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Home My WebLink About20080059.tiff • Vision ■ Teamwork ■ Commitment ■ Communication DOWNSTREAM BOX ELDER CREEK WATERSHED JN: 3325 FLOOD HAZARD AREA DELINEATION Prepared for Pioneer Communities, LLC rIS CarroII & Lange0 Professional Engineers & Land Surveyors 165 South Union Blvd., Suite 156 Lakewood, Colorado 80228 (303) 980-0200 Fax: (303) 980-0917 2008-0059 FLOOD HAZARD AREA DELINEATION • FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED ' JN: 3325 1 October 15, 2006 Revised November 29, 2006 Revised April 26, 2007 Prepared for: 1 Pioneer Communities, LLC 9145 East Kenyon Avenue, Suite 202 Denver, CO 80237 ' 303-843-9742 Fax: 303-843-0143 ' Prepared by: ' Michael Ott, El En�ineer I492 l?eci, � mccnc • 38138 4/ • 26 .07 a 1 li p N ti, E Sr,48 ettaESti,6 er REVIE ' ttir9Y ONLY ' Carroll & Lange, Inc. 165 South Union Boulevard, Suite 156 1 \� Lakewood, CO 80228 Fax: 303-980-0917 • 303-980-0200 1 ' ENGINEER CERTIFICATION I hereby affirm that this Flood Hazard Area Delineation for Downstream Box Elder Creek Watershed was prepared by me (or under my direct supervision) for the owners thereof in accordance with the provisions of the Urban Drainage and Flood Control District Criteria Manual and approved variances are exceptions thereto. I understand that it is the R0}rief,,),Neld County that Weld County does not and will not assume liability for }�designed by others. ' O7 ' çTrn or ;Aim' schi , PEM Date • Colorado F For and On � � ��oll & Lange, Inc. REVIEW COPY ONLY r N t I I I r I • I ' TABLE OF CONTENTS S • I. INTRODUCTION A. Authorization 1 B. Purpose 1 C. Scope 1 D. Mapping 2 II. STUDY AREA DESCRIPTION A. Location 2 B. Soils 3 C. Surface Water Resources 3 III. BASELINE HYDROLOGIC ANALYSIS A. Hydrologic Models 4 B. Watershed Description 4 C. Rainfall 5 D. CUHP Modeling 6 E. UDSWM Modeling 7 F. Results 8 IV. HYDRAULIC ANALYSIS I • A. Methodology 9 B. Results 10 rV. REFERENCES 11 1 I • I IAPPENDICES • II Appendix A Vicinity Map IFIRM Maps Appendix B ISoils Map Appendix C IWatersheds Appendix D ISub-Watersheds Appendix E IRainfall Data Appendix F ICUHP Input Data Appendix G ' • SWMM Input Data Appendix H I Inflow Data Appendix I IPioneer Onsite Flow Data Appendix J IRouting Schematic Appendix K IOutflow Hydrographs Appendix L IPeak Flow Rates I Appendix M HEC-RAS Flow Data / Calculations I Appendix N Floodplain Delineation • 1 ' FLOOD HAZARD AREA DELINEATION • FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED I I. INTRODUCTION A. Authorization ' This report has been prepared for Pioneer Communities, LLC in accordance with the criteria stated in the Urban Drainage and Flood Control District I Criteria Manual (UDFCD, June 2001) and approved variances are exceptions thereto, and to be here on referred to as the aforementioned title, or the "criteria." ' B. Purpose The purpose of this report is to provide floodplain analysis for the Pioneer site outlined in the Phase I Drainage Report, by Carroll & Lange, Inc. (July ' 2006). This report is to analyze the offsite flows that will affect the Pioneer site. The only onsite basins that will be analyzed are those that lie within the current floodplain boundary outlined by the Federal Emergency Management Agency (FEMA). However, onsite flow data from the Master I • Drainage Report for Pioneer, by Carroll & Lange, Inc. (September, 2006) will also be used in analyzing the floodplain. The floodplain analysis is ' necessary in order to create a boundary for the area of development within the Pioneer site to reduce any potential flood damages. The floodplain analysis will include mapping for the Box Elder Creek watershed as well as mapping for the Unnamed Drainageway watershed. Unnamed Drainageway is a tributary of the Box Elder Creek watershed, however its confluence into Box Elder Creek is on the downstream side of the Pioneer site. Therefore, mapping of its floodplain is necessary to the development of the Pioneer site. It is necessary to model both the existing and the future conditions for the Pioneer site in order to determine the effects of the proposed development on the 100-year floodplain. C. Scope ' 1. Review and assemble all pertinent information about the upstream flood conditions and the areas directly contributing to the watersheds in question. 2. Carry out field and map observations to collect all relevant information in order to model the watersheds. 3. Define the hydrology of the area using the CUHP 2000, version 1.1 and UDSWM 2000, version 1.4 computer programs for the 100-year • recurrence interval storm. Due to the size of the watershed area, FLOOD HAZARD AREA DELINEATION FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED ' • Page 2 some average values may be used in the modeling process of the area. 4. Solve for existing and future 100-year runoffs, which will flow into the ' Pioneer site. 5. Perform step backwater hydraulic calculations using the HEC-RAS, ' version 2.2 computer program on the downstream portion of the watershed area in order to map the floodplain throughout the Pioneer site. 6. Perform floodplain-mapping throughout the Pioneer site based on the water surface calculations from the HEC-RAS model, for the 100-year recurrence interval storm. D. Mapping ' Maps with 10-foot contours for all areas of the watershed were obtained from the United States Geological Survey (USGS). These maps were titled: Keenesburg, Cob. N4000 W10430/7.5; Hudson, CO. 40104-A6-TF-024; I Klug Ranch, Colo. N4007.5 W10430/7.5; and Milton Reservoir, Colo. N4007.5 W10437.5/7.5. To model the floodplain within the Pioneer site, one-foot contours were used, which were created by Aerial Mapping taken ' in August 2006. Flood Insurance Rate Maps (FIRM) were studied; the following Community Panel Numbers were analyzed: 080266 0900C and 080266 1025C. These FIRM maps can be seen in Appendix A. II. STUDY AREA DESCRIPTION ' A. Location The Box Elder Creek Watershed is located on the east side of the Denver Metropolitan area. It is approximately 100 miles long with a width of three to five miles wide. It extends from El Paso County in the south to Weld County in the north, just south of the Greeley city limits at the South Platte River. ' The limits of this detailed report extend from the Weld/Adams County border in the south to the northern limits of the Pioneer site in the north. The upstream boundary of this report is the downstream boundary of two previous reports made; the Flood Hazard Area Delineation for Lower Box Elder Creek Watershed, (Wright Water Engineers, Inc. 2001), a report that included approximately 70 square miles and approximately 15 miles of the main stem of Box Elder Creek; and the Horse Creek Watershed Outfall • Systems Planning Preliminary Design Report, (Knight Piesold Consulting, FLOOD HAZARD AREA DELINEATION FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED • Page 3 February 2003), a report that included approximately 25 square miles which ultimately outfalls into the Horse Creek Reservoir. The Wright Water Engineers study was conducted downstream of a previous study entitled ' Upper Box Elder Creek Outfall Systems Planning Study Hydrology Report (CH2M-Hill, 1994), which included approximately 200 square miles. ' This report has an area of approximately 56 square miles and approximately 18 miles of the main stem of Box Elder Creek. ' B. Soils The detailed report area is currently made up almost entirely of undeveloped grassland and agricultural areas. As shown in the Soil Survey of Weld County, Colorado, U.S. Department of Agriculture, Soil Conservation Service and Forest Service, the soils that make up this area are predominately of the type "B" and "C" classification, which have moderate infiltration characteristics. The area also has small areas of type "A" and "D" soils, which have high and very small infiltration characteristics I respectively. A soils map, along with the corresponding soils name • reference sheet is located in Appendix B. ' C. Surface Water Resources The major streams in the study area include a portion of the main stem of Box Elder Creek, Hayesmount Creek, Horse Creek (north of Horse Creek Reservoir), Jim Creek, and Unnamed Drainageway. Box Elder Creek has many contributing watersheds throughout its entire length. Box Elder Creek watershed has a drainage area of approximately 28 square miles stretching the entire length of the aforementioned study boundary. Due to the large size of the Box Elder Creek watershed, it was divided into two watersheds, ' one that included everything south of 1-76, Box Elder South, and another that included everything north of 1-76, Box Elder North. This allowed any necessary rainfall adjustments to be minor. ' The following are the tributary-watersheds that contribute to the portion of Box Elder Creek being analyzed in this detailed report. Horse Creek is a right bank tributary with its confluence approximately 2.5 miles north of the upstream boundary of this report. It has a total watershed area of approximately three square miles. I • FLOOD HAZARD AREA DELINEATION FOR DOWNSTREAM BOX ELDER CREEK WATERSHED • Page 4 Hayesmount Creek is a left bank tributary made up of approximately seven square miles of drainage area with its confluence approximately seven miles north of the upstream boundary of this report and just south of the ' Interstate 76 pass over. Jim Creek is a right bank tributary made up of approximately ten square miles of drainage area with its confluence 1.3 miles south of the Pioneer site, and 1.5 miles north of the Interstate 76 pass over. ' Unnamed Drainageway is a right bank tributary, although its confluence is on the downstream side of the Pioneer site, and will be treated as a separate watershed through the site until its confluence with Box Elder Creek. The Unnamed Drainageway watershed is approximately nine square miles with confluence approximately 1.5 miles northeast of the Weld County Road 49 cross over Box Elder Creek. A map outlining the aforementioned data is located in Appendix C. III. BASELINE HYDROLOGIC ANALYSIS I • A. Hydrologic Models ' The Urban Drainage Flood Control Districts (UDFCD) Colorado Urban Hydrograph Procedure (CUHP) computer model 2000, version 1.1 was used in developing hydrographs for each of the six the watersheds. ' Hydrographs were calculated from the CUHP computer program and were then routed with the UDFCD's stormwater management model, UDSWMM, 2001, version 1.4. It is in the scope of this report to analyze existing and ' future conditions flows. B. Watershed Description ' The study area was divided into separate watersheds in accordance with the surrounding tributaries to Box Elder Creek. Each watershed was divided into sub-watersheds, or sub-basins in accordance with the criteria outlined in the runoff chapter of the Urban Drainage and Flood Control District Criteria Manual (UDFCD, June 2001). All watersheds and sub- watersheds can be seen in Appendix D. The criterion states that, for sub- basins smaller than 90 acres in size, the time of concentration be calculated and input separately. The sub-basins in this report range from 15 to 310 acres in size, with lengths ranging from 300 to 8,000 linear feet. USGS 10- foot contour maps were used to delineate these sub-basins. Most sub- s basins were first divided along the flowline of their particular tributary. From FLOOD HAZARD AREA DELINEATION FOR IDOWNSTREAM BOX ELDER CREEK WATERSHED III Page 5 I there, they were delineated based upon their topography, size, and routing Ischeme. Table 3-2 shows a summary of the watersheds model in this report. 1 Table 3-2 Summary of Watershed Delineation I Watershed Number of Total Watershed Tributary Sub- Area Designation I Watersheds [square miles] HO I Horse Creek* 20 2.66 I BE Box Elder Creek* 164 28.14 HA Hayesmount Creek* 44 7.29 JC I Jim Creek i 67 9.69 UN ( Unnamed Drainageway 50 8.44 Totals:__ _.___-_345 _- _._....�._.--_..._.__.._56.22 ' • Average Area per Sub-watershed (sq. miles, acres): 0.1630 104.29 *This only includes that which is a portion of this report. I C. Rainfall IThis report is to analyze the 100-year recurrence interval storm. The design rainfall for this storm was taken directly from the criteria stated in the rainfall chapter of the Urban Drainage and Flood Control District Criteria Manual (UDFCD, June 2001). The rainfall data was the same as was used in the aforementioned upstream studies conducted on the Box Elder Creek and I Horse Creek watersheds. The point precipitation values were divided into increments of five minutes to create an accurate hyetograph. For the South and North Box Elder Creek watersheds, an area adjustment was needed I since their areas exceeded ten square miles. No other sub-watersheds required any area adjustments for their respective rainfall data. The point precipitations values were the following for the 100-year recurrence interval I storm: 2.6 inches at the 1-hour, 3.1 inches at the 3-hour, and 3.4 inches at the 6-hour. A table of the rainfall data can be seen in Appendix E. I ill1 I FLOOD HAZARD AREA DELINEATION FOR DOWNSTREAM BOX ELDER CREEK WATERSHED • Page 6 D. CUHP Modeling CUHP models were created for each of the watersheds, which are South ' Box Elder Creek, North Box Elder Creek, Horse Creek, Hayesmount Creek, Jim Creek, and Unnamed Drainageway. Each model contains rainfall information for the sub-watersheds that are located within the watershed ' itself. The data for the sub-watersheds was for area, length, distance to the centroid, slope, imperviousness, retention storage losses, infiltration losses, and time of concentration. These values can all be seen in Appendix F. ' The sub-watershed areas, lengths, and distances to the centroid were all calculated with a geographic information system (GIS). The percent imperviousness and slope for each sub-watershed was estimated using knowledge gained from field as well as the topography maps from the USGS. The infiltration inputs, which included the decay coefficient and the ' initial and final infiltration values, were calculated based on Table RO-7 from the runoff chapter of the Urban Drainage and Flood Control District Criteria Manual (UDFCD, June 2001), which bases those values on the soil type. I The soil types were obtained from soil maps from the Soil Survey of Weld • County, Colorado, U.S. Department of Agriculture, Soil Conservation Service and Forest Service. ' It is not in the scope of this report to represent each sub-watershed with its particular soil type. Instead, the values used for the infiltration inputs were ' calculated by averaging the recommended values from the criteria based on all of the soils within the watersheds. In the runoff chapter of the criteria, the following values were advised for the retention storage loss values: 0.4 inches for the existing condition pervious area, 0.35 inches for the future conditions pervious area, and 0.05 inches for the impervious area. The time of concentration was calculated by hand and input separately for all sub- watersheds less than 90 acres in size using equations RO-2, 3, and 4 for sub-watersheds of less than 15% imperviousness and equations RO-2, 3, 4, and 5 for all sub-watersheds with greater than 15% imperviousness. For all ' sub-watersheds greater than 90 acres in size, the CUHP model determined the time to peak value based on the inputs mentioned in this section of this report. Each model was run separately in order to create inflow ' hydrographs to input into the UDSWM model for routing. • FLOOD HAZARD AREA DELINEATION FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED '• Page 7 E. UDSWM Modeling ' UDSWM models were created for each of the watersheds. Each watershed ' contained separate data inputs in order to model the routing of the flow. The inputs included inflow hydrographs from upstream or tributary models, and the length, slope, bottom width, side slopes, and roughness coefficients ' of each conveyance element. This data can all be found in Appendix G. To start, inflow hydrographs were input into the model from the four previous studies, which included the existing and future conditions. It is assumed ' that future development within these watersheds will detain and release future conditions flows at historical rates. For this reason, the future flows calculated in the Master Drainage Report for Pioneer, by Carroll & ' Lange, Inc. (November 2006), and analyzed for the future conditions floodplain of Box Elder Creek and Unnamed Drainageway, were the only future conditions analyzed in this report. ' First, inflow data from the Flood Hazard Area Delineation for Lower Box Elder Creek Watershed (Wright Water Engineers, Inc. 2001) was input into I the South Box Elder Creek model. The Horse Creek model required inflow • data from the Horse Creek Watershed Outfall Systems Planning Preliminary Design Report (Knight Piesold Consulting, February 2003). The outflow ' data from the Horse Creek model was then input into the South Box Elder model. Secondly, inflow data from the Wright Waters Engineers study was input into the Hayesmount Creek model. All inflow data from these studies ' can be seen in Appendix H. The output flow data from the Hayesmount Creek model and the South Box ' Elder Creek model were then input into the North Box Elder Creek model which also included inflow data from the Jim Creek model. The Unnamed Drainageway model was also input into the North Box Elder Creek model, ' though the confluence of the Unnamed Drainageway into Box Elder Creek happens north of the focus of this report. The Master Drainage Report for Pioneer, by Carroll & Lange, Inc. (September 2006) calculated the existing and proposed conditions discharges from the Pioneer site. The proposed conditions flow was routed to onsite detention ponds, which released the flow at the 5-year historical rate. The existing conditions flow was routed ' through the site and released into Box Elder Creek and Unnamed Drainageway without detention. The cross-sectional geometry and slopes of the conveyance elements were obtained from the USGS topography maps, which included 10-foot contour lines. Lengths for the conveyance elements were then calculated based on proposed design points created for • routing the UDSWM model. This data along with the inflow data, as well as FLOOD HAZARD AREA DELINEATION FOR IDOWNSTREAM BOX ELDER CREEK WATERSHED • Page 8 the flow hydrographs calculated from the CUHP modes created an accurate Irepresentation of the watersheds in question. A detailed routing schematic can be seen in Appendix J. IF. Results The peak discharges for various locations within the watersheds have been I shown in Table 3-6. Detailed hydrographs of these locations can be seen in Appendix K. A table of the peak flow rates at all locations within the watersheds can be seen in Appendix L. The 1-76 bridge over Box Elder I Creek causes a backwater condition on the south side of 1-76. The bridge allows a maximum flow of 11,029 cfs to pass through, which can be seen in I Table 3-6 by the values designated by the North side of 1-76. Both the existing and future conditions models represent this condition. Table 3-6 ISummary of Peak Flow Rates at Selected Locations I Location Existing Conditions • Proposed Conditions • Peak Flow(cfs) Peak Flow(cfs) Box Elder Creek:I _a Upstream Boundary' 11,514 23,451 @ Horse Creek Confluence 11,115 23,484 @ Hayesmount Creek Confluence 12,781 26,561__ @ North side of 176 ..,.,. .,,,.,. _ 1.1,029 ...,_ ..,, 11,029 I _@Entry into Pioneer Site 11,672 11,695 @ CR 49 .. 12,089 11,810 @ Unnamed Dramageway Confluence 14,825 - 12,582 IHorse Creek @Upstream n Bouday ' _—. ....... .._422 { _ _ 468 Confluence into Box Elder Creek 1,097 1,105 IHayesmount Creek @ Upstream Boundary' 2,35-6 G .. 3,601 @ Confluence into Box Elder Creek 2,123 3,389 ' Jim Creek @ Confluence into Box Elder Creek ,. 4,242 4,242 I Unnamed Drainageway: @Entry into Pioneer Site _ 3,625 3,635 @ Confluence into Box Elder Creek 5,701 3,832 I *From Inflow Data obtained from the Flood Hazard Area Delineation for Lower Box Elder Creek Watershed, (Wright Water Engineers, Inc.2001) • "From Inflow Data obtained from the Horse Creek Watershed Outfall Systems Planning Preliminary Design Report, ' (Knight Piesold Consulting, February 2003) FLOOD HAZARD AREA DELINEATION FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED • Page 9 ' IV. HYDRAULIC ANALYSIS A. Methodology ' HEC-RAS, version 2.2 computer program was used to model the 100-year recurrence storm through the Pioneer site. The program requires geometric data, which includes cross sectional data of the floodplain, as well as channel and reach lengths. It also requires flow data, which includes flow coming into first cross section, which was found from the CUHP-SWMM models, as well as a water surface elevation of the downstream cross section of the study. The flow changed throughout the model due to the addition of flow generated from the Pioneer site, which was calculated by the Master Drainage Report for Pioneer, by Carroll & Lange, Inc. (November 2006). A summary of the flow values used can be seen in Appendix M. Each of the Box Elder Creek studies required two downstream tailwater elevations to be taken into account. The first was caused by Klug Lake, which is located on the east side of the floodplain and on the north border of I the site as it passes through the floodplain. A breech in the bermed northern boundary of the lake serves as a natural release of the pond, and ' during the 100-year recurrence storm interval, causes a back up in the lake, which in turn causes the floodplain to widen at the entrance of flow into the lake. While the breech does release flow during the storm event, a ' maximum of 5,140 cfs, which can be seen in Appendix M, the release does not equal that of the peak inflow, and the volume of the lake is not large enough to detain the 100-year flow. Therefore, once the lake is full, the ' inflow will equal the outflow, while the rest of the inflow will travel in a natural pathway downstream to the northwest of the lake. ' Once the flow within the lake travels through the breech, it separates into the flow within the low-flow channel within Box Elder Creek and the flow that spreads into sheet flow to the northwest of the lake, which joins with the ' flow that did not travel into the lake. The maximum flow that can travel within the low-flow channel is 416 cfs. Calculations for the low-flow channel can be seen in Appendix M. There is a possibility during a large event that the breech opening would widen and allow more flow through (this has not been analyzed). The tailwater elevation for the west-side flow was calculated based on the downstream channel geometry and the peak flow at that location. The • tailwater elevation for the Unnamed Drainageway study was calculated FLOOD HAZARD AREA DELINEATION FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED • • Page 10 ' using the channel geometry and peak flow on the downstream side of the study. Step calculations were then made, from downstream to upstream, in each study. Aerial mapping provided one-foot contours, which allowed cross sections to be cut approximately every 500 feet and their geometry to be entered into the HEC-RAS computer program. The geometric data, which included a Manning's value of 0.035, as well as the aforementioned flow data allowed the HEC-RAS computer program to solve for the water surface elevation at each cross section. From there, the limits of the floodplain were then mapped based on the known water surface elevations ' at each cross section and the topography of the land in between the cross sections. B. Results The flow data, water surface elevations, as well as other HEC-RAS t calculations for all of the models can be seen in Appendix M, while the results of the floodway mapping can be seen in Appendix N. The floodplain of Box Elder Creek averages 2,270 feet wide in the existing conditions and I • the future conditions. However, upstream of Klug Lake the floodplain generally ranges from 700 to 2,200 feet wide, but due to the backwater condition caused by Klug Lake the floodplain widens at the throat of the lake ' to 4,000 feet wide. The floodplain of Unnamed Drainageway averages 975 feet wide. 1 1 1 • FLOOD HAZARD AREA DELINEATION FOR ' DOWNSTREAM BOX ELDER CREEK WATERSHED • Page 11 ' V. REFERENCES 1. Urban Storm Drainage Criteria Manual, volumes 1 and 2, Urban Drainage and Flood Control District, June 2001. ' 2. Phase I Drainage Report, by Carroll & Lange, Inc., July 2006. 3. Master Drainage Report for Pioneer, by Carroll & Lange, Inc., September 2006. 4. United States Geological Survey for Weld County, Colorado, Keenesburg, Cob. N4000 W10430/7.5, 1950, limited revision 1971, photo inspected 1975; Hudson, CO. 40104-A6-TF-024 1949, revised 1994; Klug Ranch, ' Cob. N4007.5 W10430/7.5, 1950, photo revised 1978; Milton Reservoir, Cob. N4007.5 W10437.5/7.5, 1950, photo revised 1971, photo inspected 1975. 5. Flood Insurance Rate Map for Weld County, Colorado, Community-Panel No. 080266 0900C and No. 080266 1025C, Federal Emergency Management Agency, National Flood Insurance Program, September 28, ' • 1982. 6. Flood Hazard Area Delineation for Lower Box Elder Creek Watershed, ' Wright Water Engineers, Inc. 2001. 7. Horse Creek Watershed Outfall Systems Planning Preliminary Design ' Report, Knight Piesold Consulting, February 2003. 8. Upper Box Elder Creek Outfall Systems Planning Study Hydrology Report, CH2M-Hill, 1994. 9. Soil Survey of Weld County, Colorado, U.S. Department of Agriculture, Soil Conservation Service and Forest Service. 1• • 1 I 1 • 1 i 1 1 1 ' APPENDIX A ' Vicinity Map FIRM Maps 1 . I • . _ LARI 6R COUNTY ‘..s l(l ��■■ , � �. ill 4 , ill ,EoL LD ere cou vz�.l` _ --7 r res� I VE— ■ —J I ELD COUNTY — I' • �� ' � ` � I � I _. - Ir �E�O!/ .. 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L • _ C , ' \ • ✓4 .. - 1 10 1 1 1 1 1 1 ' APPENDIX D Sub-Watersheds 1 I . 1 WOO 39NV1-lIOHdV O'MMM N0innn8V1 0NIH0V61/N0ISIA3?J 631SVII 33S 6ESS-Zee (OL6) XVJ o I ,,, >N0 6g atop suoisinaa ory 9699 Z6 (016) 3N0Hd Sa3HS2nivM-ens LHS08°pampa puelanolEN 0SZ 0009 anuanV uloaull 'S S86£ v L6 .,n o siotavng purl 9 sia0ulbu3 leuolssalold WWMS—dHf10 F h1. ,,nl ebuww 19 Ip imp - 2133NOId ° a 0 O a o In T 2 6 6 v y. ,. O ✓ A w W Q O W 0 2 X. ui N m i o 0 ; W W N N 2 Z Z CO O W N N a i 0 0 3 O Q U ,-all n I ; F m o w . 6 S ff (V U jair ir Ili II* 3 I a (n - Z 'a a a N CO Q I m W' ,_ vWzi n S f z E I I U cn ' En vl axtL3 ¢ p A II A A — W q9 - 0 z I I , N Q Ha'.. NOW 1 _I u •a m 5 T " F Y I �... Ai : I o o W g I J J � /� U I n i j • ♦ .. . I w A < ig ' ' Q Z V / 3 � : a i cE • '1' _ _ i .� I��I.• I 0 . 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I I I I APPENDIX E IRainfall Data I I i • i I 1 Hyetograph - 100-year Recurrence Storm i • Area I % 2-hour 3-hour Adjustment Adjusted 3- of 1-hour Rainfall Rainfall for 10-20 Sq. hour Rainfall Time(min) Rainfall (%) (inches) (inches) Mile (inches) I 5 1.0% 0.03 0.03 1.00 0.03 10 3.0% 0.08 0.08 1.00 0.08 15 4.6% 0.12 0.12 1.00 0.12 _I 20 8.0% 0.21 0.21 1.00 0.21 - 25 14.0% 0.36 0.36 0.90 0.33 30 25.0% 0.65 0.65 0.90 0.59 I 35 14.0% 0.36 0.36 0.90 0.33 40 8.0% 0.21 0.21 1.00 0.21 45 6.2% 0.16 0.16 1.00 0.16 - 50 5.0% 0.13 0.13 1.00 0.13 I 55 4.0% 0.10 0.10 1.00 0.10 60 4.0% 0.10 0.10 1.00 0.10 65 4.0% 0.10 0.10 1.00 0.10 I 70 2.0% 0.05 0.05 1.00 0.05 75 2.0% 0.05 0.05 1.00 0.05 80 1.2% 0.03 0.03 1.00 0.03 I 85 1.2% 0.03 0.03 1.00 0.03 90 1.2% 0.03 0.03 1.00 0.03 95 1.2% 0.03 0.03 1.00 0.03 I 100 1.2% 0.03 0.03 1.00 0.03 • 105 1.2% 0.03 0.03 1.00 0.03 110 1.2% 0.03 0.03 1.00 0.03 115 1.2% 0.03 0.03 1.00 0.03 1 120 1.2% 0.03 0.03 1.00 0.03 125 0.01 1.00 0.01 130 - - 0.01 1.00 0.01 I 135 - - 0.01 1.00 0.01 140 0.01 1.00 0.01 145 - - 0.01 1.00 0.01 150 - - 0.01 1.00 0.01 I 155 0.01 1.00 0.01 160 0.01 1.00 0.01 165 - - 0.01 1.00 0.01 I 170 - - 0.00 1.00 0.00 175 0.00 1.00 0.00 180 - - 0.00 1.00 0.00 I I I I . • • 1 I I . 1 I 1 ' APPENDIX F ' CUHP Input Data 1 1 '. 1 1OA m �,. 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O ,� N =,' N 0)t, d4 .- N N N NO ;gymd ° O ypM F h O )iM d "N u') . hr. ro O N M N m O d F - m =a10 Nh ,yan M m M :m d >e (0 � M N + M d d'+ N - M co -* M d ` M NN ^^ MM d rh N E �y E. 1/4 „, - 0 ,, h Am o .21 ; — O' + R N °G;d :N N O W O N P Fu {+`+4 y k hi mmiloA y p$� ' j N d (D W N.,=. '''O N d y N��a W ® O ny N +, d a m c O)„7,S 411 t 4 (0 O ' CZ N �] N -EN Nv,,cc((N,l Nf+:MAc M « Mgg M M Vi ;4M len' 'N `� U ` U� U ':U U U *U U gU Uho—.O — O,,,, 1U �,� U U Uf =U �U �IU„- me f 5�# 0 t0 :- �I —) �,, —) s—a ,nom F�4..,, � :i; s {- �, a �� it �e U • � ,m � mO OO O .i Nt N Om � N ;. a Jz j. cic 0' r o Y"'o ° omo oo i0, o "0�� o ' o�' )o � `o » o o O' o o,,O O a O O O O O F o- O O u N , N a N N I O. o .: oo - 05 `'O o o '"o o5 o ,o ® o o a „ 1 NS_` , fz _ _ . r 4 co N A«• N i P 4 O m N 7 kiNiI 0 .24 O M V in '. N jjM V M,try - N r g .f fA N M N co N R. N M 0 O 10 z, W O y, O•y ii Ol ,ic Fs 6-k;t.n ` M V a .,144- 4p, � �O cc, ® cam} LT) 6 0i a N 4N9 N .N 4'V VSS O 6,YA NQ# ° CO, il OE a N r N iii. 03 O N V «� N `OJ Q.f N O �O m'O m OGl O s O O .O Oi.{` O O OO a.2 z� S 3R.1541' -055A 1St 4A ?'.,1 ar, 115 Pa Ptyc 0.9 �t to 0,-,W " O N M1-.O N fd.N N N n' O4440W%1O.} gg d i N t") m e N a N V 5+�!� OJ M O Cr) O�tk,3 ® Nv� Z0-r O O N OO s^ iv O .O 9O gOw .O , O O O Off,SS I N a ti9' N m c2oD i16 N N- N d' N ® (NO O N + CO eY rn Fa.m ONJ N o OJ C.co E N Q) N N M N 0 N � N U) r Nyp':r NW NCM c^O 0)CDOO) N F. O) 0 N :; #O"N rD N N OT N N N gg N Co O) N V 5i O) I� N (�-:N OJ f!S OJ tD O) 1� N .CO 9 M Co Q) O O N • O k3} f� 14) ; N CO M N fi V �'i CO Q 't 7 tl' N ) N N N 09 095. 5 4: ,PoI '` N , M M 'k�' N N `� N NNN!co s T9 Nr7 M?l9' N35x; I N N i N N N N N N tV`Ngi M C3 M YY M '1:'C M YFJ' ni 'a .: ,tm`s 1� Z i� 1E a PPC irl :Ilke7 . 0.1. `ue ss�.� ."} I I o Mi ro fn m me o o ' da o•'a ° 10 `.o ` {o o o o jm�,o rA• • t'o Nn o r0 A t o 0mmmt o : o o : o ` o pt o 0[5o .N . o F r8 a $ a m Bs�. O o o oo o �• o o w 0 0 o Q o 0 0o 0 0 o 0 •w I . m m m m q. m m m m am}} m m,,; m�,�m . ro m mg oom o 0 :g o o o '.' o o 'm 0 1k o .,101 o ° o -- o f 4 o .4 o ' o o h��o 0 o o ro -• o o o o - o of o m o - o m o 0 0 0 ok o o .... NORAMOMII F F rq lia c FMn;+I 12) t �R°°,m m,(; ui°i"+m4�. r• Yt� _;:dN r v) m Mw N Pm Fm rrm`'' :qm iFn�yl°NF.= Q)€ M - N mYi ky � M,,^' V! 1 tM(N °,24 .40 (0 (N UV m0 4N fNF.,;. 0 K, N �. N �• N " Nk PA IN �a�y_.M FG�N to Gn p� N N Ni! IIII I N k -I sR h . 7 I� -.N m m t M h Fn M ! N F NN a s 1� s M •p N 'w L 0 - 1� 4 N- Y } Q) s N m x a m r.„+ N V •a ^4 LI) 1 ( M `k F_�. 0) m N I o v Nfr,N L v uM m qgm .. y r N n . v4a .: 110"0`1"'4 .`o r M ? Wig.4 INI-20g O m .'a 06 N� NtAilOgi .a s!) 1), m m N m�` 0� 133N .«OMIT M •e N oo n!froN M O w M ^;fm x uit pN ge0 g moe'dg � G y « yF A{pm FO M m m ( _ FO m O }C �M s{ �` O '7§ Ode N .n 0.Z s 2 :nV N q9M N N `c - . N z4m N 9�• 7 .. o .D0D. 0 e M ' Nr .a AN O m Oem�' O O s 0 O m 0 m O « O O w Oq 0 9 0 m O0o «� O O AO m 0 m OI a+ I dO . 11m C � M m O - r m I� M r N N m V r m ,e m w M « O. O) O O ' .N . r r N - m - N m M :m m - M N O m N « 0 m = l0 - m .o m n O N < 0 --• I� m M g'N M ,e O •. N I„ 0 ; - „,,.., , , . I� - o N x .MW ‘I- t,1� O N 0 . 7 M .. p> m 'd N +r O m O m e' • 'U too t O 0 m 0 u a 0 O O O O O M O m O r. O O u O •A O - O O) m « N •• N O « m 0�F':.N m V y m tt. 0 J I� &07N0•a ' �V I z .� M OM .. 0 « 0 e N Lo m CO e (00 a M m u'l . O •S' SOn FX�a en O N 'm N r r O +^ O r r N O M N N N N r N m 0 *+ O m O m O w O •� O �+ O m 0 O 4 0 •A O m 0 a• O m 0 .= O ..• O m 0 0 0 O r M d' m « M •. V « m O c. M v 0 an m « ilt = i m e - .. m aeN e ,e cN = -.. ^ Mm0 aNpi Q to0 t,-, •e Fm0 m «. W e 0 ! (+mj u N . N « I� M (p0 Z (rti m0 a M ^ r m (� r r N r r r r r rte? r I O •M ,. m w OJ M t` O) .. N m In m +: m �y m m O m 1arnmmnm , o •. a 0 « FO a FO d' m M 0 e g N N «. m - N om 0 O m N 0 ,c M N M r m e m y 0 - m * N 0 S* O t m co m , m •a m N o M N m s 0 • M N m « CO #; n N ++ M O N •«• I co s, M N ie N - O0 . M �N N .c m . « N e. o ^ ,« a• .« m m 0 I "O N 4 �g * O LT M .- m N m (« m p,F,m .0 0 0 Wt:•'N J d N , M ) to [a m 2t3 )� de:.,. . r v 4", r c r r N N d E NFay ii miiiiii O NrH1+I1!1111 C _ '�•� ' • z, , ,,...,z,,,... „„..„,„F z ' zi4, z z z�llg 4z .z z zY z z z :3 :, i7 71,7 z7 %7 67 Y7( '7 B7 '7 7f A7 7 7 F d /}� ¢¢ °r s, I in LiiO O .. O ., N .v Ni a O 4p 1 . •O .. O O E,a O p 0 •. O O +a O 1 CO °'. N w, 1 c$3 i41 W 2rt ≤ry p ^'w OJ . .tM m 6® I hit RE N . N Fill N . O o R,4 C4 Iiir Ill It4 , i, tat; , , , ../-ks; 4 '� O ^+ N i pp pi ki M °a M 4 M Vi.,144 in . a M )ti N. ptii pi pp i to 4 AlN ..N t 0)) ° t a 0 p NI Nilpa O : .M sb N m C O ®. O + 0 a g r ;NI Di O ni O O +4 { f kli ilii NiShit 41 !Ili ,i1.3 to"ri I N u'W .. O a co N W ?o)4 co g (^p o �j Li;.(LO w ogE,4 to NM F F n r . 0 w tic oni tog tt • O 1 : 1F11 OSI ii, II0 04 " Iii PI D wo I co s n DaiN ., e w m ,. Q. .. V p V r-•M N M O M , „..,© O Ia.O . OAl N !Z.O•+ N- o r LU N O (0,N O O - r r m a 0)ton,CO s N 2?) .r I- N() N N ® M pi S M V 416- ` 7 `ta. Fp N a m 1/4,”m N 04 N N N N p N N B N M Iti :4,;r • PP Pt• IA Ar: a .. v _ (.0 v , � fN3t�` N ma I En in y. I Zw. Z r0�„ Z 01_;0 0 1 1 1 , 1 1 i 1 i 1 1� 1 1 i 1 APPENDIX G SWMM Input Data 1 1 1. I ' HORSE CREEK SWMM DATA INPUTS • Element Contributing Base Width Length Channel Side Slope(horiz/vert) Mannings ' Numver Design Point (ft) (ft) Slope(fUft) Left(ft/ft) Right(ft/ft) Coefficient HO1 1 100 1722 0.012 15 23 0.035 HO2 2 100 1044 0.012 15 23 0.035 - HO3 3 100 2444 0.012 15 23 0.035 HO4 4 100 911 0.012 54 11 0.035 • HO5 5 125 2699 0.002 75 69 0.035 HO6 6 125 1499 0.002 75 69 0.035 ' _ HO7 7 125 925 0.002 75 69 0.035 HO8 8 125 2158 0.002 75 69 0.035 HO9 9 125 1603 0.002 75 69 0.035 I HO10 10 125 2164 0.002 75 69 0.035 HO11 11 125 5004 0.002 75 69 0.035 HO12 12 125 100 0.002 75 69 0.035 I I I I I . I I I I I I I ' BOX ELDER CREEK SWMM DATA INPUTS • Element Contributing Base Width Length Channel Side Slope(horiz/vert) Mannings ' Number Design Point (ft) (ft) Slope(ft/ft) Left(fUft) Right(ft/ft) Coefficient BE1 1 125 2357 0.0034 40 12 0.035 BE2 2 125 2948 0.0034 40 12 0.035 I BE3 3 125 2548 0.0034 40 12 0.035 BE4 4 125 3536 0.0034 40 12 0.035 BE5 5 125 3656 0.0034 40 12 0.035 - BE6 6 125 3038 0.0034 40 12 0.035 ' BE7 7 100 2267 0.012 15 15 0.035 BE8 8 100 1773 0.012 15 15 0.035 _ BE9 9 100 1779 0.012 15 15 0.035 ' BE10 10 100 2612 0.012 15 15 0.035 BE11 11 100 893 0.012 15 15 0.035 BE 12 12 100 1901 0.012 15 15 0.035 BE13 13 100 1568 0.012 15 15 0.035 I BE14 14 125 947 0.0034 40 12 0.035 BE15 15 125 1318 0.0034 40 12 0.035 BE16 16 1000 3644 0.005 500 500 0.035 I BE17 17 125 2421 0.0034 40 12 0.035 BE18 18 1000 2564 0.005 500 500 0.035 BE19 19 1000 2478 0.02 500 500 0.035 I BE20 20 125 1004 0.0034 40 12 0.035 BE21 21 125 1047 0.0034 40 12 0.035 BE22 22 100 1633 0.012 15 15 0.035 BE23 23 100 1539 0.012 15 15 0.035 I • BE24 24 100 1552 0.012 15 15 0.035 BE25 25 100 1204 0.012 15 15 0.035 BE26 26 1000 1233 0.02 500 500 0.035 I BE27 27 100 4854 0.012 15 15 0.035 BE28 28 1000 1520 0.02 500 500 0.035 BE29 29 125 728 0.0034 40 12 0.035 BE30 30 125 5353 0.0034 40 12 0.035 I BE31 31 1000 1282 0.005 500 500 0.035 BE32 32 100 1821 0.012 15 15 0.035 BE33 33 100 2912 0.012 15 15 0.035 I BE34 34 125 3227 0.0034 40 12 0.035 BE35 35 125 3569 0.0034 40 12 0.035 BE36 36 100 2547 0.012 15 15 0.035 BE37 37 125 1999 0.0034 40 12 0.035 I BE38 38 1000 3006 0.005 500 500 0.035 BE39 39 1000 1397 0.005 500 500 0.035 BE40 40 1000 2878 0.005 500 500 0.035 I BE41 41 1000 1773 0.005 500 500 0.035 BE42 42 1000 2972 0.005 500 500 0.035 BE43 43 1000 1949 0.005 500 500 0.035 BE44 44 1000 1642 0.005 500 500 0.035 I BE45 45 1000 1576 0.005 500 500 0.035 BE46 46 1000 1184 0.005 500 500 0.035 BE47 47 1000 1634 0.005 500 500 0.035 I BE48 48 1000 1854 0.005 500 500 0.035 BE49 49 1000 1308 0.005 500 500 0.035 • BE50 50 1000 1486 0.005 500 500 0.035 BE51 51 1000 1603 0.005 500 500 0.035 I BE52 52 1000 3274 0.005 500 500 0.035 I ' BE53 53 1000 981 0.005 500 500 0.035 • BE54 54 125 3845 0.0034 40 12 0.035 ' BE55 55 125 1975 0.0034 40 12 0.035 BE56 56 125 1696 0.0034 40 12 0.035 BE57-E 57 150 X 9 727 0.0023 0 0 0.035 I BE57-P 57 125 727 0.0023 123 25 0.035 BE58 58 125 3548 0.0023 123 25 0.035 BE59 59 1000 1693 0.005 500 500 0.035 BE60 60 1000 1476 0.005 500 500 0.035 I BE61 61 1000 1585 0.005 500 500 0.035 BE62 62 1000 1599 0.005 500 500 0.035 BE63 63 1000 1661 0.005 500 500 0.035 I BE64 64 1000 1382 0.005 500 500 0.035 BE65 65 125 3516 0.0023 123 25 0.035 BE66 66 125 2552 0.0023 123 25 0.035 BE671 67 125 767 0.0023 123 25 0.035 I BE672 JC35 125 1766 0.0023 123 25 0.035 BE68 68 125 2526 0.0023 123 25 0.035 BE69 69 125 2737 0.0023 123 25 0.035 I BE70 70 1000 1948 0.005 500 500 0.035 BE71 71 1000 1701 0.005 500 500 0.035 BE72 72 1000 1456 0.005 500 500 0.035 BE73 73 1000 1389 0.005 500 500 0.035 I BE74 74 1000 1318 0.005 500 500 0.035 BE75 75 1000 1374 0.005 500 500 0.035 BE76 76 1000 1480 0.005 500 500 0.035 I • BE77 77 1000 1332 0.005 500 500 0.035 BE78 78 1000 1371 0.005 500 500 0.035 BE79 79 1000 2170 0.005 500 500 0.035 BE80 80 125 2204 0.0023 123 25 0.035 I BE81 81 125 2769 0.02 123 25 0.035 BE82 82 125 2835 0.0023 123 25 0.035 BE83 83 125 2740 0.0023 123 25 0.035 I BE84 84 125 3788 0.0023 123 25 0.035 BE85 85 125 1742 0.0023 123 25 0.035 BE86 86 125 3114 0.0023 123 25 0.035 BE87 87 125 2382 0.0023 123 25 0.035 I BE88 88 125 1400 0.0023 123 25 0.035 BE89 89 125 1796 0.0023 123 25 0.035 BE90 90 125 1268 0.0023 123 25 0.035 I BE91 91 125 525 0.0023 123 25 0.035 BE92 92 125 1034 0.0023 123 25 0.035 BE93 93 125 1586 0.0023 123 25 0.035 BE94 94 125 1290 0.0023 123 25 0.035 I BE95 95 125 3737 0.0023 123 25 0.035 BE96 96 125 502 0.0023 123 25 0.035 0 I 1 HAYESMOUNT CREEK SWMM DATA INPUTS • Element Contributing Base Width Length Channel Side Slope(horiz/vert) Mannings ' Number Design Point (ft) (ft) Slope(ft/ft) Left(Wft) Right(ft/ft) Coefficient HA1 1 1000 1766 0.0034 500 500 0.035 HA2 2 1000 1153 0.0034 500 500 0.035 I _ HA3 3 1000 3302 0.0034 500 500 0.035 HA4 4 1000 2393 0.02 500 500 0.035 HA5 5 1000 2162 0.0034 500 500 0.035 HA6 6 1000 2143 0.0034 500 500 0.035 ' HA7 7 1000 3218 0.0034 500 500 0.035 HA8 8 1000 1324 0.0034 500 500 0.035 HA9 9 1000 936 0.0034 500 500 0.035 HA10 10 1000 1315 0.0034 500 500 0.035 HA11 11 1000 2016 0.0034 500 500 0.035 HAl2 12 1000 1609 0.0034 500 500 0.035 HA13 13 1000 961 0.0034 500 500 0.035 I HA14 14 1000 1731 0.0034 500 500 0.035 HA15 15 1000 1718 0.0034 500 500 0.035 HA16 16 1000 1187 0.0034 500 500 0.035 I HA17 17 1000 1243 0.0034 500 500 0.035 HA18 18 1000 1272 0.0034 500 500 0.035 HA19 19 1000 1374 0.0034 500 500 0.035 HA20 20 1000 1216 0.0034 500 500 0.035 I HA21 21 1000 3028 0.0034 500 500 0.035 HA22 22 1000 1421 0.0034 500 500 0.035 HA23 23 1000 1813 0.0034 500 500 0.035 1 • 1 I I 1 I I I 1I • I I 1 JIM CREEK SWMM DATA INPUTS • Element Contributing Base Width Length Channel Side Slope(horiz/vert) Mannings I Number Design Point (ft) (ft) Slope(ft/ft) Left(ft/ft) Right(ft/ft) Coefficient JC1 1 125 2846 0.0057 33 49 0.035 - JC2 2 125 759 0.0057 33 49 0.035 I JC3 3 125 2654 0.0057 33 49 0.035 JC4 4 125 1931 0.0057 33 49 0.035 JC5 5 125 1516 0.0057 33 49 0.035 JC6 6 125 1777 0.0057 33 49 0.035 I JC7 7 125 1097 0.0057 33 49 0.035 JC8 8 125 1190 0.0057 33 49 0.035 JC9 9 125 1336 0.0057 33 49 0.035 I JC10 10 125 1317 0.0057 33 49 0.035 JC11 11 125 625 0.0057 33 49 0.035 JC12 12 125 813 0,0057 33 49 0.035 JC13 13 125 752 0.0057 33 49 0.035 I JC14 14 1000 569 0.005 500 500 0.035 JC15 15 125 2601 0.0057 33 49 0.035 JC16 16 100 1191 0.016 33 68 0.035 I JC17 17 100 1685 0.016 33 68 0.035 JC18 18 100 2138 0.016 33 68 0.035 JC19 19 100 2050 0.016 33 68 0.035 JC20 20 100 1995 0.016 33 68 0.035 I JC21 21 100 1862 0.016 33 68 0.035 JC22 22 100 2687 0.016 33 68 0.035 JC23 23 125 597 0.0057 33 49 0.035 I • JC24 24 125 2002 0.0057 33 49 0.035 JC25 25 125 2260 0.0057 33 49 0.035 JC26 26 125 1488 0.0057 33 49 0.035 JC27 27 125 2757 0.0057 33 49 0.035 I JC28 28 125 636 0.0057 33 49 0.035 JC29 29 125 384 0.0057 33 49 0.035 JC30 30 125 1050 0.0057 33 49 0.035 I JC31 31 125 1118 0.0057 33 49 0.035 JC32 32 125 767 0.0057 33 49 0.035 JC33 33 125 2464 0.0057 33 49 0.035 JC34 34 125 3212 0.0057 33 49 0.035 IJC35 35 125 253 0.0057 33 49 0.035 I I I I 10 I I ' UNNAMED DRAINAGEWAY SWMM DATA INPUTS • Element Contributing Base Width Length Channel Side Slope(horiz/vert) Mannings I Number Design Point (ft) (ft) Slope(ft/ft) Left(ft/ft) Right(ft/ft) Coefficient UN1 1 235 1973 0.015 42 48 0.035 UN2 2 300 1755 0.005 200 20 0.035 I UN3 3 300 1560 0.005 200 20 0.035 UN4 4 300 531 0.005 200 20 0.035 UN5 5 200 400 0.015 28 35 0.035 UN6 6 200 1672 0.015 28 35 0.035 I UN7 7 235 5329 0.015 42 48 0.035 UN8 8 200 1497 0.0039 28 35 0.035 UN9 9 200 1540 0.0039 28 35 0.035 I UN10 10 200 1491 0.0039 28 35 0.035 UN11 11 200 790 0.0039 28 35 0.035 UN12 12 200 483 0.0039 28 35 0.035 UN13 13 200 1003 0.0039 28 35 0.035 I UN14 14 1000 4055 0.015 500 500 0.035 UN15 15 200 1864 0.0039 28 35 0.035 UN16 16 200 1784 0.0039 28 35 0.035 I UN17 17 1000 3913 0.015 500 500 0.035 UN18 18 200 1702 0.0039 28 35 0.035 UN19 19 1000 4142 0.015 500 500 0.035 UN20 20 200 1854 0.0039 28 35 0.035 I UN21 21 1000 4657 0.015 500 500 0.035 UN22 22 235 1566 0.02 42 48 0.035 UN23 23 235 1564 0.02 42 48 0.035 I • UN24 24 235 5333 0.02 42 48 0.035 UN25 25 200 6950 0.0039 28 35 0.035 UN26 26 200 3031 0.0039 28 35 0.035 UN27 27 200 1420 0.0039 28 35 0.035 I UN28 28 200 1549 0.0039 28 35 0.035 UN29 29 200 2535 0.0039 28 35 0.035 UN30 30 200 1362 0.0039 28 35 0.035 I I I I I I ill 0 I 1 1 10 1 1 1 1 1 1 10 1 1 1 APPENDIX H ' Inflow Data 1 1 10 1 I I I . 07 0 • 00000000000 oom—°, 22224avv 0 c O m 2. a` 0 F. Y 0 0 N C 0 0 C 0 5.1 o 0 0 0 0 2 U N m N M V V 0 V 0 C0')CmJ M O N r m %_ j W S N I N '-LL • m �� NC] V v) mrmm � r � O• $ E u c iz S. O I N O CO0 y o rna o w - 0 0 o r o 0 0 0 o ,- ..E. • D o 0 0 0 0 0 0 0 0 0 0 d m ' C O N N m ' f V N f r 0 0 S] U N N CO CO Cr) -in m >Y N " € L O Q p, o O ) `• v p CL F. 2 3E m • a m� R^ N o � d E U " 10 2 E c c — o « o o O (O o 0 0 0 0 0 u .E ' 0 0 0 r a E 9 `o0NNNwro0ON v y m T IN vi o o_ o ° m a rn I c w `c I o m w ma v E _ ,• u2y b m r w vo LO m nmm E o= F m0 ^ X ic 2 C) t C D a O N Ny O O O ' O O O O O O 0 0 0 0o T - O• O O O N O 0 0 0 0 0 0 0 0 o N ' c 0�00o c CO 00 0O)n 0)O O.O G 3 E o R ri rim IC.-4- oO NOJ .- o.o -o 'O o N N 0 N N N N n30 t 4? p I 00_ m o -0 > a_ rig_o i a m 0 L 5 2 U u E E 0 a c (SR O aN )f 0 0 0 0 N OO 10 100 C 0 0 LO O O LO l O O C- ' 03 O r N r ,_ 0)r CO V 01 CD m = NO z - N t 0 o o O 0 2 m N O y go 1, 0I Lt N O N = > r N 11 V In m f. m 0) O r N CO O 1n E E N ill in E LL a c ' z I • 10 ' APPENDIX I ' Pioneer Onsite Flow Data • I ON-SITE RUNOFF* • POND/CHANNEL EXISTING CONDITIONS FUTURE CONDITIONS ' ELEMENT ROUTED TO TRIBUTARY (cfs)** (cfs) *** 314 Box Elder 319 5 315 Box Elder 44 5 I 317 Box Elder 188 5 110 Unnamed Drainageway 623 632 304 Unnamed Drainageway 286 41 I 305 Unnamed Drainageway 111 5 311 Unnamed Drainageway 302 27 312 Unnamed Drainageway 473 19 306 Unnamed Drainageway 146 5 I 313 Unnamed Drainageway 123 5 307 Unnamed Drainageway 245 5 308 Unnamed Drainageway 174 5 I309 Unnamed Drainageway 117 5 *On-site Runoffs were calculated by the Master Drainage Report for Pioneer by Carroll &Lange(September 2006). **Existing Conditions flows were calculated with the on-site, existing basin delineation and the 100-year storm. *** Future Conditons flows were calculated with the on-site, existing basin delineation and the 5-year storm, a ' minimum release of 5 cfs was used. I I I I I I I 1I • I I I . III I I I I I . 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': F',,' F �r,l 4 � n ¢ i.rck r Y' F.5? i r ,..u.,...,.....: £k _ i Q O O Q Q O0 00 O0 0 O O Q p 0 Lo 0 • d co CO N N I • (S13) mold J I 1 • I . 1 ' APPENDIX L Peak Flow Rates 1 • I I • HORSECREEK IBASIN-EXISTING CONDITIONS ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** I CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) ' 1 291. . 7 1 0. 2 484 . 1.0 0 55. 3 657. 1.2 1 5. 6 116. . 6 1 5. 5 421. 1.2 6 40. 4 805. 1.3 1 5. 8 112. . 6 1 15. 7 1108. 1. 9 1 10. I 9 1240. 2. 0 1 20. 10 1290. 2. 1 1 30. 11 1038. 1. 9 1 55. I12 1097. 1. 9 1 50. I. I I I I I I I 1O I I I • HORSECREEK IBASIN-PROPOSED CONDITIONS I *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME IELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 1 291. . 7 1 0. 2 484 . 1. 0 0 55. II 3 657 . 1.2 1 5. 6 116. . 6 1 5. 5 466. 1.2 6 15. I 4 805. 1.3 1 5. 8 112. . 6 1 15. 7 1116. 1.9 1 10. 9 1249. 2.0 1 20. I 10 1299. 2.1 1 30. 11 1047. 1. 9 1 55. 12 1105. 1. 9 1 50. I I• I I I I I I I I 0 I I I • HAYESMOONT CREEK 1 BASIN-EXISTING CONDITIONS I *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME UELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 1 2316. . 9 3 40. II2 2325. . 9 3 45. 4 73. . 1 1 25. 3 2293. . 9 4 0. 5 2289. . 9 4 10. I 6 2276. . 9 4 25. 7 2246. . 8 4 40. 8 2241. . 8 4 50. 9 2238. . B 4 55. II 10 2233. . 8 5 5 11 2221 . . 8 5 15 12 2213. . 8 5 25. III 13 2210. .8 5 35. 14 2201. . 8 5 45. 15 2192. . 8 5 55. 16 2187 . . 8 6 5. ' • 17 2183. . 8 6 10. 18 2178 . . 8 6 20. 19 2172. . 8 6 30. 20 2168. . 8 6 35. II 21 2139. . 8 6 55. 22 2133. . 8 7 5. 23 2123. . 8 7 20. I I I I I 1 I . I ll ll I . HAYESMOUNT CREEK ' BASIN-PROPOSED CONDTIONS ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME IELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 1 3572. 1. 1 3 35. 2 3581. 1. 1 3 40. ll 4 73. .1 1 25. 3 3538. 1. 1 3 55. 5 3531. 1 . 1 4 5. ' 6 3515. 1. 1 4 20. 7 3485. 1. 1 4 35. 8 3480. 1. 1 4 40 9 3477. 1. 1 4 45. II 10 3471. 1.1 4 55. 11 3460. 1 . 1 5 5. 12 3453. 1 . 1 5 15. 13 3451. 1. 1 5 20. II 14 3443. 1. 1 5 25. 15 3436. 1. 1 5 35. 16 3432. 1 . 1 5 45. 17 3429. 1 . 1 5 50. 18 3425. 1. 1 5 55. 19 3421. 1. 1 6 5. 20 3417 . 1 .1 6 10. I 21 3399. 1 . ] 6 25. 22 3395. 1 . 1 6 35. 23 3389. 1. 1 6 45. I ll ll I I . il I II • BOX ELDER SOUTH BASIN-EXISTING CONDITIONS 1 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME IELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 38 53. . 1 1 45. II1 11318 . 6. 6 5 35. 39 98. . 1 1 35 . 9 124 . .4 1 0. 7 213. . 6 1 0. 1 2 11180. 6.5 5 40. 40 131. .2 1 55. 10 347. .8 1 5. 8 329. .8 1 5. II 3 11093. 6.5 5 45. 41 150. .2. 2 ].0. 11 1158 . 1. 6 1 5. II 4 10953. 6.5 5 50. 42 159. .2 2 30. 12 1335. 1. 8 1 10. 5 10823. 6. 4 6 0. ' • 43 228. . 2 2 25. 13 1478. 1. 9 1 10. 6 10735. 6. 4 6 5. 44 226. . 2 2 35. II 22 249. .7 1 0. 14 11115 . 6. 5 6 10. 45 241 . .2 1 25. ' 24 152. . 5 1 0. 23 445. . 9 1 0. 16 36. . 1 2 0. 15 11101 . 6. 5 6 10. II 46 286. .2 1 20. 26 94 . . 1 1 10. 25 831 . 1 . 4 1 0. I 19 39. . 1 1 35. 1.8 54 . . 1 1 45. 17 11054 . 6. 5 6 15. 47 328. .3 1 30. ' 27 940. 1 . 4 1 15. 2.0 11058 . 6. 5 6 20. 48 341. . 3 1 45. ' 28 900. . 5 1 25. 21 11047 . 6. 5 6 20. 49 352. . 3 1 55. 32 145. . 5 0 55. 29 11049. 6. 5 6 25. 50 358 . . 3 2 5. • 33 284 . .7 1 10. 31 42 . . 1 1 35. 30 10814 . 6. 4 6 35. I I51 357 . . 3 2 25. 5 34 10743. 6. 4 6 45. I 52 329. .3 2 55. 36 62. . 1 1 35. 35 10651 . 6. 4 6 55. 53 326. .3 3 5. I 37 10628. 6. 4 7 0 54 10691. 6.4 7 5 55 10671. 6.4 7 10. I56 10659. 6. 4 7 15. I I I I I • I I I I I 1 I I • I II II • BOX ELDER ISOUTH BASIN-PROPOSED CONDITIONS I *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 38 53. . 1 1 45. 1 23388 . 9. 2 5 30. ll 39 98 . . 1 1 35. 9 124 . . 4 1 0. 7 213. . 6 1 0. • 2 23306. 9.1 5 30. 40 131. .2 1 55. 10 347 . .8 1 5. 8 329. . 8 1 5. II 3 23279. 9. 1 5 35. 41 150. . 2 2 10. 11 1158 . 1. 6 1 5. 4 23208 . 9. 1 5 40. ll 42 159. . 2 2 30. 12 1335. 1. 8 1 10. 5 23130. 9. 1 5 45. 43 228. . 2 2 25. 13 1478 . 1. 9 1 10. 6 23072 . 9. 1 5 50. 44 226. . 2 2 35. I 22 249. . 7 1 0. 14 23484 . 9. 2 5 50. 45 241 . .2 1 25. ' 24 152. . 5 1 0. 23 445. . 9 1 0. 16 36. . 1 2 0. 15 23470. 9. 2 5 55. II 46 286. .2 1 20. 26 94 . . 1 1 10. 25 831 . 1. 4 1 0. II19 39. . 1 1 35. 18 54 . . 1 1 45. 17 23432. 9. 2 5 55. 47 328 . .3 1 30. II 27 940. 1. 4 1 15. 20 23443. 9.2 6 0. 48 341. . 3 1 45. 28 900. . 5 1 25. II 21 23435. 9. 2 6 0. 49 352. .3 1 55. 32 145. .5 0 55. II 29 23434 . 9. 2 6 0. 50 358 . . 3 2 5. 33 284 . . 7 1 10. le 31 42. . 1 1 35. II 30 23276. 9. 1 6 10. I 51 357 . . 3 2 25. • 34 23212. 9. 1 6 15. 52 329. . 3 2 55. 36 62. . 1 1 35. 35 23129. 9. 1 6 20. 53 326. .3 3 5 . I 37 23117. 9. 1 6 25. 54 23203. 9. 1 6 30. 55 23190. 9. 1 6 35. ' 56 23173. 9. 1 6 40 . 1 I I I . I I I I I I n • II II • JIM CREEK up BASIN-EXISTING/PROPOSED CONDITIONS I *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME IELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 1 184. 6 1 5. 2 399. . 9 1 0. ' 3 435. 1. 0 1 10. 4 663. 1 . 2 1 15. 5 915. 1.5 1 15. II6 1101. 1. 6 1 20. 7 1376. 1. 8 1 20. 8 1445. 1. 8 1 20. 9 1678. 2. 0 1 20. II 16 185. . 5 0 50. 10 1814 . 2 . 1 1 25. 17 290. . 6 1 0. II 20 1897. 2. 1 1 25. 20 64 . . 3 1 10. 18 439. . 8 1 5. 12 2039. 2.2 1 25. • 21 212. .5 1 15. 19 663. 1 .0 1 10. 14 90. . 1 0 55. 13 2086. 2.2 1 25. Ill 22 925. 1 .2 1 15. 15 2181. 2 .3 1 35 . 23 3458. 2. 9 1 25. 24 3521 . 2. 9 1 30. II 25 3553. 2 . 9 J 35. 26 3704 . 3. 0 1 40. 27 3796. 3.0 1 45 . II 28 3916. 3.0 1 45. 29 4019. 3. 1 1 50. 30 4072. 3. 1 1 50. 31 4144 . 3. 1 1 50. II 32 4207 . 3.2 1 55. 33 4245. 3.2 2 0. 34 4199. 3.2 2 5. Il 35 4242 . 3.2 2 5. II I 1 Il • • BOX ELDER ll NORTH BASIN-EXISTING CONDITIONS ll *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 59 50. . 1 1 25. II60 93. . 1 1 30. 70 83. . 1 1 20. 61 131. .2 1 40. 71 130. . 1 1 35. ' 62 162. .2 1 50. 72 167. .2 1 45. 63 190. .2 1 45. 57 11029. 9.0 122. 9 8 15. Il 73 195. .2 1 50. 64 242. .2 1 30. 58 11029. 5.2 9 10. 74 217. . 2 1 55. II 65 11038 . 5.2 8 35 . 75 229. .2 1 50. 66 11038. 5.2 8 50 . 76 260. .2 1 50. 671 11038. 5.2 8 50. 77 295. .2 1 50. 672 11653. 5.3 8 55. II 78 317. .3 1 55. 68 11652. 5. 3 9 10. 79 313. .3 2 20. II 69 11652. 5. 3 9 20 81 155. .4 1 5. 80 11673. 5.3 9 15. 82 11673. 5.3 9 30. ' 83 11672. 5.3 9 40 84 11668 . 5.3 9 50. 85 11667. 5.3 9 55 . 86 11663. 5.3 10 0. II 87 11660. 5. 3 10 5. 88 11659. 5.3 10 10. 89 11657 . 5.3 10 15. II 90 11655. 5. 3 10 20. 91 11655 . 5. 3 10 20. 92 11654 . 5.3 10 25. 93 11652. 5.3 10 25. II 94 11651. 5. 3 10 30. 95 11637 . 5. 3 10 40. 96 12077. 5. 4 10 40. II I ll • BOX ELDER NORTH BASIN-PROPOSED CONDITIONS II I *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME IELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 59 50. . 1 1 25. 60 93. . 1 1 30. ' 70 83. . 1 1 20. 61 131. .2 1 40. 71 130. . 1 1 35. 62 162. .2 1 50. ll 72 167 . .2 1 45. 63 190. . 2 1 45. 57 26475. 7 . 5 6 45. I 73 195. .2 1 50. 64 242. .2 1 30. 58 26231. 7. 4 6 50. ' 74 217 . .2 1 55. 65 26087. 7. 4 7 0. 75 229. . 2 1 50. 66 26012. / . 4 7 10. 76 260. . 2 1 50. • 671 26014 . 7. 4 7 10. 77 295. .2 1 50. 672 26596. 7 .5 7 15. I 78 317. . 3 1 55. 68 26532. 7 .5 7 20. 79 313. . 3 2 20. 69 26449. 7 .5 7 30. I 81 155. . 4 1 5. 80 26445. 7 . 5 7 35. 82 26373. 7 . 5 7 40. ' 83 26295. 7 . 4 7 50. 84 26159. 7 . 4 8 0. 85 26132. 7 . 4 8 0. I 86 26051. 7 . 4 8 10. 87 25998. 7 . 4 8 15. 88 25986. 7. 4 8 20. 89 25960. 7 . 4 8 25. 90 25942. 7 . 4 8 30. 91 25945. 7 . 4 8 30. 92 25932. 7. 4 8 30. 93 25915. 7 . 4 8 35. 11 94 25903. 7 . 4 8 40. 95 25776. 7 . 4 8 50. 96 26214 . 7. 4 8 50. Il 1 II • UNNAMED DRAINAGEWAY IIBASIN-EXISTING/PROPOSED CONDITIONS ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME 1 ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 3 93. .3 1 10. ' 4 242. . 4 1 0. 2 265. .5 1 10. 1 136. . 3 1 5. 5 892 . . 9 1 5. III 7 10. . 1 1 30. 6 1017. 1.0 1 5. 8 1287. 1. 6 1 10. 9 1565. 1. 8 1 15. ' 10 1766. 1. 9 1 20. 11 2178. 2. 1 1 20. 12 2319. 2. 2 1 20. ' 14 75. . 1 1 40. 13 2353. 2.2 1 25. 15 2722. 2_ . 9 1 30. 22 110. . 2 1 0. 14 17 76. . 1 1 35. 16 3168. 2. 6 1 30. 23 309. . 4 1 0. 19 79. . 1 1 35. ll 18 3358 . 2. 7 1 35. 24 462. . 5 1 15. 21 76. . l 1 40. I 20 3517. 2.8 1 40. 25 3633. 2. 8 1 55. 26 3547. 2. 8 2 5. 27 3601. 2. 8 2 10. ' 28 3682. 2. 9 2 15. 29 3647. 2. 8 2 20. 30 3661. 2 . 8 2 25. III il II I . I I I I I I I I . I I I IAPPENDIX M IHEC-RAS Flow Data / Calculations I I I I yy • N N N r .r- M y n v rn ^ V O O SiO V Yl 0 aD M N M (O M N N N N O O P- N N N 6 0 0 0 (O ' 0 0 0 0 0 OOOOOOOOOOOOO1O O O O 0 O O 0 pp I r V (OD, cam'! OM) 0 N rO 0 V N V 0 0 . 0 M N N . . M O N . 0) O co en yNy (d C` co r W co m ((yyyy OJ r m N r (h o co co O r n m GO r n m N N N N •(+ N N N rO r arp n N FN NOON MO (() O (� O OONOO IOMOrIOr01OO N000co' NrM 00000 NM O IO (O M M CO y N O r p) .-- co M (O (7 O co oc NNN N N N N r V r N O O (p r O CD O CO O < • r 00 (D O N ID O OD O CO O N O CO O CO N- M m N N O Cr) N (O (D N V r (7 (O CO N N N r r r r (D CO r .- N CI O O O o W Z ' O _ ON) 0 N O r (O r r .. L O CO M N N r g CO . CI CO CO 0 0 O 0 1- • O O r N O 0 O r M _ O N O Ng 0 O O O O O (O •• O M O O O O M o `Y""� - 0 0 0 0 0 0 0 0 0 0 • 0 0 0 0 0 0 0 0 O O O a• O O O O o O O O Z •'.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ° U O) r h N N CO 0) CO O r • .. Cr) M M N O O O O a N(^ CO M O7 (D (D n N CO r N •r O 0 e{ 1` • CO O O O O O Z x M M r r co co co N N O (O N h • IO N to IJ or L (O CO O O O O IO LC) IO N N IO IO co N IO d' O LO LO ID Vl - co CO O CO CO CO W CO CO CO N N N N OJ lilt 0 - -' onuFL C7mJ V OM W o CC)V' m m W he v v a rt I v ... O) n o co co co m co OI o r or _.- m r r . o o O m N .. L-- r In In ID (O v o ID N r O o 0) •. •In � CO o O O O) Lt M N.: to (G (O LO in I(i In O . . It) In I(j IN O CJ W 48 1 t O O O (O O N IO N O N 0 .. O N 1O IO V N IO IO IO^. O O O O O 0 0 0 0 0 0 0 0 0 O W O O O*m v v v v v v v v v o o e v e v v v :: ,• o� v v v v v j sI Ix ,4* 0 0 0 0 8 m O O O N O o o - : 0 0 0 - - 8888 &S O o O O O M O O O O 0 0 0 • 0 0 0 O Y ua h N h O h 0 V V V 01 - V V : -. V N - N 2 N V Ca O O O O O 0 0 0 0 0 0 y O M w .. O $ .• •• O O O O� e v a v v a v v v v a a v v - v v v v - o v o v I0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 1 _ 0 0 0 0 0 0 0 0--°•.k olo o Rio w o0 0 0 0 0 s o O O b o o r o O O O #:L ...... I M c-- M () ? (7 (7 M M M (+) M M M (+) M co C) r r c o O to r r r r r O r r r r r r r r r r M M M N re, y y .y (O (O (O O (O (J t0 O ,,Br--Ni O ,....6r-r) O t0 (O (O N o o N N �� O O r to? Lo? Yl�b i y . fit( . ��S ��.�5�'≥x� aa�{aw' i�'r'��;{�S� t '*vh�:.'s��a�.z •��: p �v�;,;�; ;F.x�v. I �r t , • I I • ' W N CO0 N W O> O W CO O M W CON .- M W M (O O W O O N M M W CO M M M CO M N r O O O O LO N 10 CO N M N Yf 00 0 00000000000000000000d I rF M I' N CO 0 V) 0 0 CO CO CO (O N M N CO CO N O NO YJ W CO CO n n n n at 01 03 O> V' r O. n CO r a M co M O co a> o yy (n (o co aey r r Cl o co co 0 r co o co (o N V N O �O co co W O )O W r W O O W T... rn W co m m co m m o co v n n m W n O ' N r N M KJ M M N UO 0) N CO W N CO CO CO N V n n n 0 LO CO CO N N yy Y> 0) M M 0 0 . N O O CO (pr N W CO V r r (O N O' sy 0} tO CO O CO W CO iO a M N � .• O) 10 N Di -1 >O COM CO N CO ON> 0 0 CO r(00 NV OJ W 0 N CO N CO 0 (NO a4 r N-- 0) 0) 0 0) N r COO R V) r n N N 0 0) I r W N I"-- (O r N r O N CO O V N O. r r W CO V' CO V •V CO N W CO O O N- W n -- -- • M O O M N V' O N V V Cy CO C} N N O O O O O V' of N N N V r (./ O O V N CD O_ O W O) pp N O O W O) N W V O O N W 0 i W W N V N W N (O I--- O 0 W CO 0 0 0 O n N M N CO CO O W N (0 M CO CO O. CO n r N O W M 0 0 0 0 N W N r (O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q •, 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Hi, -I 0 0 0 0 0 0 0 0 0 0 0 o 0 0 o o o o 0 0 0 o 0 0 o 0 I8 . W nt : W N 2 N O) N N W W 2 r 2 O '�' M W Y> W P. O N O O) W o n O O CO LO r O • 0 N- C) N { 0 N O Ci M • O O r W (o N )O N 6 o )O V o O) c0 r r to N- Wii. , (O CO 0 0 W CO W N 0 N (O (O :O iO N LO Y> N )O V' V - V .0 I W W W W W W W W co co co co W W co co • co W co co co .. co co zsx"; a v v o v v v v v a v v v c v o - - a v v v v - o v . I W N- CO W O LO m �., v a CO CO CO v v W LL O) V V O CO NN- 0 M M NO- coo _ o O) N NI •In • ; O I 'y4xg> N n c0 co n (O CO N- CO (O N O Cl) O O m V' M • N • (O W )L{}{*' �„:, n n • 0 W W W W W W W W W W W W W W W W .. W W W W 03 Wlhy., V V O V V O V V O V V V V C V O V V d' V V V V O 3£ 0 0 0 00 co 0 0 o o r N O O o O o o o o o o a 00000 M O o 0 0 • y 0 0co y 0 0 0 0 0 oy o co m - U ` 2 N 0 N N V V V V 2 p V O' a W W W W W W W W O •• d' k51:1:;:e.?, W W W W W W W W W .• W W - v v o v v o a v v v v o v o v o v Cr v v v v • v v :• l y --- o 0 0 0 o1 C o o To 0 0 o o 0 0 0 01-0 o 0 o o O o o m 0 0 0 0 0 - 0 0 0 0 0 0 1 0 0 0 0 Eiria.2:44 C'1 CJ M M N- ? (h Cj Cj M M M Cj M N- 0 o O o O (0 CJ Cj (0 r n n n n n n n n n n n n n n (0 V O V V e{ M M M M Y)I • co M M M M r N N W :D (O (O [O U . . . W N • [O W co co N to to N N 0404040404 NNCLINN N N N N N N N N N I • ' r x drt t rF r�g . .., , i'... .. . Fail a kr i ^'. v � 7( p)k. : �7�tS . s a.,,,' e e as f I ua I I • .NN: 0) 0) r 0) r O V O O 0 O 0 r 0 0 0 N M 0 0 0 r N (O O t0 M M O M of 00000r 0 0 0 �- 0000 000000000 I • 1 . N CO UV) CO N- N M a) r 03 CO CO C') V W ir(l V m 1� r 0 N r (0 r CO N h O Y) Li) d' 030N- O N 0) 00 COO 0 O N 0 N U) 0 U) N ( O (D 1. 03 03 0 CO 0 N O) LO r r 0 V' r r- N LO 0) N 0) Cr) O O O 0 O) N 0 M N O N 0) r M 0' ).. O W M N 0 O D7 0 N O V 0 NN I� O (Y YO) V 0 CO0 N YO) CO 00)) xt N CO0 CO (O r CO xt CO 0 r O IU) N 0 .- 0 r N co O) r CO N A M 00 r CO NN O O M r V M 1' V 't f') V t') M M r O yy N F M aO O V V O M 0 M O M 0 0 0 0 O O t N N C) N N 'V r r co co V r N r r co V N 1') i I 0 l'' V V (NCO N 0) r 0) CO 0 CO r V N N 0) OJ 0 r 0 V N CO 0 V CO CO CO N CO N 0) ' O M N 0) N 0 N V N 0) 0 V 0) V 0) 0) Or V O O O O N N O 0 0 0 0 0 0 0 0 0 't 0V0 O 'Jt •Z 0 0 0 0 O 0 O 0 0 O O O O O O 0 O O O >- 0 0 0 O O O O O O O O O O O O O O O O I - — . W y N l0 00 CO P-- N O N- o) 0 v CO 0 0) N- (o '^ V m N O O] N O) 0) M 0) M CO N (O v h 0 N M 6 O 0) 07 co 4 6 N 07 6 6 N. r N- N. N- N- r 0 (D 0 0 (D CO 0 0 0 00 0 < 3 ,t 0 U] U'1 N Gl 0 W 0 0 O 0 UJ UJ cO N 0 N M 0 ' z r V V V V V V V V V V V V V V V V V V V i co co o r r r . v r ' W � v v a m m V v ZZ 0 co 0 in 7 co r (h V O) N co co O T co co co r I z *}. j,S"" O M O U) fl �- 0 O r 0 O N O U) y ;`2� 1- (0 O M g? O Oi Oi (0 V (h N (0 th ldv{?. : 4 4 m Or 4 4 00 (0 W OO O0 ON O0 W OO 4 V v v v v v a v o v a e V v v v v ' "4 o 0) 0 0 0 0 N- 0 o 0 0 0 0 r 0 0 0 0 i CO O CO 0 0 0 O V N 0 O O N- O N 0 0 0 0 '0' V N W r O )- r (0 V N r 0 of r 0 V r 0) & r r N- 0 r r 0 CO 0 0 0 CO 0 N 0 0 0 0 V 7,:.t =z CO Co a o o v v v v v v o v v v a v v v ' i {- 0 0 N 0 0 0 M CO C') co M M COIMF co^+ 0H0 0 0 0 0 0 0 0 0 0 0 ' O O O O N O M M M M ('l CO 0 CO M CO Cr) CO M z CO CO CO C') M CO CO 0 0 0 CO (D 0 (MO (O (MO 0 0 CO CO CO M CO M M M M CO CO M CO CO CO CO M M M M CO M CO I "vl ,"t%4l I 6? t t 1 I I 1• 0 I I I I I I . 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