The URL can be used to link to this page

Browse Search

Home My WebLink About20152496.tiff FINAL DRAINAGE REPORT FOR HIGHWAY 34 DEVELOPMENT WELD COUNTY, COLORADO Prepared,for: Martin Marietta Materials 10170 Church Ranch Way, Suite 201 Westminster, CO 80021 Prepared by: Tetra Tech, Inc. 1900 South Sunset Street, Suite 1 -E Longmont, Colorado 80501 Tetra Tech Job No. 133-24097- 15002 April 2015 [Thi TETRA TECH TABLE OF CONTENTS Pate INTRODUCTION 3 1 .0 GENERAL LOCATION AND DESCRIPTION 3 1 . 1 Location and Existing Conditions 3 1 .2 Proposed Development 3 2.0 DRAINAGE BASINS AND SUBBASINS 4 2. 1 Major Basin Description 4 2.2 Historic Drainage Patterns 4 2.3 Off-site Drainage Patterns 5 3 .0 DRAINAGE DESIGN CRITERIA 5 4.0 DRAINAGE FACILITY DESIGN 6 4. 1 General Concept 6 4.2 On-site Drainage 7 4.3 Off-site Drainage 8 4.4 Water Quality 8 5 .0 CONCLUSION 9 List of Appendices Appendix A Figures Appendix A- 1 Vicinity Map Appendix A-2 Historic Drainage Plan Appendix A-3 Offsite Drainage Plan Appendix A-4 Developed Drainage Plan Appendix B Site Data Appendix B-1 FEMA FIRM Map Appendix B-2 NRCS Site Soil Survey Report Appendix B-3 NOAA Site Rainfall Data Appendix B-4 Historic Runoff Calculations Appendix B-5 Developed Runoff Calculations Appendix B-6 Off-site Drainage Calculations Appendix C Hydraulic Calculations Appendix C-1 Pipe and Culvert Sizing Calculations Appendix C-2 Drainage Channel Sizing Calculations Appendix C-3 Channel Shear Stress Calculations Appendix C-4 Detention Pond Sizing Calculations Appendix C-5 Water Quality Capture Volume Calculations Final Drainage Report 2 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\Drainage Report\DrainageReport_Highway34 Development.docx INTRODUCTION The purpose of this report is to present the proposed storm drainage improvements at Martin Marietta's Highway 34 Development site. With the development of a site, one can expect an increase in impervious cover and, therefore, an increase in peak stormwater runoff. This report examines the undeveloped flow patterns of off-site and on-site drainage basins and the proposed stormwater facilities designed to mitigate the downstream impact of increased stormwater runoff. The contents of this report are prepared, at a minimum, in accordance with the Weld County Code for a Final Drainage Report. 1. 0 GENERAL LOCATION AND DESCRIPTION 1. 1 Location and Existing Conditions The Highway 34 Development site is located on an approximately 131 -acre parcel located east of Weld County Road (WCR) 13, one-half mile south of Highway 34, and north of WCR 56 in Weld County. More specifically, the site is located in the south half of the southwest and southeast quarters of Section 18, Township 5 North, Range 67 West of the 6th Principal Meridian, in Weld County. A vicinity map has been provided in Appendix A-1 . The west half of this property, approximately 42 acres, is owned and used by Gerrard Investments LLC. The west half is zoned Agricultural and is currently permitted under USR-1584 by Gerrard Investments so that they can operate their construction business on the property. The west half will be leased to Martin Marietta by Gerrard Investments. The east half, approximately 90 acres, is used for agricultural purposes and is owned by Weld LV II LLC; it is under contract for purchase by Gerrard Investments LLC and then will be leased by Martin Marietta. Martin Marietta is seeking to permit the Highway 34 Development to operate as an aggregate rail unloading facility. A rail loop will be constructed off the existing Union Pacific Railroad line to allow for the unloading of aggregate. It is anticipated aggregate will arrive by train one to three times per week and will be unloaded and prepared for sale to local customers or utilized by the ready-mix concrete plant and asphalt plant that are also proposed to be on this site. Following is a more detailed list of the uses proposed for the site. Upon approval of Martin Marietta's proposed USR, Gerrard will make plans to vacate the premises within one year. However, Gerrard may continue to operate at the facility for up to one year after the USR is approved to allow them time to find a new site. Drainage at the proposed development area currently sheet-flows to the southwest across the farm field on site. The historic drainage plan for the site is attached to this report as Appendix A-2. 1.2 Proposed Development The improvements to the site will include the development of a location for an aggregate processing facility, recycled materials processing plant, ready mix concrete plant, asphalt plant, truck fueling stations, shop, office building, and maintenance buildings. The entirety of the site improvements are located within the area occupied by the Highway 34 Development site. Drainage ditches and culverts were designed to convey and direct on-site and off-site flows. The site detention pond was sized to accommodate 100-year runoff volumes from the newly developed areas and will release stormwater at a rate equivalent to the 10-year historic runoff rate. The release rate will be achieved by the use of an outlet structure with an orifice plate. The detention pond has been sized to have a minimum of 1 foot of freeboard. The detention pond will also accommodate the required water quality capture volume for the site. Final Drainage Report 3 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\DrainageReport\DrainageReport_Highway 34 Development.docx Drainage channels and culverts will be used to convey on-site runoff. Drainage channels will convey runoff from Developed Drainage Basins 1 and 2. These drainage ditches will drain into Detention Pond A. The offsite drainage plan and developed drainage plan have been attached to this report as Appendix A-3 and Appendix A-4, respectively. 2. 0 DRAINAGE BASINS AND SUBBASINS 2. 1 Major Basin Description The subject property is located in rural Weld County and is surrounded by agricultural land to the north, west, south, and east. There is a residential subdivision to the northeast and a few individual residences on the agricultural land surrounding the property. The project site lies in a FEMA designated area, Zone C: "areas of minimal flooding." The Highway 34 Development site is located in Flood Insurance Rate Map (FIRM), Community Panel No. 080266 0615C, attached to this report as Appendix B-1. According to the Soil Survey of Weld County, Colorado, Southern Part, site soils are primarily wiley- colby complex soils. Wiley-colby soils are generally well drained and slopes are between 1 and 3 percent. A detailed soil survey report has been provided in Appendix B-2. The soil types within the project site are predominantly hydrologic soil group B. 2.2 Historic Drainage Patterns The project site is located within one historic drainage basin, which has been designated as Historic Basin A. Historic Basin A is located north and east of the site. Runoff from this basin flows southwest onto the site. The area is currently used as farmland and has gentle slopes. Historic runoff coefficients are calculated for each site soil type using the methods detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Because the historic drainage basin exceeds 160 acres, the SCS Curve Number Method was used to analyze the historic peak flows. The time of concentration for the basin was estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Peak flows for the 10-year and 100-year storm events for the historic drainage basin have been provided in the table below. Table 1. Historic Peak Flows Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA A 567.93 75.50 299.90 A Drainage facilities were designed and constructed by Gerrard Investments as part of their site development. These drainage facilities will be decommissioned in the proposed development by Martin Marietta. A Historic Drainage Plan showing the contributing watershed is enclosed in the appendices of this report. Final Drainage Report 4 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\DrainageReport\DrainageReport_Highway 34 Development.docx 2.3 Off-site Drainage Patterns Off-site Basin OS-1 is located north of the Highway 34 site and in general drains to the southwest. Runoff from this basin will be routed around the site through off-site drainage channels. Peak flows for the 10-year and 100-year storm events for the off-site drainage basin have been provided in the table below. Table 2. Off-site Peak Flows Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA O-1 450.82 52. 50 200. 80 A Basin OS-1 was subdivided into smaller basins in order to design off-site drainage channels and culverts. 3. 0 DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3; Weld County Code; and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3. Based on this criterion, a 100-year storm is used as the major storm event when evaluating existing and proposed drainage facilities. Runoff Calculations: For drainage basins less than 160 acres in area, the Rational Method was used in storniwater runoff calculations. For drainage basins exceeding 160 acres in area, the SCS Curve Number Method was used to calculate peak flows. The time of concentration for the basins was estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Rainfall Data: Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 8, Version 2, Precipitation-Frequency Atlas of the United States (2013). This data supersedes the default rainfall depth information provided in the Urban Storm Drainage Criteria Manual. The current NOAA data was used for the determination of point rainfall data. The NOAA data formed the basis of the inflow-duration-frequency (IDF) calculations for other storm frequencies and durations using Urban Drainage methods. Rainfall data is presented in Appendix B-3. Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's Equation. The culverts on-site were sized to convey the 100-year storm event. Additionally, the outlet pipe from the detention pond is sized for a specific release rate of the 10-year historic flow with the use of an orifice plate. Erosion control devices will be provided at all culvert and swale outlets to protect against downstream erosion. Culvert sizes were determined using Culvertmaster software. Pipe sizing calculations have been provided in Appendix C-1 . Drainage Channel Sizing: Off-site drainage channels are proposed along the north, east, and west sides of the proposed development. On-site drainage channels are proposed along the perimeter of the proposed development area. These channels have been sized for the 100-year storm event using Manning's Equation. Detailed channel calculations have been provided in Appendix C-2. Final Drainage Report 5 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\DrainageReport\DrainageReport_Highway 34 Development.docx Much of the developed section of the site will be unvegetated, including drainage channels. The detention pond will be vegetated. Due to the relative steepness of channels and the soil types, the use of turf reinforcement mats is recommended for all drainage channels and pond slopes to reduce erosion potential. Turf reinforcement mat (TRM), North American Green P300 or equivalent, can be utilized at velocities up to 9 ft/sec in the unvegetated condition. Specifications sheets and shear stress calculations of the TRM is provided in Appendix C-3. Riprap will be placed at all culvert outfalls, and has been sized according to the Urban Drainage Flood Control District Manual, Volume 2. Detailed riprap calculations have been provided in Appendix C-3. Detention Pond Sizing: The detention pond volume has been determined using the UDFCD's Detention Design - UD-Detention v2.34 spreadsheet. Detention Pond A will detain the 100-year developed storm event from Drainage Basins 1 and 2. The detention pond will be configured to release no more than the 10-year historic flow at the points of analysis in accordance with Weld County criteria. A minimum of one foot of freeboard will be provided for the detention pond. The required water quality capture volume will be contained within the detention volume for the detention pond. An emergency spillway, in the form of an overtopping intake structure, is proposed to convey the 100-year flow rate. Detailed detention pond calculations have been provided in Appendix C-4. Water Quality Pond Sizing: Water quality ponds are required prior to releasing stormwater runoff from the development. The ponds will include a water quality orifice plate on the outlet structure in accordance with the Urban Storm Drainage Criteria Manual. The volume added to the detention pond to account for water quality was determined following UDFCD's Detention Design - UD-Detention v2.34 spreadsheet. Detailed water quality pond sizing information is presented in Appendix C-5. 4. 0 DRAINAGE FACILITY DESIGN 4.1 General Concept Drainage ditches and culverts are designed to convey runoff from the 100-year storm event in the developed condition. The onsite drainage features will convey stormwater flows through the site development to the detention pond located in the southern portion of the site. The developed portion of the site is divided into multiple drainage areas which drain to Detention Pond A. The detention pond has been designed to detain the 100-year storm, 2-hour event in the developed condition and to release at a rate not exceeding the 10-year historic rate. Detention Pond A will discharge to Point of Analysis (POA) A, which also corresponds to the historic drainage point of discharge. The following table shows the allowable discharge for each POA based on the historic 100-year flows and developed 10-year flows. Final Drainage Report 6 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\DrainageReport\DrainageReport_Highway 34 Development.docx Table 3. POA A Runoff Summary Discharge ( 10 Year) Flow (cfs) Historic Basin A 75.50 Offsite Basin 1 52.50 Basin 3 18.05 Maximum Allowable from Pond A 4.95 Actual Discharge from Pond A 4.95 4.2 On-site Drainage The proposed development area was divided into multiple drainage basins. All of the developed drainage basins will drain to Detention Pond A. Detention Pond A will discharge in POA A and will not exceed the 10-year historic rate. Drainage Basin 1 is located in the north section of the project site area. Drainage Basin 1 is subdivided into multiple sub-basins in order to size the drainage ditches and culverts which they drain. Each of the sub-basins will flow into a drainage channel and be conveyed to Detention Pond A. Drainage Basin 2 is located in the northwestern portion of the project site area. Existing development and an existing detention pond are located within Developed Basin 2. Because of the site development, the detention pond will no longer be functional. In order to ensure adequate detention of runoff from Developed Basin 2, a culvert will convey flow from this area under the proposed railroad tracks. The flow will then be conveyed through a drainage channel into Detention Pond A. Drainage Basin 3 is located to the east of the developed area. Drainage Basin 3 will remain primarily undeveloped. Runoff from Drainage Basin 3 will sheet-flow from the eastern edge of site development and the edge of the railway into a drainage channel that will direct and release the flow from the site undetained. In order to maintain vehicle mobility throughout the site, the drainage ditch will be designed with a geometry that allows vehicles to pass across the drainage ditch. The following table provides the peak flow rates for the on-site drainage basins. Table 4. On-site Drainage Basins Peak Flow Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA la 5 2. 80 11 .56 A lb 4.65 6. 86 16.70 A lc 12. 76 22.34 50.76 A I d 3.49 6.98 15.43 A le 15 .49 13. 14 39. 85 A 2a 14.6 14.68 44. 69 A 3a 37.29 18.05 74.45 A Final Drainage Report 7 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\DrainageReport\DrainageReport_Highway 34 Development.docx 4.3 Of f=site Drainage Off-site Drainage Basin OS-1 is located within Historic Basin A. Flows from OS- 1 will be routed off- site by multiple drainage channels. All flow from Basin OS-1 naturally drains to a common point located south of the project development (POA A). Basin OS-1 was subdivided to design drainage channels and culverts that will be used to maintain the historic drainage condition. A portion of the off- site runoff will be routed around the site through a drainage channel located along the north side of the site, flowing to the west, and then around the southwest side of the site. A portion of the off-site runoff will be routed around the site through a drainage channel located along the north side of the site, flowing to the east, and then south around the east side of the site. The remaining runoff will be directed under the proposed railroad road through culverts, will flow to the south through the undeveloped portion of the site, and is released undetained in the southern portion of the site. Peak flows for the 10-year and 100-year storm events for the Off-site Drainage OS- 1 are presented in the table below. Table 5. Off-site Drainage Basin Peak Flow Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year (cfs) 100 Year (cfs) POA O-1 450. 82 52.50 200.80 A 4.4 Water Quality and Detention The proposed water quality feature for the site is a water quality capture pond and it will be located within Detention Pond A. The water quality volume for the detention pond was sized in accordance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3, and the water quality feature is designed to handle the runoff from the developed portions of the site. Developed runoff flows are designed to route through the water quality feature. Per Urban Storm Drainage Standards, 120% of the water quality volume will be provided. The proposed water quality volume drain time is 40 hours. A perforated plate is proposed as the water quality feature for the pond. The WQCV is included in the detention pond volume for each of the drainage basins. WQCV calculations are presented in Appendix C-5. A storage volume summary is provided in the table below. There is one proposed detention pond on site. Detention Pond A collects runoff from the proposed development and discharges to POA A at a rate that does not exceed the 10-year historic rate. The following table presents a summary of information pertaining to the detention pond on-site. Final Drainage Report 8 April 2015 Highway 34 Development P:1240971133-24097-150021Doca\Reports\Drainage Report\DrainageReport_Highway34 Development.docx Table 6. Detention Pond Summary Pond A Drainage Area (acres) 62. 14 % Impervious of Drainage Area 46. 31 Time of Concentration (minutes) 27.78 Water Quality Capture Volume (ac-ft) 1 .37 Total Required Storage (ac-ft) 10.20 Total Storage (ac-ft) 13.30 5. 0 CONCLUSION This report was prepared in compliance with the Weld County Code and the Weld County Stotin Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manual Volumes 1 , 2, and 3. The proposed drainage system for the improvements to the Highway 34 site will provide detention for the developed section of the site, releasing flows at the 10-year historic rate. Releases are as near to the points of design as practical and are not expected to increase adverse impacts on downstream property owners. This Final Drainage Report is being submitted to Weld County for review and approval . Final Drainage Report 9 April 2015 Highway 34 Development P:1240971133-24097-150021Docs\Reports\DrainageReport\DrainageReport_Highway 34 Development.docx APPENDIXA - FIGURES APPENDIXA- 1 VICINITY MAP • R68W R67W I .. ... .. .. .. ... . _ .,97� • _. ..J ' t... .i ... . . Ef i7('1 • i( St1.hoo1 i11 �l• . • � 9 2O i v t • ' I • F 1 r•♦ .. ..+° `x.995 X • . . :, • �° • I • -' • •••)4.Z•••f :! IX • • I . ...<:" > $$ ...tr J:' �..�!' .. • I f� ..E.� I H Y 34 • • fl 4041 <: : .,s• . ...,....... ..Y: ... 4�1lai' .:e� >'° .::.xo ' 9 ..[,-. .V.a+.:xl:.l:,:� 'aea*smsA.rvS�.t4� ��>avv.>a•L. ii Y • • G •1 .. y• ..� d . n�'f-mow- u , 1 � PROJECT. LOCATION I EC AT • I �VE'1TRt� % I • rte:.......-r......,..-- .. . . 1, E •• ^[G,c:to �e :o• .. I • :.• • 3 : .. ... ... ..... J• s w 379 . . NI ' �, . .•.Cy • a • 'C' • . ` y • • • . �i'•w f:;: • <, a . I • • dA - • ilft • .t'W.,. •�� ... •• ,.., ;,...• w •J - • . . • I� • I-- i • . . . . - ''', \ I • •Q .17R E;81-.4.-1 '. .. . ..;� �.NI U) .. .... "..;. ,\ tom, ♦. •. �:n e. > .. Y •.r • kk l M • - .. Ft. .. - W • a „ sµ • . :. g E: ..::. • 0 1000' 2000' .,.....^- -w.,. ... •---;•-•,-.---- `. ........ ..- ----•••••-- .•.. .. .}... . .v R SCALE: 1' = 2000' M MARTIN MARIETTA MATERIALS, INC. Project No.; 133-24097-15002 a a ia TETRA TECH NWY 34 DEVELOPMENT Date: FEBRUARY 2015 v o Designed By; LAW r ,�, www.tetratech.com FIGURE 1 Pa e N VICINITY MAP 1900 S. Sunset Si, Ste. 1-E o cp Longmont, Co 80501 v N \ Phone: (303) 772-5282 Fax: (303) 772-7039 f inimmi Bar Measures 1 inch APPENDIXA-2 HISTORIC DRAINAGE PLAN 1 I 2 I 3 I 4 5 6 7 e 1 I E W O M U• 9 ' O U _da> 8 � N W 2 � O5r' C C C M • C UTD F, Fg -ct 'Er al S E co O1 N C CO • _= o IN • J W CO , O O .)lir O O M_ C 13 c O L Q. • • • • DRAINAGE FLOW PATH L = 8,530' 567.9 9/5.50 D C s e99. • • • >- w m 0 w ca 1 co D } CC • ❑ z O C n N. z I z O a P. w o! (9 U a I CO 0 I 0 O • w O ❑ F co I co z z N ri I wa ?"\ 0 2 z 0 250' 500' 1000' UJ B . • SCALE: 1 " = 500' Q z Q ❑ Z O w z LL 1 % LEGEND : Q ��, a _ �\ } w / DRAINAGE FLOW w cn Z W U 0 DRAINAGE BASIN BOUNDARY Ct WW Ct Q p o • • • DRAINAGE FLOW PATH M O Lo r _ . CO _ _ _ _ .. . . — — — — PROPERTY LINE rn O N N M X POINT OF ANALYSIS r N- o Project No.: 133-24097-15002 N A a DRAINAGE BASIN NAME Designed By: FJD g �� 10 YEAR PEAK DISCHARGE Drawn By: RWP F rn 90 100 YEAR PEAK DISCHARGE Checked By:PFH Es NOTE : tac Q00 w 1 . HISTORIC BASIN DELINEATIONS BASED ON USGS o CONTOUR DATA. DRAINAGE BASIN ACREAGE 1 °0 N O M \ Vlif Bar Measures 1 inch APPENDIXA-3 OFFSITEDRAINAGE PLAN 1 I 2 3 4 5 6 7 de l 1 •I r YYY - 11 v ... J. 2 1 i ••, , ;c C ly ` .� - .- n I t -.� - � CrN_ O M \ I I U 1 Y Y X I F } 'ti ! �• , E C CO / i L O N • J o � I 1 l 0 •M CO ', flir W . . ((�� QQ13 r �l G� - a • 1 ._ ■ r • l� ; 1 f • �� Sc .. • oe ..• • . .. ....a.r.--. PC 1 _ • _ . q. _ �• ' i • Z O F � c *Sego_ l _ _ • -� - j _ 6 "'- -,� •• ✓ I ~� � \ �I' I�• I• a _I .~�� \ O s II _ 1 T ] II b.__ lc n + • \` I Ill • 1 J - o ■ - - - ,p I _�- + i te_res.e. '' I I,+' , \ I .•— _.:I • • a 11 'I I • 4 . �;DRAINAGE FLOW PATH 7O �2. ,I -- - L = 10, 177' — 4.' — .• • •• I r �•' - �. -ww� — .� •. • • �S- 1 ` I el ,•� r //�� nDS - ' ti • A 450.82 t��2.50 •�,` � r -` _ � , i +.� 6� ,� S.J� \C 10000. I I - - - ' I• / ,• \ \ \I\ ISl:\ .,s% , \ , , i i I y• m W - . � 7 \\\<• t • l ' t ere". ui / t s.\I /\ i • x 5 } 1 o Z , l 4 . .. 4. ,1'1'1'1,,,"„ 'Ism 0 \ ` • t Q ,1 re® i s0 � • I 1 - -. • F . 0 a ` ro � �o n I 1� t 1, E W \ , d - I 1, w • : ,��. 0 -N Fla E . . _ \ eb �q • _ w l'14? S •.,vd�j t �.. D • H(n ,-ito 1 Z I I N. +-a t Z \ •S. • • •'� 1 •\ f - I /L• LLI o B N. iii ' '\ itc ' • •C.I.4\ ` �— / • ' oenig a z E ` I ix - �r� , r CD r I _ �- _ z — W I \\;%: ‘ ♦ al g LEGEND : Q v a J_ W _ - _ - _ _ _ RP &el'ilOtr _ � - , + , • M - _ _ _ _ — — ----�-•-3S�•�—_ --- - —•mss . -. .,-' • --.�..,.�..�..�-..- •� C } O wI f ;,. ^'�— `, DRAINAGE FLOW cZ = J \ , • • W w ' `tip '' DRAINAGE BASIN BOUNDARY W• / N I • • • DRAINAGE FLOW PATH o 0U- .- • • • • PROPERTY LINE 0 el NI- 0 .Tr POINT OF ANALYSIS M CO rn Project No.: 13324097-15002 N A 0 250' 500' 1000' a DRAINAGE BASIN NUMBER Designed By: RMR SCALE: 1 " = 500' 10 YEAR PEAK DISCHARGE Drawn By: RWP a i- a So 100 YEAR PEAK DISCHARGE Checked By: PFH ° co NOTE : loo I— Co 2 1 . OFFSITE BASIN DELINEATIONS BASED ON USGS CONTOUR Lo o DATA. DRAINAGE BASIN ACREAGE n p N M v ` Sheet •I �� Bar Measures 1 inch APPENDIXA-4 DEVELOPEDDRAINAGE PLAN 1 I 2 3 I 4 5 6 I 7 = flu V CHANNEL OS-1c �� W m co ,_ - ____ _� CULVERT OSid e� � X¢ �o iii 'S co dir _.�. .,. , - —"'�"' • : ~ \ \ \ \ \ 1 \ l \ \ \ \ \\ \ c Eu_ �, . CULVERT RR-1 1 `...�- -, V A E � Iff II 1- ore � � ...41‘•-•&14-14-,-, _ _. � _ _ �- a / / 1yr�� -----..<6. ..,„ V VAS I— t O N tallii �:� f� t` " \ ACCESS CULVERT / / t \ \\ W / • • 5.00 0.80 / / / / v A A \\\\ \\V a •. .t ±AC 11 .58 \\ / / %kA \ \\\ ° "o l i 1 s ` o poyfrit��y�t.• L 5 ILA o 100 / / CULVERT OS 1a \ \ in o CULVERT OS-1e �\ / � , oe ► � \ / / \ \ \\\ L 14.60 14.68 • �• o ,� 11 -- - / / / // / : \ \ VEll \ \ \-\;'\ ., A \L �\ ( I ' �� o_:. ±AC 44.69 ; o ;-m: •r---2� c , �; . r� , ',-�;//� V/ \ //if , ( NW* / / / / / - - V v V A A p A V� 00 1 1 foc\\\ . lite erartire vtAll Re it,. "Ala:1p a 111 /I / ". ____.4 3 \ L.. - I / / / _ __ _ \ t\ vA D a j • %'IP* a se •eec' 4/ 12.76 02.34 � Iiiimt � �� Ill ii E V I A k V�•, eedp ea • ws '!1 ir- 7ff v CULV1a �C p50. �=11, il / \ \\ \ CHANNL3a Vl i .. \3‘ \\ \N (PjAIROjw_i, ' 4; / dttdfrati-C,<\ / /17/4*. N \ \ \ \ A a ,,_.? , . . , ` c+ f7/ 1aa �i� , / 7 I� \\ A A �C i.�Yo �1r Z6 - - 011 V � � ��I�IIr� / / i� V/ / \ \ \ )",,x„\‘‘ J./ ililin /VA il � � CHANNEL OS-1c ' \\ � \ \ C , CHANNEL 1c • �IIlall I�� < \ I i .\� , o � / :1-.E.--; wzAtim \-4:11S1 i irk . •�I � i 37.28 oBA5 �\ 4.65 fo.86 a $ CULVERT 2a% ±AC 16.70 l CULVERT lb > � e � rs .1 � 1 __ ±AC 74.4 �� • ./ �•�� • • / foo � 1 �i �� ; •``cam _ \ i / \ \' �• � / as o , o •,, i o . cak •� i . v < I iii c dpr• •♦ rty CULVERT OS-1c \1/44 �� w� �� o 1d � . �� VA ��140 CULVERT 1c 2� n �i � • �� L� A \ N,\\1/41/41/47 � 'y' 1/4_ i i 3.49 06.98 4a I �� v \ \ \ ill \y vD "\ ;i, � � ill • \;.AC005.4 �iey `; i1 . �` - �• • s� 1. CHANNEL OS-1b � g lipriUipr�� 1.44 1073.6.4874. CHANNEL 1d \ V Ili*� � ��s11 - �\ \ � A 4.71 09.78 ��, iit e ��: - --; i ±Ac o� zz.oa litit —CULVERT PROPERTIES \ \\ cHAN iiII•NEL1f II �1 "� [ Name Material Diameter ( in ) ° \ _� A�» •t��d�4; w \\` \ •, \ � ' • o • : CULVERT d�ilkeA�R �= '` )77,5 I 91 q0. 1a RCP 24 \\ CULVERT 1f 4 1b RCP 24 \ � o -1c RCP 2x24 vvv -.` .� °v �' ti � I � �, � v �•C , �`�► ! \ 15.49 13.14o \\ � �� v \ f0 �1d RCP 36v �� do �� c- i : :' v ±AC 3985\�\ • . '\�-� I CHANNEL 1g � \ ` .1 ! _g e e � � o _ z 1f RCP 2x24 \ I � .iv �ai �ett�� ' ` „ I /kei,01 oV - o o� e • e 7:w 2a RCP 30 \ �\\�,_ , �. , ' ,, = = \ : i i <= i i 0 til OS- 1a RCP 3x36 vv v �� .� e1 P4 o�____ A a.•i dP %o OS- 1c RCP 36 `'•\:: ;==-_ ____ . � . �<,o OS 1d RCP 2x36 � �. tip _ � � o Fp aJ v V 4, DETENTION POND A : tiJ In OS 1e RCP 2x36 ?., REQUIRED STORAGE = 10.2AF v �o •❑ �( �` CULVERT OS-3a Y z OS 1f RCP 36 �/ t / CC g OS 3a RCP 48 \ .. /Itzt%a In RR- 1 RCP 18 � � >;_-- iy ,� ,� / I I W 0 RR- 2 RCP 18 j 11i CD z B Access , - ___----_,„„„;>,, ,, .„ ,,,,,, / i / Z I / 5 Culvert RCP 18 / ( Q CULVERT OS-1f � . _ \ / H Q 0 \ \� -o� \ / / , I/ W Z Et < W \ \ y -- LEGEND : Q a LLI J • POND OUTLET \ ;' \ Li CHANNEL PROPERTIES \\ ; i _ DRAINAGE FLOW 2 >- o 0 = Name Sideslope Bottom Width f \\ ' F - — —,�.� �„ Z_ _ al LLI Q „\ . 1i y , I DRAINAGE BASIN BOUNDARY W a e S des ope otto ( t) i 1 1 I" OS 1B 3H : 1V 10 E� •-•\`V�� v v v IV ,Th \ X11 / "' DRAINAGE FLOW PATH o OS 1C 3H : 1V 3 LO v � �v VI, 1 II �� W 1a 3H : 1V 3 • \` N.` ` '�::; • ! ; 54 \l ^r�Y�U / \ \ — — — — W PROPERTY LINE / ill co 1b 3H : 1V 3 � � \ � �`\2 ' �1� � � l/ � 1 �' \ � III © X POINT OF ANALYSIS 0 \ , .., t � I l I co �_ > �� 111 1c 3H : 1V 3 � I ` v > N .t� c// ` di v ill o — _ -e V 3 �� 0 75' 150' 300' Project No.: 133-24097-15002 A 1d 3H : 1V 3ri .�` � _ a ,= , ��j \ � � � B DRAINAGE BASIN NUMBER Designed By: RMR L 1f 3H : 1V 3 \�,� N. \\\\ SCALE: 1 " = 150' 10 YEAR PEAK DISCHARGE Drawn By: RWP 1g 3H : 1V 12 \\ � \ \\\ Iti �u 100 YEAR PEAK DISCHARGE Checked By: PFH 12 coeti NOTE : l� ti ti 3a 10H : 1V 10 ' v 1 . OFFSITE BASIN DELINEATIONS BASED ON USGS CONTOUR in o DATA. DRAINAGE BASIN ACREAGE a 3 N U M Sheet v �� Bar Measures 1 inch APPENDIX B - SITE DATA APPENDIXB - 1 FEMA FIRM MAP SITE LOCATION APPENDIX B -2 NRCSSITE SOIL SURVEY REPORT USDA United States A product of the National Custom Soil Resource —a Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ RCS States Department of Agriculture and other VVe I d C o u n ty , eete Natural agencies including the Colorado ,Resources Agricultural Experiment Conservation Stations, and local Service participants Southern Part . -, . • . v. .. 7 + s hh, - _ _ - If — r • 1 ►M 1A i .. e i r. • t_ -, 4, A, ,,.. 1. per\-:\:, .. — lil L a . _• _1t 41 Ill ti 4 ill I' w 44 , II, , :'If * ,� / S 1 y t^, i Ilr■ I III i si� i +� Ir I ' t ti'—• 1t la A 1 .ti 7 ' � s ti's 0 8.000 ft January 28, 2015 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation , waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal , State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local , and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951 ). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding . Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U .S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin , age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation , genetic information , political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program . (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc. ) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W. , Washington , D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 7 Soil Map 8 Legend 9 Map Unit Legend 10 Map Unit Descriptions 10 Weld County, Colorado, Southern Part 12 42—Nunn clay loam, 1 to 3 percent slopes 12 78—Weld loam, 0 to 1 percent slopes 13 82—Wiley-Colby complex, 1 to 3 percent slopes 14 References 16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length , and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model , of how they were formed . Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research . The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned , onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined , a significantly smaller number of measurements of individual soil properties are made and recorded . These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented . Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report Soil Map En ° ° 504500 504600 504700 504800 504900 505000 505100 505200 505300 505400 505500 505600 505700 505800 505900 40° 24' 1"N y r I �:. F� �; . 40° 24 1 N �J 71: LL / �f 1. -11 4 .its L , \ , 40 fit* r I I {: ,I gc. ,i IQ� THH ; H4� 2 K. ` ,� {J ( till , 11 ► � 4 § it I f 8 I. Cl, >, ' ising‘fr_ ',� , i1;I�c I f 8 ; , lr ypx ` Imo ,,. it ;_a1 ,, N. i i , , S2 �1-4 IT 1 f� _ Via,! ' _ Al, "p._ O1 iF { -- ::� N I ige 1 14s, ` 40° 23'30"N ' 40° 23'30"N 504500 504600 504700 504800 504900 505000 505100 505200 505300 505400 505500 505600 505700 505800 505900 r 3 B3 Map Scale: 1:6,690 if printed on A landscape (11" x 8.5") sheet. Meters o $ N 0 50 100 200 300 $ Feet A 0 Map projection:300 Web Mercator600 Corner coordinates: WGS841200 Edge tics: UTM Zone 13N WGS84 8 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest (AOl) -# Spoil Area The soil surveys that comprise your AOI were mapped at 1 :24,000. Area of Interest (AOl) > Stony Spot Soils Warning: Soil Map may not be valid at this scale. ;',• Very Stony Spot Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause :... Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil line Other p Soil Map Unit Points placement. The maps do not show the small areas of contrasting Special Line Features soils that could have been shown at a more detailed scale. Special Point Features V Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map C4 Borrow Pit measurements. Transportation X Clay Spot Rails Source of Map: Natural Resources Conservation Service Closed Depression ti Interstate Highways Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov X Gravel Pit US Routes Coordinate System: Web Mercator (EPSG:3857) ;. Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator Landfill Local Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Lava Flow Background Albers equal-area conic projection, should be used if more accurate 4k, Marsh or swamp - Aerial Photography calculations of distance or area are required. ft Mine or Quarry This product is generated from the USDA-NRCS certified data as of ® Miscellaneous Water the version date(s) listed below. O Perennial Water Soil Survey Area: Weld County, Colorado, Southern Part v Rock Outcrop Survey Area Data: Version 13, Sep 23, 2014 + Saline Spot Soil map units are labeled (as space allows) for map scales 1 :50,000 •.• Sandy Spot or larger. • • o Severely Eroded Spot Date(s) aerial images were photographed: Apr 22, 2011—Nov 18, ® Sinkhole 2011 Slide or Slip The orthophoto or other base map on which the soil lines were 0o Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 9 Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (C0618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 42 Nunn clay loam, 1 to 3 percent 5.4 4.1% slopes 78 Weld loam, 0 to 1 percent slopes 9.4 7.1% 82 Wiley-Colby complex, 1 to 3 117.8 88.9% percent slopes Totals for Area of Interest 132.6 I 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting , or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting , or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used . Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed , and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform . An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation . Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado, Southern Part 42—Nunn clay loam , 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362p Elevation: 4,550 to 5, 150 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 46 to 54 degrees F Frost-free period: 115 to 180 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Plains, terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 29 inches: clay loam H3 - 29 to 60 inches: sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: High (about 9. 1 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: C Ecological site: Clayey plains (R067BY042CO) Minor Components Haverson Percent of map unit 9 percent 12 Custom Soil Resource Report Heldt Percent of map unit 6 percent 78—Weld loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 363y Elevation: 4,850 to 5,000 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 46 to 55 degrees F Frost-free period: 100 to 155 days Farmland classification: Prime farmland if irrigated Map Unit Composition Weld and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Weld Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits Typical profile H1 - 0 to 8 inches: loam H2 - 8 to 15 inches: clay H3 - 15 to 60 inches: silt loam H4 - 60 to 64 inches: silt loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 6 percent Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: High (about 10.2 inches) Interpretive groups Land capability classification (irrigated): 2s Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C 13 Custom Soil Resource Report Ecological site: Loamy plains (R067BY002CO) Minor Components Keith Percent of map unit 9 percent Platner Percent of map unit 6 percent Wiley Percent of map unit 5 percent 82—Wiley-Colby complex, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 3643 Elevation: 4,850 to 5,000 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 48 to 54 degrees F Frost-free period: 135 to 170 days Farmland classification: Prime farmland if irrigated Map Unit Composition Wiley and similar soils: 60 percent Colby and similar soils: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wiley Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous eolian deposits Typical profile Hi - 0 to ii inches: silt loam H2 - ii to 60 inches: silty clay loam H3 - 60 to 64 inches: silty clay loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None 14 Custom Soil Resource Report Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: High (about 11 .7 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy plains (R067BY002CO) Description of Colby Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous eolian deposits Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 60 inches: silt loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 10.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy plains (R067BY002CO) Minor Components Heldt Percent of map unit 4 percent Weld Percent of map unit 4 percent Keith Percent of map unit: 2 percent 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing . 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard 02487-00. Cowardin, L.M . , V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U .S. Fish and Wildlife Service FWS/OBS-79/31 . Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W. , and L. M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council . 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual . Soil Conservation Service. U .S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U .S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition . U .S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W. , Jr. 1985. Wetlands of Delaware. U .S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section . United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1 . United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI . http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean , and the Pacific Basin. U .S. Department of Agriculture Handbook 296. http://www.nres. usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961 . Land capability classification. U .S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 17 APPENDIX B - 3 NOAH SITE RAINFALL DATA 1/8/2015 Precipitation Frequency Data Server or tigN NOAA Atlas 14, Volume 8, Version 2 / , Location name: Johnstown, Colorado, US* / MAR • 4623 . Latitude: 40.3963°, Longitude: -104.9360° i≤ es Elevation: 4909 ft" i, Pi a„E,dr r * source: Google Maps `' ,,,, „.e:- POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration • 1 2 5 10 25 50 100 200 500 1000 0.243 0.290 0.386 0.483 0.644 0.788 0.951 1 .13 1 .41 1 .63 5-min (0.188-0.313) (0.224-0.375) (0.298-0.500) (0.371-0.630) (0.491-0.906) (0.581-1.11) (0.677-1 .38) (0.774-1 .69) (0.922-2.15) (1.03-2.50) 0.355 0.424 0.565 0.708 0.942 1 .15 1 .39 1 .66 2.06 2.39 10-min (0.276-0.459) (0.329-0.549) (0.436-0.733) (0.543-0.922) (0.719-1 .33) (0.851-1.63) (0.991-2.02) (1.13-2.48) (1.35-3.15) (1.51-3.66) 0.433 0.518 0.689 0.863 1 .15 1 .41 1 .70 2.03 2.51 2.92 15-min (0.336-0.560) (0.401-0.669) (0.532-0.894) (0.662-1 .13) (0.876-1 .62) (1.04-1.99) (1 .21-2.46) (1.38-3.02) (1 .65-3.85) (1.84-4.47) 0.576 0.687 0.913 1 .14 1 .52 1 .86 2.25 2.69 3.33 3.87 30-min (0.447-0.745) (0.532-0.889) (0.705-1 .19) (0.878-1 .49) (1 .16-2.14) (1.38-2.64) (1 .60-3.27) (1.83-4.00) (2.18-5.10) (2.45-5.93) 0.714 0.842 1 .11 1 .40 1 .87 2.31 2.80 3.37 4.21 4.91 60-min (0.554-0.923) (0.652-1.09) (0.859-1 .44) (1.07-1.82) (1 .43-2.65) (1.71-3.28) (2.00-4.08) (2.30-5.03) (2.76-6.46) (3.11-7.53) 2-hr 0.852 0.997 1 .31 1 .65 2.22 2.75 3.36 4.05 5.09 5.96 (0.666-1 .09) (0.779-1.28) (1 .02-1.69) (1.28-2.13) (1 .72-3.12) (2.06-3.87) (2.42-4.84) (2.80-5.99) (3.38-7.71) (3.81-9.02) 3-hr 0.938 1 .09 1A2 1 .79 2.42 3.00 3.67 4A4 5.59 6.57 (0.737-1.19) (0.854-1.38) (1 .11-1.82) (1.39-2.29) (1 .88-3.38) (2.25-4.20) (2.66-5.25) (3.09-6.52) (3.73-8.42) (4.22-9.85) 6-hr 1 .10 1 .28 1 .67 2.08 2.77 3.42 4.15 4.99 6.24 7.30 (0.874-1.39) (1.01-1 .61) (1 .32-2.10) (1.63-2.63) (2.18-3.82) (2.59-4.71) (3.04-5.86) (3.50-7.22) (4.21-9.26) (4.74-10.8) 1 .30 1 .54 2.01 247 3.20 3.85 4.57 5.37 6.55 7.52 12-hr (1 .04-1 .61) (1.23-1 .91) (1 .60-2.50) (1.95-3.09) (2.51-4.29) (2.93-5.19) (3.36-6.31) (3.79-7.63) (4.45-9.54) (4.94-11 .0) 1 .56 1 .83 2.35 2.84 3.61 4.27 5.00 5.80 6.96 7.92 24-hr (1 .26-1 .92) (1.48-2.26) (1 .89-2.90) (2.27-3.52) (2.84-4.74) (3.27-5.66) (3.70-6.79) (4.13-8.10) (4.77-9.98) (5.26-11 .4) 1 .80 2.13 2.72 3.25 4.05 4.73 5.46 6.25 7.36 8.26 2-day (1 .47-2.19) (1.73-2.59) (2.20-3.31) (2.62-3.98) (3.20-5.22) (3.64-6.16) (4.07-7.28) (4.48-8.56) (5.08-10.4) (5.54-11 .7) 3-day 1 .96 2.30 2.89 3.43 4.25 4.93 5.67 6.46 7.59 8.51 (1 .61-2.37) (1.88-2.78) (2.36-3.50) (2.78-4.18) (3.37-5.43) (3.82-6.37) (4.25-7.50) (4.66-8.79) (5.28-10.6) (5.75-12.0) 2.09 243 3.04 3.59 4.41 5.11 5.85 6.65 7.79 8.70 4-day (1.72-2.51 ) (1.99-2.92) (2.48-3.66) (2.92-4.35) (3.52-5.61 ) (3.97-6.56) (4.40-7.70) (4.82-8.99) (5.44-10.8) (5.91-12.2) 2.37 2.77 3.47 4.08 4.96 5.67 6.42 7.21 8.30 9.16 7-day (1 .96-2.82) (2.29-3.31 ) (2.86-4.15) (3.34-4.89) (3.96-6.19) (4.43-7.17) (4.86-8.32) (5.25-9.59) (5.83-11.3) (6.27-12.7) 10-day 2.61 3.07 3.84 449 5.41 6.14 6.89 7.67 8.72 9.54 (2.17-3.10) (2.55-3.64) (3.18-4.56) (3.70-5.36) (4.33-6.69) (4.81-7.69) (5.23-8.84) (5.60-10.1) (6.15-11.8) (6.57-13.1) 3.35 3.88 4.76 549 6.49 7.25 8.02 8.80 9.83 10.6 20-day (2.81-3.92) (3.26-4.55) (3.98-5.60) (4.56-6.48) (5.23-7.88) (5.73-8.93) (6.14-10.1) (6.49-11 .4) (7.00-13.1) (7.38-14.3) 30-day 3.93 4.53 5.50 6.29 7.37 8.19 8.99 9.80 10.8 11 .6 (3.32-4.58) (3.82-5.28) (4.62-6.42) (5.26-7.38) (5.97-8.86) (6.50-9.99) (6.92-11.2) (7.27-12.6) (7.77-14.3) (8.15-15.6) 4.63 5.33 6.45 7.36 8.56 9.47 10.3 11 .2 12.3 13.1 45-day (3.93-5.35) (4.52-6.16) (5.45-7.48) (6.18-8.56) (6.96-10.2) (7.55-11 .4) (8.00-12.8) (8.35-14.2) (8.86-16.0) (9.24-17.4) 60-day 5.18 5.99 7.28 8.30 9.65 10.6 11 .6 12.5 13.7 14.5 (4.41-5.96) (5.10-6.89) (6.17-8.39) (7.01-9.61) (7.86-11 .4) (8.51-12.8) (9.00-14.2) (9.37-15.8) (9.88-17.7) (10.3-19.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.htm I?lat=40.3963&Ion=-104.9360&data=depth&units=engl i sh&series=pds 1/4 1/8/2015 Precipitation Frequency Data Server PF graphical PDS-based depth-duration-frequency (DDF) curves Latitude: 40.3963°, Longitude: -104.9360° 16 1 t I 1 I 1 1 1 II 1 I I 14 r c 2 12 , , , , , , , • ; a10 , _ Average recurrence interval -a . c 8 • (years) o ' • — 1 a 6 - - -- 2 aa) — 5 — 25 2 - - — 50 • — 100 Oc c c c c " " >, >, >, >, >, >, >, >, >, - 200 •E. •E •E .E .E t t r r t rn ro -TT ro ro MO ro ro 3 N rh -v -v v v -a a -a — 500 UI O LII O O Si N ri1 t}' n O O O UI O .-i f-f fr1 ko .-4 N m qt tri — 1000 Duration . 16 i I r r I i t 14 - - - • - 2 12 - a 10 - a) . -o • co 8 •• • . . .' . . Ii ! 2 2 j�� - 0 i r t i i i i 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 Created (GMT): Thu Jan 8 22:45:17 2015 Duration — 5-min — 2-day 10-min — 3-day 15-min — 4-day — 30-min — 7-day — 60-min — 1 0-day — 2-hr — 20-day — 3-hr — 30-day — 6-hr — 45-day 12-hr — 60-day — 24-hr http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.3963&Ion=-104.9360&data=depth&units=english&series=pds 2/4 1/8/2015 Precipitation Frequency Data Server Back to Top Maps & aerials Small scale terrain ) s; Medicine Bow Laramie National Forest Cheyenne s `'-j 17.1"17iFort Collins y 1� i ---;; ' ° Greeley 11 I Longmdnt` t _4 di-- -` y pBoulder — ._ s , r'� ' Denver j*s �. ._, Arupa110 iN :IPico): '',4.“ O 'fa A'" s- I_ittletono 0 tio is . . .,,:, .` Centennial _, , d{ a - '✓ ! _ . , ' red , 't .1 4 �; x 1 ,t?/fie p L RA' DP • , - Cotorado ,�, '` y ,`, �4 Springs C � . 04San ts =6elNationa! r �r�`I ° u ;;� �► � 50 km Map Report a map error Large scale terrain dical Center the Rockies I. If ._ 4. http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=40.3963&Ion=-104.9360&data=depth&units=english&series=pds 3/4 1/8/2015 Precipitation Frequency Data Server • (a !•'^ keECoRd16 2 km Map Report a map error Large scale map Weld County Rd 68 ' co ta % Windsor .a o vJ 33 a. n r GI Rd 30 66 r • ® 17 87 at o a I 64 X � ' n kl: GI 257 18 El i 17 87 ECoRd16 Rd 16 n 52 52 Cccy >� 2 km Map Report a map error Lar• e scale aerial 4 ' ' ' - SA II . , I I . • a . zi „Eh . _ , 4Slik, . lik ill L — • , e_ • : , „,..... . , 1---. te tit- 4 440 . iii . fling.1 4 47%. „704, . % „it . ,, • tsibhi. i . i 1r J GoOg1e* 2 km Imagery 0 Report a map error Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hydrologic Development 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions(a noaa.gov Disclaimer http://hdsc.nws.noaa.gov/hdsc/pfds/pfds,iri ntpage.htm I?l at=40.3963&I on=-104.9360&data=depth&units=engl i sh&series=pds 4/4 APPENDIX B -4 H ISTORIC RUNOFF CALCULATIONS Highway 34 Development Historic Runoff Calculations Basin Basin Area(acres) Basin Imperviousness Runoff Coeficients,Ltotal Li Si Sw TI Tt Te R infall Intensity I (in/hr) Basin Flows Q (cfs) Area Soil Type A Soil Type B I Soil Type C Soil Type D Gravel Road(ac) Roof/Tank(ac) Undeveloped(ac) 1% a Yr 5 Yr 10 Yr 100 Yr ft) (ft) (f/f) (11/ft) (min) (min) (min) 2 r 5 Yr 10 Yr 100 Yr 2 Y- 5 Yr 10 Yr 100 Yr A 567.9 0.0 374.8 187.7 4.0 0.00 0.00 567.93 2.0 0.037 0.113 0.198 0.411 8530 500 0.006 0.01208 47.2 174.0 221.2 0.33 0.44 0.55 1.11 75.50 299.90 Basin A-CN Values for HMS Analysis CN Site Imperviousness Tatar I-hour Point Rainfall Depth Entire watershed is other agricultural lands(TR-55 pg.2-7) 2 Yr 5 Yr 10 Yr 100 Yr Soil Type A* 0.00 0.00% 68 Roof/T ank tl PI 0.842 1.1 1 1.40 2.81 Soil Type B 374.76 66.16% 79 Soil Type C 187.72 33.14% \a Gravel Road 0 Soil Type D 4.00 0.71% NY Undeveloped 0 566.48 100% Composite: x i Basin A (2% Imp.) 2 yr 5 yr 10 yr 100 cr I Notes: Soil Type A 0.00 0% 0.000 0.008 0.070 0.216 I. Refer to Table RO-3 for Site Imperviousness. Historic flow analysis=2% imperviousness. Soil Type B 374.76 66% 0.028 0.088 0.166 0.362 2. Refer to Urban Drainage Criteria Manual Vol. I Table RO-5 for Runoff Coefficients.C Soil Type C 187.72 33% 0.056 0.162 0.262 0.508 Soil Type D 4.00 1% 0.056 0.162 0.262 0.508 566.48 100% Equations: Composite: 0.037 0.113 0.198 0.411 It - ii - 'I't 1=(28.5*Pl)/(10+Tc)^0.786 Q=C*l*A PI = 1-hr point rainfall depth C=Runoff Coefficient Ii =(0.395*(1.1-05)*LiA0.5)/Si^0.33 Tc=time ofconentraction I=Rainfall Intensity A=Area C5=5 Yr Runoff Coefficient Li=500 ft.maximum Si=average watercourse slope TI=(Lt-500)/V V=Cv*S^0.5 Cv=Conveyance Coefficient=7,short pasture,lawns(Table RO-2) Sw=average watercourse slope 11IMRSI95FSIIProjects1240971133-24097-150021SupportDocs\Calcs\Drainage\Runof Highway 34 Development APPENDIXB -5 DEVELOPEDRUNOFFCALCULATIONS Highway 34 Development Developed Runoff Calculations Basin Basin Ana loots) nada Imperviousness KoaaaCoeneknt4.t LIonl 1't Ralaftll lntenahy l(brhrl Basin Flaws 4 RBIPD.\ Area Soil'IypeA Sad Type Soil TypeC Sod Type Gravel Koad facl Ro90'I'ank(K) Aspball(K1 Undeveloped 1K) 1% 2Yr 5 Yr 10 Yr 100 Yr (01 Onlni :Yo 5 Y 10 Yr 100 Yr 1 Y 5 Yr 10 Yr 100 Yr a S.Iq OW 5.00 (1.00 0.00 000 0.01) DOS 4.93 4 0.036 0.0% 0.181 0.374 1086 0.0 1.83 ;,44 3.08 6.111 0.33 1.17 2.80 11.36 A 6 4.65 0110 4.02 0.63 0.00 0.70 0.14 2.43 138 62 0.391 0.432 0.470 0.581 (082 6.0 1.85 :.44 3.08 6.18 3.37 1.91 6.86 16.711 A 12.76 0.00 12.76 0.011 0.00 5.01 0.00 7.73 0.02 76 0.522 0,550 11.590 0.668 1311 7.3 1.78 .35 2.97 3.96 11.19 6.51 22.34 50.76 A d 3.49 11.00 349 0.110 11.00 1.1)4 0.011 2.4$ (1.110 R2 0.594 0.61$ 0354 0.7211 II25 6.1 184 :43 3.06 6,14 3411 5.23 6.911 15,43 A e 15.49 0.00 13.10 2.39 0.00 10.30 0.00 0.00 5.19 27 0.169 0.241 0.317 0.479 2008 11.2 1.61 ,.12 247 5.37 4.21 7.90 13.14 39.85 A f 4.71 (1.00 2.73 1.98 (1.00 1.65 0.011 J.07 0.00 79 0.571 0.597 0.633 0.710 725 4.0 1.97 £:60 3.28 6.58 5.30 t.31 9.78 22.00 A 8 1.44 11110 0.50 0.94 11.110 0,36 0.00 148 0.00 85 0.00 0.673 0.703 0,776 495 2.8 2.06 3.71 342 6.87 1.93 2.63 3.47 7.68 A _a 14.60 0.00 9.18 5.42 0.00 5.86 1.22 0.38 7.14 27 0.179 0.253 0.330 0.501 1155 6.4 1.83 :AI 3.04 6.11 4.79 191 14.611 44.69 A Ja 37.29 0.00 3719 0.00 0.00 1.97 0,0(1 11.00 35.32 4 0.036 0.0% 11.182 0.374 204$ :IA 1.60 :.11 246 5.34 2.13 7.5$ 18.0$ 74.45 A Detention Pond 62.14 0.00 50.78 11.36 0.00 2492 1.36 17.22 18.65 46 3201 ?:'7.8 _ She Impen loons Table I.bour Palul Rainfall Depth Mellish 100 2 NI 5 Yr 10 Yr 100 Yr Itooi1l'ank 90 'I 11.8# 1.1II I.44 2.81 Grovel Road 40 Codeteluped 2 Basin la Syr Syr IO yr 100 yr aln: Soil Type A 040 0% 0 0.916 0.09 0.232 I. Refer K Table RD-J for Site lmpeniousnea. Historic flow analysis-2_%impenioumess. Sail Type B 5.110 100% 0.036 0.096 0.182 0.174 2. Refer Urban Drainac Criteria 6lanonl Vol.'Table R0.5 for Runoff Coefficients.C Soil TypeC 0110 11% 0.072 0.174 0.274 0.516 Soil Type D 0.00 0% 0.072 0.171 0.274 0.516 3 100% Couadnnsi Modified: 0.036 0.096 0.1 82 0.174 Te-Li I80'10 1-128.5•P1P 00•Tc$'0.786 Basin lb lye Syr Inrr Ina., PI-I-hr paint mi0611 depth Soil Type A 0.00 0% 0.346 0.186 0.426 O.$i 2 Te-tineofeoncatrnelon Sail Type B 4.02 86% 0386 0.426 0.472 0.572 Soil Type C 0.63 14% 0.426 0,472 0.522 0.638 U'C•I•A Soil Type Cl 0.00 0% 0.426 0.472 0.522 0.678 C-RInofCaeflcienl 4.63 100% 1-Rainfall Intensity A'Alp Modified: 11.391 0.432 0.479 0.581 Basin le 2 yr Syr 10 yr 108 yr Soil Type A 0.00 0% 0,484 0.512 0.552 0.62 Soil Type B 12.76 100% 0.522 0..55 0.59 0.668 Soil TypeC 0.00 0% 0.552 0.59 0.62ft 0.716 Soil Type Cl 11.00 0% 0352 0.59 0.628 0.716 12.76 100% Modified: 0.522 0.550 0.590 0.666 Basin TO Iyr Syr 10 yr IN yr Soli Type A 900 0% 0.368 0.586 0.624 0 684 Soil Type 0 3.49 100% 0.594 0.618 0.654 0.72 Soil TypeC 0.00 0% 0.624 0.65 0.68 0.76 SoilType U 11.00 0% 0.624 033 00 0.76 3.49 100% Modified' 0.594 0.618 0.654 0.720 Basin le 2yr Syr t0 yr 10871 Soil Type A 0.00 0% 0.106 0.172 0.238 11358 Soil'type U 13.10 115% 0 162 0.232 0.3011 0.464 Soil Type( 239 15% 0.208 0.288 0.368 0.564 Sad TypeD 0210 0% 0.208 0.288 0.368 0564 15.49 1011% Modified: 11.169 0.241 0.317 0.479 Basin lf 2yr Syr 10), 100 yr Soil Type A 0.000 0.000 0.526 0.548 0.588 0.650 Sad Type B 2.730 11.580 0.558 0.560 0.620 0.692 Sall lYpeC 1.980 0.420 0588 0.620 0.652 0.734 Soil Type D 0.000 0.000 0.588 0.620 0.652 0.734 4.710 1.000 Modified: 0.571 0.591 0.633 0.710 Batia lit 2 Syr IOyr 100 yr Soil Type A 041011 0.000 0.610 0.630 0.660 11.720 Soil Type B 0.500 0.347 0.630 0.660 0.690 0.750 Sail Type C 0.940 0.653 11.660 0,660 .0.710 0.790 Soil Type D 0.0011 0.000 0,660 0.680 0.710 0.790 1.440 1.000 Modified: 0.650 0.673 0.105 0.776 Basin 2* 7 Yr 5yr III yr Ill yr Soil TYPO A 0.00 0% 0.106 0.172 0.2311 11358 Soil Type B 9.18 61% 0.162 0.232 0.308 0.464 Sail Type C' 5,42 37% 0.208 0.288 0.368 0.564 Sod Type U 000 11% 0.208 0.248 0.368 (1564 14.6 (00% Madill0 11.179 0.253 0.330 0.501 Basin 3a 2 3 Syr In.r Inn., I Soil Type A 0.00 0% U 0.016 0.09 013: Sail Type B 37.29 100% 0.036 0.096 0.182 0.374 Sod Type, 11.00 11% 0,072 0.174 0.274 11.316 Sail Type 0.00 0% 0.072 0.174 0.274 0.516 37.29 Slodi&d: 0.036 0.096 0.182 0.374 \(nIRS195FSItprojevu 24o0nI33 2_4097-1 50026upponDoea'CokalDrainapcdtunof IliB.nay 34 Developelrnl APPENDIX B -6 OFF-SITE DRAINAGE CALCULATIONS Highway 34 Development Off ite Runoff Calculations Basin Basin area(acres) Basin Imperviousness Runoff Coeficients,c Ltotal Li Si Sw Ti Tt Tc Rainfall Intensity I(inihr) Basin Flows Q(cis) Area Soil Type A Soil I ype B Soil Type C Soil Type D Gravel Road(ac) Roof/Tank(ac) Undeveloped(ac) 1% 2 Yr 5 Yr 10 Yr 100"r (fl) (fl) (fl/fl) (ft/ft) (min) min) (m)n) 2 Yr 5 Yr 10 Yr 100IYr 2 Yr 5 Yr 10 Yr 100 YrPOA 0-1 450.82 0.00 268.34 175.25 7.23 0.00 0.00 450.8 2.) 0.039 0.118 0.205 0.421 10177 500 0.006 0.01012 46.9 229.02 776.0 52.50 -00.80 A 0-la 133.58 0.00 59.63 73.95 0.00 0.00 0.00 133.6 2.3 0.044 0.129 0.219 0.143 3069 500 0.014 0.01792 35.1 45.691 80.8 049 0.91 1.15 2.32 4.03 15.76 33.77 1 6.95 A 0-lb 118.25 0.00 75.90 40.22 2.13 0.00 0.00 1183 2..) 0.038 0.129 0.219 0.143 7476 500 0.006 0.01512 46.4 135.1 181.5 0.39 0.51 0.64 1.29 1.73 7.76 16.62 07.42 A 0-1c 198.99 0.00 132.81 61.08 5.10 0.00 0.00 199.0 23 0.037 0.113 0.198 0.111 10177 500 0.006 0.01012 47.2 229.02 776.2 2130 34.60 A Basin 0-1 CN Values for HMS Analysis CN Site Imperviousness Table Entire watershed is herbaceous semi-arid grassland(TR-55 pg.2-8) Roof/Tank Soil Type A* 0.00 0.00% 68 Gravel Road Soil Type B 268.34 59.52% 79 Soil Type 175.25 38.87% 86 Undeveloped Soil Type D 7.23 1.60% 89 450.82 1.00 1-hour Point Rainfall Depth 2 Yr 5Yr 10 Yr 100 Yr Composite: 82 PI 10.842 I 1.11 I 1.40 I 2.81 *No CN value for Type A In TR-55,assumed Type B CN value Basin 0-1c CN Values for HMS Analysis CN Notes: Entire watershed is herbaceous semi-arid grassland(TR-55 pg.2-8) Soil Type A* 0.00 0.00% 68 I. Rekr to Table RO-3 for Site Imperviousness. Historic flow analysis=2%imperviousness. Soil Type B 132.81 66.74% 79 2. Refer to Urban Drainage Criteria Manual Vol. I Table RO-5 for Runoff Coefficients,C Soil Type C 61.08 30.70% 86 Soil Type D 5.10 2.56% 89 198.99 1.00 Equations: Composite: 81 Tt=Ti+11 I=(28.5*Pl)/(10+Te)^0.786 Q=C*!*A *No CN value for Type A in TR-55,assumed Type B CN value P1 = I-hr point rainfall depth C=Runoff Coefficient Ti=(0395•(1.1-05)*Li^0.5)/SV0.33 Tc=time of conentraction I=Rainfall Intensity Basin 0-1a(2% Imp.) 2 yr 5 yr 10 yr 100 yr C5=5 Y Runoff Coefficient A=Area Soil Type A 0.00 0.00% 0.000 0.008 0.070 0.216 L=50011.maximum Soil Type B 59.63 44.64% 0.028 0.088 0.166 0.362 Si=average watercourse slope Soil TypeC 73.95 55.36% 0.056 0.162 0.262 0.508 Soil Type D 0.00 0.00% 0.056 0.162 0.262 0.508 11=(Ltotal-500)/V 133.58 100.0% V=Cv*S^0.5 Cv=Conveyance Coefficient(Table RO-2) Modified: 0.044 0.129 0.219 0.443 Sw=average watercourse slope Basin 0-lb(2% Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A 0.00 0% 0.008 0.076 0.152 0.288 Soil Type B 75.90 64% 0.028 0.088 0.166 0.362 Soil Type C 40.22 34% 0.056 0.162 0.262 0.508 Soil Type D 2.13 2% 0.056 0.162 0,262 0.508 118.25 100% Modified: 0.038 0.129 0.219 0.443 Basin O-1c(2%Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A 0.00 0% 0.000 0.008 0.070 0.216 Soil Type B 132.81 67% 0.028 0.088 0.166 0.362 Soil Type C 61.08 31% 0.056 0.162 0.262 0.508 Soil Type D 5.10 3% 0.056 0.162 0.262 0.508 198.99 100% Modified: 0.037 0.113 0.198 0.411 Basin 0-1 (2%Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A 0.00 0% 0 0.008 0.07 0.216 Soil Type B 268.34 60% 0.028 0.088 0.166 0.362 Soil Type C 175.25 39% 0.056 0.162 0.262 0.508 Soil Type D 7.23 2% 0.056 0.162 0.262 0.508 450.82 100% Modified: 0.039 0.118 0.205 0.421 11IMRSI95FSI1Projects1240971133-24097-150021SupportDocs\Caks1Drainage\Runoff Highway 34 Development APPENDIXC - HYDRAULIC CALCULATIONS APPENDIXC- 1 PIPE AND CULVERT SIZING CALCULATIONS Culvert Calculator Report Culvert la Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,914.00 ft Headwater Depth/Hejht 1 .00 Computed Headwater Elevation 4,909.76 ft Discharge 1115 cfs Inlet Control HW Elev. 4,909.61 ft Tailwater Elevation 4,909.11 ft Outlet Control HW Elev. 4,909.76 ft Control Type OutleControl Grades Upstream Invert 4,907.75 ft Downstream Invert 4,907.20t f Length 111 .00 ft Constructed Slope 0.004955 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 1 .91 ft Slope Type Mild Normal Depth 1 .26 ft Flow Regime Subcritical Critical Depth 1 .22 ft Velocity Downstream 3.74 ft/s Critical Slope 0.005496 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,909.76 ft Upstream VelocityHead 0.31 ft Ke 0.50 Entrance Loss 0.15 ft Inlet Control Properties Inlet Control HW Elev. 4,909.61 ft Flow Control N/A Inlet Type Square edge w/headwall Area Full 3.1 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 Culvert Calculator Report Culvert 1b Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,905.13 ft Headwater Depth/Hejht 0.92 Computed Headwater Elevation 4,904.54 ft Discharge 1115 cfs Inlet Control HW Elev. 4,904.46 ft Tailwater Elevation 4,903.79 ft Outlet Control HW Elev. 4,904.54 ft Control Type Entrare Control Grades Upstream Invert 4,902.70 ft Downstream Invert 4,901 .88t f Length 62.00 ft Constructed Slope 0.013226 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 1 .91 ft Slope Type Steep Normal Depth 0.93 ft Flow Regime N/A Critical Depth 1 .22 ft Velocity Downstream 3.74 ft/s Critical Slope 0.005496 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,904.54 ft Upstream VelocityHead 0.52 ft Ke 0.20 Entrance Loss 0.10 ft Inlet Control Properties Inlet Control HW Elev. 4,904.46 ft Flow Control N/A Inlet Type Beveled ring, 33.7°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 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 Culvert Calculator Report Culvert lc Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,905.15 ft Headwater Depth/Hejht 0.97 Computed Headwater Elevation 4,904.59 ft Discharge 2541 cfs Inlet Control HW Elev. 4,904.52 ft Tailwater Elevation 4,903.76 ft Outlet Control HW Elev. 4,904.59 ft Control Type Entrare Control Grades Upstream Invert 4,902.66 ft Downstream Invert 4,901 .85t f Length 69.00 ft Constructed Slope 0.011739 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 1 .91 ft Slope Type Steep Normal Depth 1 .02 ft Flow Regime N/A Critical Depth 1 .28 ft Velocity Downstream 4.07 ft/s Critical Slope 0.005706 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 4,904.59 ft Upstream VelocityHead 0.55 ft Ke 0.20 Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 4,904.52 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 6.3 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 3 Culvert Calculator Report Culvert 1 d Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,901 .76 ft Headwater Depth/Hejht 0.61 Computed Headwater Elevation 4,901 .63 ft Discharge 1531 cfs Inlet Control HW Elev. 4,901 .54 ft Tailwater Elevation 4,900.98 ft Outlet Control HW Elev. 4,901 .63 ft Control Type Entrare Control Grades Upstream Invert 4,899.81 ft Downstream Invert 4,899.47t f Length 63.00 ft Constructed Slope 0.005397 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 1 .51 ft Slope Type Steep Normal Depth 1 .16 ft Flow Regime N/A Critical Depth 1 .25 ft Velocity Downstream 4.33 ft/s Critical Slope 0.004024 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,901 .63 ft Upstream VelocityHead 0.47 ft Ke 0.20 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4,901 .54 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 7.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 4 Culvert Calculator Report Culvert If Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,899.76 ft Headwater Depth/Hejht 0.76 Computed Headwater Elevation 4,898.52 ft Discharge 169 cfs Inlet Control HW Elev. 4,898.45 ft Tailwater Elevation 4,897.48 ft Outlet Control HW Elev. 4,898.52 ft Control Type Entrare Control Grades Upstream Invert 4,897.00 ft Downstream Invert 4,895.50t f Length 135.00 ft Constructed Slope 0.011111 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 1 .98 ft Slope Type Steep Normal Depth 0.82 ft Flow Regime N/A Critical Depth 1 .03 ft Velocity Downstream 2.67 ft/s Critical Slope 0.004942 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 4,898.52 ft Upstream VelocityHead 0.41 ft Ke 0.20 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 4,898.45 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 6.3 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 5 Culvert Calculator Report Culvert 2a Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,907.57 ft Headwater Depth/Hejht 2.00 Computed Headwater Elevation 4,904.80 ft Discharge 44g6 cfs Inlet Control HW Elev. 4,903.89 ft Tailwater Elevation 4,900.73 ft Outlet Control HW Elev. 4,904.80 ft Control Type OutleControl Grades Upstream Invert 4,899.81 ft Downstream Invert 4,898.83t f Length 173.00 ft Constructed Slope 0.005665 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 22 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 2.22 ft Velocity Downstream 9.70 ft/s Critical Slope 0.010579 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,904.80 ft Upstream VelocityHead 1 .29 ft Ke 0.20 Entrance Loss 0.26 ft Inlet Control Properties Inlet Control HW Elev. 4,903.89 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 4.9 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 6 Culvert Calculator Report Culvert 3a Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,908.47 ft Headwater Depth/Hejht 2.54 Computed Headwater Elevation 4,904.15 ft Discharge 2140 cfs Inlet Control HW Elev. 4,904.15 ft Tailwater Elevation 4,892.00 ft Outlet Control HW Elev. 4,903.25 ft Control Type InIEControl Grades Upstream Invert 4,894.00 ft Downstream Invert 4,890.00t f Length 185.00 ft Constructed Slope 0.021622 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 3.41 ft Slope Type Steep Normal Depth 3.28 ft Flow Regime Supercritical Critical Depth 3.88 ft Velocity Downstream 18.54 ft/s Critical Slope 0.019045t/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 4.00 ft Section Size 48 inch Rise 4.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,903.25 ft Upstream VelocityHead 4.48 ft Ke 0.20 Entrance Loss 0.90 ft Inlet Control Properties Inlet Control HW Elev. 4,904.15 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 12.6 ft K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 7 Culvert Calculator Report Offsite la Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,915.78 ft Headwater Depth/Hejht 1 .15 Computed Headwater Elevation 4,915.46 ft Discharge 1395 cfs Inlet Control HW Elev. 4,915.42 ft Tailwater Elevation 4,912.56 ft Outlet Control HW Elev. 4,915.46 ft Control Type Entrare Control Grades Upstream Invert 4,912.00 ft Downstream Invert 4,911 .20t f Length 71 .00 ft Constructed Slope 0.011268 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1 .82 ft Slope Type Steep Normal Depth 1 .75 ft Flow Regime Supercritical Critical Depth 2.20 ft Velocity Downstream 10.17 ft/s Critical Slope 0.005935t/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 3 Outlet Control Properties Outlet Control HW Elev. 4,915.46 ft Upstream VelocityHead 1 .05 ft Ke 0.20 Entrance Loss 0.21 ft Inlet Control Properties Inlet Control HW Elev. 4,915.42 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 21 .2 it K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 8 Culvert Calculator Report Offsite lc Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,907.33 ft Headwater Depth/Hejht 2.38 Computed Headwater Elevation 4,906.13 ft Discharge 8416 cfs Inlet Control HW Elev. 4,904.96 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 4,906.13 ft Control Type OutleControl Grades Upstream Invert 4,899.00 ft Downstream Invert 4,898.30t f Length 139.00 ft Constructed Slope 0.005036 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 21 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 2.81 ft Velocity Downstream 12.30 ft/s Critical Slope 0.013906t/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,906.13 ft Upstream VelocityHead 2.23 ft Ke 0.20 Entrance Loss 0.45 ft Inlet Control Properties Inlet Control HW Elev. 4,904.96 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 7.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 9 Culvert Calculator Report Offsite 1 d Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,911 .52 ft Headwater Depth/Hejht 1 .10 Computed Headwater Elevation 4,911 .83 ft Discharge 8416 cfs Inlet Control HW Elev. 4,911 .75 ft Tailwater Elevation 4,910.28 ft Outlet Control HW Elev. 4,911 .83 ft Control Type Entrare Control Grades Upstream Invert 4,908.54 ft Downstream Invert 4,908.09t f Length 74.00 ft Constructed Slope 0.006081 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 2.19 ft Slope Type Steep Normal Depth 2.05 ft Flow Regime N/A Critical Depth 2.12 ft Velocity Downstream 7.65 ft/s Critical Slope 0.005608 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 4,911 .83 ft Upstream Velocitylead 0.98 ft Ke 0.20 Entrance Loss 0.20 ft Inlet Control Properties Inlet Control HW Elev. 4,911 .75 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 14.1 it K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 10 Culvert Calculator Report Offsite le Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,910.68 ft Headwater Depth/Hejht 1 .10 Computed Headwater Elevation 4,910.68 ft Discharge 8416 cfs Inlet Control HW Elev. 4,910.60 ft Tailwater Elevation 4,909.35 ft Outlet Control HW Elev. 4,910.68 ft Control Type Entrare Control Grades Upstream Invert 4,907.39 ft Downstream Invert 4,907.16t f Length 36.00 ft Constructed Slope 0.006389 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 2.19 ft Slope Type Steep Normal Depth 2.02 ft Flow Regime N/A Critical Depth 2.12 ft Velocity Downstream 7.65 ft/s Critical Slope 0.005608 /ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 4,910.68 ft Upstream Velocitylead 0.98 ft Ke 0.20 Entrance Loss 0.20 ft Inlet Control Properties Inlet Control HW Elev. 4,910.60 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 14.1 it K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 11 Culvert Calculator Report Offsite 1 f Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,906.18 ft Headwater Depth/Hejht 3.10 Computed Headwater Elevation 4,902.31 ft Discharge 8416 cfs Inlet Control HW Elev. 4,898.98 ft Tailwater Elevation 4,893.52 ft Outlet Control HW Elev. 4,902.31 ft Control Type OutleControl Grades Upstream Invert 4,893.02 ft Downstream Invert 4,891 .33t f Length 335.00 ft Constructed Slope 0.005045 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 21 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 2.81 ft Velocity Downstream 12.30 ft/s Critical Slope 0.013906t/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,902.31 ft Upstream VelocityHead 2.23 ft Ke 0.20 Entrance Loss 0.45 ft Inlet Control Properties Inlet Control HW Elev. 4,898.98 ft Flow Control N/A Inlet Type Beveled ring, 33.7°bevels Area Full 7.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Highway 34 Development Project Engineer: Ryan Russ p:\...\highway_34_drainage\hwy 34 culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 04/03/15 04:56:39 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 12 APPENDIXC-2 DRAINAGE CHANNEL SIZING CALCULATIONS Channel la Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 11 .56 ft3/s Results Normal Depth 0.86 ft Flow Area 4.81 ft2 Wetted Perimeter 8.45 ft Hydraulic Radius 0.57 ft Top Width 8.17 ft Critical Depth 0.62 ft Critical Slope 0.01780 ft/ft Velocity 2.40 ft/s Velocity Head 0.09 ft Specific Energy 0.95 ft Froude Number 0.55 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.86 ft Critical Depth 0.62 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:12:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 a GVF Output Data Critical Slope 0.01780 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:12:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 1 b Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 61 .40 ft3/s Results Normal Depth 1 .90 ft Flow Area 16.47 ft2 Wetted Perimeter 14.99 ft Hydraulic Radius 1 .10 ft Top Width 14.37 ft Critical Depth 1 .50 ft Critical Slope 0.01414 ft/ft Velocity 3.73 ft/s Velocity Head 0.22 ft Specific Energy 2.11 ft Froude Number 0.61 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .90 ft Critical Depth 1 .50 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:14:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 b GVF Output Data Critical Slope 0.01414 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:14:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 1 c Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 62.32 ft3/s Results Normal Depth 1 .91 ft Flow Area 16.65 ft2 Wetted Perimeter 15.07 ft Hydraulic Radius 1 .10 ft Top Width 14.45 ft Critical Depth 1 .51 ft Critical Slope 0.01411 ft/ft Velocity 3.74 ft/s Velocity Head 0.22 ft Specific Energy 2.13 ft Froude Number 0.61 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .91 ft Critical Depth 1 .51 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:16:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 c GVF Output Data Critical Slope 0.01411 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:16:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 1c1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 15.43 ft3/s Results Normal Depth 0.99 ft Flow Area 5.93 ft2 Wetted Perimeter 9.28 ft Hydraulic Radius 0.64 ft Top Width 8.96 ft Critical Depth 0.73 ft Critical Slope 0.01708 ft/ft Velocity 2.60 ft/s Velocity Head 0.11 ft Specific Energy 1 .10 ft Froude Number 0.56 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.99 ft Critical Depth 0.73 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleat14'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:17:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 d GVF Output Data Critical Slope 0.01708 ft/ft Bentley Systems, Inc. Haestad Methods SolBtat14'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:17:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Channel 1 f Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 37.42 ft3/s Results Normal Depth 1 .51 ft Flow Area 11 .40 ft2 Wetted Perimeter 12.57 ft Hydraulic Radius 0.91 ft Top Width 12.08 ft Critical Depth 1 .17 ft Critical Slope 0.01511 ft/ft Velocity 3.28 ft/s Velocity Head 0.17 ft Specific Energy 1 .68 ft Froude Number 0.60 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .51 ft Critical Depth 1 .17 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:23:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 1 f GVF Output Data Critical Slope 0.01511 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:23:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 1 g Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00560 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 12.00 ft Discharge 168.82 ft3/s Results Normal Depth 1 .98 ft Flow Area 35.57 ft2 Wetted Perimeter 24.53 ft Hydraulic Radius 1 .45 ft Top Width 23.89 ft Critical Depth 1 .59 ft Critical Slope 0.01260 ft/ft Velocity 4.75 ft/s Velocity Head 0.35 ft Specific Energy 2.33 ft Froude Number 0.69 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .98 ft Critical Depth 1 .59 ft Channel Slope 0.00560 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:22:52 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 g GVF Output Data Critical Slope 0.01260 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:22:52 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 3a Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00800 ft/ft Left Side Slope 10.00 ft/ft (H:V) Right Side Slope 10.00 ft/ft (H:V) Bottom Width 10.00 ft Discharge 211 .40 ft3/s Results Normal Depth 1 .71 ft Flow Area 46.36 ft2 Wetted Perimeter 44.38 ft Hydraulic Radius 1 .04 ft Top Width 44.21 ft Critical Depth 1 .52 ft Critical Slope 0.01342 ft/ft Velocity 4.56 ft/s Velocity Head 0.32 ft Specific Energy 2.03 ft Froude Number 0.78 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .71 ft Critical Depth 1 .52 ft Channel Slope 0.00800 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:20:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 3a GVF Output Data Critical Slope 0.01342 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:20:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 OS -1 B Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 10.00 ft Discharge 67.42 ft3/s Results Normal Depth 1 .35 ft Flow Area 18.96 ft2 Wetted Perimeter 18.54 ft Hydraulic Radius 1 .02 ft Top Width 18.10 ft Critical Depth 1 .01 ft Critical Slope 0.01440 ft/ft Velocity 3.56 ft/s Velocity Head 0.20 ft Specific Energy 1 .55 ft Froude Number 0.61 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .35 ft Critical Depth 1 .01 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:19:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 OS -1 B GVF Output Data Critical Slope 0.01440 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:19:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 OS -1 C Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 84.60 ft3/s Results Normal Depth 2.19 ft Flow Area 20.91 ft2 Wetted Perimeter 16.83 ft Hydraulic Radius 1 .24 ft Top Width 16.12 ft Critical Depth 1 .75 ft Critical Slope 0.01355 ft/ft Velocity 4.05 ft/s Velocity Head 0.25 ft Specific Energy 2.44 ft Froude Number 0.63 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.19 ft Critical Depth 1 .75 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:19:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 OS -1 C GVF Output Data Critical Slope 0.01355 ft/ft Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03] 4/3/2015 3:19:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIXC-3 CHANNEL SHEAR STRESSCALCULATIONS Highway 34 Drainage Conveyances Culvert Runoff Calculations Contributing 10-yr 100-yr Velocithe Pipe Dia. CULVERT ID II1V EL: Inv.In Inv.Out Basins (cis) (cfs) (ft/s) (in) 1 a I a 2.80 11.56 4909.76 4907,75 4907.20 3.74 24 Ili Ia 2.80 11.56 4904.54 4902.7 4901.88 3.74 24 lc Ia, lc 25.14 62.32 4904.59 4902.66 4901.69 4.07 2 x 24 Id Id 6.98 15.43 4901.63 4899.81 4899.47 4.33 36 I I Id. I f 16.76 3742 4898.52 4896-75 4896 2.67 2x24 2a 2a 14.68 44.69 4904.80 4899.81 4898.83 9.7 30 OS-la OS-la 33.77 136.95 4915.46 4912 4911.2 10.17 3 x 36 OS-1c OS-lc 21.30 84.60 4906.13 4899 4898.3 12.30 36 OS-Id OS-Ic 21.30 84.60 4910.73 4908.54 4908.09 3.85 2x 36' OS-le OS-le 21.30 84.60 490930 4907.39 4907.16 3.85 2 x 36 OS-If OS-Ic 21.30 84.60 4902.31 4893.02 4891.33 12.30 36 OS-3a 3a.OS-la 51.82 211.40 4904.15 4894.02 4889.85 18:54 47; RR-1 4910.33 4910.16 18 RR-2 4909.22 4909.04 18 Access Culvert 4908 4907.84 IS Riprap Apron Calculations at Culvert Outlets Type of Rip Rap Lxpansion Factor Length of Rip Rap Check CULVERT ID Discharge Tailwater Allowable Rip Rap d<o (Table 1/(2`taie) (Figure Pipe Q U per Barrel, Yt/D Q/D'"S (Figure MD- 2*d50 Q/D''5 At Length 3*D (Min.) 10*D (Max) Use Depth,Yt Velocity,v 21) MD-7) MD-23) goo (0) (cfs) (ft) (It/sec) (in) (in) (ft) (ft) (ft) (ft) (ft) la 2 11.56 1.91 3.00 0.96 4.09 L** 9 18 2.0 6 20 6 lb 2 11.56 1.91 3.00 0.96 4.09 L** 9 18 2.0 6 20 6 lc 2 31.16 1.91 3.00 0.96 11.02 L 9 18 5.5 4.7 10.4 16.2 6 20 16 Id 3 15.43 1.51 3.00 0.50 2.97 1. 9 18 1.0 6.6 5.1 2.7 9 30 9 If 2 18.71 1.98 3.00 0.99 6.62 L 9 18 3.3 6.6 6.2 7.6 6 20 8 2a 2.5 44.69 1.90 3.00 0.76 1131 L 9 I8 4.5 5.9 14.9 31.5 7.5 25 25 OS-Ia 3 45.65 1.71 3.00 0.57 8.79 L 9 18 2.9 6.5 15.2 38.3 9 30 30 OS-lc 3 84.60 2.19 3.00 0.73 16.28 L 9 18 5.4 4.8 28.2 47.4 9 30 30 OS-Id 3 84.60 2.19 3.00 0.73 16.28 L 9 18 5.4 4.8 28.2 47.4 9 30 30 OS-le 3 84.60 2.19 3.00 0.73 16.28 L 9 18 5.4 4.8 28.2 47.4 9 30 30 OS-If 3 84.60 2.19 3.00 0.73 16.28 L 9 18 5.4 4.8 28:2 47.4 9 30 30 OS-3a 4 211.40 2.19 3.00 0.55 26.42 II 18 36 6.6 4.2 70.5 118.3 12 40 40 RR-1 1.5 3.00 0.00 0.00 L** 9 18 4.5 15 5 RR-2 1.5 3.00 0.00 0.00 In 9 18 4.5 15 5 ' Access Culvert 1.5 3.00 0.00 0.00 L** 9 18 4.5 15 5 Ditch Calculations Ditch ID Contributing Basins 10-yr 100-yr ape Side Slopes Channel Slope Depth of Flow Req'd Depth+Freeboard Planned Min.Depth Velocity I.roude x llydr.Radius Shear (cfs) (cfs) (ft) lit) (ft) (ft/s) n=0.02 (ft) (psf) la la 2.80 11.56 trapezoidal,3' Bottotr 3:1 0.5% 0.86 2 2 2.4 0.55 0.57 0.18 t b 2a, I b 21.53 61.40 Trapezoidal,31 Bettor 3:1 0.5% 1.9 3 3 3.73 0.61 1.1 0.34 lc I a, lc 25.14 62.32 Trapezoidal,3'Bottorr 3:1 0.5% 1.91 3 3 3.74 0.61 1.1 0.34 Id Id 6.98 15.43 Trapezoidal,3'Bottotr 3:1 0.5% 0.99 2 2 2.6 0.56 0.64 0.20 If Id,1 f 16.76 37.42 Trapezoidal,3'Bottotr 3:1 0.5% 1.51 3 3 3.28 0.6 0.91 0.28 1g la. lb, lc, It IC I g,2a 66.90 168.82 Trapezoidal. 12'button 3:1 0.5% 1.98 3 3 4.75 0.69 1.45 0.45 3a OS-la,3a 51.82 211.40 Trapezoidal, 10'botton 10:1 0.80% 1.71 3 3 4.56 0.78 1.04 0.52 OS-Ib OS-lb 16.62 67.42 Trapezoidal, 10'botton 3:1 0.50% 135 2 3 3.56 0.61 1.02 032 OS-lc OS-Ic 21.30 84.60 Trapezoidal,3'Bottore 3:1 0.5% 2.19 3 3 4.05 0.63 1.24 0.39 11IMRS I95FS I\Projecls1240971133-24097-I 50021SupportDocs\Cales\Drainage\Runott_Highway 34 Development APPENDIXC-4 DETENTION POND SIZING CALCULATIONS DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Martin Marietta Materials - Highway 34 Development Basin ID: Detention Pond A (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness J= 46.00 percent Catchment Drainage Imperviousness ,, 4 46.00 percent Catchment Drainage Area A = 62.140 acres Catchment Drainage Area A= 62.140 acres Predevelopment NRCS Soil Group Type = B A, B, C, or D Predevelopment NRCS Soil Group Type= B A, B. C, or D Return Period for Detention Control T= 10 years (2, 5, 10, 25, 50, or 100' Return Period for Detention Control t= 100 years(2, 5, 10, 25, 50, or 1C0) Time of Concentration of Watershed Tc= 28 minutes Time of Concentration of Watershed Tc= 28 minutes Allowable Unit Release Rate q = 0.08 cfs/acre Allowable Unit Release Rate q= 0.08 cfs/acre One-hour Precipitation P= 1.40 inches One-hour Precipitation , 2.80 inches Design Rainfall IDF Formula i= C," P,/(C=+Tc)^C3 Design Rainfall IDF Formula i= C,` P,/(C2+T,)^C3 Coefficient One 0' 28.50 Coefficient One , C 28.50 Coefficient Two p' 10 Coefficient Two 2 C 10 Coefficient Three 0.789 Coefficient Three 3 C 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C= 0.39 Runoff Coefficient C= 0.51 Inflow Peak Runoff Qp-in= 55.07 cfs Inflow Peak Runoff Qp-in= 144.03 cfs Allowable Peak Outflow Rate Qp-out = 4.95 cfs Allowable Peak Outflow Rate Qp-out = 4.95 cfs Mod. FM Minor Storage Volume = 139,688 cubic feet Mod. FAA Major Storage Volume= 443,967 cubic feet Mod. FM Minor Storage Volume= 3.207 acre-ft Mod. FM Major Storage Volume= 10.192 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here(e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches/ hr acre-feet "m" cfs acre-feet acre-feet minutes inches I hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (Mut) (output) (output) (output) (output) (o tPut) (output) 0 _ 0.00 0.000 - 0.00 0.00 _ 0.000 - _ 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 4.71 -_ 0.786 1.00 - 4.95 0.034 0.752 5 9.42 2.056 1.00 4.95 0.034 2.022 10 3.75 1.253 1.00 4.95 _ 0.068 1.185 10 7.51 3.277 1.00 4.95 0.066 3.202 15 3.15 1.576 1.00 _ 4.95 0.102 1.474 15 _ 6.30 4.122 1.00 4.95 0.102 4.02) - 20 2.73 -_ 1.820 1.00 4.95 0.136 1.684 20 5.45 . 4.760 1.00 4.95 0.136 4.623 25 2.41 2.014 1.00 4.95 _ 0.170 1.844 25 4.83 5.268 1.00 4.95 0.170 5.090 30 2.17 2.176 - 0.96 _ 4.77 0.197 1.979 30 _ 4.34 5.690 0.96 4.77 0.197 5.493 35 1.98 -_ 2.313 0.90 4.44 0.214 2.099 35 3.96 . 6.049 0.90 4.44 0.214 5.835 40 1.82 2.432 0.85 4.19 0.231 2.201 40 3.64 6.362 0.85 4.19 0.231 6.131 - 45 1.69 2.538 0.81 4.00 0.248 2.290 45 3.38 6.639 0.81 4.00 0.248 6.39) 50 1.58 -_ 2.633 0.78 3.85 0.265 2.368 50 3.16 6.887 0.78 3.85 0.265 6.622 55 1.48 2.719 0.75 _ 3.73 0.282 2.437 55 2.96 7.112 0.75 3.73 0.282 6.83) 60 _ 1.40 2.798 0.73 3.62 0.299 2.499 60 _ 2.79 7.318 0.73 3.62 0.299 7.013 _ 65 _ 1.32 -_ 2.871 0.71 3.53 0.316 2.554 65 2.65 . 7.508 0.71 3.53 0.316 7.191 70 1.26 2.938 0.70 _ 3.46 0.333 2.605 70 2.51 7.684 0.70 3.46 0.333 7.353 75 1.20 3.001 0.69 _ 3.39 0.350 2.650 75 _ 2.40 7.848 0.69 3.39 0.350 7.493 _ 80 _ 1.15 3.060 0.67 _ 3.33 0.367 2.692 80 2.29 . 8.002 0.67 3.33 0.367 7.63 85 1.10 3.115 0.66 _ 3.28 0.384 2.731 85 2.20 8.147 0.66 3.28 0.384 7.763 90 1.05 3.167 0.65 _ 3.24 0.402 2.766 90 - 2.11 8.284 0.65 3.24 0.402 7.883 _ 95 1.01 3.217 0.65 _ 3.20 0.419 2.799 95 2.03 . 8.414 0.65 3.20 0.419 7.995 - 100 0.98 3.264 0.64 3.16 0.436 2.829 100 1.96 8.538 0.64 3.16 0.436 8.102 105 0.94 _- 3.310 0.63 - 3.13 0.453 2.857 105 1.89 8.656 0.63 3.13 0.453 8.203 - 110 0.91 3.353 0.63 _ 3.10 0.470 2.883 110 1.83 8.769 0.63 3.10 0.470 8.299 115 0.88 3.394 0.62 - 3.07 _ 0.487 2.907 115 1.77 8.877 0.62 3.07 0.487 8.393 120 _ 0.86 3.434 -- 0.62 3.05 0.504 2.930 120 1.71 8.980 0.62 3.05 0.504 8.476 125 _ 0.83 3.472 0.61 _ 3.03 0.521 2.951 125 . 1.66 . 9.080 0.61 3.03 0.521 8.559 130 0.81 3.508 0.61 3.00 0.538 2.971 130 1.62 a176 0.61 3.00 0.538 8.633 135 0.79 3.544 0.60 2.98 0.555 2.989 135 1.57 9.269 0.60 2.98 0.555 8.714 - 140 0.77 3.578 0.60 _ 2.97 0.572 3.006 140 1.53 . 9.358 0.60 2.97 0.572 8.786 145 0.75 3.611 0.60 2.95 0.589 3.022 145 1.49 9.445 0.60 2.95 0.589 8.858 150 0.73 -_ 3.643 __ 0.59 __ 2.93 - 0.606 _ 3.037 150 1.46 9.529 0.59 2.93 0.606 8.923 155 0.71 3.675 0.59 _ 2.92 0.623 3.051 155 1.42 9.610 0.59 2.92 0.623 8.987 160 0.69 3.705 0.59 2.90 0.640 3.065 160 1.39 9.690 0.59 2.90 0.640 9.049 165 _ 0.68 3.734 0.58 2.89 0.657 3.077 165 1.36 9.766 0.58 2.89 0.657 9.103 - - 170 0.66 3.763 0.58 2.88 0.674 3.089 170 1.33 9.841 0.58 2.88 0.674 9.167 175 0.65 3.791 0.58 _ 2.87 _ 0.691 3.099 175 1.30 9.914 0.58 2.87 0.691 9.223 180 _ 0.64 _- 3.818 0.58 2.86 0.708 3.109 180 1.27 9.985 0.58 2.86 0.708 9.277 - 185 0.62 3.844 0.58 _ 2.85 0.725 3.119 185 1.24 10.054 0.58 2.85 0.725 9.329 190 0.61 3.870 0.57 2.84 0.742 3.128 190 1.22 10.122 0.57 2.84 0.742 9.379 195 _ 0.60 _- 3.895 0.57 2.83 0.759 3.136 195 1.20 10.188 0.57 2.83 0.759 9.428 - 200 0.59 3.920 0.57 _ 2.82 0.777 3.143 200 1.17 10.252 0.57 2.82 0.777 9.476 205 0.58 3.944 0.57 2.81 0.794 3.150 205 1.15 10.315 0.57 2.81 0.794 9.521 210 _ 0.57 3.968 0.57 2.80 0.811 3.157 210 1.13 10.377 0.57 2.80 0.811 9.566 - - 215 0.56 3.991 0.56 _ 2.79 0.828 3.163 215 1.11 10.437 0.56 2.79 0.828 9.609 220 0.55 4.013 0.56 2.79 0.845 3.168 220 1.09 10.496 0.56 2.79 0.845 9.651 225 _ 0.54 4.035 0.56 2.78 0.862 3.174 225 1.07 10.554 0.56 2.78 0.862 9.692 - - 230 0.53 4.057 0.56 _ 2.77 0.879 3.178 230 1.06 10.611 0.56 2.77 0.879 9.732 235 0.52 4.078 0.56 2.77 0.896 3.183 235 1.04 10.667 0.56 2.77 0.896 9.771 240 _ 0.51 4.099 0.56 2.76 0.913 3.186 240 1.02 10.721 0.56 2.76 0.913 9.808 - - 245 0.50 4.120 0.56 _ 2.76 - 0.930 3.190 245 1.01 10.775 0.56 2.76 0.930 9.845 250 0.50 4.140 0.56 2.75 0.947 3.193 250 0.99 10.828 0.56 2.75 0.947 9.881 255 _ 0.49 4.160 0.55 - 2.74 0.964 3.196 255 0.98 10.879 0.55 2.74 0.964 9.916 - - 260 0.48 4.179 0.55 _ 2.74 0.981 3.198 260 0.96 10.930 0.55 2.74 0.981 9.949 265 0.47 4.198 0.55 2.73 0.998 3.200 265 0.95 10.980 0.55 2.73 0.998 9.982 270 _ 0.47 4.217 0.55 2.73 1.015 3.202 270 0.94 11.030 0.55 2.73 1.015 10.0'5 - - 275 0.46 4.236 0.55 _ 2.73 1.032 3.204 275 0.92 11.078 0.55 2.73 1.032 10.046 280 0.46 4.254 0.55 2.72 1.049 3.205 280 0.91 11.126 0.55 2.72 1.049 10.077 285 _ 0.45 4.272 0.55 2.72 1.066 3.206 285 0.90 11.173 0.55 2.72 1.066 10.107 - 290 0.44 4.290 __ 0.55 _ 2.71 1.083 3.206 290 0.89 11.219 0.55 2.71 1.083 10.156 295 0.44 4.307 0.55 2.71 - 1.100 3.207 295 0.87 11.265 0.55 2.71 1.100 10.164 300 0.43 4.324 0.55 2.70 1.117 3.207 300 0.86 11.310 0.55 2.70 1.117 10.192 Mod. FM Minor Storage Volume (cubic ft.) = 139,688 Mod. FM Major Storage Volume(cubic ft.) = 443,967 Mod. FM Minor Storage Volume (acre-ft.) = 3.2068 Mod. FM Major Storage Volume(acre-ft.) = 10.1921 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 UD-Detention_v2.34_HWY34, Modified FM 4/3/2015, 1:16 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Martin Marietta Materials - Highway 34 Development Basin ID: Detention Pond A Inflow and Outflow Volumes vs. Rainfall Duration 12 10 •• • •• • •! • t • • • • • • • • • • • • • • • • • • • • • • • • • • 8 • •• • • • • • • • • 11 a) 6 • co • 4 - - - 00oaoO 004 000000o0000a0000000000-000000000000000o O OOO 2 OOO 0 0 50 100 150 200 250 300 350 Duration (Minutes) —+—Minor Storm Inflow Volume —Minor Storm Outflow Volume 0 Minor Storm Storage Volume S Major Storm Inflow Volume Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 UD-Detention_u2.34_I-NVY34, Modified FM 4/3/2015, 1:16 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Martin Marietta Materials - Highway 34 Development Basin ID: Detention Pond A Dia . To o o ` O O r7 • #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,895.05 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,891 .00 feet Required Peak Flow through Orifice at Design Depth Q = 8.49 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 15.0 inches Orifice Coefficient C0 = 0.60 Full-flow Capacity (Calculated) Full-flow area Af = 1 .23 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 10.9 cfs Percent of Design Flow = 129% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 2.00 rad Flow area A0 = 0.93 sq ft Top width of Orifice (inches) To = 13.65 inches Height from Invert of Orifice to Bottom of Plate (feet) Y = 0.88 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,891 .88 feet Resultant Peak Flow Through Orifice at Design Depth O0 = 8.5 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1 .06 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,891.44 feet UD-Detention v2.34 HWY34.xls, Restrictor Plate 4/3/2015, 3:29 PM APPENDIXC-5 WATER QUALITY CAPTUREVOLUME CALCULATIONS STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Martin Marietta Materials -Highway 34 Development Basin ID: Detention Pond A WQCV Design Volume(Input): Catchment Imperviousness, la= 46.0 percent Catchment Area,A= 62.14 acres Diameter of holes, D= inches Depth at WQCV outlet above lowest perforation,H= 2 feet Mmber of holes per row,N= Vertical distance between rows,h = 4.00 inches OR Number of rows,NI.= 4.00 Orifice discharge coefficient,Ca= 0.60 Height of slot.H= 2.00 inches Slope of Basin Trickle Channel,S= 0.010 ft/ft Width of slot,W= 5.00 inches Time to Drain the Pond= 40 hours O C 0 0 0 n— 10 Perforated Watershed Design Information(Input): O O O _ Percent Sal Type A= % o O O o Examples Percent Soil Type B= 81 % o o e O o a o 0 0 0 Percent Soil Type C/D= 19 % A, A, "v h if _Art Outlet Design Information(Output): o o e o O o ° 4'J Water Quality Capture Volume.WQCV= 0.221 watershed inches CI Water Quality Capture Volume(WQCV)= 1.143 acre-feet o O O CI Design Volume(W)CV/12'Area'1.2)Vol= 1.371 acre-feet o O O O O O O Outlet area per row,A0= 2.89 square inches Total opening area at each row based on user-input above,A0= 10.00 square inches Total opening area at each row based on user-input above,A0= 0.069 square feet 3 Central Elevations of Rows of Holes In feet Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 6 4891.08 4891.42 4891.75 4892.08 1 ( I I Flow Collection Capacity for Each Row of Holes in cfs 4891.00 0.0000 0.0000 0.0000 0.0000 I 1 I 0.00 4891.10 0.0436 . 0.0000 . 0.0000 . 0.0000 I 0.04 _ 4891.20 0.1144 . 0.0000 . 0.0000 . 0.0000 _I_ 0.11 4891.30 0.1558 0.0000 0.0000 0.0000 __ I 0.16 4891.40 0.1883 0.0000 0.0000 0.0000 I 0.19 4891.50 0.2159 0.0946 0.0000 0.0000 I 0.31 4891.60 0.2404 0.1419 0.0000 0.0000 _ I 0.38 4891.70 0.2626 0.1769 . 0.0000 0.0000 I 0.44 4891.80 0.2831 0.2061 0.0748 0.0000 _I_ 0.56 4891.90 0.3022 0.2317 0.1295 0.0000 _ I 0.66 4892.00 0.3202 0.2547 0.1672 . 0.0000 I 0.74 4892.10 0.3372 0.2757 0.1978 0.0473 I 0.86 4892.20 0.3534 0.2953 0.2243 0.1158 _ I 0.99 4892.30 0.3689 . 0.3137 0.2480 0.1568_ I 1.09 4892.40 0.3837 0.3310 . 0.2696 . 0.1892 _ I_ 1.17 4892.50 0.3980 0.3475 02896 0.2167 _ I 1.25 _ 4892.60 0.4118 0.3632 0.3083 0.2411 I 1.32 4892.70 0.4252 0.3783 0.3259 0.2633_ I 1.39 4892.80 0.4381 0.3928 0.3426 0.2837 _ I 1.46 _ 4892.90 0.4507 0.4068 0.3586 0.3028 I 1.52 4893.00 0.4630 0.4203 0.3738 0.3207_ I 1.58 4893.10 0.4749 . 0.4334 . 0.3885 , 0.3377 _ I 1.63 _ 4893.20 0.4865 0.4461 0.4026 . 0.3539 _I 1.69 4893.30 0.4979 0.4585 0.4163 . 0.3693 I t74 4893.40 0.5090 0.4705 0.4295 0.3842 _ I 1.79 4893.50 0.5198 0.4822 . 0.4423 . 0.3985 I 1.84 _ 4893.60 0.5305 . 0.4937 . 0.4548 . 0.4122 _ I_ 1.89 4893.70 0.5409 . 0.5049 . 0.4669 0.4256 _ I 1.94 4893.80 0.5512 0.5158 0.4787 0.4385 I 1.98 4893.90 0.5612 0.5266 0.4903 0.4511 I 2.03 4894.00 0.5711 0.5371 0.5016 0.4633 _ I 2.07 _ 4894.10 0.5808 0.5474 0.5126 0.4752 I 2.12 4894.20 0.5903 0.5575 0.5234 0.4869 _I_ 2.16 4894.30 0.5997 0.5675 0.5340 0.4982 I 2.20 4894.40 0.6090 0.5772 . 0.5443 . 0.5093 I 2.24 4894.50 1 0.6181 0.5868 0.5545 . 0.5202_ _I 2.28 4894.60 0.6271 0.5963 0.5645 0.5308 2.32 4894.70 0.6359 . 0.6056 . 0.5743 . 0.5412 _I 2.36 4894.80 0.6447 . 0.6147 . 0.5840 . 0.5515 _ I 2.39 _ 4894.90 0.6533 . 0.6238 . 0.5935 . 0.5615 2.43 4895.00 0.6618 0.6327 0.6028 0.5714 j 2.47 4895.10 0.6702 0.6414 0.6120 0.5811 2.50 4 - -1 - 895.30 0.6866 0.6586 0.6300 0.6000 2.58 4895.20 0.6785 0.6501 0.6211 0.5906 1 1 2.58 Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 24 tA-Detertion_v2.34_MNY34.xls,WQCV 4/3/2015,3:18 PM Hello