. +7 r,jl`'t • rids fa. ' '7,is+S' •�5 Most of the tractors and implements en Van brut ruins and flooding in Pierce. Photo by Bob IVhv's were standing in wager ul'er Sunday's ityde. 'y�. Srt aAF.,•' �i .a Q ae•1 n yL� �x�v 't • 1 • i r 4 i'' "'. !. ..,.r.os.o,w r 17 1.7^t1 ' •:J�j,r ' �"• I. •-. n.r�- Y �T Lt`.s•+ sk� • e'•y- 't ¶ ter—. _r,. iI 1� f ra+. ? � 76�`Y'L'f• 1:X' s_• r Z J • � f �'�' pyg��r ' ' x 25,A} G e A\ ""a•4!;?1 ^°c-,,;,:,e4•411,,e•" ,tsr*ski,,. . i,,. A.• d. *L ewA orxr ' rry411.4 l�'$a : 1-.2.)r" ,al'i0 ,:� is ^jhr i• w., + .,t,.nT,1,4,4.,h1;*C'pr" fYom,J1 -�+ 5f,_ '} ,,pat.-. a(r1G .ifimo z•9,:;�i ,�riis,&',qi#Y,)Ev?+ ' ^.ail F.• kr, �a ice: b4 - Yi S .. •" Y i, ^^ xi d" S te, ..Et,. .C # 4 Y T Bit A X$c Sa y 4,I t ti Xg..t ,3 A-It A.1 rst.� ,, "- .� `4 ^ Z�� 1* -4 .FW"' e x�', JA` 741 a . , Y +,,,•tci34. n ;4 .p ftla ya..,.. , 7\r�;r e .),:it. )y , &mr`fr,,) fif•„ >7, toy „ .,.e• • 7��'++yi. r r 4•"{,104 Qrik , IN., +w;y, I The streets of Nunn turned into rivers and then night. There was much damage,a. corn and ponds as water recevled from the downpour. other crops in the Main•Piercearea. s•stinated between 3::: and 4/ inches Sunday ■ i • ... . • f•�z � fir .. . • . ..lc. . ,.. , ... , i,_ . ... . . . . • • ,..... ,/ .:.:,..1.y.ni.fre , i Iy /• y' 4' , i Pierce, Colorado t • i �. , i' 1988 p�yiI •:: 1 :C A IS +� y . tee , ,�' t'• "�';2l ,;t'?Pr, �r �!-' i flit_ 11-. Concrete Flood •• 6 • fi Curb • • • , . .%t , "' �� Pierce, Colorado. • f • b•t % •dx4 .,� Myt 1988 a, i '� Wooden Fence • Ivry fi , . For Flood Wall • Scat. \•, •••••,.....••••,;•• rily c.d./..f 1�14jazt(��i w.+! 4• t .mow• `,.+• A r� G +'g of ,u.4 't jY %�.i Ord •c ti>A :t5. S}�}+y,4 �q+y' ,4 t ',.4p:,, �_V`:;.t ..f 1 + i, f t?.y 1Y h aA�yApNw{� «.�`,�'i ;!e Y t4,4•."41-t^.4‘?. A i • • ; k j jf ll rI 'll I V ii ,/rt ,1 IA +1 •'4k T y "••1'a ' • /Aiit .C R ?;,4r1s, iiiiiVVVVV��AAAAA��•• oitl f/,h{R �l :e ti if°:` a r' i. ".7 {�' • .:..v.. {t��.(T.i �j .t.,vAlt .` ,.i ti '. r . + . ,` '`• • t +� '•r • 7t + i. • 1...%c...: s it's 111 ' a' .i• 1%•••• ,4., Pierce, Colorado . i '}'_� 'F c ' ; dti i 1988 F• b' � a 'A 3t. Metal Sheeting - 1 , ..114:,... . r r1 y .t• ^{ for Flood rrlali =C. 1 i• • " iti . •e•g ^rTJR;R,' '+� t . Nom—" y�+w..-.— i 0x es.- yi ? �.1, •< nµy, sal lti� I— •S? � 5 . !Y c r /....„.•;a9ai. �,{. ; S::i`t! Al M. , '.N �•' R j d l 1e•••.� gik - 3i 4in, r • •! .mod * - i r12 Pierce, Colorado J111 x v i t ,:�}, i +1! 1 . .•.• t,, f 1988 ak%. a .,,, Concrete Flood Wall -• '..;;;(ti • I II • ,, �*45: �iditlialgia � « f• OrPierce, Colorado Concrete Flood • Wall I.� , • • a J� ` 1 Pierce, Colorado : ;°.' 1988 ry x$ th ,,,,•� !p 3 `�i••1: ' ••yam ; y, , •.1, a •• Earthen Flood . .,r of e7'ati10.4•.etSle'e t soli. .• .r` a e . li> r^ ,' w, v a. , af'.i , V .•••••••,41•.-,41-.);) },' � .'Lv l. -^�rf�<5t� {L ��6«�^.�', ) a�`�r ry er �� .. Y Wall • L •.-. w. xyc, «f) 4.u5 '��i {!. nq,+lifN ykaic«,.at�L1 ,.. ti ,Lr+ } 1(' R i 1 v v«%i ''r f t..$ ..'7'.."1".1471 r "S frith A. l ',la!:".e' "ii7`•� 49 4j .> . .. - ,..4, +.� ..,:t.,,,...., a, �„ AZ^ 4c.:'• cj: pt , •t.-,6 t,j•.,,. 6.0 Hydrologic and Hydraulic Analysis The hydrologic values used for this feasibility investigation were obtained from the Town's Flood Insurance Study dated May, 1979. The Colorado Water Conservation Board has reviewed the PEMA hydrologic analysis and finds the values to be representative of existing basin hydrologic conditions . The discharges were computed for two flow regimes through the Town. These floodwater flow channels are known as "Spring Creek Overflow" and "Spring Creek" . Upstream of Rowe Avenue and downstream of County Road No. 88, the stream will be known as Spring Creek. For the stream reach between these two east-west roads the Town ' s floodplain experiences divided flow. The two stream courses are known as "Spring Creek Overflow" (which are the waters that flow Southerly over U.S. Highway 85 and west side of the Union Pacific Railroad) and "Spring Creek" (which are the waters that flow through the U.S. Highway 85 and Union Pacific Railroad bridges on the east side of the Union Pacific Railroad tracks) . The discharges in Table 1 represent computations of split flow which occurs at the intersection of Rowe Avenue and U. S. Highway 85, as well as distribution of weir flow along the Union Pacific Railroad tracks. r. -5- Table 1 . Summary of Discharges Peak Discharges Flooding Drainage Area (Cubic Feet per Second) Source and Location (Square Miles) 10-Year 50-Year 100-Year 500-Yea Spring Creek Overflow At Weld County 96 . 5 2380 2010 2950 3160 Road 88 At Park Avenue 95.7 2480 3710 3950 4700 At Rowe Avenue 95.0 3480 5910 6950 9200 Spring Creek on East Side of Union Pacific Railroad Tracks At Weld County 96 .5 1670 3900 5050 9140 Road 88 At Park Avenue 95.7 1570 3000 4050 5600 At Rowe Avenue 95.0 570 800 1050 2100 The flood profiles used for all the hydraulic analyses were obtained from the Town 's Flood Insurance Study dated May 1979. These profiles were computed using the U. S. Army Corps of engineers HEC-2 Water Surface computer program. For establishing the "Top of Levees"• for the selected project design, a three foot freeboard was added to the 100-year water surface elevations with a selected FEMA floodway. The influence of a levee system is comparable to the influence of FEMA selected floodway; therefore, the floodway water surface elevations are acceptable estimates for the design of the Town' s levee systems . These water surface elevations are shown on plates 2 and 3. 7 . 0 Plan Formulation The flood mitigation measures which were considered in the formulation of a flood control plan include a flood control levee system; flood insurance coverage; and floodproofing of structures . The USDA Soil Conservation Service considered an -6- upstream reservoir in their Spring Creek Watershed Study. The flood control reservoir plan was found to be infeasible . The Town is presently in the National Flood Insurance Program; therefore, no implementation of NFIP measures is required . Due to the large number of residential structures and mobile homes within the floodplain, floodproofing by the elevation of structures is not considered feasible. Two flood control levee plans were considered . First.; a levee system was analyzed which would provide 100-year flood protection for the floodplain of the Spring Creek Overlflow (west of the UPRR) and Spring Creek (east of the UPRR) . This plan consists of earthen levees and protective features located along the west and east floodplain of Spring Creek. The west bank system is located along the west ROW of U. S. Highway-e5 commencing at Main Street and ending at County Road 88, and the east side system is located on the left bank of. Spring Creek protecting the entire east-side of the community. The plan would require floodproofing measures and flood insurance coverage for areas upstream of Main Street in the Spring Creek overflow floodplain. The plan includes the re-inforcement of one-half mile of the southside dike of the Pierce Lateral located Northwest of the Town. The plan is displayed on plate 1 . Secondly, a ring levee system was analyzed for the residential structures located east of Spring Creek with no protection for the Spring Creek overflow floodplain. Many of these properties have individual levee systems . These levee systems were designed in compliance with the "FEMA Regulation For Levees" , and will remove protected properties from the 100-year floodplains. The requirements for protection from the 100-year flood are that: -7- o The levee provide 3 .0 feet of freeboard above the 100-year water surface elevation. o All openings must be provided with closure devices . o Levee embankments must be protected from erosion. o Levee embankment stability must be evaluated. o The interior drainage system must be evaluated . o An operation and maintenance plan must be implemented for the levee system. In addition to investigating the feasibility of constructing a levee system for the Spring Creek Basin, the interior drainage problems were analyzed which occur from the overtopping and breaching of irrigation ditches and canals during heavy rains. In the past , the Pierce Lateral has broken at differenC locations resulting in flooding of some portions of the Town.' Plan I is the recommended project for the Town of Pierce because it is considered to be the most cost effective project for their flood problems. 8.0 Cost Estimate The unit costs for estimating project cost were obtained from actual cost bids for similar projects constructed during 1987 and 1988 . The Davis-Bacon provisions were required in all bids and were used to develop the unit cost schedule for estimating the overall project costs . Project quantities were computed from data obtained from large scale mapping - 2 foot contours at a scale of 1" = 200' and from field surveys . -8- Cost Estimate For Plan I (Levee for West-Side and East-Side Floodplains) Item Ouantity Unit Unit Cost Cost 1. Levee Embankment 45,000 C.Y. $2.25 $119, 250 2 . Road Closures: Rowe Ave. (East Side 3 ' tall) 1 - L.S. 12,000 Main Street (East Side 5 ' tall) 1 L.S. 15,000 3 . 48 Inch Culverts 50 Ft . L.S. 3 , 000 4 . Seeding Levee 10 AC 1,000 10,000 5 . Embankment Protection 1,500 C.Y. 30 45 ,000 6 . Fencing 3 ,600 FL. 2.00 7 . 600 7 . Channel Cleaning 3,000 C.Y. 1. 50 3 , 500 ---^ 8 . Asphalt Pavement 2, 500 S.Y. 5.00 6, 250 9 . Pierce Lateral Embankment 5,000 C.Y. 2.25 11. 250 Sub-total $232, 850 l6 % Contingency 37 , 250 Total* $270, 100 * Total cost does not include real estate or right -of-way cost. cost. -9- Cost Estimate For Plan II (East-Side Ploodplain) Item Quantity Unit Unit Cost Cost 1. Levee Embankment 27,200 C.Y. $2 . 25 $ 61 , 200 2 . Road Closures: Main Street (2' tall) 1 - L.S. 15,000 3. 48 Inch Culverts 30 Ft . L.S. 2, 000 4 . Seeding Levee ' 5 AC 1,000 5, 000 5. Embankment Protection 1, 500 C.Y. 30,000 45,000 6 . Channel Excavation 5 ,000 C.Y. 2.00 10, 000 8 . Asphalt Pavement 2,500 S.Y. 5 .00 12 . 500 Sub-total $150,700 15 t Contingency 22. 600 Total* $173 , 300 * Total cost does not include real estate or right-of-way cost. /bj -10- REFERENCES Flood Insurance Study, Town of Pierce, Weld County, U. S. Department of Housing & Urban Development - Federal Insurance Administration, Washington D.C. , May 1979. Spring Creek Hydrology Report, Town of Pierce, Gingery Associates , Inc. , Englewood, Colorado, June 1987. Preliminary Examination Report "Flood Control Investigation" , Pierce, Colorado and Vicinity, Colorado Water Conservation Board, June 1939. -11- �� 'U /a0. g \ -22 ••fla VI a m me.. ce,...� p fff�•g w i- O iea LL..co E`u�$E a QiQX RA e Z WLs � �� c I�JJ T �y y _ a.CC By�LL O W I' Iii O <W ��9 o u. H n. a. W 11111TT TT�� /� z�4 $L s o V V P aW v I E�E�QLL Is �� r L C - , Fes— t 4 $ �C LLYY ® _ _ ___ �� e�RTTL a t Y - - - --- # ELF, SLLCZY EYYLL 0 p ' ?Y w_Y'dE -u"Ya Q `' II �\ � //a4' J✓y a�'k i4 y'C'��S' - J M:w \ r o r Act 3 < 4, O w -ice A✓ s arr � a $\5 47♦'� re N PACIFIC :. ""Att++'Y M r U NIO r„r µ a �q, • ,xgi o I I b S Or N. (----II W_ ,, , II • 4t hi'^ ., me — lit a N Q „+l 1..z.`,I-,. ':.:.-ren 4 II\f\/ ..c:n y s 2�. mYee,av 7, File contains oversized map Please see original file Hello